Public Works Technical Specifications
TABLE OF CONTENT
TC - 1
CONTRACT DOCUMENTS
TABLE OF CONTENTS
BIDDING AND CONTRACT REQUIREMENTS: PAGE
Table of Contents TC-1
Invitation to Bidders IV - 1
Instructions to Bidders ITB - 1
Proposal P – 1
Contract Agreement CA - 1
Performance Bond PB - 1
Payment Bond PYB - 1
General Conditions of the Contract GC – 1
Special Conditions to the Technical Specifications SC - 1
The City of Schertz Standard Specifications and Technical Specifications for construction dated March 2011 or latest edition applicable to this project are to be utilized. These specifications are available from the City of Schertz Public Works Department or from the City of Schertz Web Site.
TECHNICAL SPECIFICATIONS
DIVISION 1 GENERAL REQUIREMENTS
01110 Summary of Work (INCLUDED HEREIN)
01145 Use of Premises
01255 Change Order Procedures
01270 Measurement and Payment
01292 Schedule of Values
01312 Coordination and Meetings
01321 Construction Photographs
01325 Construction Schedule
01326 Construction Schedule (Bar Chart)
TABLE OF CONTENT
TC - 2
01330 Submittal Procedures
01340 Shop Drawings, Product Data, and Samples
01410 TPDES Requirements (with Attachments)
01422 Reference Standards
01450 Contractor’s Quality Control
01452 Inspection Services
01454 Testing Laboratory Services
01502 Mobilization
01504 Temporary Facilities and Controls
01506 Diversion Pumping
01520 Temporary Field Office
01555 Traffic Control and Regulation
01562 Tree and Plant Protection
01570 Storm Water Pollution Control
01575 Stabilized Construction Exit
01576 Waste Material Disposal
01578 Control of Ground Water
01580 Project Identification Signs
01581 Excavation in Public Way Permit Signs
01610 Basic Product Requirements
01630 Product Substitution Procedures
01725 Field Surveying
01731 Cutting and Patching
01732 Procedures for Water Valve Assistance (with Attachments)
01740 Site Restoration
01755 Starting Systems
01770 Closeout Procedures
01782 Operation and Maintenance Data
01785 Project Record Documents
DIVISION 2 SITEWORK
TABLE OF CONTENT
TC - 3
02081 Cast-in-Place Concrete Manholes
02082 Pre-cast Concrete Manholes
02083 Fiberglass Manholes
02084 Frames, Grates, Rings, and Covers
02085 Valve Boxes, Meter Boxes, and Meter Valves
02086 Adjusting Manholes, Inlets, and Valve Boxes to Grade
02221 Removing Existing Pavements and Structures
02222 Abandonment of Sewer
02233 Clearing and Grubbing
02260 Trench Safety System
02314 Channel Excavation
02315 Roadway Excavation
02316 Excavation and Backfill for Structures
02317 Excavation and Backfill for Utilities
02319 Borrow
02320 Utility Backfill Materials
02321 Cement Stabilized Sand
02330 Embankment
02427 Plastic Liner for Large Diameter Concrete Sewers and Structures
02447 Auguring Pipe and Conduit
02448 Pipe and Casing Auguring for Sewers
02465 Drilled Shaft Foundations
02476 Caisson for Lift Station
02501 Ductile Iron Pipe and Fittings
02502 Steel Pipe and Fittings
02503 Copper Tubing
02505 High Density Polyethylene (HDPE) Solid and Profile Wall Pipe
02506 Polyvinyl Chloride Pipe
02511 Water Lines
02512 Water Tap and Service Line Installation
02513 Wet Connections
02514 Disinfection of Water Lines
02515 Hydrostatic Testing of Pipelines
TABLE OF CONTENT
TC - 4
02516 Cut, Plug and Abandonment of Water Lines
02517 Handling Asbestos Cement Pipe
02518 Steel Pipe and Fittings for Large Diameter Water Lines
02520 Fire Hydrants
02521 Gate Valves
02522 Butterfly Valves
02523 Pressure Reducing Valves
02524 Air Release and Vacuum Relief Valves
02525 Tapping Sleeves and Valves
02527 Polyurethane Coatings on Steel or Ductile Iron Pipe
02528 Polyethylene Wrap
02531 Gravity Sanitary Sewers
02532 Sanitary Sewer Force Mains
02533 Acceptance Testing for Sanitary Sewers
02534 Sanitary Sewer Service Stubs or Reconnections
02571 Pipe Bursting
02611 Reinforced Concrete Pipe
02612 Pre-cast Reinforced Concrete Box Sewers
02621 Geotextile
02631 Storm Sewers
02632 Cast-In-Place Inlets, Headwalls and Wingwalls
02633 Pre-cast Concrete Inlets, Headwalls and Wingwalls
02642 Corrugated Metal Pipe
02700 Cement Kiln Dust Treatment and Street Reclamation
02711 Asphalt Treated Base
02712 Cement Stabilized Base Course
02713 Flexible Base
02716 Geogrid Reinforcement for Pavement
02741 Asphaltic Concrete Pavement
02742 Prime Coat
02743 Tack Coat
02751 Concrete Paving
02752 Concrete Pavement Joints
TABLE OF CONTENT
TC - 5
02753 Concrete Pavement Curing
02754 Concrete Driveways
02761 Colored Concrete for Medians and Sidewalks
02762 Blast Cleaning of Pavement
02764 Raised Pavement Markers
02765 Temporary and Removable Reflectorized Pavement Markings
02767 Thermoplastic Pavement Markings
02771 Curb, Curb and Gutter, and Headers
02772 Concrete Medians and Directional Islands
02775 Concrete Sidewalks
02811 Landscape Irrigation
02834 Segmental Concrete Retaining Wall System
02893 Traffic Signal Construction
02911 Topsoil
02915 Tree Planting
02921 Hydromulch
02922 Sodding
02925 Flexible Growth Medium
02926 Erosion Control Matting
02951 Pavement Repair and Resurfacing
DIVISION 3 CONCRETE
03300 Cast-in-Place Concrete
03100 Concrete Framework
03200 Concrete Reinforcement
03315 Concrete for Utility Construction
03600 Grout
DIVISION 4 MASONRY
04061 Mortar
04210 Brick Masonry for Utility Construction
DIVISION 5 METALS
TABLE OF CONTENT
TC - 6
05500 Miscellaneous Metals
DIVISION 6 WOOD AND PLASTICS
DIVISION 7 THERMAL AND MOISTURE PROTECTION
DIVISION 8 DOORS AND WINDOWS
DIVISION 9 FINISHES
09905 Cleaning & Painting Exposed Piping, Valves and Related Items
DIVISION 10 SPECIALTIES
DIVISION 11 EQUIPMENT
DIVISION 12 FURNISHINGS
DIVISION 13 SPECIAL CONSTRUCTION
DIVISION 14 CONVEYING EQUIPMENT
DIVISION 15 MECHANICAL
DIVISION 16 ELECTRICAL
SUPPLEMENTAL SPECIFICATIONS (INCLUDED HEREIN)
GEOTECHNICAL REPORT
CITY OF SCHERTZ
STANDARD SPECIFICATION USE OF PREMISES
01145-1
March 31, 2011
SECTION 01145
USE OF PREMISES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. General use of the site including properties inside and outside of rights-of-
way, work affecting road, ramps, streets and driveways and notification to
adjacent occupants.
1.02 RIGHTS-OF-WAY
A. Confine access, and operations and storage areas to rights-of-way provided
by the City as stipulated in General Conditions; trespassing on abutting
lands or other lands in the area is not allowed.
B. Make arrangements, at no cost to the City, for temporary use of private
properties. Contractor and Surety shall indemnify and hold harmless the
City against claims or demands arising from such use of properties outside
of rights-of-way. Submit a copy of agreements between private property
owners and Contractor prior to use of the area. Agreements between private
property owners and Contractor shall be notarized or bear the signatures of
two witnesses.
C. Obtain written permission from City of Schertz Parks and Recreation
Department for storage of materials on esplanades and other areas within
rights-of-way under that department's jurisdiction. Submit copies of written
permission prior to use of the area.
D. Restrict total length of distributed materials along the route of construction to
1,000 linear feet unless otherwise approved in writing by Public Works.
1.03 PROPERTIES OUTSIDE OF RIGHTS-OF-WAY
A. Do not alter the condition of properties adjacent to and along rights-of-way.
B. Do not use ways, means, methods, techniques, sequences, or procedures
that result in damage to properties or improvements.
C. Restore damaged properties outside of rights-of-ways at no cost to the City.
1.04 USE OF SITE
A. Obtain approvals from governing authorities prior to impeding or closing
public roads and streets. Do not close more than two consecutive
intersections at one time.
CITY OF SCHERTZ
STANDARD SPECIFICATION USE OF PREMISES
01145-2
March 31, 2011
B. Notify Public Works and Emergency Services at least five working days prior
to closing a street or street crossing. Obtain permits for street closures in
advance.
C. Maintain 10-foot-wide minimum access lanes for emergency vehicles
including access to fire hydrants.
D. Avoid obstructing drainage ditches or inlets. When obstruction is
unavoidable due to requirements of the Work, provide grading and
temporary drainage structures to maintain unimpeded flow.
E. Locate and protect private lawn sprinkler systems that may exist within the
site. Repair or replace damaged systems to condition existing at start of the
Work, or better.
F. Conform to daily clean-up requirements of Article 5 of General Conditions.
G. Beware of overhead power lines existing in area and in close proximity of
the Project. When 10 feet of clearance between energized overhead power
line and construction-related activity cannot be maintained, request Power
Company de-energize or move conflicting overhead power line. Contact
schedule, coordinate, and pay costs associated with de-energizing or
moving conflicting overhead power lines. When there is no separate pay
item for this effort, include these costs in various items of bid that make
such work necessary.
1.05 NOTIFICATION TO ADJACENT OCCUPANTS
A. Notify individual occupants in areas to be effected by the Work of proposed
construction and time schedule. Notify not less than 72 hours or more than
two weeks prior to work performed within 200 feet of homes or businesses.
Follow form and content of sample door hanger provided by Public Works.
B. Include in notification nature of the Work, and names and telephone
numbers of two company representatives for resident contact available on
24-hour call.
C. Submit proposed notification to Public Works for approval.
1.06 PUBLIC, TEMPORARY, AND CONSTRUCTION ROADS AND RAMPS
A. Construct and maintain temporary detours, ramps, and roads to provide for
normal public traffic flow when it is necessary to close public roads or
streets.
B. Provide mats or other means to prevent overloading or damage to existing
roadways from tracked equipment, large tandem axle trucks or equipment
that will damage the existing roadway surfaces.
CITY OF SCHERTZ
STANDARD SPECIFICATION USE OF PREMISES
01145-3
March 31, 2011
C. Construct and maintain access roads and parking areas as specified in
Section 01504 - Temporary Facilities and Controls.
1.07 EXCAVATION IN STREETS AND DRIVEWAYS
A. Avoid hindering or inconveniencing public travel on streets or intersecting
alleys for more than two blocks at any one time, except by permission of
Public Works.
B. Obtain Public Works approval when nature of the Work requires closure of
an entire street. Permits required for street closure are Contractor's
responsibility. Avoid unnecessary inconvenience to abutting property
owners.
C. Remove surplus materials and debris and open each block for public use,
as work in that block is complete.
D. Acceptance of any portion of the Work will not be based on return of street
to public use.
E. Avoid obstructing driveways or entrances to private property.
F Provide temporary crossings or complete excavation and backfill in one
continuous operation to minimize duration of obstruction when excavation is
required across drives or entrances.
G. Provide barricades and signs in accordance with Section VI of the State of
Texas Manual on Uniform Traffic Control Devices.
1.08 TRAFFIC CONTROL
A. Comply with traffic regulation as specified in Section 01555 - Traffic Control
and Regulation.
1.09 SURFACE RESTORATION
A. Restore the site to the condition existing before construction, or better.
B. Repair paved areas per the requirements of Section 02951 - Pavement
Repair and Resurfacing.
C. Repair damaged turf areas, level with bank run sand conforming to Section
02317 - Excavation and Backfill for Utilities, or topsoil conforming to Section
02911 - Topsoil, and re-sod in accordance with Section 02922 - Sodding.
Water and level newly sodded areas with adjoining turf using appropriate
steel wheel rollers for sodding. Do not use spot sodding or sprigging.
CITY OF SCHERTZ
STANDARD SPECIFICATION USE OF PREMISES
01145-4
March 31, 2011
1.10 LIMITS OF CONSTRUCTION
A. Confine operations to lands within construction work limits shown on
Drawings. Unless otherwise noted on Drawings adhere to the following:
1. W
here utility alignment is within esplanade, and construction limits are
shown on Drawings to extend to edge of esplanade, keep equipment,
materials, stockpiles a minimum of five feet from back of curb.
2. W
here construction limits shown on Drawings extend to property line,
keep sidewalks free of equipment, materials, and stockpiles.
1.11 EQUIPMENT AND MATERIAL SALVAGE
A. Upon completion of the Work, carefully remove salvageable equipment and
material. Deliver them to City of Schertz as directed by Public Works.
Dispose of equipment offsite at no additional cost to the City when Public
Works deems equipment unfit for further use.
PART2 PRODUCTS - Not Used
PART3 EXECUTION - Not Used
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CHANGE ORDER PROCEDURES
01255-1
March 31, 2011
SECTION 01255
CHANGE ORDER PROCEDURES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Procedures for processing Change Orders, including:
1. Assignment of a responsible individual for approval and
communication of change in the Work;
2. Documentation of change in Contract Price and Contract Time;
3. Change procedures, using proposals and Modifications;
4. Execution of Change Orders;
5. Correlation of Contractor submittals.
1.02 REFERENCES
A. Blue Book is defined as the Rental Rate Blue Book for Construction
Equipment (a.k.a. Date Quest Blue Book).
B. Rental Rate is defined as the full-unadjusted base rental rate for the
appropriate item of construction equipment.
1.03 RESPONSIBLE INDIVIDUAL
A. Provide a letter indicating the name and address of the individual authorized
to execute Modifications, and who will be responsible for informing others in
Contractor’s employ and Subcontractors of changes to the Work. Provide
this information at the pre-construction meeting.
1.04 DOCUMENTATION OF CHANGE IN CONTRACT PRICE AND CONTRACT TIME.
A. Maintain detailed records of changes in the Work. Provide full information
required for identification and evaluation of proposed changes, and
substantiate costs of changes in the Work.
B. Document each proposal for change in the Contract Price or Contract Time
with sufficient data to allow evaluation of proposal.
C. Include the following minimum information on proposals:
CITY OF SCHERTZ
STANDARD SPECIFICATION CHANGE ORDER PROCEDURES
01255-2
March 31, 2011
1. Quantities of items in original Bid Form with additions, reductions,
deletions, and substitutions.
2. Quantities and cost of items in original Schedule of Values with
additions, reductions, deletions and substitutions.
3. Provide Unit Prices for new items, with supporting information, for
inclusion in Schedule of Unit Price Work.
4. Justification for changes in Contract Time.
5. Additional data upon request.
D. For changes in the Work performed on a time-and-material basis, provide
the following additional information:
1. Quantities and description of Products.
2. Taxes, insurance and bonds.
3. Overhead and profit as noted in General Conditions.
4. Dates, times and by who work was performed.
5. Time records and certified copies of applicable payrolls.
6. Invoices and receipts for Products, rental equipment, and
subcontracts, similarly documented.
E. For changes in the Work performed on a time-and-materials basis, rental
equipment is paid as follows:
1. Actual invoice cost for duration of time required to complete extra
work without markup for overhead and profit. When extra work
comprises only a portion of a rental invoice where equipment would
otherwise be on site, compute hourly equipment rate by dividing the
actual monthly invoice by 176. One day equals eight hours and one
week equals 40 hours.
2. Do not exceed estimated operating costs given in Blue Book for
items of equipment. Overhead and profit will be allowed on the
operating cost.
F. For changes in the Work performed on a time-and-materials basis using
Contractor-owned equipment, use Blue Book rates as follows:
CITY OF SCHERTZ
STANDARD SPECIFICATION CHANGE ORDER PROCEDURES
01255-3
March 31, 2011
1. Contractor-owned equipment will be paid at the Blue Book Rental
Rate for the duration of time required to complete extra work without
markup for overhead and profit. Utilized lowest cost combination of
hourly, daily, weekly, or weekly rates. Use 150 percent of Rental
Rate for double shifts, one extra shift per day, and 200 percent of
Rental Rate for more than two shifts per day. Standby rates shall be
50 percent of appropriate Rental Rate shown in Blue Book. No other
rate adjustments apply.
2. Do not exceed estimated operating costs given in Blue Book.
Overhead and profit will be allowed on operating costs. Operating
costs will not be allowed for equipment on standby.
1.05 CHANGE PROCEDURES
A. Changes to Contract Price or Contract Time can only be made by issuance
of Change Order. Changes will be in accordance with requirements of
General Conditions.
B. Public Works will advise of Minor Changes in the Work as authorized.
C. Request clarification of Drawings, Specifications, Contract documents or
other information by Request for Information. Response by Public Works to
Requests for Information does not authorize Contractor to perform tasks
outside scope of work. Changes must be authorized as described in this
Section.
1.06 PROPOSALS AND CONTRACT MODIFICATIONS
A. Public Works may issue Request for Proposal, which includes a detailed
description of the proposed change with supplementary or revised Drawing
and Specifications. Public Works may also request a proposal in response
to a Request for Information. Prepare and submit the proposal within seven
days or as specified in request.
B. Submit requests for Contract changes to Public Works describing proposed
change and its full effect on the Work, with a statement describing reason
for change and effect on Contract Price and Contract time including full
documentation.
C. Design Consultant may review Change Orders.
1.07 WORK CHANGE DIRECTIVE
CITY OF SCHERTZ
STANDARD SPECIFICATION CHANGE ORDER PROCEDURES
01255-4
March 31, 2011
A. Public Works may issue a signed Work Change Directive instructing
Contractor to proceed with a change in the Work. Work Change Directive
will subsequently by incorporated into a Change Order.
B. Work Change Directives will describe changes in the Work and designate
the method of determining change in Contract Price or Contract Time.
C. Proceed promptly to execute changes in the Work in accordance with the
Work Change Directive.
1.08 STIPULATED PRICE CHANGE ORDER
A. A Stipulated Price Change Order will be based on an accepted proposal.
1.09 UNIT PRICE CHANGE ORDER
A. Where Unit Prices for affected items of the Work are included in Bid Form,
the Change Order will be based on Unit Prices, subject to Articles 7 and 9 of
General Conditions.
B. Where Unit Prices of the Work are not pre-determined in Bid Form, the
Work Change Directive or accepted proposal will specify the Unit Prices to
be used.
1.10 TIME-AND-MATERIAL CHANGE ORDER
A. Provide itemized account and supporting data after completion of change,
within time limits indicated for claims in General Conditions.
B. Public Works will determine the change allowable in Contract Price and
Contract Time as provided in General Conditions.
C. Maintain detailed records for work done on time-and-material basis as
specified in Paragraph 1.04 above.
D. Provide full information required for evaluation of changes and substantiate
costs for changes in the Work.
1.11 EXECUTION OF CHANGE DOCUMENTATION
A. Public Works will issue Change Orders, Work Change Directives, or Minor
Change in the Work for signatures of Parties as described in General
Conditions.
1.12 CORRELATION OF CONTRACTOR SUBMITTALS
CITY OF SCHERTZ
STANDARD SPECIFICATION CHANGE ORDER PROCEDURES
01255-5
March 31, 2011
A. For Stipulated Price Contracts, promptly revise Schedule of Values and
Application for Payment forms to record authorized Change Orders as
separate line item.
B. For Unit Price Contracts, the next monthly estimate of the Work after
acceptance of a Change Order will be revised to include new items not
previously included with appropriate Unit Prices.
C. Promptly revise progress schedules to reflect change in Contract Time, and
to adjust time for other items of work affected by the change, and resubmit
for review.
D. Promptly enter changes to on-site and record copies of Drawings,
Specifications or Contract Documents as required in Section 01785-Project
Record Documents.
PART 2 PRODUCTS – Not Used
PART 3 EXECUTION – Not Used.
3.01
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION MEASUREMENT AND PAYMENT
01270 - 1
March 31, 2011
SECTION 01270
MEASUREMENT AND PAYMENT
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Procedures for measurement and payment plus conditions for
nonconformance assessment and nonpayment for rejected Products.
1.02 AUTHORITY
A. Measurement methods delineated in Specification sections are intended to
complement criteria of this Section. In event of conflict, requirements of the
Specification section shall govern.
B. Public Works will take all measurements and compute quantities
accordingly.
C. Assist by providing necessary equipment, workers, and survey personnel.
D. Measurement and Payment paragraphs are included only in those
Specification sections of Division 01 where direct payment will be made.
Include costs in the total bid price for those Specification sections in Division
01 that do not contain Measurement and Payment paragraphs.
1.03 UNIT QUANTITIES SPECIFIED
A. Quantity and measurement estimates stated in the Agreement are for
contract purposes only. Quantities and measurements supplied are placed
in the Work and verified by Public Works will determine payment as stated
in Article 9 of General Conditions.
B. When actual work required greater or lesser quantities than those quantities
indicated in Bid Form, provide required quantities at Unit Prices contracted,
except as otherwise stated in Article 9 of General Conditions.
1.04 MEASUREMENT OF QUANTITIES
A. Measurement by Weight: Reinforcing steel, rolled or other metal shapes
are measured by CRSI or AISC Manual of Steel Construction weights.
Welded assemblies are measured by CRSI or AISC Manual of Steel
Construction or scale weights.
B. Measurement by Volume:
CITY OF SCHERTZ
STANDARD SPECIFICATION MEASUREMENT AND PAYMENT
01270 - 2
March 31, 2011
1. Stockpile: Measured by cubic dimension using mean length, width,
and height or thickness.
2. Excavation and Embankment Materials: Measured by cubic
dimension using average end area method.
C. Measurement by Area: Measured by square dimension using mean length
and width or radius.
D. Linear Measurement: Measured by linear dimension, at item centerline or
mean chord.
E. Stipulated Price Measurement: By unit designated in the Agreement.
F. Other: Items measured by weight, volume, area, or linear means or
combination, as appropriate, as completed item or unit of the Work.
G. Measurement by Each: Measured by each instance or item provided.
H. Measurement by Lump Sum: Measure includes all associated work.
1.05 PAYMENT
A. Payment includes full compensation for all required supervision, labor,
products, tools, equipment, plant, transportation, services, and incidentals;
and erection, application or installation of an item of the Work; and
Contractor’s overhead and profit.
B. Total compensation for required Unit Price work shall be included in Unit
Price bid in Bid Form. Claims for payment as Unit Price work, but not
specifically covered in the list of Unit Prices contained in Bid Form, will not
be accepted.
C. Interim payments for stored materials will be made only for materials to be
incorporated under items covered in Unit Prices, unless disallowed in
Supplementary Conditions.
D. Progress payments will be based on Public Works’ observations and
evaluations of quantities incorporated in the Work multiplied by Unit Price.
E. Final payment for work governed by Unit Prices will be made on the basis of
actual measurements and quantities verified by Public Works multiplied by
the Unit Price for work which is incorporated in or made necessary by the
Work.
CITY OF SCHERTZ
STANDARD SPECIFICATION MEASUREMENT AND PAYMENT
01270 - 3
March 31, 2011
1.06 NONCONFORMANCE ASSESSMENT
A. Remove and replace work, or portions of the Work, not conforming to the
Contract documents.
B. When not practical to remove and replace work, Public Works will direct one
of the following remedies:
1. Nonconforming work will remain as is, but Unit Price will be adjusted
lower at discretion of Public Works.
2. Nonconforming work will be modified as authorized by Public Works,
and the Unit Price will be adjusted lower at the discretion of Public
Works, when modified work is deemed less suitable then specified.
C. Specification sections may modify the above remedies or may identify a
specific formula or percentage price reduction.
D. Authority of Public Works to assess nonconforming work and identify
payment adjustment is final.
1.07 NONPAYMENT FOR REJECTED PRODUCTS
A. Payment will not be made for any of the following:
1. Products wasted or disposed of in an unacceptable manner.
2. Products determined as nonconforming before or after placement.
3. Products not completely unloaded from transporting vehicles.
4. Products placed beyond lines and levels of required work.
5. Products remaining on hand after completion of the Work, unless
specified otherwise.
6. Loading, hauling, and disposing of rejected Products.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION – Not Used.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION SCHEDULE OF VALUES
01292-1
March 31, 2011
SECTION 01292
SCHEDULE OF VALUES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Preparation and submittal of Schedule of Values for Stipulated Price
Contracts or for Major Unit Price Work on Unit Price Contracts.
1.02 PREPARATION
A. For Stipulated Price Contracts, subdivide the Schedule of Values into logical
portions of the Work, such as major work items or work in contiguous
construction areas. Use Section 01325-Construction Schedule as a guide
to subdivision of work items. Directly correlate Items in the Schedule of
Values with tasks in the Construction Schedule. Organize each portion
using the Project Manual Table of Contents as an outline for listing value of
the Work by Sections. A pro rata share of mobilization, Bonds, and
insurance may be listed as separate items for each portion of the Work.
B. For Unit Price Contracts, items should include a proportional share of
Contractor’s overhead and profit so that total of all items will equal Contract
Price.
C. For lump sum equipment items, where submittal of operation and
maintenance data and testing are required, include separate items for
equipment operation and maintenance data where:
1. Submittal of maintenance data is valued at five percent of the lump
sum amount for each equipment item and
2. Submittal for testing and adjusting is valued at five percent of the
lump sum amount for each equipment item.
Round off figures for each item listed to the nearest $100. Set the value of
one item, when necessary, to make total of all values equal the Contract
Price for Stipulated Price Contracts or the lump sum amount for Unit Price
Work.
1.03 SUBMITTAL
A. Submit the Schedule of Values, in accordance with requirements of Section
01330-Submittal Procedures, at least 10 days prior to processing of the first
Certificate for Payment.
CITY OF SCHERTZ
STANDARD SPECIFICATION SCHEDULE OF VALUES
01292-2
March 31, 2011
B. Submit the Schedule of Values in an approved electronic spreadsheet file
and an 8 ½-inch by 11-inch print on white bond paper.
C. Revise Schedule of Values for items affected by Contract Modifications.
After Public Works has reviewed changes, resubmit at least 10 days prior to
the next scheduled Certificate for Payment date.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION – Not Used.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION COORDINATION AND MEETINGS
01312-1
March 31, 2011
SECTION 01312
COORDINATION AND MEETINGS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. General coordination including pre-construction meeting, site mobilization
conference, and progress meetings.
1.02 COORDINATION OF DOCUMENTS
A. Coordination is required throughout documents. Refer to Contract
documents and coordinate as necessary.
1.03 CONTRACT COORDINATION
A. Coordinate scheduling, submittals, and work of various Specification
sections to assure efficient and orderly sequence of Installation of
interdependent construction elements.
B. Coordinate completion and clean up of the Work prior to the Date of
Substantial Completion and for portions of the Work designated for City’s
partial occupancy.
C. Coordinate access to the site for correction of nonconforming work to
minimize disruption of the City’s activities where the City is in partial
occupancy.
1.04 PRE-CONSTRUCTION MEETING
A. Public Works will schedule pre-construction meeting.
B. Attendance Required: City representatives, Design Consultants, Special
Consultants as required by Public Works, Contractor, and Major
Subcontractors and Suppliers.
C. Agenda:
1. Distribution of Contract Documents.
2. Designation of personnel representing the Parties and Design
Consultant.
3. Review of insurance.
CITY OF SCHERTZ
STANDARD SPECIFICATION COORDINATION AND MEETINGS
01312-2
March 31, 2011
4. Discussion of formats for Schedule of Values and Construction
Schedule.
5. Procedures and processing of Shop Drawings, substitutions, pay
estimates or Applications for Payment, Requests for Information,
Requests for Proposal, Modifications, and the Contract closeout,
other submittals.
6. Scheduling of the Work and coordination with other contractors.
7. Review of Subcontractors and Suppliers
8. Appropriate agenda items listed for the site mobilization conference,
Paragraph 1.05.C, when pre-construction meeting and site
mobilization conference are combined.
9. Procedures for testing.
10. Procedures for maintaining record documents.
1.05 SITE MOBILIZATION CONFERENCE
A. When required by Contract documents, Public Works will schedule a
conference at the Project site prior to Contractor mobilization.
B. Attendance Required: City representatives, Design Consultant, Special
consultants, Superintendent, and major subcontractors.
C. Agenda:
1. Use of premises by the City and Contractor.
2. Safety and first aid procedures.
3. Construction controls provided by the City.
4. Temporary utilities.
5. Survey and layout.
6. Security and housekeeping procedures.
7. Field office requirements.
CITY OF SCHERTZ
STANDARD SPECIFICATION COORDINATION AND MEETINGS
01312-3
March 31, 2011
1.06 PROGRESS MEETINGS
A. Hold meetings at Project field office or other location designated by Public
Works. Hold meetings at monthly intervals, or more frequently when
directed by Public Works.
B. Attendance Required: Superintendent, major Subcontractors and Suppliers,
City representatives, Design Consultant and its subconsultants as
appropriate for agenda topics for each meeting.
C. Design Consultant will make arrangements for meetings, and for recording
minutes.
D. Design Consultant will prepare the agenda and preside at meetings.
E. Provide required information and be prepared to discuss each agenda item.
F. Agenda:
1. Review minutes of previous meeting.
2. Review of construction schedule, pay estimates, cash flow curve,
payroll and compliance submittals.
3. Field observations, problems, and necessary decisions.
4. Identification of problems that impede planned progress.
5. Review of submittal schedule and status of submittals.
6. Review of RFI and RFP status.
7. Modification status.
8. Review of off-site fabrication and delivery schedules.
9. Maintenance of Construction Schedule.
10. Corrective measures to regain Construction Schedule.
11. Planned progress during the succeeding work period.
12. Coordination of projected progress.
13. Maintenance of quality and work standards.
CITY OF SCHERTZ
STANDARD SPECIFICATION COORDINATION AND MEETINGS
01312-4
March 31, 2011
14. Effect of proposed Modifications on Construction Schedule and
Coordination.
15. Other item relating to the Work.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION – Not Used.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CONSTRUCTION PHOTOGRAPHS
01321-1
March 31, 2011
SECTION 01321
CONSTRUCTION PHOTOGRAPHS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Photographic requirements for construction photographs and submittals.
1.02 DEFINITIONS
A. Pre-construction Photographs: Photographs taken, in sufficient numbers
and detail, prior to Date of Commencement of the Work, to show original
construction site conditions.
B. Progress Photographs: Photographs, taken throughout the duration of
construction of regular intervals and from fixed vantage points, pre-
approved by the City, that document progress of the Work.
C. Finished Photographs: Photographs, taken by a professional photographer
near Date of Substantial Completion and before City Council’s acceptance
of the Work, that are suitable for framing and for use in brochures or on the
Internet.
1.03 SUBMITTALS
A. Refer to Section 01330, Submittal Procedures, for submittal requirements.
B. Format and Media: Film or digital photography may be used. Submit color
photographs, unless otherwise specified.
1. Prints: Submit each Progress or Pre-construction Photograph print in
the three-hole plastic pocket or sleeve, bound in a three-ring
notebook. Produce prints on photographic-quality paper approved by
Public Works. Minimum size for Pre-Construction Photograph prints
shall be 3-inches by 5-inches. Progress Photograph prints shall be
8-inches by 10-inches.
2. Film: Use 35 mm or larger color film. Submit negatives used to
make submitted photographs, in 3-hole 8-1/2 inch by 11-inch plastic
sheets with sleeves for negatives.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONSTRUCTION PHOTOGRAPHS
01321-2
March 31, 2011
3. Digital Photography: Use 2.1 megapixel density or greater for
photographs. Scanned photographs must equal or exceed 400 dots
per inch when scanned from 8-inch by 10-inch prints. Submit digital
photographic files on computer disks. Format disks for MS-DOS
(Microsoft Disk Operating System) filing system and in JPEG (Joint
Photographic Experts Group) format.
C. Submittal Quantities and Frequencies.
1. Pre-construction Photographs:
a. For Stipulated Price Contracts, submit two sets of Pre-
construction Photographs, if required, prior to first
Application for Payment.
b. For Unit Price Contracts, submit two sets of Pre-construction
Photographs prior to start of construction operations.
2. Progress Photographs:
a. For Stipulated Price Contracts, submit three sets of Progress
Photographs with each Application for Payment at the times
established for submittal of Applications for Payment.
Monthly Applications for Payment shall be deemed
incomplete if not accompanied by the required Progress
Photographs. Contractor’s failure or election to not submit a
monthly Application for Payment shall not affect the
requirement for monthly Progress Photographs.
b. Progress Photographs are not required for Unit Price
Contracts unless otherwise specified.
3. Finished Photographs: For Stipulated Price Contracts submit two
sets of Finished Photographs, if required, after Date of Substantial
Completion and prior to final payment. Each set shall contain one
11-inch by 14-inch matte finish color photographic print from each of
the two vantage points pre-approved by the City. Vantage points for
Finished Photographs will be approved separately from vantage
points approved for Progress Photographs. Finished Photographs
are not required for Unit Price Contracts unless otherwise specified.
D. Labeling: Place a label on the back of each photographic print, applied so
as to not show through on the front. Labels shall contain the following
information:
1. Name of Project, address of Project and GFS Number.
2. Name and address of Contractor.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONSTRUCTION PHOTOGRAPHS
01321-3
March 31, 2011
3. Date photograph was taken.
4. Location photo taken from and short description of photo subject.
5. Name and address of professional photographer who took the
photograph, if applicable.
E. Hand-deliver or transmit prints in standard photographic mailers marked
“Photographs – Do Not Bend”.
F. Photographic prints, negatives, photographic files and disks become the
property of the City. Do not publish photographs without written consent by
the City.
1.04 QUALITY ASSURANCE
A. Contractor shall be responsible for the quality of and timely execution and
submittal of photographs.
B. For Finished Photographs, Contractor shall use a professional
photographer, with five years minimum professional experience in the
Schertz area. Contractor shall submit name, address and credentials of
professional photographers for Public Works’ review and approval.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION
3.01 PRE-CONSTRUCTION PHOTOGRAPHS
A. Prior to commencement of construction operations, photograph the site to
include initial construction corridor, detour routes, and staging or storage
areas.
1. For Stipulated Price Contracts, unless specified as a requirement in
other Sections, these photographs are optional for Contractor, but
are highly recommended for areas bounded by other property
owners.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONSTRUCTION PHOTOGRAPHS
01321-4
March 31, 2011
2. Pre-construction photographs are required for Unit Price Contracts.
For line projects with scheduled construction segments, take Pre-
construction Photographs prior to commencement of work on each
segment.
B. Prepare Pre-construction Photographs as follows:
1. Show the following information on a non-reflective chalkboard placed
within the picture frame:
a. Job number.
b. Project number.
c. Date and time photographs were taken (Automatic date/time
in negative is acceptable).
d. Baseline station, direction of view (i.e. N, S, NW, etc.) and
house number or street address and street name.
2. Pre-construction Photographs shall indicate condition of the
following:
a. Esplanades and boulevards.
b. Yards (near side and far side of street).
c. House walks and sidewalks.
d. Curbs.
e. Areas between walks and curbs.
f. Particular features (e.g. yard lights, shrubs, fences, trees).
3. Show date photographs were taken on negatives.
C. Show the location of vantage points and direction of shots on a key plan of
the site.
3.02 PROGRESS PHOTOGRAPHS
A. Progress Photographs document monthly advancement of the Work. Select
vantage points for each shot so as to best show status of construction and
progress since last photograph submittal. Select camera stations that will
require little or no movement or adjustment over the duration of
construction.
B. Take monthly Progress Photographs at regular intervals to coincide with
cutoff dates associated with each Application for Payment.
3.03 FINISHED PHOTOGRAPHS
CITY OF SCHERTZ
STANDARD SPECIFICATION CONSTRUCTION PHOTOGRAPHS
01321-5
March 31, 2011
A. Finished Photographs shall be “staged” and taken by professional
photographer to depict the most flattering images of a finished facility. Two
vantage points, from which Finished Photographs will be taken, shall be
agreed to in advance by the City. Photographer shall consider lighting, time
of day, height of eye, landscaping and placement of vehicles, people and
other props in each picture. Filters and post-photography processing may
be utilized to achieve a finished product acceptable to the City.
3.04 LOCATION
A. Vantage points, times and conditions for camera stations and photography
for Progress and Finished Photographs shall be mutually agreed upon by
the City, Contractor and Photographer. Progress Photograph vantage
points may be changed by mutual agreement as the Work progresses, at no
additional cost to the City.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CONSTRUCTION SCHEDULE
01325-1
March 31, 2011
SECTION 01325
CONSTRUCTION SCHEDULE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Provide Construction Schedules for the Work included in this Contract in
accordance with requirements in this Section. Create Construction
Schedule using Critical Plat Method (CPM) computer software capable of
mathematical analysis of Precedence Diagramming Method (PDM) plan.
Provide printed activity listings and bar charts in format described in this
Section.
B. Combine activity listings and bar charts with narrative report to form
Construction Schedule submittal for Public Works.
1.02 SCHEDULING STAFF
A. Employ or retain services of individual experienced in CPM scheduling for
duration of the Contract. Individual shall cooperate with Public Works and
update schedule monthly as required to indicate current status of the Work.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330-Submittal Procedures.
B. During preconstruction meetings, as described in Section 01312-
Coordination and Meetings, provide sample bar charts and activity listings
produced from scheduling software proposed. Scheduling software is
subject to review by Public Works and must meet requirements provided in
this Section. Public Works will provide review of samples within seven days
of submittal.
C. Within 21 days of receipt of approval of Contractor’s format, or 30 days of
Notice to Proceed, whichever is later, submit proposed Construction
Schedule for review. Base Construction Schedule submittal on the
following:
1. Level of detail and number of activities required in schedule are
dependent on project type.
a. For wastewater projects, categorize work type
b. For projects with multiple types of tasks within scope,
indicate types of work separately within schedule.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONSTRUCTION SCHEDULE
01325-2
March 31, 2011
c. For projects with work at different physical locations or
service areas, or different facilities within a site, indicate
each location or facility separately within schedule. Show
work on each floor of multi-story building as separate tasks.
d. For projects with multiple crafts or significant Subcontractor
components, indicate elements separately within schedule.
2. Unless permitted by Public Works, each scheduled task shall be same
as Schedule of Values line item, and vice versa.
3. For projects with Major Unit Price Work, indicate Shop Drawing
submittal and review, purchase, delivery, and Installation dates on
Project schedule. Include activities for testing, adjustment, and
delivering O&M manuals.
4. No task except the acquisition of Major Unit Price Work shall represent
more than one percent of Original Contract Price for facility projects
and three percent of Original Contract Price for other projects.
Duration of tasks may not exceed 40 calendar days.
5. For projects where operating facilities are involved, identify each period
of work that will impact any process or operation in the schedule and
that must be agreed to by Public Works and facility operator prior to
starting work in the area.
C. Construction Schedule submittals shall include:
1. Printed bar charts that meet criteria outlines in this Section and are
produced by Contractor’s approved scheduling software;
2. Activity listings that meet criteria outlined in this Section and are
produced by Contractor’s approved scheduling software; and
3. A predecessor/successor listing sorted by Activity ID that meets
criteria outlines in this Section and is produced by Contractor’s
scheduling software.
4. A logic network diagram is required with the first Construction
Schedule submittal for facilities projects.
5. Prepare and submit graphic or tabular display of estimated monthly
billings (i.e. cash flow curve for the Work) with the first schedule
submittal. This information is not required in monthly updates, unless
significant changes in work require re-submittal of schedule for
review. Display shall allocate units indicated in bid schedule or
Schedule of Values to Construction Schedule activities. Weighted
CITY OF SCHERTZ
STANDARD SPECIFICATION CONSTRUCTION SCHEDULE
01325-3
March 31, 2011
allocation are acceptable, where appropriate. Dollar value
associated with each allocated unit will be spread across the duration
of that activity on a monthly basis. Total for each month and
cumulative total will be indicated. These monthly forecasts are only
for Public Work’s planning purposes. Monthly payments for actual
work completed will be made in accordance with General Conditions.
6. Narrative Report that provides the information outlines in this Section.
E. No payment will be made until Public Works approves Construction
Schedule and billing forecast.
F. If Contractor desires to make changes in its method of operating and
scheduling, after Public Works has reviewed original schedule, notify Public
Works in writing, stating reasons for changes. When Public Works
considers these changes to be significant, Contractor may be required to
revise and resubmit for review all or affected portion of Contractor’s
Construction Schedule to show effect of the Work.
G. Upon written request from Public Works, revise and submit for review all or
any part of Construction Schedule submittal to reflect changed conditions in
the Work or deviations made from original schedule.
H. Updated Construction Schedule with actual start and actual finish dates,
percent complete, and remaining duration of each activity shall be submitted
monthly. Data date used in updating monthly Construction Schedule shall
be the same date as used in monthly Payment Application. Monthly update
of Construction Schedule is required for monthly Payment Application to be
processed for payment.
1.04 SCHEDULING COMPUTER SOFTWARE REQUIREMENTS
A. Contractor’s scheduling software shall be capable of creating bar charts and
activity listings, which can be sorted by various fields (i.e. Activity ID, Early
Start, Total Float, Area Code, Specification Section Number, and
Subcontractor). Use software capable of producing logic network diagrams.
B. Use scheduling software capable of producing activity listings and bar
charts with the following information for each activity in the schedule:
1. Activity ID
2. Activity Description
3. Estimated (Original) Duration
4. Remaining Duration
CITY OF SCHERTZ
STANDARD SPECIFICATION CONSTRUCTION SCHEDULE
01325-4
March 31, 2011
5. Actual Duration
6. Early Start Date
7. Late Start Date
8. Early Finish Date
9. Late Finish Date
10. Free Float
11. Total Float
12. Activity Codes (such as Area Code, Work Type, Specification
Section, Subcontractor)
C. Use scheduling software capable of printing calendars using mathematical
analysis of schedule, indicating standard workdays of week and scheduled
holidays.
D. Use scheduling software capable of printing activity listing that indicates
predecessors and successors, lag factors and lag relationships used in
creating logic of the schedule.
E. Use scheduling software to provide monthly time in Bar Chart format and
scale with 12-month scale not to exceed one page width. Bar charts may
be printed or plotted on 8-1/2 inch by 11 inch, 8-1/2 inch by 14 inch or 11 by
17 inch sheet sizes. Over-size plots are not acceptable.
1.05 NARRATIVE SCHEDULE REPORT
A. Narrative schedule report shall list activities started this month, activities
completed this month, activities continues this month, activities scheduled to
start or complete next month, problems encountered this month, and actions
taken to solve these problems.
B. Narrative schedule report shall describe changes made to Construction
Schedule logic (i.e. changes in predecessors and lags), activities added to
schedule, activities deleted from schedule , any other changes made to the
schedule other than addition of actual start dates and actual finish dates and
changes of data date and remaining durations for re-calculation of
mathematical analysis.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CONSTRUCTION SCHEDULE (BAR CHART)
01326-1
March 31, 2011
SECTION 01326
CONSTRUCTION SCHEDULE (BAR CHART)
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Provide an initial Construction Schedule as required by this section for the
Work. Do not start construction until Public Works reviews the schedule.
1.02 FORM AND CONTENT OF INITIAL CONSTRUCTION SCHEDULE
A. Bar Chart:
1. Show major construction activities such as pipe laying, by traffic
control phases or other approved key areas; tunnel construction,
pavement removal, pavement replacement, pressure testing,
chlorination, clean up and punch list as separate activities on the
schedule.
2. Show week duration for each activity.
3. Show separate activities for each Shop Drawing and Product Data
submittal critical to timely completion. Show submittal dates and
dates Public Works needs to provide approved submittals.
4. Provide separate horizontal bar for each activity. List start and finish
date for each activity at left side of diagram.
5. Horizontal Time Scale: Identify first work day of each week.
6. Scale and Spacing: Notes must be legible. Allow space for notations
and future revisions.
7. Order of Listings: Order bar charts listings by phases or other
approved groups of activities that are contiguous. List activities in
chronological order within each phase or group.
B. Narrative Description:
1. Submit narrative descriptions of anticipated work sequences as
indicated by the sequence of activities presented in the schedule.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONSTRUCTION SCHEDULE (BAR CHART)
01326-2
March 31, 2011
2. Discuss any activity that affects the public (such as phases of traffic
control), interaction with specific forces of the City (such as valve
operation, chlorination and testing) or other associated contractors.
1.03 PROGRESS REVISIONS
A. Submit progress revisions or necessary information to complete and
process Payment Applications. When required, re-submittals for rejected
revisions must be submitted and reviewed prior to the following month’s
processing of a Payment Application. The following month’s Payment
Application will not be processed until the re-submittal is reviewed and
required progress revisions are received.
B. Provide a narrative report to describe:
1. Major changes in scope.
2. Revised projections in progress, completion, or changes in activity
duration.
3. Other identifiable changes.
4. Problem areas, anticipated delays, and the impact on schedule.
5. Corrective action recommended and its effect.
6. Effect of changes on schedules or other contractors.
7. Product delivery lead times.
C. Include additional data with Bar Chart described in Paragraph 1.03A of this
Section:
1. Show original dates for each activity in the approved initial progress
schedule by narrow bar next to a wider bar for the current schedule.
2. Show date each activity actually started or finished when an event has
occurred. Clearly identify actual dates in two right-most columns in left
portion of an 11 by 17 inch chart.
3. Indicate the percentage progress to the date of submittal for each
activity.
1.04 SUBMITTALS
CITY OF SCHERTZ
STANDARD SPECIFICATION CONSTRUCTION SCHEDULE (BAR CHART)
01326-3
March 31, 2011
A. Submit the initial progress schedule within 15 days after award of contract.
Public Works will review the schedule and return a reviewed copy within 21
days after receipt.
B. Cut-off dates for progress revisions may be as early as the 20th of the month
to avoid delaying processing of Payment Applications. Use the cut-off date
for the first approved revision for further revisions.
C. When required, re-submit within seven days after return of review copy.
D. Include connecting lines between bars in the schedule to indicate the
sequence that activities will be accomplished. Connecting lines when the
activity’s start or finish is modified will identify impact of preceding or
succeeding activities. Submit a minimum of six copies of the bar chart on
11 by 17 inch opaque reproductions. Public Works will retain five copies
and return the remaining copy.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION– Not Used.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION SUBMITTAL PROCEDURES
01330-1
March 31, 2011
SECTION 01330
SUBMITTAL PROCEDURES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Submittal procedures for:
1. Schedule of Values
2. Construction Schedules and Cash Flow Curve (billing forecast).
3. Shop Drawings, Product Data and Samples.
4. Operations and Maintenance (O&M) Data
5. Manufacturer’s Certificates
6. Construction Photographs.
7. Project Record Documents and monthly certificate.
8. Video Tapes.
9. Design Mixes.
1.02 SUBMITTAL PROCEDURES
A. Scheduling and Handling:
1. Submit Shop Drawings, data and Samples for related components as
required by Specifications and Public Works.
2. Schedule submittals well in advance of need for construction
Products. Allow time for delivery of Products after submittal
approval.
3. Develop submittal schedule that allows sufficient time for initial
review, correction, resubmission and final review of all submittals.
Allow a minimum of 30 days for initial review. Public Works will
review and return submittals to Contractor as expeditiously as
possible but time required for review will vary depending on
complexity and quantity of data submitted.
CITY OF SCHERTZ
STANDARD SPECIFICATION SUBMITTAL PROCEDURES
01330-2
March 31, 2011
4. Public Work’s review of submittals covers only general conformity to
Drawings, Specifications and dimensions that affect layout.
Contractor is responsible for quantity determination. No quantities
will be verified by Public Works. Contractor is responsible for errors,
omissions or deviations from Contract requirements; review of
submittals does not relieve Contractor from the obligation to furnish
required items in accordance with Drawings and Specifications.
5. Submit five copies of documents unless otherwise specified.
6. Revise and resubmit submittals as required. Identify all changes
made since previous submittal.
7. Assume risk for fabricated Products delivered prior to approval. Do
not incorporate Products into the Work, or include payment for
Products in periodic progress payments, until approved by Public
Works.
B. Transmittal Form and Numbering:
1. Transmit each submittal to Public Works with Transmittal letter which
includes:
a. Date and submittal number.
b. Project title and number.
c. Names of Contractor, Subcontractor, Supplier and
Manufacturer.
d. Identification of Product being supplied.
e. Location of where Product is to be Installed.
f. Applicable Specification section number.
2. Identify deviations from Contract documents clouding submittal
drawings. Itemize and detail on separate 8 ½ by 11 inch sheets
entitled “DEVIATIONS FOR ______________.” When no deviations
exist, submit a sheet stating no deviations exist.
3. Have design deviations signed and sealed by an appropriate design
professional, registered in the State of Texas.
4. Sequentially number transmittal letters beginning with number one.
Use original number for re-submittals with an alphabetic suffix (i.e.,
2A for the first re-submittal 2, or 15C for third re-submittal of submittal
15, etc.) Show only one type of work or Product on each submittal.
Mixed submittals will not be accepted.
C. Contractor’s Stamp:
CITY OF SCHERTZ
STANDARD SPECIFICATION SUBMITTAL PROCEDURES
01330-3
March 31, 2011
1. Apply Contractor’s Stamp certifying that the items have been
reviewed in detail by Contractor and that they comply with Contract
requirements, except as noted by requested variances.
2. As a minimum, Contractor’s Stamp shall include:
a. Contractor’s name
b. Job number
c. Submittal number
d. Certification statement Contractor has reviewed submittal and
it is in compliance with the Contract.
e. Signature line for Contractor.
D. Submittals will be returned with of the following Responses:
1. “ACKNOWLEDGE RECIEPT” when no response and re-submittal is
required.
2. “NO EXCEPTION” when sufficient information has been supplied to
determine that item described is accepted and that no re-submittal is
required.
3. “EXCEPTIONS AS NOTED” when sufficient information has been
supplied to determine that item will be acceptable subject to
changes, or exceptions, which will be clearly stated. When
exceptions require additional changes, the changes must be
submitted for approval. Re-submittal is not required when exceptions
required no further changes.
4. “REJECTED-RE-SUBMIT” when submittal does not contain sufficient
information, or when information provided does not meet Contract
requirements. Additional data or details requested by Public Works
must be submitted to obtain approval.
1.03 MANUFACTURER’S CERTIFICATES
A. When required by Specification sections, submit manufacturer’s certificate
of compliance for review by Public Works.
B. Place Contractor’s Stamp on front of certification.
C. Submit supporting reference data, affidavits, and certifications as
appropriate.
D. Product certificates may be recent or from previous test results, but must be
acceptable to Public Works.
CITY OF SCHERTZ
STANDARD SPECIFICATION SUBMITTAL PROCEDURES
01330-4
March 31, 2011
1.04 DESIGN MIXES
A. When required by Specification sections, submit design mixes for review.
B. Place Contractor’s Stamp, as specified in this Section, on the front of each
design mix.
C. Mark each mix to identify proportions, gradations, and additives fro each
class and type of mix submitted. Include applicable test results from
samples for each mix. Perform tests and certifications within 12 months of
the date of the submittal.
D. Maintain copies of approved mixes at mixing plant.
1.05 CHANGES TO CONTRACT
A. Changes to Contract may be initiated by completing a Request for
Information form. Public Works will provide a response to Contractor by
completing the form and returning it to Contractor.
1. If Contractor agrees that the response will result in no increase in
cost or time, a Minor Change in the Work will be issued by Public
Works.
2. If Contractor and Public Works agree that an increase in time or cost
is warranted, Public Works will forward the Request for Proposal for
negotiation of a Change Order.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION– Not Used.
END OF SECTION
CITY OF SCHERTZ SHOP DRAWINGS,
STANDARD SPECIFICATION PRODUCT DATA AND SAMPLES
01340-1
March 31, 2011
SECTION 01340
SHOP DRAWINGS, PRODUCT DATA AND SAMPLES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Methods, schedules, and processes to be followed for Shop Drawings,
Product Data and Sample submittals.
1.02 REQUIREMENT
A. Submit Shop Drawings, Product Data and Samples as required by General
Conditions and Specification sections, using procedures specified in Section
01330-Submittal Procedures and the requirements of this Section.
B. Shop Drawings, Product Data and Samples are not considered Contract
documents.
1.03 SHOP DRAWINGS/SUBMITTAL SCHEDULE
A. Submit a separate Shop Drawing submittal schedule at same time the
Construction Schedule is submitted. List Products for which Shop Drawings
and other submittals are required in the order that they appear in
Specifications. Include Product Data and Sample submittals in the
schedule. Payment Applications or Certificates for Payment will not be
processed until Public Works has approved the Shop Drawing submittal
schedule.
1.04 SHOP DRAWINGS
A. Submit a minimum of five sets of Shop Drawings and Product Data in a form
and quality suitable for microfilming. Review and sign Shop Drawings
indicating compliance with the Contract.
B. Place Contractor’s Stamp on each drawing as described in Section 01330-
Submittal Procedures.
C. Show the following accurately and distinctly:
1. Field and erection dimensions;
2. Arrangement and section views;
CITY OF SCHERTZ SHOP DRAWINGS,
STANDARD SPECIFICATION PRODUCT DATA AND SAMPLES
01340-2
March 31, 2011
3. Relation to adjacent materials or structure, including complete
information for making connections between the Work and work
under other contracts;
4. Types of Products and finishes;
5. Parts list and descriptions;
6. Assembly drawings of equipment components and accessories
showing respective positions and relationships to the complete
equipment package;
7. Identify details by referencing drawing sheet and detail numbers,
schedule or room numbers as shown on the Contract drawings,
where necessary for clarity.
D. Scale drawings to provide a true representation of the specific equipment or
item furnished.
E. Coordinate and submit components, necessary for Public Works to
adequately review submittal, as a complete package. Reproduction of the
Drawings for use in Shop Drawings is not allowed.
F. For major changes to original documents, submit Computer-Aided Design
(CAD) drawings on a media acceptable to Public Works.
1.05 PRODUCT DATA
A. Submit Product Data for review as required in Specifications.
B. Place Contractor’s stamp, on each data item submitted, as described in
Section 01330-Submittal Procedures.
C. Mark each copy to identify applicable Products, models, and options to be
used in the Work. Where required by Specifications, supplement
manufacturer’s standard data to provide information unique to the Work.
D. Give manufacturers, trade name, model or catalog designation and
applicable reference standard for Products specified only by reference
standards.
E. Pre-approved and Pre-qualified Products.
1. For “pre-approved”, “pre-qualified” and “approved” Products named
in the City standard product list, provide an appropriate list
CITY OF SCHERTZ SHOP DRAWINGS,
STANDARD SPECIFICATION PRODUCT DATA AND SAMPLES
01340-3
March 31, 2011
designation, as described in Section 01630-Product Substitution
Procedures, within 30 days after Notice to Proceed.
2. For Products proposed as alternates to “approved” products, provide
information required to demonstrate that the proposed Products meet
the level of quality and performance criteria of the “approved”
product.
1.06 SAMPLES
A. Submit Samples for review as required by Specifications. Have Samples
reviewed and signed by a Registered Professional.
B. Place Contractor’s stamp on each Sample or firmly attach a sheet of paper
with Contractor’s stamp, as described in Section 01330-Submittal
Procedures.
C. Submit the number of Samples specified in Specifications; Public Works will
retain one.
D. Reviewed Samples that may be used in the Work are identified in
Specifications.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION – Not Used.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-1
March 31, 2011
SECTION 01410
TPDES REQUIREMENTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Documentation to be prepared and signed by Contractor before
conducting construction operations, in accordance with the Texas
Pollutant Discharge Elimination System (TPDES) Construction General
Permit Number TXR 150000 (the Construction General Permit).
B. Implementation, maintenance inspection, and termination of storm water
pollution prevention control measures including, but not limited to,
erosion and sediment controls, storm water management plans, waste
collection and disposal, off-site vehicle tracking, and other appropriate
practices shown on the Drawings or specified elsewhere in the Contract.
C. Review of the Storm Water Pollution Prevention Plan (SWP3)
implementation in a meeting with Public Works prior to start of
construction.
1.02 DEFINITIONS
A. Commencement of Construction Activities: The exposure of soil
resulting from activities such as clearing, grading, and excavating.
B. Large Construction Activity: Project that:
1. disturbs five acres or more, or
2. disturbs less than five acres but is part of a larger common
plan of development that will disturb five acres or more of land.
C. Small Construction Activity: Project that:
1. disturbs one or more acres but less than five acres, or
2. disturbs less than one acre but is part of a larger common plan of
development that will ultimately disturb one or more acres but less
than five acres.
D. TPDES Operator:
1. The Contractor shall be the operator as defined by TPDES
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-2
March 31, 2011
General Permit. The operator will prepare, submit SWP3 plans and
permits and have day-to-day operational control of the construction
activities which are necessary to ensure compliance with the
SWP3 for the site or other Construction General Permit conditions.
E. Municipal Separate Storm Water Sewer System (MS4) Operator:
1. The City of Schertz Public Works is the MS4 Operator who
maintains the streets, channels, gutters, ditches or anything else
that is publicly owned, designed or used to collect or transport
storm water.
PART 2 PRODUCTS -Not Used
PART 3 EXECUTION
3.01 SITE SPECIFIC STORM WATER POLLUTION PREVENTION PLAN (SWP3)
A. Prepare a SWP3 following TCEQ Part III of the Construction General
Permit Number 150000.
B. Update or revise the SWP3 as needed during the construction following
Part III, Section E of the Construction General Permit.
C. Submit the SWP3 and any updates or revisions to Public Works for
review and address comments prior to commencing, or continuing,
construction activities.
3.02 NOTICE OF INTENT For Large Construction Activity
A. Prepare and submit TCEQ Form 20022 Notice of Intent (NOI) for Storm
Water Discharges Associated with Construction Activity under the
TPDES Construction General Permit (TXR 150000). See TCEQ website
for Storm Water Permits for Construction:
http://www.tceq.state.tx.us/nav/permits/wq_construction.html
B. Submission of the Notice of Intent form to TCEQ is required a
minimum of seven days before Commencement of Construction
Activities.
C. The Contractor shall provide Public Works with copies of submitted
notifications and associated records of payment.
3.03 CONSTRUCTION SITE NOTICE FOR SMALL CONSTRUCTION ACTIVITY
A. Prepare and post the Construction Site Notice, to TPDES General Permit
TXR 150000, "Construction Site Notice". See TCEQ website for Storm
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-3
March 31, 2011
Water Permits for Construction:
http://www.tceq.state.tx.us/nav/permits/wq_construction.html
B. At least 2 days before beginning construction, provide a copy of the site
notice to the operator of any Municipal Separate Storm Water Sewer
System (MS4) into which storm water will be discharged.
C. Adhere to the requirements of General Permit TXR 150000 and no notice
of intent (NOI), notice of termination (NOT), or fee is required under this
option—as long as the requirements of this general permit are followed
3.04 CERTIFICATION REQUIREMENTS
A. Fill out TPDES Operator's Information form, ATTACHMENT 3 of this
Section 01410, including Contractor's name, address, and telephone
number, and the names of persons or firms responsible for maintenance
and inspection of erosion and sediment control measures. Use multiple
copies as required to document full information.
B. Contractor and Subcontractors shall sign and date the Contractor's /
Subcontractor's Certification for TPDES Permitting, ATTACHMENT 4 of
this Section 01410. Include this certification with other Project certification
forms.
C. Submit properly completed certification forms to Public Works for
review before beginning construction operations.
D. Conduct inspections in accordance with TCEQ requirements. Ensure
persons or firms responsible for maintenance and inspection of erosion
and sediment control measures read, fill out, sign, and date the Erosion
Control Contractor's Certification for Inspection and Maintenance. Use
the Construction Inspection Form, ATTACHMENT 5 of this Section
01410; and the City of Schertz Storm Water Pollution Prevention Plan
Construction Site Inspection Report, ATTACHMENT 6 of this Section
01410 to record maintenance inspections and repairs.
3.05 RETENTION OF RECORDS
A. Keep a copy of this document and the SWP3 in a readily accessible
location at the construction site from Commencement of Construction
Activity until submission of the Notice of Termination (NOT) for Storm
Water Discharges Associated with Construction Activity under TPDES
Construction General Permit (TXR 150000). Contractors with day-to-day
operational control over SWP3 implementation shall have a copy of the
SWP3 available at a central location, on-site, for the use of all operators
and those identified as having responsibilities under the SWP3. Upon
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-4
March 31, 2011
submission of the NOT, submit all required forms and a copy of the
SWP3 with all revisions to Public Works.
3.06 REQUIRED NOTICES
A. Post the following notices from effective date of the SWP3 until date of
final site stabilization as defined in the Construction General Permit:
1. Post the TPDES permit number for Large Construction Activity or
a signed TCEQ Construction Site Notice for Small Construction
Activity.
2. Post notices near the main entrance of the construction site in a
prominent place for public viewing. Post name and telephone
number of Contractor's local contact person, brief project
description and location of the SWP3.
a. If posting near a main entrance is not feasible due to
safety concerns, coordinate posting of notice with Public Works to
conform to requirements of the Construction General Permit.
b. If Project is a linear construction project (e.g.: road,
utilities, etc.), post notice in a publicly accessible location near
active construction. Move notice as necessary.
3. Post a notice to equipment and vehicles operators, instructing them
to stop, check, and clean tires of debris and mud before driving
onto traffic lanes. Post at each stabilized construction exit area.
4. Post a notice of waste disposal procedures in a readily visible
location on site.
3.07 ON-SITE WASTE MATERIAL STORAGE
A. On-site waste material storage shall be self-contained and shall
satisfy appropriate local, state, and federal rules and regulations.
B. Prepare list of waste material to be stored on-site. Update list as
necessary to include up-to-date information. Keep a copy of updated list
with the SWP3.
C. Prepare description of controls to reduce pollutants generated from on-
site storage. Include storage practices necessary to minimize exposure
of materials to storm water, and spill prevention and response
measures consistent with best management practices. Keep a copy of
the description with the SWP3
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-5
March 31, 2011
3.08 NOTICE OF TERMINATION
A. Submit a Notice of Termination (NOT),to TCEQ within 30 days after:
1. Final stabilization has been achieved on all portions of the site that
are the responsibility of the Contractor; or
2. Another operator has assumed control over all areas of the site
that have not been stabilized; and
3. All silt fences and other temporary erosion controls have either
been removed, are scheduled to be removed as defined in the
SWP3, or transferred to a new operator if the new operator has
sought permit coverage.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-A 1
March 31, 2011
ATTACHMENT 1
Notice of Intent
(Most up-to-date version to be obtained from TCEQ website
http://www.tceq.state.tx.us/nav/permits/wq_construction.html also available for electronic submittal)
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-A 2
March 31, 2011
ATTACHMENT 2
Construction Site Notice
(Most up-to-date version can be obtained from TCEQ website
http://www.tceq.state.tx.us/nav/permits/wq_construction.html also available for electronic submittal)
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-A 3
March 31, 2011
ATTACHMENT 3
TPDES OPERATOR'S INFORMATION
Owner's Name and Address: City of Schertz
Mr.______________________________
(City Official)
(Department) _________________________________
1400 Schertz Parkway
Schertz, Texas 78154
(210) 619-1000
Contractors' Names and Addresses:
Contractor General: __________________________________
______________________________________
______________________________________
______________________________________
Telephone:
Site Superintendent: ______________________________________
______________________________________
______________________________________
______________________________________
Telephone:
Erosion Control and Maintenance Inspection:_________________________________
______________________________________
______________________________________
______________________________________
Telephone:
Subcontractors’ Names and Address:
____________________________ _______________________________
____________________________ _______________________________
____________________________ _______________________________
____________________________ _______________________________
____________________________ _______________________________
Telephone Telephone
Note: Insert name, address, and telephone number of person or firms
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-A 4
March 31, 2011
ATTACHMENT 4
CONTRACTOR'S / SUBCONTRACTOR'S
CERTIFICATION FOR TPDES PERMITTING
I certify under penalty of law that I understand the terms and conditions of TPDES General
Permit No. TXR150000 and the Storm Water Pollution Prevention Plan for the construction
site identified as part of this certification.
Signature:________________________________________________________
Name: (printed or typed)_______________________________________________
Title:____________________________________________________________
Company: _______________________________________________________
Address: ________________________________________________________
Date:____________________________________________________________
Signature:________________________________________________________
Name: (printed or typed)_______________________________________________
Title:____________________________________________________________
Company: _______________________________________________________
Address: ________________________________________________________
Date:____________________________________________________________
Signature:________________________________________________________
Name: (printed or typed)_______________________________________________
Title:____________________________________________________________
Company: _______________________________________________________
Address: ________________________________________________________
Date:____________________________________________________________
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-A 5
March 31, 2011
ATTACHMENT 5
Storm Water Construction Site Inspection Report
General Information
Project Name
NPDES Tracking No. Location
Date of Inspection Start/End Time
Inspector’s Name(s)
Inspector’s Title(s)
Inspector’s Contact
Information
Describe present phase of
construction
Type of Inspection
Regular Pre-storm event During storm event Post-storm event
Weather Information
Has it rained since the last inspection?
Yes No
If yes, provide:
Storm Start Date & Time: Storm Duration (hrs): Approximate Rainfall (in):
Weather at time of this inspection?
Do you suspect that discharges may have occurred since the last inspection?
Yes No
Are there any discharges at the time of inspection?
Yes No
Site-specific BMPs
Number the structural and non-structural BMPs identified in your SWPPP on your site map and list them below (add as
many BMPs as necessary). Carry a copy of this numbered site map with you during your inspections. This list will help
ensure that you are inspecting all required BMPs at your site. Customize this section as needed.
BMP Description BMP Installed
and Operating
Properly?
Corrective Action Needed Date for corrective
action/responsible
person
1 Yes No
2 Yes No
3 Yes No
4 Yes No
5 Yes No
6 Yes No
7 Yes No
8 Yes No
9 Yes No
10 Yes No
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-A 5
March 31, 2011
BMP Description BMP Installed
and Operating
Properly?
Corrective Action Needed Date for corrective
action/responsible
person
11 Yes No
12 Yes No
13 Yes No
14 Yes No
15 Yes No
16 Yes No
17 Yes No
18 Yes No
19 Yes No
20 Yes No
Below are some general site issues that should be assessed during inspections. Please customize this list as needed for
conditions at your site.
Overall Site Issues
BMP/activity Implemented? Maintained? Corrective Action Date for
corrective
action/responsible
person
1 Are all slopes and
disturbed areas not
actively being worked
properly stabilized?
Yes No Yes No
2 Are natural resource areas
(e.g., streams, wetlands,
mature trees, etc.)
protected with barriers or
similar BMPs?
Yes No Yes No
3 Are perimeter controls
and sediment barriers
adequately installed
(keyed into substrate) and
maintained?
Yes No Yes No
4 Are discharge points and
receiving waters free of
sediment deposits?
Yes No Yes No
5 Are storm drain inlets
properly protected?
Yes No Yes No
6 Is there evidence of
sediment being tracked
into the street?
Yes No Yes No
7 Is trash/litter from work
areas collected and placed
in covered dumpsters?
Yes No Yes No
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-A 5
March 31, 2011
BMP/activity Implemented? Maintained? Corrective Action Date for
corrective
action/responsible
person
8 Are washout facilities
(e.g., paint, stucco,
concrete) available,
clearly marked, and
maintained?
Yes No Yes No
9 Are vehicle and
equipment fueling,
cleaning, and
maintenance areas free of
spills, leaks, or any other
deleterious material?
Yes No Yes No
10 Are materials that are
potential stormwater
contaminants stored
inside or under cover?
Yes No Yes No
11 Are non-stormwater
discharges (e.g., wash
water, dewatering)
properly controlled?
Yes No Yes No
12 (Other)
Yes No Yes No
13 (Other)
Yes No Yes No
Certification statement:
“I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in
accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information
submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for
gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete.
I am aware that there are significant penalties for submitting false information, including the possibility of fine and
imprisonment for knowing violations.”
Print name: _________________________________________________________________________
Signature: __________________________________________________________________________________
Date: ____________________________________________
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-ATTACHMENT 6
March 31, 2011
ATTACHMENT 6
TPDES/EPA Permit Number___________
DATE ____________
No exceptions noted.
The following must be corrected prior to continuing work:
Public Notice improperly posted
Initial Construction Site Inspection Report information requires updating
Copy of NOI not on site
Storm water pollution prevention plan not on site
Erosion and sediment controls improperly installed
Erosion and sediment control devices improperly maintained
Fueling or washout areas not properly protected
Portocan or other sanitary facilities not properly protected
Self-inspection and maintenance records incomplete
Sediment from site outside area of construction
Other (see description below)
___________________________________________________________________________
___________________________________________________________________________
Please Contact the Public Works at
10 Commercial Place, Bldg #2, Schertz, Texas 78154
210-619-1800 fax 210-619-1849
Once the above items have been corrected, call to arrange for re-inspection. No further inspections for
any construction related activity shall be made until the above items have been corrected.
_____________________________________ _____________________________________
Inspector's Signature Contractor's Signature
__________________________________ ________________________________
Inspector's Name Contractor's Name
City of Schertz
Storm Water Pollution Prevention Plan
Construction Site Inspection Report
CITY OF SCHERTZ
STANDARD SPECIFICATION TPDES REQUIREMENTS
01410-ATTACHMENT 7
March 31, 2011
ATTACHMENT 7
Notice of Termination
(Most up-to-date version can be obtained from TCEQ website
http://www.tceq.state.tx.us/nav/permits/wq_construction.html
also available for electronic submittal)
CITY OF SCHERTZ
STANDARD SPECIFICATION REFERENCE STANDARDS
01422-1
March 31, 2011
SECTION 01422
REFERENCE STANDARDS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Section includes general quality assurance as related to Reference
Standards and a list of references.
1.02 QUALITY ASSURANCE
A. For Products or workmanship specified by association, trade, or Federal
Standards, comply with requirements of the standard, except when more
rigid requirements are specified or are required by applicable codes.
B. Conform to reference standard by date of issue current on the date as
stated in the General Conditions.
C. Request clarification from Public Works before proceeding should specified
reference standards conflict with Contract documents.
1.03 SCHEDULE OF REFERENCES
AASHTO American Association of State Highway
And Transportation Officials
444 North Capitol Street, N.W.
Washington, DC 20001
ACI American Concrete Institute
P.O. Box 9094
Farmington Hills, MI 48333-9094
AGC Associated General Contractors of America
333 John Carlyle Street
Alexandria, VA 22314
AI Asphalt Institute
Research Park Drive
P.O. Box 14052
Lexington, KY 40512
AITC American Institute of Timber Construction
7012 S. Revere Parkway, Suite 140
Englewood, CO 80112
CITY OF SCHERTZ
STANDARD SPECIFICATION REFERENCE STANDARDS
01422-2
March 31, 2011
AISC American Institute of Steel Construction
One East Wacker Drive
Chicago, IL 60601
AISI American Iron and Steel Institute
1101 17t Street NW, Suite 1300
Washington, DC 20036
ASME American Society of Mechanical Engineers
Three Park Avenue
New York, NY 10016
ANSI American National Standards Institute
1819 L Street NW
Sixth Floor
Washington, DC 20036
APA American Plywood Association
Box 11700
Tacoma, WA 98411
API American Petroleum Institute
1220 L Street NW
Washington, DC 20005
AREA American Railway Engineering and Maintenance-of-Way-
Association
8201 Corporate Drive, Suite 1125
Landover, Maryland 20785
ASTM American Society for Testing and Materials
100 Barr Harbor Drive
West Conshohocken, PA 19428
AWPA American Wood-Preservers’ Association
P.O. Box 5690
Granbury, Texas 76049
CITY OF SCHERTZ
STANDARD SPECIFICATION REFERENCE STANDARDS
01422-3
March 31, 2011
AWS American Welding Society
550 NW 42nd Avenue
Miami, FL 33126
AWWA American Water Works Association
6666 West Quincy Avenue
Denver, CO 80235
COS City of Schertz
1400 Schertz Pkwy
Schertz, Texas 78154
CLFMI Chain Link Fence Manufacturers Institute
9891 Broken Land Parkway, Suite 300
Columbia, MD 21046
CRSI Concrete Reinforcing Steel Institute
933 Plum Grove Road
Schaumburg, UL. 60173-4758
EJMA Expansion Joint Manufacturers Association
25 North Broadway
Tarrytown, NY 10591
FS Federal Standardized Documents
General Services Administration
Specifications Unit (WFSIS)
7th and D Streets, S.W.
Washington, DC 20406
ICEA Insulated Cable Engineer Association
P.O. Box 440
S. Yarmouth, MA. 02664
IEEE Institute of Electrical and Electronics Engineers
445 Hoes Lane
P.O. Box 440
Piscataway, NJ 08855-459
ISA International Society of Arboriculture
P.O. Box 3129
Champaign, IL. 61826-3129
CITY OF SCHERTZ
STANDARD SPECIFICATION REFERENCE STANDARDS
01422-4
March 31, 2011
MIL Military Specifications
General Services Administration
Specifications Unit (WFSIS)
7th and D Streets, S.W.
Washington, DC 20406
NACE National Association of Corrosion Engineers
1440 South Creek Drive
Schertz, Texas 77084-4906
NEMA National Electrical Manufacturer’s Association
1300 North 17th Street, Suite 1847
Rosslyn, VA. 22209
NFPA National Fire Protection Association
1 Batterymarch Park
P.O. Box 9101
Quincy, MA. 02269-9101
OSHA Occupational Safety Health Administration
U.S. Department of Labor
Office of Public Affairs – Room N3647
Washington, DC. 20210
PCA Portland Cement Association
5420 Old Orchard Road
Skokie, IL 60077-1083
PCI Prestressed Concrete Institute
209 W. Jackson Blvd.
Chicago, IL. 60606
SDI Steel Deck Institute
P.O. Box 25
Fox River Grove, IL. 60021
SSPC Society for Protective Coatings (Steel Structures Painting
Council)
40 24th Street, Sixth Floor
Pittsburgh, PA. 15222
CITY OF SCHERTZ
STANDARD SPECIFICATION REFERENCE STANDARDS
01422-5
March 31, 2011
TAC Texas Administrative Code
http://info.sos.state.tx.us/pls/pub/readtac$ext.viewtac
P.O. Box 13087
Library MC-196
Austin, Texas 78711-3087
TxDOT Texas Department of Transportation
125 East 11th Street
Austin, Texas 78701-2483
UL Underwriters’ Laboratories, Inc.
333 Pfingston Road
Northbrook, IL 60062
UNI-BELL UNI-BELL Pipe Association
2655 Villa Creek Drive, Suite 155
Dallas, Texas 75234
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION – Not Used.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CONTRACTOR’S QUALITY CONTROL
01450-1
March 31, 2011
SECTION 01450
CONTRACTOR’S QUALITY CONTROL
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Quality assurance and control of Installation and manufacturer’s field
services and reports.
1.02 QUALITY ASSURANCE AND CONTROL OF INSTALLATION
A. Monitor quality control over Suppliers, manufacturers, Products, Services,
Site Conditions and Workmanship, to produce work of specified quality at
no additional cost to the City.
B. Comply fully with manufacturer’s Installation Instructions, including each
step in sequence.
C. Request clarification from Public Works before proceeding should
manufacturer’s instructions conflict with the Contract.
D. Comply with specified standards as minimum requirements for the Work
except when more stringent tolerances, codes, or specified requirements
indicate higher standards or more precise workmanship.
E. Perform the Work by persons qualified to produce a specified level of
workmanship.
1.03 REFERENCES
A. Obtain copies of standards and maintain at job site when required by
individual Specification sections.
1.04 MANUFACTURERS’ FIELD SERVICES AND REPORTS
A. When specified in individual Specification sections, or as required by Public
Works, provide Product suppliers’ or manufacturers’ technical
representative to observe site conditions, conditions of surfaces and
Installation, quality of workmanship, start-up of equipment, operator training,
testing, adjusting and balancing of equipment a applicable and to initiate
required operation. Conform to minimum time requirements for start-up
operations and operator training when provided in Specification sections.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONTRACTOR’S QUALITY CONTROL
01450-2
March 31, 2011
B. At Public Work’s request, submit qualifications of manufacturers’
representative to Public Works 15 days in advance of required
representatives’ services. Representative is subject to approval by Public
Works.
C. Manufacturers’ representative shall report observations and site decisions
or instructions given to applicators or installers that are supplemental or
contrary to a manufacturer’s written instructions. Submit report within 14
days of observation to Public Works for review.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION – Not Used.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION INSPECTION SERVICES
01452-1
March 31, 2011
SECTION 01452
INSPECTION SERVICES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Inspection services and references
1.02 INSPECTION
A. Public Works will appoint an Inspector to represent the City and perform
inspections, tests, and other services specified in individual Specification
Sections.
B. Public Works may also appoint, employ, and pay an independent firm to
provide additional inspection or construction management services as
indicated in Section 01454 -Testing Laboratory Services.
C. The independent firm will submit reports to Public Works, indicating
observations and results of tests and indicating compliance or
noncompliance with Contract requirements.
D. Contractor shall assist and cooperate with the Inspector; furnish samples of
materials, design mix, equipment, tools, and storage.
E. Contractor shall notify Public Works 24 hours prior to expected time for
operations requiring services.
F. Contractor shall sign and acknowledge reports for Inspector.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION – Not Used.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION TESTING LABORATORY SERVICES
01454-1
March 31, 2011
SECTION 01454
TESTING LABORATORY SERVICES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Testing laboratory services and Contractor responsibilities related to those
services.
1.02 REFERENCES
A. ASTM C 1077-Standard Practice for Laboratories Testing Concrete and
Concrete Aggregates for Use in Construction and Criteria for Laboratory
Evaluation.
B. ASTM D 3666-Standard Specification for Minimum Requirements for
Agencies Testing and Inspecting Bituminous Paving Materials.
C. ASTM D 3740-Standard Practice for Minimum Requirements for Agencies
Engaged in the Testing and/or Inspection of Soil and Rock as Used in
Engineering Design and Construction.
D. ASTM E 329-Standard Specification for Minimum Requirements for
Agencies Engaged in the Testing and/or Inspection of Materials Used in
Construction.
E. ISO/TEC Guide 25-General Requirements for the Competence of
Calibration and Testing Laboratories.
1.03 SELECTION AND PAYMENT
A. The City will select, employ, and pay for services of an independent testing
laboratory to perform inspection and testing identified in Part 3 of individual
Specification sections.
B. Contractor shall employ and pay for services of an independent testing
laboratory or laboratories to perform inspection and testing identified in Part
2 of individual Specification sections.
C. Employment of a testing laboratory by the City shall not relieve Contractor
of its obligation to perform work in accordance with requirements of
Contract documents.
CITY OF SCHERTZ
STANDARD SPECIFICATION TESTING LABORATORY SERVICES
01454-2
March 31, 2011
D. The City will deduct a minimum two-hour charge for testing laboratory time
from periodic progress payment when operations requiring testing or
inspection are canceled without prior notification.
E. The City will deduct cost of retesting from periodic progress payment
whenever failed work is removed, replaced or retested.
1.04 QUALIFICATION OF LABORATORY
A. Meet laboratory requirements of ASTM E 329 and applicable requirements
of ASTM C 1077, ASTM D 3666, and ASTM D 3740.
B. Meet ISO/TEC Guide 17025 conditions for accreditation by the American
Association for Laboratory Accreditation (A2LA) in specific fields of testing
required in individual Specification sections.
C. If laboratory subcontracts are part of the testing services, such work will be
placed with a laboratory complying with the requirements of this Section.
1.05 LABORATORY REPORTS
A. Testing laboratory shall provide and distribute copies of laboratory reports to
the distribution list Public Works provides at the pre-construction
conference.
B. Keep one copy of each laboratory report distributed or faxed at the site field
office for duration of the Work.
C. Laboratory will fax material supplier, Contractor and Public Works reports
that indicate failing test results by no later than close of business on the
working day following test completion and review.
1.06 LIMITS ON TESTING LABORATORY AUTHORITY
A. Laboratory may not release, revoke, alter, or enlarge requirements of the
Contract.
B. Laboratory may not approve or accept any portion of the Work.
C. Laboratory may not assume Contractor duties.
D. Laboratory has no authority to stop the Work.
1.07 CONTRACTOR RESPONSIBILITIES
CITY OF SCHERTZ
STANDARD SPECIFICATION TESTING LABORATORY SERVICES
01454-3
March 31, 2011
A. Provide safe access to the Work and to manufacturer’s facilities for Public
Works and for testing laboratory personnel.
B. Provide testing laboratory with a copy of the Construction Schedule and a
copy of each update to Construction Schedule.
C. Notify Public Works and testing laboratory during normal working hours of
the day previous to expected time for operations requiring inspection and
testing services. When Contractor fails to make timely prior notification, do
not proceed with the operations requiring inspection and testing services.
D. Notify design Consultant 24 hours in advance when Specification required
presence of Design Consultant for sampling or testing.
E. Request and monitor testing as required to provide timely results and to
avoid delays to the Work. Provide samples to laboratory in sufficient time to
allow required test to be performed in accordance with specified test
methods before intended use of the Product.
F. Cooperate with laboratory personnel in collecting samples on site. Provide
incidental labor and facilities for safe access to the Work to be tested, to
obtain and handle sampled at site or at source of Products to be tested, and
to facilitate tests and inspections including storage and curing of test
samples.
G. Make arrangement with laboratory through Public Works. Payment for
additional testing will be made in accordance with Document 00700-General
Conditions:
1. Re-testing required for failed tests.
2. Re-testing for nonconforming work.
3. Additional sampling and tests requested beyond specified
requirements.
4. Insufficient notification of cancellation of tests for work scheduled but
not performed.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION
3.01 CONDUCTING TESTING
CITY OF SCHERTZ
STANDARD SPECIFICATION TESTING LABORATORY SERVICES
01454-4
March 31, 2011
A. Conform to laboratory sampling and testing methods specified in
individual Specification sections to the latest issues of ASTM
standards, methods, or other recognized test standards as approved
by Public Works.
B. Requirements of this Section shall also apply to those tests for
approval of materials, for mix designs, and for quality control of
materials as performed by employed testing laboratories.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION MOBILIZATION
01502-1
March 31, 2011
SECTION 01502
MOBILIZATION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Mobilization of construction equipment and facilities onto the site.
1.02 MEASUREMENT AND PAYMENT
A. Unit Price Contracts. If Contract is Unit Price Contract, measurement for
mobilization is on a lump sum basis.
B. Stipulated Price (Lump Sum) Contract. If Contract is Stipulated Price
Contract, payment for Work is this Section is included in total Stipulated
Price.
C. Mobilization payments will be included in monthly payment estimates upon
written application by Contractor subject to the following provisions:
1. Authorization for payment of 50 percent of that portion of Contract
Price designated for mobilization will be made upon receipt and
approval by Public Works of the following items, as applicable:
a. Safety Program (General Conditions, Article 5).
b. Schedule of Values (Section 01292), if any.
c. Initial Construction Photographs (Section 01321), if needed.
d. Preliminary Construction Schedule and Billing Forecast
(Section 01325).
e. Construction Schedule (Section 01325 or Section 01326, as
applicable).
f. Submittal Schedule (Section 01330).
g. Site specific Storm Water Pollution Prevention Plan
(SWPPP) and Notice of Intent (NOI) along with storm water
application fee (Section 01410), if required.
h. Contractor’s Quality Control Plan (Section 01450), if
required.
i. Establishment of a Field Office for Public Works meeting
requirements of Section 01520 -Temporary Field Office,
when as office is required by the Contract.
j. Traffic Control Plan (Section 01555), if required.
k. Plan for Control of Ground and Surface Water (Section
01578), if required.
l. Project Signs Submittal (Section 01580).
CITY OF SCHERTZ
STANDARD SPECIFICATION MOBILIZATION
01502-2
March 31, 2011
m. Trench Safety Program (Section 02260), if required.
n. Dewatering plan, when required.
2. Authorization for payment of 90% of the balance of that portion of
Contract Price designated for mobilization will be made upon
completion of the Work amounting to five percent of Original Contract
Price. The final 5% will be paid after approval of the required close-
out documents in accordance with Section 01770. The amount of
Contract Price designated for mobilization may not be applied in
computing whether or not five percent of the Original Contract Price
has been obtained.
3. Mobilization payments will be subject to retainage amounts stipulated
in Document 00700-General Conditions.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION – Not Used.
END OF SECTION
CITY OF SCHERTZ TEMPORARY FACILITIES
STANDARD SPECIFICATION AND CONTROLS
01504-1
March 31, 2011
SECTION 01504
TEMPORARY FACILITIES AND CONTROLS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Temporary facilities and necessary controls for the project, including utilities,
telephone, sanitary facilities, storage sheds and building, safety
requirements, first aid equipment, fire protection, security measures,
protection of the Work and property, access roads and parking,
environmental controls, pest and rodent control and disposal of trash, debris
and excavated material.
B. Facilities and controls specified in this section are considered minimum for
the Project. Provide additional facilities and controls for proper execution of
the Work and to meet Contractor’s responsibilities for protection of person
and property.
1.02 CONTRACTOR’S RESPONSIBILITY
A. Comply with applicable requirements specified in other sections of
Specifications.
1. Maintain and operate temporary facilities and systems to assure
continuous service.
2. Modify and extend systems as the Work progress requires.
3. Completely remove temporary materials and equipment when no
longer required.
4. Restore existing facilities used for temporary services to specified or
original condition.
PART 2 PRODUCTS – Not Used.
PART 3 EXECUTION
3.01 TEMPORARY UTILITIES
A. Obtaining Temporary Service:
1. Make arrangements with utility service companies for temporary
services.
CITY OF SCHERTZ TEMPORARY FACILITIES
STANDARD SPECIFICATION AND CONTROLS
01504-2
March 31, 2011
2. Abide by rules and regulations of the utility service companies or
authorities having jurisdiction.
3. Be responsible for utility service costs until Date of Substantial
Completion. Included are fuel, power, light, heat, and other utility
services necessary for execution, completion, testing, and initial
operation of the Work.
B. Water:
1. Provide water required for and in connection with work to be
performed and for specified tests of piping, equipment, devices, or for
other use as required for proper completion of the Work.
2. Water to be drawn from public fire hydrants. Obtain meter from City
of Schertz, Public Works Department. Pay required deposit based
on rates established by latest ordinance.
3. Provide and maintain an adequate supply of potable water for
domestic consumption by Contractor personnel, Public Works, and
representatives of the City.
C. Electricity and Lighting:
1. Provide electrical power service required for the Work including
required testing, lighting, operation of equipment, and other
Contractor use.
2. Electric power service includes temporary power or generators
required to maintain plant operations during scheduled shutdowns.
3. Minimum lighting level shall be 10 foot candles for open areas; 20
foot candles for stairs and shops. Provide a minimum of one 300
watt lamp for each 200 square feet of work area.
D. Temporary Heat and Ventilation:
1. Provide temporary heat necessary for protection or completion of the
Work.
2. Provide temporary heat and ventilation to assure safe working
conditions; maintain enclosed areas at a minimum of 50 degrees F.
E. Telephone:
CITY OF SCHERTZ TEMPORARY FACILITIES
STANDARD SPECIFICATION AND CONTROLS
01504-3
March 31, 2011
1. Provide emergency telephone service at Project site for use by
Contractor personnel and others performing work or furnishing
services at the site.
F. Sanitary Facilities:
1. Provide and maintain sanitary facilities for person on the site; comply
with regulations of State and local department of health.
2. Enforce use of sanitary facilities by construction personnel at site.
Enclose sanitary facilities. Pit-type toilets are not permitted. No
discharge will be allowed from these facilities. Collect and store
sewage and waste so as to not cause a nuisance or health problem.
Haul sewage and waste off-site and properly dispose in accordance
with applicable regulations.
3. Locate toilets near the Work site and secluded for view insofar as
possible. Keep toilets clean and supplied throughout the course of
the Work.
3.02 STORAGE SHEDS AND BUILDINGS
A. Provide adequately ventilated, watertight storage facilities with floor above
ground level for Products susceptible to weather changes.
B. Storage of Products not susceptible to weather damage may be on blocks
off the ground.
C. Store Products in a neat and orderly manner. Place Products to permit
easy access for identification, inspection and inventory.
D. Fill and grade site for temporary structures to provide drainage away from
temporary and existing buildings.
3.03 SAFETY REQUIREMENTS
A. Submit a safety program at the pre-construction meeting and follow the
program in accordance with General Conditions. Include documented
response to trench safety requirements of Section 02260-Trench Safety
System.
B. Conduct operations in strict accordance with applicable Federal, State and
local safety codes and statutes and with good construction practice.
Establish and maintain procedures for safety of all work, personnel and
equipment involved in the Work.
CITY OF SCHERTZ TEMPORARY FACILITIES
STANDARD SPECIFICATION AND CONTROLS
01504-4
March 31, 2011
C. Observe and comply with Texas Occupational Safety Act (Art. 5182A,
V.C.S.) and with all safety and health standards promulgated by Secretary
of Labor under Section 107 of Contract Work Hours and Standards Act,
published in 29 CFR Part 1926 and adopted by Secretary of Labor as
occupational safety and
D. Observance of and compliance with safety regulations is Contractor’s
responsibility without reliance or superintendence of or direction by Public
Works. Immediately advise Public Works of investigation or inspection by
Federal Safety and Health inspectors of Contractor’s or subcontractor’s
work or place of work on site under the Contract, and after investigation or
inspection, advise Public Works of results. Submit on copy of accident
reports to Public Works within 10 days of occurrence.
E. Protect areas occupied by workmen using the best available devices for
detection of lethal and combustible gases. Test devices frequently to
assure functional capability. Constantly observe infiltration of liquids into the
Work area for visual or odor evidence of contamination, and immediately
take appropriate steps to seal off entry of contaminated liquids to the Work
area.
F. Implement safety measures, including but not limited to safety personnel,
first-aid equipment, ventilating equipment and other safety equipment
specified or detailed on Drawings.
G. Maintain required coordination with Emergency Services during entire
period covered by the Contract.
H. Include Project safety analysis in safety plan. Itemize major tasks and
potential safety hazards. Plan to eliminate hazards or protect workers and
public from each hazard.
3.04 FIRST AID EQUIPMENT
A. Provide a first aid kit throughout the construction period. List telephone
numbers for physicians, hospitals, and ambulance services in each first aid
kit.
B. Have at least one person thoroughly trained in first aid and CPR procedures
present on the site when work is in progress. Contractor to conform to
protocols and requirements for training and protection against “blood borne
pathogens”.
3.05 FIRE PROTECTION
CITY OF SCHERTZ TEMPORARY FACILITIES
STANDARD SPECIFICATION AND CONTROLS
01504-5
March 31, 2011
A. Conform to specified fire protection and prevention requirements
established by Federal, State, or local governmental agencies and as
provided in Safety Program.
3.06 SECURITY MEASURES
A. Protect the Work, materials, equipment, and property from loss, theft,
damage, or vandalism. Protect City property used in performance of the
Contract.
B. If existing fencing or barriers are breached or removed for purposes of
construction, provide and maintain temporary security fencing equal to
existing.
3.07 PROTECTION OF UTILITIES AND PIPELINES
A. Prevent damage to existing public utilities during construction. Approximate
locations of known utilities are shown on Drawings, but all lines may not be
shown. Excavate with caution and repair lines damaged by construction
operations.
B. Texas One Call System, which must be called 48 hours in advance. The toll
free telephone number is 1-800-DIG-TESS.
C. Before excavating, locate underground utilities by appropriate means
including the use of metal detection equipment, and probes, or by
excavation or surveys. Repair damage caused by investigative work and by
failure to locate or to preserve underground utilities.
D. Give utility owners a minimum five days notice before commencing
excavation to allow time to locate utilities and make adjustments or
relocations when they conflict with the Work. Include cost for temporary
relocation of water, wastewater, and storm drainage lines, necessary to
accommodate construction, in unit prices for utility construction unless
otherwise noted. By passing of sanitary waste to storm drainage facilities is
not allowed.
E. Prior to excavation near pipelines, request a representative of the pipeline
company to meet with Contractor and Public Works at the site to discuss
procedures to be used. Request pipeline company’s representative to
locate the pipelines in a least three locations: at each side and at centerline
of proposed excavation of proposed utility. Also request representative and
Public Works to be present to observe Contractor operations when
excavation is conducted within 15 feet of pipeline.
CITY OF SCHERTZ TEMPORARY FACILITIES
STANDARD SPECIFICATION AND CONTROLS
01504-6
March 31, 2011
3.08 PROTECTION OF THE WORK AND PROPERTY
A. Preventive Action
1. Take necessary precautions and actions to prevent damage, injury,
or loss to the Work or public and private property, including:
a. Storage or apparatus, supplies, and Products in an orderly,
safe manner to limit interference with progress of the Work
or work of other contractors, utility service companies, or the
City’s operations.
b. Suitable storage for Products subject to damage by
exposure to weather, theft, breakage, etc.
c. Limitation of loading pressures imposed upon portions of the
Work.
d. Frequent clean up of refuse, scrap materials, and debris
from construction operations, necessary to maintain the site
in a safe and orderly condition.
e. Provision of barricades and guard rails to protect pedestrian
and traffic around openings, scaffolding, temporary stairs
and ramps, excavation, elevated walkways, and other
hazardous areas.
2. Protect public and private property adjacent to the site. Obtain
written consent before entering or occupying privately-owned land
except on easements provided for construction. Restore property
damaged by construction operations to condition equal to or better
then that existing before the damage.
B. Barricades and Warning Systems
1. Where work is performed on or adjacent to roadways, rights-of-ways,
or public land, provide barricades, fences, lights, warning signs,
danger signals, and other precautionary measures necessary for
protection of persons or property and for protection of the Work.
a. Erect sufficient barricades to keep vehicles and pedestrians
from entering the Work. Paint barricades to be visible at
night. From sunset to sunrise, provide at least one light at
each barricade.
b. Maintain barricades, signs, lights, and provide watchmen
until Public Works approved removal. Whenever work
creates encroachment onto public roadways, station flagmen
to manage traffic flow in accordance with approved traffic
control plan.
CITY OF SCHERTZ TEMPORARY FACILITIES
STANDARD SPECIFICATION AND CONTROLS
01504-7
March 31, 2011
c. Conform to requirements of section 01555-Traffic Control
and regulation.
3.09 PROTECTION OF EXISTING STRUCTURES
2. Underground Facilities
a. Known Underground Facilities are shown on the Drawings
but all Facilities may not be shown. Explore sufficiently
ahead of trenching and excavation work to locate
Underground Facilities in order to prevent damage to them
and to prevent interruption of utility services. Restore
damage to Underground Facilities to original condition at no
additional cost to the City.
b. If necessary to avoid unanticipated Underground Facilities,
Public Works may make changes in location of the Work.
c. If permanent relocation of an Underground Facility is
required and not provided for in the Contract documents,
Public Works will direct Contractor in writing to perform the
Work under Modification provisions in General Conditions.
3. Surface Structures include buildings, tanks, walls, bridges, roads,
dams, channels, open drainage, piping, poles, wires, posts, signs,
markers, curbs, walks, guard cables, fencing, and other facilities that
are visible above the ground level.
4. Protection of Underground Facilities and Surface Structures:
a. Support in place and protect Underground Facilities and
Surface Structures located within or adjacent to the limits of
the Work from damage. Install supports as required by the
owner of the structure. Satisfy Public Works that the owner
of the facility or structure has approved methods and
procedures before installing structure supports.
b. Avoid moving or changing public utility or private corporation
property without prior written consent of a responsible official
or the facility or structure. Allow representatives of utilities to
enter the construction site for maintenance and repair
purposes or to make necessary changes.
c. Notify utility and pipeline owners and operators of the nature
of construction operations and dates when operations will be
performed. When construction operations are required in
immediate vicinity of existing structures, pipelines, or utilities,
give a minimum of five working days advance notice. Probe
and flag location of Underground Facilities prior to
CITY OF SCHERTZ TEMPORARY FACILITIES
STANDARD SPECIFICATION AND CONTROLS
01504-8
March 31, 2011
commencement of excavation. Keep flags in place until
construction operations uncover the facility.
d. Assume risk for damages and expenses to Underground
Facilities and Surface Structures within or adjacent to the
Work.
C. Employ a structural engineer to ensure protection measures are adequate
for the safety and integrity of structures and facilities.
3.10 PROTECTION OF INSTALLED PRODUCTS:
1. Provide protection of Installed Products to prevent damage from
subsequent operations. Remove protection facilities when no longer
needed, prior to completion of the Work.
2. Control traffic to prevent damage to Products and surfaces.
3. Provide coverings to protect Products from damage. Cover
projections, wall corners, jambs, sills, and exposed sides of openings
in areas used for traffic and passage of materials in subsequent
work.
3.11 ROADS AND PARKING
A. Prevent interference with traffic and operations of the City on existing roads.
B. Designate temporary parking areas to accommodate construction and City
personnel. When site space is not adequate, provide additional off-site
parking. Locate as approved by Public Works.
C. Minimize use by construction traffic on existing streets and driveways.
D. Do not allow heavy vehicles or construction equipment in existing parking
areas.
3.12 ENVIRONMENTAL CONTROLS
A. Use methods, equipment, and temporary construction necessary for control
of environmental conditions at the site and adjacent areas.
B. Comply with statutes, regulations, and ordinances relating to prevention of
environmental pollution and preservation of natural resources including
National Environmental Policy Act of 1969, PL 91-190, Executive Order
11514.
CITY OF SCHERTZ TEMPORARY FACILITIES
STANDARD SPECIFICATION AND CONTROLS
01504-9
March 31, 2011
C. Minimize impact to the surrounding environment. Do not use construction
procedures that cause unnecessary excavation and filling of terrain,
indiscriminate destruction of vegetation, air or stream pollution, or
harassment or destruction of wildlife.
D. Limit disturbed areas to boundaries established by the Contract. Do not
pollute on-site streams, sewers, wells, or other water sources.
E. Do not burn rubbish, debris, or waste materials.
3.13 POLLUTION CONTROL
A. Provide methods, means, and facilities necessary to prevent contamination
of soil, water or the atmosphere by discharge of Pollutants from construction
operations.
B. Provide equipment and personnel to perform emergency measures to
contain spillage, and to remove contaminated soils or liquids. Excavate and
dispose of contaminated earth off-site in accordance with laws and
regulations, and replace with suitable compacted fill and topsoil.
C. Provide systems necessary for control of Pollutants.
1. Prevent toxic concentrations of chemicals.
2. Prevent harmful dispersal of Pollutants into the environment.
D. Use equipment that conforms to current Federal, State and local laws and
regulations.
3.14 PEST AND RODENT CONTROL
A. Provide rodent and pest control as necessary to prevent infestation of
construction or storage areas.
B. Employ methods and use materials that will not adversely affect conditions
at site or on adjoining properties.
3.15 NOISE CONTROL
A. Provide vehicles, equipment, and use construction activities that minimize
noise to the greatest degree practicable. Conform to City Ordinance No.
09-H-03, § III, 1-20-2009, and latest OSHA standards. Do not permit noise
levels to interfere with the Work or create a nuisance to surrounding areas.
CITY OF SCHERTZ TEMPORARY FACILITIES
STANDARD SPECIFICATION AND CONTROLS
01504-10
March 31, 2011
B. Conduct construction operations during daylight hours except as approved
by Public Works.
C. Select construction equipment that operates with minimum noise and
vibration. When directed by Public Works, correct objectionable noise or
vibration produced by operation of equipment at no additional cost to the
City. Sound Power Level (PWL) of equipment shall not exceed 85 dbA (re:
10-12 watts) measured five feet from the equipment, or at a lower level.
Equipment noise requirements are contained in equipment specifications.
3.16 DUST CONTROL
A. Use water or other methods approved by Public Works to control amount of
dust generated by vehicle and equipment operations.
3.17 WATER RUNOFF AND EROSION CONTROL
A. Comply with requirements of section 01410 -TPDES Requirements.
B. Conduct fill, grading and ditching operations and provide adequate methods
necessary to control surface water, runoff, subsurface water, and water from
excavations and structures in order to prevent damage to the Work, the site,
or adjoining properties.
1. Plan and execute construction and earthwork by methods that control
surface drainage from cuts and fills, and from borrow and waste
disposal areas.
2. Minimize area of bare soil exposed at one time.
3. Provide temporary control measures, such as berms, dikes, and
drains.
4. Provide, operate, and maintain equipment and facilities of adequate
size to control surface water.
5. Construct fill and waste areas by selective placement of materials to
eliminate erosion of surface silts or clays that may erode.
6. Direct water away from excavation, pits, tunnels, and other
construction areas to prevent erosion, sedimentation or damage.
7. Maintain existing drainage patterns adjacent to the site by
constructing temporary earth berms, sedimentation basins, retaining
areas, and temporary ground cover.
CITY OF SCHERTZ TEMPORARY FACILITIES
STANDARD SPECIFICATION AND CONTROLS
01504-11
March 31, 2011
8. Dispose of drainage water in a manner to prevent flooding, erosion,
or other damage to the site or adjoining areas, in conformance with
environmental requirements.
9. Inspect earthwork periodically to detect any evidence of erosion.
Take corrective measures as required to control erosion.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION DIVERSION PUMPING
01506-1
March 31, 2011
SECTION 01506
DIVERSION PUMPING
PART 1 GENERAL
1.01 DEFINITIONS
A. Diversion-pumping: Installation and operation of bulkheads, plugs, hoses,
piping, and pumps required to maintain sewer flow and prevent backups
and overflows.
1.02 SYSTEM DESCRIPTION
A. Provides continuous sewer service to users of sewer systems while
maintenance or construction operations are in progress, by diverting flow
around construction locations. Maintain sewer flow to prevent backup or
overflow onto streets, yards, and unpaved areas or into buildings, adjacent
ditches, storm sewers, and waterways. Do not divert sewage outside of
sanitary sewer system.
B. When pumps are operating, have an experiences operator on site to
monitor operation, adjust pumps, make minor repairs to system, and report
problems.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittals Procedures.
B. For systems that bypass sanitary sewer line segments of 42-inch diameter
to larger, submit a Diversion Pumping Plan prior to installation. Show
location, number and size of pumps, number, location, size and type of
hoses or rigid piping, and location of downstream, discharge; and special
features where pipes or hoses cross roadways, temporary trenches, support
bridges.
1.04 SCHEDULING
A. When the City operates or maintains diversion pumping in construction
areas, coordinate construction activities with Public Works.
B. Cease operation of diversion pumping when approved by Public Works.
CITY OF SCHERTZ
STANDARD SPECIFICATION DIVERSION PUMPING
01506-2
March 31, 2011
PART 2 PRODUCTS
2.01 MATERIALS
A. Design piping, joints and accessories to withstand at least twice maximum
system pressure or 50psi, whichever is greater.
B. Use self-priming type or submersible electric pumps, with a working
pressure gauge on the discharge.
PART 3 EXECUTION
3.01 FIELD QUALITY CONTROL
A. During diversion pumping, do not allow sewage to leak, dump, or spill into or
onto areas outside of existing sanitary sewer systems.
B. In the event of an accidental spill or overflow, immediately stop discharge
and take action to clean up and disinfect spill. Promptly notify Public Works
so required reporting can be made to the Texas Commission on
Environmental Quality (TCEQ) and the Environmental Protection Agency
(EPA).
3.02 CLEANING
A. When diversion-pumping operations are complete, drain sewage within
piping into sanitary sewers prior to disassembly.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION TEMPORARY FIELD OFFICE
01520-1
March 31, 2011
SECTION 01520
TEMPORARY FIELD OFFICE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Temporary field office building and associated parking area.
1.02 FACILITY DESCRIPTION
A. Temporary field office to be utilized by authorized representatives of the City
to coordinate and monitor daily construction activities performed by
Contractor.
B. Field office shall be a non-smoking facility.
PART 2 PRODUCTS
2.01 FIELD OFFICE
A. General:
1. Locate office in vicinity of the Work at a location approved by Public
Works or where indicated on Drawings.
2. Furnish, Install and maintain field office for exclusive use of
authorized representatives of the City. Provide sufficient room for
Project meetings and Inspector's office.
3. Provide office within 10 days of Date of Commencement of the Work.
4. Construct two all-weather, hard surfaced parking spaces for
exclusive use of authorized representatives of the City. Provide all-
weather surfaced walk between parking spaces and field office.
B. Minimum Construction:
1. Structurally sound foundation and superstructure.
2. Weather tight with insulated roof, walls and 7-foot ceiling (minimum).
3. Stairs or walkway with handrail and covered entrance
platform (minimum 4 feet by 4 feet) with mud scraper at
door.
4. Resilient floor covering.
CITY OF SCHERTZ
STANDARD SPECIFICATION TEMPORARY FIELD OFFICE
01520-2
March 31, 2011
5. Screened windows with area equal to approximately 10 percent of
floor area sufficient for light, view of the site, and ventilation. Provide
each window with operable sash and burglar bars.
6. Secure exterior doors with dead-bolt cylinder locks and burglar bars.
C. Minimum Services:
1. Exterior entrance light.
2. Interior lighting of 75 foot-candles minimum at desktop height.
3. Automatic heating to maintain 65 degrees F in winter.
4. Automatic cooling to maintain 75 degrees F in summer.
5. Electric power service.
6. Three telephone service lines one for voice, one for data, and one
for fax, for exclusive use of authorized representatives of the City.
7. Sanitary facilities in field office with one water closet, one lavatory,
and one medicine cabinet for exclusive use of authorized
representatives of the City.
D. Minimum Furnishings:
1. One 5-drawer desk
2. Two swivel desk chairs with casters.
3. One plan table.
4. One drawing plan rack.
5. One 4-drawer legal file cabinet complete with fifty legal-size
hanging folders and two full-sized carriers.
6. One marker board with cleaner and markers.
7. Two waste baskets.
8. One 30-inch by 36-inch tack board.
9. One all-purpose fire extinguisher.
10. Six protective helmets (hard hats) with ratchet adjustment for
CITY OF SCHERTZ
STANDARD SPECIFICATION TEMPORARY FIELD OFFICE
01520-3
March 31, 2011
exclusive use of authorized representatives of the City.
11. Conference table and chairs to accommodate 10 persons.
12. Plain paper fax machine.
13. Telephone instrument separate from fax machine.
E. Provide adequate space for one set of Contract documents for
ready reference.
PART 3 EXECUTION
3.01 MAINTENANCE
A. Maintain all-weather surface driveway and parking areas, buildings,
walkways, stairs and required furnishings and equipment for duration of
the Contract.
B. Provide janitorial services for duration of the Contract consisting of
twice weekly sweeping and mopping floors, trash removal, weekly
restroom cleaning, and weekly dusting of furniture and equipment.
C. Provide soap, paper towels, toilet paper, cleansers and other
necessary consumables.
D. Immediately repair damage, leaks or defective service.
3.02 PROJECT CLOSEOUT
A. Remove temporary field office and signs and restore site as specified
in Section 01770 - Closeout Procedures.
END OF SECTION
CITY OF SCHERTZ TRAFFIC CONTROL
STANDARD SPECIFICATION AND REGULATION
01555-1
March 31, 2011
SECTION 01555
TRAFFIC CONTROL AND REGULATION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Requirements for signs, signals, control devices, traffic barriers, flares,
lights and traffic signals; construction parking control, designated haul
routes, and bridging of trenches and excavations.
B. Qualifications and requirements for use of flagmen.
1.02 MEASUREMENT AND PAYMENT
A. Unit Price Contracts.
1. Traffic control and regulation. Payment for traffic control and
regulation is on a lump sum basis. Include preparation and submittal
of traffic control plan if different than shown on Drawings, and
provision of traffic control devices, equipment, and personnel
necessary to protect the Work and public. Payment will be based on
Contractor’s Schedule of Values for traffic control and regulation.
2. Flagmen. Payment for flagmen is on a lump sum basis. Partial
payments will be based on Contractor’s Schedule of Values for
flagmen.
3. New Portable Concrete Low Profile Traffic Barrier Provided. Payment
is on a unit price basis for each linear foot of low profile traffic barrier
provided, installed with hardware assemblies and connected together
in accordance with the approved traffic control plan.
4. Portable Concrete Low Profile Traffic Barrier. Payment is on a unit
price basis for each linear foot of low profile traffic barrier picked up
from designated stockpile, moved onto the project, set at location and
connected together.
5. Portable Concrete Low Profile Traffic Barrier Installed. Payment is on
a unit price basis for each linear foot of low profile traffic barrier
delivered to the project location, installed with hardware assemblies
and connected together in accordance with the approved traffic
control plan.
CITY OF SCHERTZ TRAFFIC CONTROL
STANDARD SPECIFICATION AND REGULATION
01555-2
March 31, 2011
6. Portable Concrete Low Profile Traffic Barrier Moved and Reset.
Payment is on a unit price basis for each linear foot of low profile
traffic barrier disassembled, moved on the project, reset at the new
locations and connected together. Include cost to repair roadway in
the unit price.
7. Portable Concrete Low Profile Traffic Barrier Removed. Payment is
on a unit price basis for each linear foot of low profile traffic barrier
removed from the project, including hardware assemblies, and
stockpiling at location listed in Section 01110-Summary of Work.
Include cost to repair roadway in the unit price.
8. Refer to Section 01270-Measurement and Payment for unit price
procedures.
B. Stipulated Price Contracts. Include payment for work under this
section in the total Stipulated Price.
1.03 REFERENCES
A. Texas Manual on Uniform Traffic Control Devices (TMUTCD).
B. Article 4413 (29bb), commonly referred to as Private Investigators and
Private Security Agencies Act, and Article 2.12, Texas code of Criminal
Procedure.
C. Code of Ordinances, City of Schertz, Texas.
1. Chapter 78, Article V., Section 78-121 Right-of-Way Construction
1.04 SUBMITTALS
A. Conform to requirements of Section 01330-Submittal Procedures.
B. Traffic control plans:
1. If using traffic control plan contained in the Contract without
modification, submit a letter confirming use of the plan.
2. If using a different traffic control plan, submit the plan for approval.
The plan must conform to TMUTCD requirements and be sealed by a
Registered Texas Professional Engineer.
C. Submit copies of traffic control plan at least 48 hours prior to implementing
traffic control devices.
CITY OF SCHERTZ TRAFFIC CONTROL
STANDARD SPECIFICATION AND REGULATION
01555-3
March 31, 2011
1.05 FLAGMEN
A. Use Uniformed Peace Officers and Certified Flagmen to control movement
of vehicular and pedestrian traffic when construction operations encroach
on public traffic lanes.
B. Uniformed Peace Officer: Individual employed full-time as a peace officer
who received separate compensation as a privately employed flagman.
Private employment may be an employee-employer relationship or on an
individual basis. Flagman may not be in the employ of another peace
officer nor be a reserve peace officer.
1. Uniformed Peace Officers may be:
a. sheriffs and their deputies;
b. constables and deputy constables;
c. marshals or police officers of an incorporated city, town or
village; or
d. as otherwise provided by Article 2.12, Code of Criminal
Procedure.
2. The Uniformed Peace Officer must be a full-time peace officer, must
work a minimum average of 32 paid hours per week, and must be
paid a rate not less than the prevailing minimum hourly wage rate set
by the Federal Wage and Hour Act. The individual must be entitled
to vacation, holidays, and insurance and retirement benefits.
C. Certified Flagman: Individual who receives compensation as a flagman and
meets the following qualifications:
1. Formally trained and certified in traffic control procedures by the
City’s requirements.
2. Speaks English, Ability to speak Spanish is desirable but not
required.
3. Paid for flagman duty at an hourly rate not less than the wage rate
set for Rough Carpenter under the City’s Wage Scale for Engineering
Construction.
D. Certified Flagmen must wear a distinctive uniform, bright-colored vest, and
be equipped with appropriate flagging and communication devices while at
the Work site. They must also have in their possession while on duty, a
proof of training identification card issued by the appropriate training
institute.
CITY OF SCHERTZ TRAFFIC CONTROL
STANDARD SPECIFICATION AND REGULATION
01555-4
March 31, 2011
PART 2 PRODUCTS
2.01 SIGNS, SIGNALS, AND DEVICES
A. Comply with TMUTCD requirements.
B. Traffic cones and drums, flares and lights: Conform to local jurisdictions’
requirements.
2.02 PORTABLE LOW PROFILE CONCRETE BARRIERS
A. The low profile concrete barrier is a patented design. Information
concerning this barrier may be obtained from Texas Transportation Institute,
Texas A&M University System, College Station, Texas 77843-3135, (409)
845-1712.
PART 3 EXECUTION
3.01 PUBLIC ROADS
A. Submit traffic control plan to Public Works for approval at least 5 days prior
to need for blocking vehicular lanes or sidewalks. Do not block lanes or
sidewalks without approval.
B. Follow laws and regulations of governing jurisdictions when using public
roads. Pay for and obtain permits from jurisdiction before impeding traffic or
closing lanes. Coordinate activities with Public Works.
C. Give Public Works 5 days notice before implementing approved traffic
control phases. Inform local businesses of impending traffic control
activities.
D. Notify Emergency Services in writing a minimum of five business days prior
to beginning work.
E. Maintain 10-foot-wide all-weather lanes adjacent to the Work for emergency
vehicle use. Keep all-weather lanes free of construction equipment and
debris.
F. Do not obstruct flow of traffic from 7:00 a.m. to 9:00 a.m. and 4:00 p.m. to
6:00 p.m. on designated major arterials or as directed by Public Works.
G. Maintain local driveway access to residential and commercial properties
adjacent to work areas at all times. Use all-weather materials approved by
Public Works to maintain temporary driveway access to commercial and
residential driveways.
CITY OF SCHERTZ TRAFFIC CONTROL
STANDARD SPECIFICATION AND REGULATION
01555-5
March 31, 2011
H. Keep streets entering and leaving job site free of excavated material, debris,
and foreign material resulting from construction operations in compliance
with applicable ordinances.
I. Remove existing signage and striping that conflict with construction
activities or that may cause driver confusion.
J. Provide safe access for pedestrians along major cross streets.
K. Alternate closures of cross streets so that two adjacent cross streets are not
closed simultaneously.
L. Do not close more than two consecutive esplanade openings at a time
without prior approval from Public Works.
3.02 CONSTRUCTION PARKING CONTROL
A. Control vehicular parking to prevent interference with public traffic and
parking, access by emergency vehicles, and the City’s operations.
B. Monitor parking of construction personnel’s vehicles in existing facilities.
Maintain vehicular access to and through parking areas.
C. Prevent parking on or adjacent to access roads or in non-designated areas.
3.03 FLARES AND LIGHTS
A. Provide flares and lights during hours of low visibility to delineate traffic
lanes and to guide traffic.
3.04 HAUL ROUTES
A. Utilize haul routes designated by authorities or shown on Drawings for
construction traffic.
B. Confine construction traffic to designated haul routes.
C. Provide traffic control at critical areas of haul routes to regulate traffic and
minimize interference with public traffic.
3.05 TRAFFIC SIGNS AND SIGNALS
A. Construct necessary traffic control devices for temporary signals required
to complete the Work including loop detectors, traffic signal conduits,
CITY OF SCHERTZ TRAFFIC CONTROL
STANDARD SPECIFICATION AND REGULATION
01555-6
March 31, 2011
traffic signal wiring and crosswalk signals. Notify the Public Works a
minimum of 60 days in advance of need for control boxes and switchgear.
The City will perform necessary service, programming or adjustments, to
signal boxes and switchgear if required during construction.
B. Install and operate traffic control signals to direct and maintain orderly traffic
flow in areas under Contractor's control affected by Contractor's operations.
Post notices, signs and traffic controls before moving into next phase of
traffic control.
C. Relocate traffic signs and signals as the Work progresses to
maintain effective traffic control.
D. Unless otherwise approved by Public Works, provide driveway signs with
name of business that can be accessed from each crossover. Use two
signs for each crossover.
E. Replace existing traffic control devices in Project area.
F. Public Works may direct Contractor to make minor adjustments to traffic
control signage to eliminate driver confusion and maintain orderly traffic
flow during construction at no additional cost to the City.
3.06 BRIDGING TRENCHES AND EXCAVATIONS
A. When necessary, construct bridges over trenches and excavation to permit
an unobstructed flow of traffic across construction areas and major drives.
Use steel plates of sufficient thickness to support H-20 loading and install
to operate with minimum noise.
B. Shore trench or excavation to support bridge and traffic
C. Secure bridging against displacement with adjustable cleats, angles, bolts
or other devices when:
1. bridging is placed under existing bus routes,
2. more than five percent of daily traffic is comprised of commercial
or truck traffic,
3. more than two separate plates are used for bridging, and
4. when bridge is to be used for more than five consecutive days.
D. Extend steel plates used for bridging a minimum of 1 foot beyond edges
of trench or excavation. Use temporary paving materials such as premix
to feather edges of plates to minimize wheel impact on secured bridging.
CITY OF SCHERTZ TRAFFIC CONTROL
STANDARD SPECIFICATION AND REGULATION
01555-7
March 31, 2011
3.07 REMOVAL
A. Remove equipment and devices when no longer required.
B. Repair damage caused by installation.
C. Remove post settings to a depth of 2 feet.
3.08 TRAFFIC CONTROL, REGULATION AND DIRECTION
A. Use Flagmen to control, regulate and direct an even flow and movement of
vehicular and pedestrian traffic, for periods of time as may be required to
provide for public safety and convenience, where:
1. multi-lane vehicular traffic must be diverted into single lane
vehicular traffic,
2. vehicular traffic must change lanes abruptly,
3. construction equipment must enter or cross vehicular traffic lanes
and walks,
4. construction equipment may intermittently encroach on vehicular
traffic lanes and unprotected walks and crosswalks,
5. traffic regulation is needed due to rerouting of vehicular traffic
around the Work site, and
6. where construction activities might affect public safety
and convenience.
B. Use of Flagmen to assist in the regulation of traffic flow and movement
does not relieve Contractor of responsibility to take other means
necessary to protect the Work and public.
3.09 INSTALLATION STANDARDS
A. Place temporary pavement markings for single lane closures, in
accordance with TMUTCD.
B. Reinstall temporary and permanent pavement markings as approved by
Public Works. When weather conditions do not allow application according
to manufacturer's requirements, alternate markings may be considered.
Submit proposed alternate to Public Works for approval prior to installation.
No additional payment will be made for use of alternate markings.
CITY OF SCHERTZ TRAFFIC CONTROL
STANDARD SPECIFICATION AND REGULATION
01555-8
March 31, 2011
3.10 MAINTENANCE OF EQUIPMENT AND MATERIAL
A. Submit name, address and telephone number of individual designated to
be responsible for maintenance of traffic handling at construction site to
Public Works. Individual must be accessible at all times to immediately
correct deficiencies in equipment and materials used to handle traffic
including missing, damaged, or obscured signs, drums, barricades, or
pavement markings.
B. Inspect signs, barricades, drums, lamps and temporary pavement
markings daily to verify that they are visible, in good working order, and
conform with traffic handling plans as approved by Public Works.
Immediately repair, clean, relocate, realign, or replace equipment or
materials that are not in compliance.
C. Keep equipment and materials, signs and pavement markings, clean and
free of dust, dirt, grime, oil, mud, or debris.
D. Obtain approval of Public Works to reuse damaged or vandalized signs,
drums, and barricades.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION TREE AND PLANT PROTECTION
01562-1
March 31, 2011
SECTION 01562
TREE AND PLANT PROTECTION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Tree and plant protection and maintenance.
B. Planting new trees and relocating and replanting existing trees.
C. Maintenance of planted or replanted trees.
1.02 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit name and experience of qualified Arborist, proposed for use on
the Work, to Public Works.
1.03 PROJECT CONDITIONS
A. Preserve and protect existing trees and plants that are to remain;
from damage to foliage, branches, trunk, or roots; that could result
from construction operations.
B. Do not remove any Tree unless Parks and Recreation Department grants
written permission for removal.
C. Prevent following types of damage:
1. Compaction of root zone by foot, vehicular traffic, or material
storage.
2. Trunk damage from equipment operations, material storage, or
from nailing or bolting.
3. Trunk and branch damage caused by ropes or guy wires.
4. Root poisoning from spilled solvents, gasoline, paint, and
other noxious materials.
5. Branch damage due to improper pruning or trimming.
6. Damage from lack of water due to:
CITY OF SCHERTZ
STANDARD SPECIFICATION TREE AND PLANT PROTECTION
01562-2
March 31, 2011
a. Cutting or altering natural water migration patterns near root
zones.
b. Failure to provide adequate watering.
7. Damage from alteration of soil pH factor caused by depositing lime,
concrete, plaster, or other base materials near roots.
8. Cutting of roots larger than 1-1/2 inches in diameter.
1.04 DAMAGE ASSESSMENT
A. When an ornamental tree on private property or an otherwise protected or
heritage tree, as defined by the Code, other than those permitted for
removal, are destroyed or badly damaged as result of construction
operations, remove and replace according to the City’s requirements for tree
mitigation as outlined in Article 21.9.9.D. Mitigation will be at Contractors
expense.
B. If any oak tree is wounded by intentional damage or pruning or as a result of
natural causes, the damaged area shall be immediately treated with tree
wound dressing.
PART 2 PRODUCTS
2.01 MATERIALS
A. Obtain approval from Parks Department for tree wound dressing, fungicide,
or insecticide.
B. Burlap: Suitable for use as tree wrapping.
C. Fertilizer: Liquid containing 20 percent nitrogen, 10 percent phosphorus,
and 5 percent potash.
D. Obtain Public Works approval of replacement trees.
PART 3 EXECUTION
3.01 PROTECTION
A. Trees within Project area, except for trees shown on Drawings or directed
by Public Works to be removed and relocated, are to remain in place.
Protect from damage and maintain trees that are to remain.
B. Perform the following for trees or shrubs that are to remain:
CITY OF SCHERTZ
STANDARD SPECIFICATION TREE AND PLANT PROTECTION
01562-3
March 31, 2011
1. Trim trees and shrubs under supervision of a professional
tree surgeon or horticulturist.
a. Prune trees according to International Society of Arbor
culture specifications.
b. Prune trees and shrubs requiring pruning for
construction operations for balance and to maintain
proper form and branching habit.
c. Cut limbs at branch collar and remove stubs. Do not
gouge outer layer of tree structure or trunk.
d. Prior to construction, prune all trees to remain of new or
recent growth to maintain basic branching form of trees.
Base extent of pruning upon proximity of pavement to trunk
and size of tree blockouts and requirements of construction
adjacent to tree.
e. Limit pruning of young branches to the maximum extent
possible. Maintain older branches that provide basic form
of tree. Prune in the presence of Public Works.
f. Paint exposed, living tissue of cuts over 3/4" in diameter
with tree paint.
2. Use extreme care to prevent excessive damage to root systems.
a. Cut tree roots in construction area smoothly with a trencher
before excavating. Do not allow ripping of roots with backhoes
or other equipment.
b. Temporarily cover exposed roots with wet burlap to
prevent roots from drying out.
c. Cover exposed roots with soil as soon as possible.
3. Prevent damage or compaction of root zone (area below drip line)
by construction activities.
a. Do not allow equipment to scar trunks or limbs
b. Do not store construction materials, vehicles, or
excavated material under drip line of trees.
c. Do not pour liquid materials under drip line.
4. Water and fertilize remaining trees and shrubs to maintain their
health during construction period.
a. Water landscaping during construction operations at least
once every seven days in cold months and once every four
CITY OF SCHERTZ
STANDARD SPECIFICATION TREE AND PLANT PROTECTION
01562-4
March 31, 2011
days in hotter months.
b. Saturate soils to at least 6 to 8 inches beneath surface.
5. Water areas currently being served by private sprinkler systems
while systems are temporarily taken out of service to maintain
health of existing landscapes.
6. With Public Works’ permission, shrubs to remain may be
temporarily transplanted and returned to original positions
under supervision of professional horticulturist.
3.02 PROTECTION
A. Protection of Trees or Shrubs in Open Area:
1. Install steel drive-in fence posts in protective circle, approximately
8 feet on center, not closer than 4 feet to trunk of trees or stems
of shrubs.
2. Insert steel drive-in fence posts a minimum of 3 feet into
ground, leaving a minimum of 5 feet above ground.
3. Mount fluorescent orange construction fence on fence posts.
4. For trees or shrubs in paved areas, use movable posts consisting
of two 1/2-inch minimum diameter concrete-filled steel pipe
mounted in rubber automobile tires filled with concrete.
B. Provide timber wrap protection for trees in close proximity to equipment
when work is required within construction fencing.
1. Wrap trunk with a layer of burlap.
2. Install vertical 5 to 6 foot long 2 by 4's or 2 by 5's, spaced 3 to 5
inches apart, around circumference of tree trunk.
3. Tie burlap in place with 12 to 9 gauge steel wire.
3.03 RELOCATING AND PLANTING NEW TREES
A. Employ a qualified Arborist, acceptable to Public Works, to plant and to
move and relocate trees. Arborist must be normally engaged in the field
and have a minimum of five years experience.
3.04 MAINTENANCE OF NEWLY PLANTED TREES AND REPLANTED TREES
A. Provide proof of capability to water trees during dry periods.
CITY OF SCHERTZ
STANDARD SPECIFICATION TREE AND PLANT PROTECTION
01562-5
March 31, 2011
B. Maintain newly planted trees, in healthy condition until end of one-
year warranty.
1. Straighten leaning trees.
2. Replace dead trees or trees that, in the opinion of Public Works, have
become unhealthy, unsightly or have lost their natural shape as result
of additional growth, improper pruning, maintenance or weather
conditions, within four weeks of notice from Public Works.
3. When a tree must be replaced, a new warranty period shall
commence on date of tree replacement, and Public Works’
approval. Minimum warranty period shall be one year.
4. Dispose of rejected trees.
END OF SECTION
CITY OF SCHERTZ STORM WATER
STANDARD SPECIFICATION POLLUTION CONTROL
01570-1
March 31, 2011
SECTION 01570
STORM WATER POLLUTION CONTROL
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Implementation of Storm Water Pollution Prevention Plans (SWP3)
described in Section 01410 - TPDES Requirement.
B. Installation and maintenance of storm-water pollution prevention
structures: diversion dikes, interceptor dikes, diversion swales, interceptor
swales, down spout extenders, pipe slope drains, paved flumes and level
spreaders. Structures are used during construction and prior to final
development of the site.
C. Filter Fabric Fences: Temporary filter fabric fences for erosion and sediment
control in non-channelized flow areas.
1.02 MEASUREMENT AND PAYMENT
A. UNIT PRICES
1. This item shall be paid as “Lump Sum” for Storm Water
Pollution Prevention Plan. This price shall be full
compensation for furnishing all labor, materials, supplies,
equipment and incidentals necessary to include payment of all
permit fees. The “Lump Sum” price shall also be full
compensation for removal and replacement and proper
disposal of control measures not incorporated as permanent
control measures. The lump sum will be pro-rated based on
the number of calendar days in the project contract. Failure to
complete the work within time allowed in the project contract
due to approving designs, testing, material shortages, closed
construction season, curing periods, and testing periods will
not qualify for additional compensation.
2. Refer to Section 01270 - Measurement and Payment for unit
price procedures.
B. Stipulated Price (Lump Sum) Contract. If Contract is Stipulated Price
Contract, payment for Work in this Section is included in total
Stipulated Price.
CITY OF SCHERTZ STORM WATER
STANDARD SPECIFICATION POLLUTION CONTROL
01570-2
March 31, 2011
1.03 REFERENCE STANDARDS
A. ASTM
1. A 36 - Standard Specification for Carbon Structural Steel.
2. D698 - Standard Test Methods for Laboratory Compaction
Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3
(600 kN-m/m3)).
3. D3786 - Standard Test Method for Hydraulic Bursting Strength for
Knitted Goods and Nonwoven Fabrics.
4. D 4355 - Standard Test Method for Deterioration of Geotextiles
from Exposure to Ultraviolet Light and Water (Xenon-Arc Type
Apparatus).
5. D 4491 - Standard Test Methods for Water Permeability of
Geotextiles by Permittivity.
6. D 4632 - Standard Test Method for Grab Breaking Load
and Elongation of Geotextiles.
7. D 4833 - Standard Test Method for Index Puncture Resistance
of Geotextiles, Geomembranes, and Related Products.
8. D 6382 - Standard Practice for Dynamic Mechanical Analysis and
Thermogravimetry of Roofing and Waterproofing Membrane
Material.
1.04 SYSTEM DESCRIPTIONS
A. Filter Fabric Fence Type 1 and Type 2: Install to allow surface or
channel runoff percolation through fabric in sheet-flow manner and to
retain and accumulate sediment. Maintain Filter Fabric Fences to
remain in proper position and configuration at all times.
B. Interceptor Dikes and Swales: Construct to direct surface or channel
runoff around the project area or runoff from project area into sediment
traps.
C. Drop Inlet Baskets: Install to allow runoff percolation through the basket
and to retain and accumulate sediment. Clean accumulation of sediment
to prevent clogging and backups.
D. Sediment traps: Construct to pool surface runoff from construction area
CITY OF SCHERTZ STORM WATER
STANDARD SPECIFICATION POLLUTION CONTROL
01570-3
March 31, 2011
to allow sediment to settle onto the bottom of trap.
1.05 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's literature for product specifications and
installation instructions.
C. Submit manufacturers catalog sheets and other product data on geotextile
or filter fabrics, outlet pipe, perforated riser and connectors.
D. Submit proposed methods, equipment, materials, and sequence of
operations for storm-water pollution prevention structures.
E. Submit shop drawings for Drop Inlet Baskets.
PART 2 PRODUCTS
2.01 CONCRETE
A. Concrete: Class B in accordance with Section 03315 - Concrete for
Utility Construction or as shown on the Drawings.
2.02 AGREGATE MATERIALS
A. Use poorly graded cobbles with diameter greater than 3 inches and less
than 5 inches.
B. Provide gravel lining in accordance with Section 2320 - Utility
Backfill Materials or as shown on the drawings.
C. Provide clean cobbles and gravel consisting of crushed concrete or stone.
Use clean, hard crushed concrete or stone free from adherent coatings,
salt, alkali, dirt, clay, loam, shale, soft or flaky materials, or organic matter.
D. Sediment Pump Pit Aggregate: Use nominal 2-inch diameter river gravel.
2.03 PIPE
A. Polyethylene culvert pipe or PVC sewer pipe in accordance with Section
02505- High Density Polyethylene (HDPE) Solid and Profile Wall Pipe
and Section 02506 Polyvinyl Chloride Pipe or as shown on the
Drawings.
B. Inlet Pipes: Galvanized steel pipe in accordance with Section
02642 Corrugated Metal Pipe or as shown on the Drawings.
CITY OF SCHERTZ STORM WATER
STANDARD SPECIFICATION POLLUTION CONTROL
01570-4
March 31, 2011
C. Standpipe for Sediment Pump Pits: Galvanized round culvert pipe or round
PVC pipe, minimum of 12-inch and a maximum of 24-inch diameter,
perforate at 6 to 12 inch centers around circumference.
2.01 GEOTEXTILE FILTER FABRIC
A. Woven or nonwoven geotextile filter fabric made of either polypropylene,
polyethylene, ethylene, or polyamide material, in continuous rolls of
longest practical length.
B. Filter Fabric for Temporary Sediment Control Fence to meet the following
minimum standards. Grab Tensile: 100 psi in any principal direction (ASTM
D-4632), Mullen burst strength >200 psi (ASTM D-3786), and apparent
opening size between 20 and 50. Ultraviolet Resistence at 80% minimum at
500 hours
2.02 FENCING
A. Wire Fencing: Galvanized welded wire mesh, at least 12.5 gauge, max
opening size of 2-inch x 4-inch, minimum 24 inch roll or sheet width of
longest practical length.
B. Fence Stakes: Nominal 2 by 2 inch moisture-resistant treated wood or
steel posts (min. of 1.25 lbs. per linear foot and Brinell Hardness greater
than 140) with safety caps on top; length as required for minimum 18 inch
bury and full height of filter fabric.
2.03 SANDBAGS
A. Provide woven material made of polypropylene, polyethylene, or
polyamide material.
1. Minimum unit weight of four ounces per square yard.
2. Minimum grab strength of 100 psi in any principal direction
(ASTM D4632)
3. Mullen burst strength exceeding 300 psi (ASTM D3786).
4. Ultraviolet stability exceeding 70 percent.
5. Size: Length:18 to 24 inches. Width: 12 to 18 inches. Thickness: 6 to
8 inches. Weight: 50 to 125 pounds.
CITY OF SCHERTZ STORM WATER
STANDARD SPECIFICATION POLLUTION CONTROL
01570-5
March 31, 2011
2.04 DROP INLET BASKET
A. Provide steel frame members in accordance with ASTM A36.
B. Construct top frame of basket with two short sides of 2 inch by 2 inch and
single long side of 1 inch by 1 inch, 1/8 inch angle iron. Construct basket
hangers of 2 inch by 1/4 inch iron bars. Construct bottom frame of 1 inch
by 1/4 inch iron bar or 1/4 inch plate with center 3 inches removed. Use
minimum 1/4 inch diameter iron rods or equivalent for sides of inlet basket.
Weld minimum of 14 rods in place between top frame/basket hanger and
bottom frame. Exact dimensions for top frame and insert basket will be
determined based on dimensions of type of inlet being protected.
PART 3 EXECUTION
3.01 PREPARATION, INSTALLATION AND MAINTAINANCE
A. Provide erosion and sediment control structures at locations shown on
the Drawings.
B. Do not clear, grub or rough cut until erosion and sediment control systems
are in place unless approved by Public Works to allow installation of erosion
and sediment control systems, soil testing and surveying.
C. Maintain existing erosion and sediment control systems located within
project site until acceptance of Project or until directed by Public Works to
remove and discard existing system.
D. Regularly inspect and repair or replace damaged components of erosion
and sediment control structures. Unless otherwise directed, maintain
erosion and sediment control structure until project area stabilization is
accepted. Redress and replace granular fill at outlets as needed to
replenish depleted granular fill. Remove erosion and sediment control
structures promptly when directed by Public Works. Dispose of materials in
accordance with Section 01576 - Waste Material Disposal.
E. Remove and dispose sediment deposits at the designated spoil site for the
Project. If a project spoil site is not designated on Drawings, dispose of
sediment off site at approved location in accordance with Section 01576 -
Waste Material Disposal.
F. Unless otherwise shown on the Drawings, compact embankments,
excavations, and trenches in accordance with Section 02315
Roadway Excavation or Section 2317 Excavation and Backfill for
Utilities.
G. Prohibit equipment and vehicles from maneuvering on areas outside of
CITY OF SCHERTZ STORM WATER
STANDARD SPECIFICATION POLLUTION CONTROL
01570-6
March 31, 2011
dedicated right of way and easements for construction. Immediately
repair damage caused by construction traffic to erosion and sediment
control structures.
H. Protect existing trees and plants in accordance with Section 1562 - Tree
and Plant Protection.
3.02 SEDIMENT TRAPS
A. Install sediment traps so that surface runoff shall percolate through system in
sheet flow fashion and allow retention and accumulation of sediment.
B. Inspect sediment traps after each rainfall, daily during periods of prolonged
rainfall, and at a minimum once each week. Repair or replace damaged
sections immediately.
C. Use fill material for embankment in accordance with Section 02320 -
Utility Backfill Materials.
D. Excavation length and height shall be as specified on Drawings. Use
side slopes of 2:1 or flatter.
E. Stone outlet sediment traps:
1. Maintain minimum of 6 inches between top of core material and top
of stone outlet, minimum of 4 inches between bottom of core material
and existing ground and minimum of 1 foot between top of stone
outlet and top of embankment.
2. Embed cobbles minimum of 4 inches into existing ground for
stone outlet. Core shall be minimum of 1 foot in height and in
width and wrapped in triple layer of geotextile filter fabric.
F. Sediment Basin with Pipe Outlet Construction Methods: Install outlet pipe and
riser as shown on the Drawings.
G. Remove sediment deposits when design basin volume is reduced by one-
third or sediment level is one foot below principal spillway crest, whichever
is less.
3.03 SEDIMENT CONTROL FENCE CONSTRUCTION METHODS
A. Trench in the toe of the fence lines so the downward face of the trenches is
flat and perpendicular to direction of flow.
CITY OF SCHERTZ STORM WATER
STANDARD SPECIFICATION POLLUTION CONTROL
01570-7
March 31, 2011
B. Attach filter fabric to wooden fence stakes spaced a maximum of 6 feet
apart or steel fence stakes spaced a maximum of 8 feet apart and
embedded a minimum of 18 inches. Install stakes at a slight angle toward
source of anticipated runoff.
1. Securely fasten filter fabric material to wire fence with tie wires at
spacing of 15” minimum. Attach welded wire fence and fabric to fence
stakes at minimum 4 evenly spaced staples or t-clips.
2. Connect successive reinforcement sheets/rolls a minimum of 6 times
with hog rings.
C. Remove sediment deposits when silt reaches depth one-third height of
barrier or 6 inches, whichever is less.
D. Trench in toe of filter fabric fence with so that downward face of trench is flat
and perpendicular to direction of flow, 4” minimum against trench wall and
2” minimum against trench floor.
E. Backfill and compact trench upon completion of Construction.
F. Filter fabric fence shall have a minimum height of 18 inches and a maximum
height of 36 inches above natural ground.
F Cut length of fence to minimize use of joints. When joints are necessary,
splice fabric together only at support post with minimum 6 inch overlap
and seal securely.
3.04 DIKE AND SWALE
A. Unless otherwise indicated, maintain minimum dike height of 18 inches,
measured from cleared ground at up slope toe to top of dike. Maintain
side slopes of 2:1 or flatter.
B. Dike and Swale Stabilization: When shown on the Drawings, place gravel
lining 3 inches thick and compacted into the soil or 6 inches thick if truck
crossing is expected. Extend gravel lining across bottom and up both sides
of swale minimum height of 8 inches vertically, above bottom. Gravel lining
on dike side shall extend up the up slope side of dike a minimum height of 8
inches, measured vertically from interface of existing or graded ground and
up slope toe of dike, as shown on Drawings.
C. Divert flow from dikes and swales to sediment basins, stabilized outlets,
or sediment trapping devices of types and at locations shown on
Drawings. Grade dikes and swales as shown on Drawings, or, if not
CITY OF SCHERTZ STORM WATER
STANDARD SPECIFICATION POLLUTION CONTROL
01570-8
March 31, 2011
specified, provide positive drainage with maximum grade of 1 percent to
outlet or basin.
D. Clear in accordance with Section 2233 - Clearing and Grubbing
Compact embankments in accordance with Section 2315 - Roadway
Excavation.
E. Carry out excavation for swale construction so that erosion and water
pollution is minimal. Minimum depth shall be 1 foot and bottom width shall
be 4 feet, with level swale bottom. Excavation slopes shall be 2:1 or flatter.
Clear, grub and strip excavation area of vegetation and root material.
3.05 DOWN SPOUT EXTENDER
A. Down spout extender shall have slope of approximately 1 percent. Use
pipe diameter of 4 inches or as shown on the Drawings. Place pipe in
accordance with Section 2317 - Bedding and Backfill for Utilities.
3.06 PIPE SLOPE DRAIN
A. Compact soil around and under drain entrance section to top of
embankment in lifts appropriately sized for method of compaction utilized.
B. Inlet pipe shall have slope of 1 percent or greater. Use pipe diameter
as shown on the Drawings.
C. Top of embankment over inlet pipe and embankments directing water to
pipe shall be at least 1 foot higher at all points than top of inlet pipe.
D. Pipe shall be secured with hold-down grommets spaced 10 feet on
centers.
E. Place riprap apron with a depth equal to pipe diameter with 2:1 side slopes.
3.07 PAVED FLUME
A. Compact soil around and under the entrance section to top of the
embankment in lifts appropriately sized for method of compaction
utilized.
B. Construct subgrade to required elevations. Remove and replace soft
sections and unsuitable material. Compact subgrade thoroughly and shape
to a smooth, uniform surface.
C. Construct permanent paved flumes in accordance with Drawings.
CITY OF SCHERTZ STORM WATER
STANDARD SPECIFICATION POLLUTION CONTROL
01570-9
March 31, 2011
D. Remove sediment from riprap apron when sediment has accumulated
to depth of one foot.
3.08 LEVEL SPREADER
A. Construct level spreader on undisturbed soil and not on fill. Ensure
that spreader lip is level for uniform spreading of storm runoff.
B. Maintain at required depth, grade, and cross section as specified
on Drawings. Remove sediment deposits as well as projections or
other irregularities which will impede normal flow.
3.09 INLET PROTECTION BARRIER
A. Place sandbags and filter fabric fences at locations shown on the SWP3.
3.10 DROP INLET BASKET CONSTRUCTION METHODS
A. Fit inlet insert basket into inlet without gaps around insert at locations
shown on the SWP3.
B. Support for inlet insert basket shall consist of fabricated metal.
C. Push down and form filter fabric to shape of basket. Use sheet of fabric
large enough to be supported by basket frame when holding sediment and
extend at least 6 inches past frame. Place inlet grates over basket/frame to
serve as fabric anchor.
D. Remove sediment deposit after each storm event and
whenever accumulation exceeds 1-inch depth during weekly
inspections.
3.11 STREET AND SIDEWALK CLEANING
A. Keep areas clean of construction debris and mud carried by construction
vehicles and equipment. If necessary, install stabilized construction exits
at construction, staging, storage, and disposal areas, following Section
01575-Stabilized Construction Exit.
B. In lieu of or in addition to stabilized construction exits, shovel or sweep
pavements as required to keep areas clean. Do not waterhose or sweep
debris and mud off street into adjacent areas, except, hose sidewalks
during off-peak hours, after sweeping.
3.12 WASTE COLLECTION AREAS
CITY OF SCHERTZ STORM WATER
STANDARD SPECIFICATION POLLUTION CONTROL
01570-10
March 31, 2011
A. Prevent water runoff from passing through waste collection areas, and
prevent water runoff from waste collection areas migrating outside
collection areas.
3.13 EQUIPMENT MAINTENANCE AND REPAIR
A. Confine maintenance and repair of construction machinery and equipment
to areas specifically designated for that purpose, so fuels, lubricants,
solvents, and other potential pollutants are not washed directly into
receiving streams or storm water conveyance systems. Provide these
areas with adequate waste disposal receptacles for liquid and solid waste.
Clean and inspect maintenance areas daily.
B. Where designated equipment maintenance areas are not feasible, take
precautions during each individual repair or maintenance operation to
prevent potential pollutants from washing into streams or conveyance
systems. Provide temporary waste disposal receptacles.
3.14 VEHICLE/ EQUIPMENT WASHING AREAS
A. Install wash area (stabilized with coarse aggregate) adjacent to stabilized
construction exit(s), as required to prevent mud and dirt run-off. Release
wash water into drainage swales or inlets protected by erosion and
sediment controls. Build wash areas following Section 01575- Stabilized
Construction Exit. Install gravel or rock base beneath wash areas.
B. Wash vehicles only at designated wash areas. Do not wash vehicles such
as concrete delivery trucks or dump trucks and other construction
equipment at locations where runoff flows directly into watercourses or
storm water conveyance systems.
C. Locate wash areas to spread out and evaporate or infiltrate wash water
directly into ground, or collect runoff in temporary holding or seepage
basins.
3.15 WATER RUNOFF AND EROSION CONTROL
A. Control surface water, runoff, subsurface water, and water from
excavations and structures to prevent damage to the Work, the site, or
adjoining properties.
B. Control fill, grading and ditching to direct water away from excavations,
pits, tunnels, and other construction areas, and to direct drainage to proper
runoff courses to prevent erosion, sedimentation or damage.
C. Provide, operate, and maintain equipment and facilities of adequate size
CITY OF SCHERTZ STORM WATER
STANDARD SPECIFICATION POLLUTION CONTROL
01570-11
March 31, 2011
to control surface water.
D. Dispose of drainage water to prevent flooding, erosion, or other damage
to the site or adjoining areas. Follow environmental requirements.
E. Retain existing drainage patterns external to the site by constructing
temporary earth berms, sedimentation basins, retaining areas, and
temporary ground cover as required to control conditions.
F Plan and execute construction and earth work to control surface
drainage from cuts and fills, and from borrow and waste disposal
areas, to prevent erosion and sedimentation.
1. Hold area of bare soil exposed at one time to a minimum.
2. Provide temporary controls such as berms, dikes, and drains.
G. Construct fill and waste areas by selective placement to eliminate surface
silts or clays which will erode.
H. Inspect earthwork periodically to detect start of erosion. Immediately
apply corrective measures as required to control erosion.
I. Dispose of sediments offsite, not in or adjacent to streams or floodplains,
nor allow sediments to flush into streams or drainage ways. Assume
responsibility for offsite disposal location.
J. Unless otherwise indicated, compact embankments, excavations, and
trenches by mechanically blading, tamping, and rolling soil in maximum of
8-inch layers. Provide compaction density at minimum 90 percent
Standard Proctor ASTM D-698-78 density. Make at least one test per 500
cubic yards of embankment.
K. Do not maneuver vehicles on areas outside of dedicated rights-of-way
and easements for construction. Immediately repair damage to erosion
and sedimentation control systems caused by construction traffic.
L. Do not damage existing trees intended to remain.
3.16 REMOVAL OF CONTROLS
A. Remove erosion and sediment controls when the site is finally stabilized or
as directed by Public Works.
B. Dispose of sediments and waste products following Section 01505-
Temporary Facilities.
CITY OF SCHERTZ STORM WATER
STANDARD SPECIFICATION POLLUTION CONTROL
01570-12
March 31, 2011
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION STABILIZED CONSTRUCTION EXIT
01575-1
March 31, 2011
SECTION 01575
STABILIZED CONSTRUCTION EXIT
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Installation of erosion and sediment control for stabilized construction exits
used during construction and prior to final development of site.
1.02 MEASUREMENT AND PAYMENT
A. Unit Price Contracts. If Contract is Unit Price Contract, payment for work
in this Section will be covered under the Lump Sum Item for Storm Water
Pollution Plan.
B. Stipulated Price (Lump Sum) Contracts. If the Contract is a Stipulated
Price Contract, include payment for work under this Section in the total
Stipulated Price.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330-Submittal Procedures
B. Submit manufacturer’s catalog sheets and other Product Data on
Geotextile fabric.
C. Submit sieve analysis of aggregates conforming to requirements of this
Specification.
1.04 REFERENCES
A. ASTM D 4632-Standard Test Method for Grab Breaking Load and
Elongation of Geotextiles.
B. Storm Water Quality Management Guidance Manual prepared by the
City of Schertz and Guadalupe County.
PART 2 PRODUCTS
2.01 2.01 GEOTEXTILE FABRIC
A. Provide woven or non-woven geotextile fabric made of
polypropylene, polyethylene, ethylene, or polyamide material.
CITY OF SCHERTZ
STANDARD SPECIFICATION STABILIZED CONSTRUCTION EXIT
01575-2
March 31, 2011
B. Geotextile fabric: Minimum grab strength of 200 psi in any principal
direction (ASTM D-4632) and equivalent opening size between 80 and
120.
C. Geotextile and threads: Resistant to chemical attack, mildew, and rot and
is for satisfactory use in west soil and aggregate environment.
D. Representative Manufacturers: Mirafi, Inc. or equal.
2.02 COARSE AGGREGATES
A. Coarse aggregate: Crushed stone, gravel, crushed blast furnace slag, or
combination of these materials. Aggregate shall be composed of clean,
hard, durable materials free from adherent coatings of, salt, alkali, dirt, clay,
loam, shale, soft or flaky materials, or organic and injurious matter.
B. Coarse aggregates shall be open graded with a size of 4” to 8”
PART 3 EXECUTION
3.01 PREPARATION AND INSTALLATION
A. Provide stabilized construction roads and exits at construction,
staging, parking, storage, and disposal areas to keep street clean of
mud carried by construction vehicles and equipment. Construct
erosion and sediment controls in accordance with Drawings and
Specification requirements.
B. Do not clear grub or rough cut until erosion and sediment control systems
are in place, unless approved by Public Works to allow soil testing and
surveying.
C. Maintain existing construction site erosion and sediment control systems
until acceptance of the Work or until removal of existing systems is
approved by Public Works.
D. Regularly inspect, repair or replace components of stabilized construction
exits. Unless otherwise directed, maintain stabilized construction roads
and exits until the City accepts the Work. Remove stabilized construction
roads and exits promptly when directed by Public Works. Discard
removed materials off-site.
E. Remove and dispose of sediment deposits at designated spoil site for
Project. If a spoil site is not designated on Drawings, dispose of sediment
off-site at a location not in or adjacent to stream or flood plain. Assume
responsibility for off-site disposal.
CITY OF SCHERTZ
STANDARD SPECIFICATION STABILIZED CONSTRUCTION EXIT
01575-3
March 31, 2011
F. Spread compacted and stabilized sediment evenly throughout site. Do
not allow sediment to flush into streams or drainage ways. Dispose of
contaminated sediment in accordance with existing federal, state, and
local rules and regulations.
G. Prohibit equipment and vehicles from maneuvering on areas outside of
dedicated rights-of-way and easements for construction. Immediately
repair damage to erosion and sediment control systems caused by
construction traffic.
H. Conduct construction operations in conformance with erosion
control requirements of Specification 01570 – Storm Water Pollution
Control.
3.02 CONSTRUCTION METHODS
A. Provide stabilized access roads, subdivision roads, parking areas, and
other on-site vehicle transportation routes where shown on Drawings.
B. Provide stabilized construction exits and truck washing areas, when
approved by Public Works, of sizes and at locations shown on Drawings or
as specified in this Section.
C. Clean tires to remove sediment on vehicles leaving construction areas
prior to entering public right-of-ways. Construct truck washing areas
needed to remove sediment. Wash trucks on stabilized areas that drain
into drainage systems protected by erosion and sediment control
measures.
D. Details for stabilized construction exits are shown on Drawings. Construct
other stabilized areas to same requirements. Maintain minimum roadway
widths of 14 feet for one-way traffic and 20 feet for two-way traffic and of
sufficient width to allow ingress and egress. Place geotextile fabric as a
permeable separator to prevent mixing of coarse aggregate with
underlaying soil. Limit exposure of geotextile fabric to elements between
laydown and cover to a maximum 14 days to minimize potential damage.
E. Grade roads and parking areas to provide sufficient drainage away from
stabilized areas. Use sandbags, gravel, boards, or similar materials to
prevent sediment from entering public right-of-ways, receiving streams
or storm water conveyance systems.
F. Inspect and maintain stabilized areas daily. Provide periodic top dressing
with additional coarse aggregates to maintain required depth. Repair and
clean out damaged control systems used to trap sediment. Immediately
remove spilled, dropped, washed, or tracked sediment from public right-
CITY OF SCHERTZ
STANDARD SPECIFICATION STABILIZED CONSTRUCTION EXIT
01575-4
March 31, 2011
of-ways.
G. Maintain lengths of stabilized areas as shown on Drawings or a minimum of
50 feet. Maintain a minimum thickness of 8 inches. Maintain minimum
widths at all points of ingress or egress.
H. Stabilize other areas with the same thickness, and width of coarse
aggregate required for stabilized construction exits, except where shown
otherwise on Drawings.
I. Stabilized areas may be widened or lengthened to accommodate
truck washing areas when authorized by Public Works.
J. Clean street daily before end of workday. When excess sediments have
tracked onto streets, Public Works may direct Contractor to clean street as
often as necessary. Remove and legally dispose of sediments.
K. Use other erosion and sediment control measures to prevent sediment
runoff during rain periods and non-working hours and when storm
discharges are expected.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION WASTE MATERIAL DISPOSAL
01576-1
March 31, 2011
SECTION 01576
WASTE MATERIAL DISPOSAL
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Disposal of waste material and salvageable material.
1.02 1.02 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Obtain a copy of approved “Floodplain Development Permit” prior to
disposal of excess material in areas designated as being in “100-year
Flood Hazard Area” within the City. Contact the City of Schertz Flood
Plain Manager, 10 Commercial Place at (210) 619-1800 for flood plain
information.
C. Obtain and submit disposal permits for proposed disposal sites, if
required by local ordinances.
D. Submit copy of written permission from property owner, with description
of property, prior to disposal of excess material adjacent to project.
Submit written and signed release from property owner upon completion
of disposal work.
E. Describe waste materials expected to be stored on-site and a
description of controls to reduce Pollutants from these materials,
including storage practices to minimize exposure of materials to storm
water; and spill prevention and response measures in Project’s Storm
Water Pollution Prevention Plan (SWPPP). Refer to Section 01410-
TPDES Requirements.
PART 2 PRODUCTS – NOT USED
PART 3 EXECUTION
3.01 SALVAGEABLE MATERIAL
A. Excavated Material: When indicated on Drawings, load, haul, and
deposit excavated material at location or locations shown on Drawings
outside limits of Project.
B. Base, Surface, and Bedding Material: Load shell, gravel, bituminous, or
CITY OF SCHERTZ
STANDARD SPECIFICATION WASTE MATERIAL DISPOSAL
01576-2
March 31, 2011
other base and surfacing material designated for salvage into City trucks.
C. Pipe Culvert: Load culverts designated for salvage into City trucks.
D. Other Salvageable Materials: Conform to requirements of
individual Specification Sections.
E. Coordinate loading of salvageable material on City trucks with
Public Works.
3.02 EXCESS MATERIAL
A. Remove and legally dispose of vegetation, rubble, broken concrete, debris,
asphaltic concrete pavement, excess soil, and other materials not
designated for salvage from job site.
B. Excess soil may be deposited on private property adjacent to Project
when written permission is obtained from property owner. See Paragraph
1.02 D above.
C. Verify flood plain status of any proposed disposal site. Do not dispose
of excavated materials in area designated as within 100-year Flood
Hazard Area unless “Floodplain Development Permit” has been
obtained. Remove excess material placed in "100-year Flood Hazard
Area" within the City, without “Floodplain Development Permit”, at no
additional cost to the City.
D. Remove waste materials from site daily, in order to maintain site in neat
and orderly condition.
END OF SECTION
CITY OF SCHERTZ CONTROL OF GROUND
STANDARD SPECIFICATION AND SURFACE WATER
01578-1
March 31, 2011
SECTION 01578
CONTROL OF GROUND AND SURFACE WATER
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Dewatering, depressurizing, draining, and maintaining trenches, shaft
excavations, structural excavations and foundation beds in stable
condition, and controlling ground water conditions for tunnel excavations.
B. Protecting work against surface runoff and rising floodwaters.
C. Trapping suspended sediment in the discharge form the surface and
ground water control systems.
1.02 MEASUREMENT AND PAYMENT
A. UNIT PRICES
1. Measurement for control of ground water, if included in Bid Form,
will be on either a lump sum basis or a linear foot basis for
continuous installations of wellpoints, eductor wells, or deep wells.
2. If not included in Bid Proposal, include the cost to control
ground water in unit price for work requiring such controls.
3. No separate payment will be made for control of surface water.
Include cost to control surface water in unit price for work
requiring controls.
4. Follow Section 01270 - Payment Procedures for unit price
procedures.
B. Stipulated Price (Lump Sum) Contract. If the Contract is a Stipulated
Price Contract, include payment for work under this section in the total
Stipulated Price.
1.03 REFERENCES
A. ASTM D 698 - Standard Test Methods for Laboratory Compaction of
Soils Using Standard Effort (12,400 ft-lbf/ft3 (600kN-m/m3)
B. Federal Regulations, 29 CFR Part 1926, Standards-Excavation,
Occupational Safety and Health Administration (OSHA).
CITY OF SCHERTZ CONTROL OF GROUND
STANDARD SPECIFICATION AND SURFACE WATER
01578-2
March 31, 2011
1.04 DEFINITIONS
A. Ground water control system: system used to dewater and
depressurize water-bearing soil layers.
1. Dewatering: lowering the water table and intercepting seepage that
would otherwise emerge from slopes or bottoms of excavations, or
into tunnels and shafts; and disposing of removed water. Intent of
dewatering is to increase stability of tunnel excavations and
excavated slopes, prevent dislocation of material from slopes or
bottoms of excavations, reduce lateral loads on sheeting and
bracing, improve excavating and hauling characteristics of excavated
material, prevent failure or heaving of bottom of excavations, and to
provide suitable conditions for placement of backfill materials and
construction of structures and other installations.
2. Depressurization: includes reduction in piezometric pressure within
strata not controlled by dewatering alone, necessary to prevent
failure or heaving of excavation bottom or instability of tunnel
excavations.
B. Excavation drainage: includes keeping excavations free of surface
and seepage water.
C. Surface drainage: includes use of temporary drainage ditches and dikes
and installation of temporary culverts and sump pumps with discharge
lines necessary to protect Work from any source of surface water.
D. Monitoring facilities for ground water control system: includes
piezometers, monitoring wells and flow meters for observing and
recording flow rates.
1.05 PERFORMANCE REQUIREMENTS
A. Conduct subsurface investigations to identify groundwater conditions and to
provide parameters for design, installation, and operation of groundwater
control systems. Submit proposed method and spacing of readings for
review prior to obtaining water level readings.
B. Design ground water control system, compatible with requirements of
Federal Regulations 29 CFR Part 1926 and Section 02260 - Trench Safety
Systems, to produce following results:
1. Effectively reduce hydrostatic pressure affecting:
a. Excavations
b. Tunnel excavation, face stability or seepage into tunnels
CITY OF SCHERTZ CONTROL OF GROUND
STANDARD SPECIFICATION AND SURFACE WATER
01578-3
March 31, 2011
2. Develop substantially dry and stable subgrade for
subsequent construction operations
3. Preclude damage to adjacent properties, buildings, structures,
utilities, installed facilities and other work
4. Prevent loss of fines, seepage, boils, quick condition, or softening
of foundation strata
5. Maintain stability of sides and bottom of excavations
C. Provide ground water control systems that include single-stage or
multiple-stage well point systems, eductor and ejector-type systems,
deep wells, or combinations of these equipment types.
D. Provide drainage of seepage water and surface water, as well as water
from other sources entering excavation. Excavation drainage may include
placement of drainage materials, crushed stone and filter fabric, together
with sump pumping.
E. Provide ditches, berms, pumps and other methods necessary to divert
and drain surface water from excavation and other work areas.
F. Locate ground water control and drainage systems so as not to interfere
with utilities, construction operations, adjacent properties, or adjacent
water wells.
G. Assume sole responsibility for ground water control systems and for any
loss or damage resulting from partial or complete failure of protective
measures and settlement or resultant damage caused by ground water
control operations. Modify ground water control systems or operations if
they cause or threaten to cause damage to new construction, existing
site improvements, adjacent property, adjacent water wells, or potentially
contaminated areas. Repair damage caused by ground water control
systems or resulting from failure of system to protect property as
required.
H. Install an adequate number of piezometers installed at proper locations and
depths, necessary to provide meaningful observations of conditions
affecting excavation, adjacent structures and water wells.
I. Install environmental monitoring wells at proper locations and depths
necessary to provide adequate observations of hydrostatic conditions and
possible contaminant transport from contamination sources into work area
or ground water control system.
CITY OF SCHERTZ CONTROL OF GROUND
STANDARD SPECIFICATION AND SURFACE WATER
01578-4
March 31, 2011
1.06 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittals Procedures.
B. Submit Ground Water and Surface Water Control Plan for review by Public
Works prior to start of excavation work. Include the following:
1. Results of subsurface investigations and description of extent and
characteristics of water bearing layers subject to ground water
control
2. Names of equipment Suppliers and installation Subcontractors
3. Description of proposed ground water control systems indicating
arrangement, location, depth and capacities of system
components, installation details and criteria and operation and
maintenance procedures
4. Description of proposed monitoring facilities indicating depths and
locations of piezometers and monitoring wells, monitoring
installation details and criteria, type of equipment and
instrumentation with pertinent data and characteristics
5. Description of proposed filters including types, sizes, capacities
and manufacturer's application recommendations
6. Design calculations demonstrating adequacy of proposed systems
for intended applications. Define potential area of influence of
ground water control operation near contaminated areas.
7. Operating requirements, including piezometric control elevations
for dewatering and depressurization
8. Excavation drainage methods including typical drainage layers,
sump pump application and other means
9. Surface water control and drainage installations
10. Proposed methods and locations for disposing of removed water
C. Submit following records upon completion of initial installation:
1. Installation and development reports for well points, eductors,
and deep wells
2. Installation reports and baseline readings for piezometers
CITY OF SCHERTZ CONTROL OF GROUND
STANDARD SPECIFICATION AND SURFACE WATER
01578-5
March 31, 2011
and monitoring wells.
3. Baseline analytical test data of water from monitoring wells
4. Initial flow rates
D. Submit the following records weekly during control of ground and
surface water operations:
1. Records of flow rates and piezometric elevations obtained during
monitoring of dewatering and depressurization. Refer to
Paragraph 3.02, Requirements for Eductor, Well Points, or Deep
Wells.
2. Maintenance records for ground water control
installations, piezometers and monitoring wells
1.07 ENVIRONMENTAL REQUIREMENTS
A. Comply with requirements of agencies having jurisdiction.
B. Comply with Texas Commission on Environmental Quality regulations
and Texas Water Well Drillers Association for development, drilling, and
abandonment of wells used in dewatering system.
C. Obtain necessary permits from agencies with jurisdiction over use of
groundwater and matters affecting well installation, water discharge, and
use of existing storm drains and natural water sources. Since review and
permitting process may be lengthy, take early action to obtain required
approvals.
D. Monitor ground water discharge for contamination while performing
pumping in vicinity of potentially contaminated sites.
PART 2 PRODUCTS
2.01 EQUIPMENT AND MATERIALS
A. Select equipment and materials necessary to achieve desired results for
dewatering. Selected equipment and materials are subject to review by
Public Works through submittals required in Paragraph 1.06, Submittals.
B. Use experienced contractors, regularly engaged in ground water control
system design, installation, and operation, to furnish and install and
operate eductors, well points, or deep wells, when needed
CITY OF SCHERTZ CONTROL OF GROUND
STANDARD SPECIFICATION AND SURFACE WATER
01578-6
March 31, 2011
C. Maintain equipment in good repair and operating condition.
D. Keep sufficient standby equipment and materials available to
ensure continuous operation, where required.
E. Portable Sediment Tank System: Standard 55-gallon steel or plastic
drums, free of hazardous material contamination.
1. Shop or field fabricate tanks in series with main inlet pipe, inter-
tank pipes and discharge pipes, using quantities sufficient to
collect sediments from discharge water.
PART 3 EXECUTION
3.01 GROUND WATER CONTROL
A. Perform necessary subsurface investigation to identify water bearing layers,
piezometric pressures and soil parameters for design and installation of
ground water control systems. Perform pump tests, if necessary to
determine draw down characteristics. Present results in the Ground Water
and Surface Water Control Plan. submittal
B. Provide labor, material, equipment, techniques and methods to lower,
control and handle ground water in manner compatible with construction
methods and site conditions. Monitor effectiveness of installed system and
its effect on adjacent property.
C. Install, operate, and maintain ground water control systems in accordance
with the Ground Water and Surface Water Control Plan. Notify Public Works
in writing of changes made to accommodate field conditions and changes to
Work. Provide revised drawings and calculations with notification.
D. Provide continuous system operation, including nights, weekends, and
holidays. Arrange appropriate backup if electrical power is primary
energy source for dewatering system.
E. Monitor operations to verify systems lower ground water piezometric levels
at rate required to maintain dry excavation resulting in stable subgrade for
subsequent construction operations.
F Depressurize zones where hydrostatic pressures in confined water bearing
layers exist below excavations to eliminate risk of uplift or other instability
of excavation or installed works. Define allowable piezometric elevations in
the Ground Water and Surface Water Control Plan.
G. Removal of ground water control installations.
CITY OF SCHERTZ CONTROL OF GROUND
STANDARD SPECIFICATION AND SURFACE WATER
01578-7
March 31, 2011
1. Remove pumping system components and piping when ground
water control is no longer required.
2. Remove piezometers, including piezometers installed during
design phase investigations and left for Contractor's use, upon
completion of testing, as required in accordance with Part 3 of
applicable specification.
3. Remove monitoring wells when directed by Public Works.
4. Grout abandoned well and piezometer holes. Fill piping that is
not removed with cement-bentonite grout or cement-sand grout.
H. During backfilling, maintain water level a minimum of 5 feet below
prevailing level of backfill. Do not allow the water level to cause uplift
pressures in excess of 80 percent of downward pressure produced by
weight of structure or backfill in place. Do not allow water levels to rise into
cement-stabilized sand until at least 48 hour after placement.
I. Provide uniform pipe diameter for each pipe drain run constructed for
dewatering. Remove pipe drains when no longer required. If pipe removal is
impractical, grout connections at 50-foot intervals and fill pipe with cement-
bentonite grout or cement-sand grout after removal from service.
J. The extent of ground water control for structures with permanent
perforated underground drainage systems may be reduced, for units
designed to withstand hydrostatic uplift pressure. Provide a means to
drain affected portions of underground systems, including standby
equipment. Maintain drainage systems during construction operations.
K. Remove systems upon completion of construction or when dewatering
and control of surface or ground water is no longer required.
L. Compact backfill to not less than 95 percent of maximum dry density
in accordance with ASTM D 698.
M. Foundation Slab: Maintain saturation line at least 3 feet below lowest
elevations where concrete is to be placed. Drain foundations in areas
where concrete is to be placed before placing reinforcing steel. Keep free
from water for 3 days after concrete is placed.
3.02 REQUIREMENTS FOR EDUCTOR, WELL POINTS, OR DEEP WELLS
A. For aboveground piping in ground water control system, include a 12-inch
minimum length of clear, transparent piping between each eductor well or
well point and discharge header to allow visual monitoring of discharge from
each installation.
CITY OF SCHERTZ CONTROL OF GROUND
STANDARD SPECIFICATION AND SURFACE WATER
01578-8
March 31, 2011
B. Install sufficient piezometers or monitoring wells to show that trench or shaft
excavations in water bearing materials are pre-drained prior to excavation.
Provide separate piezometers for monitoring of dewatering and for
monitoring of depressurization. Install piezometers and monitoring wells for
tunneling as appropriate for selected method of work.
C. Install piezometers or monitoring wells at least one week in advance of
the start of associated excavation.
D. Dewatering may be omitted for portions of under drains or other
excavations, where auger borings and piezometers or monitoring wells
show that soil is pre-drained by existing systems and that ground water
control plan criteria are satisfied.
E. Replace installations that produce noticeable amounts of sediments
after development.
F. Provide additional ground water control installations, or change method of
control if, ground water control plan does not provide satisfactory results
based on performance criteria defined by plan and by specifications.
Submit revised plan according to Paragraph 1.06B.
3.03 SEDIMENT TRAPS
A. Install sediment tank as shown on approved plan.
B. Inspect daily and clean out tank when one-third of sediment tank is filled
with sediment.
3.04 SEDIMENT SUMP PIT
A. Install sediment sump pits as shown on approved plan.
B. Construct standpipe by perforating 12 inch to 24 inch diameter
corrugated metal or PVC pipe.
C. Extend standpipe 12 inches to 18 inches above lip of pit.
D. Convey discharge of water pumped from standpipe to sediment
trapping device.
E. Fill sites of sump pits, compact to density of surrounding soil and
stabilize surface when construction is complete.
CITY OF SCHERTZ CONTROL OF GROUND
STANDARD SPECIFICATION AND SURFACE WATER
01578-9
March 31, 2011
3.05 EXCAVATION DRAINAGE
A. Use excavation drainage methods if well-drained conditions can be
achieved. Excavation drainage may consist of layers of crushed stone and
filter fabric, and sump pumping, in combination with sufficient ground water
control wells to maintain stable excavation and backfill conditions.
3.06 MAINTENANCE AND OBSERVATION
A. Conduct daily maintenance and observation of piezometers or monitoring
wells while ground water control installations or excavation drainage is
operating at the site, or water is seeping into tunnels, and maintain systems
in good operating condition.
B. Replace damaged and destroyed piezometers or monitoring wells with
new piezometers or wells as necessary to meet observation schedules.
C. Cut off piezometers or monitoring wells in excavation areas where piping
is exposed, only as necessary to perform observation as excavation
proceeds. Continue to maintain and make specified observations
D. Remove and grout piezometers inside or outside of excavation area when
ground water control operations are complete. Remove and grout
monitoring wells when directed by Public Works.
3.07 MONITORING AND RECORDING
A. Monitor and record average flow rate of operation for each deep well, or for
each wellpoint or educator header used in dewatering system. Also, monitor
and record water level and ground water recovery. Record observations
daily until steady conditions are achieved and twice weekly thereafter.
B. Observe and record elevation of water level daily as long as ground water
control system is in operation, and weekly thereafter until Work is
completed or piezometers or wells are removed, except when Public
Works determines more frequent monitoring and recording are required.
Comply with Public Work’s direction for increased monitoring and
recording and take measures necessary to ensure effective dewatering
for intended purpose.
3.08 SURFACE WATER CONTROL
A. Intercept surface water and divert it away from excavations through use of
dikes, ditches, curb walls, pipes, sumps or other approved means.
Requirement includes temporary works required to protect adjoining
properties from surface drainage caused by construction operations.
CITY OF SCHERTZ CONTROL OF GROUND
STANDARD SPECIFICATION AND SURFACE WATER
01578-10
March 31, 2011
B. Divert surface water and seepage water into sumps and pump it into drainage
channels or storm drains, when approved by agencies having jurisdiction.
Provide settling basins when required by agencies.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION PROJECT IDENTIFICATION SIGNS
01580-1
March 31, 2011
SECTION 01580
PROJECT IDENTIFICATION SIGNS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Project identification sign description.
B. Project sign installation.
C. Maintenance and removal of Project sign.
1.02 SYSTEM DESCRIPTION
A. Sign Construction: Construct signs of new materials in accordance with
Standard Detail provided at the Pre-construction Conference.
B. Appearance: Maintain signs to present a clean and neat look throughout
Contract duration.
C. Sign Manufacturer: Experienced professional sign company.
D. Sign Placement: At locations shown in Drawings unless otherwise specified
by Public Works at pre-construction meeting.
1. Provide one sign at each end of a linear Project involving bridges,
paving, overlay, sewer line, storm drainage, or water main
construction located in rights-of-ways.
2. Provide one sign for site or building construction Contracts.
3. Provide one sign at each site for Contracts with multiple sites.
4. Sign Relocation: As work progresses, relocate signs if directed by
Public Works in writing. Include cost for one relocation of post-
mounted signs in Contract Price. Subsequent relocations, if directed
by Public Works in writing, will be subject to Change Order.
E. Skid-mounted signs: Use for projects with noncontiguous locations where
work progresses from one location to another. Design skid structure to
withstand a 60 mile-per-hour wind load to the face or back of sign using
stakes, straps, or ballast. Contractor shall be responsible for security of
signs at each site.
CITY OF SCHERTZ
STANDARD SPECIFICATION PROJECT IDENTIFICATION SIGNS
01580-2
March 31, 2011
1.03 SUBMITTALS
A. Submit Shop Drawings under provisions of Section 01330-Submittal
Procedures.
B. Show content, layout, lettering style, lettering size, and colors. Make sign
and lettering to scale, clearly indicating condensed lettering, if used.
PART 2 PRODUCTS
2.01 SIGN MATERIALS
A. Structure and Framing: Use new sign materials.
1. Sign Posts: 4 inch by 4 inch pressure treated wood posts, 9 feet long
for skid mounting and 12 feet long minimum for in-ground mounting.
2. Skid Bracing: 2 inch by 4 inch wood framing material.
3. Skid Members: 2 inch by 6 inch wood framing material.
4. Fasteners:
a. Galvanized steel
b. Attach sign to posts with ½ inch by 5 ½ inch button head
carriage bolts and secure with nuts and flat head washers.
c. Cover button heads with white reflective film or paint to
match sign background.
d. Use metal brackets and braces and ¾ inch wood screws to
attach sign header.
B. Sign and Sign Header: ¾ inch thick marine plywood. Use 4 foot by 8 foot
sheet for the sign and a single piece for the header to minimize joints. Do
not piece wood sheets to fabricate sign face.
C. Paint and Primers: White industrial grade, fast-drying, oil-based paint with
gloss finish for structural and framing members, sign, and sign header
material surfaces. Paint all sign surfaces prior to adding adhesive
applications.
D. Colors:
1. Sign Background: Reflective white 3M Scotchlite Engineer Grade,
Pressure Sensitive Sheeting (White), or approved equal.
CITY OF SCHERTZ
STANDARD SPECIFICATION PROJECT IDENTIFICATION SIGNS
01580-3
March 31, 2011
2. Sign Film: 3M Scotchcal Pressure Sensitive Films, or approved
equal for legends, symbols, lettering and artwork. Match colors to
3M Scotchcal Pressure Sensitive Films. See Attachment 1.
2.02 SIGN LAYOUT
A. Lettering:
1. Style, Size and Spacing: Helvetica Regular Lettering.
2. Condensed Style: Text may be condensed if needed to maintain
sign composition.
B. Composition:
1. See Attachment 1 for sign template.
2. Lines with Standard Text
Obtain necessary information from plans and Public Works.
a. List the Project Name, and Cost, and Funding
b. List the names of the OWNER's, Mayor, Manager, Council
Members, ENGINEER and CONTRACTOR
3. Schertz LOGO
a. In colors as provided by Public Works
PART 3 EXECUTION
3.01 INSTALLATION
A. Install Project identification signs within seven days after Date of
Commencement of the Work.
B. Erect signs at locations shown in Drawings unless otherwise designated by
Public Works at pre-construction meeting. Position sign so it is fully visible
and readable to general public.
C. Erect sign level and plumb.
D. If mounted on posts, sink posts 3 to 4 feet below grade and stabilize posts
to minimize lateral motion. Leave a minimum of 8 feet of post above
existing grade for mounting of sign.
CITY OF SCHERTZ
STANDARD SPECIFICATION PROJECT IDENTIFICATION SIGNS
01580-4
March 31, 2011
E. Erect sign so that top edge of sign is at a nominal 8 feet above existing
grade.
3.01 MAINTENANCE AND REMOVAL
A. Keep signs and supports clean. Repair deterioration and damage.
B. Remove signs, framing, supports, and foundations to a depth of at least 2
feet upon completion of Project. Restore area to a condition equal to or
better than before construction.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION PROJECT IDENTIFICATION SIGNS
01580-5
March 31, 2011
CITY OF SCHERTZ EXCAVATION IN PUBLIC WAY
STANDARD SPECIFICATION PERMIT SIGNS
01581-1
March 31, 2011
SECTION 01581
EXCAVATION IN PUBLIC WAY PERMIT SIGNS (When Required)
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Project sign installation.
B. Maintenance and removal of Project sign.
1.02 SYSTEM DESCRIPTION
A. Sign Construction: Construct signs of new materials.
B. Appearance: Maintain signs to present a clean and neat look throughout the
Contract duration.
C. Sign Placement: Place signs at each street entrance to street cut
excavation.
1.03 SUBMITTALS
A. Submit Shop Drawings under provisions of Section 01330-Submittal
Procedures.
B. Show content, layout, lettering styles, lettering size and colors. Make sign
and lettering to scale, clearly indicating condensed lettering, if used.
PART 2 PRODUCTS
2.01 SIGN LAYOUT
A. Conform to Texas Manual on Uniform Traffic Control Devices. Minimum
size: 36 inches by 36 inches.
B. Lettering: Uppercase Helvetica Regular lettering.
C. Composition: include a sign copy of street cut permit, title “City of Schertz”,
contracting department’s name, address, and emergency telephone number
and Contractor’s name. Public Works will provide department name,
address, and emergency telephone number for preparation of sign.
CITY OF SCHERTZ EXCAVATION IN PUBLIC WAY
STANDARD SPECIFICATION PERMIT SIGNS
01581-2
March 31, 2011
PART 3 EXECUTION
3.01 INSTALLATION
A. Install Project signs before commencement of pavement excavation in
Public Way.
B. Position sign so it is fully visible and readable to general public.
C. Erect sign level and plumb.
D. Erect sign so that top edge of sign is at a nominal 8 feet above existing
grade.
3.02 MAINTENANCE AND REMOVAL
A. Keep signs and supports clean. Repair deterioration and damage.
B. Remove signs, framing, supports and foundations to depth of at least 2 feet
upon completion of the Work. Restore area to condition equal to or better
than before construction.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION BASIC PRODUCT REQUIREMENTS
01610-1
March 31, 2011
SECTION 01610
BASIC PRODUCT REQUIREMENTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Requirements for transportation, delivery, handling, and storage of
Products.
1.02 PRODUCTS
A. Products: Defined in General Conditions. Does not include machinery and
equipment used for preparation, fabrication, conveying and erection of the
Work. Products may also include existing materials or components
designated for reuse.
B. Do not reuse materials and equipment, designated for removal, except as
specified by the Contract.
C. Provide Products from the fewest number of manufacturers as practical, in
order to simplify spare parts inventory and to allow for maximum
interchangeability of components. For multiple components of the same
size, type or application, use the same make and model of component
throughout the Work.
1.03 TRANSPORTATION
A. Make arrangements for transportation, delivery, and handling of Products
required for timely completion of the Work.
B. Transport and handle Products in accordance with manufacturer’s
instructions.
C. Consign and address shipping documents to proper party giving name of
the Project and its complete street address. Shipments shall be delivered to
Contractor.
1.04 DELIVERY
A. Arrange deliveries of Products to accommodate short-term site completion
schedules and in ample time to facilitate inspection prior to Installation.
Avoid deliveries that cause lengthy storage or overburden of limited storage
space.
CITY OF SCHERTZ
STANDARD SPECIFICATION BASIC PRODUCT REQUIREMENTS
01610-2
March 31, 2011
B. Coordinate deliveries to avoid conflict with the Work and conditions at the
site and to accommodate the following:
1. Work of other contractors or the City.
2. Limitations of storage space.
3. Availability of equipment and personnel for handling Products.
4. The City’s use of premises.
C. Have Products delivered to the site in manufacturer’s original, unopened,
labeled containers.
D. Immediately upon delivery, inspect shipment to assure:
1. Product complies with requirements of the Contract.
2. Quantities are correct.
3. Containers and packages are intact; labels are legible.
4. Products are properly protected and undamaged.
1.05 PRODUCT HANDLING
A. Coordinate off-loading of Products delivered to the site. If necessary during
construction, move and relocate stored Products at no additional cost to the
City.
B. Provide equipment and personnel necessary to handle Products, including
those provided by the City, by methods to prevent damage to Products or
packaging.
C. Provide additional protection during handling as necessary to prevent
breaking, scraping, marring, or otherwise damaging Products or surrounding
areas.
D. Handle Products by methods to prevent over-bending or overstressing.
E. Lift heavy components only at designated lifting points.
F. Handle Products in accordance with manufacturer’s recommendations.
G. Do not drop, roll or skid Products off delivery vehicles. Hand-carry or use
suitable materials handling equipment.
CITY OF SCHERTZ
STANDARD SPECIFICATION BASIC PRODUCT REQUIREMENTS
01610-3
March 31, 2011
1.06 STORAGE OF PRODUCTS
A. Store and protect Products in accordance with manufacturer’s
recommendations and requirements of these Specifications.
B. Make necessary provisions for safe storage of Products. Place Products so
as to prevent damage to any part of the Work or existing facilities and to
maintain free access at all times to all parts of the Work and to utility service
company installations in the vicinity of the Work. Keep Products neatly and
compactly stored in locations that will cause minimum inconvenience to
other contractors, public travel, adjoining owners, tenants, and occupants.
Arrange storage in a manner so as to provide easy access for inspection.
C. Restrict storage to areas available on the site for storage of Products as
shown on Drawings or approved by Public Works.
D. Provide off-site storage and protection when on-site storage is not
adequate. Provide addresses of, and access to, off-site storage locations
for inspection by Public Works.
E. Do not use lawns, grass plots, or other private property for storage purposes
without written permission of owner or other person in possession or control
of premises.
F. Protect stored Products against loss or damage.
G. Store in manufacturers’ unopened containers.
H. Neatly, safely, and compactly stack Products delivered and stored along the
line of the Work to avoid inconvenience and damage to property owners and
general public, and maintain at least 3 feet clearance around fire hydrants.
Keep public, private driveways and street crossing open.
I. Repair or replace damaged lawns, sidewalks, streets, or other
improvements at satisfaction of Public Works. Total length the Products
may be distributed along route of construction at one time is 1000 linear
feet, unless otherwise approved in writing by Public Works.
PART 2 PRODUCTS
PART 3 EXECUTION
END OF SECTION
CITY OF SCHERTZ PRODUCT SUBSTITUTION
STANDARD SPECIFICATION PROCEDURES
01630-1
March 31, 2011
SECTION 01630
PRODUCT SUBSTITUTION PROCEDURES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Options for making Product or process selections.
B. Procedures for proposed equivalent Products or processes, including pre-
approved, pre-qualified, and approved Products or processes.
1.02 DEFINITIONS
A. Product: As defined in General Conditions. Product does not include
machinery and equipment used for production, fabrication, conveying, and
erection of the Work. Products may also include existing materials or
components designated for reuse.
B. Process: Any proprietary system or method for installing system
components resulting in an integral, functioning part of the Work. For this
Section, the word Products includes Processes.
1.03 SELECTION OPTIONS
A. Pre-approved Products: Construction products of certain manufacturers or
Suppliers designated in Specification as “pre-approved.” The City maintains
a list of pre-approved products. Pre-approved Products for this Project are
designated as pre-approved in Specifications. Products of other
manufacturers or suppliers are not acceptable for this Project and will not be
considered under the submittal process for approving alternate products.
B. Pre-qualified Products: Construction products of certain manufacturers or
Suppliers designated in Specifications as “pre-qualified.” Pre-qualified
Products for this Project are designated as pre-qualified in Specifications.
Products of other manufacturers or suppliers are not acceptable for this
Project and will not be considered under the submittal process for approving
alternate products.
C. Approved Products: Construction products of certain manufacturers or
Suppliers designated in Specifications followed by words “or approved
equal.” Approval of alternate products not listed in Specifications may be
obtained through provisions for product options and substitutions in General
Conditions, and by following submittal procedures specified in Section
CITY OF SCHERTZ PRODUCT SUBSTITUTION
STANDARD SPECIFICATION PROCEDURES
01630-2
March 31, 2011
01330-Submittal Procedures. The procedures for approval of alternate
products are not applicable to pre-approved or pre-qualified products.
D. Product Compatibility: To the maximum extent possible, provide Products
that are of the same type or function from a single manufacturer, make, or
source. Where more than one choice is available, select Product that is
compatible with other Products already selected, specified, or in use by the
City.
1.04 CONTRACTOR’S RESPONSIBILITY
A. Responsibility related to Product options and substitutions is defined in
General Conditions.
B. Furnish information Public Works deems necessary to judge equivalency of
alternate Product.
C. Pay for laboratory testing, as well as any other review or examination cost,
needed to establish equivalency between products in order to obtain
information upon which Public Works can base a decision.
D. If Public Works determines alternate product is not equal to that named in
Specifications, furnish one of the specified Products.
1.05 CITY REVIEW
A. Use alternate Products only when approved in writing by Public Works.
Public Works determination regarding acceptance of proposed alternate
Product is final.
B. Alternate Products shall be accepted if Products are judged by Public Works
to be equivalent to specified Product or to offer substantial benefit to the
City.
C. The City retains the right to accept any Product deemed advantageous to
the City, and similarly, to reject any product deemed not beneficial to the
City.
1.06 SUBSTITUTION PROCEDURE
A. Collect and assemble technical information applicable to the proposed
Product to aid in determining equivalency as related to the approved
Product specified.
B. Submit a written request for a construction Product to be considered as an
alternate Product.
CITY OF SCHERTZ PRODUCT SUBSTITUTION
STANDARD SPECIFICATION PROCEDURES
01630-3
March 31, 2011
C. Submit Product information after the effective date of the Contract and
within the time period allowed for substitution submittals given in General
Conditions. After the submittal period has expired, requests for alternate
Products shall be considered only when specified Product becomes
unavailable because of conditions beyond Contractor’s control.
D. Submit (5) five copies of each request for alternate Product approval.
Include the following information:
1. Complete data substantiating compliance of proposed substitution
with the Contract.
2. For Products:
a. Product identification, including manufacturer’s name and
address.
b. Manufacturer’s literature with Product description,
performance and test data, and reference standards.
c. Samples, as applicable
d. Name and address of similar projects on which Product was
used and date of installation. Include names of Owner,
design consultant, and installing contractor.
3. For construction methods:
a. Detailed description of proposed method.
b. Drawings illustrating methods.
4. Itemized comparison of proposed substitution with Product or method
specified.
5. Data relating to changes in Construction Schedule.
6. Relation to separate contracts, if any.
7. Accurate cost data on proposed substitution in comparison with
Product or method specified.
8. Other information requested by Public Works.
E. Approved alternate Products will be subject to the same review process as
the specified Product would have been for Shop Drawings, Product Data,
and Samples.
CITY OF SCHERTZ PRODUCT SUBSTITUTION
STANDARD SPECIFICATION PROCEDURES
01630-4
March 31, 2011
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION - Not Used
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION FIELD SURVEYING
01725-1
March 31, 2011
SECTION 01725
FIELD SURVEYING
PART 1 GENERAL
1.01 QUALITY CONTROL
A. Conform to State of Texas laws for surveys requiring licensed surveyors.
Employ a surveyor acceptable to Public Works if required by the Contract.
1.02 SUBMITTALS
A. Conform to requirements of Section 01330-Submittal Procedures.
B. Submit name, address, and telephone numbers of Surveyor to Public Works
before starting survey work.
C. Submit documentation verifying accuracy of survey work on request.
D. Submit certificate signed by Surveyor, that elevations and locations of the
Work are in conformance with the Contract.
1.03 PROJECT RECORD DOCUMENTS.
A. Maintain a complete and accurate log of control and survey work as it
progresses.
B. Prepare a certified survey setting forth dimensions, locations, angels, and
elevations of construction and site work upon completion of foundation walls
and major site improvements.
C. Submit record documents under provisions of Section 01785-Project Record
Documents.
1.04 EXAMINATION
A. Verify locations of survey control points prior to starting the Work.
B. Notify Public Works immediately if any discrepancies are discovered.
1.05 SURVEY REFERENCE POINTS
A. The City will establish survey control datum as provided in General
Conditions and as indicated on Drawings. Inform Public Works in advance
of time horizontal and vertical control points will be established so
CITY OF SCHERTZ
STANDARD SPECIFICATION FIELD SURVEYING
01725-2
March 31, 2011
verification deemed necessary by Public Works may be done with minimum
inconvenience to the City or Contractor.
B. Locate and protect survey control points prior to starting site work; preserve
permanent reference points during construction.
C. Notify Public Works a minimum of 48 hours before relocation of reference
points is needed due to changes in grades or other reasons.
D. Promptly report loss or destruction of reference points to Public Works.
E. Reimburse the City of cost of reestablishment of permanent reference
points disturbed by construction operations.
1.06 SURVEY REQUIREMENTS
A. Utilize recognized engineering survey practices.
B. Establish a minimum of two permanent benchmarks on site, referenced to
established control points. Record horizontal and vertical location data on
Project record documents.
C. Establish elevations, lines and levels to provide quantities required for
measurement and payment and for appropriate controls for the Work.
Locate and lay out the following with appropriate instruments:
1. Site improvements including grading, fill and topsoil placement,
utilities, and footings and slabs.
2. Grid or axis for structures.
3. Building foundation, column locations, and ground floor elevations.
D. Periodically verify layouts.
PART 2 PRODUCTS – Not Used
PART 3 EXECUTION – Not Used
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CUTTING AND PATCHING
01731-1
March 31, 2011
SECTION 01731
CUTTING AND PATCHING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Cutting, patching and fitting of the Work or work under construction.
Coordinating Installation or connection of the Work to existing facilities, or
uncovering work for access, inspection or testing and related submittals.
1.02 CUTTING AND PATCHING
A. Perform activities to avoid interference with facility operations and work of
others in accordance with General Conditions of Contract.
B. Execute cutting and patching, including excavation, backfill and fitting to:
1. Remove and replace defective work or work not conforming to
Drawings and Specifications;
2. Take samples of installed work as required for testing;
3. Remove construction required to provide for specified alterations or
additions to existing work.
4. Uncover work to allow inspection or re-inspection by Public Works or
regulatory agencies having jurisdiction.
5. Connect uninstalled work to completed work in proper sequence;
6. Remove or relocate existing utilities and pipes that obstruct work;
7. Make connections or alterations to existing or new facilities;
8. Provide openings, channels, chases and flues and cut, patch, and
finish, if required; or
9. Provide protection for other portions of the Work.
C. Restore existing work to a condition equal to or better than that which
existed prior to cutting and patching, and to standards required by
Specifications.
CITY OF SCHERTZ
STANDARD SPECIFICATION CUTTING AND PATCHING
01731-2
March 31, 2011
D. Support, anchor, attach, match, trim and seal materials to work of others.
Unless otherwise specified. Furnish and Install sleeves, inserts, and
hangers required for excavation of the Work.
E. Provide shoring, bracing and support necessary to maintain structural
integrity and to protect adjacent work from damage during cutting and
patching. Request written approval from Public Works, before cutting
structural members such as beams, anchors, lintels, or other supports.
Follow approved submittals, as applicable.
F. Match new materials to existing materials by bonding, lapping, mechanically
tying, anchoring or other effective means in order to prevent cracks and to
minimize evidence of patching. Conceal effects of demolition and patching
by blending new construction to existing surfaces. Avoid obvious breaks,
joints, or changes of surface appearance unless shown on Drawings or
authorized by Public Works.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330-Submittal Procedures.
B. Submit a written request to Public Works for consent to proceed, before
conducting cutting operations that might affect structural integrity, design
function, City operations, or work of another contractor.
C. Include the following in submittal:
1. Identification of Project
2. Description of affected work
3. Necessity for cutting
4. Effect on other work and on structural integrity
5. Describe the proposed work including:
a. Scope of cutting and patching
b. Contractor, Subcontractor or Supplier who will execute the
work
c. Proposed Products
d. Extent of refinishing
e. Schedule of operations
6. Alternatives to cutting and patching
CITY OF SCHERTZ
STANDARD SPECIFICATION CUTTING AND PATCHING
01731-3
March 31, 2011
D. When work conditions or schedule dictate the need for change of materials
or methods, submit a written recommendation to Public Works that includes:
1. Conditions necessitating the change;
2. Recommendations for alternative materials or methods; and
3. Submittals required for proposed substitutions.
E. Notify Public Works in writing when work will be uncovered for observation.
Do not begin cutting or patching operations until authorized by Public
Works.
1.04 CONNECTIONS TO EXISTING FACILITIES
A. Perform construction operations necessary to complete connections and tie-
ins to existing facilities. Keep existing facilities in continuous operation
unless otherwise permitted in the Specifications or approved in writing by
Public Works.
B. Coordinate interruption of service requiring connection to existing facilities
with Public Works. Do not bypass wastewater or sludge to waterways.
Provide temporary pumping facilities to handle wastewater if necessary.
Use temporary bulkheads to minimize disruption. Provide temporary power
and piping to facilitate construction where necessary.
C. Submit a detailed schedule of proposed connections, including shut-downs
and tie-ins. Include proposed time and date as well as anticipated duration
of work. Coordinate the connection schedule with the construction
schedule.
1. Submit specific times and dates to Public Works at least 48 hours in
advance of proposed work.
D. Procedures and Operations:
1. Operate existing pumps, valves, and gates in required sequence
under supervision of Public Works. Do not operate valves, gates or
other items of equipment without Public Works knowledge.
2. If possible, test equipment under operating conditions before making
final tie-ins to connect equipment to existing facilities.
3. Coordinate work and schedules. Notify Public Works at least 48
hours before shutdowns or bypasses are required.
CITY OF SCHERTZ
STANDARD SPECIFICATION CUTTING AND PATCHING
01731-4
March 31, 2011
PART 2 PRODUCTS – Not Used
PART 3 EXECUTION – Not Used
END OF SECTION
CITY OF SCHERTZ PROCEDURE FOR WATER
STANDARD SPECIFICATION VALVE ASSISTANCE
01732-1
March 31, 2011
SECTION 01732
PROCEDURE FOR WATER VALVE ASSISTANCE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Operation of valves. City employees will operate existing valves.
Contractor’s employees may operate new valves included in the Project
prior to acceptance by the City.
1.02 PROCEDURE
A. Perform activities listed in Exhibit A attached to this Section.
1.03 SUBMITTALS
A. Submit request for work order planning meetings in accordance with Exhibit
A. Include information listed in Step 1 of Exhibit A, attached to this Section.
1.04 CANCELLATION
1. Contractor, Public Works, or Public Utilities Division may cancel a
scheduled valve assistance appointment at no extra cost or payment
to Contractor. Contractor shall notify City’s appointed Project
Inspector (“Inspector”) 24 hours in advance of cancellation.
Inspector shall notify Public Works immediately upon receipt of
cancellation notice. Cancellation may be caused by bad weather,
preparation of work taking longer than anticipated, or unforeseen
delays in one or more of the three parties.
PART 2 PRODUCTS
PART 3 EXECUTION
END OF SECTION
CITY OF SCHERTZ PROCEDURE FOR WATER
STANDARD SPECIFICATION VALVE ASSISTANCE
01732-2
March 31, 2011
EXHIBIT A
PROCEDURE FOR VALVE ASSISTANCE
The following procedure will be used by Public Works personnel when completing a service request
from individual Contractors, through Inspector, for operation of existing water valves.
ROUTINE VALVE ASSISTANCE REQUEST (NON-EMERGENCY JOBS):
Step 1. a. When notified by Contractor, Inspector will schedule a work order planning meeting by calling
Public Works (PW) and providing information shown below. The work order planning
meeting shall be conducted a minimum of three days after the request; excluding
weekends, holidays, inclement weather days, and the day of the call.
Location of Work (Street Intersection)
Project Description Job Superintendent's Name Contractor's Emergency Information Inspector/Senior Inspector
Date & Time assistance is requested
Project # Contractor (Company Name) Superintendent's Office #/Mobile #/Pager # Name and Phone #/Mobile #/Pager # Name, Phone #/Mobile #/Pager #
b. PW will create a work order for each wet connection, cut and plug, etc. that will be
designated as a "Code 40" (Private Contractor).
c. PW will give Inspector the work order number. This work order number must be used as a
reference in all communications regarding this request for Valve Assistance.
d. Valve personnel must have the work order number on their route sheet. When valve
personnel arrive at the job site for the Work Order Planning Meeting between Inspector,
Contractor, and PW valve personnel, they will verify the street intersection and work order
number with the Inspector before beginning Work Order Planning Meeting.
e. During Work Order Planning Meeting, the work to be performed will be outlined and the
actual date work will be performed will be mutually determined by Inspector, Contractor
and PW valve personnel, based upon relevant factors such as preparatory work needed,
customer requirements, etc.
f. Valve personnel will perform work specifically outlined in the work order requested. Also,
PW valve personnel will only operate existing water valves. Inspector must contact PW
and request a new work order for additional work.
g. Valve personnel will contact the dispatcher and advise when the job is complete. Valve
personnel will list all appropriate information on the Crew Activity Report.
Step 2. Should valve personnel not be able to keep an appointment to provide valve assistance,
PW will provide notification to appropriate Inspector by phone at least 24 hours prior, with that
fact and rescheduling information, if available.
CITY OF SCHERTZ PROCEDURE FOR WATER
STANDARD SPECIFICATION VALVE ASSISTANCE
01732-3
March 31, 2011
Step 3. Inspector will notify PW if valve personnel have not arrived at the site within 30 minutes of
scheduled appointment. If Contractor is not ready when valve operator arrives to provide
valve assistance, the City shall charge Contractor $50.00 per hour, starting 15 minutes after
the scheduled appointment time, minimum one hour charge.
Step 4. Contractor will not be due delay claims or downtime if Utility Maintenance Branch has
notified Inspector that they will not be able to provide valve assistance as scheduled.
Step 5. Test installed new valves in the presence of Inspector before substantial completion
inspection is scheduled. Place new valves in open position on or before the Date of
Substantial Completion.
Step 6. Public Works will notify, in writing, Utility Maintenance Branch two months before the
warranty expires to report any problems they have with new water lines. Public Works will
notify Contractor about these problems.
EMERGENCY REQUEST FOR VALVE ASSISTANCE PROCEDURE:
Step 1. When notified by Contractor, Inspector will request emergency Valve Assistance due to a
broken line/service, etc. by calling PW and providing the following information: Location of Work (Street Intersection) Project Description
Contractor (Company Name)
Job Superintendent's Name
Contractor's Emergency Information
Inspector/Senior Inspector
Date & Time assistance is requested
Project #
Superintendent's Office #/Mobile #/Pager #
Name and Phone #/Mobile #/Pager #
Name, Phone #/Mobile #/Pager #
Step 2. PW will create an emergency work order number and describe the work to be
performed.
Step 3. PW will give Inspector the emergency work order number. Reference work order
number in all communications regarding request for Valve Assistance.
Step 4. PW will contact designated valve personnel and assign emergency work order. Dispatcher
will follow standard PW procedures if this situation occurs after normal working hours.
Step 5. Valve personnel must have the emergency work order number on the route sheet. When
valve personnel arrive at the job site for emergency work, they will verify the street
intersection and emergency work order number with Inspector prior to beginning work
requested for operating existing water valves. Valve personnel will coordinate verification of
street intersection and work order number with Inspector prior to performing work.
CITY OF SCHERTZ
STANDARD SPECIFICATION SITE RESTORATION
01740-1
March 31, 2011
SECTION 01740
SITE RESTORATION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Restoration of site affected by the Work in public or private property,
including pavement, esplanades, sidewalks, driveways, fences, lawns and
landscaping.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for restoration of Project site disturbed by utility
construction operations is on a linear foot basis. Measurement will
be as provided for corresponding utility in each Specification section.
No separate payment made for branch pipe, valves and, other
associated work for utilities. Measurement for restoration with
multiple utilities within the same right-of-way will be on a linear foot
basis for only one utility.
2. No separate payment made for facility or roadway projects.
Include cost in the surface improvements associated with the
facility or roadway construction.
3. Payment includes required site restoration within the right-of-way or
easement regardless of size or type of pipe, method of
construction, paved or unpaved areas or thickness and width of
pavement.
4. No separate payment made for site restoration for service
connections under this Section. Include cost in appropriate utility
section.
5. Refer to Section 01270 - Measurement and Payment for Unit Price
procedures.
B. Stipulated Price (Lump Sum) Contracts. If Contract is Stipulated Price
Contract, include payment for work under this section in total Stipulated
Price.
1.03 DEFINITIONS
CITY OF SCHERTZ
STANDARD SPECIFICATION SITE RESTORATION
01740-2
March 31, 2011
A. Phase: Locations identified on the plans and listed in Section 1110 -
Summary of Work under Work Sequence.
B. Site Restoration: Replacement or reconstruction of Site Improvements
located in rights-of-way, easements, public property, and private property
affected or altered by the Work.
C. Site Improvement: Includes pavement, curbs and gutters, esplanades,
sidewalks, driveways, fences, lawns, irrigation systems, landscaping, and
other improvements in existence at the Project site before commencement of
construction operations.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Schedule of testing, service connections, abandonment, backfill, and site
restoration.
C. Sample of notices to residents outlining their responsibility for maintenance of
site improvements adjacent to the Project that are not disturbed by construction
operations
1.05 SCHEDULING
A. Schedule testing, service connections, abandonment, backfill and site
restoration immediately following completion of pipe laying work or paving
within each block or line segment.
B. Phased Construction:
1. Commencement of subsequent Phase will follow scheduling of site
restoration of prior Phase. Limit work to a maximum of two Phases of the
project.
C. Construction of Projects with no Phases listed in Section 01110- Summary of
Work:
1. Complete site restoration prior to disturbing over 50% of total project
linear feet or 2,000 linear feet, whichever is greater, of right-of-way or
easement.
2. Limit work to a maximum of 50% of total project linear feet or
2,000 linear feet, whichever is greater, of right-of-way and easement.
Commence work in additional right-of-way or easement after
completion of site restoration.
CITY OF SCHERTZ
STANDARD SPECIFICATION SITE RESTORATION
01740-3
March 31, 2011
PART 2 PRODUCTS
2.01 MATERIALS
A. Pavement, Sidewalks and Driveways: Materials specified in Section
02951-Pavement Repair and Resurfacing.
B. Seeding and Sodding: Sod specified in Section 02922-Sodding and
Seed specified in Section 02921-Hydromulch Seeding.
C. Trees, Shrubs and Plantings: Conform to requirements of Section
01562-Tree and Plant Protection.
PART 3 EXECUTION
3.01 PREPARATORY WORK
A. Provide cleanup and restoration crews to work closely behind pipe laying
and roadway construction crews, and where necessary, during testing,
service restoration, abandonment, backfill and surface restoration.
B. Water Lines: Unless otherwise approved by Public Works, comply with
the following:
1. Once Public Works approves work within a Phase, immediately
begin preparatory work for disinfection effort.
2. No later than three days after completing disinfection
preparatory work, submit to City appropriate request for
disinfection.
3. If City fails to perform initial disinfection of lines in accordance with
Section 2514 – Disinfection of Water Lines, within seven days from
submission of appropriate request, and if approved by Public Works,
pipe laying operations may continue beyond approved limits until the
City responds.
4. Immediately after transfer of services, begin abandonment of old
water lines and site restoration.
C. Wastewater Lines:
1. Once Public Works approves work within a Line Segment,
immediately begin preparatory work for testing effort.
2. No later than three days after completing preparatory work for
testing, initiate testing work.
CITY OF SCHERTZ
STANDARD SPECIFICATION SITE RESTORATION
01740-4
March 31, 2011
3. Immediately after transfer of service connections, begin
abandonment of old wastewater lines, and site restoration.
D. Street Construction and Paving Projects
1. Once Public Works approves work within a Line Segment or block,
immediately begin preparatory work for testing effort.
2. No later than three days after completing preparatory work for
testing, initiate testing work.
3. Immediately after testing begin site restoration.
E. Street Construction and Paving Projects
1. Once Public Works approves work within a block, immediately
begin preparatory work for sidewalk construction, sodding and
hydromulching and tree planting.
2. No later than seven days after completing preparatory work,
initiate construction.
3.02 CLEANING
A. Remove debris and trash to maintain a clean and orderly site in
accordance with requirements of General Conditions and Section 01576 -
Waste Material Disposal.
3.03 LANDSCAPING AND FENCES
A. Seeding and Sodding.
1. Remove construction debris and level area with bank sand so that
new grass surface matches level of existing grass and maintains pre-
construction drainage patterns. Level and fill minor ruts or
depressions caused by construction operations with bank sand,
where grass is still viable.
2. Restore previously existing turfed areas with sod and fertilize in
accordance with Section 02922 - Sodding. Sod to match existing
turf.
3. Restore unpaved areas not requiring sodding with hydromulch seeding
conforming to Section 02921 - Hydromulch Seeding.
B. Trees, Shrubbery and Plants.
CITY OF SCHERTZ
STANDARD SPECIFICATION SITE RESTORATION
01740-5
March 31, 2011
1. Remove and replant trees, shrubs, and plants in accordance with
requirements of Section 01562-Tree and Plant Protection.
C. Fence Replacement.
1. Replace removed or damaged fencing to equal or better condition than
existed prior to construction, including concrete footings and mow
strips. Provide new wood posts, top and bottom railing and panels.
Metal fencing material, not damaged by the Work, may be reused.
2. Remove and dispose of damaged or substandard material.
3.04 MAINTENANCE
A. Maintain shrubs, plantings, sodded areas and seeded areas.
B. Replace shrubs, plantings and seeded or sodded areas that fail to become
established.
C. Refer to Section 01562-Tree and Plant Protection, Section 02921-
Hydromulch Seeding and Section 02922-Sodding for Maintenance
Requirements.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION STARTING SYSTEMS
01755-1
March 31, 2011
SECTION 01755
STARTING SYSTEMS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Starting systems
B. Demonstration and instructions
C. Testing, adjusting and balancing.
PART 2 PRODUCTS – Not Used
PART 3 EXECUTION
3.01 PREPARATION
A. Coordinate schedule for start-up of various equipment and systems.
B. Notify Public Works seven days prior to startup of each item.
C. Verify each piece of equipment or system has been checked for proper
lubrication, drive rotation, belt tension, control sequence, or other damage-
causing conditions.
D. Verify tests, meter readings, and specified electrical characteristics agree
with those required by equipment or system manufacturer.
E. Verify wiring and support components for equipment are complete and
tested.
F. Execute start-up under supervision in accordance with manufacturer’s
instructions.
G. When specified in individual Specification sections, required manufacturer to
provide an authorized representative to be present at the site to inspect,
check and approve equipment or system installation prior to start-up, and to
supervise placing equipment or system in operation.
H. Submit written report indicating that equipment or system has been properly
installed and is functioning correctly.
CITY OF SCHERTZ
STANDARD SPECIFICATION STARTING SYSTEMS
01755-2
March 31, 2011
3.02 DEMONSTRATION AND INSTRUCTIONS
A. Demonstrate operation and maintenance of Products to Public Works two
weeks prior to Date of Substantial Completion.
B. Utilize O&M Manuals as the basis for instruction. Review contents of
manual with Public Works in detail to explain aspects of operation and
maintenance.
C. Demonstrate start-up, operation, control, adjustment, trouble-shootings,
servicing, maintenance, and shutdown of each item of equipment at agreed
upon times, at the equipment location.
D. Prepare and insert additional data in O&M Manuals when the need for
additional data becomes apparent during instruction.
E. At a minimum, Contractor will demonstrate the following:
1. Products and procedures to be used in maintaining various surfaces,
e.g., counter tops, toilet partitions, tile floors, and carpeting;
2. Procedures to set and maintain landscape irrigation system;
3. Procedures to set and maintain security and fire alarm systems; and
4. Procedures to set and maintain HVAC systems.
3.03 TESTING, ADJUSTING AND BALANCING
A. Contractor shall appoint, employ and pay for the service of an independent
firm to perform testing, adjusting and balancing.
B. Submit reports by the independent firm to Public Works describing
observations and results of tests and signifying compliance or non-
compliance with specified requirements and requirements of the Contract.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CLOSEOUT PROCEDURES
01770-1
March 31, 2011
SECTION 01770
CLOSEOUT PROCEDURES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Procedures to establish Date of Substantial Completion.
B. Closeout procedures for final submittals, O&M data, warranties, spare parts
and maintenance materials.
C. Texas Department of Licensing and Regulation (TDLR) inspection for Texas
Accessibility Standards (TAS) compliance.
1.02 SUBSTANTIAL COMPLETION
A. Comply with General Conditions regarding Date of Substantial Completion
when Contractor considers the Work, or portion thereof designated by
Public Works, to be substantially complete.
B. Insure the following items have been completed when included in the Work,
prior to presenting a list of items to be inspected by Public Works for
issuance of a Certificate of Substantial Completion:
1. Cutting, plugging, and abandoning of water, wastewater, and storm
sewer lines, as required by Contract documents for each item;
2. Construction of, and repairs to, pavement, driveways, sidewalks, and
curbs and gutters;
3. Sodding and hydromulch seeding, unless waived by Public Works in
writing;
4. General clean up including pavement markings, transfer of services,
successful testing and landscape;
5. Additional requirements contained in Section 01110-Summary of
Work.
C. Assist Public Works with inspection of Contractor’s list of items and
complete or correct the items, including items added by Public Works, within
specified time period.
CITY OF SCHERTZ
STANDARD SPECIFICATION CLOSEOUT PROCEDURES
01770-2
March 31, 2011
D. Should Public Works inspection show failure of Contractor to comply with
requirements to obtain Date of Substantial Completion, including those items in
Paragraph 1.02 B. of this section, Contractor shall complete or correct the
items, before requesting another inspection by Public Works.
1.03 CLOSEOUT PROCEDURES
A. Comply with General Conditions regarding final completion and final
payment when the Work is complete and ready for Public Works final
inspection.
B. Provide Project Record Documents in accordance with Section 01785-
Project Record Documents.
C. Complete or correct items on punch list, with no new items added. Address
new items during warranty period.
D. The City will occupy portions of the Work as specified in other sections.
1.04 FINAL CLEANING
A. Execute final cleaning prior to final inspection
B. For facilities, clean interior and exterior glass and surfaces exposed to view;
remove temporary labels, stains and foreign substances, polish transparent
and glossy surfaces, vacuum carpeted and soft surfaces.
C. Clean equipment and fixtures to sanitary condition.
D. Clean or replace filters of operating equipment.
E. Clean debris from roofs, gutters, down spouts, and drainage systems.
F. Clean site, sweep paved areas, and rake clean landscaped surfaces.
G. Remove waste and surplus materials, rubbish, and temporary construction
facilities from site following final test of utilities and completion of the Work.
1.05 ADJUSTING
A. Adjust operating equipment to ensure smooth and unhindered operation.
Value of this testing and adjusting is five percent of Lump Sum Price in the
Schedule of Values for items being tested.
CITY OF SCHERTZ
STANDARD SPECIFICATION CLOSEOUT PROCEDURES
01770-3
March 31, 2011
1.06 OPERATION AND MAINTENANCE DATA
A. Submit O&M data as noted in Section 01330-Submittal Procedures.
B. Five percent of lump sum amount of each piece of equipment as indicated
in Schedule of Unit Price Work or Schedule of Values will be paid after the
required O&M data submittals are received and approved by Public Works.
1.07 WARRANTIES
A. Provide one original of each warranty from Subcontractors, Suppliers, and
manufacturers.
B. Provide Table of Contents and assemble warranties in a 3-ring/D binder
with durable plastic cover.
C. Submit warranties prior to final progress payment.
D. Warranties shall commence in accordance with the requirements in
Document 00700-General Conditions.
1.08 SPARE PARTS AND MAINTENANCE MATERIALS
A. Provide Products, spare parts, maintenance and extra materials in
quantities specified in individual Specification sections.
B. Deliver to a location within the City limits as directed by Public Works.
Applicable items must be delivered prior to issuance of a final Certificate for
Payment.
PART 2 PRODUCTS – Not Used
PART 3 EXECUTION – Not Used
END OF SECTION
CITY OF SCHERTZ OPERATIONS AND
STANDARD SPECIFICATION MAINTENANCE DATA
01782-1
March 31, 2011
SECTION 01782
OPERATIONS AND MAINTENANCE DATA
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Submittal requirements for equipment and facility Operations and
Maintenance (O&M) Manuals.
1.02 MEASUREMENT AND PAYMENT
A. Measurement for equipment O&M Manuals is on a lump sum basis equal to
five percent of the individual equipment value contained in Schedule of Unit
Prices or Schedule of Values. The lump sum amount may be included in
the first Progress Payment following approval of the O&M Manuals by
Public Works.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330-Submittals Procedures. Submit
a list of O&M Manuals and parts manuals for equipment to be incorporated
into the Work.
B. Submit documents with 8 ½ x 11 inch text pages, bound in 3 ring/ D binders
with durable plastic covers.
C. Print “OPERATION AND MAINTENANCE INSTURCTIONS”, Project, name,
and subject matter of binder on covers when multiple binders are required.
D. Subdivide contents with permanent page dividers, logically organized
according to the Table of Contents, with tab titling clearly printed under
reinforced laminated plastic tabs.
E. O&M Manual contents: Prepare a Table of Contents for each volume, with
each Product or system description identified.
1. Part 1 – Directory: Listing of names, addresses, and telephone
numbers of Design Consultant, Contractor, Subcontractor, and major
equipment suppliers.
2. Part 2 – O&M instructions arranged by system. For each category,
identify names, addresses, and telephone numbers of
Subcontractors and Suppliers and include the following:
CITY OF SCHERTZ OPERATIONS AND
STANDARD SPECIFICATION MAINTENANCE DATA
01782-2
March 31, 2011
a. Significant design criteria.
b. List of equipment
c. Parts list for each component
d. Operating instructions
e. Maintenance instructions for equipment and systems
f. Maintenance instructions for special finished, including
recommended cleaning methods and materials and special
precautions identifying detrimental agents.
3. Part 3 – Project documents and certificates including:
a. Shop Drawings and relevant data.
b. Air and water balance reports
c. Certificates
d. Photocopies of warranties
F. Submit two copies of O&M Manuals and parts manuals, for review, within
one month prior to placing the equipment or facility in service.
G. Submit one copy of complete volumes in final form 10 days prior to final
inspection. One copy with Public Works comments will be returned after
final inspection. Revise content of documents based on Public Works
comments prior to final submittal.
H. Revise and resubmit three final volumes within 10 days after final
inspection.
1.04 EQUIPMENT O&M DATA
A. Furnish O&M Manuals, prepared by manufacturers for all equipment.
Manuals must contain, as a minimum, the following:
1. Equipment functions, normal operating characteristics, and limiting
conditions.
2. Assembly, Installation, alignment, adjustment, and checking
instructions.
3. Operating instructions for start up, normal operation, regulation and
control, normal shutdown, and emergency shutdown.
4. Detailed drawings showing the location of each maintainable part and
lubrication point with detailed instructions on disassembly and
reassembly of the equipment.
CITY OF SCHERTZ OPERATIONS AND
STANDARD SPECIFICATION MAINTENANCE DATA
01782-3
March 31, 2011
5. Troubleshooting guide.
6. Spare parts list, predicted life of parts subject to wear, lists of spare
parts recommended to be on hand for both initial start-up and for
normal operating inventory, and local or nearest source of spare
parts availability.
7. Outline, cross-section, and assembly drawings with engineering data
and wiring diagrams.
8. Test data and performance curves.
B. Furnish parts manuals for all equipment, prepared by the equipment
manufacturer, which contain, as a minimum, the following:
1. Detailed drawings giving the location of each maintainable part.
2. Spare parts list, predicted life of parts subject to wear, lists of spare
parts recommended to be on hand for both initial start-up and for
normal operating inventory, and local or nearest source of spare
parts availability.
PART 2 PRODUCTS – Not Used
PART 3 EXECUTION – Not Used
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION PROJECT RECORD DOCUMENTS
01785-1
March 31, 2011
SECTION 01785
PROJECT RECORD DOCUMENTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Maintenance and submittal of record documents and Samples.
1.02 MAINTENANCE OF DOCUMENTS AND SAMPLES
A. Maintain one record copy of documents at the site in accordance with a
Article 3.4 of General Conditions.
B. Store record documents and Samples in field office, if a field office is
required by the Contract, or in a secure location. Provide files, racks, and
secure storage for record documents and Samples.
C. Label each document “PROJECT RECORD” in neat, large, printed letters.
D. Maintain record documents in a clean, dry, and legible condition. Do not
use record documents for construction purposes. Do not use permit
drawings to record Modifications to the Work.
E. Keep record documents and Samples available for inspection by Public
Works.
F. Bring record documents to progress review meetings for viewing by Public
Works and, if applicable, Design Consultant.
1.03 RECORDING
A. Record information legibly with red ink pen on a set of drawings stamped
“Approved For Construction”, concurrently with construction progress.
Maintain an instrument on site at all times for measuring elevations
accurately. Do not conceal work until required information is recorded.
B. Contract Drawings and Shop Drawings: Mark each item to record completed
Modifications, or when minor deviations exist, the actual construction
including:
1. Measured depths of elements of foundation in relation to finish first
floor datum.
CITY OF SCHERTZ
STANDARD SPECIFICATION PROJECT RECORD DOCUMENTS
01785-2
March 31, 2011
2. Measured horizontal locations and elevations of Underground
Facilities and appurtenances, referenced to permanent surface
improvements.
3. Elevations of Underground Facilities referenced to City benchmark
utilized for the Work.
4. Measured locations of internal utilities and appurtenances concealed
in construction, referenced to visible and accessible features of the
Work.
5. Dimensions and details of field changes.
6. Changes made by Modifications.
7. Details not on original Drawings.
8. References to related Shop Drawings and Modifications.
C. Measure fitting to fitting of water mains at the time of construction. Record
lengths, top of pipe elevations, and centerline horizontal location relative to
baseline and or fixed features such as curb, manhole, etc. on Drawings
D. For larger diameter water mains, mark specifications and addenda to
record:
1. Manufacturer, trade name, catalog number and Supplier of each
Product actually installed.
2. Changes made by Modification or field order.
3. Other matters not originally specified.
E. Annotate Shop Drawings to record changes made after review.
1.04 SUBMITTALS
A. At closeout of the Contract, deliver Project record documents to Public
Works.
PART 2 PRODUCTS – NOT USED
PART 3 EXECUTION – NOT USED
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE MANHOLES
02081-1
March 31, 2011
SECTION 02081
CAST-IN-PLACE CONCRETE MANHOLES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Cast-in-place concrete manholes for sanitary sewers and storm sewers,
including box sewers.
B. Pile-supported concrete foundation used for unstable subgrade treatment
for manhole base.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for manholes is on a unit price basis for each manhole
installed.
2. Payment for pile-supported concrete foundation used for unstable
subgrade treatment for manhole base is on a unit price basis for each
foundation installed.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASME B 16.1 - Cast Iron Pipe Flanges and Flanged Fittings.
B. ASTM A 307 - Standard Specification for Carbon Steel Bolts and Studs,
60,000 psi Tensile.
C. ASTM C 270 - Standard Specification for Mortar for Unit Masonry.
D. ASTM C 923 - Standard Specifications for Resilient Connectors Between
Reinforced Concrete Manhole Structures and Pipes.
E. ASTM C 1107 - Standard Specification for Packaged Dry, Hydraulic -
Cement Grout (Non- shrink).
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE MANHOLES
02081-2
March 31, 2011
F. ASTM D 698 - Standard Test Method for Laboratory Compaction
Characteristics of Soil Using Standard Effort (12,400 ft-lb/ft3).
G. ASTM D 2665 - Standard Specification for Poly (Vinyl Chloride)
(PVC) Plastic Drain, Waste and Vent Pipe, and Fittings.
H. ASTM D 2996 - Standard Specification for Filament-wound
Fiberglass (Glass-Fiber- Reinforced Thermosetting-Resin) Pipe.
I. ASTM D 2997 - Standard Specification for Centrifugally Cast
Fiberglass (Glass-Fiber- Reinforced Thermosetting-Resin) Pipe.
J. AWWA C 213 - Standard for Fusion Bonded Epoxy Coating for Interior and
Exterior of Steel Water Pipelines.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit proposed design mix and test data for each type and strength of
concrete.
C. Submit manufacturer's data and details of following items for approval:
1. Frames, grates, rings, and covers.
2. Materials to be used in fabricating drop connections.
3. Materials to be used for pipe connections at manhole walls.
4. Materials to be used for stubs and stub plugs.
5. Plugs to be used for sanitary sewer hydrostatic testing.
6. Installation instructions for forms.
PART 2 PRODUCTS
2.01 CONCRETE
A. Conform to requirements of Section 03315 - Concrete for Utility
Construction.
B. Provide Class A concrete with minimum compressive strength of 4000 psi
unless otherwise indicated on Drawings.
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE MANHOLES
02081-3
March 31, 2011
2.02 REINFORCING STEEL
A. Conform to requirements of Section 03315 - Concrete for Utility
Construction.
2.03 MORTAR
A. Conform to requirements of Section 04061 - Mortar
2.04 MISCELLANEOUS METALS
A. Provide cast-iron frames, grates, rings, and covers conforming to
requirements of Section 02084 - Frames, Grates, Rings, and Covers.
2.05 DROP CONNECTIONS AND STUBS
A. Provide drop connections and stubs conforming to same pipe material
requirements used in main pipe, unless otherwise indicated on Drawings.
2.06 PIPE CONNECTIONS
A. Sanitary Sewers.
1. Resilient connectors, ring waterstops, and seals at
connections of wastewater pipes to pre-cast and cast-in-place
manholes and junction boxes shall be watertight, flexible,
resilient and non-corrosive, conforming to ASTM C 923.
Metallic mechanical devices for securing the connectors, ring
waterstops, and seals in place shall be Type 304 stainless
steel.
2. Where rigid joints between pipe and cast-in-place manhole base
are specified or shown on Drawings, provide polyethylene-
isoprene waterstop meeting physical property requirements of
ASTM C 923, such as Pres-Seal WS Series, or approved equal.
B. Storm Sewers: Use non-shrink grout for storm sewer pipe connections to
concrete manholes, unless otherwise shown on Drawings. Grout pipe
penetration in place on both inside and outside of manhole.
C. Water Lines
1. Where smooth exterior pipes, i.e., steel, ductile iron, or PVC pipes
are connected to manhole base or barrel, seal space between
pipe and manhole wall with assembly consisting of rubber
gasket or links mechanically compressed to form a watertight
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE MANHOLES
02081-4
March 31, 2011
barrier. Assemblies: Press-Wedge, Pres-Seal, Thunderline,
Link-Seals, or approved equal. See Drawings for placement of
assembly in manhole sections.
2. When connecting concrete or cement mortar coated steel pipes, or
as option for connecting smooth exterior pipes to manhole base or
barrel, space between pipe and manhole wall may be sealed with
an assembly consisting of a stainless steel power sleeve,
stainless steel take-up clamp and a rubber gasket. Take-up
clamp: Minimum of 9/16-In. wide. Provide PSX positive seal
gasket system by Press-Seal Gasket Corporation or approved
equal.
2.07 SEALANT MATERIALS
A. Provide sealing materials between precast concrete adjustment ring
and manhole cover frame, such as Adeka Ultraseal P 201, or
approved equal.
B. Provide external sealing material from Canusa Wrapid Seal manhole
encapsulation system, or approved equal.
C. Butyl Sealant: Provide Press-Seal EZ Stick, or equal, for HDPE rings.
2.08 CORROSION-RESISTANT MANHOLE MATERIALS
A. Where corrosion-resistant manholes manholes are indicated on the
Drawings, provide one of the following:
1. The interior walls coated with a City approved sewer structural
coating. Approved products are as followed:
Raven 400 Series High Build Epoxy Liner: Required thickness 100
mils minimum thickness
Sprayroq, SprayWall polyurethane System: Required thickness
100 mils minimum thickness
Sewpercoat 200 HS Regular: minimum ½” thickness.
2. Precast base sections lined with PVC and fiberglass manhole
sections and cone sections in accordance with Section 02083 -
Fiberglass Manholes
2.09 BACKFILL MATERIALS
A. Conform to the requirements of Section 02317 - Excavation and Backfill for
Utilities.
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE MANHOLES
02081-5
March 31, 2011
2.10 NON-SHRINK GROUT
A. Provide prepackaged, inorganic, flowable, non-gas-liberating, non-
metallic, cement-based non-shrink grout requiring only addition of water.
B. Provide grout meeting requirements of ASTM C 1107 and having
minimum 28-day compressive strength of 7000 psi.
2.11 VENT PIPES
A. Provide external vent pipes for manholes where indicated on Drawings.
B. Buried Vent Pipes: Provide 3-In. or 4-In. PVC DWV pipe conforming to
ASTM D 2665. Alternatively, provide FRP pipe as specified for vent outlet
assembly.
C. Vent Outlet Assembly: Provide vent outlet assembly as shown on
Drawings, constructed of following specified materials:
1. FRP Pipe: Provide filament-wound FRP conforming to ASTM D
2996 or centrifugally cast FRP conforming to ASTM D 2997. Seal
cut ends in accordance with manufacturer's recommendations.
2. Joints and Fittings: Provide epoxy- bodied fittings and join pipe to
fittings with epoxy adhesive, according to pipe manufacturer's
instructions.
3. Flanges: Provide socket-flange fittings for epoxy adhesive
bonding to pipe ends where shown on Drawings. Meet bolt
pattern and dimensions for ASME B 16.1, 125-Lb. flanges. Use
Type 304 stainless steel or hot-dip zinc coated, conforming to
ASTM A 307, Class A or B flange bolts.
4. Coating: Provide 2-component, aliphatic polyurethane coating,
using primer or tie coat recommended by manufacturer. Provide
two or more coats to yield dry film thickness of at least 3-Mils.
Provide Amershield, Tnemec 74, or approved equal. Public Works
selects color from manufacturer's standard colors.
2.12 MANHOLE LADDER FOR WATERLINE MANHOLES
A. Manhole Ladder: Fiberglass with 300-Lb. rating at appropriate length;
conform to requirements of Occupational Safety and Health Standards
(OSHA), U.S. Department of Labor except where shown on Drawings.
1. Use components, including rungs, made of fiberglass, fabricated
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE MANHOLES
02081-6
March 31, 2011
with nylon or aluminum rivets and/or epoxy. Apply non-skid coating
to ladder rungs. Mount ladder using manufacturer's recommended
hardware.
2. Provide ladder as manufactured by Saf-Rail or approved equal.
Locate ladder as shown on Drawings.
3. Fiberglass: Premium type polyester resin, reinforced with
fiberglass; constructed to provide complete wetting of glass by
resin; resistant to rot, fungi, bacterial growth and adverse effects
of acids, alkalis and residential and industrial waste; yellow in
color.
4. Provide approved petroleum-based tape encapsulating bolts in
access manhole.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify lines and grades are correct.
B. Determine if subgrade, when scarified and re-compacted, can be
compacted to 95 percent of maximum Standard Proctor Density
according to ASTM D 698 prior to placement of foundation material and
base section. When proper density cannot be reached, moisture
condition subgrade, until that density is reached or treat as an unstable
subgrade.
C. Do not build manholes in ditches, swales, or drainage paths unless
approved by Public Works.
3.02 MANHOLES
A. Construct manholes to dimensions shown on Drawings. Commence
construction as soon as possible after pipes are laid. On monolithic
sewers, construct manholes at same time sewer is being constructed.
B. Unstable Subgrade Treatment: When unstable subgrade is encountered,
notify Public Works for examination of subgrade to determine if subgrade
has heaved upwards after being excavated. When heaving has not
occurred, over-excavate subgrade to allow for 24- In. thick layer of
crushed stone wrapped in filter fabric as foundation material under
manhole base. When there is evidence of heaving, provide pile-
supported concrete foundation, as detailed on Drawings, under manhole
base.
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE MANHOLES
02081-7
March 31, 2011
C. Cast manhole foundations and walls monolithically. Use cold joint with
approved waterstop when manhole flow line depth exceeds 12-Ft. No other
joints will be allowed unless shown on Drawings. Wrap cold joints with
external sealing material, minimum 6-In. width.
D. For concrete containing micro silica admixtures, place, finish, and cure
concrete for manholes following procedures in Section 03315 – Concrete
for Utility Construction.
E. Top of manhole elevations shown on Drawings are approximate, based on
current pavement and natural ground conditions as determined from
elevations measured on 50-Ft. spacing. No additional payment will be
made if final elevation of manhole ring and cover is higher or lower due to
requirements of finished grade or replaced pavement surface.
3.03 PIPE CONNECTIONS
A. Install approved resilient connectors at each pipe entering and exiting
water line and sanitary sewer manholes in accordance with manufacturer's
instructions.
B. Grout storm sewer connections to manhole unless otherwise shown on
Drawings. Grout pipe penetrations both inside and outside of manhole.
C. Ensure no concrete, cement stabilized sand, fill, or other solid material is
allowed to enter space between pipe and edge of wall opening at and
around resilient connector on interior or exterior of manhole. When
necessary, fill space with compressible material to ensure resilient
connector will maintain full flexibility where evidence of reduced flexibility
is encountered.
D. Where new manhole is to be constructed on existing sewer, a rigid joint
pipe may be used. Install waterstop gasket around existing pipe at
center of cast-in-place wall. Join ends of split waterstop material at pipe
spring line using adhesive recommended and supplied by waterstop
manufacturer.
E. Do not construct joints on sanitary sewer pipe within wall sections
of manholes. Use approved connection material.
F. Construct pipe stubs with resilient connectors for future connections at
locations and with material indicated on Drawings. Install approved stub
plugs at interior of manhole.
G. Test connection for watertight seal before backfilling.
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE MANHOLES
02081-8
March 31, 2011
3.04 INVERTS FOR SANITARY SEWERS
A. Construct invert channels to provide smooth flow transition waterway with
no disruption of flow at pipe-manhole connections. Conform to following
criteria:
1. Slope of invert bench: 1-In. per foot minimum; 1 ½-In. per foot
maximum.
2. Depth of bench to invert:
a. Pipes smaller than 15-In.: one-half of largest pipe diameter
b. Pipes 15 to 24-In.: three-fourths of largest pipe diameter
c. Pipes larger than 24-In.: equal to largest pipe diameter
3. Invert slope through manhole: 0.10-Ft. drop across manhole with
smooth transition of invert through manhole, unless otherwise indicated
on Drawings.
B. Form invert channels with Class A concrete if not integral with manhole
base. For direction changes of mains, construct channels tangent to mains
with maximum possible radius of curvature. Provide curves for side inlets
and smooth invert fillets for flow transition between pipe inverts.
3.05 DROP CONNECTIONS FOR SANITARY SEWERS
A. Construct drop assembly inside manhole in accordance with City
Standard Detail.
B. Install connection when sewer line enters manhole higher than 24-In.
above invert of manhole.
3.06 STUBS FOR FUTURE CONNECTIONS
A. In manholes where future connections are indicated on Drawings, install
resilient connectors and pipe stubs with approved watertight plugs.
3.07 ADJUSTMENT RINGS AND FRAME
A. Combine a minimum of 2 precast concrete or HDPE adjustment rings so
elevation of installed casting cover matches pavement surface or
elevation shown in drawings. Maximum combined height of rings to be no
more than 21 inches. Seal between concrete adjustment ring and precast
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE MANHOLES
02081-9
March 31, 2011
top section with non-shrink grout; do not use mortar between adjustment
rings. Apply latex-based bonding agent to precast concrete surfaces to
be joined with non-shrink grout. Set cast iron frame on adjustment ring in
a bed of approved sealant material. Install a sealant bed consisting of
two beads of sealant, each bead having minimum dimensions of 1/2-In.
and 1/2-In. wide.
B. Wrap manhole frame and adjustment rings with external sealing material,
minimum 3-In. beyond joint between ring and frame, and ring and precast
section. Encase rings and frame with type B concrete, per drawings.
C. For manholes in unpaved areas, set top of frame level with encasement
and existing ground line unless otherwise indicated on Drawings. Encase
manhole frame with type B concrete, placed flush with face of manhole
ring and top edge of frame. Provide rounded corner around perimeter.
3.08 BACKFILL
A. After concrete obtains adequate strength, place and compact backfill
materials in area of excavation surrounding manholes in accordance with
requirements of Section 02317 - Excavation and Backfill for Utilities. Use
embedment zone backfill material for adjacent utilities, as shown in City
Standard Details over each pipe connected to manhole. Provide trench
zone backfill, as specified for adjacent utilities, above embedment zone
backfill.
B. Where rigid joints are used for connecting existing sewers to
manhole, backfill under existing sewer up to spring line of pipe with
Class B concrete or flowable fill.
C. In unpaved areas, provide positive drainage away from manhole frame
to natural grade. Provide minimum of 4-In. of topsoil conforming to
requirements of Section 02911 - Topsoil. Seed in accordance with
Section 02921 - Hydro-mulch Seeding, or sod disturbed areas in
accordance with Section 02922 - Sodding.
3.09 FIELD QUALITY CONTROL
A. Conduct leakage testing of Sanitary Sewer manholes in accordance with
requirements of Section 02533 - Acceptance Testing for Sanitary Sewers.
3.10 PROTECTION
A. Protect manholes from damage until subsequent work has been
accepted. Repair or replace damaged elements of manholes at no
additional cost to the City.
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE MANHOLES
02081-10
March 31, 2011
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-1
March 31, 2011
SECTION 02082
PRECAST CONCRETE MANHOLES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Precast concrete manholes for sanitary sewers, storm sewers, and water
lines.
B. Pile-supported concrete foundation used for unstable subgrade treatment
for manhole base.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for normal depth manholes, up to 6-Ft. deep, is on a unit
price basis for each manhole installed. Manhole depth is measured
from top of cover to sewer invert. Air release manhole depth is
measured from top of cover to inside base for air release or vacuum
release manholes.
2. Payment for shallow depth manholes is on a unit price basis for
each manhole installed. Shallow manholes have a depth of 5-Ft. or
less measured from top of cover to sewer invert.
3. Payment for extra depth manholes is on a unit price basis per
vertical foot for each foot of depth greater than 6-Ft. Sewer
manhole depth is measured from top of cover to sewer invert. Air
release manhole depth is measured from top of cover to inside
base for air release or vacuum release manholes.
4. Payment for normal depth corrosion resistant manholes is on a unit
price basis for each manhole installed
5. Payment for standard manhole drops is on a unit price basis for
each drop installed. Standard manhole drops include internal drops
only.
6. Payment for watertight manholes, including vented manholes is on
a unit price basis for each.
7. Payment for air-release manhole with valves and fittings installed is
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-2
March 31, 2011
on a unit price basis for each manhole with air-release valves and
fittings installed.
8. Payment for pile supported concrete foundation used for unstable
sub-grade treatment for manhole base is on a unit price basis for
each foundation installed.
9. Pay estimates for partial payments will be made as measured
above according to the following schedule for sanitary sewer
manholes:
a. Estimate for 90 percent payment will be authorized when the
manhole is completely installed and surrounding soil
backfilled
b. Estimate for 100 percent payment will be authorized when
manhole has been tested as specified in Section 02533 -
Acceptance Testing for Sanitary Sewers
10. Refer to Section 01270 - Measurement and Payment for unit price
procedures
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASME B 16.1 - Cast Iron Pipe Flanges and Flanged Fittings
B. ASTM A 307 - Standard Specification for Carbon Steel Bolts and Studs,
60,000 psi Tensile
C. ASTM A615 - Standard Specification for Deformed and Plain Billet-Steel
Bars for Concrete Reinforcement
D. ASTM C 270 - Standard Specification for Mortar for Unit Masonry
E. ASTM C 443 - Standard Specification for Joints for Circular Concrete
Sewer and Culvert Pipe, Using Rubber Gaskets.
F. ASTM C 478 - Standard Specification for Precast Reinforced Concrete
Manhole Sections
G. ASTM C 923 - Standard Specifications for Resilient Connectors Between
Reinforced Concrete Manhole Structures and Pipes
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-3
March 31, 2011
H. ASTM C 1107 - Standard Specification for Packaged Dry, Hydraulic-
Cement Grout (Non- shrink)
I. ASTM D 698 - Standard Test Method for Laboratory Compaction
Characteristics of Soil Using Standard Effort (12,400 ft-lb/ft3)
J. ASTM D 2665 - Standard Specification for Poly (Vinyl Chloride) (PVC)
Plastic Drain, Waste and Vent Pipe and Fittings
K. ASTM D 2996 - Standard Specification for Filament-Wound “Fiberglass”
(Glass-Fiber- Reinforced Thermosetting-Resin) Pipe
L. ASTM D 2997 - Standard Specification for Centrifugally Cast “Fiberglass”
(Glass-Fiber- Reinforced Thermosetting Resin) Pipe
M. AWWA C 213 - Standard for Fusion Bonded Epoxy Coating for Interior
and Exterior of Steel Water Pipelines
N. American Association of State Highway and Transportation Officials
(AASHTO)
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's data and details of following items for approval:
1. Shop drawings of manhole sections, base units and construction
details, including reinforcement, jointing methods, materials and
dimensions.
2. Summary of criteria used in manhole design including, as minimum,
material properties, loadings, load combinations, and dimensions
assumed. Include certification from manufacturer that precast
manhole design is in full accordance with ASTM C 478 and design
criteria as established in Paragraph 2.01E of this Specification.
3. Frames, grates, rings, and covers
4. Materials to be used in fabricating drop connections
5. Materials to be used for pipe connections at manhole walls
6. Materials to be used for stubs and stub plugs, if required
7. Materials and procedures for corrosion-resistant liner and coatings,
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-4
March 31, 2011
if required.
8. Plugs to be used for sanitary sewer hydrostatic testing
9. Manufacturer's data for pre-mix (bag) concrete, if used for channel
inverts and benches
C. Seal submittal drawings by Professional Engineer registered in the State
of Texas.
PART 2 PRODUCTS
2.01 PRECAST CONCRETE MANHOLES
A. Provide manhole sections, base sections, and related components
conforming to ASTM C 478. Provide base riser section with integral floors,
unless shown otherwise. Provide adjustment rings which are standard
components of manufacturer of manhole sections. Mark date of
manufacture and name or trademark of manufacturer on inside of barrel.
B. Construct barrels for precast manholes from standard reinforced concrete
manhole sections of diameter indicated on Drawings. Use various lengths
of manhole sections in combination to provide correct height with fewest
joints. Design wall sections for depth and loading conditions in Paragraph
2.01 E, with minimum thickness of 5-in. Base section shall have minimum
thickness of 12-In. under invert.
C. Provide tops to support HS-20 vehicle loading, and receive cast iron frame
covers, as indicated on Drawings.
D. Where manholes larger than 60-In. diameter are indicated on Drawings,
provide precast base sections with flat slab top precast sections used to
transition to 60-in. diameter manhole access riser sections. Transition is to
be concentric unless otherwise shown on Drawings. Locate transition to
provide minimum of 5-ft. head clearance from base to underside of
transition unless otherwise approved by Public Works.
E. Design Loading Criteria: Manhole walls, transition slabs, cone tops, and
manhole base slab shall be designed, by manufacturer, to requirements of
ASTM C 478 for depth as shown on Drawings and to resist following
loads.
1. AASHTO HS-20 vehicle loading applied to manhole cover and
transmitted down to transition and base slabs
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-5
March 31, 2011
2. Unit soil weight of 120 pcf located above portions of manhole,
including base slab projections
3. Lateral soil pressure based on saturated soil conditions producing
an at-rest equivalent fluid pressure of 100 pcf
4. Internal liquid pressure based on unit weight of 63 pcf
5. Dead load of manhole sections fully supported by transition and
base slabs.
F. Design: Manhole walls, transition slabs, cone tops, and manhole base
slab shall be designed according to requirements of ASTM C 478 and
following:
1. Design additional reinforcing steel to transfer stresses at openings.
Area of steel to be no less than shown on Drawings.
2. Wall loading conditions:
a. Saturated soil pressure acting on empty manhole
b. Manhole filled with liquid to a halfway depth as measured
from invert to cover, with no balancing external soil pressure
3. Minimum clear distance between two wall penetrations shall be 12-
In. or half diameter of smaller penetration, whichever is greater
G. Provide joints between sections with o-ring gaskets conforming to ASTM
C 443.
H. When base is cast monolithic with portion of vertical section, extend
reinforcing in vertical section into base.
I. Precast Concrete Base: Suitable cutouts or holes to receive pipe and
connections. Lowest edge of holes or cutouts: For water line manhole, no
less than 6-In. above inside surface of floor of base.
2.02 CONCRETE
A. Conform to requirements of Section 03315 - Concrete for Utility
Construction.
B. Channel Inverts: Use 5 sack premix (bag) concrete or Class A concrete for
inverts not integrally formed with manhole base, with minimum
compressive strength of 4000 psi.
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-6
March 31, 2011
C. Cement Stabilized Sand Foundation: Provide cement stabilized sand
foundation under base section in lieu of foundation slab, as shown on
Drawings, conforming to requirements of Section 02321 - Cement
Stabilized Sand.
D. Concrete Foundation: Provide Class A concrete with minimum
compressive strength of 4000 psi for concrete foundation slab under
manhole base section where indicated on Drawings.
2.03 REINFORCING STEEL
A. Conform to requirements of Section 03315 - Concrete for Utility
Construction.
2.04 MORTAR
A. Conform to requirements of Section 04061 - Mortar.
2.05 MISCELLANEOUS METALS
A. Provide cast-iron frames, rings, and covers conforming to requirements of
Section 02084 - Frames, Grates, Rings and Covers.
2.06 DROP CONNECTIONS AND STUBS
A. Provide drop connections and stubs conforming to same pipe material
requirements used in main pipe, unless otherwise indicated on Drawings.
2.07 PIPE CONNECTIONS TO MANHOLE
A. Sanitary Sewers.
1. Provide Resilient connectors, ring waterstops, and seals at
connections of wastewater pipes to pre-cast and cast-in-place
manholes and junction boxes shall be watertight, flexible, resilient
and non-corrosive, conforming to ASTM C 923. Metallic mechanical
devices for securing the connectors, ring waterstops, and seals in
place shall be Type 304 stainless steel.
2. Where rigid joints between pipe and cast-in-place manhole base
are specified or shown on Drawings, provide polyethylene-isoprene
water-stop meeting physical property requirements of ASTM C 923,
such as Press-Seal WS Series, or approved equal.
B. Storm Sewer Connections:
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-7
March 31, 2011
A. Provide watertight connections in accordance with ASTM C 923.
C. Water Lines
A. Where smooth exterior pipes, i.e., steel, ductile iron, or PVC pipes are
connected to manhole base or barrel, seal space between pipe and
manhole wall with assembly consisting of rubber gasket or links
mechanically compressed to form a watertight barrier. Assemblies: Press-
Wedge, Res-Seal, Thunderline Link-Seal, or approved equal. See Drawings
for placement of assembly in manhole sections.
B. When connecting concrete or cement mortar coated steel pipes, or as
option for connecting smooth exterior pipes to manhole base or barrel,
space between pipe and manhole wall may be sealed with an assembly
consisting of a stainless steel power sleeve, stainless steel take-up clamp
and a rubber gasket. Take-up clamp: Minimum of 9/16-In. wide. Provide
PSX positive seal gasket system by Press-Seal Gasket Corporation or
approved equal.
2.08 SEALANT MATERIALS
A. Approved products in accordance with Section 01630 - Product
Substitution Procedures.
B. Provide sealing materials between precast concrete adjustment ring and
manhole cover frame, Adeka Ultraseal P201, or approved equal.
C. Provide approved external sealing material from Canusa Wrapid Seal
manhole encapsulation system, or approved equal.
D. Provide Butyl Sealant: Provide Press-Seal EZ Stick, or equal, for HDPE
rings.
2.09 CORROSION RESISTANT MANHOLE MATERIALS
A. Where corrosion-resistant manholes manholes are indicated on Drawings,
provide one of following:
1. The interior walls coated with a City approved sewer structural
coating. Approved products are as followed:
Raven 400 Series High Build Epoxy Liner: Required
thickness 100 mils minimum thickness
Sprayroq, SprayWall polyurethane System: Required
thickness 100 mils minimum thickness
Sewpercoat 200 HS Regular: minimum ½” thickness.
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-8
March 31, 2011
2. Precast base sections, as specified above, lined with PVC or equal
and fiberglass manholes in accordance with Section 02083 -
Fiberglass Manholes.
2.10 BACKFILL MATERIALS
A. Conform to requirements of Section 02317 - Excavation and Backfill for
Utilities.
2.11 NON-SHRINK GROUT
A. Provide prepackaged, inorganic, flowable, non-gas-liberating, non-
metallic, cement-based grout requiring only addition of water.
B. Meet requirements of ASTM C 1107 and have minimum 28-day
compressive strength of 7000 psi.
2.12 VENT MANHOLES
A. Provide vented manhole lids for manholes where indicated on Drawing B.
2.13 PROHIBITED MATERIALS
A. Do not use brick masonry for construction of sanitary sewer manholes,
including adjustment of manholes to grade. Use only specified materials
listed above.
2.14 MANHOLE LADDER FOR WATERLINE MANHOLES
A. Manhole Ladder: Fiberglass with 300-Lb. rating at appropriate length;
conform to requirements of Occupational Safety and Health Standards
(OSHA), U.S. Department of Labor except where shown on Drawings
1. Use components, including rungs, made of fiberglass, fabricated
with nylon or aluminum rivets and/or epoxy. Apply non-skid coating
to ladder rungs. Mount ladder using manufacturer’s recommended
hardware.
2. Provide ladder as manufactured by Saf-Rail or approved equal.
Locate ladder as shown on Drawings.
3. Fiberglass: Premium type polyester resin, reinforced with fiberglass;
constructed to provide complete wetting of glass by resin; resistant
to rot, fungi, bacterial growth and adverse effects of acids, alkalis
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-9
March 31, 2011
and residential and industrial waste; yellow in color.
B. Provide approved petroleum-based tape encapsulating bolts in access
manhole.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that lines and grades are correct.
B. Determine if subgrade, when scarified and re-compacted, can be
compacted to 95 percent of maximum Standard Proctor Density according
to ASTM D 698 prior to placement of foundation material and base
section. When proper density is not reached, moisture condition subgrade
until that density is reached or treat as unstable subgrade.
C. Do not build manholes in ditches, swales, or drainage paths unless
approved by Public Works.
3.02 PLACEMENT
A. Install precast manholes to conform to locations and dimensions shown on
Drawings.
B. Place sanitary and storm manholes at points of change in alignment,
grade, size, pipe intersections, and end of sewer unless otherwise shown
on Drawings.
3.03 MANHOLE BASE SECTIONS AND FOUNDATIONS
A. Place precast base on 6-inch thick (minimum) foundation of crushed
stone, cement stabilized sand, or concrete foundation slab. Compact
cement-sand in accordance with requirements of Section 02321 - Cement
Stabilized Sand.
B. Unstable Subgrade Treatment: When unstable subgrade is encountered,
notify Public Works for examination of subgrade to determine if subgrade
has heaved upwards after being excavated. When heaving has not
occurred, over-excavate subgrade to allow for 24-In. thick layer of crushed
stone wrapped in filter fabric as foundation material under manhole base.
When there is evidence of heaving, provide pile-supported concrete
foundation, as detailed on Drawings, under manhole base.
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-10
March 31, 2011
3.04 PRECAST MANHOLE SECTIONS
A. Install sections, joints, and gaskets in accordance with manufacturer's
printed recommendations.
B. To provide a watertight seal, all manhole riser joints shall be sealed with a
minimum nine (9) inch wide exterior joint wrap meeting this specification
and installed according to manufacturer’s recommendations.
C. Install precast adjustment rings above tops of cones or flat-top sections as
required to adjust finished elevation and to support manhole frame.
D. Seal any lifting holes with non-shrink grout.
E. Where liners are required, seal joints between sections in accordance with
manufacturer’s recommendations.
3.05 PIPE CONNECTIONS AT MANHOLES
A. Install approved resilient connectors at each pipe entering and exiting
manholes in accordance with manufacturer's instructions.
1. Where smooth exterior pipes, i.e. steel, ductile iron or PVC pipes
are connected to manhole base or barrel, space between pipe and
manhole wall shall be sealed with an assembly consisting of rubber
gaskets or links mechanically compressed to form watertight
barrier. Assemblies: “Press-Wedge,” “Res-Seal,” “Thunderline Link-
Seals,” or approved equal. See Drawings for placement of
assembly in manhole sections.
2. When connecting concrete or cement mortar coated steel pipes, or
as an option for connecting smooth exterior pipes to manhole base
or barrel, space between pipe and manhole wall may be sealed
with an assembly consisting of stainless steel power sleeve,
stainless steel take-up clamp and rubber gasket. Take-up clamp:
Minimum of 9/16-In. wide. Provide PSX positive seal gasket
system by Press-Seal Gasket Corporation or approved equal.
B. Grout storm sewer connections to manhole unless otherwise shown on
Drawings. Grout pipe penetration in place on both inside and outside of
manhole.
C. Ensure no concrete, cement stabilized sand, fill, or other rigid material is
allowed to enter space between pipe and edge of wall opening at and
around resilient connector on either interior or exterior of manhole. If
necessary, fill space with compressible material to ensure full flexibility
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-11
March 31, 2011
provided by resilient connector.
D. Where new manhole is constructed on existing sewer, rigid joint pipe may
be used. Install waterstop gasket around existing pipe at center of cast-in-
place wall. Join ends of split waterstop material at pipe springline using an
adhesive recommended and supplied by waterstop manufacturer.
E. Test connection for watertight seal before backfilling.
3.06 INVERTS FOR SANITARY SEWERS
A. Construct invert channels to provide smooth flow transition waterway with
no disruption of flow at pipe-manhole connections. Conform to following
criteria:
1. Slope of invert bench: 1-In. per foot minimum; 1-1/2-In. per foot
maximum
2. Depth of bench to invert:
a. Pipes smaller than 15-In.: one-half of largest pipe diameter
b. Pipes 15 to 24-In.: three-fourths of largest pipe diameter
c. Pipes larger than 24-In.: equal to largest pipe diameter
3. Invert slope through manhole: 0.10-Ft. drop across manhole with
smooth transition of invert through manhole, unless otherwise
indicated on Drawings.
B. Form invert channels with concrete if not integral with manhole base
section. For direction changes of mains, construct channels tangent to
mains with maximum possible radius of curvature. Provide curves for side
inlets and smooth invert fillets for flow transition between pipe inverts.
3.07 DROP CONNECTIONS FOR SANITARY SEWERS
A. Construct drop assembly in accordance with City of Schertz Standard
Detail.
B. Install drop connection when sewer line enters manhole higher than 30-In.
above invert of manhole.
3.08 STUBS FOR FUTURE CONNECTIONS
A. In manholes, where future connections are indicated on Drawings, install
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-12
March 31, 2011
resilient connectors and pipe stubs with approved watertight plugs.
3.09 MANHOLE FRAME AND ADJUSTMENT RINGS
A. Combine at a minimum of 2 precast concrete or HDPE adjustment rings of
2-inch thickness each so elevation of installed casting cover matches
pavement surface or elevation shown in drawings. Maximum combined
height of rings to be no more than 21 inches. Seal between concrete
adjustment ring and precast top section with non-shrink grout; do not use
mortar between adjustment rings. Apply latex-based bonding agent to
precast concrete surfaces joined with non-shrink grout. Set cast iron frame
on adjustment ring in bed of approved sealant material. Install sealant bed
consisting of two beads of sealant, each bead having minimum
dimensions of 1/2-In. and 1/2-In. wide.
B. Wrap manhole frame and adjustment rings with external sealing material,
minimum 3 inches beyond joint between ring and frame and adjustment
rings and precast section. Encase rings and frame with type B concrete,
per drawings.
C. For manholes in unpaved areas, set top of frame level with encasement
and existing ground line unless otherwise indicated on Drawings. Encase
manhole frame with type B concrete, placed flush with face of manhole
ring and top edge of frame. Provide rounded corner around perimeter.
3.10 BACKFILL
A. Place and compact backfill materials in area of excavation surrounding
manholes in accordance with requirements of Section 02317 - Excavation
and Backfill for Utilities. Provide embedment zone backfill material, as
specified for adjacent utilities, from manhole foundation up to an elevation
12-In. over each pipe connected to manhole. Provide trench zone backfill,
as specified for adjacent utilities, above embedment zone backfill.
B. Where rigid joints are used for connecting existing sewers to manhole,
backfill under existing sewer up to springline of pipe with Class B concrete
or flowable fill.
C. In unpaved areas, provide positive drainage away from manhole frame to
natural grade. Provide minimum of 4-In. of topsoil conforming to
requirements of Section 02911 - Topsoil. Seed in accordance with Section
02921 - Hydromulch Seeding. When shown on Drawings, sod disturbed
areas in accordance with Section 02922 - Sodding.
CITY OF SCHERTZ
STANDARD SPECIFICATION PRECAST CONCRETE MANHOLES
02082-13
March 31, 2011
3.11 FIELD QUALITY CONTROL
A. Conduct leakage testing of sanitary sewer manholes in accordance with
requirements of Section 02533 - Acceptance Testing for Sanitary Sewers.
3.12 PROTECTION
A. Protect manholes from damage until work has been accepted. Repair
damage to manholes at no additional cost to the City.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION FIBERGLASS MANHOLES
02083-1
March 31, 2011
SECTION 02083
FIBERGLASS MANHOLES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Fiberglass manholes for unpaved areas placed on top of a precast base to
form a manhole.
B. Fiberglass for construction in back lot easements placed on cast-in-place
base.
C. Fiberglass manholes are not permitted underneath existing or proposed
pavement.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for fiberglass manholes is on unit price basis for each
manhole installed.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for Work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ANSI B 16.1 - Cast Iron Pipe Flanges and Flanged Fittings.
B. ASTM A 307 - Standard Specification for Carbon Steel Bolts and Studs,
60,000 psi Tensile Strength.
C. ASTM C 270 - Standard Specification for Mortar for Unit Masonry.
D. ASTM C 1107 - Standard Specification for Packaged Dry, Hydraulic-
Cement Grout (Non- shrink).
E. ASTM D 698 - Standard Test Method for Laboratory Compaction
Characteristics of Soil Using Standard Effort (12,400 Ft.-Lb./Ft3 (600kN-
m/m3).
CITY OF SCHERTZ
STANDARD SPECIFICATION FIBERGLASS MANHOLES
02083-2
March 31, 2011
F. ASTM D 2665 - Standard Specification for Poly (Vinyl Chloride)
(PVC) Plastic Drain, Waste and Vent Pipe and Fittings.
G. ASTM D 2996 - Standard Specification for Filament-Wound
“Fiberglass” (Glass-Fiber- Reinforced Thermosetting-Resin) Pipe.
H. ASTM D 2997 - Standard Specification for Centrifugally Cast
“Fiberglass” (Glass-Fiber- Reinforced Thermosetting Resin) Pipe.
I. ASTM D 3753 - Standard Specification for Glass-Fiber-Reinforced Polyester
Manholes and Wetwells.
J. American Association of State Highway and Transportation Officials
(AASHTO).
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's data and details of following items for approval:
1. Design and fabrication details of fiberglass manhole components
2. Installation instruction for fiberglass manholes
3. Frames, grates, rings, and covers
4. Materials to be used in fabricating drop connections
5. Materials to be used for pipe connections at manhole walls
6. Materials to be used for stubs and stub plugs, if required
7. Plugs to be used for sanitary sewer hydrostatic testing
8. Manufacturer's data for pre-mix (bag) concrete if used for channel
inverts and benches
9. Manufacturer's color chart for fiberglass vent pipe coatings.
C. Submittals listed in Section 02082, paragraph 1.04.
PART 2 PRODUCTS
2.01 FIBERGLASS MANHOLES AND BASE SECTIONS
CITY OF SCHERTZ
STANDARD SPECIFICATION FIBERGLASS MANHOLES
02083-3
March 31, 2011
A. Provide prefabricated fiberglass manholes which conform in shape,
size, dimensions, and details shown on Drawings. Unless modified by
Drawings, use manhole sections conforming to ASTM D 3753.
B. Provide products manufactured by companies listed on the City of Schertz
Standard Product List.
C. Mark date of manufacture and name or trademark of manufacturer in 1-
In. high stenciled letters on inside of barrel.
D. Unless larger size is required, provide 60-inch-diameter barrel for
fiberglass manholes. Provide wall section thickness for depth of manhole
according to ASTM D 3753, but not less than 0.50-In. in thickness.
E. Provide fabricated reducer bonded at factory to form one continuous unit
at top of manhole barrel to accept concrete grade rings and cast iron
frame and cover. Reducer design shall be of sufficient strength to safely
support HS-20 loading in accordance with AASHTO.
F. Provide manhole base of precast concrete conforming to Section 02082 -
Precast Concrete Manholes, unless cast-in-place base is indicated on
Drawings. For precast manhole bases, use an approved steel-reinforced
design of sufficient strength to withstand imposed loads. Form base so
that joint with fiberglass manhole barrel is sealed against leakage, as
shown on Drawings.
2.02 CONCRETE
A. Conform to requirements of Section 03315 - Concrete for Utility
Construction.
B. Channel Inverts: Use 5 sack premix (bag) concrete or Class A concrete for
inverts not integrally formed with manhole base, with minimum compressive
strength of 4000 psi.
C. Concrete Foundation: Use Class A concrete with minimum compressive
strength of 4000 psi for cast-in-place base and for foundation slab under
manhole base section where indicated on Drawings.
D. Cement Stabilized Sand Foundation: In lieu of foundation slab, provide
cement stabilized sand foundation under base section, when shown on
manhole Drawings, conforming to requirements of Section 02321 -
Cement Stabilized Sand.
2.03 REINFORCING STEEL
CITY OF SCHERTZ
STANDARD SPECIFICATION FIBERGLASS MANHOLES
02083-4
March 31, 2011
A. Provide reinforcing steel conforming to requirements of Section 03315 -
Concrete for Utility Construction.
2.04 MORTAR
A. Conform to requirements of Section 04061 - Mortar.
2.05 MISCELLANEOUS METALS
A. Provide cast-iron frames, rings, and covers conforming to requirements
of Section 02084 - Frames, Grates, Rings, and Covers.
2.06 DROP CONNECTIONS AND STUBS
A. Provide drop connections and stubs conforming to same pipe material
requirements used in main pipe, unless otherwise indicated on Drawings.
2.07 PIPE CONNECTIONS FOR SANITARY SEWERS
A. Provide pipe connections conforming to requirements of Section 02082 -
Precast Concrete Manholes.
B. For drop, provide manufactured connector, such as Insert-a-Tee or
equal, which provides positive seal between pipe and wall.
2.08 SEALANT MATERIALS
A. Provide sealing materials between precast concrete adjustment ring
and manhole cover frame, such as Adeka Ultraseal P201, or
approved equal.
B. Butyl Sealant: Provide Press-Seal EZ Stick, or equal, for HDPE rings.
2.09 BACKFILL MATERIALS
A. Backfill materials shall conform to requirements of Section 02317 -
Excavation and Backfill for Utilities.
2.10 NON-SHRINK GROUT
A. Provide prepackaged, inorganic, flowable, non-gas-liberating,
nonmetallic, cement-based grout requiring only addition of water.
B. Grout shall meet requirements of ASTM C 1107 and shall have
minimum 28-day compressive strength of 7000 psi.
CITY OF SCHERTZ
STANDARD SPECIFICATION FIBERGLASS MANHOLES
02083-5
March 31, 2011
2.11 VENT PIPES
A. Provide external vent pipes for manholes, where indicated on Drawings.
B. Buried Vent Pipes: Provide 3-In. or 4-In. PVC DWV pipe conforming to
ASTM D 2655. Alternately, provide FRP pipe as specified for vent outlet
assembly.
C. Vent Outlet Assembly: Provide vent outlet assembly as shown on
Drawings, constructed of following specified materials:
1. FRP Pipe: Provide filament-wound FRP conforming to ASTM D
2996 or centrifugally cast FRP conforming to ASTM D 2997. Seal
cut ends in accordance with manufacturer's recommendations
2. Joints and Fittings: Provide epoxy bodied fittings and join pipe
to fittings with epoxy adhesive, according to pipe manufacturer's
instructions.
3. Flanges: Provide socket-flange fittings for epoxy adhesive
bonding to pipe ends where shown on Drawings. Flanges shall
meet bolt pattern and dimensions for ANSI B16.1, 125-Lb.
flanges. Flange bolts shall be hot-dip zinc coated, conforming to
ASTM A307, Class A or B.
4. Coating: Provide 2-component, aliphatic polyurethane coating
using primer or tie coat recommended by manufacturer. Provide
two or more coats to yield dry film thickness of at least 3-Mils.
Provide Amershield, Tnemec 74, or equal. Color shall be selected
by Public Works from manufacturer's standard colors.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify that lines and grades are correct.
B. Determine if subgrade, when scarified and recompacted, can be
compacted to 95 percent of maximum Standard Proctor Density according
to ASTM D 698 prior to placement of foundation material and base section.
When it cannot be compacted to that density, moisture condition subgrade
until that density can be reached or treat as an unstable subgrade.
C. Do not build manholes in ditches, swales, or drainage paths unless
approved by Public Works.
CITY OF SCHERTZ
STANDARD SPECIFICATION FIBERGLASS MANHOLES
02083-6
March 31, 2011
3.02 PLACEMENT
A. Install fiberglass manholes to conform to locations and dimensions shown
on Drawings. Do not install underneath existing or proposed pavement.
B. Place sanitary sewer manholes at points of change of
alignment, grade, size, pipe intersections, and end of sewer.
3.03 MANHOLE BASE SECTIONS AND FOUNDATIONS
A. Place base section and foundation as required in Section 02082 - Precast
Concrete Manholes.
3.04 CAST-IN-PLACE FOUNDATION
A. Where Drawings indicate cast-in-place manhole base, place concrete as
shown on Drawings on 4-In. (minimum) layer of either crushed stone,
cement stabilized sand, or seal slab. When unstable subgrade is
identified, over-excavate subgrade to allow for placement of 12-In. thick
layer of crushed stone wrapped in filter fabric.
3.05 MANHOLE BARREL
A. Lower manhole barrel onto base section. Seal with manufacturer's
gasket or approved sealant. Wrap joint with external sealing
material, minimum 12-In. width.
B. Where cast-in-place base is used, support manhole barrel in place and
brace it from sides of excavation to prevent any movement of barrel during
concrete placement and while concrete is setting. Provide minimum
clearance between reinforcing steel and manhole barrel bottom as shown
on Drawings. Do not support manhole barrel on reinforcing steel. Place
bead of water swelling sealant around inside of barrel near bottom, as
shown on Drawings, to form seal.
3.06 PIPE CONNECTIONS AT PRECAST MANHOLE BASE
A. Install approved resilient connectors at each pipe entering and
exiting sanitary sewer manholes in accordance with manufacturer's
instructions.
B. Ensure that no concrete, cement stabilized sand, fill, or other solid material
is allowed to enter space between pipe and edge of wall opening at and
around resilient connector on either interior or exterior of manhole. When
necessary, fill space with compressible material to ensure full flexibility
provided by resilient connector.
CITY OF SCHERTZ
STANDARD SPECIFICATION FIBERGLASS MANHOLES
02083-7
March 31, 2011
C. Test connection for watertight seal before backfilling.
3.07 PIPE CONNECTIONS AT CAST-IN PLACE BASE
A. Cut manhole barrel for pipe penetrations following curvature of pipe and with
maximum of 1-In. clearance. Seal cut edges with resin. Hole may be
circular or cutout with semi- circular top which extends to bottom of barrel.
B. Place continuous bead of water swelling sealant, as shown on Drawings,
around pipe penetrations on interior of manhole barrel. Roughen surface
of fiberglass prior to placement to improve bond with sealant. Allow
sealant to completely cure before placing concrete against it.
C. Extend pipe entering manhole at least 8-In. into manhole. Fit pipes with
neoprene water- stop gasket seal placed tightly around pipe using
stainless steel clamp. Alternately, pipes may have continuous bead of
water swelling sealant, as detailed on Drawings, placed around pipe
circumference.
D. When forming invert surface in bottom of manhole, mound concrete
around pipe penetrations so that water swelling sealant beads and
neoprene water-stop gasket have minimum 2-In. of concrete cover.
E. Test connection for watertight seal before backfilling.
3.08 INVERTS FOR SANITARY SEWERS
A. Construct invert channels as required in Section 02082 - Precast Concrete
Manholes.
3.09 DROP CONNECTIONS FOR SANITARY SEWERS
A. Construct drop connections in accordance with City of Schertz Standard
Details..
B. Install drop connection when sewer line enters manhole higher than 24-In.
above invert of manhole.
C. At drop pipe connections through fiberglass barrel, cut circular hole sized
to requirements of manufactured connector. Seal cut edge with resin.
Install watertight connector according to manufacturer's recommendations.
3.10 STUBS FOR FUTURE CONNECTIONS
A. Where future connections are indicated on Drawings, install resilient
CITY OF SCHERTZ
STANDARD SPECIFICATION FIBERGLASS MANHOLES
02083-8
March 31, 2011
connectors and pipe stubs with approved watertight plugs in manholes.
B. At cast-in-place base, where future connections are indicated on
Drawings, install section of pipe extending no further than 12-In. from
edge of foundation, ending in bell and provided with rubber-gasket
watertight plug.
3.11 ADJUSTMENT RINGS AND FRAME
A. Combine precast concrete or HDPE adjustment rings so that elevation of
installed casting cover matches pavement surface. Do not load manhole
except on load bearing shoulder of manhole. Seal between adjustment
ring and fiberglass manhole with approved sealant material. Apply a
latex bonding agent to precast concrete surface and join with non-shrink
grout. Set cast iron frame on adjustment ring in bed of approved sealant
material. Install sealant bed consisting of two beads on sealant, each
bead having minimum dimensions of 1/2-In. and 1/2-In. wide.
B. Wrap manhole frame and adjustment rings with external sealing material,
minimum 3-In. beyond joint between ring and frame and ring and precast
section.
C. Set cast iron frame on top of cone or adjustment rings using water
swelling sealant materials and adjust elevation of casting cover to match
pavement surface. Encase cone and frame with concrete type B per
drawings.
3.12 BACKFILL
A. After leakage testing, place and compact backfill material in area of
excavation surrounding manholes in accordance with requirements of
Section 02317- Excavation and Backfill for Utilities. Use embedment zone
backfill material, as specified for adjacent utilities, from manhole foundation
up to elevation 12-In. over each pipe connected to manhole. Provide
trench zone backfill, as specified for adjacent utilities, above embedment
zone backfill.
B. In unpaved areas, provide positive drainage away from manhole frame
to natural grade. Provide minimum of 4-In. of topsoil conforming to
requirements of Section 02911 - Topsoil and seed in accordance with
Section 02921 - Hydromulch Seeding. When shown on Drawings, sod
disturbed areas in accordance with Section 02922- Sodding.
3.13 FIELD QUALITY CONTROL
A. Conduct leakage testing of sanitary sewer manholes in accordance with
CITY OF SCHERTZ
STANDARD SPECIFICATION FIBERGLASS MANHOLES
02083-9
March 31, 2011
requirements of Section 02533 - Acceptance Testing for Sanitary Sewers.
3.14 PROTECTION
A. Protect manholes from damage until work has been finally accepted.
Repair damage to manholes at no additional cost to the City.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION FRAMES, GRATES, RINGS AND COVERS
02084-1
March 31, 2011
SECTION 02084
FRAMES, GRATES, RINGS, AND COVERS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Iron castings for manhole frames and covers, inlet frames and grates,
catch basin frames and grates, meter vault frames and covers, adjustment
rings, and extensions.
B. Ring grates.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No payment will be made for frames, grates, rings, covers, and
seals under this Section. Include payment in unit price for related
item.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for Work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. AASHTO - American Association of State Highway and Transportation
Officials Standard Specification for Highway Bridges
B. ASTM A 48 - Standard Specification for Gray Iron Castings
C. ASTM A 615 - Standard Specification for Deformed and Plain Billet-Steel
Bars for Concrete Reinforcement
D. AWS - D 12.1 Welding Reinforcing Steel.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit copies of manufacturer's specifications, load tables, dimension
diagrams, anchor details, and installation instructions.
CITY OF SCHERTZ
STANDARD SPECIFICATION FRAMES, GRATES, RINGS AND COVERS
02084-2
March 31, 2011
C. Submit shop drawings for fabrication and installation of casting assemblies
that are not included in Drawings or standard City details. Include plans,
elevations, sections and connection details. Show anchorage and
accessory items. Include setting drawings for location and installation of
castings and anchorage devices.
PART 2 PRODUCTS
2.01 CASTINGS
A. Use castings for frames, grates, rings and covers conforming to ASTM
A 48, Class 35B. Provide locking covers if indicated on Drawings.
B. Use clean castings capable of withstanding application of AASHTO
M306- 40,000-Lb. proof loading without detrimental permanent
deformation.
C. Fabricate castings to conform to shapes, dimensions, and with wording or
logos shown on Drawings. Standard dimensions for manhole covers are 32-
In. in diameter.
D. Use clean castings, free from blowholes and other surface
imperfections. Use clean and symmetrical cast holes in covers, free of
plugs.
2.02 BEARING SURFACES
A. Machine bearing surfaces between covers or grates and their respective
frames so that even bearing is provided for position in which casting may
be seated in frame.
2.03 SPECIAL FRAMES AND COVERS
A. Where indicated on Drawings, provide watertight manhole frames and
covers with minimum of four bolts and gasket designed to seal cover to
frame. Supply approved watertight manhole covers and frames.
B. Where shown on Drawing, provide manhole frames and covers with 48-In.
diameter clear opening, with inner cover for 30-In. diameter clear opening.
Provide approved inner cover with pattern shown on Drawings.
2.04 FINISH
A. Unless otherwise specified, uncoated coat iron.
CITY OF SCHERTZ
STANDARD SPECIFICATION FRAMES, GRATES, RINGS AND COVERS
02084-3
March 31, 2011
2.05 FABRICATED RING GRATES
A. Fabricate ring grates from reinforcing steel conforming to ASTM A 615.
B. Conform to welds connecting bars to AWS D 12.1.
2.06 ADJUSTMENT RINGS FOR ASPHALT OVERLAYS
A. Use castings conforming Section 2.01.
B. One piece casting with dimensions to fit frame and cover.
PART 3 EXECUTION
3.01 INSTALLATION
A. Install castings according to approved shop drawings, instructions in
related specifications, and applicable directions from manufacturer's
printed materials.
B. Set castings accurately at required locations to proper alignment and
elevation. Keep castings plumb, level, true, and free of rack. Measure
location accurately from established lines and grades. Brace or anchor
frames temporarily in form work until permanently set.
C. Install adjustment rings in existing frames with clean bearing surfaces
that are free from rocking.
END OF SECTION
CITY OF SCHERTZ VALVE BOXES, METER BOXES,
STANDARD SPECIFICATION AND METER VAULTS
02085-1
March 31, 2011
SECTION 02085
VALVE BOXES, METER BOXES, AND METER VAULTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Valve boxes for water service.
B. Meter boxes for water service.
C. Meter vaults for water service.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for valve boxes under this
Section. Include payment in unit price for Section 02521 Gate
Valves, 02522 Butterfly Valves.
2. No separate payment will be made for meter boxes under this
Section. Include payment in unit price for Section 02526
Water Meters.
3. Payment for each size of meter vaults is on unit price basis
per vault. Payment will be made for each vault installed,
regardless of depth.
4. Refer to Section 01270 - Measurement and Payment for unit
price procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price
Contract, payment for work in this Section is included in total
Stipulated Price.
1.03 REFERENCES
A. ASTM A 48 - Standard Specification for Gray Iron Castings.
B. ASTM D 256 - Standard Test Methods for Determining the Izod
Pendulum Impact Resistance of Plastics.
C. ASTM D 638 - Standard Test Method for Tensile Properties of Plastics.
CITY OF SCHERTZ VALVE BOXES, METER BOXES,
STANDARD SPECIFICATION AND METER VAULTS
02085-2
March 31, 2011
D. ASTM D 648 - Standard Test Method for Deflection Temperature of
Plastics Under Flexural Load in the Edgewise Position.
E. ASTM D 790 - Standard Test Methods for Flexural Properties of
Unreinforced and Reinforced Plastics and Electrical Insulating
Materials.
F. ASTM D 2240 - Standard Test Method for Rubber Property-Durometer
Hardness.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturers’ product data for following items for approval:
1. Each type of valve box and lid.
2. Each type of meter box and cover.
3. Each type of meter vault frame and cover.
C. Submit design calculations and shop drawings for precast vault
elements, sealed by an Engineer registered in State of Texas.
D. Submit shop drawings for cast-in-place meter vaults for approval if
proposed construction varies from Drawings.
E. Submit manufacturer's certification that plastic meter boxes meet
requirements of Paragraph 2.05, Plastic Meter Boxes.
PART 2 PRODUCTS
2.01 VALVE BOXES
A. Provide approved Type A, cast-iron/ductile-iron, slide-type, valve
boxes. Design of valve box shall minimize stresses on valve
imposed by loads on box lid.
B. Cast “WATER” into lid, ½-In. in height and raised 3/32-In., for
valves serving potable water lines.
C. Unless otherwise specified, uncoated cast iron.
D. Riser Pipe.
CITY OF SCHERTZ VALVE BOXES, METER BOXES,
STANDARD SPECIFICATION AND METER VAULTS
02085-3
March 31, 2011
1. 6-In. ductile-iron, thickness Class 51 riser pipes in
accordance with Section 02501 – Ductile Iron Pipe and
Fittings.
2. Provide single section of pipe.
E. Concrete for valve box placement:
1. Valve boxes located in streets or other area subject to vehicular
traffic shall be provided with concrete collars as shown in the
Standard Drawings. Collars around such valve boxes shall be
formed and finished off neatly and to finish grade.
2. For other locations, provide concrete for sidewalks conforming
to requirements of Section 02751 - Concrete Paving.
2.02 METER BOXES
A. Provide meter boxes for 5/8-In. through 2-In. meters of the following
materials:
1. Non-traffic bearing locations: Plastic.
2. Traffic bearing locations: Cast iron.
B. Provide meter boxes for 2-In. and larger meters of cast iron.
C. Extensions: Meter box extensions 3-In. and 6-In. in height shall be
available from manufacturer as standard item.
2.03 PLASTIC METER BOXES
A. Provide meter box as manufactured by DFW Plastics of Fort Worth, TX
and meeting the requirements of Models D1218-RSBSM or DFW39C-
SBSM. Made of black modified polyethylene conforming to the
following ASTM standards:
B. Meter box lid shall have the words “Water Meter” molded into the lid,
diamond pattern, 1 piece of ½” rebar secured in lid, AMR Slide Mount
molded into lid on the underneath side and off center.
C. Meter box body shall have crush resistant ribbing along outside of the
box and a flange around the top opening to help prevent settling and
adjustment to grade.
CITY OF SCHERTZ VALVE BOXES, METER BOXES,
STANDARD SPECIFICATION AND METER VAULTS
02085-4
March 31, 2011
2.04 CAST-IRON METER BOXES
A. Cast-Iron Boxes: Clean and free from sand blow-holes or other
defects conforming to requirements of ASTM A 48, Class 30B.
Bearing surfaces shall be machined so that covers seat evenly in
frames.
B. Boxes and lids shall have dipped, coal-tar-pitch, varnish finish. Lid
edges must be free of drippings that prevent proper seating in box.
C. Lid shall be steel checkered plate rectangular cover with raised lug
pattern, with 2 – 1”x1”x1/8” (23 3/4” long) angle steel and 2 –
2”x2”x1/4” (22” long) angle steel welded to underside. Provide lock-
type meter boxes when required by Drawings. Lock mechanisms
shall work with ease.
2.05 METER VAULTS
A. Meter vaults may be constructed of precast concrete, cast-in-
place concrete unless a specific type of construction is required
by Drawings.
B. Concrete for Meter Vaults: Class A concrete, conforming to
requirements of Section 03315 - Concrete for Utility Construction with
minimum compressive strength of 4000 psi at 28 days.
C. Reinforcing steel for meter vaults: Conform to requirements of Section
03315 Concrete for Utility Construction.
D. Grates and Covers: Conform to requirements of Section 02084 -
Frames, Grates, Rings, and Covers.
PART 3 EXECUTION
3.01 EXAMINATION
A. Obtain approval from Public Works for location of meter vault.
B. Verify lines and grade are correct.
C. Verify compacted subgrade will support loads imposed by vaults.
3.02 VALVE BOXES
A. Install riser pipe with suitable length for depth of cover
indicated on Drawings or to accommodate actual finish
grade.
CITY OF SCHERTZ VALVE BOXES, METER BOXES,
STANDARD SPECIFICATION AND METER VAULTS
02085-5
March 31, 2011
1. Install with bell on top of valve
2. Place riser pipe in plumb, vertical position
B. Install valve box and riser piping plumbed in a vertical position.
Provide 6-In. telescoping freeboard space between riser pipe top butt
end, and interior contact flange of valve box, for vertical movement
damping. End of pipe resting on valve shall be notched out sufficiently
to provide a snug fit around the valve bonnet and to center valve
inside of pipe.
C. Set, align, and adjust valve box so that lid is level with final grade.
Pour concrete collar, per plans.
D. Paint covers of new valve boxes in fluorescent orange when
installed. After completion and acceptance by the City, repaint
covers black.
3.03 METER BOXES
A. Install cast iron or plastic boxes in accordance with manufacturer’s
instructions.
B. Adjust top of meter boxes to conform to cover elevations specified in
Paragraph 3.05, Frame and Cover for Meter Vaults.
D. Do not locate under paved areas unless approved by Public Works.
Use approved traffic- type box with steel plate lid when meter must
be located in paved areas.
3.04 METER VAULTS
A. Construct concrete meter vaults to dimensions shown on Drawings.
Do not cast in presence of water. Make bottom uniform. Verify lines
and grades are correct and compacted subgrade will support loads
imposed by vaults.
B. Precast Meter Vaults:
1. Install precast vaults in accordance with manufacturer’s
recommendations. Set level on a minimum 3-In. thick bed of
sand, or compacted granular base conforming to requirements
of Section 02320 - Utility Backfill Materials.
2. Seal lifting holes with cement-sand mortar or non-shrink grout.
CITY OF SCHERTZ VALVE BOXES, METER BOXES,
STANDARD SPECIFICATION AND METER VAULTS
02085-6
March 31, 2011
C. Meter Vault Floor Slab:
1. Construct floor slabs of 6-inch-thick reinforced concrete. Slope
floor ¼-In. per foot toward sump. Make sump 6-inch minimum
in diameter, or 12-In. square, and 4-In. deep, unless other
dimensions are required by Drawings. Install dowels at
maximum of 18-In., center-to-center for keying walls to floor
slab.
2. Precast floor slab elements may be used for precast vault
construction
D. Cast-in-Place Meter Vault Walls:
1. Key walls to floor slab and form to dimensions shown on
Drawings. Minimum wall thickness shall be 4-In..
2. Cast walls monolithically. One cold joint will be allowed when
vault depth exceeds 12 Ft.
3. Set frame for cover in concrete
3.05 FRAME AND COVER FOR METER VAULTS
A. Vault Access Doors: Vault access doors shall be designed for H20
traffic loads in vehicle access areas or in as future paved areas.
Access doors shall be aluminum in non-vehicle traffic areas. Vault
access doors shall have lifting pistons.
B. Vault Access Covers: Vault covers shall be steel checkered plate, ¼”
minimum thickness reinforced with steel members for the design
load specified. Reinforcing shall be stagger welded to the cover, and
the entire assembly shall be hot dip galvanized after fabrication. The
top of the cover plate shall be flush with the vault slab. Covers and
reinforcing members shall be designed to fit a preformed recess in
the vault casting with steel reinforcing members mitered at each end.
Cover plates shall have lifting holes.
C. Set cast iron frame in a mortar bed and adjust elevation of cover as
follows:
1. In unpaved areas, set top of meter box or meter vault cover
2 to 3-In. above natural grade
2. In paved areas, set top of meter box or meter vault cover flush
CITY OF SCHERTZ VALVE BOXES, METER BOXES,
STANDARD SPECIFICATION AND METER VAULTS
02085-7
March 31, 2011
with adjacent pavement but no higher than 1/2-In.
3.06 BACKFILL
A. Provide bank run sand in accordance with Section 02320 - Utility
Backfill Materials and backfill and compact in accordance with
Section 02317 - Excavation and Backfill for Utilities.
B. In unpaved areas, slope backfill around meter boxes and vaults to
provide a uniform slope 1- to-5 slope from top to natural grade.
C. In paved areas, slope concrete down from meter box or vault to meet
adjacent paved area.
END OF SECTION
CITY OF SCHERTZ ADJUSTING MANHOLES,
STANDARD SPECIFICATION INLETS, AND VALVE BOXES TO GRADE
02086-1
March 31, 2011
SECTION 02086
ADJUSTING MANHOLES, INLETS, AND VALVE BOXES TO GRADE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Adjusting elevation of manholes, inlets, and valve boxes to new
grades.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for adjusting inlets and
valve boxes to grade for new construction under this Section.
Include payment in unit price for related item.
2. Payment for adjusting existing manhole and frame and
cover to new grade is on a unit price basis for each
manhole and frame and cover.
3. Payment for adjusting existing utility structures to grade is on
unit price basis for each inlet adjusted or valve box adjusted
4. Refer to Section 01270 - Measurement and Payment for unit
price procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for Work in this Section is included in total Stipulated Price.
PART 2 PRODUCTS
2.01 CONCRETE MATERIALS
A. Provide concrete, conforming to requirements of Section 03315 -
Concrete for Utility Construction.
B. Provide precast concrete manhole sections and adjustment rings
conforming to requirements of Section 02082 - Precast Concrete
Manholes.
C. Provide mortar conforming to requirements of Section 04061 - Mortar.
CITY OF SCHERTZ ADJUSTING MANHOLES,
STANDARD SPECIFICATION INLETS, AND VALVE BOXES TO GRADE
02086-2
March 31, 2011
2.02 CAST-IRON MATERIALS
A. Provide cast-iron materials conforming to requirements of Section
02084 - Frames, Grates, Rings, and Covers.
2.03 PIPING MATERIALS
A. For riser pipes and fittings, refer to Sections 02501 - Ductile-iron Pipe
and Fittings through 02528 - Polyethylene Wrap.
2.04 MASONRY MATERIALS FOR STORM SEWER MANHOLES AND INLETS
A. Provide brick masonry units conforming to the requirements of Section
04210 – Brick Masonry for Utility Construction.
PART 3 EXECUTION
3.01 EXAMINATION
A. Examine existing structure, valve box, frame and cover or inlet box,
frame and cover or inlet, piping and connections for damage or
defects affecting adjustment to grade. Report damage or defects to
Public Works.
3.02 ESTABLISHING GRADE
A. Coordinate grade related items with existing grade and finished grade
or paving, and relate to established bench mark or reference line.
3.03 ADJUSTING MANHOLES AND INLETS
A. Rebuild adjustment portion of manhole or inlet by adding or removing
Adjustments. Follow procedures for the type of structure being
adjusted detailed in the following Sections:
1. Section 02081 - Cast-In-Place Concrete Manholes
2. Section 02082 - Precast Concrete Manholes
3. Section 02083 - Fiberglass Manholes
4. Section 02632 - Cast-In-Place Inlets, Headwalls and Wingwalls
5. Section 02633 - Precast Concrete, Inlets, Headwalls and
Wingwalls
B. Salvage and reuse cast-iron frame and cover or grate.
CITY OF SCHERTZ ADJUSTING MANHOLES,
STANDARD SPECIFICATION INLETS, AND VALVE BOXES TO GRADE
02086-3
March 31, 2011
C. Protect or block off manhole or inlet bottom using wood forms shaped
to fit so that no debris or soil falls to bottom during adjustment.
D. Verify that manholes and inlets are free of visible leaks as result of
reconstruction. Repair leaks in manner subject to Project Manger's
approval.
3.04 ADJUSTING VALVE BOXES
A. Salvage and reuse valve box and surrounding concrete block as
approved by Project Manger. No separate pay.
B. Remove and replace 6 inch ductile iron riser pipe with suitable
length for depth of cover required to establish adjusted elevation
to accommodate actual finish grade.
C. Reinstall valve box and riser piping plumbed in vertical position.
Provide minimum 6-In. telescoping freeboard space between riser
pipe top butt end and interior contact flange of valve box for vertical
movement damping.
D. After valve box has been set, aligned, and adjusted so that top lid is
level with final grade.
3.05 BACKFILL AND GRADING
A. Backfill area of excavation surrounding each adjusted manhole,
inlet, and valve box and compact according to requirements of
Section 02316 - Excavation and Backfill for Structures.
B. Grade ground surface to drain away from each manhole and valve
box. Place earth fill around manholes to level of upper rim of
manhole frame. Place earth fill around valve box concrete slab.
C. In unpaved areas, grade surface at uniform slope of 1 to 5 from
manhole frame to natural grade. Provide minimum of 4-In. of topsoil
conforming to requirements of Section 02911- Topsoil. Provide
seeding in accordance with Section 02921 - Hydromulch Seeding, or
if sodding in accordance with Section 02922 - Sodding.
END OF SECTION
CITY OF SCHERTZ REMOVING EXISTING
STANDARD SPECIFICATION PAVEMENTS AND STRUCTURES
02221-1
March 31, 2011
SECTION 02221
REMOVING EXISTING PAVEMENTS AND STRUCTURES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Removing concrete paving, asphaltic concrete pavement, brick pavement
and base courses.
B. Removing concrete curbs, concrete curbs and gutters, sidewalks and
driveways.
C. Removing pipe culverts, sewers, and sewer leads.
D. Removing existing inlets and manholes.
E. Removing and disposing of pre-stressed concrete beams and drill shafts.
F. Removing miscellaneous structures of concrete or masonry.
G. Removing existing bridge.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for removing and disposing of asphaltic surfacing with
or without base, regardless of thickness encountered, is on
square yard basis measured between lips of gutters.
2. Payment for removing and disposing of reinforced concrete
pavement, with or without asphalt overlay, regardless of its
thickness, is on square yard basis measured from back- to-back
of curbs. Payment includes concrete pavement, esplanade
curbs, curbs and gutters, and paving headers.
3. Payment for removing and disposing of flexible base or
cement stabilized base course, with or without asphaltic
surfacing, is on square yard basis.
4. Payment for removing and disposing of concrete sidewalks and
driveways is on square yard basis.
5. Payment for removing asphaltic surface course only is on a
CITY OF SCHERTZ REMOVING EXISTING
STANDARD SPECIFICATION PAVEMENTS AND STRUCTURES
02221-2
March 31, 2011
square yard basis paid under item description "Asphalt Surface
Mill." This includes removal of existing surface to pavement base.
6. Payment for removing and disposing of miscellaneous concrete
and masonry is on cubic yard basis of structure in place.
7. Payment for removing and disposing of pipe culverts,
sewers, and sewer leads is on linear foot basis for each
diameter and each material type of pipe removed.
8. Payment for removing and disposing of existing inlets is on unit
price basis for each inlet removed.
9. Payment for removing and disposing of prestressed concrete
piles and drill shafts is on linear foot basis.
10. Payment for removing and disposing of existing bridge, including
piles and abutments to minimum of 4-Ft. below ground level, is on
a lump sum basis.
11. Payment for removing and disposing of existing manholes is on
unit price basis for each manhole removed.
12. No payment for saw cutting of pavement, curbs, or curbs and
gutters will be made under this section. Include cost of such work
in unit prices for items listed in bid form requiring saw cutting.
13. No payment will be made for work outside maximum payment limits
indicated on Drawings, or for pavements or structures removed for
Contractor's convenience.
a. For utility installations: Match actual pavement replaced but
no greater than maximum pavement replacement limits shown on
Drawings.
14. Refer to Section 01270 - Measurement and Payment for unit price
procedures
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REGULATORY REQUIREMENTS
A. Conform to applicable codes for disposal of debris.
B. Coordinate removal work with utility companies.
CITY OF SCHERTZ REMOVING EXISTING
STANDARD SPECIFICATION PAVEMENTS AND STRUCTURES
02221-3
March 31, 2011
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION
3.01 PREPARATION
A. Obtain advance approval from Public Works for dimensions and limits of
removal work.
B. Identify known utilities below grade. Stake and flag locations.
3.02 PROTECTION
A. Protect following from damage or displacement:
1. Adjacent public and private property.
2. Trees, plants, and other landscape features designated to remain.
3. Utilities designated to remain.
4. Pavement and utility structures designated to remain.
5. Bench marks, monuments, and existing structures designated to
remain.
3.03 REMOVALS
A. Remove pavements and structures by methods that will not damage
underground utilities. Do not use drop hammer near existing
underground utilities.
B. Minimize amount of earth loaded during removal operations.
C. Where existing pavement is to remain, make straight saw cuts in
existing pavement to provide clean breaks prior to removal. Do not
break concrete pavement or base with drop hammer unless concrete
or base has been saw cut to minimum depth of 2-In..
D. When street and driveway saw cut location is greater than one-half of
pavement lane width, remove pavement for full lane width or to nearest
longitudinal joint as directed by Public Works.
E. Remove sidewalks and curbs to nearest existing dummy, expansion, or
construction joint.
CITY OF SCHERTZ REMOVING EXISTING
STANDARD SPECIFICATION PAVEMENTS AND STRUCTURES
02221-4
March 31, 2011
F. Where existing end of pipe culvert or end of sewer is to remain, install 8-
In. thick masonry plug in pipe end prior to backfill in accordance with
requirements of Section 02316 - Excavation and Backfill for Structures.
3.04 BACKFILL
A. Backfill of removal areas shall be in accordance with requirements
of Section 02316 - Excavation and Backfill for Structures.
3.05 DISPOSAL
A. Inlet frames, grates, and plates; and manhole frames and covers, may
remain City property. Disposal shall be in accordance with
requirements of Section 01576 - Waste Material Disposal.
B. Remove from site, debris resulting from work under this section
in accordance with requirements of Section 01576 - Waste
Material Disposal.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION ABANDONMENT OF SEWERS
02222-1
March 31, 2011
SECTION 02222
ABANDONMENT OF SEWERS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Abandonment in place of existing sewers, junction structures, manholes,
and force mains.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for grout fill and abandonment of existing sewers, including
boxes and elliptical shaped sewers, is on linear foot basis for each
diameter of sewer being abandoned. Measurement will be along
centerline of sewer from centerline to centerline of manholes.
2. Payment for grout fill and abandonment of sewer manholes or
junction structure is by each manhole or junction structure
abandoned in conformance with this Section.
3. Payment will be full compensation for all material, equipment,
and labor required for complete abandonment grouting, including
air venting, testing, temporary plugs, PVC pipes and incidentals.
4. No separate payment will be made for plugging and
abandoning sewer force mains. Include cost of such
abandonment in related work.
5. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
6. Acceptability of grout material is based on achieving average
strength within range of 75 to 150 psi as defined in Paragraph
2.01B.1. Grout that is out of range after placement may be
accepted with price adjustment of 1.0 percent price deduction for
each psi average compressive strength below 75 psi and 0.5
percent price deduction for each psi average compressive strength
above 150 psi, as applicable to material volume represented by test
series. Shrinkage in grout material placements shall be remedied by
Contractor according to Paragraph 3.04H without additional
compensation.
CITY OF SCHERTZ
STANDARD SPECIFICATION ABANDONMENT OF SEWERS
02222-2
March 31, 2011
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 DEFINITIONS
A. Abandonment. Sewer abandonment consists of demolition and removal of
portion of manholes existing within specified depth of surface, and
abandonment in place of sewer lines and manholes as specified in this
Section.
B. Flowable Fill. Flowable fill (abandonment grout) shall be controlled low-
strength material consisting of fluid mixture of cement, fly ash, aggregate,
water and with admixtures as necessary to provide workable properties.
Placement of flowable fill may be by grouting techniques in sewer pipes or
other restricted areas, or as mass placement by chutes or tremie methods
in unrestricted locations with open access. Long-term hardened strength
shall be within specified range.
C. Ballast. Large aggregate either replaced with voids subsequently filled
with flowable fill injected by grouting method; or in areas with open
access, placed individually and sequentially at same time as flowable
fill placement.
D. Backgrouting. Secondary stage pressure grouting to ensure that voids
have been filled within abandoned sewer. Backgrouting will only be
required at critical locations indicated on Drawings or if there is evidence of
incomplete flowable fill placements.
1.04 REFERENCE STANDARDS
A. ASTM C 150 - Standard Specification for Portland Cement.
B. ASTM C 494 - Standard Specification for Chemical Admixture for Concrete.
C. ASTM C 618 - Standard Specification for Fly Ash and Raw or Calcinated
Natural Pozzolan for use as Mineral Admixture in Portland Cement
Concrete.
D. ASTM C 937 - Standard Specification for Grout Fluidifier for Pre-placed
Aggregate Concrete.
E. ASTM C 940 - Standard Test Method for Expansion and Bleeding of
Freshly Mixed Grout for Replaced Aggregate Concrete in the Laboratory.
F. ASTM C 1017 - Standard Specification for Chemical Admixture for Use in
Producing Flowing Concrete.
CITY OF SCHERTZ
STANDARD SPECIFICATION ABANDONMENT OF SEWERS
02222-3
March 31, 2011
G. ASTM C 1107 - Specification for Packaged Dry, Hydraulic-Cement Grout
(Non-shrink)
1.05 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Flowable fill mix design report:
1. Flowable fill type and production method. Describe if fill will be
mixed to final proportions and consistency in batch plant or if
constituents will be added in transit mixer at placement location.
2. Use of ballast. Provide percentage of ballast of total placement and
size limits for ballast if fill is intended to be used with ballast.
3. Aggregate gradation of fill. Aggregate gradation of mix (excluding
ballast) shall be used as pilot curve for quality control during
production.
4. Fill mix constituents and proportions including materials by weight
and volume, and air content but excluding ballast. Give types and
amounts of admixtures including air entrainment or air generating
compounds.
5. Fill densities and viscosities, including wet density at point of
placement.
6. Initial time of set.
7. Bleeding and shrinkage.
8. Compressive strength.
C. Technical information for equipment and operational procedures
including projected slurry injection rate, grout pressure, method of
controlling grout pressure, bulkhead and vent design, and number of
stages of grout application.
D. Experience record for proposed crew, showing minimum of 100 cubic
yards of flowable fill placed using proposed or similar equipment and
methods.
E. At least 60 days prior to commencing abandonment activities, submit plan
for abandonment, describing proposed grouting sequence, bypass
CITY OF SCHERTZ
STANDARD SPECIFICATION ABANDONMENT OF SEWERS
02222-4
March 31, 2011
pumping requirements and plugging, if any, and other information
pertinent to completion of work.
PART 2 PRODUCTS
2.01 FLOWABLE FILL
A. Design Mix Criteria per Section 02320 – Utility Backflow Materials.
B. Flowable Fill Requirements: Low Strength: Minimum 75 psi and maximum
150 psi at 28 days
2.02 BALLAST
A. Ballast Material: Natural rock or concrete pieces with minimum size equal
to at least 10 times maximum aggregate size of flowable fill and
maximum size of 24-In.. Maximum dimension shall not be more than 20
percent of minimum dimension of space to be filled.
B. Ballast Composition: Free of regulated waste material.
2.03 PLUGS FOR FORCE MAINS
A. Grout Plugs: Cement-based dry-pack grout conforming to ASTM C 1107,
Grade B or C.
B. Manufactured Plug: Commercially available plug or cap
specifically designed and manufactured to be used with pipe
being abandoned.
PART 3 EXECUTION
3.01 PREPARATION
A. Have fill mix design reports and other submittals required by Paragraph
1.05 accepted by Public Works prior to start of placement. Notify Public
Works at least 24 hours in advance of grouting with flowable fill.
B. Select fill placement equipment and follow procedures with sufficient safety
and care to avoid damage to existing underground utilities and structures.
Operate equipment at pressure that will not distort or imperil portion of
work, new or existing.
C. Clean sewer lines and video with closed circuit television to identify
connections, locate obstructions, and assess condition of pipe. Locate
previously unidentified connections, which have not been redirected and
CITY OF SCHERTZ
STANDARD SPECIFICATION ABANDONMENT OF SEWERS
02222-5
March 31, 2011
reconnected as part of this project, and report them to Public Works.
During placement of fill, compensate for irregularities in sewer pipe, such
as obstructions, open joints, or broken pipe to ensure no voids remain
unfilled.
D. Perform demolition work prior to starting fill placement. Clean placement
areas of sewers and manholes of debris that may hinder fill placement.
Remove excessive amounts of sludge and other substances that may
degrade performance of fill. Do not leave sludge or other debris in place if
filling more than 2 percent of placement volume. Dispose of waste material
in compliance with Section 01576 - Waste Material Disposal.
E. Remove free water prior to starting fill placement.
3.02 EQUIPMENT
A. Mix flowable fill in automated batch plant and deliver it to site in
ready-mix trucks. Performance additives may be added at
placement site if required by mix design.
B. Use concrete or grout pumps capable of continuous delivery at planned
placement rate.
3.03 DEMOLITION OF SEWER MANHOLES, PIPELINE STRUCTURES, AND FORCE
MAINS PRIOR TO ABANDONMENT
A. Remove manhole frames and covers and castings from other existing
pipeline structures. Deliver castings to nearest City maintenance
facility for future use. Alternatively, salvaged castings may be used
upon approval by Public Works, for constructing new manholes on this
project.
B. Demolish and remove precast concrete adjustment rings and corner
section, or brick and mortar corbel and chimney, or other pipeline
structure, to minimum depth of 4-Ft. below finished grade. Structure
may be removed to greater depth, but not deeper than 18-In. above
crown of abandoned sewer.
C. When adjacent sewer lines are not to be filled, place temporary plugs in
each line connecting to manhole, in preparation for filling manhole.
D. Excavate overburden from force mains to be abandoned at locations
indicated on Drawings, conforming to Section 02317 - Excavation and
Backfill for Utilities. Cut existing force main, when necessary, to provide
an end surface perpendicular to axis of pipe and suitable for plug to be
installed. Remove force main piping material remaining outside of
CITY OF SCHERTZ
STANDARD SPECIFICATION ABANDONMENT OF SEWERS
02222-6
March 31, 2011
segment to be abandoned.
3.04 INSTALLATION
A. Sanitary sewer pipes smaller than 12" in diameter, are generally not
required to be filled with flowable fill unless it is required by the plans.
Pipes to be abandoned shall be filled, only if required on plans, by
completely filling sewer line with flowable fill. Abandon manholes and other
structures by filling with flowable fill, together with ballast as applicable,
within depth of structures left in place.
B. Place flowable fill to fill volume between manholes. Continuously place
flowable fill from manhole to manhole with no intermediate pour points,
but not exceeding 500-Ft. in length.
C. Have filling operation performed by experienced crews with equipment to
monitor density of flowable fill and to control pressure.
D. Temporarily plug sewer lines which are to remain in operation during
pouring/pumping to keep lines free of flowable fill.
E. Pump flowable fill through bulkheads constructed for placement of 2-In.
PVC pipes or use other suitable construction methods to contain flowable
fill in lines to be abandoned. These pipes will act as injection points or
vents for placement of flowable fill.
F. Place flowable fill under pressure flow conditions into properly vented
open system until flowable fill emerges from vent pipes. Pump flowable
fill with sufficient pressure to overcome friction and to fill sewer from
downstream end, to discharge at upstream end.
G. Inject flowable fill through replaced ballast using grouting equipment and
series of grout pipes discharging at bottom of placement, allowing fill to
rise through ballast effectively filling all voids. Alternatively, sequentially
place individual pieces of ballast at same time as flowable fill is placed. Do
not fill with ballast more than 50 percent of volume at any level, to prevent
nesting and void formation.
H. Remediate placement of flowable fill which does not fill voids in sewer, in
manhole or other structures, or where voids develop due to excessive
shrinkage or bleeding of fill, by using pressure grouting either from inside
sewer or from surface.
I. Plug each end of force main being abandoned.
J. Force main abandonment
CITY OF SCHERTZ
STANDARD SPECIFICATION ABANDONMENT OF SEWERS
02222-7
March 31, 2011
1. Clean inside surface of force main at least 12-In. from ends to
achieve firm bond and seal grout plug or manufactured plug to pipe
surface. Similarly, clean and prepare exterior pipe surface if
manufactured cap is to be used.
2. When using grout plug, place temporary plug or bulkhead
approximately 12-In. inside pipe. Fill pipe end completely with dry-
pack grout mixture.
3. When using manufactured plug or cap, install fitting as
recommended by manufacture's instructions, to form water tight
seal.
K. Backfill to surface, above pipe or structures left in place, with flowable fill in
restricted areas, compacted bank run sand in unrestricted areas to be
paved or select fill in unrestricted areas outside of pavement. Place and
compact backfill, other than flowable fill, in compliance with Section 02317 -
Excavation and Backfill for Utilities.
L. Collect and dispose of excess flowable fill material and other debris in
accordance with Section 01576 - Waste Material Disposal.
3.05 FIELD QUALITY CONTROL
A. Provide batch plant tickets for each truck delivery of flowable fill. Note on
tickets addition of admixtures at site.
B. Check flow characteristics and workability of fill as placement proceeds.
C. Obtain at least three test cylinders for each placement area for
determination of 56-day compressive strength and bleeding.
Acceptance of placement will be based on average strength of three
tests.
D. Record volume of ballast together with flowable fill placement
for same space to demonstrate that voids have been filled.
3.06 PROTECTION OF PERSONS AND PROPERTY
A. Provide safe working conditions for employees throughout
demolition and removal operations. Observe safety requirements
for work below grade.
B. Maintain safe access to adjacent property and buildings. Do not
obstruct roadways, sidewalks or passageways adjacent to work.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CLEARING AND GRUBBING
02233-1
March 31, 2011
SECTION 02233
CLEARING AND GRUBBING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Removing surface debris and rubbish.
B. Clearing site of plant life and grass.
C. Removing trees and shrubs.
D. Removing root system of trees and shrubs.
E. Fence removal.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for clearing and grubbing is on per acre basis.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REGULATORY REQUIREMENTS
A. Conform to applicable codes for disposal of debris.
B. Coordinate clearing work with utility companies.
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION
3.01 PREPARATION
A. Verify that existing plant life and features designated to remain are identified
and tagged.
CITY OF SCHERTZ
STANDARD SPECIFICATION CLEARING AND GRUBBING
02233-2
March 31, 2011
3.02 PROTECTION
A. Protect following from damage or displacement:
1. Living trees located 3-Ft. or more outside of intersection of side
slopes and original ground line.
2. Plants other than trees and landscape features designated to remain.
3. Utilities designated to remain.
4. Bench marks, monuments, and existing structures designated to
remain.
3.03 CLEARING
A. Remove stumps, main root ball, and root system to:
1. Depth of 24-In. below finished subgrade elevation in area bounded
by lines 2-Ft. behind back of curbs.
2. Depth of 24-In. below finished surface of required cross section for
other areas.
B. Clear undergrowth and deadwood without disturbing subsoil.
C. Remove vegetation from top soil scheduled for reuse and in areas
designated to receive embankment.
3.04 REMOVAL
A. Remove debris, rubbish, and extracted plant material life from site in
accordance with requirements of Section 01576 - Waste Material
Disposal.
B. Remove on site fences. Materials generated from removal of fences become
property of Contractor. Properly dispose of in accordance with applicable
local, state and federal laws.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION TRENCH SAFETY SYSTEM
02260-1
March 31, 2011
SECTION 02260
TRENCH SAFETY SYSTEM
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Trench Safety System for the construction of trench excavations.
B. Trench Safety System for structural excavations that fall under provisions of
State and Federal trench safety laws.
1.02 MEASUREMENT AND PAYMENT
A. No payment will be made under this section for trench safety systems.
Include payment for trench safety systems in applicable structural or utility
installation sections.
B. Stipulated Price (Lump Sum). If the Contract is a Stipulated Price
Contract, payment for work in this Section is included in the total
Stipulated Price.
1.03 DEFINITIONS
A. A trench shall be defined as a narrow excavation (in relation to its depth)
made below the surface of the ground. In general, the depth is greater
than the width, but the width of a trench (measured at the bottom) is not
greater than 15 feet.
B. The Trench Safety System requirements will apply to larger open
excavations if the erection of structures or other installations limits the
space between the excavation slope and the installation to dimensions
equivalent of a trench as defined.
C. Trench Safety Systems include but are not limited to sloping, sheeting,
trench boxes or trench shields, sheet piling, cribbing, bracing, shoring,
dewatering or diversion of water to provide adequate drainage.
1.04 SUBMITTALS
A. Submit a safety program specifically for the construction of trench
excavation. Design the Trench Safety Program to be in accordance with
OSHA 29 CFR standards governing the presence and activities of
individuals working in and around trench excavations.
CITY OF SCHERTZ
STANDARD SPECIFICATION TRENCH SAFETY SYSTEM
02260-2
March 31, 2011
B. Construction and shop drawings containing deviations from OSHA
standards or special designs shall be sealed by a licensed Engineer
retained by the Contractor.
C. Review of the safety program by the Owner will only be in regard to
compliance with this specification and will not constitute approval by the
Owner nor relieve the Contractor of obligations under State and Federal
trench safety laws.
1.05 REGULATORY REQUIREMENTS
A. Install and maintain Trench Safety Systems in accordance with the detail
specifications set out in the provision of Excavations, Trenching, and
Shoring, Federal Occupation Safety and Health Administration (OSHA)
Standards, 29 CFR, Part 1926, Subpart P.
B. The Contractor is responsible for obtaining a reproduction of the OSHA
standards included in “Subpart P-Excavations” from the Federal register Vol.
54, No. 209.
C. Legislation that has been enacted by the Texas Legislature with regard to
trench safety systems is hereby incorporated, by reference, into these
specifications. Refer to Texas Health and Safety Code § 756.023.
1.06 INDEMNIFICATION
A. Contractor shall indemnify and hold harmless the Owner, its employees and
agents, form any and all damages, cost (including, without limitation, legal
fees, court cost, and the cost of investigation), judgments or claims by
anyone for injury or death of persons resulting from the collapse or failure of
trenches constructed under this Contract.
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION
3.01 INSTALLATION
A. Install and maintain Trench Safety Systems in accordance with provisions of
OSHA 29 CFR.
B. Install specially designed Trench Safety Systems in accordance with the
Contractor’s trench excavation safety program for the locations and
conditions identified in the program.
C. A competent person, as identified in the Contractor’s trench safety program,
shall verify that trench boxes and other pre-manufactured systems are
CITY OF SCHERTZ
STANDARD SPECIFICATION TRENCH SAFETY SYSTEM
02260-3
March 31, 2011
certified for the actual installation conditions.
3.02 INSPECTION
A. Contractor shall make daily inspection of Trench Safety Systems to ensure
that the installed systems and operations meet OSHA 29 CFR and other
personnel protection regulations requirements.
B. If evidence of possible cave-ins or slides is apparent, Contractor shall
immediately stop work in the trench and move personnel to safe locations
until necessary precautions have been taken by the Contractor to safeguard
personnel entering the trench.
C. Maintain a permanent record of daily inspections.
3.03 FIELD QUALITY CONTROL
A. Contractor shall verify specific applicability of the selected or specially
designed Trench Safety Systems to each field condition encountered on the
project.
END OF SECTION
CITY OF SCHERTZ CHANNEL EXCAVATION
STANDARD SPECIFICATION
02314-1
March 31, 2011
SECTION 02314
CHANNEL EXCAVATION
PART 1 GENERAL
1.01 SECTION INCLUDES
A Excavate open channels within the limits shown on the plans, regardless of
the type of material encountered, and dispose of any unused excavated
materials. Construct, shape and finish all earthwork involved in
conformance with the required lines, grades and cross sections, and in
accordance with the plans and specification requirements.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices. 1. Accepted channel excavation for open channels will be measured in its original position and the volume computed in cubic yards by the method of average end areas in accordance with the lines, grades and cross sections shown on the plans. 2. Refer to Section 01270 - Measurement and Payment for unit price procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 1REFERENCES
A. ASTM D 698 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12.44 ft-lb f/ft3).
B. ASTM D 2216 - Standard Test Method for Laboratory Determination of
Water (Moisture) Content of Soil and Rock by Mass.
C. ASTM D 2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).
D. ASTM D 3017 - Standard Test Method for Water content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).
E. ASTM D 4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils.
1.04 MATERIALS:
CITY OF SCHERTZ CHANNEL EXCAVATION
STANDARD SPECIFICATION
02314-2
March 31, 2011
A. All excavation shall be unclassified and shall include all materials
encountered regardless of their nature or the manner in which they are
removed, except those covered by other pay items.
B. Hazardous Materials. If the Contractor encounters hazardous substances,
industrial waste, other environmental pollutants, underground storage tanks,
or conditions conducive to environmental damage, Contractor shall
immediately stop work in the area affected and report the condition to the
Owner's representative in writing. Contractor shall not be responsible for or
required to conduct any investigation, site monitoring, containment, cleanup,
removal, restoration or other remedial work of any kind or nature (the
“remedial work”) under any applicable level, state or federal law, regulation
or ordinance, or any judicial order. If the Contractor agrees in writing to
commence and/or prosecute some or all of the remedial work, all costs and
expenses, to include any extension of the contract time, of such remedial
work shall be paid by Owner to Contractor as additional compensation.
C. Existing Structures/Obstructions. Removal of structures and other
obstructions prior to excavation and finishing of all other earthwork
described herein shall be completed and paid for in accordance with Item
101, “Preparing Right-of-Way” unless otherwise stated on the plans.
D. Existing Asphaltic Materials. All asphaltic material shall be disposed of or
recycled at a facility authorized to accept the material for such purposes.
PART 2 PRODUCTS
2.01 EQUIPMENT
A. Provide applicable equipment to conduct work as described in this
specification or as specified on the plans.
PART 3 EXECUTION
3.01 CONSTRUCTION
A. All channel excavation shall be performed as shown on the plans, or
specified herein if not denote on the plans, and shall conform to the
established alignment, grades and cross sections. Suitable excavated
materials shall be utilized, insofar as practicable, in constructing required
embankments, or backfilling around drainage structures. Unsuitable
excavation or excavation in excess of that needed for construction shall be
known as “Waste” and shall become the property of the Contractor and it
shall become his sole responsibility to dispose of this material off the limits
of the right-of-way. Proper disposal shall be in conformance with, but not
limited to, the following provisions:
1. Do not deposit excavated material within jurisdictional wetlands, and
CITY OF SCHERTZ CHANNEL EXCAVATION
STANDARD SPECIFICATION
02314-3
March 31, 2011
2. Obtain appropriate permits and apply provisions pertaining to soil
erosion and stream pollution, when necessary, to meet federal and/or
local regulations, rules, and procedures.
B. Temporary Construction Access. Any temporary construction access that
crosses a channel will be constructed so as to allow a continuous flow at all
times. The channel flow line will not be blocked or raised at any temporary
construction access.
C. Channel Side Slope (Fill). When the plans indicate fill of a channel side
slope, the fill material shall be placed in layers not to exceed 12 inches and
shall be benched or notched into existing slopes. Each lift of fill shall be
compacted to the required density and moisture content as shown below,
unless otherwise shown on the plans:
SUBGRADE MATERIAL DENSITY MOISTURE CONTENT
PI ≤ 20 ≥ 95% of Max Dry Density - 2% of Opt. or greater
PI > 20 ≥ 95% of Max Dry Density ≥ Opt. Moisture
The maximum dry density and optimum moisture content shall be
determined in accordance with TxDOT Test Method Tex-114-E. Tests for in
place density shall be made in accordance with TxDOT Test Method Tex-
115-E and within 24 hours after compacting operations are completed. If the
material fails to meet the density specified, it shall be re-worked as
necessary to obtain the density required.
The fill material shall be free from roots, trash, silt and objectionable debris
and shall be approved by the Engineer. The channel side slopes, in fill
areas, shall be cut to the finished dimensions after completion of the fill
process.
D. Lateral Ditches. At locations where lateral ditches enter the channel, the
Contractor shall perform grading as may be required to maintain lateral
ditch side slopes within the easement area. The cost of all grading shall be
considered incidental to the unit price bid and no extra payment will be
made.
E. Channel Completion. Prior to final acceptance by the Engineer, the
Contractor shall remove all sediment from the bottom of the channel and
dispose of this material off site. The cost of sediment removal and grading
shall be incidental to the unit price bid, and no extra payment will be made.
Revegetation is not required on channels primarily composed of rock.
END OF SECTION
CITY OF SCHERTZ CHANNEL EXCAVATION
STANDARD SPECIFICATION
02314-4
March 31, 2011
CITY OF SCHERTZ
STANDARD SPECIFICATION ROADWAY EXCAVATION
02315-1
March 31, 2011
SECTION 02315
ROADWAY EXCAVATION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Excavation and compaction of materials for roadways.
B. Excavation and compaction of materials for roadside ditches.
1.02 MEASUREMENT AND PAYMENT
A Unit Prices.
1. Payment for roadway excavation is on cubic yard basis.
2. No payment will be made for material excavated under the following
conditions:
a. More than 2-Ft. outside of vertical planes behind back of curbs
b. For portion within limits of trench for utilities 24-In. and
greater constructed by open-cut methods
c. As indicated otherwise on Drawings.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM D 698 - Standard Test Method for Laboratory Compaction
Characteristics of Soil Using Standard Effort (12.44 ft-lbf/ft3).
B. ASTM D 2216 - Standard Test Method for Laboratory Determination of
Water (Moisture) Content of Soil and Rock by Mass.
C. ASTM D 2922 - Standard Test Methods for Density of Soil and Soil-
Aggregate in Place by Nuclear Methods (Shallow Depth).
D. ASTM D 3017 - Standard Test Method for Water content of Soil and Rock in
Place by Nuclear Methods (Shallow Depth).
E. ASTM D 4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and
CITY OF SCHERTZ
STANDARD SPECIFICATION ROADWAY EXCAVATION
02315-2
March 31, 2011
Plasticity Index of Soils.
PART 2 PRODUCTS
2.01 MATERIALS
A. Provide topsoil conforming to requirements of Section 02911 - Topsoil.
B. Provide backfill which is excavated material, graded free of roots, lumps
greater than 6-In., rocks larger than 3-In., organic material, and debris.
C. Provide structural backfill which is select material meeting following
requirements:
1. Plasticity index: Not less than 12 not more than 20.
2. Maximum liquid limit: 45
PART 3 EXECUTION
3.01 PREPARATION
A. Identify required lines, levels, and datum.
B. Identify and flag surface and aerial utilities.
C. Notify utility companies to remove or relocate utilities.
D. Identify, stake, and flag known utility locations below grade. Make
temporary or permanent relocation of underground pipes, ducts, or utilities
where indicated on Drawings.
E. Upon discovery of unknown or badly deteriorated utilities, or concealed
conditions, discontinue work. Notify Public Works and obtain instructions
before proceeding in such areas.
F. Obtain approval of top soil quality before excavating and stockpiling.
3.02 PROTECTION
A. Protect following from damage or displacement:
1. Trees, shrubs, lawns, existing structures, and other features outside
of grading limits.
2. Utilities either above or below grade, which are to remain.
CITY OF SCHERTZ
STANDARD SPECIFICATION ROADWAY EXCAVATION
02315-3
March 31, 2011
3.03 TOPSOIL REMOVAL
A. Strip off topsoil from area to be excavated to minimum depth of 6-In.,
unless indicated otherwise on Drawings.
B. Stockpile topsoil in designated location for reuse. Stockpile topsoil to depth
not exceeding 8-Ft. Cover to protect from erosion.
3.04 SOIL EXCAVATION
A. Excavate to lines and grades shown on Drawings.
B. Remove unsuitable material not meeting specifications. Backfill with
embankment materials and compact to requirements of Section 02330 -
Embankment.
C. Record location and plug and fill inactive water wells. Conform to Texas
Department of Health, Texas Commission on Environmental Quality, and
Texas Railroad Commission requirements. Notify Public Works prior to
plugging wells.
D. At intersections, grade back at minimum slope of 1-In./Ft. Produce
smooth riding junction with intersecting street. Maintain proper drainage.
E. When area is inadvertently over excavated, fill area in accordance with
requirements of Section 02330 - Embankment at no additional cost to the
City.
F. Remove material not qualified for use and excess soil not being
reused from site in accordance with requirements of Section
01576 - Waste Material Disposal.
3.05 COMPACTION
A. Maintain optimum moisture content of subgrade to attain required density.
B. Compact to following minimum densities at moisture content of optimum to
3 percent above optimum as determined by ASTM D 698, unless
otherwise indicated on Drawings:
1. Areas under future paving and shoulders: Minimum density of 95
percent of maximum dry density.
2. Other areas: Minimum density of 90 percent of maximum dry density.
CITY OF SCHERTZ
STANDARD SPECIFICATION ROADWAY EXCAVATION
02315-4
March 31, 2011
3.06 TOLERANCES
A. Top of Compacted Surface: Plus or minus ½-In. in cross section, or in 16-Ft.
length.
3.07 FIELD QUALITY CONTROL
A. Testing will be performed under provisions of Section 01454 – Quality
Control.
B. Test and analysis of soil materials will be performed in accordance
with ASTM D 4318, ASTM D 2216, and ASTM D 698.
C. Compaction testing will be performed in accordance with ASTM D 698 or
ASTM D 2922 and ASTM D 3017.
D. A minimum of three tests will be taken for each 1000 linear feet per lane of
roadway.
E. When tests indicate work does not meet specified compaction
requirements, recondition, recompact, and retest at no additional cost
to the City.
3.08 PROTECTION
A. Prevent erosion at all times. Maintain ditches and cut temporary
swales to allow natural drainage in order to avoid damage to roadway.
Do not allow water to pond.
B. Distribute construction traffic evenly over compacted areas, where
practical, to aid in obtaining uniform compaction. Protect exposed areas
having high moisture content from wheel loads that cause rutting.
C. Maintain excavation and embankment areas until start of subsequent
work. Repair and recompact slides, washouts, settlements, or areas
with loss of density.
END OF SECTION
CITY OF SCHERTZ EXCAVATION AND BACKFILL
STANDARD SPECIFICATION FOR STRUCTURES
02316-1
March 31, 2011
SECTION 02316
EXCAVATION AND BACKFILL FOR STRUCTURES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Excavation, backfilling, and compaction of backfill for structures.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No payment will be made for structural excavation and backfill under this
Section. Include payment in unit price or lump sum for construction of
structures.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 DEFINITIONS
A. Unsuitable Material: Unsuitable soil materials are the following:
1. Materials that are classified as ML, CL-ML, MH, PT, OH, and OL
according to ASTM D 2487.
2. Materials that cannot be compacted to required density due to
gradation, plasticity, or moisture content.
3. Materials that contain large clods, aggregates, stones
greater than 4-In. in any dimension, debris, vegetation,
waste or any other deleterious materials.
4. Materials that are contaminated with hydrocarbons or other chemical
contaminants.
B. Suitable Material: Suitable soil materials are those meeting
specification requirements. Unsuitable soils meeting specification
requirements for suitable soils after treatment with lime or cement shall
be considered suitable, unless otherwise indicated.
CITY OF SCHERTZ EXCAVATION AND BACKFILL
STANDARD SPECIFICATION FOR STRUCTURES
02316-2
March 31, 2011
C. Select Material: Material as defined in Section 02320 - Utility Backfill
Materials.
D. Backfill: Select material meeting specified quality requirements,
placed and compacted under controlled conditions around structures.
E. Foundation Backfill Materials: Natural soil or manufactured aggregate
meeting Class I requirements and geotextile filter fabrics as required, to
control drainage and material separation. Foundation backfill material is
placed and compacted as backfill where needed to provide stable
support for structure foundation base. Foundation backfill materials may
include concrete fill and seal slabs.
F. Foundation Base: For foundation base material, use crushed stone
aggregate with filter fabric as required, cement stabilized sand, or
concrete seal slab. Foundation base provides smooth, level working
surface for construction of concrete foundation.
G. Foundation Subgrade: Foundation subgrade is surface of natural soil
which has been excavated and prepared to support foundation base or
foundation backfill, where needed.
H. Ground Water Control Systems: Installations external to excavation such
as well points, educators, or deep wells. Ground water control includes
dewatering to lower ground water, intercepting seepage which would
otherwise emerge from side or bottom of excavation, and depressurization
to prevent failure or heaving of excavation bottom. Refer to Section 01578
- Control of Ground Water and Surface Water.
I. Surface Water Control: Diversion and drainage of surface water runoff and
rain water away from excavation. Remove rain water and surface water
which accidentally enters excavation as part of excavation drainage.
J. Excavation Drainage: Removal of surface and seepage water in
excavation by sump pumping and using French drains surrounding
foundation to intercept water.
K. Over-Excavation and Backfill: Excavation of subgrade soils with
unsatisfactory bearing capacity or composed of otherwise unsuitable
materials below foundation as shown on Drawings, and backfilled with
foundation backfill material.
L. Shoring System: Structure that supports sides of an excavation to
maintain stable soil conditions and prevent cave-ins.
CITY OF SCHERTZ EXCAVATION AND BACKFILL
STANDARD SPECIFICATION FOR STRUCTURES
02316-3
March 31, 2011
1.04 REFERENCES
A. ASTM D 698 - Standard Test Methods for Laboratory Compaction of Soil
Using Standard Effort (12,400 Ft.-Lb./Ft3 (600kN-m/m3)).
B. ASTM D 1556 - Standard Test Method for Density of Soil in Place by Sand-
Cone Method.
C. ASTM D 2922 - Standard Test Methods for Density of Soil and Rock in
Place by Nuclear Methods (Shallow Depth).
D. ASTM D 3017 - Standard Test Method for Water Content of Soil and Soil-
Aggregate in Place by Nuclear Methods (Shallow Depths).
E. ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils.
F. TxDOT Tex-101-E - Preparing Soil and Flexible Base Materials for Testing.
G. TxDOT Tex-110-E - Particle Size Analysis of Soils.
H. Federal Regulations, 29 CFR, Part 1926, Standards - Excavation,
Occupational Safety and Health Administration (OSHA).
1.05 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit work plan for excavation and backfill for each structure with
complete written description which identifies details of proposed method
of construction and sequence of operations for construction relative to
excavation and backfill activities. Use descriptions, with supporting
illustrations, sufficiently detailed to demonstrate to Public Works that
procedures meet requirements of Specifications and Drawings.
C. Submit excavation safety system plan.
1. Submit excavation safety system plan in accordance with applicable
OSHA requirements for excavations.
2. Submit excavation safety system plan in accordance with
requirements of Section 02260 - Trench Safety System, for
excavations that fall under State and Federal trench safety laws.
D. Submit ground and surface water control plan in accordance with
requirements in this Section and Section 01578 - Control of Ground Water
CITY OF SCHERTZ EXCAVATION AND BACKFILL
STANDARD SPECIFICATION FOR STRUCTURES
02316-4
March 31, 2011
and Surface Water.
E. Submit backfill material sources and product quality information in
accordance with requirements of Section 02320 - Utility Backfill
Materials.
F. Submit project record documents under provisions of Section 01785 -
Project Record Documents. Record location of utilities, as installed,
referenced to survey benchmarks. Include location of utilities encountered
or rerouted. Give horizontal dimensions, elevations, inverts and gradients.
1.06 TESTS
A. Testing and analysis of backfill materials for soil classification and
compaction during construction will be performed by an independent
laboratory provided in accordance with requirements of Section 01454 -
Testing Laboratory Services and as specified in this Section.
B. Perform embedment and backfill material source qualification testing in
accordance with requirements of Section 02320- Utility Backfill
Materials.
PART 2 PRODUCTS
2.01 EQUIPMENT
A. Perform excavation with equipment suitable for achieving requirements of
this Specification.
B. Use equipment which will produce degree of compaction specified. Compact
backfill within 3-Ft. of walls with hand operated equipment. Do not use
equipment weighing more than 10,000-Lb. closer to walls than a horizontal
distance equal to depth of fill at that time. Use hand operated power
compaction equipment where use of heavier equipment is impractical or
restricted due to weight limitations.
2.02 MATERIAL CLASSIFICATIONS
A. Use backfill materials conforming to classifications and product descriptions
of Section 02320 - Utility Backfill Materials. Use classification or product
description for backfill applications as shown on Drawings and as specified.
PART 3 EXECUTION
3.01 PREPARATION
A. Conduct an inspection to determine condition of existing structures
CITY OF SCHERTZ EXCAVATION AND BACKFILL
STANDARD SPECIFICATION FOR STRUCTURES
02316-5
March 31, 2011
and other permanent installations.
B. Set up necessary street detours and barricades in preparation for
excavation if construction will affect traffic. Conform to requirements of
Section 01555 - Traffic Control and Regulation. Maintain barricades and
warning devices at all times for streets and intersections where work is
in progress, or where affected by work, and is considered hazardous to
traffic movements.
C. Perform work in accordance with OSHA standards. Employ an excavation
safety system as specified in Section 02260 - Trench Safety Systems.
D. Remove existing pavements and structures, including sidewalks
and driveways, in accordance with requirements of Section 02221 -
Removing Existing Pavements and Structures.
E. Install and operate necessary dewatering and surface water control
measures in accordance with requirements of Section 01578 - Control of
Ground Water and Surface Water.
3.02 PROTECTION
A. Protect trees, shrubs, lawns, existing structures, and other permanent
objects outside of grading limits and within grading limits as designated
on Drawings, and in accordance with requirements of Section 01562 -
Tree and Plant Protection.
B. Protect and support above-grade and below-grade utilities which are to
remain.
C. Restore damaged permanent facilities to pre-construction conditions
unless replacement or abandonment of facilities is indicated on
Drawings.
D. Prevent erosion of excavations and backfill. Do not allow water to pond in
excavations.
E. Maintain excavation and backfill areas until start of subsequent work.
Repair and recompact slides, washouts, settlements, or areas with loss of
density at no additional cost to the City.
3.03 EXCAVATION
A. Perform excavation work so that underground structure can be installed
to depths and alignments shown on Drawings. Use caution during
excavation work to avoid disturbing surrounding ground and existing
CITY OF SCHERTZ EXCAVATION AND BACKFILL
STANDARD SPECIFICATION FOR STRUCTURES
02316-6
March 31, 2011
facilities and improvements. Keep excavation to absolute minimum
necessary. No additional payment will be made for excess excavation
not authorized by Public Works.
B. Upon discovery of unknown utilities, badly deteriorated utilities not
designated for removal, or concealed conditions, discontinue work at that
location. Notify Public Works and obtain instructions before proceeding in
such areas.
C. Immediately notify agency or company owning any line which is
damaged, broken or disturbed. Obtain approval from Public Works and
agency for any repairs or relocations, either temporary or permanent.
D. Avoid settlement of surrounding soil due to equipment operations,
excavation procedures, vibration, dewatering, or other construction
methods.
E. Provide surface drainage during construction to protect work and to
avoid nuisance to adjoining property. Where required, provide proper
dewatering and piezometric pressure control during construction.
F. Conduct hauling operations so that trucks and other vehicles do not
create dirt nuisance in streets. Verify that truck beds are sufficiently tight
and loaded in such a manner such that objectionable materials will not
spill onto streets. Promptly clear away any dirt, mud, or other materials
that spill onto streets or are deposited onto streets by vehicle tires.
G. Maintain permanent benchmarks, monumentation, and other
reference points. Unless otherwise directed, replace those which
are damaged or destroyed by work.
H. Provide sheeting, shoring, and bracing where required to safely complete
work, to prevent excavation from extending beyond limits indicated on
Drawings, and to protect work and adjacent structures or improvements.
Use sheeting, shoring, and bracing to protect workmen and public
conforming to requirements of Section 02260 - Trench Safety Systems.
I. Prevent voids from forming outside of sheeting. Immediately fill voids
with grout, cement stabilized sand, or other material approved by Public
Works and compact to 95 percent standard density.
J. After completion of structure, remove sheeting, shoring, and bracing
unless shown on Drawings to remain in place or directed by Public
Works in writing that such temporary structures may remain. Remove
sheeting, shoring and bracing in such a manner as to maintain safety
during backfilling operations and to prevent damage to work and
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adjacent structures or improvements.
K. Immediately fill and compact voids left or caused by removal of
sheeting with cement stabilized sand or other material approved by
Public Works and compact to 95 percent standard density.
3.04 HANDLING EXCAVATED MATERIALS
A. Classify excavated materials. Place material which is suitable for use as
backfill in orderly piles at sufficient distance from excavation to prevent
slides or cave-ins.
B. Provide additional backfill material in accordance with requirements of
Section 02319 - Borrow, if adequate quantities of suitable material are
not available from excavation and trenching operations at site.
3.05 DEWATERING
A. Provide ground water control per Section 01578 - Control of Ground Water
and Surface Water.
B. Keep ground water surface elevation minimum of 2-Ft. below bottom of
foundation base.
C. Maintain ground water control as directed by Section 01578 - Control of
Ground Water and Surface Water and until structure is sufficiently
complete to provide required weight to resist hydrostatic uplift with
minimum safety factor of 1.2.
3.06 FOUNDATION EXCAVATION
A. Notify Public Works at least 48 hours prior to planned completion of
foundation excavations. Do not place foundation base until excavation is
accepted by Public Works.
B. Excavate to elevations shown on Drawings, as needed to provide space
for foundation base, forming level undisturbed surface, free of mud or soft
material. Remove pockets of soft or otherwise unstable soils and replace
with foundation backfill material or material as directed by Public Works.
Prior to placing material over it, recompact subgrade where indicated on
Drawings, scarifying as needed, to 95 percent of maximum Standard Dry
Density according to ASTM D 698. If specified level of compaction cannot
be achieved, moisture condition subgrade and recompact until 95 percent
is achieved, over-excavate to provide minimum layer of 24-In. of
foundation backfill material, or other means acceptable to Public Works.
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C. Fill unauthorized excessive excavation with foundation backfill material or
other material as directed by Public Works.
D. Protect open excavations from rainfall, runoff, freezing groundwater, or
excessive drying so as to maintain foundation subgrade in satisfactory,
undisturbed condition. Keep excavations free of standing water and
completely free of water during concrete placement.
E. Remove soils which become unsuitable due to inadequate dewatering or
other causes, after initial excavation to required subgrade, and replace
with foundation backfill material, as directed by Public Works, at no
additional cost to the City.
F. Place foundation base, or foundation backfill material where needed, over
subgrade on same day that excavation is completed to final grade. Where
base of excavations are left open for longer periods, protect them with
seal slab or cement-stabilized sand.
G. Use filter fabric as specified in Section 02621 - Geotextile to separate
crushed aggregate, and other free draining Class I materials from native
soils or select material backfill. Overlap fabric minimum of 12-In. beyond
where another material stops contact with soil.
H. Place crushed aggregate, and other Class I materials, in uniform layers
of 8-In. maximum thickness. Perform compaction by means of at least
two passes of vibratory compactor.
3.07 FOUNDATION BASE.
A. Place foundation base after subgrade is properly prepared, including
placement of foundation backfill where needed. Use foundation base
consisting of 12-In. layer of crushed stone aggregate or cement stabilized
sand. Alternately, seal slab with minimum thickness of 4-In. may be placed.
Extend foundation base minimum of 12-In. beyond edge of structure
foundation, unless shown otherwise on Drawings.
B. Where foundation base and foundation backfill are of same material,
both can be placed in one operation.
3.08 BACKFILL
A. Complete backfill to surface of natural ground or to lines and grades shown
on Drawings. Remove forms, lumber, trash and debris from structures. Use
select fill for backfill. Existing material that qualifies as select material may
be used, unless indicated otherwise on Drawings. Deposit backfill in
uniform layers and compact each layer as specified.
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B. Do not place backfill against concrete walls or similar structures until
laboratory test breaks indicate that concrete has reached minimum of 85
percent of specified compressive strength. Where walls are supported by
slabs or intermediate walls, do not begin backfill operations until slab or
intermediate walls have been placed and concrete has attained sufficient
strength.
C. Remove concrete forms before starting backfill and remove shoring
and bracing as work progresses.
D. Maintain backfill material at no less than 2 percent below nor more than 2
percent above optimum moisture content, unless otherwise approved by
Public Works. Place fill material in uniform 8-In. maximum loose layers.
Compact fill to at least 95 percent of maximum Standard Proctor Density
according to ASTM D 698 below paved areas. Compact fill to at least 95
percent around structures below unpaved areas.
E. Where backfill is placed against sloped excavation surface, run compaction
equipment across boundary of cut slope and backfill to form compacted
slope surface for placement of next layer of backfill.
F. Place backfill using cement stabilized sand in accordance with Section
02321 – Cement Stabilized Sand.
3.09 FIELD QUALITY CONTROL
A. Testing will be performed under provisions of Section 01454 - Testing
Laboratory Services.
B. Tests will be performed initially on minimum of one different sample of
each material type for plasticity characteristics, in accordance with ASTM
D 4318, and for gradation characteristics, in accordance with Tex-101-E
and Tex-110-E. Additional classification tests will be performed whenever
there is noticeable change in material gradation or plasticity.
C. In-place density tests of compacted subgrade and backfill will be
performed according to ASTM D 698, Tex 114-E, or ASTM D 2922 and
ASTM D 3017, and at following frequencies and conditions:
1. Minimum of one test for every 50 to 100 cubic yards of
compacted backfill material or as directed by Public Works.
2. A minimum of three density tests for each full work shift.
3. Density tests will be performed in all placement areas.
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4. Number of tests will be increased when inspection determines that
soil types or moisture contents are not uniform or when compacting
effort is variable and not considered sufficient to attain uniform
density.
5. Identify elevation of test with respect to natural ground.
6. Record approximate depth of lift tested.
D. At least one test for moisture-density relationships will be initially
performed for each type of backfill material in accordance with ASTM D
698. Perform additional moisture-density relationship test once a month
or whenever there is noticeable change in material gradation or
plasticity.
E. When tests indicate work does not meet specified compaction
requirements, recondition, re-compact, and retest at Contractor's
expense.
3.10 DISPOSAL OF EXCESS MATERIAL
Dispose of excess materials in accordance with requirements of Section 01576 –
Waste Material Disposal.
END OF SECTION
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SECTION 02317
EXCAVATION AND BACKFILL FOR UTILITIES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Excavation, trenching, foundation, embedment, and backfill for installation
of utilities, including manholes and other pipeline structures.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No additional payment will be made for trench excavation,
embedment and backfill under this Section. Include cost in unit
price for installed underground piping, sewer, conduit, or duct work.
2. When Public Works directs Contractor to overexcavate trench
bottom, Contractor will be paid by unit price bid per linear foot under
bid item - 6" Overexcavation of Trench Bottom.
a. No payment will be paid if Public Works does not direct
Contractor to overexcavate trench bottom.
b. No overexcavation will be measured or paid when unsuitable
conditions result from dewatering system not in conformance
with Section 01578 - Control of Ground Water and Surface
Water.
3. No additional payment will be made for performing Critical Location
exploratory excavation. Include cost for unit price for work requiring
critical location.
4. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 DEFINITIONS
A. Pipe Foundation: Suitable and stable native soils that are exposed at
trench subgrade after excavation to depth of bottom of bedding as shown
on Drawings, or foundation backfill material placed and compacted in
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over-excavations.
B. Pipe Bedding: Portion of trench backfill that extends vertically from top of
foundation up to level line at bottom of pipe, and horizontally from one
trench sidewall to opposite sidewall.
C. Haunching: Material placed on either side of pipe from top of bedding up
to springline of pipe and horizontally from one trench sidewall to opposite
sidewall.
D. Initial Backfill: Portion of trench backfill that extends vertically from
springline of pipe (top of haunching) up to level line 12-inch above top of
pipe, and horizontally from one trench sidewall to opposite sidewall.
E. Pipe Embedment: Portion of trench backfill that consists of bedding,
haunching and initial backfill.
F. Trench Zone: Portion of trench backfill that extends vertically from top of
pipe embedment up to pavement subgrade or up to final grade when not
beneath pavement.
G. Unsuitable Material: Unsuitable soil materials are the following:
1. Materials that are classified as ML, CL-ML, MH, PT, OH, and OL
according to ASTM D 2487.
2. Materials that cannot be compacted to required density due to
gradation, plasticity, or moisture content.
3. Materials that contain large clods, aggregates, stones greater than
4-inch in any dimension, debris, vegetation, waste or any other
deleterious materials.
4. Materials that are contaminated with hydrocarbons or other
chemical contaminants.
H. Suitable Material: Suitable soil materials are those meeting specification
requirements. Materials mixed with lime or cement that can be compacted
to required density and meeting requirements for suitable materials may
be considered suitable materials, unless otherwise indicated.
I. Backfill: Suitable material meeting specified quality requirements placed
and compacted under controlled conditions.
J. Ground Water Control Systems: Installations external to trench, such as
well points, educators, or deep wells. Ground water control includes
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dewatering to lower ground water, intercepting seepage which would
otherwise emerge from side or bottom of trench excavation, and
depressurization to prevent failure or heaving of excavation bottom. Refer
to Section 01578 - Control of Ground Water and Surface Water.
K. Surface Water Control: Diversion and drainage of surface water runoff and
rain water away from trench excavation. Rain water and surface water
accidentally entering trench shall be controlled and removed as part of
excavation drainage.
L. Excavation Drainage: Removal of surface and seepage water in trench by
sump pumping and using drainage layer, as defined in ASTM D 2321,
placed on foundation beneath pipe bedding or thickened bedding layer of
Class I material.
M. Trench Conditions are defined with regard to stability of trench bottom and
trench walls of pipe embedment zone. Maintain trench conditions that
provide for effective placement and compaction of embedment material
directly on or against undisturbed soils or foundation backfill, except where
structural trench support is necessary.
1. Dry Stable Trench: Stable and substantially dry trench conditions
exist in pipe embedment zone as result of typically dry soils or
achieved by ground water control (dewatering or depressurization)
for trenches extending below ground water level.
2. Stable Trench with Seepage: Stable trench in which ground water
seepage is controlled by excavation drainage.
a. Stable Trench with Seepage in Clayey Soils: Excavation
drainage is provided in lieu of or to supplement ground water
control systems to control seepage and provide stable trench
subgrade in predominately clayey soils prior to bedding
placement.
b. Stable Wet Trench in Sandy Soils: Excavation drainage is
provided in embedment zone in combination with ground
water control in predominately sandy or silty soils.
3. Unstable Trench: Unstable trench conditions exist in pipe
embedment zone if ground water inflow or high water content
causes soil disturbances, such as sloughing, sliding, boiling,
heaving or loss of density.
N. Sub-trench: Sub-trench is special case of benched excavation. Sub-trench
excavation below trench shields or shoring installations may be used to
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allow placement and compaction of foundation or embedment materials
directly against undisturbed soils. Depth of sub-trench depends upon
trench stability and safety as determined by Contractor.
O. Trench Dam: Placement of low permeability material in pipe embedment
zone or foundation to prohibit ground water flow along trench.
P. Over-excavation and Backfill: Excavation of subgrade soils with
unsatisfactory bearing capacity or composed of otherwise unsuitable
materials below top of foundation as shown on Drawings, and backfilled
with foundation backfill material.
Q. Foundation Backfill Materials: Natural soil or manufactured aggregate of
controlled gradation, and geotextile filter fabrics as required, to control
drainage and material separation. Foundation backfill material is placed
and compacted as backfill to provide stable support for bedding.
Foundation backfill materials may include concrete seal slabs.
R. Trench Safety Systems include both protective systems and shoring
systems as defined in Section 02260 - Trench Safety Systems.
S. Trench Shield (Trench Box): Portable worker safety structure moved along
trench as work proceeds, used as protective system and designed to
withstand forces imposed on it by cave- in, thereby protecting persons
within trench. Trench shields may be stacked if so designed or placed in
series depending on depth and length of excavation to be protected.
T. Shoring System: Structure that supports sides of an excavation to
maintain stable soil conditions and prevent cave-ins, or to prevent
movement of ground affecting adjacent installations or improvements.
U. Special Shoring: Shoring system meeting special shoring as specified in
Paragraph 1.08, Special Shoring Design Requirements, for locations
identified on Drawings.
1.04 REFERENCES
A. ASTM C 12 - Standard Practice for Installing Vitrified Clay Pipe Lines.
B. ASTM D 558 - Standard Test Methods for Moisture-Density Relations of
Soil Cement Mixtures.
C. ASTM D 698 - Standard Test Method for Laboratory Compaction
Characteristics of Soil Using Standard Effort (12,400 ft-lb/ft).
D. ASTM D 1556 - Standard Test Method for Density and Unit Weight of Soil
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in Place by Sand-Cone Method.
E. ASTM D 2321 - Standard Practice for Underground Installation of
Thermoplastic Pipe for Sewers and Other Gravity Flow Applications.
F. ASTM D 2487 - Standard Classification of Soils for Engineering Purposes.
G. ASTM D 2922 - Standard Test Methods for Density of Soil and Soil-
Aggregate in Place by Nuclear Methods (Shallow Depth).
H. ASTM D 3017 - Standard Test Method for Water Content of Soil and Rock
in Place by Nuclear Methods (Shallow Depth).
I. ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils.
J. TxDOT Tex-101-E - Preparing Soil and Flexible Base Materials for
Testing.
K. TxDOT Tex-110-E - Particle Size Analysis of Soils.
L. Federal Regulations, 29 CFR Part 1926, Standards-Excavation,
Occupational Safety and Health Administration (OSHA).
1.05 SCHEDULING
A. Schedule work so that pipe embedment can be completed on same day
that acceptable foundation has been achieved for each section of pipe
installation, manhole, or other structures.
1.06 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit planned typical method of excavation, backfill placement and
compaction including:
1. Trench widths.
2. Procedures for foundation and pipe zone bedding placement, and
trench backfill compaction.
3. Procedures for assuring compaction against undisturbed soil when
pre-manufactured trench safety systems are proposed.
C. Submit backfill material sources and product quality information in
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accordance with requirements of Section 02320 - Utility Backfill Materials.
D. Submit trench excavation safety program in accordance with requirements
of Section 02260 - Trench Safety System. Include designs for special
shoring meeting requirements defined in Paragraph 1.08, Special Shoring
Design Requirements contained herein.
E. Submit record of location of utilities as installed, referenced to survey
control points. Include locations of utilities encountered or rerouted. Give
stations, horizontal dimensions, elevations, inverts, and gradients.
F. Submit 11-inch by 17-inch or 12-inch by 18-inch copy of Drawing with
plotted utility or obstruction location titled "Critical Location Report" to
Public Works.
1.07 TESTS
A. Testing and analysis of backfill materials for soil classification and
compaction during construction will be performed by an independent
laboratory provided in accordance with requirements of Section 01454 -
Testing Laboratory Services and as specified in this Section.
B. Perform backfill material source qualification testing in accordance with
requirements of Section 02320- Utility Backfill Materials.
1.08 SPECIAL SHORING DESIGN REQUIREMENTS
A. Have special shoring designed or selected by Contractor's Professional
Engineer to provide support for sides of excavations, including soils and
hydrostatic ground water pressures as applicable, and to prevent ground
movements affecting adjacent installations or improvements such as
structures, pavements and utilities. Special shoring may be a pre-
manufactured system selected by Contractor's Professional Engineer to
meet project site requirements based on manufacturer's standard design.
PART 2 PRODUCTS
2.01 EQUIPMENT
A. Perform excavation with hydraulic excavator or other equipment suitable
for achieving requirements of this Section.
B. Use only hand-operated tamping equipment until minimum cover of 12-
inch is obtained over pipes, conduits, and ducts. Do not use heavy
compacting equipment until adequate cover is attained to prevent damage
to pipes, conduits, or ducts.
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C. Use trench shields or other protective systems or shoring systems which
are designed and operated to achieve placement and compaction of
backfill directly against undisturbed native soil.
D. Use special shoring systems where required which may consist of braced
sheeting, braced soldier piles and lagging, slide rail systems, or other
systems meeting requirements as specified in Paragraph 1.08, Special
Shoring Design Requirements.
2.02 MATERIAL CLASSIFICATIONS
A. Embedment and Trench Zone Backfill Materials: Conform to classifications
and product descriptions of Section 02320 - Utility Backfill Materials.
B. Concrete Backfill: Conform to requirements for Class B concrete as
specified in Section 03315 - Concrete for Utility Construction.
C. Geotextile (Filter Fabric): Conform to requirements of Section 02621-
Geotextile.
D. Concrete for Trench Dams: Concrete backfill or 3 sack premixed (bag)
concrete.
E. Timber Shoring Left in Place: Untreated oak.
PART 3 EXECUTION
3.01 STANDARD PRACTICE
A. Install flexible pipe, including "semi-rigid" pipe, to conform to standard
practice described in ASTM D 2321, and as described in this Section.
Where an apparent conflict occurs between standard practice and
requirements of this Section, this Section governs.
B. Install rigid pipe to conform to standard practice described in ASTM C 12,
and as described in this Section. Where an apparent conflict occurs
between standard practice and requirements of this Section, this Section
governs.
C. Classification of material will be determined by Public Works.
3.02 PREPARATION
A. Establish traffic control to conform to requirements of Section 01555 -
Traffic Control and Regulation. Maintain barricades and warning lights for
streets and intersections affected by work, and are considered hazardous
to traffic movements.
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B. Perform work to conform to applicable safety standards and regulations.
Employ trench safety system as specified in Section 02260 - Trench
Safety Systems.
C. Immediately notify agency or company owning any existing utility line
which is damaged, broken, or disturbed. Obtain approval from Public
Works and agency for any repairs or relocations, either temporary or
permanent.
D. Remove existing pavements and structures, including sidewalks and
driveways, to conform to requirements of Section 02221 - Removing
Existing Pavements and Structures, as applicable.
E. Install and operate necessary dewatering and surface-water control
measures to conform to Section 01578 - Control of Ground Water and
Surface Water. Provide stable trench to allow installation in accordance
with Specifications.
F. Maintain permanent benchmarks, monumentation, and other reference
points. Unless otherwise directed in writing, replace those which are
damaged or destroyed.
3.03 CRITICAL LOCATION INVESTIGATION
A. Horizontal and vertical location of various underground lines shown on
Drawings, including but not limited to water lines, gas lines, storm sewers,
sanitary sewers, telecommunication lines, electric lines or power ducts,
pipelines, concrete and debris, are based on best information available but
are only approximate locations. At Critical Locations shown on Drawings,
field verify horizontal and vertical locations of such lines within zone 2-foot
vertically and 4-foot horizontally of proposed work.
1. Verify location of existing utilities minimum of 7 working days in
advance of pipe laying activities based on daily pipe laying rate.
Use extreme caution and care when uncovering these lines.
2. Notify Public Works in writing immediately upon identification of
obstruction. In event of failure to identify obstruction in minimum of
7 days, Contractor will not be entitled to extra cost for downtime
including, but not limited to, payroll, equipment, overhead,
demobilization and remobilization, until 7 days has passed from
time Public Works is notified of obstruction.
B. Notify involved utility companies of date and time that investigation
excavation will occur and request that their respective utility lines be
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marked in field. Comply with utility or pipeline company requirements that
their representative be present during excavation. Provide Public Works
with 48 hours notice prior to field excavation or related work.
C. Survey vertical and horizontal locations of obstructions relative to project
baseline and datum and plot on 12-inch by 18-inch copy of Drawings. For
large diameter water lines, submit to Public Works for approval, horizontal
and vertical alignment dimensions for connections to existing lines, tied
into project baseline, signed and sealed by R.P.L.S.
3.04 PROTECTION
A. Protect trees, shrubs, lawns, existing structures, and other permanent
objects outside of grading limits and within grading limits as designated on
Drawings, and in accordance with requirements of Section 01562 - Tree
and Plant Protection.
B. Protect and support above-grade and below-grade utilities which are to
remain.
C. Restore damaged permanent facilities to pre-construction conditions
unless replacement or abandonment of facilities is indicated on Drawings.
D. Take measures to minimize erosion of trenches. Do not allow water to
pond in trenches. Where slides, washouts, settlements, or areas with loss
of density or pavement failures or potholes occur, repair, recompact, and
pave those areas at no additional cost to the City.
3.05 EXCAVATION
A. Except as otherwise specified or shown on Drawings, install underground
utilities in open cut trenches with vertical sides.
B. Perform excavation work so that pipe, conduit, and ducts can be installed
to depths and alignments shown on Drawings. Avoid disturbing
surrounding ground and existing facilities and improvements.
C. Determine trench excavation widths using following schedule as related to
pipe outside diameter (O.D.).
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Nominal
Pipe Size, Inches
Minimum Trench
Width, Inches
Less than 18 O.D. + 12
18 to 30 O.D. + 24
36 to 42 O.D. + 36
Greater than 42 O.D. + 48
D. Use sufficient trench width or benches above embedment zone for
installation of well point headers or manifolds and pumps where depth of
trench makes it uneconomical or impractical to pump from surface
elevation. Provide sufficient space between shoring cross braces to permit
equipment operations and handling of forms, pipe, embedment and
backfill, and other materials.
E. Upon discovery of unknown utilities, badly deteriorated utilities not
designated for removal, or concealed conditions, discontinue work at that
location. Notify Public Works and obtain instructions before proceeding.
F. Shoring of Trench Walls.
1. Install Special Shoring in advance of trench excavation or
simultaneously with trench excavation, so that soils within full
height of trench excavation walls will remain laterally supported at
all times.
2. For all types of shoring, support trench walls in pipe embedment
zone throughout installation. Provide trench wall supports
sufficiently tight to prevent washing trench wall soil out from behind
trench wall support.
3. Leave sheeting driven into or below pipe embedment zone in place
to preclude loss of support of foundation and embedment materials,
unless otherwise directed by Public Works. Leave rangers, walers,
and braces in place as long as required to support sheeting, which
has been cut off, and trench wall in vicinity of pipe zone.
4. Employ special methods for maintaining integrity of embedment or
foundation material. Before moving supports, place and compact
embedment to sufficient depths to provide protection of pipe and
stability of trench walls. As supports are moved, finish placing and
compacting embedment.
5. If sheeting or other shoring is used below top of pipe embedment
zone, do not disturb pipe foundation and embedment materials by
subsequent removal. Maximum thickness of removable sheeting
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extending into embedment zone shall be equivalent of 1-inch thick
steel plate. As sheeting is removed, fill in voids left with grouting
material.
G. Use of Trench Shields. When trench shield (trench box) is used as worker
safety device, the following requirements apply:
1. Make trench excavations of sufficient width to allow shield to be
lifted or pulled freely, without damage to trench sidewalls.
2. Move trench shields so that pipe, and backfill materials, after
placement and compaction, are not damaged nor disturbed, nor
degree of compaction reduced. Re-compact after shield is moved if
soil is disturbed.
3. When required, place, spread, and compact pipe foundation and
bedding materials beneath shield. For backfill above bedding, lift
shield as each layer of backfill is placed and spread. Place and
compact backfill materials against undisturbed trench walls and
foundation.
4. Maintain trench shield in position to allow sampling and testing to
be performed in safe manner.
5. Conform to applicable Government regulations.
H. Voids under paving area outside shield caused by Contractor's work will
require removal of pavement, consolidation and replacement of pavement
in accordance with Contract Documents. Repair damage resulting from
failure to provide adequate supports.
I. Place sand or soil behind shoring or trench shield to prevent soil outside
shoring from collapsing and causing voids under pavement. Immediately
pack suitable material in outside voids following excavation to avoid
caving of trench walls.
J. Coordinate excavation within 15 feet of pipeline with company's
representative. Support pipeline with methods agreed to by Pipeline
Company’s representative. Use small, rubber- tired excavator, such as
backhoe, to do exploratory excavation. Bucket that is used to dig in close
proximity to pipelines shall not have teeth or shall have guard installed
over teeth to approximate bucket without teeth. Excavate by hand within
1-foot of Pipeline Company’s line. Do not use larger excavation equipment
than normally used to dig trench in vicinity of pipeline until pipelines have
been uncovered and fully exposed. Do not place large excavation and
hauling equipment directly over pipelines unless approved by Pipeline
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-12
March 31, 2011
Company’s representative.
K. When, during excavation to uncover pipeline company's pipelines,
screwed collar or an oxy- acetylene weld is exposed, immediately notify
Public Works. Provide supports for collar or welds. Discuss with Pipeline
Company’s representative and determine methods of supporting collar or
weld during excavation and later backfilling operations. When collar is
exposed, request Pipeline Company to provide welder in a timely manner
to weld ends of collar prior to backfilling of excavation.
3.06 HANDLING EXCAVATED MATERIALS
A. Use only excavated materials, which are suitable as defined in this
Section and conforming to Section 02320 - Utility Backfill Materials. Place
material suitable for backfilling in stockpiles at distance from trench to
prevent slides or cave-ins.
B. When required, provide additional backfill material conforming to
requirements of Section 02320 - Utility Backfill Materials.
C. Do not place stockpiles of excess excavated materials on streets and
adjacent properties. Protect backfill material to be used on site. Maintain
site conditions in accordance with Section 01504 - Temporary Facilities
and Controls. Excavate trench so that pipe is centered in trench. Do not
obstruct sight distance for vehicles utilizing roadway or detours with
stockpiled materials.
3.07 TRENCH FOUNDATION
A. Excavate bottom of trench to uniform grade to achieve stable trench
conditions and satisfactory compaction of foundation or bedding materials.
B. When wet soil is encountered on trench bottom and dewatering system is
not required, overexcavate an additional 6-inch with approval by Public
Works. Place non-woven geotextile fabric and then compact 12-inch of
crushed stone in one lift on top of fabric. Compact crushed stone with four
passes of vibratory-type compaction equipment.
C. Perform over excavation, if directed by Public Works, in accordance with
Paragraph 3.07B above. Removal of unstable or unsuitable material may
be required if approved by Public Works;
1. Even though Contractor has not determined material to be
unsuitable, or
2. If unstable trench bottom is encountered and an adequate ground
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-13
March 31, 2011
water control system is installed and operating according to Section
01578 - Control of Ground Water and Surface Water.
D. Place trench dams in Class I foundations in line segments longer than
100-foot between manholes and not less than one in every 500-foot of
pipe placed. Install additional dams as needed to achieve workable
construction conditions. Do not place trench dams closer than 5-foot from
manholes.
3.08 PIPE EMBEDMENT, PLACEMENT, AND COMPACTION
A. Remove loose, sloughing, caving, or otherwise unsuitable soil from
bottoms and sidewalls of trenches immediately prior to placement of
embedment materials.
B. Place embedment including bedding, haunching, and initial backfill as
shown on Drawings.
C. For pipe installation, manually spread embedment materials around pipe
to provide uniform bearing and side support when compacted. Protect
flexible pipe from damage during placing of pipe zone bedding material.
Perform placement and compaction directly against undisturbed soils in
trench sidewalls, or against sheeting which is to remain in place.
D. Do not place trench shields or shoring within height of embedment zone
unless means to maintain density of compacted embedment material are
used. If moveable supports are used in embedment zone, lift supports
incrementally to allow placement and compaction of material against
undisturbed soil.
E. Place geotextile to prevent particle migration from in-situ soil into open-
graded (Class I) embedment materials or drainage layers.
F. Do not damage coatings or wrappings of pipes during backfilling and
compacting operations. When embedding coated or wrapped pipes, do not
use crushed stone or other sharp, angular aggregates.
G. Place haunching material manually around pipe and compact it to provide
uniform bearing and side support. If necessary, hold small-diameter or
lightweight pipe in place during compaction of haunch areas and
placement beside pipe with sand bags or other suitable means.
H. Place electrical conduit, if used, directly on foundation without
bedding.
I. Shovel in-place and compact embedment material using pneumatic
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-14
March 31, 2011
tampers in restricted areas, and vibratory-plate compactors or engine-
powered jumping jacks in unrestricted areas. Compact each lift before
proceeding with placement of next lift. Water tamping is not allowed.
J. Use bedding material as detailed below and as specified in Section 02320
- Utility Backfill Material.
1. Water line installation: Class I, and II Embedment Materials as
specified in Section 02320 - Utility Backfill Material. The City
requires water and sewer utilities to be encased in six (6") inches of
sand.
a. Maximum 6-inch compacted lift thickness.
b. Compact to achieve minimum of 80 percent of maximum dry
density as determined according to ASTM D 698. Avoid
damaging pipe.
c. Moisture content as determined by Contractor for effective
compaction without softening soil of trench bottom,
foundation or trench walls.
2. Sewer line installation: Class I Embedment Materials. The City
requires water and sewer utilities to be encased in six (6") inches of
sand.
a. Maximum 6-inch compacted lift thickness.
b. Systematic compaction by at least two passes of vibrating
equipment. Increase compaction effort as necessary to
effectively embed pipe to meet deflection test criteria.
c. Moisture content as determined by Contractor for effective
compaction without softening soil of trench bottom,
foundation or trench walls.
3. Storm sewer installation: Class II Embedment or Cement Stabilized
Sand.
a. Maximum 6-inch compacted thickness.
b. Compact to achieve minimum of 80 percent of maximum dry
density as determined according to ASTM D 698. Avoid
damaging pipe.
c. Moisture content as determined by Contractor for effective
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-15
March 31, 2011
compaction without softening soil of trench bottom,
foundation or trench walls. Moisture content of cement
stabilized sands on dry side of optimum as determined
according to ASTM D 558 but sufficient for effective
hydration.
K. Place trench dams in Class I embedment in line segments longer than
100-foot between manholes, and not less than one in every 500-foot of
pipe placed. Install additional dams as needed to achieve workable
construction conditions. Do not place trench dams closer than 5-foot from
manholes.
3.09 TRENCH ZONE BACKFILL PLACEMENT AND COMPACTION
A. Place backfill for pipe or conduits and restore surface as soon as
practicable. Leave only minimum length of trench open as necessary for
construction.
B. In unpaved areas, backfill trench zone, including auger pits, intermediate
and site pits, with native material from trench, Class III material, Select
Backfill, or random backfill material as specified in Section 02320 - Utility
Backfill materials.
1. Place trench zone backfill in lifts and compact. Fully compact each
lift before placement of next lift. Maximum 12-inch compacted lift
thickness.
2. Compact by vibratory equipment to minimum of 90 percent of
maximum dry density determined according to ASTM D 698.
3. Moisture content within zero percent to +5 percent of optimum
determined according to ASTM D 698, unless otherwise approved
by Public Works
C. For trench zone backfill of in paved areas and to within 1-foot back of
curb, use material excavated from trench that meets the requirements of
Select Backfill, Select Backfill, or flexible base material, as specified in
Section 02320 - Utility Backfill materials. The use of flowable fill may be
required in areas subjected to traffic, per Drawings and Section 02320 –
Utility Backfill Materials.
1. Place trench zone backfill in lifts and compact. Fully compact each
lift before placement of next lift. Place in maximum 8-inch loose
layers.
2. Compaction by equipment providing tamping or kneading impact to
minimum of 95 percent of maximum dry density determined
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-16
March 31, 2011
according to ASTM D 698.
3. Moisture content within 2 percent below or 5 percent above
optimum determined according to ASTM D 698, unless approved
by Public Works.
D. Cement-Stabilized Sand may be used as trench zone back fill under paved
areas.
1. Maximum lift thickness determined by Contractor to achieve
uniform placement and required compaction, but do not exceed 12-
inch Refer to Section 02321.
2. Compact by vibratory equipment to minimum of 95 percent of
maximum dry density determined according to ASTM D 558.
3. Moisture content on dry side of optimum determined according to
ASTM D 558 but sufficient for cement hydration.
E. Fat Clay (CH)
1. Fat clays (CH) may be used as trench zone backfill outside paved
areas at Contractor's option. When required density is not
achieved, at any additional cost to City, rework, dry out, use lime
stabilization or other approved methods to achieve compaction
requirements, or use different suitable material.
2. Maximum 9-inch compacted lift thickness for clayey soils and
maximum 12-inch lift thickness for granular soils.
3. Compact to minimum of 95 percent of maximum dry density
determined according to ASTM D 698. Moisture content as
necessary to achieve density.
F. Where damage to completed pipe installation work is likely to result from
withdrawal of sheeting, leave sheeting in place. Cut off sheeting 1.5-foot
or more above crown of pipe. Remove trench supports within 5-foot from
ground surface.
G. For electric conduits, remove form work used for construction of conduits
before placing trench zone backfill.
3.10 MANHOLES, JUNCTION BOXES AND OTHER PIPELINE STRUCTURES
A. Meet requirements of adjoining utility installations for backfill of pipeline
structures, as shown on Drawings.
B. Below paved areas, encapsulate manhole with cement stabilized sand or
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-17
March 31, 2011
flowable fill; minimum of 1-foot below base, minimum 1-foot around walls,
up to within 12-inch of pavement subgrade. Compact in accordance with
Paragraph 3.10.D of this Section
C. In unpaved areas, use Select Backfill, or flexible base material, for backfill.
Existing material that qualifies as select material may be used, unless
indicated otherwise on Drawings. Deposit backfill in uniform layers and
compact each layer as specified. Maintain backfill material at no less than
2 percent below nor more than 5 percent above optimum moisture
content, unless otherwise approved by Public Works. Place fill material in
uniform 8-inch maximum loose layers. Compact fill to at least 95 percent of
maximum Standard Proctor Density according to ASTM D 698.
3.11 FIELD QUALITY CONTROL
A. Test for material source qualifications as defined in Section 02320 - Utility
Backfill Materials.
B. Provide excavation and trench safety systems at locations and to depths
required for testing and retesting during construction at no additional cost
to City.
C. Tests will be performed on minimum of three different samples of each
material type for plasticity characteristics, in accordance with ASTM D
4318, and for gradation characteristics, in accordance with Tex-101-E and
Tex-110-E. Additional classification tests will be performed whenever
there is noticeable change in material gradation or plasticity, or when
requested by Public Works.
D. At least three tests for moisture-density relationships will be performed
initially for backfill materials in accordance with ASTM D 698, and for
cement- stabilized sand in accordance with ASTM D 558. Perform
additional moisture-density relationship tests once a month or whenever
there is noticeable change in material gradation or plasticity.
E. In-place density tests of compacted pipe foundation, embedment and
trench zone backfill soil materials will be performed according to ASTM D
698, or ASTM D 2922 and ASTM D 3017, and at following frequencies
and conditions.
1. For open cut construction projects and auger pits: Unless otherwise
approved by Public Works, successful compaction to be measured
by one test per 400-foot measured along pipe.
2. A minimum of three density tests for each full shift of work.
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-18
March 31, 2011
3. Density tests will be distributed among placement areas. Placement
areas are: foundation, bedding, haunching, initial backfill and trench
zone.
4. The number of tests will be increased if inspection determines that
soil type or moisture content are not uniform or if compacting effort
is variable and not considered sufficient to attain uniform density,
as specified.
5. Density tests may be performed at various depths below fill surface
by pit excavation. Material in previously placed lifts may therefore
be subject to acceptance/rejection.
6. Two verification tests will be performed adjacent to in-place tests
showing density less than acceptance criteria. Placement will be
rejected unless both verification tests show acceptable results.
7. Recompacted placement will be retested at same frequency as first
test series, including verification tests.
8. Identify elevation of test with respect to natural ground or
pavement.
F. Recondition, recompact, and retest at Contractor's expense if tests
indicate work does not meet specified compaction requirements. For
hardened soil cement with nonconforming density, core and test for
compressive strength at Contractor's expense.
G. Acceptability of crushed rock compaction will be determined by inspection.
3.12 DISPOSAL OF EXCESS MATERIAL
A. Dispose of excess materials in accordance with requirements of Section
01576 – Waste Material Disposal.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION BORROW
02319-1
March 31, 2011
SECTION 02319
BORROW
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Soil materials for embankment.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for borrow is on cubic yard basis calculated by
theoretical quantities using average end area method based on
Drawings.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM D 2216 - Standard Test Method for Laboratory Determination of
Water (Moisture) Content of Soil, Rock, and Soil Aggregate Mixtures.
B. ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit location and description of proposed borrow area for approval.
C. Submit material samples for testing.
PART 2 PRODUCTS
2.01 SOIL MATERIAL
A. Grade borrow material used for embankment free of lumps greater than 6
inches, rocks larger than 3-In., organic material, chemical waste or other
CITY OF SCHERTZ
STANDARD SPECIFICATION BORROW
02319-2
March 31, 2011
contamination, and debris. Take borrow material from sources approved by
Public Works.
B. Use material with plasticity index not less than 12, nor more than 20 when
tested in accordance with ASTM D 4318. Maximum liquid limit shall be 45,
unless approved by Public Works. Do not use blend of cohesive and
granular soils to achieve required plasticity index.
PART 3 EXECUTION
3.01 PREPARATION
A. Notify Public Works and testing laboratory 5 days in advance of opening
borrow source to permit obtaining samples for qualification testing. When
material does not meet specification requirements, locate another source of
borrow.
B. Clear approved source area of trees, stumps, brush, roots, vegetation,
organic matter, and other unacceptable material before excavation.
3.02 TESTS
A. Test and analyze soil materials in accordance with ASTM D 4318 and
ASTM D 2216 under provisions of Section 01454 - Testing Laboratory
Services.
3.03 EXCAVATION
A. Provide adequate drainage of surface water so that surface water run off
does not enter borrow pit excavation.
3.04 HAULING
A. Use covered trucks. Conform to requirements of Section 01555 - Traffic
Control and Regulation.
3.05 EMBANKMENT
A. Conform to requirements of Section 02330 - Embankment.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS
02320-1
March 31, 2011
SECTION 02320
UTILITY BACKFILL MATERIALS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Material Classifications.
B. Utility Backfill Materials: Concrete sand, Gem sand, Pea gravel, Crushed stone, Crushed concrete, Bank run sand, Select backfill, Random backfill, Flowable fill
C. Material Handling and Quality Control Requirements.
1.02 MEASUREMENT AND PAYMENT A. Unit Prices.
1. No payment will be made for backfill material. Include
payment in unit price for applicable utility installation.
2. Payment for backfill material, when included as separate pay item
or when directed by Public Works, is on cubic yard basis for
material placed and compacted within theoretical trench width
limits and thickness of material according to Drawings, or as
directed by Public Works. 3. Refer to Section 01270 - Measurement and Payment for unit price procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 DEFINITIONS
A. Unsuitable Material: 1. Materials classified as ML, CL-ML, MH, PT, OH, and OL according to ASTM D 2487.
2. Materials that cannot be compacted to required density due to
gradation, plasticity, or moisture content.
3. Materials containing large clods, aggregates, or stones
greater than 4-in. in any dimension; debris, vegetation, or
waste; or any other deleterious materials.
CITY OF SCHERTZ
STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS
02320-2
March 31, 2011
4. Materials contaminated with hydrocarbons or other chemical contaminants. B. Suitable Material: 1. Materials meeting specification requirements.
2. Unsuitable materials meeting specification requirements for
suitable soils after treatment with lime or cement.
C. Foundation Backfill Materials: Natural soil or manufactured aggregate
meeting Class I requirements and geotextile filter fabrics as required, to
control drainage and material separation. Foundation backfill material is
placed and compacted as backfill where needed to provide stable
support for structure foundation base. Foundation backfill materials may
include concrete fill and seal slabs.
D. Foundation Base: Crushed stone aggregate with filter fabric as required,
cement stabilized sand, or concrete seal slab. Foundation base provides
smooth, level working surface for construction of concrete foundation.
E. Backfill Material: Classified soil material meeting specified quality
requirements for designated application as embedment or trench
zone backfill.
F. Embedment Material: Soil material placed under controlled conditions
within embedment zone extending vertically upward from top of foundation
to an elevation 12-In. above top of pipe, and including pipe bedding,
haunching and initial backfill.
G. Trench Zone Backfill: Classified soil material meeting specified quality
requirements and placed under controlled conditions in trench zone
from top of embedment zone to base course in paved areas or to
surface grading material in unpaved areas.
H. Foundation: Either suitable soil of trench bottom or material placed as
backfill of over- excavation for removal and replacement of unsuitable
or otherwise unstable soils.
I. Source: Source selected by Contractor for supply of embedment or
trench zone backfill material. Selected source may be project
excavation, off-site borrow pits, commercial borrow pits, or sand and
aggregate production or manufacturing plants.
J. Refer to Section 02317 - Excavation and Backfill for Utilities for other
definitions regarding utility installation by trench construction.
CITY OF SCHERTZ
STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS
02320-3
March 31, 2011
1.04 REFERENCES A. ASTM C 33 - Standard Specification for Concrete Aggregate. B. ASTM C 40 - Standard Test Method for Organic Impurities in Fine Aggregates for Concrete. C. ASTM C 123 - Standard Test Method for Lightweight Particles in Aggregate. D. ASTM C 131 - Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in Los Angeles Machine. E. ASTM C 136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates. F. ASTM C 142 - Standard Test Method for Clay Lumps and Friable Particles in Aggregates. G. ASTM D 1140 - Standard Test Method for Amount of Material in Soils Finer Than No. 200 Sieve. H. ASTM D 2487 - Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System).
I. ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils.
J. ASTM D 4643 - Standard Test Method for Determination of Water (Moisture) Content of Soil by Microwave Oven Method. K. TxDOT Tex-110-E - Determining Particle Size Analysis of Soils. L. TxDOT Tex-460-A - Material Finer Than 75 Fm (No.200) Sieve In Mineral Aggregates (Decantation Test for Concrete Aggregates).
1.05 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit description of source, material classification and product
description, production method, and application of backfill materials.
C. Submit test results for samples of off-site backfill materials. Comply with
Paragraph 2.03, Material Testing.
D. Before stockpiling materials, submit copy of approval from
landowner for stockpiling backfill material on private property.
E. Provide delivery ticket which includes source location for each delivery
of material that is obtained from off-site sources or is being paid as
specific bid item.
CITY OF SCHERTZ
STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS
02320-4
March 31, 2011
1.06 TESTS A. Perform tests of sources for backfill material in accordance with Paragraph 2.03B. B. Verification tests of backfill materials may be performed by the City in accordance with Section 01454 - Testing Laboratory Services and in accordance with Paragraph 3.03.
PART 2 PRODUCTS
2.01 MATERIAL CLASSIFICATIONS
A. Classify materials for backfill for purpose of quality control in accordance
with Unified Soil Classification Symbols as defined in ASTM D 2487.
Material use and application is defined in utility installation specifications
and Drawings either by class, as described in Paragraph 2.01B, or by
product descriptions, as given in Paragraph 2.02.
B. Class Designations Based on Laboratory Testing:
1. Class I: Well-graded gravels and sands, gravel-sand mixtures,
crushed well-graded rock, little or no fines (GW, SW):
a. Plasticity index: non-plastic.
b. Gradation: D60/D10 - greater than 4 percent; amount passing
No. 200 sieve - less than or equal to 5 percent.
2. Class II: Poorly graded gravels and sands, silty gravels and sands, little to moderate fines (GM, GP, SP, SM):
a. Plasticity index: non-plastic to 4. b. Gradations: 1. Gradation (GP, SP): amount passing No. 200 sieve - less than 5 percent.
2. Gradation (GM, SM): amount passing No. 200 sieve -
between 12 percent and 50 percent.
3. Borderline gradations with dual classifications (e.g., SP-
SM): amount passing No. 200 sieve - between 5 percent and
12 percent.
3. Class III: Clayey gravels and sands, poorly graded mixtures of gravel,
sand, silt, and clay (GC, SC, and dual classifications, e.g., SP-SC):
a. Plasticity index: greater than 7. b. Gradation: amount passing No. 200 sieve - between 12 percent and 50 percent.
CITY OF SCHERTZ
STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS
02320-5
March 31, 2011
4. Class IVA: Lean clays (CL). a. Plasticity Indexes:
1. Plasticity index: greater than 7, and above A line.
2. Borderline plasticity with dual classifications (CL-ML): PI
between 4 and 7. b. Liquid limit: less than 50. c. Gradation: amount passing No. 200 sieve - greater than 50 percent. d. Inorganic.
5. Class IVB: Fat clays (CH) a. Plasticity index: above A line. b. Liquid limit: 50 or greater. c. Gradation: amount passing No. 200 sieve - greater than 50 percent. d. Inorganic.
6. Use soils with dual class designation according to ASTM D 2487, and
which are not defined above, according to more restrictive class.
2.02 PRODUCT DESCRIPTIONS
A. Soils classified as silt (ML) silty clay (CL-ML with PI of 4 to 7), elastic silt
(MH), organic clay and organic silt (OL, OH), and organic matter (PT)
are not acceptable as backfill materials. These soils may be used for
site grading and restoration in unimproved areas as approved by Public
Works. Soils in Class IVB, fat clay (CH) may be used as backfill
materials where allowed by applicable backfill installation specification.
Refer to Section 02316 - Excavation and Backfill for Structures and
Section 02317 - Excavation and Backfill for Utilities.
B. Provide backfill material that is free of stones greater than 6-In., free
of roots, waste, debris, trash, organic material, unstable material, non-
soil matter, hydrocarbon or other contamination, conforming to
following limits for deleterious materials:
1. Clay lumps: Less than 0.5 percent for Class I, and less than 2.0
percent for Class II, when tested in accordance with ASTM C 142. 2. Lightweight pieces: Less than 5 percent when tested in accordance with ASTM C 123.
CITY OF SCHERTZ
STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS
02320-6
March 31, 2011
3. Organic impurities: No color darker than standard color when tested in accordance with ASTM C 40.
C. Manufactured materials, such as crushed concrete, may be substituted for
natural soil or rock products where indicated in product specification, and
approved by Public Works, provided that physical property criteria are
determined to be satisfactory by testing. D. Bank Run Sand: Durable bank run sand classified as SP, SW, or SM by Unified Soil Classification System (ASTM D 2487) meeting following requirements: 1. Less than 15 percent passing number 200 sieve when tested in accordance with ASTM D 1140. Amount of clay lumps or balls may not exceed 2 percent.
2. Material passing number 40 sieve shall meet the following
requirements when tested in accordance with ASTM D 4318:
Plasticity index: not exceeding 7.
E. Concrete Sand: Natural sand, manufactured sand, or combination of
natural and manufactured sand conforming to requirements of ASTM C
33 and graded within following limits when tested in accordance with
ASTM C 136:
Sieve Percent Passing
3/8" 100
No. 4 95 to 100
No. 8 80 to 100
No. 16 50 to 85
No. 30 25 to 60
No. 50 10 to 30
No. 100 2 to 10
F. Gem Sand: Sand conforming to requirements of ASTM C 33 for course
aggregates specified for number 8 size and graded within the following
limits when tested in accordance with ASTM C 136:
Sieve Percent Passing
3/8” 95 to 100
No. 4 60 to 80
No. 8 15 to 40
CITY OF SCHERTZ
STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS
02320-7
March 31, 2011
G. Pea Gravel: Durable particles composed of small, smooth, rounded
stones or pebbles and graded within the following limits when tested in
accordance with ASTM C 136: Sieve Percent Passing
1/2” 100
3/8” 85 to 100
No. 4 10 to 30
No. 8 0 to 10
No. 16 0 to 5
H. Crushed Aggregates: Crushed aggregates consist of durable particles
obtained from an approved source and meeting the following
requirements:
1. Materials of one product delivered for same construction activity from single source, unless otherwise approved by Public Works. 2. Non-plastic fines. 3. Los Angeles abrasion test wear not exceeding 45 percent when tested in accordance with ASTM C 131. 4. Crushed aggregate shall have minimum of 90 percent of particles retained on No. 4 sieve with 2 or more crushed faces as determined by Tex-460-A, Part I. 5. Crushed stone: Produced from oversize plant processed stone or gravel, sized by crushing to predominantly angular particles from naturally occurring single source. Uncrushed gravel is not acceptable materials for embedment where crushed stone is shown on applicable utility embedment drawing details. 6. Crushed Concrete: Crushed concrete is an acceptable substitute for crushed stone as utility backfill. Gradation and quality control test requirements are same as crushed stone. Provide crushed concrete produced from normal weight concrete of uniform quality; containing particles of aggregate and cement material, free from other substances such as asphalt, reinforcing steel fragments, soil, waste gypsum (calcium sulfate), or debris. 7. Gradations, as determined in accordance with Tex-110-E.
CITY OF SCHERTZ
STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS
02320-8
March 31, 2011
SIEVE Percent Passing by Weight for Pipe Embedment
by Ranges of Nominal Pipes Sizes
>15” 15” – 8” <8”
1” 95 – 100 100 -
¾” 60 – 90 90 – 100 100
½” 25 – 60 - 90 – 100
3/8” - 20 – 55 40 – 70
No. 4 0 – 5 0 – 10 0 – 15
No. 8 - 0 – 5 0 - 5
I. Select Backfill: Class III clayey gravel or sand or Class IV lean clay with
plasticity index between 7 and 20 or clayey soils treated with lime in
accordance with Section 02951 - Pavement Repair and Resurfacing, to
meet plasticity criteria.
J. Random Backfill: Any suitable soil or mixture of soils within Classes I, II, III
and IV; or fat clay (CH) where allowed by applicable backfill installation
specification. Refer to Section 02316 - Excavation and Backfill for
Structures and Section 02317 - Excavation and Backfill for Utilities.
K. Cement Stabilized Sand: Conform to requirements of Section 02321 -
Cement Stabilized Sand.
L. Concrete Backfill: Conform to Class B concrete as specified in Section
03315 - Concrete for Utility Construction.
M. Flexible Base Course Material: Conform to requirements of applicable
portions of Section 02711 - Hot Mix Asphaltic Base Course, Section 02712
- Cement Stabilized Base Course, and Section 02713 - Crushed Concrete
Base Course.
N. Flowable Fill:
1. Design Mix Criteria. Provide design of one or more mixes to meet
design criteria and conditions for placement. Present information
required by Paragraph 1.05B in mix design report including
following:
a. Cement: ASTM C 150 Type I or II. Volume and weight per
cubic yard of fill. Provide minimum cement content of 100-
Lb. per cubic yard.
b. Fly ash: ASTM C 618 Class C or F. Volume and weight per
cubic yard of fill. Provide minimum Fly ash content of 200-Lb.
per cubic yard.
CITY OF SCHERTZ
STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS
02320-9
March 31, 2011
c. Potable water: Volume and weight per cubic yard of fill.
Amount of water determined by mix design testing.
d. Aggregate gradation: 100 percent passing 3/8-In. sieve and
not more than 10 percent passing No. 200 sieve. Mix design
report shall define pilot gradation based on following sieve
sizes 3/8-In., Nos. 4, 8, 16, 30, 50, 100, and 200. Do not
deviate from pilot gradation by more than plus or minus 10
percentage points for any sieve for production material.
e. Aggregate source material: Screened or crushed aggregate,
pit or bank run fine gravels or sand, or crushed concrete. If
crushed concrete is used, add at least 30 percent of natural
aggregate to provide workability.
f. Admixtures: Use admixtures meeting ASTM C 494 and
ASTM C 1017 as needed to improve pumpability, to control
time of set, and reduce bleeding.
g. Fluidifier: Use fluidifier meeting ASTM C 937 as necessary to
hold solid constituents in suspension. Add shrinkage
compensator if necessary.
h. Performance additive: Use flowable fill performance additive,
such as Darafill or approved equal, to control fill properties.
2. Flowable Fill Requirements
a. Unconfined compressive strength as determined based on
an average of three tests for same placement. Present at
least three acceptable strength tests for proposed mix
design in mix design report.:
i. Low Strength: Minimum 75 psi and maximum 150 psi @
28 days
ii. High Strength: Greater than 500 psi @ 28 days. For
emergency repairs, strength shall be greater than 50 psi
@ 2 hours.
b. Placement characteristics: self-leveling.
c. Shrinkage characteristics: Limit shrinkage to 0.5% or less
based upon the results from ASTM C 827, “Change in
Height at Early Ages of Cylindrical Specimens from
Cementitious Mixtures”.
CITY OF SCHERTZ
STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS
02320-10
March 31, 2011
d. Water bleeding for fill to be placed by grouting method in
sewers: Not to exceed 2 percent according to ASTM C 940.
2.03 MATERIAL TESTING
A. Source Qualification. Perform testing to obtain tests by suppliers for
selection of material sources and products not from the project site. Test
samples of processed materials from current production representing
material to be delivered. Use tests to verify that materials meet
specification requirements. Repeat qualification test procedures each
time source characteristics change or there is planned change in source
location or supplier. Include the following qualification tests, as
applicable:
1. Gradation. Report complete sieve analyses regardless of
specified control sieves from largest particle through No. 200
sieve.
2. Plasticity of material passing No. 40 sieve 3. Los Angeles abrasion wear of material retained on No. 4 sieve 4. Clay lumps 5. Lightweight pieces 6. Organic impurities
B. Production Testing. Provide reports to Public Works from an
independent testing laboratory that backfill materials to be placed
in work meet applicable specification requirements.
C. Assist Public Works in obtaining material samples for verification testing
at source or at production plant.
PART 3 EXECUTION
3.01 SOURCES
A. Use of existing material in trench excavations is acceptable, provided
applicable specification requirements are satisfied.
B. Identify off-site sources for backfill materials at least 14 days ahead of
intended use so that Public Works may obtain samples for verification
testing.
C. Materials may be subjected to inspection or additional verification testing
after delivery. Materials which do not meet requirements of specifications
CITY OF SCHERTZ
STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS
02320-11
March 31, 2011
will be rejected. Do not use material which, after approval, has become
unsuitable for use due to segregation, mixing with other materials, or by
contamination. Once material is approved by Public Works, expense for
sampling and testing required to change to different material will be
credited to the City through change order.
D. Bank run sand, select backfill, and random backfill, if available in project
excavation, may be obtained by selective excavation and acceptance
testing. Obtain additional quantities of these materials and other
materials required to complete work from off-site sources.
E. The City does not represent or guarantee that any soil found in
excavation work will be suitable and acceptable as backfill material.
3.02 MATERIAL HANDLING
A. When backfill material is obtained from either commercial or non-
commercial borrow pit, open pit to expose vertical faces of various strata
for identification and selection of approved material to be used. Excavate
selected material by vertical cuts extending through exposed strata to
achieve uniformity in product.
B. Establish temporary stockpile locations for practical material handling,
control, and verification testing by Public Works in advance of final
placement. Obtain approval from landowner for storage of backfill
material on adjacent private property.
C. When stockpiling backfill material near project site, use appropriate
covers to eliminate blowing of materials into adjacent areas and prevent
runoff containing sediments from entering drainage system.
D. Place stockpiles in layers to avoid segregation of processed materials.
Load material by making successive vertical cuts through entire depth of
stockpile.
3.03 FIELD QUALITY CONTROL
A. Quality Control
1. The Public Works may sample and test backfill at:
a. Sources including borrow pits, production plants and
Contractor's designated off-site stockpiles.
b. On-site stockpiles.
c. Materials placed in work.
2. The Public Works may re-sample material at any stage of work or
CITY OF SCHERTZ
STANDARD SPECIFICATION UTILITY BACKFILL MATERIALS
02320-12
March 31, 2011
location if changes in characteristics are apparent.
B. Production Verification Testing: City's testing laboratory will provide
verification testing on backfill materials, as directed by Public Works.
Samples may be taken at source or at production plant, as applicable.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED SAND
02321-1
March 31, 2011
SECTION 02321
CEMENT STABILIZED SAND
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Cement stabilized sand.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for work performed under this
Section. Include cost of such work in Contract unit prices for items
listed in bid form requiring cement stabilized sand.
2. Refer to Paragraph 3.04 for material credit.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM C 33 - Standard Specification for Concrete Aggregates (Fine
Aggregate).
B. ASTM C 40 - Standard Test Method for Organic Impurities in Fine
Aggregates for Concrete.
C. ASTM C 42 - Standard Test Methods for Obtaining and Testing Drilled
Cores and Sawed Beams of Concrete.
D. ASTM C 94 - Standard Specification for Ready-Mixed Concrete.
E. ASTM C 123 - Standard Test Method for Lightweight Particles in Aggregate.
F. ASTM C 142 - Standard Test Method for Clay Lumps and Friable Particles
in Aggregates.
G. ASTM C 150 - Specification for Portland Cement.
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED SAND
02321-2
March 31, 2011
H. ASTM D 558 - Standard Test Method for Moisture-Density Relations of Soil
Cement- Mixtures.
I. ASTM D 1632 - Standard Practice for Making and Curing Soil-Cement
Compression and Flexure Test Specimens in the Laboratory
J. ASTM D 1633 - Standard Test Method for Compressive Strength of Molded
Soil-Cement Cylinders.
K. ASTM D 2487 - Standard Test Method for Classification of Soils for
Engineering Purposes Unified Soil Classification System).
L. ASTM D2922 - Standard Test Methods for Density of Soil and Soil-
Aggregate in Place by Nuclear Methods (Shallow Depth).
M. ASTM D 3665 - Standard Practice for Random Sampling of Construction
Materials.
N. ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit proposed target cement content and production data for sand-
cement mixture in accordance with requirements of Paragraph 2.03,
Materials Qualifications.
1.05 DESIGN REQUIREMENTS
A. Use sand-cement mixture producing minimum unconfined compressive
strength of 100 pounds per square inch (psi) in 48 hours.
1. Design will be based on strength specimens molded in accordance
with ASTM D 558 at moisture content within 3 percent of optimum
and within 4 hours of batching.
2. Determine minimum cement content from production data
and statistical history. Provide no less than 1.1 sacks of
cement per ton of dry sand.
PART 2 PRODUCTS
2.01 MATERIALS
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED SAND
02321-3
March 31, 2011
A. Cement: Type I Portland cement conforming to ASTM C 150.
B. Sand: Clean, durable sand meeting grading requirements for fine
aggregates of ASTM C 33, or requirements for bank run sand of Section
02320 - Utility Backfill Materials, and the following requirements:
1. Classified as SW, SP, SW-SM, SP-SM, or SM by Unified
Soil Classification System of ASTM D 2487.
2. Deleterious materials:
a. Clay lumps, ASTM C 142 - less than 0.5 percent.
b. Lightweight pieces, ASTM C 123; less than 5.0
percent.
c. Organic impurities, ASTM C 40, color no darker than
standard color.
3. Plasticity index of 4 or less when tested in accordance with
ASTM D 4318.
C. Water: Potable water, free of oils, acids, alkalies, organic matter or other
deleterious substances, meeting requirements of ASTM C 94.
2.02 MIXING MATERIALS
A. Add required amount of water and mix thoroughly in pugmill-type mixer.
B. Stamp batch ticket at plant with time of loading. Reject material not placed
and compacted within 4 hours after mixing.
2.03 MATERIAL QUALIFICATION
A. Determine target cement content of material as follows:
1. Obtain samples of sand-cement mixtures at production
facility representing range of cement content consisting of at
least three points.
2. Complete molding of samples within 4 hours after addition
of water.
3. Perform strength tests (average of two specimens) at 48
hours and 7 days.
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED SAND
02321-4
March 31, 2011
4. Perform cement content tests on each sample.
5. Perform moisture content tests on each sample.
6. Plot average 48-hour strength vs. cement content.
7. Record scale calibration date, sample date, sample time,
molding time, cement feed dial settings, and silo pressure (if
applicable).
B. Test raw sand for following properties at point of entry into pug-mill:
Gradation
Plasticity index
Organic impurities
Clay lumps and friable particles
Lightweight pieces
Moisture content
Classification
C. Present data obtained in format similar to that provided in sample data form
attached to this Section.
D. The target content may be adjusted when statistical history so indicates. For
determination of minimum product performance use formula:
f'c% 1/2 standard deviation
PART 3 EXECUTION
3.01 PLACING
A. Place sand-cement mixture in maximum 12-In. thick loose lifts and compact
to 95 percent of maximum density as determined in accordance with ASTM
D 558, unless otherwise specified. Refer to related specifications for
thickness of lifts in other applications. Target moisture content during
compaction is +3 percent of optimum. Perform and complete compaction of
sand-cement mixture within 4 hours after addition of water to mix at plant.
B. Do not place or compact sand-cement mixture in standing or free water.
3.02 FIELD QUALITY CONTROL
A. Testing will be performed under provisions of Section 01454 - Testing
Laboratory Services.
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED SAND
02321-5
March 31, 2011
B. One sample of cement stabilized sand shall be obtained for each 150 tons
of material placed per day with no less than one sample per day of
production. Random samples of delivered cement stabilized sand shall be
taken in the field at point of delivery in accordance with ASTM 3665. Obtain
three individual samples of approximately 12 to 15-Lb. each from the first,
middle, and last third of the truck and composite them into one sample for
test purpose.
C. Prepare and mold four specimens (for each sample obtained) in
accordance with ASTM D 558, Method A, without adjusting moisture
content. Samples will be molded at approximately same time material is
being used, but no later than 4 hours after water is added to mix.
D. After molding, specimens will be removed from molds and cured in
accordance with ASTM D 1632.
E. Specimens will be tested for compressive strength in accordance with
ASTM D 1633, Method A. Two specimens will be tested at 48 hours plus or
minus 2 hours and two specimens will be tested at 7 days plus or minus 4
hours.
F. A strength test will be average of strengths of two specimens molded from
same sample of material and tested at same age. Average daily strength
will be average of strengths of all specimens molded during one day's
production and tested at same age.
G. Precision and Bias: Test results shall meet recommended guideline for
precision in ASTM D 1633 Section 9.
H. Reporting: Test reports shall contain, as a minimum, the following
information:
Supplier and plant number
Time material was batched
Time material was sampled
Test age (exact hours)
Average 48-hour strength
Average 7-day strength
Specification section number
Indication of compliance / non-compliance
Mixture identification
Truck and ticket numbers
The time of molding
Moisture content at time of molding
Required strength
Test method designations
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED SAND
02321-6
March 31, 2011
Compressive strength data as required by
ASTM D 1633
Supplier mixture identification
Specimen diameter and height, in.
Specimen cross-sectional area, sq. in.
3.03 ACCEPTANCE
A. Strength level of material will be considered satisfactory if:
1. The average 48-hour strength is greater than 100 psi with
no individual strength test below 70 psi.
2. All 7-day individual strength tests (average of two
specimens) are greater than or equal to 100 psi.
B. Material will be considered deficient when 7-day individual strength test
(average of two specimens) is less than 100 psi but greater than 70 psi.
See Paragraph 3.04 Adjustment for Deficient Strength.
C. The material will be considered unacceptable and subject to removal and
replacement at Contractor’s expense when individual strength test (average
of two specimens) has 7-day strength less than 70 psi.
D. When moving average of three daily 48-hour averages falls below 100 psi,
discontinue shipment to project until plant is capable of producing material,
which exceeds 100 psi at 48 hours. Five 48-hour strength tests shall be
made in this determination with no individual strength tests less than 100
psi.
E. Testing laboratory shall notify Contractor, Public Works, and material
supplier by facsimile of tests indicating results falling below specified
strength requirements within 24 hours.
F. If any strength test of laboratory cured specimens falls below the specified
strength, Contractor may, at his own expense, request test of cores drilled
from the area in question in accordance with ASTM C42. In such cases,
three (3) cores shall be taken for each strength test that falls below the
values given in 3.03.A.
G. Cement stabilized sand in an area represented by core tests shall be
considered satisfactory if the average of three (3) cores is equal to at least
100 psi and if no single core is less that 70 psi. Additional testing of cores
extracted from locations represented by erratic core strength results will be
permitted.
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED SAND
02321-7
March 31, 2011
3.04 ADJUSTMENT FOR DEFICIENT STRENGTH
A. When mixture produces 7-day compressive strength greater than or equal
to 100 psi, then material will be considered satisfactory and bid price will be
paid in full.
B. When mixture produces 7-day compressive strength less than 100 psi and
greater than or equal to 70 psi, material shall be accepted contingent on
credit in payment. Compute credit by the following formula:
Credit per Cubic Yard = $30.00 x 2 (100 psi - Actual psi)
100
C. When mixture produces 7-day compressive strength less than 70 pounds
per square inch, then remove and replace cement-sand mixture and paving
and other necessary work at no cost to the City.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED SAND
02321-8
March 31, 2011
Supplier: City Stabilized Sand Plant No: 1 - Main Street Date of Tests: January 1, 1997
Item Raw
Sand
1.1
Sack 100 psi 1.5 Sack 2.0
Sack
Moisture Content 10.9 15.7 14.0 13.8 13.7
Cement Feed Dial Setting -- 2.25 2.5 2.75 3.75
Silo Pressure (psi) -- 4 4 4 4
Batch Time 10:00 10:10 10:15 10:20 10:25
Sample Time -- 10:10 10:15 10:20 10:25
Molding Time -- 12:30 12:45 1:00 1:15
Cement Content (sacks/ton) -- 1.1 1.3 1.6 2.1
Compressive Strength at 48 hrs. (avg of 2) -- 80 120 160 220
Compressive Strength at 7 days(avg of 2) -- 135 200 265 365
Sieve size Percent Passing Spec. Section 02320
3/8 Inch 100 --
No. 16 100 --
No. 40 100 --
No. 50 99 --
No. 100 41 --
No. 200 11 0 to 15
Raw Sand Tests Result City of Schertz
Plasticity Index Non-Plastic 4 Maximum
Organic Impurities Passing No Darker Than
Clay Lumps & Friable Parts (%) 0.0 0.5 % Maximum
Lightweight Pieces (%) 0.0 5.0 % Maximum
Classification SP-SM SW, SP, SW-SM, SP-SM, SM
Compressive Strength vs Cement Content
CITY OF SCHERTZ
STANDARD SPECIFICATION EMBANKMENT
02330-1
March 31, 2011
SECTION 02330
EMBANKMENT
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Construction of embankments with excess excavated material and borrow.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for embankment under this
section. Include payment in unit price for excavation or borrow.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM D 698 - Standard Test Methods for Laboratory Compaction
Characteristics of Soils Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-
m/m3).
B. ASTM D 2922 - Standard Test Methods for Density of Soil and Soil-
Aggregate in Place by Nuclear Methods (Shallow Depth).
C. ASTM D 3017 - Standard Test Method for Water Content of Soil and Rock
in Place by Nuclear Methods (Shallow Depth).
PART 2 PRODUCTS
2.01 MATERIALS
A. Refer to Section 02315 - Roadway Excavation for acceptable excess
materials from roadway excavation.
B. Refer to Section 02317 - Excavation and Backfill for Utilities for acceptable
excess materials from utility excavation and trenching.
C. Refer to Section 02319 - Borrow for acceptable borrow materials.
CITY OF SCHERTZ
STANDARD SPECIFICATION EMBANKMENT
02330-2
March 31, 2011
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify borrow and excess excavated materials to be reused are approved.
B. Verify removals and clearing and grubbing operations have been completed.
3.02 PREPARATION
A. Backfill test pits, stump holes, small swales and other surface irregularities.
Backfill and compact in designated lift depths to requirements for
embankment compaction.
B. Record location and plug and fill inactive water wells. Conform to the Texas
State Health Department, Texas Commission on Environmental Quality and
Texas Railroad Commission requirements. Notify the City Engineer prior to
plugging wells.
C. Excavate and dispose of unsuitable soil and other unsuitable materials
which will not consolidate. Backfill and compact to requirements for
embankment. Unsuitable soil is defined in Section 02316 - Excavation and
Backfill for Structures and Section 02320 - Utility Backfill Materials, and
Section 02315 Roadway Excavation.
D. Backfill new utilities below future grade. Conform to requirements of
Sections 02317 - Excavation and Backfill for Utilities, 02511 - Water Lines,
02531 - Gravity Sanitary Sewers, and 02532 - Sanitary Sewage Force
Mains.
3.03 PROTECTION
A. Protect trees, shrubs, lawns, existing structures, and other features outside
of embankment limits.
B. Protect utilities above and below grade, which are to remain.
C. Conform to protection requirements of Section 02315 - Roadway
Excavation.
3.04 PLACING EMBANKMENT
A. Do not conduct placement operations during inclement weather or when
existing ground or fill materials exceed 3 percent of optimum moisture
content. Contractor may manipulate wet material to facilitate drying, by
disking or windrowing.
CITY OF SCHERTZ
STANDARD SPECIFICATION EMBANKMENT
02330-3
March 31, 2011
B. Do not place embankment fill until density and moisture content of
previously placed material comply with specified requirements.
C. Scarify areas to be filled to minimum depth of 4-inch to bond existing and
new materials. Mix with first fill layer.
D. Spread fill material evenly, from dumped piles or windrows, into horizontal
layers approximately parallel to finished grade. Place to meet specified
compacted thickness. Break clods and lumps and mix materials by blading,
harrowing, disking or other approved method. Extend each layer across full
width of fill.
E. Each layer shall be homogeneous and contain uniform moisture content
before compaction. Mix dissimilar abutting materials to prevent abrupt
changes in composition of fill.
F. Layers shall not exceed the following compacted thickness:
1. Areas indicated to be under future paving or shoulders, to be
constructed within 6 months: 6-inch when compacted with
pneumatic rollers, or 8-inch when compacted with other rollers.
2. Other areas: 12-inch
G. For steep slopes, cut benches into slope and scarify before placing fill.
Place increasingly wider horizontal layers of specified depth to level of each
bench.
H. Build embankment layers on back slopes, adjacent to existing roadbeds, to
level of old roadbed. Scarify top of old roadbed to minimum depth of 4-inch
and re-compact with next fill layer.
I. Construct to lines and grades shown on Drawings.
J. Remove unsuitable material and excess soil not being used for
embankment from site in accordance with requirements of Section 01576 -
Waste Material Disposal.
K. Maintain moisture content of embankment materials to attain required
density.
L. Compact to following minimum densities at moisture content of optimum to 3
percent above optimum as determined by ASTM D 698, unless otherwise
indicated on Drawings:
CITY OF SCHERTZ
STANDARD SPECIFICATION EMBANKMENT
02330-4
March 31, 2011
1. Areas under future paving and shoulders: Minimum density of 95
percent of maximum dry density.
2. Other areas: Minimum density of 90 percent of maximum dry
density.
3.05 TOLERANCES
A. Top of compacted surface: Plus or minus ½-inch in cross section or 16-Ft.
length.
3.06 FIELD QUALITY CONTROL
A. Compaction Testing will be performed in accordance with ASTM D 698 or
ASTM D 2922 and ASTM D 3017 under provisions of Section 01454 -
Testing Laboratory Services.
B. A minimum of three tests will be taken for each 1000-Ft. per lane of roadway
or 500 square yards of embankment per lift.
C. If tests indicate work does not meet specified compaction requirements,
recondition, recompact, and retest at no cost to the City.
END OF SECTION
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 1
March 31, 2011
SECTION 02427
PLASTIC LINER FOR LARGE-DIAMETER CONCRETE SEWERS AND STRUCTURES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Installation of plastic liners for concrete interceptor sewers and structures.
Only plastic liners manufactured with integral locking ribs spaced at
approximately 2-1/2 inches on center over entire liner is acceptable. Liners
relying on mechanically fastened batten strips as primary means of
anchorage are unacceptable.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for Work performed under this
Section. Cost is incidental to work of large diameter sewers,
precast concrete manholes, or cast- in-place, wastewater-
containing structures.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCE STANDARDS
A. ASTM D 412 - Standard Test Methods for Vulcanized Rubber and
Thermoplastic Rubber and Thermoplastic Elastomers-Tension.
B. ASTM D 2440 - Standard Test Methods for Oxidation Stability of Mineral
Insulating Oil.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Prior to submittal of shop drawings, manufacturer shall approve proposed
panel layout and proposed details. Contractor shall then submit shop
drawings showing proposed panel layout to cover area to be lined. Show
on shop drawings proposed details for installation of liner at seams,
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 2
March 31, 2011
terminations, corners, openings, pipe penetrations, etc., and type of
factory and field welds and attachments.
C. Provide sufficient details to permit placement of liner without use of design
Drawings. Reproduction of design Drawings for use as shop drawings will
not be allowed. Do not begin fabrication of liner until after shop drawings
and submitted materials have been reviewed and accepted by Project
Manager.
1.05 INSTALLER QUALIFICATIONS
A. Applicators. Application of plastic liner to forms and other surfaces, liner
finishing, repair, and testing is considered highly specialized work and
shall be performed only by firms and individuals recommended and
approved by lining manufacturer. Personnel performing such work are to
be trained in methods of installation and demonstrate their ability to
Project Manager.
B. Welders.
1. Each welder is to pass qualification welding test before doing
welding. Requalification may be required at time deemed
necessary by Project Manager. Provide at least 24 hours notice to
Project Manager to schedule qualification welding test.
2. Make test welds in presence of Project Manager. Test welds are to
consist of following:
a. Begin with two pieces of liner, at least 15 inches long and 9
inches wide. Hold pieces in vertical position, lapped 1-1/2
inches.
b. Position weld strip over edge of lap and weld to both pieces
of liner. Extend each end of weld strip at least 2 inches
beyond liner to provide tabs.
3. The weld specimen will be tested as follows:
a. Subject each weld strip tab, tested separately, to 10-pound pull
normal to face of liner with liner secured firmly in place. Weld
is acceptable when there is no separation between weld strip
and liner.
b. Cut three test specimens from welded sample and tested in
tension across welds. Tensile strength measured across
welded joints is to be at least 2000 psi when tested in
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 3
March 31, 2011
accordance with ASTM D 412. When none of these
specimens fails when tested as indicated above, weld will be
considered satisfactory.
c. If one specimen fails to pass tension test, retest will be permitted.
Retest consists of testing three additional specimens cut
from original welded sample. When three retest specimens
pass test, weld will be considered satisfactory.
4. A disqualified welder may submit new weld sample when welder
has had sufficient off-the-job training or experience to warrant re-
examination.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Plastic liner shall be as manufactured by Ameron Protective Linings
Division; Poly-Tee, Inc.; or approved equal.
2.02 MATERIALS
A. Manufacturing.
1. Manufacture plastic liner sheet, joint, corner and weld strips from
high molecular weight thermoplastic polymer compounded to make
permanently flexible material suitable for use as protective liner in
concrete pipe or other concrete structures. Polyvinyl chloride resin
is to constitute not less than 99 percent by weight of resin used in
formulation. Copolymer resins will not be permitted.
2. During manufacture or prior to final acceptance of Work, Project
Manager may sample specimens taken from sheets, strips, or
welded joints for testing.
3. Changes in formulation will be permitted only after prior notice is
given to Project Manager and manufacturer demonstrates that new
plastic liner will meet or exceed requirements for chemical
resistance and physical properties.
B. Properties.
1. Plastic liner sheets including locking extensions, joints, corners,
and welding strips are to be free of cracks, cleavages or other
defects adversely affecting protective characteristics of material.
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 4
March 31, 2011
2. Except at shop welds, plastic liner sheets, joint, corner, and weld
strips are to have the following properties when tested at 77
degrees F plus or minus 5 degrees F.
CHEMICAL RESISTANCE TEST
PROPERTY ASTM TEST
METHOD INITIAL
AFTER CHEMICAL
EXPOSURE
(Note 1)
Tensile strength, min. D 412, Die B 2200 psi 2100 psi
Elongation at break,
min. D 412, Die B 200 percent 200 percent
D 2240, Within 1
sec. 50-60 ±5 (Note 2) Shore durometer, Type
D D 2240, 10 sec. 35-50 ±5 (Note 2)
Weight change (Note 3) ----- ±1.5% (Note 2)
Notes:
1. For 112 days in chemical solutions
2. With respect to initial test results
3. Specimen to be 1 inch x 3 inch sample sheet thickness, taken from sheet or strip prior to final acceptance of
work.
2.03 MATERIAL TESTS
A. Material Properties. Test samples taken from sheets, joints or weld strips
to determine material properties. Determine PVC tensile strength and
elongation in accordance with ASTM D 412 using Die B. Determine
indentation hardness in accordance with ASTM D 2240 using Type D
durometer, except that single thickness of material will be used.
Determination of change of weight and indentation hardness is to be made
of 1-inch by 3-inch specimens. Thickness of specimens shall be thickness
of sheet or strip.
B. Measurement of Initial Physical Properties. Determine initial values for
tensile strength, weight, elongation and indentation hardness prior to
chemical resistance tests.
C. Chemical Resistance Tests.
1. Determine physical properties of specimens after exposure to
chemical solutions. Condition test specimens to constant weight at
110 degrees F before and after submersion in the following
solutions for period of 112 days at 77 degrees F plus or minus 5
degrees F.
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 5
March 31, 2011
Chemical Solution Concentration
Sulfuric acid 20%*
Sodium hydroxide 5%
Ammonium hydroxide 5%*
Nitric acid 1%*
Ferric chloride 1 %
Soap 0.1 %
Detergent (linear alkyl benzyl
sulfonate or LAS) 0.1%
Bacteriological BOD not less than 700
ppm
* Volumetric percentages of concentrated C.P. grade reagents.
2. At 28 day intervals, remove specimens from each chemical solution
and test. When specimen fails to meet 112-day property
requirements specified in paragraph 2.02B before completion of
112-day exposure, material will be rejected.
D. Pull Test for Locking Extensions. Liner locking extensions embedded in
concrete are to withstand test pull of at least 100 pounds per linear inch,
applied perpendicularly to concrete surface for period of 1 minute, without
rupture of locking extensions or withdrawal from embedment. Perform this
test at temperature between 70 degrees F and 80 degrees F, inclusive.
E. Shop-Welded Joints. Shop-welded joints used to fuse individual sections
of liner together, are to meet minimum requirements of liner for thickness,
corrosion resistance and impermeability. Welds shall show no cracks or
separations and be tested for tensile strength. Tensile strength, measured
across welded joint in accordance with ASTM D 412 using Die B, shall be
at least 2000 psi. Test temperature is to be 77 degrees F plus or minus 5
degrees F and use measured minimum width and thickness of reduced
test specimen section.
F. Spark Test. Shop and field test liners for holidays or flaws using an
approved spark tester set to provide minimum of 20,000 volts (Tinker and
Rasor Model AP-W with power pack, or approved equal). Satisfactorily
repair sheets having holes in shop prior to shipment from manufacturer's
plant. Repairs shall be made by welders qualified in accordance with
these specifications.
2.04 MATERIAL DETAILS AND DIMENSIONS
A. Approval of Details. Liner sheet, strip, and other accessory pieces are to
conform to requirements of these Specifications.
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 6
March 31, 2011
B. Thickness of Material. Minimum thickness of PVC sheet and strip shall be
as follows:
Material Thickness in Inches
Sheet, integral locking extensions 0.065
Sheet, plain 0.094
Joint strip 0.094
Weld strip 0.125
C. Material Sizes. Use pipe-size sheets for sheets of PVC liner to provide
coverage required by Drawings. Structural sheets are to be standard 48-
inches by 96-inches, with special size noted on shop drawings. Lengths
specified shall include tolerance at ratio of plus or minus 1/4-inch for each
100 inches, or 0.25 percent. Joint strips shall be 4 inches plus or minus
0.25 inch in width and have each edge beveled prior to application. Weld
strips shall be 1 inch plus or minus 0.125 inch in width. Weld strips are to
have edges beveled at time of manufacture.
D. Locking Extensions.
1. No polygrip-type holding or locking extension will be permitted.
2. PVC liner to be embedded in concrete is to have integral locking
extensions. Liner may not be bonded to concrete surfaces with
adhesives except as specifically acceptable to Project Manager.
3. PVC locking extensions are to be same material as liner, be
integrally molded or extruded with sheets, and have an approved
cross section with minimum height of 0.375 inch and minimum web
thickness of 0.085 inch. They are to be approximately 2.5 inches
apart and be such that when extensions are embedded in concrete,
liner will be held permanently in place.
4. PVC locking extensions are to be parallel and continuous except
where interrupted for joint flaps, weep channels, strap channels and
for other purposes shown on Drawings or permitted by Project
Manager.
5. The liner sheet edge which will be lower terminal edge in structure
is not to extend beyond base of final locking extension more than
0.375 inch.
E. Provisions for Strap Channels. Unless alternate methods are acceptable
to Project Manager, liner required to be secured to inner form with straps
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 7
March 31, 2011
are to have strap channels at not more than 20 inches on center
perpendicular to locking extensions. Strap channels are to be maximum of
1-inch wide and formed by removing locking extensions so that maximum
of 3/16-inch remains. Channels are not to be provided in final two locking
extensions adjacent to terminal edge of liner coverage.
F. Flaps. When transverse flaps are specified or required, fabricate by
removing locking extensions so that no more than 1/32 inch of base of
locking extensions remains on sheet.
G. Adhesive Products. Adhesive products and application procedures used in
installation of liner are to be according to manufacturer's
recommendations. Adhesive products intended for use inside cast-in-
place structures are to be non-flammable.
H. Cleaners. Cleaners used in installation of liner shall be reviewed by
Project Manager prior to use. Cleaners are to be nonflammable and water
soluble or water dispersible and not be detrimental to plastic liner.
I. Caulking Products. Caulking products and application procedures used in
installation of liner and appurtenances are to be as recommended by
manufacturer.
J. Mechanical Anchors. When approved for use with plain sheet liner,
provide anchors and washers of Type 316 stainless steel, and as
recommended by liner manufacturer.
PART 3 EXECUTION
3.01 NOTIFICATION
A. Notify Project Manager at least 24 hours before reinforcing steel
placement so that lining maybe inspected and errors corrected without
delaying Work.
3.02 PLACING LINER
A. Location. Place liner throughout entire length of interceptor sewer along
top 300 degrees of pipe circumference, and inside structures as indicated
on Drawings. Liner is to be applied and secured to forms and inspected by
Project Manager prior to placement of reinforcing steel.
B. Coverage.
1. In cast-in-place structures, no offset of lower terminal edge is
permitted. Unless otherwise shown on Drawings, lower terminal
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 8
March 31, 2011
edge is to be one foot below low water level (“all pumps off” level
for lift stations), or 6 inches below top of grout or concrete fillet,
whichever is higher.
2. At station where there is difference in pipe's circumferential liner
coverage, as shown on Drawings, and longitudinal terminal edges
of liner downstream from that station are lower than those
upstream, uniformly slope terminal edges of liner installed in
section of pipe or structure immediately upstream from station for
entire length of section of pipe or structure from limits of smaller
coverage to those of greater coverage. Wherever longitudinal
terminal edges of liner downstream from station are higher than
those upstream, accomplish slope uniformly throughout length of
section of pipe or structure immediately downstream from station.
Provide an approved locking extension along sloping lower terminal
edges of liner plate.
C. Positioning Liner.
1. Position PVC liner installed in pipe so that locking extensions are
parallel to longitudinal axis of pipe.
2. Position PVC liner installed in cast-in-place structures so that
locking extensions are parallel to direction of concrete placement,
which is normally vertically for vertical walls.
3. Closely fit liner to inner forms. Cut sheets to fit curved and warped
surfaces using minimum number of separate pieces.
4. The Project Manager may require use of patterns or marking of
sheet layouts directly on forms where complicated warped surfaces
are involved.
5. At transverse joints between sheets of liner used in cast-in-place
structures and pipe joints, space between ends of locking
extensions, measured longitudinally, shall not exceed 4 inches.
Where sheets are cut and joined for purpose of fitting irregular
surfaces, this space shall not exceed 2 inches.
D. Securing Liner in Place.
1. Liner shall be held snugly in place against inner forms. For pipes
and similar circular sections, use light steel banding straps or other
approved means. Prefabricated pipe-size tubular sheets which do
not require strap channels may also be used.
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 9
March 31, 2011
2. When used, place banding straps in strap channels, as specified
under provision for strap channels, at spacing not to exceed 20
inches.
3. Any method of banding, other than in strap channels, shall be
reviewed by Project Manager prior to use.
4. On vertical surfaces where form ties or form stabilizing rods pass
through liner, make provisions to maintain liner in close contact with
forms during concrete placement. These provisions shall be
reviewed by Project Manager.
5. Prevent concrete from flowing around edges of sheets at joints by
sealing joint or seam with waterproof tape recommended by
manufacturer.
6. Forms in contact with plastic liner need not be oiled.
E. Weep Channels.
1. At each pipe joint and at transverse joints in cast-in-place
structures, gap not less than 2-inches nor greater than 4 inches
shall be left in locking extensions to provide transverse weep
channel. When locking extensions are removed to provide weep
channel at joints, base of extension left on sheet shall not exceed
3/16 inch.
2. Provide intermediate weep channels as required to maintain
maximum spacing of 8 feet. Intermediate weep channels shall not
be less than 2.0 inches nor greater than 4.0 inches in width. When
locking extensions are removed to provide intermediate weep
channels, base of extension left on sheet shall not exceed 3/16
inch.
3. Any area behind liner, which is not properly served by regular weep
channels, shall have additional weep channels 2 inches wide
provided by cutting away locking extensions.
4. Provide transverse weep channel approximately 12 inches away
from each liner return where surfaces lined with plastic liner join
surfaces which are not so lined.
5. As part of work of installing liner, clear outlets of weep channels of
obstructions which would interfere with their proper functions.
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 10
March 31, 2011
6. Design weep channels for external hydrostatic pressures of water
column equal in height to greater of 50 feet (22 psi) or 1.1 times
depth of burial.
F. Liner Returns.
1. Install liner return where shown on approved shop drawings and
wherever surfaces lined with plastic liner joins surfaces which are
not so lined.
2. Unless otherwise indicated by Drawings or approved shop
drawings showing liner installation methods, make returns as
follows:
a. Return liner at least 3 inches at surfaces of contact between
concrete structure and items not concrete (including access
frames, gate guides and pipe penetrations).
b. Follow the same procedure at joints where type of protective
lining is changed, or new work is built to join existing unlined
concrete.
3. Provide locking extensions on returns to lock returns to concrete of
plastic-lined, cast-in-place structures.
4. Seal each liner return to adjacent construction with which it is in
contact by means of an adhesive system recommended by
manufacturer and acceptable to Project Manager. When joint space
is too wide or joint surfaces too rough to permit use of compound,
fill joint space with 2 inches of densely caulked cement mortar, lead
wool, or other caulking material and finished with minimum of 1 inch
depth of an approved corrosion resistant sealant material.
3.03 CONCRETING OPERATIONS
A. Concrete Placement.
1. Carefully vibrate concrete placed against liner shall be so as to
avoid damage to liner and to produce dense concrete securely
anchoring locking extensions into concrete. Use external vibrators
in addition to internal vibrators, particularly along lower terminal
edge of liner.
2. Stiffeners, when used along locking extensions of liner installed in
forms for pipe, shall be withdrawn completely during placement of
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 11
March 31, 2011
concrete in forms. Re-vibrate concrete to consolidate concrete in
void spaces caused by withdrawal of stiffeners.
B. Removing Forms.
1. In removing forms, take care to protect liner from damage. Do not
use sharp instruments to pry forms from lined surfaces. When
forms are removed, pull nails that remain in liner plate without
tearing liner and clearly mark resulting holes. Mark form tie holes
before ties are broken off. Mark areas of abrasion of liner.
2. Following completion of form removal, clean liner in pipe and
structures for inspection.
3. Remove banding straps used in securing liner to forms for pipe and
cast-in-place structures within limits of unlined invert.
3.04 FIELD JOINTING OF LINER
A. Installation Requirements.
1. No field joint shall be made in liner until lined pipe or structure has
been backfilled and 7 days have elapsed after flooding or jetting
has been completed. Where ground water is encountered, joint
shall not be made until pumping of ground water has been
discontinued for at least 7 days and no visible leakage is evident at
joint. Liner at joints shall be free of mortar and other foreign
material and be clean and dry before joints are made.
2. Hot joint compound shall not be brought in contact with liner.
3. No coating shall be applied over joint, corner or welding strip,
except where nonskid coating is applied to liner surfaces.
B. Field Joints in Pipe Installation.
1. Field joints in lining at pipe joints shall be one of the following types:
a. Type P-1. Make joint with separate 4-inch joint strip and two
welding strips. Center 4-inch joint strip over joint, heat-
sealed to lining, then welded along each edge to adjacent
liner sheets with 1-inch weld strip. 4-inch joint strip shall lap
over each sheet minimum of 1/2 inch.
b. Type P-2
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 12
March 31, 2011
(1) Make joint with joint flap with locking extensions
removed as described in paragraph 2.04 above, and
extending approximately 4 inches beyond pipe end.
Joint flap shall overlap lining in adjacent pipe section
minimum of 1/2 inch and be heat-sealed in place prior
to welding. Complete field joint by welding flap to
lining of adjacent pipe using 1-inch weld strip.
(2) Take care to protect flap from damage. Avoid
excessive tension and distortion in bending back flap
to expose pipe joint during laying and joint mortaring.
At temperatures below 50 degrees F heating of liner
may be required to avoid damage.
2. Do not make field joints in liner at pipe joints until mortar in pipe
joint, when used, has been allowed to cure for at least 48 hours.
3. Joints between lined pipe and lined structures are to be either Type
C-1 joint or Type C-2 joint as described below.
C. Field Joints in Concrete Structures. Field joints in liner on concrete
structures are to be one of following types:
1. Type C-1. Make joint with separate 4-inch joint strip and two
welding strips. Center 4-inch joint strip over joint, heat-sealed to
liner, then welded along each edge to adjacent sheets with 1-inch
wide weld strip. Width of space between adjacent sheets is not to
exceed 2 inches. 4-inch joint strip is to lap over each sheet
minimum of 1/2 inch. It may be used at transverse or longitudinal
joint.
2. Type C-2. Make joint by lapping sheets not less than 1/2 inch.
One 1-inch weld strip is required. Upstream sheet is to overlap one
downstream. Heat-seal lap into place prior to welding on 1-inch
weld strip.
3. Type C-3. Make joint by applying 2-inch wide waterproof tape or
1-inch wide welding strip on back of maximum 1/4-inch gap butt
joint or by some other method approved by Project Manager to
prevent wet concrete from getting under sheet. After forms have
been stripped, apply 1-inch weld strip over face to sheet.
D. Installation of Welding Strips.
1. All welding of joints is to be in strict conformance with specifications
and instructions of lining manufacturer.
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 13
March 31, 2011
2. Welding is to fuse both sheets and weld strip together to provide
continuous joint equal in corrosion resistance and impermeability to
liner plate.
3. Hot-air welding tools shall provide effluent air to sheets to be joined
at temperature between 500 degrees F and 600 degrees F. Hold
welding tools approximately 1/2 inch from and moved back and
forth over junction of two materials to be joined. Move welding tool
slowly enough as weld progresses to cause small bead of molten
material to be visible along both edges and in front of weld strip.
4. Maintain adequate ventilation in confined spaces during welding
operations.
5. After repairs have been made, defective welds will be re-inspected
and re-tested.
E. Joint Reinforcement. Apply 12-inch long welding strip as reinforcement
across each transverse joint and weep channel which extends to lower
terminal edge of liner. Center reinforcement strips over joint being
reinforced and located as close to lower edge of liner as practicable. Weld
in place after transverse welding strips have been installed.
F. Application of Liner to Concrete Surfaces with Adhesives. Application of
liner plate to concrete surfaces by means of adhesive is allowed only
where shown on Drawings for existing structures, or where specifically
acceptable to Project Manager and called out on approved shop drawings,
and is to be accomplished by following steps:
1. Etch concrete surface by abrasive blasting to develop slightly
granular surface.
2. After abrasive blasting, thoroughly clean concrete surface of dust.
3. Apply primer, adhesive and liner in strict accordance with
manufacturer's recommendations, as approved by Project
Manager.
4. Place mechanical anchors at 12-inch centers each way after
adherence of liner to concrete surface has been achieved. Place
anchors after adhesive system has cured for minimum of 24 hours.
Seal penetration of liner by anchor in accordance with
manufacturer's recommendations.
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 14
March 31, 2011
G. Nonskid Surfaces. Surfaces of liner, shown on Drawings to be nonskid,
treated as follows prior to installation:
1. Liner is to be cleaned, dried, and spread with an adhesive coating
recommended by manufacturer of liner plate.
2. Liberally sprinkle surface with clean, dry, well graded sand, which
will pass No. 30 sieve but be retained on No. 70 sieve.
3. After sanded surface has thoroughly dried, brush away excess
sand and spray seal coat of adhesive coating over sand in sufficient
quantity to coat and bond sand to liner plate.
4. Allow coated sand surface to dry thoroughly before handling.
H. Protection and Repair of Liner.
1. Take necessary measures and precautions to prevent damage to
liner from equipment and materials used in or taken through Work.
Repair damage to installed liner plate in accordance with
requirements for repair of liner.
2. Patch nail and tie holes and cut, torn and seriously abraded areas
in liner plate. Patches made entirely with welding strip are to be
fused to liner over entire patch. Use of this method is limited to
patches which can be made with single welding strip. Use of
parallel, overlapping or adjoining welding strips will not be
permitted. Larger patches may consist of smooth liner over
damaged area, with edges covered with welding strips fused to
patch and to liner adjoining damaged area. Limit size of single
patch of latter type only as to its width, which shall not exceed 4
inches.
3. Whenever liner is not properly anchored to concrete, or whenever
patches larger than those permitted above are necessary,
accomplish repair of liner and restoration of anchorage by injecting
epoxy grout behind liner plate by method approved by Project
Manager. Use of adhesives will not be allowed to repair improperly
anchored liner plate.
I. Field Tests.
1. Upon completion of installation, clean surface of liner to permit
visual inspection and spark testing by Project Manager, using
spark-type detector complying with requirements for Spark Test.
Properly repair and retest areas of liner failing to meet field test.
CITY OF SCHERTZ PLASTIC LINER FOR LARGE DIAMETER
STANDARD SPECIFICATION CONCRETE SEWERS AND STRUCTURES
02427 - 15
March 31, 2011
2. Contractor is to assist in inspection and spark testing by providing
adequate ventilation, ladders for access, barricades or other traffic
control devices, and is responsible for opening and closing
entrances and exits.
3. Spark testing of liner by Contractor is to be done with detector
complying with these Specifications.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION AUGERING PIPE AND CONDUIT
02447-1
March 31, 2011
SECTION 02447
AUGERING PIPE AND CONDUIT
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Installing water service pipe by methods of augering or casing by jacking
and boring.
B. Installing Telecommunication Conduit along or under Public Ways
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for augering pipe for water lines
under this Section. Include payment in unit price for Section 02511 -
Water Lines.
2. When open-cut construction is requested by Contractor for his
convenience in areas designated for augering, and when approved in
advance by Public Works, such areas shall be paid for at Unit Price
for Section 02511 - Water Lines.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 DEFINITIONS
A. Auger Method: Installation of steel casing by excavating soil at advancing
end of casing and transporting spoil through casing by otherwise uncased
auger, while advancing casing by jacking at same rate as auger excavation
progresses.
B. Slurry Auger Method: Installation of casing or pipe by first drilling small
diameter pilot hole from pit to pit, followed by removing excess soil and
installing pipe or conduit by pull-back or jacking method.
1.04 REFERENCE STANDARDS
A. ASTM D 638 - Standard Test Method for Tensile Properties of Plastics.
CITY OF SCHERTZ
STANDARD SPECIFICATION AUGERING PIPE AND CONDUIT
02447-2
March 31, 2011
B. ASTM D 648 - Standard Test Method for Deflection Temperature of Plastics
under Flexural Load in the Edgewise Position.
C. ASTM D 695 - Standard Test Method for Compressive Properties of Rigid
Plastics.
D. ASTM D 790 - Standard Test Method for Flexural Properties of Unreinforced
and Reinforced Plastics and Electrical Insulating Materials.
1.05 REGULATORY REQUIREMENTS
A. Conform to TxDOT for installations under state highways. The City will
obtain required permits for State Highway crossings.
B. Installations Under Railroads:
1. Secure and comply with requirements of right-of-entry for crossing
Railroad Company’s easement or right-of-way from railroad
companies affected. Comply with railroad permit requirements.
2. Use auger method only.
3. Damages due to delays caused by railroad requesting work to be
done at hours which will not inconvenience railroad will be at no
additional cost to the City.
4. Maintain equipment and excavations minimum 35-Ft. clearance from
centerline of tracks or as required by RR permit.
1.06 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit product data for casing insulators, spacing of insulators for specific
pipe and location on project.
C. Prior to installation of pits obtain Public Works approval for pit locations,
size, depth, and areas for storage, material, and spoil handling. Acceptance
of Public Works does not relieve Contractor from responsibility to obtain
specified results.
D. Show actual pit locations dimensioned on as-built drawings so that they can
be identified in field.
E. Submit copy of executed railroad company rights of entry to Public Works.
CITY OF SCHERTZ
STANDARD SPECIFICATION AUGERING PIPE AND CONDUIT
02447-3
March 31, 2011
1.07 CRITERIA FOR SELECTION OF MATERIAL
A. Contractor shall be responsible for selection of casing, pipe, and pipe joints
to carry anticipated thrust of jacks or loads.
PART 2 PRODUCTS
2.01 MATERIALS
A. Piping and Fittings: As required by Specification or Drawings.
B. Casings: Where shown on Drawings, in accordance with Section 02502 -
Steel Pipe and Fittings.
C. Casing Spacers: Where casings are shown on Drawings, use casing spacer
width 8-In. for pipe sizes 4 to 12-In.; 12-In. for pipe sizes 14-In. and larger.
Wood skids or concrete "donuts" are not acceptable.
1. For welded steel pipe 12-In. and smaller, use Pipeline Seal &
Insulator Model PE, or approved equal.
2. For other pipe materials, use Pipeline Seal & Insulator Model C8G-2
or approved equal for pipe sizes up to 12-In.
3. For all pipe sizes above 12-In., use Pipeline Seal & Insulator Model
C12G-2 or approved equal.
4. Obtain approval for equal product in writing from Public Works prior
to bid.
5. Use ISO-9002 registered casing spacer manufacturer or supplier.
Submit copy of current certificate with submittal package.
D. Casing End Seals: Provide Pipeline Seal and Insulator Model C, or
approved equal.
E. Casing Spacers (For Pipes Diameters 16-In. or Greater): Bolt-on style with
shell made of two sections of 14-gauge carbon steel, hot rolled, cleaned,
and lined with PVC liner, 0.090-In. thick with Durometer A 85-90 overlapping
edges to secure liner to spacer; deep embossed flanges for added strength;
coated prior to installation of liner and runner with fusion-bonded PVC
powder of 14 to 20 mils thickness; electroplated studs, nuts, and washers.
1. Runners (For Pipe Diameters 16-In. or Greater): Supported by 10-
gauge carbon steel MIG risers welded to shell. Total length of weld
beads shall be at least 50 percent of the length of the runner. Fill bolt
CITY OF SCHERTZ
STANDARD SPECIFICATION AUGERING PIPE AND CONDUIT
02447-4
March 31, 2011
holes with caulk or approved equal to provide a water-tight seal.
Minimum requirements: Glass reinforced plastic conforming to the
following tests:
a. Tensile Strength: ASTM D 638; 17,600 psi
b. Flexural Strength: ASTM D 790; 25,300 psi
c. Compression Strength: ASTM D 695; 18,000 psi
d. Deflection Temperature at 264 psi: ASTM D 648; 405 F
e. Polyethylene runners are not acceptable
PART 3 EXECUTION
3.01 LIMITS ON AUGER LENGTH WITHOUT CASING
A. Do not exceed 100-Ft. for length of auger hole without receiving pit.
B. Do not exceed 75-Ft. for length of auger hole for PVC pipe 12-In. and less in
diameter without receiving pit.
C. Do not exceed 40-Ft. for length of auger hole for PVC pipe 14-In. to 24 –In.
in diameter without receiving pit.
3.02 PREPARATION
A. Conform to applicable provisions of Section 02233 - Clearing and Grubbing.
B. Utility Relocations: Relocate utility lines clear of pit and zone of potential
significant settlement or other ground disturbance.
C. Install casings as required by Drawings, in accordance with this Section.
D. Install temporary solid plug at open end of water line to prevent
contamination.
3.03 TRAFFIC CONTROL
A. Conform to applicable provisions of Section 01555 - Traffic Control and
Regulation.
B. Secure right-of-entry for crossing Railroad Company’s easement or right-of-
way.
C. During construction operations, furnish, and maintain barricades and lights
CITY OF SCHERTZ
STANDARD SPECIFICATION AUGERING PIPE AND CONDUIT
02447-5
March 31, 2011
to safeguard traffic and pedestrians, until such time as backfill has been
completed and removed from site. Provide additional barricades and lights
as directed by Public Works.
3.04 PITS
A. Construct pits on segments of line and within right-of-way. Locate auger pits
where there is minimum interference with traffic or access to property. Avoid
locating pits close to storm drainage channels, ditches, storm water lines,
culverts, or near potentially contaminated areas.
B. Pit Size: Size pits to provide adequate room to meet operational
requirements for auger construction as well as structures indicated on
Drawings. Provide minimum 6-In. space between pipe and walls of auger
pit. Maximum allowable width of pit shall be 5-Ft.. Width of pit at surface
shall not be less than at bottom. Maximum allowable length of pit shall be no
more than 5-Ft. longer than one full section of pipe and shall not exceed 25-
Ft.
C. Excavate bore pits to finished grade at least 6-In. lower than grade indicated
by stakes.
D. Backfill in accordance with Section 02317 - Excavation and Backfill for
Utilities.
E. Auger pits that are excavated and backfilled as part of open-cut water line
construction shall be in accordance with Section 02317 - Excavation and
Backfill for Utilities.
F. Provide and properly maintain safety protection against traffic, and
accidental or unauthorized entry. Provisions to include concrete traffic
barriers or other suitable barrier around periphery of pit as appropriate. Fully
cover and secure pits where no construction activity is in progress.
G. Install sheeting, lining, shoring, and bracing required for protection of
workmen and public in accordance with Section 02260 - Trench Safety
Systems.
H. Provide groundwater control and drainage from pits while work is in
progress and until pit is properly backfilled. Conform to requirements of
Section 01578 - Control of Groundwater and Surface Water.
3.05 AUGERING (BORING)
A. Auger from approved pit locations. Excavate for pits and install shoring as
outlined above under Paragraph 3.04, Pits. Auger mechanically with use of
CITY OF SCHERTZ
STANDARD SPECIFICATION AUGERING PIPE AND CONDUIT
02447-6
March 31, 2011
pilot hole entire length of crossing and check for line and grade. Diameter of
auger hole not to exceed pipe bell diameter plus 2-In.. Place excavated
material outside working pit and dispose of as specified. Use water or other
fluids in connection with boring operation only to lubricate cuttings; jetting is
not permitted.
B. In unconsolidated soil formations, gel-forming colloidal drilling fluid may be
used. Fluid is to consist of at least 10 percent of high-grade processed
bentonite and shall consolidate cuttings of bit, seal walls of hole, and shall
furnish lubrication for subsequent removal of cuttings and installation of
pipe.
C. Depending on character of soil encountered during augering operation,
conduct operations without interruption, insofar as practical, to prevent hole
from collapsing or pipe from seizing up in hole before installation is
complete.
D. Allowable variation from line and grade shall be as specified under
Paragraph 3.08, Jacking.
E. Remove and replace pipe damaged in augering operations.
3.06 AUGERING OF CASING
A. Provide jacks, mounted on frame or against backstop, of capacity suitable
for forcing excavating auger and casing through soil conditions to be
encountered. Operate jacks so that even pressure is applied to casing.
B. Provide steerable front section of casing to allow vertical grade adjustments.
Provide water level or other means to allow monitoring of grade elevation of
auger casing.
C. Bentonite slurry may be used to lubricate casing during installation. Use of
water to facilitate removal of spoil and to lubricate exterior casing is
permitted; however, water jetting for excavation of soil is not allowed when
jacking casing.
D. Tolerances from lines and grades shown on Drawings for gravity sewer pipe
installed in casing are plus or minus 6 inches in horizontal alignment, and
plus or minus 1 1/2-In. in elevation.
3.07 FILLING ANNULAR SPACE
A. For installation of water line, block void space around pipe in augered hole
with approximately 12-In. of packed clay or approved equal material to
prevent bedding or backfill from entering void around pipe in augered hole
CITY OF SCHERTZ
STANDARD SPECIFICATION AUGERING PIPE AND CONDUIT
02447-7
March 31, 2011
when compacted. For pipe diameters 4-In. through 8-In. use minimum 1/2-
Cu.-Ft. clay; for pipe diameters 12-In. through 16-In. use minimum 3/4-Cu.-
Ft. clay.
3.08 JACKING
A. Comply with Section 02260 – Trench Safety for all pits, end trenches, and
other excavations relating to work required by specifications. Dewater as
required to provide safe working conditions.
B. Wherever end trenches are cut into sides of embankment or beyond it,
sheath securely and brace such work to prevent earth caving.
C. Make up only one joint at time in pit or trench prior to jacking.
D. Do not interfere with operation of railroad, street, highway, or other facility,
nor to weaken or damage embankment or structure.
E. Use heavy-duty jacks sized for forcing casing through embankment. Use
appropriate jacking head, usually of timber, and bracing between jacks and
jacking head and jacking frame or backstop. Apply jacking pressure
uniformly around ring of casing. Set casing to be jacked on guides, properly
braced together, to support section of casing and to direct it in proper line
and grade. Place jacking assembly in line with direction and grade of casing.
Excavate embankment material just ahead of casing and remove material
through casing. Force casing through embankment with jacks into
excavated auger hole.
F. Conform excavation for underside of casing to contour and grade of casing,
for at least one third of circumference of casing. Provide clearance of not
more than 2-In. for upper half of casing. Taper off upper clearance to zero at
point where excavation conforms to contour of casing.
G. Excavation may extend beyond end of casing depending on character of
material, but shall not exceed 2-Ft.. Decrease advance excavation at
direction of Public Works, when character of material being excavated
makes it desirable to keep advance excavation closer to end of casing.
H. Jack casing from low or downstream end. Lateral or vertical variation in final
position of casing from line and grade as shown on Drawings will be
permitted only to extent of 1-In. in 10-Ft., provided such variation is regular
and only in one direction and that final grade of flow line is in direction
indicated on Drawings.
I. Use cutting edge of steel plate around head end of casing extending short
distance beyond end of casing with inside angles or lugs to keep cutting
CITY OF SCHERTZ
STANDARD SPECIFICATION AUGERING PIPE AND CONDUIT
02447-8
March 31, 2011
edge from slipping back onto casing.
J. Once jacking of casing is begun, carry on without interruption, insofar as
practicable, to prevent casing from becoming firmly set in embankment.
K. Remove and replace casing damaged in jacking operations.
L. Backfill pits or trenches excavated to facilitate jacking operations
immediately after completion of jacking of casing.
M. Grout annular space between casing and excavated hole when loss of
embankment occurs or when clearance of 2-In. is exceeded.
3.09 SPACER INSTALLATION
A. There must be no inadvertent metallic contact between casing and carrier
pipe. Place spacers to ensure that carrier pipe is adequately supported
throughout length, particularly at ends, to offset settling, and possible
electrical shorting unless otherwise approved by the City. Place end spacer
within 6-In. of end of casing pipe, regardless of size of casing and carrier
pipe or type of spacer used. Spacing between spacers depends largely on
load bearing capabilities of pipe coating and flexibility of pipe.
B. Grade bottom of trench adjacent to each end of casing to provide firm,
uniform, and continuous support for carrier pipe. When trench requires
some backfill to establish final trench bottom grade, place backfill material in
6-In. lifts and compact to density of undisturbed soil.
C. Install casing spacers in accordance with manufacturer's instructions. Take
special care to ensure that sub-components are correctly assembled and
evenly tightened, and that no damage occurs during tightening of insulators
or carrier pipe insertion.
D. Seal annulus between carrier pipe and casing with casing end seals at each
end of casing.
E. Insulator Spacing:
1. Spacing shall be as shown on Drawing with maximum distance
between spacers to be 10-Ft. for pipe sizes 4 to 14-In. and 8-Ft. for
pipe sizes 16 to 30-In.
2. For ductile iron pipe or bell-and-spigot pipe, install spacers within
1-Ft. on each side of bell or flange and one in center of joint when
18- to 20-Ft. long joints are used.
CITY OF SCHERTZ
STANDARD SPECIFICATION AUGERING PIPE AND CONDUIT
02447-9
March 31, 2011
3. If casing or carrier pipe is angled, bent, or dented, reduce spacing as
directed by Public Works. Provide casing with smooth, continuous
interior surface.
3.10 SETTLEMENT MONITORING
A. Monitor ground surface elevation along length of augering operation. Locate
and record settlement monitoring points with respect to construction
baseline and elevations. Record elevations to accuracy of 0.01-Ft. for each
monitoring point location.
1. Railroads: Track subbase at centerline of each track.
2. Product pipelines: Directly above and 10-Ft. before and after pipeline
intersection
B. Reading Frequency and Reporting. Take settlement survey readings:
1. Prior to auger excavation reaching point
2. After auger reaches monitoring point in plan
3. After grouting of ground supporting casing is complete
C. Immediately report to Public Works movement, cracking, or settlement
which is detected.
D. Following substantial completion but prior to final completion, make final
survey of monitoring points.
3.11 DISPOSAL OF EXCESS MATERIAL
A. Conform to applicable provisions of Section 01576 - Waste Material
Disposal.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE AND CASING AUGERING FOR SEWERS
02448-1
March 31, 2011
SECTION 02448
PIPE AND CASING AUGERING FOR SEWERS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Installation of casing for sewer pipe by dry augering or slurry boring
methods, together with installation of sewer pipe in casing. B. Installation of sewer pipe by slurry boring methods. Construction casing may be used at Contractor's option.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Casing, including sewer pipe, installed by augering methods in
mid-run of open cut segments where shown on Drawings, will be
measured and paid by linear foot from end to end of casing.
Casing may be installed, at Contractor's option, at locations other
than shown on Drawings, at no additional cost to the City.
2. Sewer pipe installed by augering method in mid-run of open-cut
segments where shown on Drawings, will be measured and paid
by linear foot from end to end of augered section.
3. Pipe or casing segments installed by augering methods in locations
other than mid-run of open cut segments and shown on Drawings,
will be measured and paid by linear foot along centerline of
completed sewer from centerline to centerline of manholes to ends
of stubs or termination of pipe, and to inside face of lift stations and
other structures.
4. Payment will include and be full compensation for labor, equipment,
materials and supervision for excavation and construction of sewer,
complete in place including disposal of excess materials, shoring,
dewatering, utility adjustments, grouting, backfill, clean-up, and
other related work necessary for construction as indicated on
Drawings and specified in this Section.
5. Cost for pits and other excavations are included in unit price for
pipe with or without casing. 6. Trench safety systems for pits are paid as specified in Section 02260
- Trench Safety Systems.
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE AND CASING AUGERING FOR SEWERS
02448-2
March 31, 2011
7. Refer to Section 01270 - Measurement and Payment for unit price procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 DEFINITIONS
A. Augering means either “dry augering” or “slurry augering”.
B. Dry augering is jacking casing while excavating soil at heading and
transporting spoil back through casing by otherwise uncased auger.
C. Slurry Auger Method: Installation of casing or pipe by first drilling small
diameter pilot hole from shaft to shaft, followed by removing excess soil
and installing pipe or conduit by pull back or jacking method.
1.04 REFERENCE STANDARDS
A. American Railway Engineering and Maintenance-of-Way Association
(AREMA) Manual for Railway Engineering.
B. American Association of State Highway and Transportation Officials
(AASHTO).
1.05 REGULATORY REQUIREMENTS
A. Conform to Texas Department of Transportation requirements for
installations under state highways. The City will obtain required permits
for State Highway crossings.
B. Installations under Railroads:
1. Secure and comply with requirements of right-of-entry for crossing
railroad company's easement or right-of-way from railroad
companies affected. Comply with railroad permit requirements.
2. Use dry auger method only.
3. Damages due to delays caused by railroad requesting work to be
done at hours which will not inconvenience the railroad will be at
no additional cost to the City.
4. Maintain minimum 35-Ft. clearance from centerline of tracks.
1.06 SUBMITTAL
A. Conform to requirements of Section 01330 - Submittal Procedures.
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE AND CASING AUGERING FOR SEWERS
02448-3
March 31, 2011
B. For installation by augering, submit for review:
1. Description of mechanized excavating equipment.
2. Method of controlling line and grade.
3. Grouting techniques to be used for filling annular void between
sewer pipe and casing, and void between sewer pipe or casing
and ground, including equipment, pumping and injection
procedures, pressure grout types, and mixes.
4. Locations and dimensions of pits.
5. Pit design and construction drawings.
6. Identification of casings required and paid under Contract and
casings installed at Contractor's option.
7. Design of casings.
8. Copy of railroad company permits and right-of-entry.
C. Prepare auger pit and casing design submittals that are site specific.
Have auger pit and casing design submittals signed and sealed by
qualified Professional Engineer registered in the State of Texas.
D. Include in construction phase submittals:
1. Daily logs of augering and boring operations.
2. Settlement monitoring data to meet requirements of paragraph
3.05, Settlement Monitoring.
3. Submit daily logs and settlement monitoring data within 5 days
after day of observation.
1.07 CRITERIA FOR DETERMINING CASING INSTALLATION LOADS
A. Select and design casing pipe and pipe joints to carry thrust of jacks or
loads due to pulling mechanism in combination with overburden, earth
and hydrostatic loads. Select casings for dry augering to withstand action
of auger without damage.
B. Use Professional Engineer to determine design stresses, design
deflections and factors of safety for design of casing. Present such
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE AND CASING AUGERING FOR SEWERS
02448-4
March 31, 2011
determination as part of design submittal. Apply the following maximum
casing pipe stresses and deflections to casings shown on Drawings:
1. Design stress in pipe wall: 50 percent of minimum yield point of
steel or 18,000 psi, whichever is less, when subjected to
applicable loading conditions.
2. Wall thickness: Maximum allowable deflection which does not
exceed 3 percent of nominal casing diameter.
C. Use Cooper E-80 locomotive loading distributions as criteria for railroad
crossings in accordance with AREMA specifications for culverts. In
design, account for additive loadings due to multiple tracks.
D. Use H-20 vehicle loading distributions as criteria for truck loading in
accordance with AASHTO.
E. When not specifically indicated on Drawings, select casing diameter to
permit practical installation (including skids when applicable) and
grouting.
PART 2 PRODUCTS
2.01 MATERIALS
A. Provide casing pipe which is straight, circular in section, uncoated,
welded steel pipe, in accordance with Section 02502 - Steel Pipe and
Fittings.
B. Provide sewer pipe in accordance with Section 02531 - Gravity Sanitary
Sewers. Do not use high density polyethylene pipe for augering.
C. Provide restrained-joint sewer pipe when installing sewer pipe in slurry
bored holes by pull- back method.
D. Supply grout as specified in Section 02431 - Tunnel Grout.
PART 3 EXECUTION
3.01 LOCATION AND SIZE OF AUGER PITS
A. Show location of auger pits on auger pit construction drawings. Locate
auger pits for slurry boring so that distance between pits is no greater
than 80-Ft.; and for dry augering not more than 120-Ft. apart.
B. Locate auger pits and associated work areas to avoid blocking driveways
and cross streets and to minimize disruption to business and commercial
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE AND CASING AUGERING FOR SEWERS
02448-5
March 31, 2011
interests. Avoid auger pit locations near areas identified as potentially
contaminated.
C. Make size adequate for construction of structures indicated on Drawings.
Provide adequate room to meet Contractor's operational requirements for
augering.
D. Provide portable concrete traffic barrier around periphery of pit, meeting
applicable safety standards. Properly maintain barrier throughout period
pit remains open. Angle traffic barriers in direction of lane flow; do not
place barriers perpendicular to on-coming traffic.
E. Provide full cover or other security fencing for each access pit in which
there is no construction activity or which is unattended by Contractor's
personnel.
3.02 DRY AUGERING OF CASING
A. Provide jacks, mounted on frame or against backstop, of capacity
suitable for forcing excavating auger and casing through soil conditions to
be encountered. Operate jacks so that even pressure is applied to
casing.
B. Provide steerable front section of casing to allow vertical grade
adjustments. Provide water level or other means to allow monitoring of
grade elevation of auger casing.
C. Bentonite slurry may be used to lubricate casing during installation. Use
of water to facilitate removal of spoil is permitted; however, water jetting
for excavation of soil is not allowed when jacking casing.
D. Tolerances from lines and grades shown on Drawings for gravity sewer
pipe installed in casing are plus or minus 6-In. in horizontal alignment,
and plus or minus 1 1/2-In. in elevation.
3.03 SLURRY BORING OF CASING OR PIPE
A. Drill small diameter pilot hole and check for line and grade at receiving
end. Redrill pilot hole when bored pipe does not meet specified
tolerances.
B. Using pilot hole as guide bore larger diameter hole of sufficient size for
pipe or casing installation. Water jetting is not permitted.
C. Bentonite slurry may be used to maintain stable hole and furnish
lubrication for pipe or casing installation.
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE AND CASING AUGERING FOR SEWERS
02448-6
March 31, 2011
D. Tolerances from lines and grades shown on Drawings for installed sewer
pipe are plus or minus 6-In. in horizontal alignment and plus or minus 1
1/2-In. in elevation.
E. Completely fill annular space between sewer pipe and surrounding soil or
casing with grout, without displacing pipe during grouting operation.
3.04 SEWER PIPE IN CASING
A. If indicated on plans, grout annular void between sewer pipe and casing
from end to end of casing. Block and brace sewer pipe to prevent
movement during grout placement and to maintain specified line and
grade. Grout as specified in Section 02431 - Tunnel Grout.
3.05 SETTLEMENT MONITORING
A. Monitor ground surface elevation along length of augering operation.
Locate and record settlement monitoring points with respect to
construction baseline and elevations. Record elevations to accuracy of
0.01-Ft. for each monitoring point location. Establish monitoring points at
locations and by methods that protect them from damage by construction
operations, tampering, or other external influences. As minimum, locate
survey points as follows:
1. For road crossings: Centerline and each shoulder
2. Railroads: Track subbase at centerline of each track
3. Utilities and Pipelines: Directly above and 10-Ft. before and after
utility or pipeline intersection
4. Long bores under improved areas such as pavements: Ground
surface elevations must be recorded on centerline ahead of
augering operations at locations not to exceed 50-Ft. apart
(including points located for roads, railroads, utilities, and
pipelines), or at least three locations per augering drive
B. Reading Frequency and Reporting. Take settlement survey readings:
1. Prior to auger excavation reaching point
2. After auger reaches monitoring point in plan
3. After grouting of ground supporting pipe or casing is complete
C. Immediately report to Public Works movement, cracking, or
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE AND CASING AUGERING FOR SEWERS
02448-7
March 31, 2011
settlement which is detected.
D. Following substantial completion but prior to final completion, make final
survey of monitoring points.
3.06 DISPOSAL OF EXCESS MATERIAL
A. Remove and dispose of spoil from job site in accordance with Section
01576 - Waste Material Disposal.
3.07 LEAKAGE TESTING
A. Test sanitary sewers for leakage by low pressure air methods in
accordance with Section 02533 - Acceptance Testing for Sanitary Sewer.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION DRILLED SHAFT FOUNDATIONS
02465-1
March 31, 2011
SECTION 02465
DRILLED SHAFT FOUNDATIONS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Construction of foundations consisting of reinforced concrete drilled shafts.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for drilled shaft foundations
under this Section. Include cost in lump sum payment for
structure requiring drilled shaft foundations.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit work plan for each structure with complete written description which
identifies details of proposed method of construction and sequence of
operations for construction relative to drilled shaft activities. Descriptions,
with supporting illustrations, shall be sufficiently detailed to demonstrate to
Public Works that procedures meet requirements of Specifications and
Drawings.
C. Submit project record documents under provisions of Section 01785 -
Project Record Documents. Record locations of drilled shafts, as installed
referenced to survey benchmarks. Include location of utilities encountered or
rerouted. Give horizontal dimensions, elevations, inverts and gradients.
1.04 REFERENCE STANDARDS
A. ACI 336.1 - Standard Specification for Construction of Drilled Piers
B. TxDOT Standard Specification Item 416 - Drilled Shaft Foundations
CITY OF SCHERTZ
STANDARD SPECIFICATION DRILLED SHAFT FOUNDATIONS
02465-2
March 31, 2011
PART 2 PRODUCTS
2.01 EQUIPMENT
A. Perform excavation with equipment suitable for achieving requirements of
this Specification.
2.02 MATERIAL
A. For cast-in-place concrete, use Class A concrete. Refer to Section 03310 –
Structural Concrete.
B. For reinforcing steel, refer to Section 03211 - Reinforcing Steel
PART 3 EXECUTION
3.01 PREPARATION
A. Conduct an inspection to determine condition and locations of existing
structures and other permanent installations, prior to commencing work.
3.02 EXCAVATION
A. Perform excavation required for drilled cylindrical shafts, at locations shown
on Drawings through whatever materials encountered, to dimensions and
elevations shown or required by site conditions. When satisfactory material
is not encountered at plan depth, bottom of shaft will be adjusted or
foundation altered, as determined by Public Works, to satisfactorily comply
with design requirements.
B. Do not make shaft excavations within 3 shaft diameters (edge to edge) of
shafts which have been concreted within previous 24 hours.
C. Inspect drilled shaft excavations for verticality and side sloughing. Verticality
is specified at one inch in 10-Ft. of shaft length. Check to full depth of dry
auguring prior to introducing drilling mud. Straighten or add suitable
reinforcing steel to shafts not meeting specified tolerance.
D. Slurry is to contain 4 to 8 percent by weight of Bentonite additive and satisfy
slurry specifications set forth in ACI 336.1, Section 2.3.5.2e. These
requirements are more stringent than TxDOT Standard Specification Item
416.3.1. Stricter slurry specifications are required to assure suspension of
detritus from drilling operations, and to ensure adequate cleaning of slurry
prior to concreting. Cleaning of slurry is important to prevent deposition of
detritus on reinforcement cages and ensure that inclusions of detritus will
not be formed within concrete mass.
CITY OF SCHERTZ
STANDARD SPECIFICATION DRILLED SHAFT FOUNDATIONS
02465-3
March 31, 2011
E. At final bearing elevation, clean bottom of each shaft and remove seepage
water for examination by Public Works before reinforcing steel and concrete
is placed. Suitable access and lighting for proper inspection of completed
excavation is to be provided. Reinforcing steel and concrete is to be placed
in drilled shaft without delay after approval of excavation by Public Works.
3.03 DRILLED SHAFT CONSTRUCTION
A. Drilled shaft construction and installation is to follow TxDOT Standard
Specification Item 416 (with exceptions noted below) and ACI 336.1.
B. Before placing concrete, clean out shaft bottom with drilling bucket in order
to remove sediments which may not be displaced by concrete. Clean shaft
bottom with “clean-out” bucket until rotation on bottom without crowd (i.e.,
penetration under force) produces little spoil. Probing after cleaning out is
essential to verify condition of base of shaft.
C. Concrete is to conform to requirements of ACI 336.1 Section 2.3.5.5.
D. Concrete is to be placed continuously in shaft to construction joint indicated
on Drawings or as directed in TxDOT Standard Specification Item 416.3.3.
Concrete is to be placed through suitable tube or tremie to prevent
segregation of materials. Tremie pipe diameter is to be at least 8 times as
large as largest concrete aggregate size.
E. Computation of final concrete volume for each shaft is to be made. Core and
check the integrity of shafts taking an unreasonably high or low volume of
concrete.
F. If caving soil conditions or excessive groundwater is encountered, use of
temporary casing is permitted to prevent caving of material around shaft and
to control seepage of groundwater into excavation.
G. Casing material is to be metal of ample strength to withstand handling
stresses, pressure of concrete and of surrounding earth or backfill materials
and is to be water-tight. Casing shall be smooth, clean and free of
accumulations of hardened concrete. Outside diameter of casing is not to be
less than specified diameter of drilled shaft.
H. Elapsed time is not to exceed one hour from beginning of concrete
placement in cased portion of shaft, until extraction of casing is begun.
I. Withdraw temporary casings as shaft is filled with concrete, or immediately
following concreting operation. Bottom of casing is to always remain at least
1-Ft. below level of concrete during placement to overcome hydrostatic
pressure. Smoothly extract casing with vibratory hammer. Casing extraction
CITY OF SCHERTZ
STANDARD SPECIFICATION DRILLED SHAFT FOUNDATIONS
02465-4
March 31, 2011
is to be at slow, uniform rate with pull in line with vertical axis of shaft. Leave
no casing in place.
J. If upward movement of concrete or reinforcing steel occurs inside casing at
beginning of pulling operation or at anytime during pulling, stop pulling
immediately and leave casing in place.
K. If casing must be left in place, Public Works is to be informed to determine
shaft capacity calculations.
3.04 FIELD QUALITY CONTROL
A. Testing will be performed under provisions of Section 01454 - Testing
Laboratory Services.
3.05 DISPOSAL OF EXCESS MATERIAL
A. Dispose of excess materials in accordance with requirements of Section
01504 – Temporary Facilities and Control or Section 01576 - Waste Material
Disposal.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECFICATION CAISSON FOR LIFT STATION
02476-1
March 31, 2011
SECTION 02476
CAISSON FOR LIFT STATION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Constructing external walls of lift station wet well structures by caisson
method, including base slab and excavation cell partitions. Valve/pump
chamber to be constructed by open cut.
B. If method of construction is not specified, Contractor may select
caisson method as an alternate to open-cut method for wet well
construction.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for lift station construction using
caisson method. Include cost for caisson construction in lump sum
for lift station.
2. No separate measurement will be made for payment of concrete in
wet well caisson except listed in an approved schedule of values.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 DEFINITION
A. Caisson is defined as external walls of concrete structure, together with
excavation cell partition walls, erected at-grade or in starter pit and sunk by
gravity to final position through excavation inside structure under dry or wet
conditions. Complete caisson includes structural base slab. Caisson walls
provide ground support during construction and for permanent installation.
B. Dry construction means that Contractor operates sufficient external ground
water control system to maintain ground water level and piezometric head
safely below excavation bottom within caisson.
C. Wet construction means that external hydrostatic ground water pressure is
CITY OF SCHERTZ
STANDARD SPECFICATION CAISSON FOR LIFT STATION
02476-2
March 31, 2011
counteracted by water or slurry within caisson.
1.04 REFERENCE STANDARDS
A. ASTM D 698 - Test Method for Laboratory Compaction Characteristics of
Soil Using Standard Effort (12,400 ft-lb/ft3 (600 kN-m/m3).
1.05 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit drawings and design calculations prepared by Contractor's
Engineer.
1. Show modifications proposed to lift station structure design required
for caisson construction.
2. Submit wall design including water jet, bentonite and grout pipes, and
injection ports, and dimensions of annular space for bentonite
lubrication. Show increased wall thickness for dead weight when
required to sink caisson.
3. Show height of each concrete placement lift and construction joint
locations.
C. Submit safety plan to meet OSHA requirements. These procedures will not
be subject to approval by Public Works and are for record purposes only.
Address in plan, as minimum but not limited to the following:
1. Protection against caisson instability, soil instability, and ground
water inflow.
2. Safety for caisson access and exit, including ladders, stairs,
walkways, and hoists.
3. Protection against equipment operations, and for lifting and hoisting
equipment and material.
4. Support of surcharge weights.
5. Ventilation systems.
6. Monitoring for hazardous gases.
7. Protection against flooding of caisson and inflow into sewers when
connected to caisson structure.
CITY OF SCHERTZ
STANDARD SPECFICATION CAISSON FOR LIFT STATION
02476-3
March 31, 2011
8. Protection of workers and public, including traffic barriers, accidental
or unauthorized entry, and falling objects.
9. Safety supervising responsibilities.
D. Building and Structures Assessment. Submit for review prior to construction,
Building and Structures Assessment Plan. Provide preconstruction and
post-construction assessment reports for buildings and structures located
within distance equal to depth of caisson but at least 50-Ft. in plan from
proposed caisson perimeter. Include photographs or video of existing
damage to structures in vicinity of caisson in assessment reports.
E. Caisson Survey. Submit Caisson Survey identifying required modifications
to complete lift station and to comply with specified tolerances.
PART 2 PRODUCTS
2.01 CONCRETE
A. Concrete is to be in accordance with Section 03310 - Structural Concrete.
2.02 REINFORCEMENT
A. Reinforcement is to be in accordance with Section 03211 - Concrete
Reinforcement.
2.03 EMBEDDED ITEMS
A. Embedded items are to be in accordance with Section 15140 - Pipe
Hangers, Supports, and Restraints.
2.04 BACKFILL
A. Select material is to be in accordance with Section 02316 - Excavation and
Backfill for Structures.
B. Cement stabilized sand is to be in accordance with Section 02321 - Cement
Stabilized Sand.
2.05 GROUT
A. Use grout conforming to Section 02431 - Tunnel Grout.
CITY OF SCHERTZ
STANDARD SPECFICATION CAISSON FOR LIFT STATION
02476-4
March 31, 2011
PART 3 EXECUTION
3.01 SITE PREPARATION
A. Perform site preparation for site clearing and for grading of site to required
elevation. Provide for site drainage.
B. Relocate and protect utilities to remain that may be affected by caisson
construction area, including starter pit.
C. Install security fencing around caisson construction areas to prevent
accidental or unauthorized entry.
D. Provide for control of ground water and surface water according to Section
01578 - Control of Ground Water and Surface Water.
E. Compact disturbed soils to 95 percent of maximum density as determined
by ASTM D 698. Compact soil at moisture content sufficient to develop
required density.
3.02 CAISSON WALL CONSTRUCTION
A. Place concrete as specified in Section 03310 - Structural Concrete.
B. Inspect concrete surfaces after form removal and repair defects before wall
section is sunk into ground.
3.03 CAISSON CLEAN UP AND INSPECTION
A. Clean interior of caisson after seal slab has been poured. Remove soil,
mud, slurries, spilled grout or concrete, or other materials not part of
structure from caisson and clean surfaces.
B. Inspect caisson for possible structural damage or damage to embedded
items occurring during excavation and caisson sinking. Notify and allow
Public Works to witness caisson inspection. Repair and replace damage
before proceeding with construction.
3.04 CAISSON CONSTRUCTION TOLERANCES
A. Maximum acceptable deviation of caisson from vertical is 1-In. in 5-Ft..
B. Maximum acceptable horizontal deviation from design location of center of
caisson at ground surface level is 12-In..
C. Install elevation of base of caisson structure equal to or lower than elevation
shown in Drawings. Show top of caisson structure elevation on Drawings.
CITY OF SCHERTZ
STANDARD SPECFICATION CAISSON FOR LIFT STATION
02476-5
March 31, 2011
D. Provide block-outs with allowance for pipe entry deviations of plus or minus
1.5-In. vertically and plus or minus 6-In. horizontally, plus caisson
construction tolerances.
E. Tolerances defined above are only acceptable provided that Contractor can
adjust sewer connections, structural, mechanical and electrical components
to resolve deviation from plumpness and horizontal or vertical location as
approved by Public Works. Adjustments must be made without adversely
affecting operation or maintenance of lift station.
F. Monitor caisson installation to verify that no settlement or heave is observed
for 10 consecutive days starting not later than 50 days after structural
completion.
3.05 BACKFILL
A. Remove starter pit shoring to depth of at least 8-Ft. below ground surface
and for at least 5-Ft. from pipes and tunnels penetrating shoring. Remove
shoring concurrent with backfilling operations. Perform shoring removal and
backfilling so that stability of pit is maintained.
B. Compact backfill material in accordance with Sections 02316 - Excavation
and Backfill for Structures.
3.06 MONITORING
A. Settlement. Install series of settlement monitoring points on ground and
structures within area of potential influence due to soil movements at
caisson, before start of caisson or starter pit construction.
1. As minimum, equally space 4 monitoring points around caisson at
distance of 15-Ft. and 4 more at distance 30-Ft. from caisson for total
of 8 monitoring points.
2. Survey monitoring point elevations before start of caisson excavation
and weekly thereafter until structure has been completed and
dewatering terminated.
B. Caisson
1. Determine plumpness of caisson at least once each shift at two
locations, 90 degrees apart, during caisson sinking operations until
caisson is secured by grout and base slab hardened, .
2. As soon as caisson has been secured, install 3 benchmarks, 120
CITY OF SCHERTZ
STANDARD SPECFICATION CAISSON FOR LIFT STATION
02476-6
March 31, 2011
degrees apart, on top concrete placement for settlement monitoring
of installed caisson. Transfer benchmarks to higher elevation on
structure as required due to continued lift station construction.
Continue weekly monitoring of settlement points until 60 days after
completed construction of structure.
3. Install and monitor borehole heave points in caisson for dry
construction as defined on Drawings. Survey heave points before
excavation starts and upon retrieval when final excavation bottom
has been reached.
C. Submit monitoring results to Public Works weekly.
3.07 CAISSON SURVEY
A. When caisson has been secured, seal slab poured, and, in case of wet
construction, when fluid has been pumped out, survey installed caisson for
compliance with tolerances defined in Paragraph 3.04, Caisson
Construction Tolerances. Include in Survey:
1. Location of center of caisson at ground level
2. Elevation of top and bottom of caisson and structural slab connection
3. Elevation and locations of penetrations and embedded items and
other support points for lift station installation completion
4. Deviation from plumb from caisson top to structural slab at two
locations 90 degrees apart
3.08 FIELD QUALITY CONTROL
A. Perform field inspection and testing in accordance with Section 03310 -
Structural Concrete and Section 01450 - Contractor's Quality Control.
3.09 DISPOSAL OF EXCESS MATERIAL
A. Remove excavated material from job site in accordance with Section 01576
- Waste Material Disposal.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION DUCTILE IRON PIPE AND FITTINGS
02501-1
March 31, 2011
SECTION 02501
DUCTILE IRON PIPE AND FITTINGS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Ductile iron pipe and fittings for water lines, wastewater force mains,
gravity sanitary sewers, and storm sewers.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for ductile iron pipe and fittings
under this Section, with the exception of extra fittings in place.
Include cost in unit prices for work as specified in the following
Sections, as applicable:
a. Section 02511 - Water lines
b. Section 02531 - Gravity Sanitary Sewers
c. Section 02532 - Sanitary Sewage Force Mains
d. Section 02631 - Storm Sewers
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Extra Ductile Iron Compact Fittings in Place shall be for additional fittings
required to complete job. This is not to exclude extension of pipe across
driveway or intersection for purpose of terminating line in more
advantageous position. This determination shall be at discretion of Public
Works. This bid item includes additional fittings as may be necessary to
complete job in conformance with intent of Drawings.
C. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ANSI A 21.4 (AWWA C 104) - Standard for Cement-Mortar Lining for
Ductile-Iron Pipe and Fittings, for Water.
C. ANSI A 21.11 (AWWA C 111) - Standard for Rubber Gasket Joints for
CITY OF SCHERTZ
STANDARD SPECIFICATION DUCTILE IRON PIPE AND FITTINGS
02501-2
March 31, 2011
Ductile-Iron Pressure Pipe and Fittings.
D. ANSI A 21.15 (AWWA C 115) - Standard for Flanged Ductile-Iron Pipe
With Ductile-Iron or Gray-Iron Threaded Flanges.
E. ANSI A 21.51 (AWWA C 151) - Standard for Ductile-Iron Pipe,
Centrifugally Cast, for Water and Other Liquids.
F. ANSI A 21.53 (AWWA C 153) - Standard for Ductile Iron Compact Fittings,
3-In. through 24-In. and 54-In. through 64-In. for Water Service.
G. ANSI A 21.5 (AWWA C 105) – Polyethylene Encasement for Ductile Iron
Pipe Systems.
H. AWWA C 600 - Standard for Installation of Ductile-Iron Water Mains and
Their Appurtenances.
I. ASTM A746 - Standard Specification for Ductile Iron Gravity Sewer Pipe
J. American Railway Engineering and Maintenance-of-Way Association
(AREMA) Manual for Railway Engineering.
K. American Association of State Highway Transportation Officials
(AASHTO).
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's certifications that ductile iron pipe and fittings meet
provisions of this Section and have been hydrostatically tested at factory
and meet requirements of ANSI A 21.51 (AWWA C 151).
C. Submit certifications that pipe joints have been tested and meet
requirements of ANSI A 21.11.
D. Submit affidavit of compliance in accordance with ANSI A21.16 for fittings
with fusion bonded epoxy coatings or linings.
PART 2 PRODUCTS
2.01 DUCTILE IRON PIPE
A. Ductile Iron Pipe to conform to the following pressure classes for AWWA C
151, push-on or mechanical joint, based on Type 3 bedding conditions, a
depth of bury of 6 feet, and a working pressure of 150 psi.
CITY OF SCHERTZ
STANDARD SPECIFICATION DUCTILE IRON PIPE AND FITTINGS
02501-3
March 31, 2011
3" through 12" 350 psi
16" and 20" 250 psi
24" 200 psi
30" through 64" 150 psi
B. Provide pipe sections in standard lengths, not less than 18-Ft. long, except
for special fittings and closure sections as indicated on shop drawings.
C. Provide flange adapter with insulating kit as required when connecting new
piping to piping of different materials, unless otherwise approved by Public
Works.
D. Each length of pipe furnished shall bear identification markings in
conformance with Sec. 51.10 of AWWA Standard C151.
2.02 JOINTS
A. Joint Types: Provide push-on joints unless otherwise indicated on the
Drawings or required by these specifications. All rubber joint gaskets
utilized on ductile-iron pipe shall be conformance with ANSI/AWWA
C111/A21.11 Standard, latest revision. For bolted joints, conform to
requirements of AWWA C111.
B. Where required by Drawings, provide approved restrained joints for buried
service.
C. Threaded or grooved-type joints which reduce pipe wall thickness below
minimum required are not acceptable.
D. Provide for restrained joints designed to meet test pressures required
under Section 02515 - Hydrostatic Testing of Pipelines or Section 02532 -
Sanitary Sewer Force Mains, as applicable. Provide restrained joints for
test pressure or maximum surge pressure as specified, whichever is
greater for water lines. Do not use passive resistance of soil in determining
minimum restraint lengths.
E. Make curves and bends by deflecting joints. Do not exceed maximum
deflection recommended by pipe manufacturer for pipe joints or restraint
joints. Submit details of other methods of providing curves and bends for
consideration by Public Works. When other methods are deemed
satisfactory, install at no additional cost to the City.
2.03 FITTINGS
A. Use fittings of same size as pipe. Reducers are not permitted to facilitate
an off-size fitting. Reducing bushings are also prohibited. Make reductions
in piping size by reducing fittings. Line and coat fittings as specified for
CITY OF SCHERTZ
STANDARD SPECIFICATION DUCTILE IRON PIPE AND FITTINGS
02501-4
March 31, 2011
pipe they connect to. Use mechanical joint fittings unless otherwise shown
in plans.
B. Push-on Fittings: ANSI A 21.10; ductile iron ANSI A 21.11 joints, gaskets,
and lubricants; pressure rated at 250 psig.
C. Flanged Fittings: ANSI 21.10; ductile iron ANSI A 21.11 joints, gaskets,
and lubricants; pressure rated at 250 psig.
D. Mechanical Joint Fittings: ANSI A 21.11; minimum pressure rated at 250
psi.
E. Ductile Iron Compact Fittings for Water lines: ANSI A 21.53; 4-In. through
12-In. diameter fusion bonded epoxy-lined or cement mortar lining.
2.04 COATINGS AND LININGS
A Water lines
1. Interiors: All pipes shall have an interior cement mortar lining applied in accordance with ANSI/AWWA C104/A21.4, latest revision. No asphaltic coating will be required on the interior cement mortar lining; comply with NSF 61. 2. Exterior coating shall consist of a nominal one-mil thick asphaltic material applied to the outside of the pipe as described in Section 51.8 of AWWA C151.
B. Sanitary Sewer and Force Main:
1. Preparation: Commercial blast cleaning conforming to SSPC-SP6. 2. Liner thickness: Nominal 40-Mils., for pipe barrel interior; minimum 6 to 10-Mils. at gasket groove and outside spigot end to 6-inches back from end. 3. Testing: ASTM G 62, Method B for voids and holidays; provide written certification. 4. Accepted Interior Lining Materials: a. Provide approved virgin polyethylene conforming to ASTM D 1248, with inert fillers and carbon black to resist ultraviolet degradation during storage; heat bonded to interior surface of pipe and fittings. b. Ceramic Epoxy – Protecto 401 c. SewperCoat – double thickness of standard identified ion AWWS C104. A seal coat shall be applied to the lining as
CITY OF SCHERTZ
STANDARD SPECIFICATION DUCTILE IRON PIPE AND FITTINGS
02501-5
March 31, 2011
identified on AWWA C104. 5. Exterior: Prime coat and outside asphaltic coating conforming to ANSI A21.10, ANSI A21.15, or ANSI A21.51 for pipe and fittings in open cut excavation and in casings.
C. Sanitary Sewer Point Repair Pipe: For pipes which will be lined with high
density polyethylene liner pipe or cured-in-place liner, provide cement-
lined with seal coat in accordance with ANSI A 21.4. For pipes which will
not be provided with named liner, provide pipe as specified in Paragraph
2.05B, Sanitary Sewer and Force Main Interiors.
D. Polyethylene Wrap: For buried pipes not cathodically protected, double
wrap with polyethylene wrap unless otherwise specified or shown.
Conform to requirements of Section 02528 - Polyethylene Wrap.
F. For flanged joints in buried service, provide petrolatum wrapping system,
Denso, or equal, for the complete joint and alloy steel fasteners.
Alternatively, provide bolts made of Type 304 stainless steel.
G. Pipe to be installed in potentially contaminated areas shall have coatings
and linings recommended by the manufacturer for maximum resistance to
the contaminants identified in the Phase II Environmental Site Assessment
Report.
H. For water lines cathodically protected, supply ductile iron pipe with either
tape coatings or some other bonded dielectric coating as specified in
Section 02518 - Steel Pipe and Fittings for Large Diameter Water Lines.
2.05 MANUFACTURERS
A. Use pre-approved manufacturers listed in the City of Schertz approved
products.
PART 3 EXECUTION
3.01 INSTALLATION
A. Conform to installation requirements of Sections 02511 - Water Lines,
02531 - Gravity Sanitary Sewers, 02532 - Sanitary Sewer Force Mains
02561 - Storm Sewers and 02553 - Point Repairs and Obstruction
Removal, except as modified in this Section.
B. Install in accordance with AWWA C 600 and manufacturer's
recommendations.
C. Install all ductile iron pipe in double polyethylene wrap, unless cathodic
CITY OF SCHERTZ
STANDARD SPECIFICATION DUCTILE IRON PIPE AND FITTINGS
02501-6
March 31, 2011
protection is provided. Do not use polyethylene wrap with a cathodic
protection system.
D. Holiday Testing. 1. Polyurethane: Conform to requirements of Section 02527 - Polyurethane Coatings for Steel or Ductile Iron Pipe. 2. Fusion Bonded Epoxy: Conform to requirements for new fittings in ANSI A 21.16.
3.02 FIELD REPAIR OF COATINGS
A. Polyurethane: Conform to requirements of Section 02527 - Polyurethane
Coatings for Steel or Ductile Iron Pipe.
B. Fusion Bonded Epoxy: Conform to requirements for new fittings in ANSI A
21.16.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION STEEL PIPE AND FITTINGS
02502-1
March 31, 2011
SECTION 02502
STEEL PIPE AND FITTINGS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Steel pipe and fittings for water lines for aerial crossings, above ground
pipe, and encasement sleeves. Do not bury steel pipe, unless it is large
diameter water line.
B. Specifications identify requirements for small-diameter less than or equal to
20-In..
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices. 1. No payment will be made for steel pipe and fittings under this Section. Refer to Section 02511 - Water Lines for measurement and payment. 2. Refer to Section 01270 - Measurement and Payment for unit price procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. AASHTO - Standard Specifications for Highway Bridges.
B. ASME B 16.1 - Cast-Iron Pipe Flanges and Flanged Fittings.
C. ASTM A 36 - Standard Specification for Carbon Structural Steel.
D. ASTM A 53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped,
Zinc-Coated Welded and Seamless.
E. ASTM A 105 - Standard Specification for Carbon Steel Pipe Forgings for
Piping Applications
F. ASTM A 106 - Standard Specification for Seamless Carbon Steel Pipe for
High-Temperature Service.
G. ASTM A 135 - Standard Specification for Electric-Resistance-Welded Steel
Pipe.
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STANDARD SPECIFICATION STEEL PIPE AND FITTINGS
02502-2
March 31, 2011
H. ASTM A 139 - Standard Specification for Electric-Fusion (ARC) - Welded
Steel Pipe (NPS 4 and Over).
I. ASTM A 1011 - Standard Specification for Steel, Sheet and Strip, Hot-
Rolled, Carbon, Structural High-Strength Low-Alloy and High-Strength Low-
Alloy with Improved Formability.
J. ASTM D 4541 - Standard Test Method for Pull-Off Strength of Coatings
Using Portable Adhesion Testers
K. AWWA C 200 - Standard for Steel Water Pipe 6 in. and Larger.
L. AWWA C 206 - Standard for Field Welding of Steel Water Pipe.
M. AWWA C 207 - Standard for Steel Pipe Flanges for Waterworks Service -
Sizes 4-In. through 144-In.
N. AWWA C 210 - Standard for Liquid Epoxy Coating Systems for the Interior
and Exterior of Steel Water Pipelines.
O. AWWA M 11 – Steel Pipe – A Guide for Design and Installation.
P. SSPC Good Painting Practice, Volume 1.
Q. SSPC SP 1 - Surface Preparation Specification No. 1 Solvent Cleaning.
R. SSPC SP 5 - Joint Surface Preparation Standard White Blast Cleaning.
S. SSPC SP 6 - Surface Preparation Specification No. 6 Commercial Blast
Cleaning.
T. SSPC SP 10 - Surface Preparation Specification No. 10 Near-White Blast
Cleaning.
U. SSPC VIS 1 - Visual Standard for Abrasive Blast Cleaned Steel.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures. For
aerial crossings and above ground piping, include lay schedule of new pipe
and fittings indicating alignment and grade, laying dimensions, lining and
coating systems, proposed welding procedures, fabrication, fitting, flange,
and special details. Show station numbers for pipe and fittings
corresponding to Drawings.
CITY OF SCHERTZ
STANDARD SPECIFICATION STEEL PIPE AND FITTINGS
02502-3
March 31, 2011
B. Submit manufacturer's certifications that pipe and fittings are new and
unused.
C. Submit manufacturer's certifications that pipe and fittings have been
hydrostatically tested at factory in accordance with AWWA C 200.
D. Submit manufacturer's affidavits that coatings and linings comply with
applicable requirements of this Section and:
1. Polyurethane coatings were applied in strict accordance with manufacturer's recommendation and allowed to cure at temperature 5 degrees above dew point. 2. Linings were applied and allowed to cure at temperature above 32 degrees F.
E. Submit certification from NACE Certified Coatings Inspector, having Level III
certification for coatings and linings, that steel pipe furnished on project was
properly inspected and defective coatings detected were properly repaired.
1.05 QUALITY CONTROL
A. Prior to start of work, provide proof of certification of qualification for welders
employed for type of work, procedures and positions involved. Provide
welder qualifications in accordance with AWWA C 206.
B. Shop-applied coatings and linings; provide services of an independent
coating and lining inspection service or testing laboratory with qualified
coating inspectors. Perform inspection by NACE trained inspectors under
supervision of NACE Level III Certified Coatings Inspector verifying
compliance with same requirements specified in Paragraph 3.02.
C. Coatings: Measure temperature and dew point of ambient air before
applying coatings. Inspect physical dimensions and overall condition of
coatings. Inspect for visible surface defects, thickness, and adhesion of
coating to surface and between layers.
D. Final Inspection:
1. Before shipment, inspect each finished pipe, fitting, special and accessory for markings, metal thickness, coating thickness, lining thickness (if shop applied), joint dimensions, and roundness. 2. Inspect for coating placement and defects. Test exterior coating for holidays. a. Inspect linings for thickness, pitting, scarring, and adhesion.
CITY OF SCHERTZ
STANDARD SPECIFICATION STEEL PIPE AND FITTINGS
02502-4
March 31, 2011
E. Ensure workmen engaged in manufacturing are qualified and experienced
in performance of their specific duties.
PART 2 PRODUCTS
2.01 STEEL PIPE
A. Manufacture pipe with nominal diameter 20-In. and less but more than 2-In.
to conform to ASTM A106 or A 53 Grade B, standard weight.
B. Provide steel pipe and encasement sleeves designed and manufactured in
conformance with AWWA C 200 and AWWA M 11 except as modified
herein. Steel to be minimum of ASTM A 36, ASTM A 1011 Grade 36, ASTM
A 53 Grade B, ASTM A 135 Grade B, or ASTM A 139 Grade B.
Table 1 Minimum Allowable Steel Wall Thickness - Carrier Pipe
NOM. PIPE SIZE
(In.)
Min. Wall O.D.
(In.)
Min. Wall Thick
(In.)
Approx. Wt. Per L.F.Uncoated
(Lb.)
4 4.50 0.250 11.35
6 6.625 0.280 18.97
8 8.625 0.322 28.55
10 10.75 0.365 40.48
12 12.75 0.375 49.56
16 16.00 0.375 62.58
20 16.00 0.375 78.60
Notes Carrier Pipe:
1. Review pipe and fitting design for conditions exceeding those specified herein.
2. Provide pipe with wall thickness of no less than listed in table above.
Table 2 Minimum Diameter Casing Pipe -(Encasement Sleeves)
Casing Pipe Size
(In.)
Min. Wall O.D.
(In.)
Min. Wall Thick
(In.)
Approx. Wt. Per L.F. Uncoated
(Lb.)
12 12.75 0.219 29.28
16 16.00 0.219 36.86
18 18.00 0.250 47.39
20 20.00 0.250 52.73
24 24.00 0.250 63.41
Notes for Casing Pipe:
1. Provide casing pipe with wall thickness of no less than listed in table above.
2. Casing pipe: AWWA C 200 new uncoated welded steel.
3. Verify casing diameter required with dimensions of casing spacer.
D. Provide pipe sections in lengths of no less than 16-Ft. except as required for
special sections, and no greater than 40-Ft.
CITY OF SCHERTZ
STANDARD SPECIFICATION STEEL PIPE AND FITTINGS
02502-5
March 31, 2011
E. Provide short sections of steel pipe no less than 4-Ft. in length unless
indicated on Drawings or specifically permitted by Public Works.
F. Fittings: Factory forged for sizes 4-In. through 20-In.; long radius bends;
beveled ends for field butt welding; wall thickness equal to or greater than
pipe to which fitting is to be welded unless otherwise shown on Drawings.
G. Joints:
1. Standard field joint for steel pipe and encasement sleeve: AWWA C 206. Single - welded, butt joint. 2. Provide mechanically coupled or flanged joints for valves and fittings, as shown on Drawings. Flanges: AWWA C 207, Class D; same diameter and drilling as Class 125 cast iron flanges ASME B 16.1. Maintain electrically isolated flanged joints between steel and cast iron by using epoxy-coated bolts, nuts, washers and insulating type gasket. 3. Elbows to be standard weight seamless elbows per ASTM A106, Grade A or B. 4. Flanges for pipe 20-In. in diameter and smaller shall be ANSI 150 lb. flat face, slip on or weld neck flanges, meeting ASTM A105 requirements. Where flanges are to join to valves with raised face flanges, use ANSI 150 lb. raised flange. 5. Provide same coating for exposed portions of nuts and bolts as flanges which they secure.
H. Fabricate flanges with over-size bolt holes, with flanges drilled in pairs, to
accommodate insulating sleeves.
2.02 INTERNAL LINING SYSTEMS FOR STEEL PIPE, ALL INSTALLATIONS
A. Supply steel pipe with epoxy lining, capable of conveying water at
temperatures not greater than 140 degrees F. Provide linings conforming to
American National Standards Institute/National Sanitation Foundation
(ANSI/NFS) Standard 61 and certification to be from organization accredited
by ANSI. Unless otherwise noted, coat exposed (wetted) steel parts of
flanges, blind flanges, bolts, access manhole covers, etc., with epoxy lining,
as specified.
B. Epoxy Lining AWWA C 210, White, or approved equal for shop and field
joint applied, except as modified in this Section. Provide material from same
manufacturer. For Pipe larger than 2-In. in diameter protect interior surface
with liquid two-part chemically cured epoxy primer specified for interior
surfaces.
CITY OF SCHERTZ
STANDARD SPECIFICATION STEEL PIPE AND FITTINGS
02502-6
March 31, 2011
Surface Preparation
2.0 to 3.0 mils surface profile
SSPC – 5 (64)
White Blast Clean
Prime Coat
4.0 to 6.0 mils DFT
NSF Certified Epoxy – Buff, or approved
equal
Intermediate Coat
4.0 to 6.0 mils DFT
NSF Certified Epoxy – Buff, or approved
equal
Finish Coat
4.0 to 6.0 mils DFT
NSF Certified Epoxy – White, or approved
equal
1. Total allowable dry film thickness for system: a. Minimum: 12.0 mils. b. Maximum: 18.0 mils. c. Minimum field adhesion: 700 psi. 2. Dry film thicknesses for approved alternate products in accordance with product manufacturer's recommendations. 3. Lining system may consist of three or more coats of same approved alternate epoxy lining without use of separate primer.
2.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED
ABOVEGROUND AND IN VAULTS (EXPOSED)
A. Provide external coating system as designated in Section 09905 Cleaning
And Painting Exposed Piping, Valves And Related Items.
B. Clean bare pipe free from mud, mill lacquer, oil, grease, or other
contaminant. Inspect and clean surfaces according to SSPC-SP-1 to
remove oil, grease, and loosely adhering deposits prior to blast cleaning.
Remove visible oil and grease spots by solvent wiping. Use only approved
safety solvents which do not leave residue. Use preheating to remove oil,
grease, mill scale, water, and ice provided pipe is preheated in uniform
manner to avoid distortion.
C. Remove surface imperfections such as slivers, scabs, burrs, weld spatter,
and gouges, presence of metallic defects may be cause for rejection of pipe.
PART 3 EXECUTION
3.01 PIPING INSTALLATION
A. Conform to applicable provisions of Section 02511 - Water lines, except as
modified in this Section.
CITY OF SCHERTZ
STANDARD SPECIFICATION STEEL PIPE AND FITTINGS
02502-7
March 31, 2011
B. Comply with the following:
1. Bedding and Backfilling: Conform to requirements of Section 02317 - Excavation and Backfill for Utilities. 2. For pipes with coating: Do not roll or drag pipe on ground, move pipe in such a manner as not to damage pipe or coating. Carefully inspect pipe for abrasions and repair damaged coating before pipe is installed.
C. Static Electricity: 1. Properly ground steel pipeline during construction as necessary to prevent build-up of static electricity. 2. Electrically test where required after installation is complete.
3.02 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED ABOVE
GROUND AND IN VAULTS (EXPOSED) AND EPOXY INTERNAL LINING
SYSTEM.
A. Safety: Paints, coatings, and linings specified in this Section are hazardous
materials. Vapors may be toxic or explosive. Protective equipment,
approved by appropriate regulatory agency, is mandatory for personnel
involved in painting, coating, and lining operations.
B. Workmanship:
1. Application: By qualified and experienced workers who are knowledgeable in surface preparation and application of high-performance industrial coatings. 2. Paint Application Procedures: SSPC Good Painting Practices, Volume 1.
C. Surface Preparation:
1. Prepare surfaces for painting by using abrasive blasting. 2. Schedule cleaning and painting so that detrimental amounts of dust or other contaminants do not fall on wet, newly-painted surfaces. Protect surfaces not intended to be painted from effects of cleaning and painting operations. 3. Prior to blasting, clean surfaces to be coated or lined of grease, oil and dirt by steaming or detergent cleaning in accordance with SSPC SP 1. 4. Metal and Weld Preparation: Remove surface defects such as gouges, pits, welding and torch-cut slag, welding flux and spatter by
CITY OF SCHERTZ
STANDARD SPECIFICATION STEEL PIPE AND FITTINGS
02502-8
March 31, 2011
grinding to ¼-In. minimum radius. 5. Abrasive Material:
a. Blast only as much steel as can be coated same day of
blasting.
b. Use sharp, angular, properly graded abrasive capable of
producing depth of profile specified herein. Transport abrasive
to job site in moisture-proof bags or airtight bulk containers.
Copper slag abrasives are not acceptable.
c. After abrasive blast cleaning, verify surface profile with replica
tape such as Tes-Tex Coarse or Extra Coarse Press-O-Film
Tape, or approved equal. Furnish tapes to Public Works.
d. Do not blast if metal surface may become wet before priming
commences, or when metal surface is less than 5 degrees F
above dew point. 6. Evaluate degree of cleanliness for surface preparation with use of SSPC Pictorial Surface Preparation Standards for Painting Steel Surfaces, SSPC-Vis 7. Remove dust and abrasive residue from freshly blasted surfaces by brushing or blowing with clean, dry air. Test cleanliness by placing ¾-In. by 4-In. piece of clear Scotch type tape on blasted surface, then removing and placing tape on 3x5 white index card. Reclean areas exhibiting dust or residue.
D. Coating and Lining Application:
1. Environmental Conditions: Do not apply coatings or linings when metal temperature is less than 50 degrees F; when ambient temperature is less than 5 degrees F above dew point; when expected weather conditions are such that ambient temperature will drop below 40 degrees F within 6 hours after application; or when relative humidity is above 85 percent. Measure relative humidity and dew point by use of sling psychrometer in conjunction with U.S. Department of Commerce Weather Bureau Psychometric Tables. Provide dehumidifiers for field-applied coatings and linings to maintain proper humidity levels. 2. Application Procedures:
a. Apply in accordance with manufacturer's recommendations
and requirements of this Section. Provide finish free of runs,
sags, curtains, pinholes, orange peel, fish eyes, excessive
over spray, or delaminations.
CITY OF SCHERTZ
STANDARD SPECIFICATION STEEL PIPE AND FITTINGS
02502-9
March 31, 2011
b. Thin materials only with manufacturers recommended
thinners. Thin only amount required to adjust viscosity for
temperature variations, proper atomization and flow-out. Mix
material components using mechanical mixers.
c. Discard catalyzed materials remaining at end of day.
3. Thoroughly dry pipe before primer is applied. Apply primer immediately after cleaning surface. Apply succeeding coats before contamination of undersurface occurs. 4. Cure a minimum of 24 hours at 77 degrees F before successive coats are applied. During curing process, provide force air ventilation in volume sufficient to maintain solvent vapor levels below published threshold limit value. Apply successive coats within recoat threshold time as recommended by coating or lining manufacturer on printed technical data sheets or through written communications. Brush blast joints of pipe which have been shop primed and are to receive intermediate and finish coats in field prior to application of additional coats. After interior coatings are applied, provide forced air ventilation in sufficient volume and for sufficient length of time to ensure proper curing before filling pipe with water.
E. Testing of Coatings and Linings: 1. Inspect pipe for holidays and damage to coating:
a. If test indicates no holidays and coating is damaged, remove
damaged layers of coating and repair in accordance with
coating manufacturer’s recommendations.
2. Perform holiday test in accordance with NACE Standard Recommended Practice, RPO 188-90, Discontinuity (Holiday) Testing of Protective Coatings. 3. Begin testing of completed coating after coating has sufficiently cured, usually one to 5 days. Consult coating manufacturer for specific curing schedule. 4. Perform adhesion test on pipe in accordance with ASTM D 4541. 5. For coating thickness of 20-Mils. or less, test with wet sponge low-voltage holiday detector. For coating thickness in excess of 20-Mils., test with high-voltage holiday detector. Perform electrical holiday test with 60-cycle current audio detector. Select test voltage as suggested in table below.
CITY OF SCHERTZ
STANDARD SPECIFICATION STEEL PIPE AND FITTINGS
02502-10
March 31, 2011
Table 3 Minimum Voltages For High Voltage Spark Testing
Total Dry Film Thickness
(Mils.)
Suggested Inspection
(V)
20 to 40 3,000
41 to 55 4,000
56 to 80 6,000
3.03 JOINTS AND JOINTING
A. Welded Joints:
1. Conform to requirements of Section 02511 - Water Lines.
2. Field weld to be full penetration butt welded joints for steel pipe and
encasement sleeves for entire circumference.
3. City will employ an independent certified testing laboratory to perform
weld acceptance tests on welded joints. Testing Laboratory will test
by X-ray methods for butt welds, for 100 percent of joint welds. Public
Works has final decision as to suitability of welds tested.
B. Flanged Joints: Conform to requirements of Section 02511 - Water Lines.
C. Joint Grouting and Testing: Conform to requirements of Section 02511 -
Water Lines.
3.04 COATINGS AND LININGS INSPECTION RESPONSIBILITIES
A. Contractor is responsible for quality control of coatings and linings
applications and testing and inspection stipulated in this Section. Public
Works is responsible for quality assurance and reserves the right to inspect
or acquire services of an independent third-party inspector who is fully
knowledgeable and qualified to inspect surface preparation and application
of high-performance coatings at all phases of coatings and linings work,
field- or shop-applied. Contractor is responsible for proper application and
performance of coatings and linings whether or not Public Works provides
such inspection.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION COPPER TUBING
02503-1
March 31, 2011
SECTION 02503
COPPER TUBING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Copper tubing for water service lines.
1.02 MEASUREMENT AND PAYMENT A. Unit Prices. 1. No payment will be made for copper tubing under this Section. Include cost in unit price for water taps and service lines. 2. Refer to Section 01270 - Measurement and Payment for unit price procedures. B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM B 88 - Standard Specification for Seamless Copper Water Tube. B. AWWA C 800 - Standard for Underground Service Line Valves and Fittings.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit certified test results of ASTM B 88.
C. Submit manufacturer's testing certification that copper tubing conforms to
requirements of ASTM B 88. Number of samples for testing of each size of
tubing is modified as follows:
1. For each 7500-Ft. of tubing: 1 sample 2. For each set of tubing less than 7500-Ft.: 1 sample
PART 2 PRODUCTS
2.01 MATERIALS A. Provide Type K annealed, seamless, copper tubing, 3/8-In. to 2-In. in diameter conforming to requirements of ASTM B 88. B. Provide 3/8-In. and 1-In. tubing in coils of minimum 60-Ft. in length, and 11/2-
CITY OF SCHERTZ
STANDARD SPECIFICATION COPPER TUBING
02503-2
March 31, 2011
In. and 2-In. tubing in coils 40-Ft. in length. C. Provide tubing manufactured in United States of America. Tubing shall be inspected and tested by laboratory designated by Public Works at point of manufacture or locally. Furnish tubing, at no additional cost to designated testing laboratory along with mill compliance certificates. D. Provide flared or compression-type brass fittings for use with Type K annealed copper tubing in accordance with AWWA C 800.
PART 3 EXECUTION
3.01 INSTALLATION
A. Conform to installation requirements of Section 02512 - Water Tap and Service Line Installation, except as modified in this Section.
3.02 JOINTS
A. Minimum joint spacing for 3/4-In. and 1-In. tubing shall be 60-Ft. and for 1
1/2-In. and 2-In. tubing shall be 40-Ft..
B. Cut copper tubing squarely by using cutting tools designed specifically for
purpose and avoid procedures that cause pipe to bend or pipe walls to flatten.
C. After tubing has been cut, but before flaring, use reamer to remove inside
rolled lip from tubing. Expand flared ends by use of flaring tool using care to
avoid splitting, crimping, or over stressing metal. Provide at least 10-In. of
straight pipe adjacent to fittings.
D. When compression fittings are used, cut copper tubing squarely prior to
insertion into fitting. Assemble in accordance with manufacturer's
recommended procedure.
3.03 BENDS
A. Bend tubing by using appropriate sized bending tool. No kinks, dents, flats, or crimps shall be permitted. Cut out and replace damaged section. Install no bends with radius smaller than radius of coil of tubing as packaged by manufacturer. Copper tubing shipped in straight lengths conforms to the following: 1. For 2-In. diameter: Maximum of one 45-degree bend per 4-Ft. section. 2. For 1 1/2-In. diameter: Maximum of one 45-degree bend per 3-Ft. section.
END OF SECTION
CITY OF SCHERTZ HIGH DENSITY POLYETHYLENE (HDPE)
STANDARD SPECIFICATION SOLID AND PROFILE WALL PIPE
02505-1
March 31, 2011
SECTION 02505
HIGH DENSITY POLYETHYLENE (HDPE) SOLID AND PROFILE WALL PIPE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. High density polyethylene (HDPE) pipe for gravity sewers and drains,
including fittings.
B. High density polyethylene (HDPE) pipe for sanitary sewer force mains,
including fittings.
C. High density polyethylene (HDPE) pipe for storm sewers culverts.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for HDPE pipe under this Section.
Include cost in unit prices for work, as specified in following sections:
a. Section 02531 - Gravity Sanitary Sewers.
b. Section 02532 - Sanitary Sewer Force Mains.
c. Section 02631 - Storm Sewers.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. AASHTO M 294 - Standard Specification for Corrugated Polyethylene
Drainage Pipe, 18-In. – 48-In. diameter.
B. AASHTO Section 18 - Soil Thermoplastic Pipe Interaction Systems.
C. AASHTO Section 30 - Standard Practice for Underground Installation of
Thermoplastic Pipe for Sewer and Other Gravity Flow Applications.
D. ASTM D 618 - Standard Practice for Conditioning Plastics for Testing.
CITY OF SCHERTZ HIGH DENSITY POLYETHYLENE (HDPE)
STANDARD SPECIFICATION SOLID AND PROFILE WALL PIPE
02505-2
March 31, 2011
E. ASTM D 1248 - Standard Specification for Polyethylene Plastics Extrusion
Materials for Wire and Cable.
F. ASTM D 2321 - Standard Recommended Practice for Underground
Installation of Flexible Thermoplastic Pipe.
G. ASTM D 2657 - Standard Practice for Heat Fusion Joining Polyolefin Pipe
and Fittings.
H. ASTM D 2837 - Standard Test Method for Obtaining Hydrostatic Design
Basis for Thermoplastic Pipe Materials.
I. ASTM D 3035 - Standard Specification for Polyethylene (PE) Plastic Pipe
(DR-PR) Based on Controlled Outside Diameter.
J. ASTM D 3212 - Standard Specification for Joints for Drain and Sewer Plastic
Pipes Using Flexible Elastomeric Seals.
K. ASTM D 3350 - Standard Specification for Polyethylene Plastics Pipe and
Fittings Materials.
L. ASTM F 477 - Standard Specification for Elastomeric Seals (Gaskets) for
Joining Plastic Pipe.
M. ASTM F 714 - Standard Specification for Polyethylene Plastic (PE) Pipe
(SDR-PR) Based on Outside Diameter.
N. ASTM F 894 - Standard Specification for Polyethylene (PE) Large-Diameter
Profile Wall Sewer and Drain Pipe.
1.04 1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit shop drawings showing design of pipe and fittings, laying dimensions,
fabrication, fittings, flanges, and special details.
1.05 QUALITY CONTROL
A. Provide manufacturer's certificate of conformance to Specifications.
B. Furnish pipe and fittings that are homogeneous throughout and free from
visible cracks, holes, foreign inclusions, or other injurious defects. Provide
pipe as uniform as commercially practical in color, opacity, density, and other
physical properties.
CITY OF SCHERTZ HIGH DENSITY POLYETHYLENE (HDPE)
STANDARD SPECIFICATION SOLID AND PROFILE WALL PIPE
02505-3
March 31, 2011
C. Public Works reserves right to inspect pipes or witness pipe manufacturing.
Inspection shall in no way relieve manufacturer of responsibilities to provide
products that comply with applicable standards and these Specifications.
1. Manufacturer's Notification: should Public Works wish to witness
manufacture of specific pipes, manufacturer shall provide Public
Works with minimum three weeks notice of when and where
production of those specific pipes will take place.
2. Failure to Inspect. Approval of products or tests is not implied by
Public Works decision not to inspect manufacturing, testing, or
finished pipes.
1.06 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing the products specified
in this section with documented experience of minimum 5 years of pipe
installations that have been in successful, continuous service for same type of
service as proposed work.
PART 2 PRODUCTS
2.01 GENERAL
A. Provide products manufactured by companies listed on the Public Works list
of approve products. Each standard and non-standard length of pipe or fitting
shall be clearly marked with pipe size, pipe class, production code, material
designation and other relevant identifying information.
B. HDPE pipe is not approved in applications requiring augering of sewer pipe.
C. Furnish solid wall pipe with plain end construction for heat joining (butt fusion)
conforming to ASTM D 2657. Utilize controlled temperatures and pressures
for joining to produce fused leak-free joint.
D. Furnish solid wall pipe for sanitary sewer force mains with minimum working
pressure rating of 150 psi, and with inside diameter equal to or greater than
nominal pipe size indicated on Drawings.
E. Furnish profile-wall gravity sewer pipe with bell-and-spigot end construction
conforming to ASTM D 3212. Joining will be accomplished with elastomeric
gasket in accordance with manufacturer's recommendations. Use integral
bell-and-spigot gasketed joint designed so that when assembled, elastomeric
gasket, contained in machined groove on pipe spigot, is compressed radially
in pipe bell to form positive seal. Design joint to avoid displacement of gasket
when installed in accordance with manufacturer's recommendations.
CITY OF SCHERTZ HIGH DENSITY POLYETHYLENE (HDPE)
STANDARD SPECIFICATION SOLID AND PROFILE WALL PIPE
02505-4
March 31, 2011
F. Furnish corrugated polyethylene pipe (CPP) for gravity storm sewer pipe.
Joints shall be installed such that connection of pipe sections will form
continuous line free from irregularities in flow line. Suitable joints are:
1. Integral Bell and Spigot. Bell shall overlap minimum of two
corrugations of spigot end when fully engaged.
2. Exterior Bell and Spigot. Bell shall be fully welded to exterior of pipe
and overlap spigot end so that flow lines and ends match when fully
engaged.
G. Jointing:
1. Gaskets:
a. Meet requirements of ASTM F 477. Use gasket molded into
circular form or extruded to proper section and then spliced
into circular form. When no contaminant is identified, use
gaskets of properly cured, high-grade elastomeric compound.
Basic polymer shall be natural rubber, synthetic elastomer, or
blend of both.
b. Pipes allowed to be installed in potentially contaminated
areas, where free product is found near elevation of proposed
sewer, shall have the following gasket materials for noted
contaminants:
CONTAMINANT GASKET MATERIAL REQUIRED
Petroleum (diesel, gasoline) Nitrile Rubber
Other Contaminants As recommended by pipe
manufacturer
2. Lubricant: Use lubricant for assembly of gasketed joints which has no
detrimental effect on gasket or on pipe, in accordance with
manufacturer’s recommendations.
2.02 MATERIALS FOR SANITARY SEWER
A. Pipe and Fittings: High density, high molecular weight polyethylene pipe
material meeting requirements of Type III, Class C, Category 5, Grade P34,
as defined in ASTM D 1248. Material meeting requirements of cell
classification in accordance with ASTM D 3350 are also suitable for making
pipe products under these specifications. Pipe will have light colored interior.
1. Solid wall HDPE pipe referred to as Drisco 1000, Drisco 8600, Quail
Pipe, Poly Pipe, and Plexco Pipe that is in conformance with ASTM
CITY OF SCHERTZ HIGH DENSITY POLYETHYLENE (HDPE)
STANDARD SPECIFICATION SOLID AND PROFILE WALL PIPE
02505-5
March 31, 2011
F714 and ASTM requirements stated herein are considered approved
for this project. HDPE pipe will further be required to have a minimum
pipe stiffness of 46 psi for 12” to 48” diameter pipe and 115 psi for 8” to
10” diameters as required by TCEQ. (see table below)
Table 1 HDRP pipe SDR rating per Depth
Minimum Wall Thickness (Inches)
15'Deep 15'>Depth ≤20' >20Deep Existing Nominal
Diameter (Inches)
Minimum Outside
Diameter (Inches) SDR 19 SDR 17 SDR 11
6-8 8.625 0.454 0.507 0.784
10 12.75 0.671 0.750 1.159
12 14.0 0.737 0.824 1.273
15 16.0 0.842 0.941 1.455
18 20.0 1.053 1.176 1.818
B. Other Pipe Materials: Materials other than those specified in Paragraph
2.02A, Pipe and Fittings, may be used as part of profile construction, e.g., as
core tube to support shape of profile during processing, provided that these
materials are compatible with base polyethylene material and are completely
encapsulated in finished product and in no way compromise performance of
pipe products in intended use. Examples of suitable material include
polyethylene and polypropylene.
2.03 MATERIALS GRAVITY STORM SEWERS AND STORM SEWER CULVERTS
A. Pipe and Fittings: High density, high molecular weight polyethylene HDPE
virgin compound material meeting requirements of cell class outlined in
ASTM D 3350. Manufacturing shall meet requirements of ASTM F2306.
2.04 TEST METHODS FOR SANITARY SEWER
A. Conditioning. Conditioning of samples prior to and during tests is subject to
approval by Public Works. When referee tests are required, condition
specimens in accordance with Procedure A in ASTM D 618 at 73.4 degrees F
plus or minus 3.6 degrees F and 50 percent relative humidity plus or minus 5
percent relative humidity for not less than 40 hours prior to test. Conduct tests
under same conditions of temperature and humidity unless otherwise
specified.
B. Flattening. Flatten three specimens of pipe, prepared in accordance with
Paragraph 2.05A, in suitable press until internal diameter has been reduced
to 40 percent of original inside diameter of pipe. Rate of loading shall be
uniform and at 2-In. per minute. Test specimens, when examined under
normal light and with unaided eye, shall show no evidence of splitting,
cracking, breaking, or separation of pipe walls or bracing profiles.
C. Joint Tightness. Test for joint tightness in accordance with ASTM D 3212,
except replace shear load transfer bars and supports with 6-In. wide support
CITY OF SCHERTZ HIGH DENSITY POLYETHYLENE (HDPE)
STANDARD SPECIFICATION SOLID AND PROFILE WALL PIPE
02505-6
March 31, 2011
blocks that can be either flat or contoured to conform to pipe's outer contour.
D. Purpose of Tests. Flattening and joint tightness tests are not intended to be
routine quality control tests, but rather to qualify pipe to a specified level of
performance.
2.05 TEST METHODS FOR RESDENTIAL DRIVEWAY CULVERTS
A. Pipe stiffness at 5 percent deflection, when determined in accordance with
ASTM D 2412, shall be as specified in Section 7.4 of AASHTO M 294.
B. Minimum inner wall thickness shall be as specified in Section 7.2.2 of
AASHTO M 294.
2.06 MARKING
A. Mark each standard and random length of pipe in compliance with these
Specifications with following information:
1. Pipe size.
2. Pipe class.
3. Production code.
4. Material designation.
PART 3 EXECUTION
3.01 INSTALLATION
A. Conform to requirements of following Sections:
1. Section 02550 - Sliplining Sanitary Sewers.
2. Section 02531 - Gravity Sanitary Sewers.
3. Section 02532 - Sanitary Sewage Force Mains.
4. Section 02533 - Acceptance Testing for Sanitary Sewers.
5. Section 02631 - Storm Sewers
B. Install pipe in accordance with the manufacturers recommended installation
procedures.
C. Bedding and backfill: Conform to requirements of Section 02317 -
CITY OF SCHERTZ HIGH DENSITY POLYETHYLENE (HDPE)
STANDARD SPECIFICATION SOLID AND PROFILE WALL PIPE
02505-7
March 31, 2011
Excavation and Backfill for Utilities.
D. Do not store pipe uncovered direct in direct sunlight. Allow pipe temperature
to approach ground temperature before each individual pipe section is
terminally connected.
3.02 JOINTS
A. Join sections of Solid Wall HDPE pipe into continuous lengths above ground
by thermal butt fusion method in accordance with AWWA C906 and pipe
manufacturer’s recommendations for specified service. Fusion joints: meeting
minimum requirements of manufacturer for cool down time and other fusing
requirements. Socket fusion and extrusion welding or hot gas welding will not
be accepted.
B. The butt-fused joint will be true alignment and will have uniform roll back
beads resulting from the use of proper temperature and pressure. The joint
surfaces will be smooth. The fused joint will be watertight and will have tensile
strength equal to that of the pipe. All joints will be subject to acceptance by
the City and/or City representative prior to insertion. All defective joints will be
cut out and replaced at no cost to City.
3.03 CUTTING PIPE
A. Comply with pipe manufacturer’s recommendations. After cutting, leave end
pipe in accordance with manufacturer’s recommendations.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION POLYVINYL CHLORIDE PIPE
02506-1
March 31, 2011
SECTION 02506
POLYVINYL CHLORIDE PIPE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Polyvinyl chloride pressure pipe for water distribution, in nominal diameters 4-In. through 20-In.
B. Polyvinyl chloride sewer pipe for gravity sewers in nominal diameters 4-In. through 48-In.
C. Polyvinyl chloride pressure pipe for gravity sewers and force mains in nominal diameters 4-In. through 20-In.
1.02 MEASUREMENT AND PAYMENT A. Unit Prices.
1. No separate payment will be made for PVC pipe under this
Section. Include cost in unit price for work included as specified in
the following sections: a. Section 02511 - Water Lines b. Section 02531 - Gravity Sanitary Sewers c. Section 02532 - Sanitary Sewer Force Mains d. Section 02631 - Storm Sewers 2. Refer to Section 01270 - Measurement and Payment for unit price procedures. B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ANSI A 21.16 (AWWA C 116) - Protective Fusion Bonded Epoxy Coating for the Interior and Exterior Surfaces of Ductile Iron and Grey Iron Fittings for Water Supply Service. B. ASTM D 1248 - Standard Specification for Polyethylene Plastics Molding and Extrusion Materials. C. ASTM D 1784 - Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds. D. ASTM D 2241 - Standard Specification for Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR Series).
CITY OF SCHERTZ
STANDARD SPECIFICATION POLYVINYL CHLORIDE PIPE
02506-2
March 31, 2011
E. ASTM D 2321 - Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications. F. ASTM D 2444 - Standard Test Method for Determination of the Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup (Falling Weight). G. ASTM D 2680 - Specification for Acrylonitrile-Butadiene-Styrene (ABS) and Poly (Vinyl Chloride) (PVC) Composite Sewer Piping. H. ASTM D 3034 - Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings. I. ASTM D 3139 - Standard Specification for Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals. J. ASTM D 3212 - Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals. K. ASTM F 477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe. L. ASTM F 679 - Standard Specification for Poly (Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings. M. ASTM F 794 - Standard Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter. N. ASTM F 949 - Standard Specification for Poly (Vinyl Chloride) (PVC) Corrugated Sewer Pipe with Smooth Interior and Fittings. O. AWWA C 110 - American National Standard for Ductile-Iron and Gray-Iron Fittings, 3-In. Through 48-In. for Water. P. AWWA C 111 - American National Standard for Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings. Q. AWWA C 900 - Standard for Polyvinyl Chloride (PVC) Pressure Pipe, 4-In. Through 12-In. for Water Distribution. R. AWWA C 905 - Standard for Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 14-In. Through 48-In., for Water Transmission and Distribution.
1.04 SUBMITTALS A. Conform to requirements of Section 01330 - Submittal Procedures. B. Submit shop drawings showing design of new pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fittings, flanges, and special details.
CITY OF SCHERTZ
STANDARD SPECIFICATION POLYVINYL CHLORIDE PIPE
02506-3
March 31, 2011
1.05 QUALITY CONTROL A. Submit manufacturer's certifications that PVC pipe and fittings meet requirements of this Section and AWWA C 900, and AWWA C 905 for pressure pipe applications, or appropriate ASTM standard specified for gravity sewer pipe. B. Submit manufacturer's certification that PVC pressure pipe for water lines and force mains has been hydrostatically tested at factory in accordance with AWWA C 900, and AWWA C 905, and this Section. C. When foreign manufactured material is proposed for use, have material tested for conformance to applicable ASTM requirements by certified independent testing laboratory located in United States. Certification from other source is not acceptable. Furnish copies of test reports to Public Works for review. Cost of testing paid by Contractor.
PART 2 PRODUCTS
2.01 MATERIAL
A. Use PVC compounds in manufacture of pipe that contain no ingredient in
amount that has been demonstrated to migrate into water in quantities
considered to be toxic.
B. Furnish PVC pressure pipe manufactured from Class 12454-A or Class
12454-B virgin PVC compounds as defined in ASTM D 1784. Provide pipe
which is homogeneous throughout, free of voids, cracks, inclusions, and
other defects, uniform as commercially practical in color, density, and other
physical properties. Deliver pipe with surfaces free from nicks and scratches
with joining surfaces of spigots and joints free from gouges and
imperfections which could cause leakage.
C. PVC Restrained Pipe: Must be listed on the City's current Product Approval
List.
1. Pipe Material:
a. DR 14: For restrained joints where shown on Drawings.
b. DR 14: For alternate to offset pipe sections shown on
Drawings. Do not use PVC for offset sections with depth of
cover greater than 20-Ft. or less than 4-Ft. Do not use
PVC in potentially petroleum contaminated areas.
D. Water Service.
1. Provide self-extinguishing PVC pipe that bears Underwriters'
Laboratories mark of approval and is acceptable without penalty
to the Texas State Fire Insurance Committee for use in fire
protection lines.
CITY OF SCHERTZ
STANDARD SPECIFICATION POLYVINYL CHLORIDE PIPE
02506-4
March 31, 2011
2. Bear National Sanitation Foundation Seal of Approval (NSF-PW). E. Gaskets:
1. Gaskets shall meet requirements of ASTM F 477. Use
elastomeric factory-installed gaskets to make joints flexible and
watertight.
2. Flat Face Mating Flange: Full faces 1/8-In. thick ethylene
propylene (EPR) rubber.
3. Raised Face Mating Flange: Flat ring 1/8-In. ethylene propylene
(EDR) rubber, with filler gasket between OD of raised face and
flange OD to protect flange from bolting moment.
F. Lubricant for rubber-gasketed joints: Water soluble, non-toxic, non-objectionable in taste and odor imparted to fluid, non-supporting of bacteria growth, having no deteriorating effect on PVC or rubber gaskets. G. Do not use PVC in potentially or known contaminated areas. H. Do not use PVC in areas exposed to direct sunlight.
2.02 WATER SERVICE PIPE
A. Pipe 4-In. through 12-In: AWWA C 900, DR 14; nominal 20-Ft. lengths; cast-iron equivalent outside diameters. B. Pipe 14-In. through 20-In: AWWA C 905; DR 14; nominal 20-Ft. lengths; cast-iron equivalent outside diameter. C. Provide Polyvinyl Chloride Pipe from approved manufacturers. D. No curves and bends by deflecting joints. Submit details of other methods of providing curves and bends for review by Public Works. E. Hydrostatic Test: AWWA C 900, AWWA C 905, ANSI A 21.10 (AWWA C 110); at point of manufacture; submit manufacturer's written certification.
2.03 GRAVITY SEWER PIPE
A. PVC gravity sanitary sewer pipe and storm sewer pipe shall be in accordance with provisions in following table. All sanitary sewer pipe shall be green color:
Sizes Pipe Stiffness (psi)
Solid Wall 4”-36” SDR35, PS ≥ 45 psi
SDR26, PS ≥ 115 psi
Open Profile Wall 18”-30” PS ≥ 46 psi
Closed Profile Wall 18”-30” PS ≥ 46 psi
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STANDARD SPECIFICATION POLYVINYL CHLORIDE PIPE
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B. When solid wall PVC pipe 18-In. to 27-In. in diameter is required in SDR 26, provide pipe conforming to ASTM F 679, except provide wall thickness as required for SDR 26 and pipe strength of 115 psi. C. For sewers up to 12-In. diameter crossing over water lines, or crossing under water lines with less than 2-Ft. separation, provide minimum 150 psi pressure-rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings. D. Joints: Spigot and integral wall section bell with solid cross section elastomeric or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM F 477, or ASTM D 3139 and ASTM F 477. Gaskets shall be factory-assembled and securely bonded in place to prevent displacement. Manufacturer shall test sample from each batch conforming to requirements ASTM D 2444. E. Fittings: Provide PVC gravity sewer sanitary bends, tee, or wye fittings for new sanitary sewer construction. PVC pipe fittings shall be full-bodied, either injection molded or factory fabricated. Saddle-type tee or wye fittings are not acceptable. F. Conditioning. Conditioning of samples prior to and during tests is subject to approval by Public Works. When referee tests are required, condition specimens in accordance with Procedure A in ASTM D 618 at 73.4 degrees F plus or minus 3.6 degrees F and 50 percent relative humidity plus or minus 5 percent relative humidity for not less than 40 hours prior to test. Conduct tests under same conditions of temperature and humidity unless otherwise specified. G. Pipe Stiffness. Determine pipe stiffness at 5 percent deflection in accordance with Test Method D 2412. For diameters 4-In. through 18-In., test three specimens, each a minimum of 6-In. (152-Mm.) in length. For diameters 21-In. through 36-In., test three specimens, each a minimum of 12-In. (305-Mm.) in length. H. Flattening. Flatten three specimens of pipe, prepared in accordance with Paragraph 2.04F, in suitable press until internal diameter has been reduced to 60 percent of original inside diameter of pipe. Rate of loading shall be uniform. Test specimens, when examined under normal light and with unaided eye, shall show no evidence of splitting, cracking, breaking, or separation of pipe walls or bracing profiles. Perform the flattening test in conjunction with pipe stiffness test. I. Joint Tightness. Test for joint tightness in accordance with ASTM D 3212, except that joint shall remain watertight at minimum deflection of 5 percent. Manufacturer will be required to provide independent third party certification for joint testing each diameter of storm sewer pipe. J. Purpose of Tests. Flattening and pipe stiffness tests are intended to be routine quality control tests. Joint tightness test is intended to qualify pipe to specified level of performance. Open and Closed Profile Wall pipe must meet Impact Resistance of smooth wall SDR 35.
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STANDARD SPECIFICATION POLYVINYL CHLORIDE PIPE
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K. Service connections to sewer pipe of all types shall be watertight with approved manufacturer’s compatible connection.
2.04 SANITARY SEWER FORCE MAIN PIPE
A. Provide approved PVC pressure pipe conforming to requirements for water service pipe, and conforming to minimum working pressure rating specified in Section 02532 - Sanitary Sewage Force Mains. B. Acceptable pipe joints are integral bell-and-spigot, containing a bonded-in elastomeric sealing ring meeting requirements of ASTM F 477. In designated areas requiring restrained joint pipe and fittings, use approved joint restraint device conforming to UNI-B-13, for PVC pipe 12-In. diameter and less. C. Fittings: Provide approved ductile iron fittings as per Section 02501 - Ductile Iron Pipe and Fittings, Paragraph 2.04, except furnish fittings with one of following approved internal linings:
1. Nominal 40-Mils. (35-Mils minimum) virgin polyethylene
complying with ASTM D 1248, heat fused to interior surface of
fitting
2. Nominal 40-Mils (35-Mils minimum) polyurethane
3. Nominal 40-Mils (35-Mils minimum) ceramic epoxy
4. Nominal 40-Mils (35-Mils minimum) fusion bonded epoxy
D. Exterior Protection: Provide polyethylene wrapping of ductile-iron fittings as required by Section 02528 - Polyethylene Wrap. E. Hydrostatic Tests: Hydrostatically test pressure rated pipe in accordance with Paragraph 2.02E.
2.05 BENDS AND FITTINGS FOR PVC PRESSURE PIPE
A. Bends and Fittings: ANSI A 21.10 or ANSI A 21.53, ductile iron; ANSI A 21.11 single rubber gasket push-on type joint; minimum 250 psi pressure rating. Approved restrained joints, 250 200 psi, may be provided for up to 12-In. in diameter (water or sanitary). B. Provide approved restrained joint fittings: Integral restrained joint fittings and pipe do not require secondary restraint.
PART 3 EXECUTION
3.01 PROTECTION A. Store pipe under cover out of direct sunlight and protect from excessive heat
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March 31, 2011
or harmful chemicals in accordance with manufacturer’s recommendations.
3.02 INSTALLATION A. Conform to requirements of Section 02511 - Water Lines, Section 02531 - Gravity Sanitary Sewers, and Section 02532 - Sanitary Sewer Force Mains, as applicable. B. Install PVC pipe in accordance with Section 02317 - Excavation and Backfill for Utilities, ASTM D 2321 for Sewer Pipe, and manufacturer's recommendations. C. Install PVC water service pipe to clear utility lines and have minimum depth of cover below property line grade of street, unless otherwise required by Drawings:
1. Water service pipe 12-In. in diameter and smaller 4-Ft. of cover.
2. Water service pipe 16-In. in diameter and larger 5-Ft. of cover. D. Avoid imposing strains that will overstress or buckle pipe when lowering pipe into trench. E. Hand shovel pipe bedding under pipe haunches and along sides of pipe barrel and compact to eliminate voids and ensure side support. F. Protect pipe from excessive heat or harmful chemicals. Prevent damage by crushing or piercing. G. Allow PVC pipe to cool to ground temperature before backfilling when assembled out of trench to prevent pullout due to thermal contraction.
3.03 PVC RESTRAINED MECHANISM
A. Do not apply lubricant to spline or pipe or coupling spline grooves. B. Do not use excessive force while inserting the spline through coupling. C. Insert spline until it is fully seated around circumference of pipe. D. Field Cutting of Pipe Ends:
1. Perform by workers certified by manufacturer.
2. Use a PVC pipe cutter and provide square ends.
3. Use manufacturer approved power routing and grooving tool to
field fabricate required pipe groove.
END OF SECTION
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STANDARD SPECIFICATION WATER LINES
02511-1
March 31, 2011
SECTION 02511
WATER LINES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Installation of water lines.
B. Specifications identify requirements for both small diameter (less than or
equal to 16-In.) water lines and large-diameter (greater than 16-In.) water
lines. When specifications for large diameter water lines differ from those
for small diameter water lines, large diameter specifications will govern for
large diameter pipe.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for water lines installed by open-cut, augered with or
without casing, aerial crossing, and pipe offset section or within
limits of Potentially Petroleum Contaminated Area (PPCA) is on
linear foot basis for each size of pipe installed. Separate pay
items are used for each type of installation.
a. Mains: Measure along axis of pipe and include fittings
and valves.
b. Branch Pipe: Measure from axis of water line to end of
branch.
2. Payment for interconnection is on lump sum basis for each
interconnection identified on Drawings. Payment will include
tapping sleeve and valves piping, connections and other related
work necessary for construction as shown on Drawings or
specified herein.
3. Payment for plug and clamp is on a unit price basis for each
size of pipe.
4. When directed by Public Works to install extra fittings as
required to avoid unforeseen obstacles, payment will be based
on the following:
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STANDARD SPECIFICATION WATER LINES
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March 31, 2011
a. Each extra fitting requested by Public Works and
delivered to jobsite will be paid according to unit price for
"Extra Fittings in Place."
b. Payment will include and be full compensation for items
necessary for installation and operation of water line.
5. Refer to Section 01270 - Measurement and Payment for unit
price procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ANSI A 21.11/AWWA C111 - Standard for Rubber-Gasket Joints for Ductile
– Iron Pressure Pipe and Fittings.
B. ANSI/NSF Standard 61 - Drinking Water System -Health Components.
C. ASTM A 36 - Standard Specification for Carbon Structural Steel
D. ASTM A 536 - Standard Specification for Ductile Iron Castings
E. ASTM A 126 - Standard Specification for Gray Iron Castings for Valves,
Flanges, and Pipe Fittings.
F. ASTM B 21 - Standard Specification for Naval Brass Rod, Bar, and Shapes.
G. ASTM B 98 - Standard Specification for Copper-Silicon Alloy Rod, Bar, and
Shapes.
H. ASTM B 301 - Standard Specification for Free-Cutting Copper Rod and Bar.
I. ASTM B 584 - Standard Specification for Copper Alloy Sand Casting for
General Application.
J. ASTM E 165 - Standard Test Method for Liquid Penetrant Examination
K. ASTM E 709 - Standard Guide for Magnetic Particle Examination
L. ASTM F 1674 - Standard Test Method for Joint Restraint Products for Use
with PVC Pipe.
M. AWWA C 206 - Standard for Field Welding of Steel Water Pipe.
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STANDARD SPECIFICATION WATER LINES
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March 31, 2011
N. AWWA C 207 - Standard for Steel Pipe Flanges for Waterworks Service -
Sizes 4-In. through 144-In..
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Conform to submittal requirements of applicable Section for type of pipe
used.
C. Photographs: Submit photographs conforming to requirements of Section
01321 - Construction Photographs prior to commencement of construction.
D. Submit videotapes conforming to requirements of Section 01323 –
Construction Videotapes, if applicable.
E. Submit Lone Star notification transmittal number prior to beginning
excavation.
F. Submit, a minimum of 15 days before beginning pipe laying operations,
layout drawing identifying proposed sections for disinfecting, hydrostatic
testing and site restoration for entire project for review and approval. Layout
drawing to identify sequence of sections for:
1. Disinfection; not to exceed 4,000-Ft. per section.
2. Hydrostatic testing and transfer of services; to immediately
follow sequence of disinfected section.
3. Site restoration; not to exceed limits specified; Sequence in
order of disturbance.
PART 2 PRODUCTS
2.01 PIPE MATERIALS
A. Install pipe materials which conform to following:
1. Section 02501 - Ductile Iron Pipe and Fittings.
2. Section 02502 - Steel Pipe and Fittings. Water line piping within
plant site and aerial crossings to be welded joint steel pipe with
flange or approved restraint joint connections, unless otherwise
shown on Drawings.
3. Section 02506 - Polyvinyl Chloride Pipe.
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STANDARD SPECIFICATION WATER LINES
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March 31, 2011
4. Section 02518 - Steel Pipe and Fittings for Large Diameter
Water Lines.
B. Conform to American National Standards Institute/National Sanitation
Foundation (ANSI/NSF) Standard 61 and have certified by an organization
accredited by ANSI.
C. Type of pipe materials used is identified on drawings.
D. Provide minimum of 3/8-In. inside joint recess between ends of pipe in
straight pipe sections.
2.02 WELDED JOINT PROTECTION FITTING FOR SMALL DIAMETER STEEL PIPE
A. Cylindrical Corrosion Barrier: Provide approved cylindrical corrosion barrier.
B. O-rings: Conform to National Sanitary Foundation requirements.
2.03 RESTRAINED JOINTS
A. Ductile-Iron Pipe: See Section 02501 - Ductile Iron Pipe and Fittings.
B. PVC Pipe: See Section 02506 - Polyvinyl Chloride Pipe. Perform
hydrostatic testing in accordance with ASTM F 1674.
C. Restrained Joints where required on DIP and PVC pipe:
1. Restraint devices: Manufacture of high strength ductile iron,
ASTM A 536 up to 24-In., and ASTM A 36 for sizes greater than
30-In.. Working pressure rating twice that of design test
pressure.
2. Bolts and connecting hardware: High strength low alloy material
in accordance with ANSI A21.11/AWWA C111.
2.04 COUPLINGS AND APPURTENANCES FOR LARGE DIAMETER WATERLINE
A. Flexible (Dresser-type) Couplings.
1. Install where shown on Drawings or where allowed by Public
Works for Contractor's convenience. Use galvanized flexible
couplings when installed on galvanized pipe which is cement
lined, or when underground. Provide gaskets manufactured
from Neoprene or Buna-N.
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STANDARD SPECIFICATION WATER LINES
02511-5
March 31, 2011
2. For steel pipe; provide approved sleeve-type flexible couplings.
Thickness of middle ring equal to or greater than thickness of
pipe wall.
3. Provide approved flanged adapter couplings for steel pipe
4. Use Type 316 stainless steel bolts, nuts and washers where
flexible couplings are installed underground. Coat entire
coupling with 20-Mil. of approved coal tar coating.
PART 3 EXECUTION
3.01 PREPARATION
A. Conform to applicable installation specifications for types of pipe used.
B. Employ workmen who are skilled and experienced in laying pipe of type and
joint configuration being furnished. Provide watertight pipe and pipe joints.
C. Lay pipe to lines and grades shown on Drawings.
D. Confirm that minimum separation from gravity sanitary sewers and
manholes or force mains complies with TCEQ requirements
1. Where above clearances cannot be attained, and special design has
not been provided on Drawings, obtain direction from Public Works
before proceeding with construction.
F. Inform Public Works if unmetered sprinkler or fire line connections exist
which are not shown on Drawings. Make transfer only after approval by
Public Works.
G. For projects involving multiple subdivisions or locations, limit water line
installation to maximum of two project site locations. Maximizing 2 pipe
installation crews shall be permitted, unless otherwise approved by Public
Works.
H. City of Schertz Utility Operations Division will handle, at no cost to
Contractor, operations involving opening and closing valves for wet
connections and for chlorination. Contractor is responsible for handling
necessary installations and removal of chlorination and testing taps and
risers.
I. If asbestos-cement (A.C.) pipe is encountered, follow safety practices
outlined in American Water Works Association's publication, "Work
Practices for A/C Pipe". Strictly adhere to "recommended practices"
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STANDARD SPECIFICATION WATER LINES
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March 31, 2011
contained in this publication and make them "mandatory practices" for this
Project.
J. Contractor is responsible for assuring chosen manufacturer fulfills
requirements for extra fittings and, therefore, is responsible for costs due to
downtime if requirements are not met.
K. Do not remove plugs or clamps during months of peak water demands;
June, July and August, unless otherwise approved by Public Works.
3.02 HANDLING, CLEANING AND INSPECTION
A. Handling:
1. Place pipe along project site where storm water or other water
will not enter or pass through pipe.
2. Load, transport, unload, and otherwise handle pipe and fittings
to prevent damage of any kind. Handle and transport pipe with
equipment designed, constructed and arranged to prevent
damage to pipe, lining and coating. Do not permit bare chains,
hooks, metal bars, or narrow skids or cradles to come in contact
with coatings. Where required, provide pipe fittings with
sufficient interior strutting or cross bracing to prevent deflection
under their own weight.
3. Hoist pipe from trench side into trench by means of sling of
smooth steel cable, canvas, leather, nylon or similar material.
4. For large diameter water lines, handle pipe only by means of
sling of canvas, leather, nylon, or similar material. Sling shall be
minimum 36-In. in width. Do not tear or wrinkle tape layers.
5. Use precautions to prevent injury to pipe, protective linings and
coatings.
a. Package stacked pipe on timbers. Place protective pads
under banding straps at time of packaging.
b. Pad fork trucks with carpet or other suitable material. Use
nylon straps around pipe for lift when relocating pipe with
crane or backhoe.
c. Do not lift pipe using hooks at each end of pipe.
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STANDARD SPECIFICATION WATER LINES
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March 31, 2011
d. Do not place debris, tools, clothing, or other materials on
pipe.
6. Repair damage to pipe or protective lining and coating before
final acceptance.
7. For cement mortar line and coated steel pipe and PCCP, permit
no visible cracks longer than 6-In., measured within 15 degrees
of line parallel to pipe longitudinal axis of finished pipe, except:
a. In surface laitance of centrifugally cast concrete.
b. In sections of pipe with steel reinforcing collars or
wrappers.
c. Within 12-In. of pipe ends.
8. Reject pipe with visible cracks (not meeting exceptions) and
remove from project site.
B. Cleaning: Thoroughly clean and dry interior of pipe and fittings of foreign
matter before installation, and keep interior clean until Work has been
accepted. Keep joint contact surfaces clean until jointing is completed. Do
not place debris, tools, clothing or other materials in pipe. After pipe laying
and joining operations are completed, clean inside of pipe and remove
debris.
C. Inspection: Before installation, inspect each pipe and fitting for defects.
Reject defective, damaged or unsound pipe and fittings and remove them
from site.
3.03 EARTHWORK
A. Conform to applicable provisions of Section 02317 - Excavation and
Backfilling for Utilities and Section 02447 - Augering Pipe and Conduit.
B. Bedding: Use bedding materials in conformance with Section 02320 - Utility
Backfill Materials.
C. Backfill: Use soil as specified in Section 02320 - Utility Backfill Materials.
Backfill excavated areas in same day excavated. When not possible, cover
excavated areas using steel plates on paved areas and other protective
measures elsewhere.
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D. Place material in uniform layers of prescribed maximum loose thickness and
wet or dry material to approximately optimum moisture content. Compact to
prescribed density. Water tamping is not allowed.
E. Pipe Embedment: Including 6-In. pipe bedding and backfill to 12-In. above
top of pipe.
3.04 PIPE CUTTING
A. Cut pipe 12-In. and smaller with standard wheel pipe cutters. Cut pipe larger
than 12-In. in manner approved by Public Works. Make cuts smooth and at
right angles to axis of pipe. Bevel plain end with heavy file or grinder to
remove sharp edges.
3.05 PIPING INSTALLATION
A. General Requirements:
1. Lay pipe in subgrade free of water.
2. Make adjustments of pipe to line and grade by scraping away
subgrade or filling in with granular material.
3. Properly form bedding to fully support bell without wedging or
blocking up bell.
4. Open Cut Construction: Keep pipe trenches free of water which
might impair pipe laying operations. Grade pipe to provide
uniform support along bottom of pipe. Excavate for bell holes
after bottom has been graded and in advance of placing pipe.
Lay not more than nominal city block length of not more than
300-Ft. of pipe in trench ahead of backfilling operations. Cover
or backfill laid pipe if pipe laying operations are interrupted and
during non-working hours. Place backfill carefully and
simultaneously on each side of pipe to avoid lateral
displacement of pipe and damage to joints. If adjustment of pipe
is required after it has been laid, remove and re-lay as new
pipe.
B. Install pipe continuously and uninterrupted along each street on which work
is to be performed. Obtain approval of Public Works prior to skipping any
portion of work.
C. Protection of Pipeline: Securely place stoppers or bulkheads in openings
and in end of line when construction is stopped temporarily and at end of
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STANDARD SPECIFICATION WATER LINES
02511-9
March 31, 2011
each day's work.
D. Perform Critical Location as shown on Drawings. Refer to Section 02317 -
Excavation and Backfill for Utilities for additional requirements at critical
locations.
E. Laying Large Diameter Water Line
1. Lay not more than 50-Ft. of pipe in trench ahead of backfilling
operations.
2. Dig trench proper width as shown. When trench width below top
of pipe becomes 4-Ft. wider than specified, install higher class
of pipe or improved bedding, as determined by Public Works.
No additional payment will be made for higher class of pipe or
improved bedding.
3. Use adequate surveying methods and equipment; employ
personnel competent in use of this equipment. Horizontal and
vertical deviations from alignment as indicated on Drawings
shall not exceed 0.10-Ft. Measure and record "as-built"
horizontal alignment and vertical grade at maximum of every
100-Ft. on record drawings.
4. Prevent damage to coating when placing backfill. Use backfill
material free of large rocks or stones, or other material which
could damage coatings.
5. Prior to assembling couplings, lightly coat pipe ends and
outside of gaskets with cup grease or liquid vegetable soap to
facilitate installation.
6. Prior to proceeding with critical tie-ins submit sequence of work
based on findings from "critical location" effort.
F. Perform following additional procedures when working on plant sites.
1. Seventy-two hours prior to each plant shut down or connection,
schedule coordination meeting with Public Works and Water
Production personnel. At this meeting, present proposed
sequencing of work and verification of readiness to complete
work as required and within time permitted. Do not proceed with
work until Public Works agrees key personnel, equipment and
materials are on hand to complete work.
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STANDARD SPECIFICATION WATER LINES
02511-10
March 31, 2011
2. Prior to fully excavating around existing piping, excavate as
minimal as possible to confirm type and condition of existing
joints. Verify size, type, and condition of pipe prior to ordering
materials or fully mobilizing for work.
3. Do not proceed with connections to existing piping and
identified critical stages of work unless approved by Public
Works and City's Utility Maintenance Division operator is
present to observe.
4. Coordinate with City's Water Production Division operators to
obtain reduction in operating pressures prior to performing
connections to existing piping.
5. Make connections to existing piping only when two valves are
closed off between connection and source of water pressure.
Do not make connection relying solely on one valve, unless
otherwise approved by Public Works.
6. Perform critical stages of work identified on Drawings at night or
during low water demand months as specified in Section 01110
- Summary of Work.
7. Excavation equipment used on plant sites to have smooth
bucket; no teeth or side cutters.
8. Submit to Public Works Lone Star Notification transmittal
number prior to beginning excavation.
9. Before each "dig" with mechanical excavator, probe ground to
determine potential obstructions. Repeat procedure until
existing pipe is located or excavation reaches desired elevation.
Perform excavations within 1-Ft. to existing piping by hand
methods.
10. Provide adequate notice to pipe manufacture's representative
when connecting or modifying existing prestressed or
pretension concrete cylinder pipe.
11. Provide field surveyed (horizontal and vertical elevations) "as-
builts" of new construction and existing underground utilities
encountered. Submit in accordance with Section 01330 -
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STANDARD SPECIFICATION WATER LINES
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March 31, 2011
Submittal Procedures.
12. Prior to performing plant work to be done on weekend, provide
list of sites and contact person with phone numbers to Public
Works by noon on Thursday of week. Contact person must be
accessible during weekend, have a Schertz Area phone
number, and be authorized to make emergency decisions.
13. No night work or plant shut down will be scheduled to begin two
working days before or after designated City Holidays.
G. For tie-ins to existing water lines, provide necessary material on hand to
facilitate connection prior to shutting down existing water line. Provide the
City a minimum of two weeks notice prior to shutting down existing water
line.
3.06 JOINTS AND JOINTING
A. Rubber Gasketed Bell-and-Spigot Joints for PVC, Steel, and DIP:
1. After rubber gasket is placed in spigot groove of pipe, equalize
rubber gasket cross section by inserting tool or bar
recommended by manufacturer under rubber gasket and
moving it around periphery of pipe spigot.
2. Lubricate gaskets with nontoxic water-soluble lubricant before
pipe units are joined.
3. Fit pipe units together in manner to avoid twisting or otherwise
displacing or damaging rubber gasket.
4. After pipe sections are joined, check gaskets to ensure that no
displacement of gasket has occurred. If displacement has
occurred, remove pipe section and remake joint as for new
pipe. Remove old gasket, inspect for damage and replace if
necessary before remaking joint.
5. Where preventing movement of 16-In. diameter or greater pipe
is necessary due to thrust, use restrained joints as shown on
Drawings.
a. Include buoyancy conditions for soil unit weight when
computing thrust restraint calculations.
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March 31, 2011
b. Do not include passive resistance of soil in thrust restraint
calculations.
6. Except for PVC pipe, provide means to prevent full engagement
of spigot into bell as shown on Drawings. Means may consist of
wedges or other types of stops as approved by Public Works.
B. Flanged Joints where required on Ductile Iron Pipe, or Steel Pipe:
1. AWWA C 207. Prior to installation of bolts, accurately center
and align flanged joints to prevent mechanical pre-stressing of
flanges, pipe and equipment. Align bolt holes to straddle
vertical, horizontal or north-south center line. Do not exceed
3/64-In. per foot inclination of flange face from true alignment.
2. Use full-face gaskets for flanged joints. Provide 1/8-In.thick
cloth inserted rubber gasket material. Cut gaskets at factory to
proper dimensions.
3. Use galvanized or black nuts and bolts to match flange material.
Use cadmium- plated steel nuts and bolts underground. Tighten
bolts progressively to prevent unbalanced stress. Maintain at all
times approximately same distance between two flanges at
points around flanges. Tighten bolts alternately (180° apart)
until all are evenly tight. Draw bolts tight to ensure proper
seating of gaskets. Provide Densco petroleum based tape or
approved equal for all exposed portions of nuts, bolts and pipe.
4. Full length bolt isolating sleeves and washers shall be used with
flanged connections. Furnish kits in accordance with City's
"Approved Products List."
5. For in-line flange joints 30-In. in diameter and greater and at
butterfly valve flanges, provide Pyrox G-10 with nitrite seal,
conforming to ANSI A 21.11 mechanical joint gaskets. For in-
line flange joints sized between 12-In. in diameter and greater
and 24-In. in diameter and smaller, provide Phenolic PSI with
nitrite seal gasket conforming to ANSI A 21.11 mechanical joint
gaskets.
C. Welded Joints (Concrete Cylinder Pipe, Bar Wrapped Pipe, Steel Pipe):
1. Prior to starting work, provide certification of qualification for
welders employed on project for type of work procedures and
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positions involved.
2. Joints: AWWA C 206. Full-fillet, single lap-welded slip-type
either inside or outside, or double butt-welded type; use
automatic or hand welders; completely penetrate deposited
metal with base metal; use filler metal compatible with base
metal; keep inside of fittings and joints free from globules of
weld metal which would restrict flow or become loose. Do not
use mitered joints. For interior welded joints, complete
backfilling before welding. For exterior field-welded joints,
provide adequate working room under and beside pipe. Use
exterior welds for 30-In. and smaller.
3. Furnish welded joints with trimmed spigots and interior welds for
36-In. and larger pipe.
4. Bell-and-spigot, lap-welded slip joints: Deflection may be taken
at joint by pulling joint up to ¾-In. as long as 1 ½-In. minimum
lap is maintained. Spigot end may be miter cut to take
deflections up to 5 degrees as long as joint tolerances are
maintained. Miter end cuts of both ends of butt-welded joints
may be used for joint deflections of up to 5 degrees.
5. Align piping and equipment so that no part is offset more than
1/8-In. Set fittings and joints square and true, and preserve
alignment during welding operation. For butt welded joints, align
abutting ends to minimize offset between surfaces. For pipe of
same nominal wall thickness, do not exceed 1/16-In. offset.
Use line-up clamps for this purpose; however, take care to
avoid damage to linings and coatings.
6. Protect coal-tar-epoxy lining during welding by draping an 18-
In.wide strip of heat resistant material over top half of pipe on
each side of lining holdback to avoid damage to lining by hot
splatter. Protect tape coating similarly if external welding is
required.
7. Welding rods: Compatible with metal to be welded to obtain
strongest bond, E-70XX.
8. Deposit metal in successive layers to provide at least 2 passes
or beads for automatic welding and 3 passes or beads for
manual welding in completed weld.
CITY OF SCHERTZ
STANDARD SPECIFICATION WATER LINES
02511-14
March 31, 2011
9. Deposit no more than ¼-In. of metal on each pass. Thoroughly
clean each individual pass with wire brush or hammer to
remove dirt, slag or flux.
10. Do not weld under weather condition that would impair strength
of weld, such as wet surface, rain or snow, dust or high winds,
unless work is properly protected.
11. Make tack weld of same material and by same procedure as
completed weld. Otherwise, remove tack welds during welding
operation.
12. Remove dirt, scale, and other foreign matter from inside piping
before tying in sections, fittings, or valves.
13. Welded Joints for Large Diameter Water Lines:
a. Furnish pipe with trimmed spigots and interior welds for
36-In. and larger pipe.
b. Use exterior welds for 30-In. and smaller.
c. Only one end may be miter cut. Miter end cuts of both
ends of butt-welded joints may be used for joint
deflections of up to 2 ½ degrees.
For large diameter water lines, employ an independent certified
testing laboratory, approved by Public Works, to perform weld
acceptance tests on welded joints. Include cost of such testing
and associated work to accommodate testing in contract unit
price bid for water line. Furnish copies of test reports to Public
Works for review. Public Works has final decision as to
suitability of welds tested.
Weld acceptance criteria:
Conduct in accordance with ASTM E165- Standard Test
Method for Liquid Penetrant Examination and ASTM E709
Standard Guide for Magnetic Particle Examination. Use X-ray
methods for butt welds, for 100 percent of joint welds.
Examine welded surfaces for the following defects:
i) Cracking.
CITY OF SCHERTZ
STANDARD SPECIFICATION WATER LINES
02511-15
March 31, 2011
ii) Lack of fusion/penetration.
iii) Slag which exceeds one-third (t) where (t) equals material
thickness.
iv) Porosity/Relevant rounded indications greater than 3/16-
In.; rounded indication is one of circular or elliptical shape
with length equal to or less than three times its width.
v) Relevant linear indications in which length of linear
indication exceeds three times its width.
vi) Four or more relevant 1/16-In. rounded indications in line
separated by 1/16-In. or less edge to edge.
14. After pipe is joined and prior to start of welding procedure, make
spigot and bell essentially concentric by jacking, shimming or
tacking to obtain clearance tolerance around periphery of joint
except for deflected joints.
15. Furnish each welder employed steel stencil for marking welds,
so work of each welder can be identified. Mark pipe with
assigned stencil adjacent to weld. When welder leaves job,
stencil must be voided and not duplicated. Welder making
defective welds must discontinue work and leave project site.
Welder may return to project site only after recertification.
16. Provide cylindrical corrosion barriers for epoxy lined steel pipe
24-In. diameter and smaller, unless minimum wall thickness is
0.5-In. or greater.
a. In addition to welding requirements contained here in
Paragraph 3.06, conform to protection fitting
manufacturer's installation recommendations.
b. Provide services of technical representative of
manufacturer available on site at beginning of pipe laying
operations. Representative to train welders and advise
regarding installation and general construction methods.
Welders must have 12 months prior experience installing
protection fittings.
c. All steel pipe is to have cutback ¾-In. to no greater than
1-In. of internal diameter coating from weld bevel.
d. Furnish steel fittings with cylindrical corrosion barriers
with shop welded extensions to end of fittings. Extension
CITY OF SCHERTZ
STANDARD SPECIFICATION WATER LINES
02511-16
March 31, 2011
length to measure no less than diameter of pipe. Shop
apply lining in accordance with AWWA C 210 or AWWA
C 213.
e. All steel pipe receiving field adjustments are to be cold
cut using standard practices and equipment. No cutting
using torch is to be allowed.
D. Restrained Joints
1. For existing water lines and water lines less than 16-In. in
diameter, restrain pipe joints with concrete thrust blocks.
Suitable reaction blocking or anchorage shall be provided at all
of the following; dead ends, plugs, caps, tees, crosses, valves,
and bends.
2. Mechanical thrust restraint may be required in conjunction with
thrust blocking as approved by Public Works. Perform
calculations by pipe manufacturer to verify proposed thrust
restraint lengths. Submit calculations for all pipe materials
sealed by a registered Professional Engineer in the State of
Texas for review by Public Works. Make adjustments in thrust
restraint lengths at no additional cost to the City.
3. Passive resistance of soil will not be permitted in calculation of
thrust restraint.
4. For 16-In. lines and larger use minimum 16-Ft. length of pipe in
and out of joints made up of beveled pipe where restraint joint
lengths are not identified on Drawings. Otherwise, provide
restraint joints for a minimum length of 16-Ft. on each side of
beveled joints.
5. Installation.
a. Install restrained joints mechanism in accordance with
manufacturer's recommendations.
b. Examine and clean mechanism; remove dirt, debris and
other foreign material.
c. Apply gasket and joint NSF 61 FDA food grade approved
lubricant.
CITY OF SCHERTZ
STANDARD SPECIFICATION WATER LINES
02511-17
March 31, 2011
d. Verify gasket is evenly seated.
e. Do not over stab pipe into mechanism.
6. Prevent any lateral movement of thrust restraints throughout
pressure testing and operation.
7. Place 3000 psi concrete conforming to Section 03315 -
Concrete for Utility Construction, for blocking at each change in
direction of existing water lines, to brace pipe against
undisturbed trench walls. Finish placement of concrete blocking,
made from Type II cement, 2 days prior to hydrostatic testing of
pipeline.
E. Joint Grout (Steel Pipe):
1. Mix cement grout mixture by machine except when less than
1/2 cubic yard is required. When less than 1/2 cubic yard is
required, grout may be hand mixed. Mix grout only in quantities
for immediate use. Place grout within 20 minutes after mixing.
Discard grout that has set. Retempering of grout by any means
is not permitted.
2. Prepare grout in small batches to prevent stiffening before it is
used. Do not use grout which has become so stiff that proper
placement cannot be assured without retempering. Use grout
for filling grooves of such consistency that it will adhere to ends
of pipe.
3. Surface Preparation: Remove defective concrete, laitance, dirt,
oil, grease and other foreign material from concrete surfaces
with wire brush or hammer to sound, clean surface. Remove
rust and foreign materials from metal surfaces in contact with
grout.
4. Follow established procedures for hot and cold weather
concrete placement.
5. Complete joint grout operations and backfilling of pipe trenches
as closely as practical to pipe laying operations. Allow grouted
exterior joints to cure at least 1 hour before compacting backfill.
CITY OF SCHERTZ
STANDARD SPECIFICATION WATER LINES
02511-18
March 31, 2011
6. Grouting exterior joint space: Hold wrapper in place on both
sides of joint with minimum 5/8-In. wide steel straps or bands.
Place no additional bedding or backfill material on either side of
pipe until after grout band is filled and grout has mechanically
stiffened. Pull ends of wrapper together at top of pipe to form
access hole. Pour grout down one side of pipe until it rises on
other side. Rod or puddle grout to ensure complete filling of joint
recess. Agitate for 15 minutes to allow excess water to seep
through joint band. When necessary, add more grout to fill joint
completely. Protect gap at top of joint band from backfill by
allowing grout to stiffen or by covering with structurally
protective material. Do not remove band from joint. Proceed
with placement of additional bedding and backfill material.
7. Interior Joints for Pipe 24-In. and Smaller: Circumferentially
butter bell with grout prior to insertion of spigot, strike off flush
surplus grout inside pipe by pulling filled burlap bag or inflated
ball through pipe with rope. After joint is engaged, finish off joint
grout smooth and clean. Use swab approved by Public Works
for 20-In. pipe and smaller.
8. Protect exposed interior surfaces of steel joint bands by
metallizing, by other approved coatings, or by pointing with
grout. Joint pointing may be omitted on potable water pipelines
if joint bands are protected by zinc metallizing or other approved
protective coatings.
9. Remove and replace improperly cured or otherwise defective
grout.
10. Strike off grout on interior joints and make smooth with inside
diameter of pipe.
11. When installed in tunnel or encasement pipe and clearance
within casing does not permit outside grout to be placed in
normal manner, apply approved flexible sealer, such as Flex
Protex or equal, to outside joint prior to joint engagement. Clean
and prime surfaces receiving sealer in accordance with
manufacturer's recommendations. Apply sufficient quantities of
sealer to assure complete protection of steel in joint area. Fill
interior of joint with grout in normal manner after joint closure.
12. Interior Joints for Water Lines 30-In. and Larger: Clean joint
CITY OF SCHERTZ
STANDARD SPECIFICATION WATER LINES
02511-19
March 31, 2011
space, wet joint surfaces, fill with stiff grout and trowel smooth
and flush with inside surfaces of pipe using steel trowel so that
surface is smooth. Accomplish grouting at end of each work
day. Obtain written acceptance from Public Works of inside
joints before proceeding with next day's pipe laying operation.
During inspection, insure no delamination of joint mortar has
occurred by striking joint mortar lining with rubber mallet.
Remove and replace delaminated mortar lining.
13. Work which requires heavy equipment to be over water line
must be completed before mortar is applied to interior joints.
G. Large Diameter Water Main Joint Testing: In addition to testing individual
joints with feeler gauge approximately ½-In. wide and 0.015-In. thick, use
other joint testing procedure approved or recommended by pipe
manufacturer which will help ensure watertight installation prior to
backfilling. Perform tests at no additional cost to the City.
H. Make curves and bends by deflecting joints or other method as
recommended by manufacturer and approved by Public Works. Submit
details of other methods of providing curves and bends which exceed
manufacturer's recommended deflection prior to installation.
1. Deflection of pipe joints shall not exceed maximum deflection
recommended by pipe manufacturer, unless otherwise indicated
on Drawings.
2. If deflection exceeds that specified but is less than 5 percent,
repair entire deflected pipe section such that maximum
deflection allowed is not exceeded.
3. If deflection is equal to or exceeds 5 percent from that specified,
remove entire portion of deflected pipe section and install new
pipe.
4. Replace, repair, or reapply coatings and linings as required.
5. Assessment of deflection may be measured by Public Works at
location along pipe. Arithmetical averages of deflection or
similar average measurement methods will not be deemed as
meeting intent of standard.
6. When rubber gasketed pipe is laid on curve, join pipe in straight
alignment and then deflect to curved alignment.
CITY OF SCHERTZ
STANDARD SPECIFICATION WATER LINES
02511-20
March 31, 2011
3.07 CATHODIC PROTECTION APPURTENANCES
A. Where identified on Drawings, modify pipe for cathodic protection as
detailed on Drawings and specified. Unless otherwise noted, provide
insulation kits including test stations at connections to existing water system
or at locations to isolate one type of cathodic system from another type,
between water line, access manhole piping and other major openings in
water line, or as shown on Drawings.
B. Bond joints for pipe installed in tunnel or open cut, except where insulating
flanges are provided. Weld strap or clip between bell and spigot of each
joint or as shown on Drawings. No additional bonding required where joints
are welded for thrust restraint. Repair coatings as specified by appropriate
AWWA standard, as recommended by manufacturer, and as approved by
Public Works.
C. Bonding Strap or Clip: Free of foreign material that may increase contact
resistance between wire and strap or clip.
3.08 SECURING, SUPPORTING AND ANCHORING
A. Support piping as shown on Drawings and as specified in this Section, to
maintain line and grade and prevent transfer of stress to adjacent
structures.
B. Where shown on Drawings, anchor pipe fittings and bends installed on
water line by welding consecutive joints of pipe together to distance each
side of fitting. Restrained length, as shown on Drawings, assumes that
installation of pipe and subsequent hydrostatic testing begins upstream and
proceed downstream, with respect to normal flow of water in pipe. If
installation and testing differs from this assumption, submit for approval
revised method of restraining pipe joints upstream and downstream of
device used to test against (block valve, blind flange or dished head plug).
C. Use adequate temporary blocking of fittings when making connections to
distribution system and during hydrostatic tests. Use sufficient anchorage
and blocking to resist stresses and forces encountered while tapping
existing water line.
3.09 POLYETHYLENE WRAP FOR DUCTILE IRON PIPE
A. Double wrap pipe and appurtenances per Section 02501 – Ductile Iron Pipe
and Fittings.
B. Do not use polyethylene wrap if pipe is cathodically protected.
CITY OF SCHERTZ
STANDARD SPECIFICATION WATER LINES
02511-21
March 31, 2011
C. Conform to requirements of Section 02528 - Polyethylene Wrap.
3.10 CLEANUP AND RESTORATION
A. Provide cleanup and restoration crews to work closely behind pipe laying
crews, and where necessary, during disinfection and hydrostatic testing,
service transfers, abandonment of old water lines, backfill and surface
restoration.
B. Unless otherwise approved by Public Works, comply with the following;
1. Once water line is installed to limits approved in layout
submitted, immediately begin preparatory work for disinfection
effort.
2. No later than three days after completing disinfection
preparatory work, submit to the City appropriate information
relative to disinfection.
3. Once the procedure is approved complete the necessary
disinfection procedures.
4. Immediately after transfer of services, begin abandonment of
old water lines and site restoration.
5. Do not exceed a total of 50% of total project linear feet of
disturbed right- of-way and easement until site is restored in
accordance with Section 01740 - Site Restoration.
6. Exceeding any of the above footage limitations shall be
considered a material breach of the Contract and subject to
termination in accordance with the General Conditions.
C. For large diameter water lines, do not install more than 2,000 –Ft. of water
line, without previous 2,000-Ft. being restored in accordance with Section
01740 - Site Restoration. Schedule paving crews so repaving work will not
lag behind pipe laying work by more than 1,000-Ft. Failure to comply with
this requirement shall be considered a material breach of the Contract and
subject to termination in accordance with the General Conditions.
3.11 CLEANING PIPING SYSTEMS
A. Remove construction debris or foreign material and thoroughly broom clean
and flush piping systems. Provide temporary connections, equipment and
labor for cleaning. The City must inspect water line for cleanliness prior to
CITY OF SCHERTZ
STANDARD SPECIFICATION WATER LINES
02511-22
March 31, 2011
filling.
3.12 DISINFECTION OF WATER LINES
A. Conform to requirements of Section 02514 - Disinfection of Water Lines.
3.13 FIELD HYDROSTATIC TESTS
A. Conform to requirements of Section 02515 - Hydrostatic Testing of
Pipelines.
END OF SECTION
CITY OF SCHERTZ WATER TAP AND SERVICE
STANDARD SPECIFICATION LINE INSTALLATION
02512-1
March 31, 2011
SECTION 02512
WATER TAP AND SERVICE LINE INSTALLATION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Tapping existing mains and furnishing and installing new service lines for
water.
B. Relocation of existing small water meters.
C. Specifications identify requirements for both small-diameter (less than or
equal to 16-In.) water lines and large-diameter (greater than 16-In.) water
lines. When specifications for large-diameter water lines differ from those for
small- diameter water lines, paragraphs for large-diameter water lines will
govern for large-diameter pipe.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for water taps and copper service lines ¾-In. through 1-In.
is on unit price basis for each installation. Separate measurements
will be made for "short side", "long side" and "extra long side"
connections as defined in Paragraph 1.04, Definitions.
2. Payment for water taps and service lines 1 ½-In. through 2-In. is on
unit price basis for each installation. Separate measurements will be
made for "short side", "long side" and "extra long side" connections
as defined in Paragraph 1.04, Definitions.
3. Payment for "short side, "long side" and "extra long side" includes
locating water line, tap installation and connection to meter and
restoring site.
4. Payment for each small meter includes labor, materials, and
equipment to relocate existing small meter.
5. No additional payment will be made for bedding, backfill, compaction,
push under pavement, etc.
6. Refer to Section 01270 - Measurement and Payment for unit price
procedures
CITY OF SCHERTZ WATER TAP AND SERVICE
STANDARD SPECIFICATION LINE INSTALLATION
02512-2
March 31, 2011
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. AWWA C 800 - Standard for Underground Service Line Valves and Fittings.
B. AWWA C 900 - Standard for Polyvinyl Chloride (PVC) Pressure Pipe, 4-In..
Through 12-In., for Water Distribution.
1.04 DEFINITIONS
A. Short Side Connection: Service line connecting proposed curb stop, located
inside water meter box, to water line on same side of street.
B. Long Side Connection: Service line connecting proposed curb stop, located
inside water meter box, to water line on opposite side of street or from
center of streets where supply line is located in street center such as
boulevards and streets with esplanades. Distance not to exceed 60-Ft. (at
right angles to water line).
C. Extra Long Side Connection: Service line connecting proposed curb stop,
located inside water meter box, to water line on opposite side of street or
from center of streets where supply line is located in street center such as
boulevards and streets with esplanades. Distance greater than 60-Ft. (at
right angles to water line).
PART 2 PRODUCTS
2.01 MATERIALS
A. Copper Tubing: In accordance with Section 02503 - Copper Tubing.
Polybutylene tubing is not permitted.
B. Corporation Stops: AWWA C 800 as modified in this Section:
1. Inlet End: AWWA standard thread.
2. Valve Body: Tapered plug type, O-ring seat ball type, or rubber seat
ball type.
3. Outlet End: Compression type fitting.
C. Provide taps for water line types and sizes in accordance with pipe tapping
schedule located at end of this Section.
D. Dual Strap Saddles: ductile-iron, epoxy-coated body and galvanized or
CITY OF SCHERTZ WATER TAP AND SERVICE
STANDARD SPECIFICATION LINE INSTALLATION
02512-3
March 31, 2011
stainless-steel straps.
E. Taps for PVC Water Lines: Use dual-strap saddles which provide full
support around circumference of pipe and bearing area of sufficient width
along axis of pipe, 2-In. minimum, ensuring that pipe will not be distorted
when saddle is tightened. Provide approved stainless-steel tapping saddle
with AWWA standard thread.
F. Taps for Steel Pipe: Not allowed, unless specifically approved by Public
Works. Use saddle only when tap is approved on steel pipe.
G. Curb Stops and Brass Fittings: AWWA C 800 as modified in this Section.
1. Inlet End: Compression-type fitting
2. Valve Body: Straight-through or angled, meter-stop design equipped
with following:
a. O-ring seal straight plug type.
b. Rubber seat ball type.
3. Outlet End: Female, iron-pipe thread or swivel-nut, meter-spud
thread on 3/4-In. and 1-In. stops and 2-hole flange on 1 1/2 and 2-In.
sizes.
4. Fittings: Provide approved fittings. Use same size open end
wrenches and tapping machines as used with respective Mueller
fittings.
5. Factory Testing of Brass Fittings:
a. Submerge in water for 10 seconds at 85 psi with stop in both
closed and open positions.
b. Reject fittings that show air leakage. Public Works may
confirm tests locally. Entire lot from which samples were taken will be
rejected when random sampling discloses unsatisfactory fittings.
H. Angle Stops: In accordance with AWWA C 800; ground-key, stop type with
bronze lock- wing head stop cap; inlet and outlet threads conform to
application tables of AWWA C 800; and inlets compression.
1. Outlet for 3/4-In. and 1-In. size: Meter swivel nut with saddle support.
2. Outlet for 1 1/2-In. through 2-In. size: O-ring sealed meter flange, cc
CITY OF SCHERTZ WATER TAP AND SERVICE
STANDARD SPECIFICATION LINE INSTALLATION
02512-4
March 31, 2011
thread.
I. Fittings: In accordance with AWWA C 800 and following:
1. Castings: Smooth, free from burrs, scales, blisters, sand holes, and
defects which would make them unfit for intended use.
2. Nuts: Smooth cast and has symmetrical hexagonal wrench flats.
3. Flare-Joint Fittings: Smooth cast. Machine seating surfaces for metal-
to-metal seal to proper taper or curve, free from pits or protrusions.
4. Thread fittings, of all types, shall have N.P.T. or AWWA threads, and
protect male threaded ends in shipment by plastic coating, or
approved equal.
5. Compression tube fittings shall have Buna-N beveled gasket.
6. Stamp of manufacturer's name or trademark and of fitting size on
body.
PART 3 EXECUTION
3.01 GENERAL
A. For service lines and lateral connections larger than those allowed in Pipe
Tapping Schedule, branch connections and multiple taps may be used.
Space corporation stops minimum of 2-Ft. apart.
B. Tapped collars of appropriate sizes: Approved in new construction only
provided they are set at right angles to proposed meter location.
C. Use tapping machine manufactured for pressure tapping purposes for 2-In.
and smaller service taps on pressurized water lines.
D. For new meter or when existing meter is in conflict with proposed pavement
improvements, locate water meters one foot inside street right-of-way, or
when this is not feasible, 1-Ft. on curb side of sidewalk. Contact Public
Works when major landscaping or trees conflict with service line and meter
box location. No additional payment will be made for work on customer side
of meter.
E. New location and installation of existing small meter shall conform to
requirements of this Section.
3.02 SERVICE INSTALLATION
CITY OF SCHERTZ WATER TAP AND SERVICE
STANDARD SPECIFICATION LINE INSTALLATION
02512-5
March 31, 2011
A. Set service taps at right angles to proposed meter location and locate taps
in upper pipe segment within 45 degrees of pipe springline.
B. Install service lines in open-cut trench in accordance with Section 02317 -
Excavation and Backfill for Utilities. Install service lines under paved
roadways, other paved areas and areas indicated on Drawings in bored
hole in accordance with Paragraph 3.02 D.
C. Lay service lines with minimum of 30-In. of cover as measured from top of
curb or, in absence of curbs, from centerline elevation of crowned streets or
roads. Provide minimum of 18-In. of cover below flow line of ditches to
service lines.
D. Service lines across existing street (push-unders): Pull service line through
prepared hole under paving. Use only full lengths of tubing. Take care not to
damage copper tubing when pulling it through hole. Compression-type
union is only permitted when span underneath pavement cannot be
accomplished with a full standard length of tubing. Use one compression-
type union for each full length of tubing.
E. Maintain service lines free of dirt and foreign matter.
F. Install service lines so that top of meter will be 4 to 6-In. below finished
grade.
G. Anticipate existing sanitary sewers to have cement stabilized sand or
flowable fill backfill to bottom of pavement. Include cost of such crossings in
unit price for services.
3.03 CURB STOP INSTALLATION
A. Set curb stops or angle stops at outer end of service line inside of meter
box. Secure opening in curb stop to prevent unwanted material from
entering. In close quarters, make S-curve in field. Do not flatten tube. In 3/4-
In. and 1-In. services, install meter coupling, swivel-nut, or curb stop ahead
of meter.
3.04 SEQUENCE OF OPERATIONS
A. Open trench for proposed service line in accordance with Section 02317 -
Excavation and Backfill for Utilities.
B. Install curb stop on meter end of service line.
C. With curb stop open and prior to connecting service line to meter in slack
position, open corporation stop and flush service line thoroughly. Close curb
CITY OF SCHERTZ WATER TAP AND SERVICE
STANDARD SPECIFICATION LINE INSTALLATION
02512-6
March 31, 2011
stop, leaving corporation stop in full-open position.
D. Check service line for apparent leaks. Repair leaks before proceeding.
E. Schedule inspection with Public Works prior to backfilling. After inspection,
backfill in accordance with Section 02317 - Excavation and Backfill for
Utilities.
F. Install meter box centered over meter with top of lid flush with finished
grade. Meter box: Refer to Section 02085 - Valve Boxes, Meter Boxes, and
Meter Vaults.
Table 1 Table 02512-1 Pipe Tapping Schedule
Waterline Type and Diameter Service Size Service Size Service Size Service Size
¾” 1” 1-1/2” 2”
4” Cast Iron or Ductile Iron DSS, WBSS DSS, WBSS DSS, WBSS DSS, WBSS
4” Asbestos Cement WBSS WBSS DSS, DSS,
4” PVC (AWWA C900) DSS, DSS, DSS, DSS
6” and 8” Cast Iron Or Ductile Iron DSS, DSS, DSS, DSS,
6” and 8” Asbestos Cement DSS DSS, DSS, DSS,
6” and 8” Cast Iron or Ductile Iron DSS, DSS, DSS, DSS,
6” and 8” PVC (AWWA C900) DSS, DSS, DSS, DSS,
12” Cast Iron or Ductile Iron DSS, DSS, DSS, DSS,
12” Asbestos Cement DSS, DSS, DSS, DSS,
12” PVC (AWWA C900) DSS, DSS DSS, DSS,
16” and Up Cast Iron Or Ductile Iron DWBSS DWBSS DWBSS DWBSS
16” and Up Asbestos Cement DWBSS DWBSS DWBSS DWBSS
16” and Up PVC (AWWA C900) DWBSS DWBSS DWBSS DWSBSS
DSS – DUAL STRAP SADDLES
WBSS – WIDE BAND STRAP SADDLES
DWBSS – DUAL WIDE BAND STRAP SADDLES
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION WET CONNECTIONS
02513-1
March 31, 2011
SECTION 02513
WET CONNECTIONS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Wet connections for new water lines and service lines to existing water
lines.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for wet connections shown on Drawings is on unit
price basis for each wet connection. Separate payment will be
made for each size of water line.
2. No compensation will be given for extra work or for damages
occurring as result of incomplete shutoff.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. AWWA C 800 - Standard for Underground Service Line Valves and Fittings.
1.04 DEFINITIONS
A. Wet connections consist of isolating sections of pipe to be connected with
existing valves, draining isolated sections, and completing connections.
B. Connection of 2-In. or smaller lines, which may be referred to on Drawings
as "2-In. standard connections" or "gooseneck connections" will be
measured as 2-In. wet connections. This item is not to be used as part of 2-
In. service line.
PART 2 PRODUCTS
2.01 MATERIALS
CITY OF SCHERTZ
STANDARD SPECIFICATION WET CONNECTIONS
02513-2
March 31, 2011
A. Pipe shall conform to requirements of applicable portions of Sections 02501
through 02528 related to piping materials and to water distribution.
B. Corporation cocks and saddles shall conform to requirements of Section
02512 - Water Tap and Service Line Installation.
C. Valves shall conform to requirements of Section 02521 - Gate Valves.
D. Brass fittings shall conform to requirements of AWWA C 800.
PART 3 EXECUTION
3.01 CONNECTION OPERATIONS
A. Plan wet connections in manner and at hours with least inconvenience
public. Notify Public Works at least 72 hours in advance of making
connections.
B. Do not operate valves on water lines in use by the City. The City of Schertz
Utility Operations Division will handle, at no cost to Contractor, operations
involving opening and closing valves for wet connections.
C. Conduct connection operations when Inspector is at job site. Connection
work shall progress without interruption until complete once existing water
lines have been cut or plugs have been removed for making connections.
3.02 2-IN. WET CONNECTIONS
A. Tap water line. Use corporation cocks, saddles, copper tubing as required
for line and grade adjustment, and brass fittings necessary to adapt to
existing water line. Use 2-In. valves when indicated on Drawings for 2-In.
copper gooseneck connections.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION DISINFECTION OF WATER LINES
02514-1
March 31, 2011
SECTION 02514
DISINFECTION OF WATER LINES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Disinfection of potable water lines.
1.02 MEASUREMENT AND PAYMENT A. Unit Prices.
1. No separate payment will be made for disinfection of water lines
under this Section. Include cost in unit price of water lines being
disinfected. 2. Refer to Section 01270 - Measurement and Payment for unit price procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES A. AWWA C 651 - Standard for Disinfecting Water Mains.
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION
3.01 CONDUCTING DISINFECTION A. Promptly disinfect water lines constructed before tests are conducted on water lines and before water lines are connected to the City water distribution system. B. Water for disinfection and flushing will be furnished by the City without charge. C. Unless otherwise provided in Contract Documents, the Contractor will conduct disinfection operations. D. Coordinate chlorination operations through Public Works.
3.02 PREPARATION
A. Provide temporary blind flanges, cast-iron sleeves, plugs, necessary service taps, copper service leads, risers and jumpers of sizes, location and
CITY OF SCHERTZ
STANDARD SPECIFICATION DISINFECTION OF WATER LINES
02514-2
March 31, 2011
materials, and other items needed to facilitate disinfection of new water lines prior to connection to the City water distribution system. Normally, each valved section of water line requires two each 3/4-In. taps. A 2-In. minimum blow-off is required for water lines up to and including 6-In. diameter. B. Use fire hydrants as blow-offs to flush newly constructed water lines 8-In. diameters and above. Where fire hydrants are not available on water lines, install temporary blow-off valves and remove promptly upon successful completion of disinfection and testing. C. Slowly fill each section of pipe with water in manner approved by Public Works. Average water velocity when filling pipeline should be less than 1-Ft. per second and shall not, under any circumstance, exceed 2-Ft. per second. Before beginning disinfection operations, expel air from pipeline. D. Backfill excavations immediately after installation of risers or blow-offs. E. Install blow-off valves at end of water line to facilitate flushing of dead-end water lines. Install permanent blow-off valves according to drawings.
3.03 DISINFECTION BY CITY PERSONNEL
A. City personnel will not perform disinfection work.
3.04 DISINFECTION BY CONTRACTOR
A. Mains shall be disinfected with dry Calcium Hypochlorite (HTH) where shown on the plans or as directed by the Engineer. This method of disinfection will also be followed for main repairs. Introduce chlorinating material to water lines in accordance with AWWA C 651. B. Dosage: The contractor shall disinfect the new or replaced mains with Calcium Hypochlorite (HTH) of seventy (70%) percent available chlorine. Sufficient Calcium Hypochlorite (HTH) shall be used to obtain a minimum chlorine concentration of 50 ppm (mg/l). C. The length of time that sections of main disinfected with Calcium Hypochlorite shall be allowed to stand undisturbed will depend upon the particular job
1. The required minimum detention time will be eighteen (24) hours
when circumstances permit a shutdown with no customers out of
service with 50 ppm Chlorine dosage.
2. The required minimum detention time will be two (2) hours when
customers are out of service during a shutdown with no leakage past
valves with 300 ppm chlorine dosage.
3. The required minimum detention time will be thirty (30) minutes when
customers are out of service during a shutdown with some leakage
with 500 ppm chlorine dosage.
CITY OF SCHERTZ
STANDARD SPECIFICATION DISINFECTION OF WATER LINES
02514-3
March 31, 2011
Table 1 Chlorine dosage
Diameter of Pipe Inches Ounces Per Foot To
Obtain 50 ppm Chlorine Dosage
6 0.0138
8 0.0233
10 0.0364
12 0.0523
14 0.0708
16 0.0934
18 0.1175
20 0.1455
24 0.2080
30 0.3270
36 0.4690
42 0.6370
48 0.8330
A heaping teaspoon holds approximately 1/2 ounce, and a standard measuring cup holds approximately 8 ounces
4. Open and close valves in lines being sterilized several times during
contact period.
5. After contact period of not less than 24 hours, flush system with clean
water until residual chlorine is no greater than 0.3 ppm, in
accordance with Section 02515 Hydrostatic Testing of Pipelines
.
6. Backflow prevention valve shall be required so that the strong
chlorine solution in the line being tested will be flushed out of the
main and will not flow back into the line supplying the water.
3.05 BACTERIOLOGICAL TESTING
A. After disinfection and flushing of water lines, bacteriological tests will be performed by the Contractor or testing laboratory in accordance with Section 01454 - Testing Laboratory Services. One bacteriological sample per one thousand (1,000') feet of new line shall be taken, plus one set from each branch and one set from the end of the line.
B. When test results indicate need for additional disinfection of water lines based upon the Texas Department of Health requirements, perform necessary additional disinfection operations.
3.06 COMPLETION
A. Upon completion of disinfection and testing, remove risers except those
approved for use in subsequent hydrostatic testing, and backfill
excavation promptly.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION HYDROSTATIC TESTING OF PIPELINES
02515-1
March 31, 2011
SECTION 02515
HYDROSTATIC TESTING OF PIPELINES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Field hydrostatic testing of newly installed water pipelines.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No payment will be made for hydrostatic testing of pipelines under
this Section. Include cost in unit price of pipelines being tested.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
PART 2 PRODUCTS - Not Used
PART 3 EXECUTION
3.01 PREPARATION
A. Disinfect water system pipelines prior to hydrostatic testing.
B. Hydrostatically test newly installed water pipelines after disinfection, when
required, and before connecting to the City water distribution system.
C. Water for testing will be provided to Contractor at no charge. Prior to
hydrostatic testing, obtain a transient meter from the City. Deposit is
required for transient meter.
D. Test pipelines in lengths between valves, or plugs, of not more than 2,000-
ft. unless approved by Public Works.
E. Conduct hydrostatic tests in presence of Public Works.
3.02 TEST PROCEDURES
A. Furnish, install, and operate connections, pump, meter and gages
necessary for hydrostatic testing.
CITY OF SCHERTZ
STANDARD SPECIFICATION HYDROSTATIC TESTING OF PIPELINES
02515-2
March 31, 2011
B. Allow pipeline to sit minimum of 24 hours from time it is initially disinfected
until testing begins, to allow pipe wall or lining material to absorb water.
Periods of up to 7 days may be required for mortar lining to become
saturated.
C. For all water lines, expel air and apply minimum test pressure of 200 psi.
During the test, pressures shall not vary more than ±5 psi.
D. Begin test by 9:00 a.m. unless otherwise approved by Public Works.
Maintain test pressure for typically 4 hours, a minimum 2 hours if approved
by Public Works. When large quantity of water is required to maintain
pressure during test, discontinue testing until cause of water loss is
identified and corrected.
E. Keep valves inside pressure reducing stations closed during hydrostatic
pressure test.
3.03 ALLOWABLE LEAKAGE FOR WATERLINES
A. During hydrostatic tests, no leakage will be allowed for sections of water
lines consisting of welded joints.
B. Maximum allowable leakage for water lines with rubber gasketed joints will
be according to AWWA 600 for 200 psi:
Max Allowable Leakage Rate (gal/hr) = (L ×D×√P) / 148,000
where L is length of test section in feet, and D is nominal diameter in inches, P is test pressure (psi)
C. For meter run installation, when work cannot be isolated and line fails
pressure test, visual inspection of work by Public Works for leakage during
pressure test may be used to fulfill requirements of this section.
3.04 CORRECTION FOR FAILED TESTS
A. Repair joints showing visible leaks on surface regardless of total leakage
shown on test. Check valves and fittings to ensure that no leakage occurs
that could affect or invalidate test. Remove cracked or defective pipes,
fittings, and valves discovered during pressure test and replace with new
items.
B. Public Works may require failed lines to be disinfected after repair and prior
to retesting. Conduct and pay for subsequent disinfection operations in
accordance with requirements of Section 02514 - Disinfection of Water
Lines. Pay for water required for additional disinfection and retesting.
CITY OF SCHERTZ
STANDARD SPECIFICATION HYDROSTATIC TESTING OF PIPELINES
02515-3
March 31, 2011
C. Repeat test until satisfactory results are obtained.
3.05 COMPLETION
A. Upon satisfactory completion of testing, remove risers remaining from
disinfection and hydrostatic testing, and backfill excavation promptly. END OF SECTION
Table 1 Maximum allowed leakage rate (gal/hr) for hydrostatic testing at 200 psi.
Pipe Length, feet Pipe Dia.
in 100 200 300 400 500 600 700 800 900 1000 2000
6 0.06 0.11 0.17 0.23 0.29 0.34 0.4 0.46 0.52 0.57 1.15
8 0.08 0.15 0.23 0.31 0.38 0.46 0.54 0.61 0.69 0.76 1.53
10 0.1 0.19 0.29 0.38 0.48 0.57 0.67 0.76 0.86 0.96 1.91
12 0.11 0.23 0.34 0.46 0.57 0.69 0.8 0.92 1.03 1.15 2.29
14 0.13 0.27 0.4 0.54 0.67 0.8 0.94 1.07 1.2 1.34 2.68
16 0.15 0.31 0.46 0.61 0.76 0.92 1.07 1.22 1.38 1.53 3.06
18 0.17 0.34 0.52 0.69 0.86 1.03 1.2 1.38 1.55 1.72 3.44
20 0.19 0.38 0.57 0.76 0.96 1.15 1.34 1.53 1.72 1.91 3.82
24 0.23 0.46 0.69 0.92 1.15 1.38 1.61 1.83 2.06 2.29 4.59
30 0.29 0.57 0.86 1.15 1.43 1.72 2.01 2.29 2.58 2.87 5.73
36 0.34 0.69 1.03 1.38 1.72 2.06 2.41 2.75 3.1 3.44 6.88
42 0.4 0.8 1.2 1.61 2.01 2.41 2.81 3.21 3.61 4.01 8.03
CITY OF SCHERTZ CUT, PLUG, AND
STANDARD SPECIFICATION ABANDONMENT OF WATER LINES
02516-1
March 31, 2011
SECTION 02516
CUT, PLUG AND ABANDONMENT OF WATER LINES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Cut, plug and abandonment of water lines.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for cut, plug, and abandonment of water lines is on a unit
price basis for each cut, plug, and abandonment performed.
Separate payment will be made for each size of water line.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit product data for proposed plugs and clamps for approval.
PART 2 PRODUCTS
2.01 MATERIALS
A. Concrete for reaction blocks: Class B conforming to requirements of
Section 03315 - Concrete for Utility Construction.
B. Plugs and clamps: Applicable for type of pipe to be plugged.
PART 3 EXECUTION
3.01 APPLICATION
A. Do not begin cut, plug and abandonment operations until replacement
water line has been constructed, disinfected, and tested, and service
lines have been transferred to replacement water line.
CITY OF SCHERTZ CUT, PLUG, AND
STANDARD SPECIFICATION ABANDONMENT OF WATER LINES
02516-2
March 31, 2011
B. Install plug, clamp, and concrete reaction block and make cut at location
shown on Drawings.
C. Main to be abandoned shall not be valved off and shall not be cut or
plugged other than at supply water line or as shown on Drawings.
D. After water line to be abandoned has been cut and plugged, check for
other sources feeding abandoned water line. When sources are found,
notify Public Works immediately. Cut and plug abandoned water line at
point of other feed as directed by Public Works.
E. Plug or cap ends or openings in abandoned water line in manner approved
by the Public Works.
F. Remove and dispose of surface identifications such as valve boxes and fire
hydrants. Valve boxes in improved streets, other then shell, may be filled
with concrete after removing cap.
G. Backfill excavations in accordance with Section 02317 - Excavation and
Backfill for Utilities.
H. Repair street surfaces in accordance with Section 02951- Pavement Repair
and Resurfacing.
END OF SECTION
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-1
March 31, 2011
SECTION 02517
HANDLING ASBESTOS CEMENT PIPE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. This item shall govern for the removal, handling, disturbance, and disposal
of asbestos cement (AC) pipe and other asbestos containing materials
(ACM) related to the AC pipe work. AC pipe is also known as transite pipe.
Since buried AC pipe typically contains approximately 15% to 20%
chrysotile and crocidolite asbestos, it is considered to be an asbestos-
containing material. The material is classified as non-friable, unless broken
at which time its classification changes to friable ACM. The removal and/or
disturbance of this material is governed by the National Emissions
Standards for Hazardous Air Pollutants (NESHAP) and the Occupational
Safety and Health Administration (OSHA).
B. This item shall consist of the handling, disturbance, removal and disposal of
AC water pipe, joints, wrappings and other ACM. In order to comply with
NESHAP and OSHA regulations, this project will require workers with
specialized training using wet work procedures to cut and remove AC pipe,
AC pipe joints, valves (any type) containing ACM and surrounding soils
containing ACM. A Texas Department of Health (TDH) licensed Asbestos
Consultant shall develop the asbestos work practices and monitoring in the
Contractor’s Health & Safety Plan to be reviewed by Public Works
representatives. It is the contractor’s responsibility to obtain the services of
a licensed Asbestos Consultant authorized in the State of Texas and this
work shall be considered subsidiary to this item. Any other ACM
encountered that has not been identified by the Inspector or not shown on
plans will be not be authorized for payment. Any other disturbance,
handling, or disposal of AC water pipe that is necessary due to authorized
work by any other agency will be paid for by that agency under a different
special specification and a different bid item number.
1.02 MEASURMENT AND PAYMENT
A. There are various bid items that require the contractor to perform work on
existing AC pipes. The work performed as prescribed by these items in
Section 02517 shall be paid for as subsidiary to the bid item wherein the
work is required. Prices shall be full compensation for the work herein
specified including the furnishing of all materials, equipment, tools and for
the material disposal, submittals, labor and air monitoring necessary to
complete the work.
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-2
March 31, 2011
1.03 DEFINITIONS
The following terms are defined for the nature of this work.
A. Air Monitoring - The process of measuring the fiber concentration of a
known volume of air collected during a specific period of time. The analysis
procedure utilized for asbestos is the NIOSH Standard Analytical Method for
Asbestos in Air, Method 7400. Transmission electron microscopy (TEM)
may be utilized for lower detection limits and/or specific fiber identification.
B. Air Monitoring Technician - The person licensed by the Texas Department
of Health to conduct air monitoring for an asbestos abatement project or
related activity. The Air Monitoring Technician may only obtain air samples,
and may only perform analysis of air samples with an upgraded Air
Monitoring Technician License, which includes completion of the NIOSH-
582 equivalent course. The air-monitoring technician shall be an employee
of a licensed asbestos laboratory or a licensed Asbestos Consultant
agency.
C. Amended Water - Water to which a surfactant has been added.
D. Asbestos - The asbestiform varieties of serpentines and amphiboles.
Specifically, chrysotile, crocidolite, grunerite, amosite, anthophyllite,
actinolite, and tremolite.
E. Asbestos Containing Material (ACM) - Material or products that contain
more than 1.0% of any kind of asbestos.
F. Asbestos Containing Waste Material - asbestos containing material or
asbestos contaminated objects requiring disposal
G. Authorized Personnel - Any person authorized by the Contractor and
required by work duties to be present in the work area or other regulated
areas.
H. Authorized Visitor – City of Schertz representatives, and any representative
of a regulatory or other agency having jurisdiction over the project.
I. Asbestos Consultant - That person licensed by the Texas Department of
Health to perform the following asbestos related functions:
(1) Project design; (2) Asbestos surveys and condition assessment of
ACM; (3) Asbestos Management Planning; (4) The collection of bulk
material samples, airborne substance samples and the planning of sampling
strategies; (5) Owner-representative services for asbestos abatement
projects or O&M programs, including air monitoring and project
management; (6) Consultation regarding regulatory compliance and all
aspects of technical specifications and contract documents; and (7) The
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-3
March 31, 2011
selection, fit testing, and appropriate use of personal protection equipment
and the development of asbestos related engineering controls.
J. Abatement Contractor - The company, agency, or entity licensed by the
Texas Department of Health that has been retained by City of Schertz or the
Contractor to perform asbestos abatement and other associated functions.
K. Class II Asbestos Work (OSHA Standard) – Activities involving the removal
of ACM, which is not thermal system insulation or surfacing material. This
includes, but is not limited to, the removal of asbestos-containing wallboard,
floor tile and sheeting, roofing and siding shingles, and construction
mastics.
L. Competent Person – One who is capable of identifying existing asbestos
hazards in the workplace and selecting the appropriate control strategy for
asbestos exposure, who has the authority to take prompt corrective
measures to eliminate them.
M. Encapsulant - A specific adhesive designed to lock down and minimize the
fiber release of asbestos containing materials and asbestos contaminated
materials.
N. Friable Asbestos - Asbestos-containing material, which can be crumbled to
dust, when dry, under hand pressure, and includes previously non-friable
material after such previously non-friable material becomes damaged to the
extent that, when dry, it may be crumbled, pulverized, or reduced to powder
by hand pressure.
O. HEPA Filter - A high efficiency particulate air filter capable of removing
particles > 0.3 microns in diameter with 99.97% efficiency.
P. NESHAP - The National Emission Standards for Hazardous Air Pollutants
(40 CFR Part 61).
Q. NIOSH - The National Institute for Occupational Safety and Health.
R. OSHA - The Occupational Safety and Health Administration.
S. Regulated Area – An area established by the Contractor to demarcate
areas where asbestos work is conducted, and any adjoining area where
debris and waste from such asbestos work accumulate; and a work area
within which airborne concentrations of asbestos, exceed or there is a
reasonable possibility they may exceed the permissible exposure limit.
T. Regulated Asbestos-containing Material (RACM) – (1) Friable asbestos
material; (2) Category I non-friable ACM that has become friable; (3)
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-4
March 31, 2011
Category I non-friable ACM that will be or has been subjected to sanding,
grinding, cutting, or abrading; or, (4) Category II non-friable ACM that has a
high probability of becoming or has become crumbled, pulverized, or
reduced to powder by forces expected to act on the material in the course of
the demolition or renovation operations regulated by 40 CFR Part 61,
Subpart M.
U. Staging area – A pre-selected area where containerized asbestos
containing waste material will be placed prior to removal from the project
site.
V. Surfactant - A chemical wetting agent added to water to improve
penetration.
1.04 REFERENCECES
A. All work under these specifications shall be done in strict
accordance with all applicable Federal, State, and local Regulations,
standards, and codes governing asbestos abatement and any other trade
work done in conjunction with the asbestos abatement. Work activities
must also comply with these and other City of Schertz Specifications
related to health and safety. The most recent edition of any relevant
regulation, standard, or code shall be in effect. Where there exists conflict
between the regulations, standards, codes, or these specifications, the
most stringent requirements shall be utilized. The Contractor shall comply
with, at minimum, the following specific regulations:
1. Occupational Safety and Health Administration (OSHA) including but
not limited to:
a. Title 29 Code of Federal Regulations Section 1910.1001 -
General Industry Standard for Asbestos.
b. Title 29 Code of Federal Regulations Section 1910.134 -
General Industry Standard for Respiratory Protection.
c. Title 29 Code of Federal Regulations Section 1926 -
Construction Industry.
d. Title 29 Code of Federal Regulations Section 1910.2 - Access
to Employee Exposure and Medical Records.
e. Title 29 Code of Federal Regulations Section 1910.1200 -
Hazard Communication.
2. Environmental Protection Agency (EPA) including but not limited to:
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-5
March 31, 2011
a. Title 40 Code of Federal Regulations Part 61 Subpart M -
National Emission Standard for Asbestos.
3. Texas Department of Health including but not limited to:
a. Texas Department of Health - Texas Administrative Code,
Title 25, Chapter 295, Subchapter C - Texas Asbestos Health
Protection.
b. Texas Department of Health - Texas Administrative Code,
Title 25, Chapter 325 - Texas Solid Waste Regulations.
c. Texas Department of Health - Texas Civil Statutes, Article
4477-A, Section 12, General Provisions 295.31 to 295.73.
4. American National Standards Institute (ANSI)
5. American Society for Testing and Materials (ASTM)
6. Department of Transportation - HM 181
1.05 SUBMITTALS AND NOTICES
A. At the Pre-construction Conference/Meeting, all training records,
certifications, medical records, and laboratory qualifications will be
submitted for review to Public Works representatives as well as the
following:
1. In order to comply with the City of Schertz Project Construction
Health and Safety Program requirements for any project with the
potential to involve friable ACM, the Contractor will be responsible for
developing and implementing an asbestos removal work plan in
accordance with NESHAP, OSHA. As such, Contractors submitting
bids for the project must have a Texas Department of Health (TDH)
licensed Asbestos Consultant provide detailed asbestos specific
safety and work plans for ensuring worker and community protection.
Plans submitted by the Asbestos Consultant must include the person
or firms name, address, phone number and TDH certification. Health
and Safety plans for working with ACM must address the guidance
provided in these special specifications. The guidance provided in
this special specification is not intended and does not constitute
asbestos abatement project design as described under TAC 25,
Chapter 295.47 (TDH asbestos regulations).
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-6
March 31, 2011
2. Submit documentation satisfactory to Public Works that an Initial
and/or Negative Exposure Assessment in accordance with OSHA
Standard 29 CFR 1911 has or will be performed (as applicable).
3. Submit documentation satisfactory to Public Works that the
Contractor's employees, including foremen, supervisors and any
other company personnel or agents who may be exposed to airborne
asbestos fibers or who may be responsible for any aspects of
asbestos disturbance activities, have received adequate training in
compliance with applicable rules and regulations.
4. Submit documentation to Public Works of a respiratory protection
program for affected employees as per OSHA Standard 29 CFR
1910.134.
5. Submit documentation to Public Works from a physician that all
personnel who may be required to wear a respirator are medically
monitored to determine whether they are physically capable of
working while wearing the required respiratory protection without
suffering adverse health effects. In addition, document that
personnel have received medical monitoring as is required in
compliance with applicable rules and regulations.
6. Submit to Public Works representative’s documentation of respirator
fit testing for all Contractor employees and agents who must enter
the work area. This fit testing shall be in accordance with qualitative
procedures as detailed in the OSHA Standard 29 CFR 1910.134.
Optionally, the fit testing may be quantitative in nature.
7. Name of OSHA monitoring Consultant/Lab. The Contractor will be
responsible for air monitoring as required to meet OSHA
Requirements.
8. Submit proof satisfactory to Public Works that required permits, site
location and arrangements for transport and disposal of asbestos
containing waste materials have been made.
B. During Asbestos Disturbance Activities:
1. Submit copies to Public Works of all transport manifests, trip tickets,
and disposal receipts for all asbestos waste materials removed from
the work area during the project. The Contractor will sign manifests
as the City’s representative (generator) for the AC pipe and provide
copies to Public Works for final payment.
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-7
March 31, 2011
2. Upon completion of the AC pipe project an abatement report shall be
required by the contractor’s asbestos consultant. Copies of the final
abatement report shall be prepared and submitted to Public Works
by the contractor’s consultant.
PART 2 PRODUCTS - NOT USED
PART 3 EXECUTION
3.01 CONSTRUCTION REQUIREMENTS
A. The Work includes all Work specified herein, to include mobilization and
demobilization, labor, materials, overhead, profit, taxes, transportation,
disposal fees, administrative fees incidental cost, etc. Estimating areas,
quantities, weight, etc., are the sole responsibility of the Contractor.
B. To meet and/or exceed NESHAP and OSHA guidelines, the contractor will
subcontract the AC water pipe handling to an Environmental Protection
Agency (EPA) accredited and TDH licensed Asbestos Abatement
Contractor and TDH Licensed Asbestos Consultants.
1. An alternative method would entail the disturbance, handling, repair,
and disposal of the AC pipe by an authorized TDH licensed worker
with the required course of an asbestos worker awareness class or a
TDH required asbestos training course preparing workers to handle
disturbed ACM. Review of the asbestos work practices and
monitoring in the Contractor’s Health & Safety Plan will still need to
be performed by a licensed TDH Asbestos Consultant.
2. NESHAP guidelines apply to projects with at least 260 linear feet or
35 cubic feet or 160 square feet. NESHAPS also applies when AC
pipe becomes or will become “regulated asbestos containing
material” or RACM. This means that if at least 260 linear feet of the
AC pipe has become crushed, crumbled, or pulverized, then the
project is subject to the NESHAP. If the Texas Department of Health
(TDH) limit of 260 LF is exceeded, it will be the responsibility of the
contractor for the TDH administrative fee. The asbestos consultant
shall be responsible for submitting the TDH notification with copies
also submitted to Public Works Department, if the quantity of 260 LF
is exceeded.
3. During the disjoining operation of AC pipe removal, only the portion
that has become RACM would be counted toward the threshold
amount if the debris caused by the disjoining operation is cleaned up
so that it does not contaminate a greater length of pipe. If the
generated AC pipe debris is not properly cleaned up, then the AC
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-8
March 31, 2011
pipe must be considered contaminated, and the whole length is
treated as asbestos-containing waste material. If the scope of this
project may involve the threshold amount (260 linear feet or greater),
then a Demolition/Renovation Notification Form will need to be sent
to TDH by the Contractor. This form will need to be post-marked no
later than 11 working days prior to the start of any asbestos
disturbance.
4. All AC pipe projects will require that NESHAP and OSHA guidelines
are met and/or exceeded in areas where AC pipe is to be disturbed.
This means that all AC pipe disturbance will require a third party TDH
licensed asbestos consultant and asbestos contractor on-site during
AC pipe disturbance. An asbestos abatement work plan shall be
provided to Public Works representatives by both the licensed
asbestos consultant and asbestos contractor. Upon completion of
the AC pipe project an air monitoring abatement report shall be
required by the contractor’s asbestos consultant. Copies of the final
abatement report shall be prepared and submitted to Public Works
by the contractor’s consultant. OSHA requires that during any ACM
disturbance, regardless of amount, the asbestos worker(s) shall be
properly protected during potential asbestos exposure, 29 CFR,
Subpart Z, 1910.1101.
C. The Contractor shall remove, seal, transport and dispose of all impacted
asbestos-containing materials in compliance with all current Federal, State
and local regulations, laws, ordinances, rules, standards and regulatory
agency recommended requirements. Asbestos disturbance and/or removal
activities shall be conducted by properly trained, accredited, and licensed
personnel using proper personal protective equipment.
D. The Contractor shall notify City representatives at least 72 hours in advance
prior to beginning removal and/or disturbance of the AC pipe. AC pipe
disturbance shall be conducted during regular business hours, Monday-
Friday. No weekend work of AC pipe disturbance is allowed, unless special
circumstances require the contractor to do so.
E. Time is of the essence in removing the asbestos-containing materials from
the project area. All work must be completed within the time period
specified. Public Works representatives will be responsible for coordinating
this work in high-density areas, such as schools, church facilities, and
residential areas.
F. All required notifications required to state regulatory agencies will be made
by the Contractor with copies provided to Public Works representatives,
including but not limited to the TDH Demolition/Renovation Notification
Form. If 260 linear feet or greater of AC pipe will become crushed,
crumbled or pulverized, then the project is subject to NESHAP regulations
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-9
March 31, 2011
and a Demolition/Renovation Notification Form will need to be sent to TDH
by the Contractor. This form will need to be post-marked no later than 11
working days prior to the start of any asbestos disturbance.
G. The Contractor shall have an on-site supervisor, who is an OSHA
Competent Person, present on the job site at all times that the work is in
progress. This supervisor shall be thoroughly familiar with and experienced
at asbestos disturbance and other related work and shall be familiar with
and shall enforce the use of all safety procedures and equipment. He shall
be knowledgeable of all applicable EPA, OSHA, NIOSH and TDH
requirements and guidelines.
H. Prior to commencing any preparation of the work areas for asbestos
disturbance, the Contractor shall post all required documents, warning signs
and, as necessary, erect physical barriers in order that the work area may
be secured.
I. The Contractor has sole and primary responsibility for the “means and/or
methods” of the work and obligation to the City to make inspections of the
work at all stages and has sole responsibility to supervise the performance
of the work. Certain work practices for AC pipe disturbance are prohibited
as per Section 02517.10.B.1.
J. The Contractor shall be responsible for site safety and for taking all
necessary precautions to protect the Contractor’s personnel, City personnel
and the public from asbestos exposure and/or injury. The Contractor shall
be responsible for maintaining the integrity of the work area.
K. The Contractor shall confine operations at the site to the area requiring
disturbance of AC pipe and the general site area associated with the
proximity of the project. Portions of the site beyond areas on which the
indicated work is required are not to be disturbed. The Contractor will not
unreasonably encumber the site with materials or equipment. If asbestos
containing waste materials are required to be stored overnight, it will be
properly labeled, secured, and containerized to preclude unauthorized
disturbance of the waste materials.
L. The Contractor shall be responsible for the transport and disposal of
asbestos containing waste materials to a duly licensed landfill facility
permitted to accept asbestos waste. The Contractor shall be responsible
for obtaining and coordinating waste disposal authorization from a TCEQ
licensed landfill. Waste manifests shall be used to transport the AC pipe
from the project site to the final landfill disposal site. The Contractor will
sign manifests as the City’s representative (generator) for the AC pipe and
provide copies to Public Works for final payment.
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-10
March 31, 2011
3.02 SITE SECURITY
A. The Contractor shall demarcate the area of AC pipe disturbance
(“regulated area”) with barrier tape and warning signs, as per OSHA
regulation 29 CFR 1926.1101. Access to the regulated area will be limited
to only authorized personnel. Authorized personnel will have to have
asbestos awareness training, respiratory training, etc. including City
personnel.
B. Entry into the work area by unauthorized individuals shall be reported
immediately to Public Works representatives by the Contractor.
C. A logbook shall be maintained immediately outside of the regulated area.
Anyone who enters the regulated area must record name, affiliation, time
in, and time out for each entry
3.03 PERSONAL PROTECTIVE EQUIPMENT
A. All work which will or may disturb asbestos-containing materials as specified
shall be accomplished utilizing, as a minimum disposal suits with protective
head cover, gloves, boots, eye protection, proper respiratory protection,
decontamination by HEPA vacuuming and/or wet methods and wet wiping
all equipment. The Contractor shall provide hard hats and/or other
protection as required for job conditions or by applicable safety regulations.
Disposal suits consisting of material impenetrable by asbestos fibers shall
be provided to all workers and authorized visitors in sizes adequate to
accommodate movement without tearing. Workers will be provided
protective clothing from the time of first disturbance of asbestos-containing
or contaminated materials until final cleanup is completed.
B. Respiratory Protection: The Contractor shall use removal techniques,
methods and equipment which will not permit the fiber count to exceed the
OSHA Permissible Exposure Level (PEL) of 0.1 fibers per cubic centimeter
(f/cc) of air as detected by personal air sampling methods. Any remedial
measures taken by the Contractor to meet this requirement will be at the
Contractor’s expense.
1. The Contractor’s Competent Person shall ensure use of the
appropriate respiratory protection for the work being performed. For
minimum legal respiratory requirements, see OSHA Standards 29
CFR 1910.134, 29 CFR 1910.1001, and 29 CFR 1926.1101. All
respiratory equipment, such as respirators, filters, etc. shall be
certified by the National Institute of Occupational Safety and Health
(NIOSH) for use in asbestos contaminated atmospheres.
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-11
March 31, 2011
2. The Contractor’s Competent Person shall perform an Initial and/or
Negative Exposure Assessment, which shall be performed on
employees who have been trained in compliance with the OSHA
regulations. Employees’ exposures shall be collected using objective
data that is to demonstrate whether the materials specified for
removal can release airborne fibers in concentration levels exceeding
0.1 fibers per cubic centimeters (f/cc) during an eight-(8) hour time
weighted average (TWA) and the excursion limit of 1.0 f/cc. For the
purpose of the assessment, the work conditions should be those
having the greatest potential for releasing asbestos fibers. Removal
methods using conventional hand tools shall be performed in an area
that requires a minimum of a seven-(7) hour work shift with
employees performing functions normally required for a total project.
Removal, for the purposes of the assessment, should be performed
with methods most likely to release fibers and that do not render the
asbestos-containing materials friable. Properly trained employees
shall wear proper protective clothing and respirators during the
assessment. Initial and/or Negative Exposure Assessments shall be
performed in accordance with OSHA Standard 29 CFR 1926.1101.
The development of the Health & Safety Plan by the Contractor’s
TDH licensed Asbestos Consultant shall include determining the
adequacy of the Contractor’s air monitoring data (which must
performed within the previous 12 months of the project start date) for
the Initial and/or Negative Exposure Assessment, based in part on
site-specific factors such as changes in personnel or work methods
used during AC pipe removal. If this type of air monitoring data
needs to be reviewed during the course of a project, the Contractor’s
Asbestos Consultant shall review the data in order to determine if it is
adequate. Any downgrade in personal protective equipment related
to asbestos exposure shall be requested in writing to Public Works,
and approved by a TDH licensed Asbestos Consultant. This request
may be granted only when all regulations and pertinent sections of
this special specification for respiratory protection are met.
3. The Contractor shall begin AC pipe removal operations (i.e.,
breaking, sawing, cutting, or repairing the pipe) in powered air
purifying respirators (PAPRs) equipped with dual HEPA filters.
PAPRs will be utilized until such time that air monitoring results
indicate that half-face respirators may be used. Any changes
(downgrade or upgrade) in respiratory protection will be based upon
an 8-hour time weighted average (TWA) of fiber concentrations in the
regulated area. Eight hour TWA's will be calculated daily by the
Contractor’s OSHA monitoring firm, for personal samples. The
highest calculated 8 hour TWA shall be used to determine the type of
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-12
March 31, 2011
respirator to be worn. The type of respirators worn will be selected in
accordance with 29 CFR 1926.1101 (h) (3).
The Contractor may request a respiratory protection downgrade,
approved by a TDH licensed Asbestos Consultant, in writing to Public
Works Department when all regulations and pertinent sections of this
special specification for respiratory protection are met.
4. Workers shall be provided with personally issued, individually
identified respirators.
5. No one wearing a beard shall be permitted to wear a respirator.
3.04 AIR MONITORING
A. Personal Air Monitoring: The Contractor shall provide personal air sampling
as required by OSHA regulations. The OSHA TWA permissible exposure
limit (PEL) for asbestos (0.1 f/cc) shall not be exceeded. Personal air
samples shall be obtained by a TDH licensed Asbestos Air Monitoring
Technician and analyzed by an accredited, independent TDH licensed
Phase Contrast Microscopy (PCM) laboratory. OSHA monitoring results
shall be posted at the project site and made available to all affected
Contractor personnel on a daily basis.
B. The Contractor shall provide, as a minimum, personal air monitoring on
each worker who is cutting, (wet) sawing, breaking, or repairing the AC
pipe.
C. Area Air Monitoring: At any time that visible airborne fibers are generated or
that wet work procedures are not used, all work will immediately cease until
air monitoring by a TDH-licensed Asbestos Consultant Agency has started.
The Contractor’s on-site Competent Person shall be responsible for making
this determination; however, periodic, random site visits by Public Works will
field-verify the objectivity of the Competent Person in these matters. Once
initiated, the sampling and frequency of the area air monitoring will be
dependent upon on the specific work practices being used by the workers at
that time. However, the area air monitoring shall include, as a minimum,
samples collected inside the regulated area, and upwind and downwind of
the regulated area. The TDH licensed Asbestos Consultant Agency hired
by the Contractor shall determine the need for additional samples and shall
amend the Health & Safety Plan (with a copy to Public Works) to include
sampling protocols.
D. Area air monitoring shall be conducted in accordance with applicable
Federal, State, and local requirements. The cost of area air monitoring due
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-13
March 31, 2011
to failure to use adequate wet work procedures will be borne by the
Contractor. Copies of all results will be provided to Public Works.
E. Area air sampling shall be mandatory in high density areas such as schools,
residential areas, and certain other locations as determined by Public Works
and made clear in individual City bid documents/plans.
3.05 EMPLOYEE TRAINING
A. Training shall be provided by the Contractor to all employees or agents who
may be required to disturb asbestos containing or asbestos contaminated
materials for AC pipe handling and auxiliary purposes and to all supervisory
personnel who may be involved in planning, execution or inspection of such
projects. The training shall be in accordance with OSHA Standard 29 CFR
1926.1101 for “Class II asbestos work”.
B. At a minimum, Contractor employees who will be potentially exposed to
asbestos shall have completed within the last 12 months, an 8-hour
Asbestos Awareness training course taught by a TDH licensed Asbestos
Training Provider. The training course shall cover topics including, but not
be limited to: the health effects of asbestos and work practices related to the
handling of AC pipe.
C. The Contractor’s Competent Person shall have completed within the last 12
months, a 40-hour Asbestos Contractor Supervisor training course taught
by a TDH licensed Asbestos Training Provider. The training course shall
cover topics including, but not be limited to: the health effects of asbestos,
employee personal protective equipment, medical monitoring requirements
for workers, air monitoring procedures and requirements for workers, work
practices for asbestos abatement, personal hygiene procedures, special
safety hazards that may be encountered, and other topics as required.
3.06 AC PIPE HANDLING
A. General: The Contractor shall properly remove, handle, transport and
dispose of all AC pipe specified in the City’s bid documents/plans for this
project. All work involving AC pipe and other ACM products must be
addressed in Health and Safety Program documents submitted to City
representatives. To comply with the City’s Project Construction Health and
Safety Program, Contractors submitting bids for the project must have a
TDH licensed Asbestos Consultant provide detailed asbestos specific safety
and work plans for ensuring worker and community protection. Health and
Safety Program plans are to include provisions for the discipline of any
worker failing to use wet work procedures or failing to use designated
personnel protective equipment.
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-14
March 31, 2011
The Contractor shall remove ACM with wet methods or by other controlled
techniques approved by the TDH, EPA, and OSHA and in accordance with
these specifications and the Contractor-provided Health & Safety Plan.
Alternative removal methods must be approved at time of the Contractor’s
submittals. The Contractor shall take special care to prevent damage to the
adjacent structures, materials and finished materials not required for
demolition to access ACM.
The Contractor shall limit his use of the premises to the work area indicated.
Access to the work area shall be controlled by the Contractor. All electrical
equipment, etc., shall have ground fault circuit interrupter (GFCI) protection.
The Contractor shall properly demarcate, barricade and contain the work
and/or regulated areas.
The work consists of providing GFCI protection, the use of approved
equipment with engineering controls, sufficiently wetting the asbestos-
containing materials using a surfactant or lock-down encapsulant, removing
the asbestos-containing materials, HEPA vacuuming the work area, wet
wiping the work area, double-bagging/double-wrapping the waste and
removing carefully as indicated herein and in accordance with the
Contractor-provided Health & Safety Plan.
B. Equipment: Equipment used to cut, break, or otherwise disturb AC pipe and
associated asbestos-containing materials may include, but are not limited
to: wet-cutting saws, saws equipped with point of cut ventilator (saw
equipped with a water mister) or enclosures with HEPA filtered exhaust air,
snap cutters, manual field lathes, pressure and non-pressure tapping
devices.
Equipment used to either control visible emissions of fibers, contain the
work area, or facilitate the clean-up of debris may include, but are not
limited to: airless spray equipment, pump-up sprayers, surfactant, lock-
down encapsulant, HEPA vacuums, brushes, brooms, shovels, disposable
rags, polyethylene sheeting of 6-mil thickness, moisture resistant duct tape,
asbestos warning signs, notices and barrier tape.
Alternative dismantling equipment may be substituted for the materials
indicated herein, but must be approved by the Public Works Department.
1. Prohibited Work Practices and Engineering Controls: the following
work practices and engineering controls shall not be used for work
related to asbestos or for work which disturbs ACM, regardless of
asbestos exposure or the results of Initial Exposure Assessments:
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-15
March 31, 2011
a. High-speed abrasive disc saws that are not equipped with
point of cut ventilator or enclosures with HEPA filtered exhaust
air.
b. Other high-speed abrasive tools, such as disk sanders.
c. Carbide-tipped cutting blades.
d. Electrical drills, chisels, and rasps used to make field
connections in AC pipe.
e. Shell cutters used to cut entry holes in AC pipe.
f. A hammer and chisel used to remove couplings or collars on
AC pipe.
g. Compressed air used to remove asbestos, or materials
containing asbestos, unless the compressed air is used in
conjunction with an enclosed ventilation system designed to
capture the dust cloud generated by the compressed air.
h. Dry sweeping, dry shoveling or other dry clean-up of dust and
debris containing ACM.
i. Employee rotation as a means of reducing employee
exposure to asbestos.
C. General Removal Work Practices: AC pipe has been identified as a non-
friable ACM with the potential to become friable ACM. The material is
classified as non-friable, unless broken at which time its classification
changes to friable. NESHAP guidelines apply to projects with at least 260
linear feet or 35 cubic feet or 160 square feet. NESHAPS also applies
when AC pipe becomes or will become “regulated asbestos containing
material” or RACM. This means that if at least 260 linear feet of the AC
pipe has become crushed, crumbled, or pulverized, then the project is
subject to the NESHAP. During the disjoining operation of AC pipe
removal, only the portion that has become RACM would be counted toward
the threshold amount if the debris caused by the disjoining operation is
cleaned up so that it does not contaminate a greater length of pipe. If the
generated AC pipe debris is not properly cleaned up, then the AC pipe must
be considered contaminated, and the whole length is treated as asbestos-
containing waste material. If the scope of this project may involve the
threshold amount (260 linear feet or greater), then a Demolition/Renovation
Notification Form will need to be sent to TDH by the Contractor. This form
will need to be post-marked no later than 11 working days prior to the start
of any asbestos disturbance.
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-16
March 31, 2011
All AC pipe projects will require that NESHAP and OSHA guidelines are met
and/or exceeded in areas where AC pipe is to be disturbed. This means
that all AC pipe disturbance will require a third party TDH licensed asbestos
consultant and asbestos contractor on-site during AC pipe disturbance. An
asbestos abatement work plan shall be provided to SAWS and City
representatives by both the licensed asbestos consultant and asbestos
contractor. Upon completion of the AC pipe project an air monitoring
abatement report shall be required by the contractor’s asbestos consultant.
Copies of the final abatement report shall be prepared and submitted to
Public Works representatives by the contractor’s consultant. OSHA
requires that during any ACM disturbance, regardless of amount, the
asbestos worker(s) shall be properly protected during potential asbestos
exposure, 29 CFR, Subpart Z, 1910.1101.
In order to comply with the City’s Project Construction Health and Safety
Program requirements for any project with the potential to involve friable
ACM, the Contractor will be responsible for developing and implementing an
asbestos removal work plan in accordance with NESHAP, OSHA, and state
requirements. As such, Contractors submitting bids for the project must
have a TDH licensed Asbestos Consultant provide detailed asbestos
specific safety and work plans for ensuring worker and community
protection. Health and Safety plans for working with ACM must address the
guidance provided in these special specifications.
D. A sufficient supply of disposable rags for work area decontamination shall
be available.
E. Disposal bags for RACM shall be of true 6-mil polyethylene, pre-printed with
labels as required by EPA regulation 40 CFR 61.152 (b)(i)(iv) or OSHA
requirement 29 CFR 1926.1101(k)(8).
F. Stick-on labels identifying the Generator’s name (City of Schertz) and
address and the project site location shall be applied to any asbestos waste
bags that contain RACM, as per EPA or OSHA and Department of
Transportation HM 181 requirements.
G. Work Area Preparation: Post warning signs and barrier tape meeting the
specification of OSHA 29 CFR 1910.1001 and 40 CFR 61 at any location
and approaches to a location where airborne concentrations of asbestos
may exceed the PEL. Signs shall be posted at a distance sufficiently far
enough away from the work area to permit an employee to read the sign
and take the necessary protective measures to avoid exposure. Maintain
constant security against unauthorized entry past warning signs and barrier
tape. Signs will be in both English and Spanish.
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-17
March 31, 2011
H. Personnel exit procedures
1. Before leaving the work area all personnel shall remove gross
contamination from the outside of respirators and protective clothing
by brushing and/or wet wiping procedures. (Small HEPA vacuums
with brush attachments may be utilized for this purpose.) Adequate
washing facilities shall be provided and utilized on-site.
2 Upon completion of the work, contaminated gloves shall be disposed
of as asbestos contaminated waste. Disposable cloth gloves may be
substituted for leather gloves, at the Contractor’s discretion. (Rubber
boots may be decontaminated at the completion of the project.)
I. Specific Removal Work Practice Requirements
1. The Contractor has sole and primary responsibility for the “means
and/or methods” of the work and obligation to the City to make
inspections of the work at all stages and has sole responsibility to
supervise the performance of the work.
2. The Contractor shall isolate the regulated area with barrier tape and
asbestos warning signs.
3. The Contractor shall lay and secure 6-mil polyethylene sheeting on
the ground on both sides of the AC pipe for the length of the work
area.
4. Working within the regulated area, using wet removal methods, the
Contractor shall thoroughly soak each section of AC pipe to be
disturbed, prior to any removal activity, with a surfactant or lock-down
encapsulant. The Contractor shall use equipment capable of
producing a “mist” application to reduce the potential for release of
fibers. The Contractor shall take care to use as much encapsulant or
surfactant as needed in order to lockdown possible fallout debris
from edges and joints during removal. Provide continuous wetting of
the materials throughout the entire removal process. The Contractor
shall take care to limit the breakage of asbestos containing materials
and remove these materials as intact as possible.
5. Any AC pipe debris on adjacent surfaces shall be removed. The
Contractor shall promptly clean up asbestos wastes and debris
following AC pipe disturbance. Remove and containerize all visible
accumulations of asbestos containing material and asbestos-
contaminated debris by hand. Asbestos debris mixed with soil may
be picked up with shovels, with the contaminated soil being
containerized as a regulated ACM waste. Clean-up activities may
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-18
March 31, 2011
also involve vacuum cleaners equipped with HEPA filtration or wet-
wiping surfaces with disposable rags. Contaminated rags shall be
containerized as a regulated ACM waste.
6. After disturbance and clean-up activities and prior to removal of the
AC pipe from the regulated area, the Contractor shall encapsulate
damaged and exposed areas and ends of the AC pipe with a lock-
down encapsulant.
7. The Contractor may now remove the Category II non-friable
asbestos-containing material “that is not in poor condition and is not
friable” as defined in NESHAP regulations. The Contractor shall
remove all AC pipe “intact” and in whole complete sections by
carefully lifting the AC pipe to the disposal container using approved
equipment. The Category II non-friable AC pipe must not become
“friable” (crumbled, pulverized, or reduced to a powder). The
Contractor shall not drop, break and/or otherwise make the AC pipe
susceptible to release asbestos fibers. If these procedures are
followed and debris is cleaned up properly, then the Category II non-
friable AC pipe may be disposed of as nonregulated asbestos-
containing waste material.
8. Pieces of AC pipe debris shall be considered RACM and handled as
regulated ACM waste. The debris shall be placed in two 6-mil
asbestos bags or double wrapped, with proper labeling.
J. Abandonment of AC water mains/pipes: The Contractor is responsible for
isolating the existing mains to remain in service by capping, plugging and
blocking as necessary. The opening of an abandoned ac water main and all
other openings or holes shall be blocked off by manually forcing cement
grout or concrete into and around the openings in sufficient quantity to
provide a permanent watertight seal. Abandonment of old, existing AC
water mains will be considered subsidiary to the work required, and no
direct payment will be made.
Abandonment of Valves that contain ACM: Valves to be abandoned in the
execution of the work shall have the valve box and extension packed with
sand to within eight (8”) inches of the street surface. The remaining eight
(8”) shall be filled with 2,500 psi concrete or an equivalent sand-cement mix
and finished flush with the adjacent pavement or ground surface. The
valves covers shall be salvaged and return to Public Works. The
abandonment of valves containing ACM will be considered subsidiary to the
work required, and no direct payment will be made.
3.07 VERIFICATION OF REMOVAL & CLEAN-UP PROCEDURES:
CITY OF SCHERTZ HANDLING ASBESTOS CEMENT PIPE
STANDARD SPECIFICATION
02517-19
March 31, 2011
The Contractor’s on-site Competent Person shall inspect the work area and ensure
that all surfaces are free of AC pipe dust and debris.
A. Disposal Procedures
1. If a dumpster/trailer is used for temporary storage it will be secured
and closed at all times except when loading. It will be properly
marked and critical barrier tape will be in place.
2. AC pipe debris and asbestos-contaminated items shall be properly
double bagged, labeled and loaded in a fully enclosed, lined, locked
and placard transport container and transported and disposed of in
compliance with all regulatory requirements as RACM.
3. After being removed from the regulated area, Category II non-friable
AC pipe shall be transferred to a polyethylene-lined container.
Remove all containers as soon as practical, but no later than the end
of the work shift.
4. When the dumpsters/trailers are full, they will be hauled away to the
closest EPA approved landfill for proper disposal. The Contractor
may dispose of the Category II non-friable AC pipe waste material as
non-regulated waste in a municipal solid waste landfill as defined in
the NESHAP and TCEQ Rule (Type I Landfill). Written approval to
transport and accept the Category II non-friable material shall be
obtained from a pre-approved transporter and landfill and submitted
to Public Works prior to disposal.
5. Submit copies to Public Works of all transport manifests, trip tickets,
and disposal receipts for all asbestos waste materials removed from
the work area during the project. The Contractor will sign manifests
as the City’s representative (generator) for the AC pipe and provide
copies to Public Works for final payment.
END OF SECTION
CITY OF SCHERTZ STEEL PIPE AND FITTINGS FOR
STANDARD SPECIFICATION LARGE DIAMETER WATER LINES
02518-1
March 31, 2011
SECTION 02518
STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER LINES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Large diameter (24-In. and greater) steel pipe and fittings for water lines
and pumping facilities.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No payment will be made for steel pipe and fittings under this
Section. Include cost in unit price for water lines, pumping facilities,
and encasement sleeves.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. AASHTO - Standard Specifications for Highway Bridges.
B. AREMA - Manual for Railway Engineering, Volume II, Chapter 15.
C. ASTM A 36 - Standard Specification for Structural Steel.
D. ASTM A 53 - Standard Specification for Pipe, Steel, Black and Hot-
Dipped, Zinc-Coated Welded and Seamless.
E. ASTM A 135 - Standard Specification for Electric-Resistance-Welded
Steel Pipe.
F. ASTM A 139 - Standard Specification for Electric-Fusion (ARC) - Welded
Steel Pipe (NPS 4 and Over).
G. ASTM A 570 - Standard Specification for Steel, Sheet and Strip, Carbon,
Hot-Rolled, Structural Quality.
H. ASTM C 33 - Standard Specification for Concrete Aggregates.
CITY OF SCHERTZ STEEL PIPE AND FITTINGS FOR
STANDARD SPECIFICATION LARGE DIAMETER WATER LINES
02518-2
March 31, 2011
I. ASTM C 35 - Standard Specification for Inorganic Aggregates for Use in
Gypsum Plaster.
J. ASTM C 150 - Standard Specification for Portland Cement.
K. ASTM C 494 - Standard Specification for Chemical Admixtures for
Concrete.
L. ASTM C 595 - Standard Specification for Blended Hydraulic Cements.
M. ASTM C 881 - Standard Specification for Epoxy-Resin-Base Bonding
Systems for Concrete.
N. ASTM C 1107 - Standard Specification for Packaged Dry, Hydraulic-
Cement Grout (Nonshrink).
O. ASTM D 512 - Standard Test Methods for Chloride Ion in Water.
P. ASTM D 1293 - Standard Test Methods for pH of Water.
Q. ASTM D 3363 - Standard Test Method for Film Hardness by Pencil Test.
R. ASTM D 4541 - Standard Test Method for Pull-Off Strength of Coatings
Using Portable Adhesion Tests.
S. ASTM D 4752 - Standard Test Method for Measuring MEK Resistance of
Ethyl Silicate (Inorganic) Zinc-Rich Primers by Solvent Rub.
T. AWWA C 200 - Steel Water Pipe 6 in. and Larger.
U. AWWA C 205 - Cement-Mortar Protective Lining and Coating for Steel
Water Pipe.
V. AWWA C 206 - Standard for Field Welding of Steel Water Pipe.
W. AWWA C 207 - Standard for Steel Pipe Flanges for Waterworks Service -
Sizes 4-In. through 144-In.
X. AWWA C 208 - Dimensions for Fabricated Steel Water Pipe Fittings;
Addendum C 208A.
Y. AWWA C 209 - Cold-Applied Tape Coatings for the Exterior of Special
Sections, Connections and Fittings for Steel Water Pipelines.
Z. AWWA C 210 - Liquid Epoxy Coating Systems for the Interior and Exterior
CITY OF SCHERTZ STEEL PIPE AND FITTINGS FOR
STANDARD SPECIFICATION LARGE DIAMETER WATER LINES
02518-3
March 31, 2011
of Steel Water Pipelines.
AA. AWWA C 214 - Tape Coating Systems for the Exterior of Steel Water
Pipelines.
BB. AWWA C 602 - Cement-Mortar Lining of Water Pipelines – 4-In. (100 mm)
and Larger – In Place.
CC. AWWA M 11 - Steel Pipe-A Guide for Design and Installation.
DD. SSPC Good Painting Practice, Volume 1.
EE. SSPC SP 1 - Surface Preparation Specification No. 1 Solvent Cleaning.
FF. SSPC SP 5 - Joint Surface Preparation Standard White Blast Cleaning.
GG. SSPC SP 6 - Surface Preparation Specification No. 6 Commercial Blast
Cleaning.
HH. SSPC SP 10 - Surface Preparation Specification No. 10 Near-White Blast
Cleaning.
II. SSPC VIS 1 - Visual Standard for Abrasive Blast Cleaned Steel.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit shop drawings signed and sealed by Professional Engineer
registered in the State of Texas showing following:
1. Manufacturer's pipe design calculations.
2. Provide lay schedule of pictorial nature indicating alignment and
grade, laying dimensions, welding procedures, fabrication, fitting,
flange, and special details, with plan view of each pipe segment
sketched, detailing pipe invert elevations, horizontal bends, welded
joints, and other critical features. Indicate station numbers for pipe
and fittings corresponding to Drawings. Do not start production of
pipe and fittings prior to review and approval by Public Works.
Provide final approved lay schedule on CD-ROM in Adobe portable
document format (*.PDF).
3. Include hot tapping procedure.
4. Submit certification from manufacturer that design was performed
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for project in accordance with requirements of this section.
Certification to be signed and sealed by professional Engineer
registered in the State of Texas.
C. Submit manufacturer's certifications that pipe and fittings have been
hydrostatically tested at factory in accordance with AWWA C 200, Section
3.4.
D. Submit certification from NACE Certified Coatings Inspector, under
supervision of inspector having Level III certification for coatings and
linings, that steel pipe furnished on project was properly inspected and
defective coatings detected properly repaired.
E. Submit inspection procedures to be used by manufacturer and for quality
control and assurance for materials and welding. Submit at least 30 days
prior to repair work, procedures that describe in details shop and field
work to be preformed. Repair defects such as substandard welds,
excessive radial offsets (misalignment), pitting, gouges, cracks, etc.
F. Submit following for non-shrink grout for special applications:
1. Manufacturer's technical literature including specifications for
mixing, placing, and curing grout.
2. Results of tests performed by certified independent testing
laboratory showing conformance to ASTM C 1107, Nonshrink Grout
and requirements of this specification.
3. Certification product is suitable for use in contact with potable
water.
G. Submit proof of certification for welders. Indicate certified procedures and
position each welder is qualified to perform. Ensure welder and welding
operator have been certified within past 6 months in accordance with
AWWA C206.
H. Within 45 calendar days after manufacturing of all pipe, submit affidavit of
compliance that materials and work furnished comply with applicable
requirements of referenced standards and these specifications. Make
available copy of physical and chemical testing reports.
I. Within 45 days of manufacturing of all pipe, submit manufacturer's
affidavits that coatings and linings comply with applicable requirements of
this Section and:
1. Polyurethane coatings were applied in accordance with
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manufacturer's recommendation and allowed to cure at
temperature 5 degrees above dew point.
2. Mortar coatings and linings were applied and allowed to cure at
temperature above 32 degrees F.
3. Test Results
a. Compressive strength (7 and 28 day) test results for mortar
coating.
b. Hydrostatic testing, magnetic particle and x-ray weld test
reports as required
J. Prior to start of field-applied cement mortar lining operation, submit
comprehensive plan which identifies and describes as minimum:
1. Equipment used for batching, weighing, mixing transporting and
placing mortar.
2. Qualifications and specific experience of machine operators.
3. Source and type of cement, pozzolan, sand and admixtures used
and certifications from suppliers that materials meet specifications.
4. Mix proportions to be used and slump limits (max. and min.).
5. A quality control plan which identifies quality control material tests
and documented inspections necessary to ensure compliance with
specified requirements.
K. Submit certification showing calibration within last 12 months for
equipment such as scales, measuring devices, and calibration tools used
in manufacture of pipe. Each device used in manufacture of pipe is
required to have tag recording date of last calibration. Devices are subject
to inspection by Public Works.
1.05 QUALITY CONTROL
A. Manufacturer to provide permanent quality control department and
laboratory facility capable of performing inspections and testing as
required by specifications. Material testing, inspection procedures, and
manufacturing process are subject to inspection by Public Works. Perform
manufacturer's tests and inspections required by referenced standards
and these specifications, including the following. Correct nonconforming
conditions.
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1. Steel Plate and Coils: Review mill certifications for conformance to
requirements of specifications; perform physical and chemical
testing of each heat of steel for conformance to applicable ASTM
standards.
2. Pipe:
a. Inspect thickness, circumference, roundness, strength and
size of seam welds (spiral or longitudinal), and squareness
of pipe ends to verify compliance with AWWA C200.
b. Inspect physical dimensions and overall conditions of all
joints for compliance with AWWA C200, approved
submittals, and Specifications.
c. Hydrostatically test finished pipe section to 75 percent of
specified minimum yield strength of steel being used with
zero leakage.
d. For wall thickness greater than 1/2-In. perform Charpy V-
Notch (CVN) Test in accordance with AWWA C200.
3. Linings:
a. Inspect unlined pipe for overall condition of inside barrel.
Maintain inside barrel free of corrosive products, oil, grease,
dirt, chemical, and deleterious material.
b. Inspect lined pipe for physical dimensions and overall
condition of lining, visible surface defects, thickness of lining,
and adhesion to steel surface.
c. Review certifications by manufacturers of lining components
for conformance to AWWA standards and these
Specifications.
4. Coatings: Measure temperature and dew point of ambient air
before applying coatings. Inspect physical dimensions and overall
condition of coatings. Inspect for visible surface defects, thickness,
and adhesion of coating to surface and between layers.
5. Final Inspection:
a. Before shipment, inspect finished pipe, fittings, specials and
accessories for markings, metal, coating thickness, lining
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thickness (if shop applied), joint dimensions, and roundness.
b. Inspect for coating placement and defects. Test exterior
coating for holidays.
c. Inspect linings for thickness, pitting, scarring, and adhesion.
B. Shop-applied coatings and linings; provide services of independent
coating and lining inspection service or testing laboratory with qualified
coating inspectors. Perform inspection by NACE trained inspectors under
supervision of NACE Level III Certified Coatings Inspector.
C. Ensure workmen engaged in manufacturing are qualified and experienced
in performance of their specific duties.
D. Cast four standard test cylinders each day for each 50-cubic yards of
mortar coating or portion thereof for each coating and lining placed in a
day. Perform compressive strength test at 28 days. No cylinder test result
will be less than 80 percent of specified strength.
E. Dented steel cylinders will result in rejection of pipe.
F. Make available copy of physical and chemical testing reports for steel
cylinders and provide reports at request of Public Works.
G. Check physical dimensions of pipe and fittings. Physical dimensions to
include at least pipe lengths, pipe I.D., pipe O.D. and bend angles.
1.06 INSPECTION
A. Public Works may witness manufacture and fabrication of pipe and
appurtenances. Independent testing laboratory under contract to Public
Works may perform tests at direction of Public Works to verify compliance
with these specifications. Provide assistance to accomplish such testing,
including equipment and personnel, at no additional cost to the City.
PART 2 PRODUCTS
2.01 STEEL PIPE
A. Furnish pipe by same manufacturer.
B. Furnish pipe smaller than 24-In. in accordance with Section 02502 – Steel
Pipe and Fittings.
C. Fabricate and supply miscellaneous steel pipe and fittings with nominal
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diameter of 24-In. and larger in accordance with AWWA C200, C207,
C208 and AWWA M11 except as modified herein. Steel to be minimum of
ASTM A 36, ASTM A 570 Grade 36, ASTM A 53 Grade B, ASTM A 135
Grade B, or ASTM A 139 Grade B.
D. Provide pipe sections in lengths no greater than 40-Ft. and no less than
10-Ft. except as required for special fittings or closure sections.
E. Provide shop-coated and shop-lined steel pipe with minimum of one coat
of shop-applied primer approved for use in potable water transmission on
all exposed steel surfaces. Primer for tape-coated steel pipe to be used for
field-applied coatings shall have no less than 5 percent solids. Provide
primer compatible with coating system and in accordance with coating
manufacturer’s recommendations.
F. Provide closure sections and short sections of steel pipe not less than 4-
Ft. in length unless indicated on Drawings or specifically permitted by
Public Works.
G. Square flanges with pipe with bolt holes straddling both horizontal and
vertical axis. Provide 1/2 –In. gap between pipe ends to be coupled with
sleeve coupling unless otherwise indicated on Drawings
1. Provide standard ring or hub type flanges, conforming to AWWA
C207, Class D.
2. Apply Densco petroleum-based tape or approved equal to exposed
portions of nuts and bolts.
H. Pipe Design Conditions:
1. Design: Design pipe and fittings to withstand most critical
simultaneous application of external loads and internal pressures.
Base design on minimum of AASHTO HS-20 loading, AREMA E-80
loads and depths of bury as indicated on Drawings. Design pipes
with Marston's earth loads for transition width trench for all heights
of cover.
2. Groundwater Level: Design for most critical ground water level
condition,
3. Working pressure = 100 psi.
4. Hydrostatic field test pressure = 150 psi.
5. Maximum pressure due to surge = 150 psi.
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6. Minimum pressure due to surge = -5 psi.
7. Modulus of elasticity (E) = 30,000,000 psi.
8. Maximum deflection from specified diameter: Two percent for
mortar coating; three percent for flexible coatings and three percent
for mortar lining.
9. Design stress due to working pressure to be no greater than 50
percent of minimum yield, and stress not to exceed 16,500 psi for
mortar coated pipe.
10. Design stress due to maximum hydraulic surge pressure to be no
greater than 75 percent of minimum yield, and stress not to exceed
24,750 psi for mortar coated pipe.
11. Modulus of soil reaction (EN) < 1500 psi. If EN > 1000 psi, do not use
silty sand (SM) for embedment.
12. Unit weight of fill (w) > 120 pcf.
13. Deflection lag factor (D1) = 1.2.
14. Bedding constant (K) = 0.1.
15. Fully saturated soil conditions: hw = h = depth of cover above top
of pipe.
16. Do not allow diameter (D) over thickness (t) ratio to be greater than
230.
17. Provide minimum inside clear diameter for tunnel liners or casing in
accordance with Section 02425LD- Tunnel Excavation and Primary
Liner.
18. Exclude structural benefits associated with primary liner in design
of pipe in tunnel installations.
a. Design pipe and joints to carry loads including overburden
and lateral earth pressures, subsurface soil and water loads,
grouting, other conditions of service, thrust of jacks, and
stresses anticipated during handling and construction loads
during installation of pipe.
b. Do not use internal removable stiffeners for pipe in tunnel,
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unless approved by Public Works.
c. External welded steel stiffeners will be permitted in design
calculations for steel pipe, provided wall thickness is
minimum of ½-In. Minimum clearances specified between
exterior pipe wall and tunnel liner applies to distance
between outside diameter of external welded stiffener and
tunnel liner.
19. Nominal Allowable Steel-wall Thickness for Water Lines: Provide in
accordance with following table for HS-20 live loads and depths of
cover of up to 16-Ft. Net internal diameter (including inside linings)
to be no less than net inside diameter listed. Contractor to review
design for conditions more extreme than those indicated by this
specification and design accordingly. If, in opinion of Public Works,
proposed pipe wall thicknesses appear inadequate for indicated
loading conditions, submittal of design calculations will be required
for review. Pipe wall not to be less than that defined in following
table.
Net Inside Dia.
(Inches) Minimum Wall Thickness (Inches)
Flexible Coating Mortar Coating
96 0.484 0.464
90 0.454 0.430
84 0.423 0.395
78 0.393 0.359
72 0.362 0.320
66 0.333 0.295
60 0.301 0.268
54 0.271 0.250
48 0.235 0.215
42 0.207 0.189
36 0.178 0.163
30 0.149 0.136
24 0.149 0.136
I. Fittings for Water Lines: Fabricate in accordance with AWWA M11,
Section 13.3-13.7, and AWWA C208.
1. Wall Thickness: Equal to or greater than pipe to which fitting is to
be welded.
2. Elbows: 2-piece for 0 degrees to 22-1/2 degrees; 3-piece for 23
degrees to 45 degrees; 4-piece for 46 degrees to 67-1/2 degrees;
and 5-piece for 68 degrees to 90 degrees, unless otherwise shown
on Drawings.
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3. Outlets: Reinforced in accordance with AWWA M11, Sections 13.3-
13.7, AWWA C200, and AWWA C208. Provide interior lining and
exterior coating in accordance with paragraphs on coating and
lining and matching pipe to access inlets, service outlets, test inlets,
and air-vacuum valve and other outlets, including riser pipes.
4. Radius: Minimum radius of two and one-half times pipe diameter.
5. Butt Straps for Closure Piece: Minimum 12-In.wide split butt strap;
minimum plate thickness equal to thinnest member being joined;
fabricated from material equal in chemical and physical properties
to thinnest member being joined. Provide minimum lap of 4-In.
between member being joined and edge of butt strap, welded on
both inside and outside, unless otherwise approved by Public
Works. Provide minimum 6-In. welded outlet for inspecting each
closure section, unless access manway is within 40-Ft. of closure
section.
6. Joints are to be double-welded and butt or lap joints as shown on
drawings. Use flanged joints at valves.
7. Provide double-welded lap field joints or full penetration butt-welded
joints for tee fitting supported on pier foundation, aboveground
piping and field welds for risers including vertical portion of
crossover piping.
J. Joints:
1. Standard field joint for steel pipe: AWWA C206. Rubber gasket
Carnegie shape joint or rolled-groove rubber gasket and O-ring
joint, 66-In. maximum diameter. Joints may be lap-welded slip type
in accordance with AWWA C206, except where flanged joints or
butt strap joints are required.
2. Provide double-welded butt joints at aerial crossings and where
noted on Drawings.
3. Pipe Manufacturer: Minimum of 5 years of successful service with
proposed field joint or submit results from joint tests determined by
Public Works. Tests which may be required include tensile strength
or yield tests of base material and spiral welded sections (API 5L),
flattening tests, chemical analysis, impact and hardness tests.
Public Work's decision as to acceptability of joint is final.
4. Capable of withstanding jacking forces.
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5. Design restrained joints for test pressure or maximum surge
pressure as specified, whichever is greater.
6. Provide full circumferential welds at joints required to be welded.
7. Use wire and flux from same manufacturer throughout entire
project.
8. Rubber Gasketed Bell-and-Spigot Joints.
a. Bells: Formed by either expansion of pipe end, or by
segmental expander which stretches steel past its elastic
limit, or by attaching sized weld-on bell rings. Spigot ends:
Sized prior to rolling gasket groove. Joints: Interchange- able
and match up during installation, even if used out of
sequence. Weld-on bell rings: AWWA M11; AWWA C200;
attached with single or double, full thickness fillet welds
(double weld in areas of thrust restraint).
b. Provide bells and spigots with dimensions and tolerances in
accordance with AWWA C200, as modified herein.
Difference in diameter between I.D. of bell and O.D. of spigot
shoulder at point of full engagement with allowable deflection
range of 0.00-In. to 0.04-In. as measured on circumference
with diameter tape. Minimum thickness of completed bell
ring is equal to thickness of pipe wall in barrel of pipe
between joint ends.
c. Furnish joint suitable for safe working pressure equal to
class of pipe and will operate satisfactorily with deflection,
tangent of which is not to exceed 0.75-In./D where D is
outside diameter of pipe in inches or with pull-out of 3/4–In..
d. Design clearance between bells and gasketed spigots so,
when joint is assembled, it will be self-centered and gasket
will be restrained or confined to annular space in such
manner that movement of pipe or hydrostatic pressure
cannot displace it. Compression of gasket when joint is
completed will not be dependent upon water pressure in pipe
and will provide watertight joints under operating conditions
when properly installed.
K. Manufacturer must maintain on site or in plant enough fittings to satisfy the
following requirements:
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Line Diameter Required Bends*
20 and 24-In. Four 45 degree bends per 5,000 LF of water line
> 24-In. Four 22.5 degree bends per 10,000 LF of water line
*Based on total length of contract (minimum of four). Any combination of bends may be substituted at manufacturer’s
option (i.e. two 22.5 degree bends are equivalent to one 45 degree bend) and will be counted as one fitting.
L. Manufacturer must be capable of delivering bends to job site within 12
hours of notification. Use fittings at direction of Public Works where
unforeseen obstacles are encountered during construction. These fittings
are in addition to fittings called out on Drawings and must be available at
all times. Use same product throughout entire project.
M. Perform x-ray or ultrasonic testing of manual welds on special pipe and
fittings.
N. Hydrostatic Test of Pipe:
1. AWWA C200, Section 3.5.3, at point of manufacture. Hold test for
minimum 2 minutes and conduct thorough inspection of pipe.
Repair or reject pipe revealing leaks or cracks.
2. Calibrate pressure gauges within one year prior to testing as
specified in Section 1.04 L.
O. Provide forged steel threaded outlets of approved design where required
for use in passing hose or lead wires into pipe. Tap plugs with standard
pipe threads and weld to pipe in approved manner and use solid forged
steel plugs for closure.
P. Flanges:
1. Fabricate flanges with oversize bolt holes, with flanges drilled in
pairs, to accommodate insulating sleeves.
2. Test, coat, line and ship each shop-assembled insulated flange
assembly to field as fitting. Use no less than two snug-fitting
alignment pins to assist in aligning flanges during assembly. Do not
remove pins until bolts have been installed in all remaining holes
and have been drawn up tight. After insulating joints have been
assembled, subject each assembly (fitting) to shop hydrostatic test
pressure of 150 psi and electrically test to ensure that insulated
sections are effective. After assembly has been tested, coat
insulating joint and adjacent steel pipe as specified for below-
ground installation. Line assembly as specified for interior surfaces
and in accordance with details shown on Drawings.
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Q. Dished Head Plugs: Design dished head plugs (test plugs) to withstand
field hydrostatic test pressure from either side of plug. Design stress due
to hydrostatic pressure to be no greater than 50 percent of minimum yield.
Pipe on opposite side of hydrostatic test may or may not contain water.
Manufacturer of the steel pipe to hydrostatically test plug at factory.
R. Make curves and bends by deflecting joints, or by using beveled joints, or
by combination of two methods, unless otherwise indicated on Drawings
or permitted by Public Works. Do not exceed deflection angle at joint as
recommended by pipe manufacturer. Make penetration of spigot into bell
at all points of circumference at least equal to minimum required
penetration shown on Drawings. Beveled pipe sections used in curved
alignment to be of standard length except when shorter sections are
required to limit radius of curvature, in which case all sections throughout
curve are to be of equal length. Do not allow bevel to exceed 5 degrees.
2.02 INTERNAL LINING SYSTEMS FOR STEEL PIPE, ALL INSTALLATIONS
A. Supply steel pipe with either epoxy lining or cement-mortar lining, capable
of conveying water at temperatures not greater than 140 degrees F.
Provide linings conforming to American National Standards
Institute/National Sanitation Foundation (ANSI/NFS) Standard 61, and
certification to be from organization accredited by ANSI. Unless otherwise
noted, coat all exposed (wetted) steel parts of flanges, blind flanges, bolts,
access manhole covers, with epoxy lining, as specified.
B. Epoxy Lining:
1. AWWA C210, color White, or approved equal for shop and field
joint applied, except as modified in this Section. Provide materials
from same manufacturer.
a. Protect interior surface with approved liquid two-part
chemically cured epoxy primer specified for interior surfaces.
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Surface Preparation
SSPC – SP5
White Blast Clean
2.0 to 3.0 mils surface profile
Prime Coat
4.0 to 6.0 mils DFT
NSF Certified Epoxy – Buff, or
Approved equal
Intermediate Coat
4.0 to 6.0 mils DFT
NSF Certified Epoxy – Buff, or
Approved equal
Finish Coat
4.0 to 6.0 mils DFT
NSF Certified Epoxy – White, or
Approved equal
2. Total allowable dry film thickness for system:
a. Minimum: 12.0-Mils.
b. Maximum: 18.0-Mils.
3. Provide dry film thicknesses for approved alternate products in
accordance with product's manufacturer recommendations.
4. Lining system may consist of three or more coats of same
approved alternate epoxy lining without use of separate primer.
5. Perform adhesion test on pipe 48-In. in diameter and larger in
accordance with ASTM D 4541. Minimum field adhesion: 700 psi.
Perform test on pipe for project at frequency of one for every 1000
square feet of epoxy lining. Perform cure test in accordance with
ASTM D 4752 (solvent rub test) and ASTM D 3363 (pencil
hardness) for each section of pipe. Repair tested areas with
approved procedures.
C. Shop-applied Cement-mortar Lining:
1. AWWA C205; except as specified herein: 1/2-In. minimum
thickness for pipe diameters 42-In. and larger; 3/8-In. minimum
thickness for pipe diameters 36-In. and smaller. Cut back lining
from joint ends no more than 2-In. to facilitate joining and welding of
pipe.
2. Apply cement-mortar lining to inside of pipe by centrifugally
spinning. For special sections (shape of which precludes
application by spinning method) accomplish by mechanical
placement or pneumatic placement and finish to produce smooth,
dense surface comparable to centrifugally spinning.
3. Use galvanized wire mesh when shop-applied mortar is not applied
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by machine. Do not extend wire mesh across welded portion of
mitered fittings. Crimp mesh to provide integral "chair" so wire does
not fully rest against steel cylinder.
4. Make repairs of cement-mortar lining for widths exceeding 6-In. by
bonding to steel and adjacent faces of lining with bonding agent
conforming to ASTM C 881, Type II.
5. Restrict usage of sprinkler heads during moist curing to prevent
over spraying onto lining. No alternative curing methods are
allowed as described in Section 4.4.7.4 of AWWA C205.
6. Satisfy Public Works that above requirements can be accomplished
by manufacturer prior to shipment of pipe.
D. Field-applied Cement-mortar Lining (for pipe > 48-In. in diameter): Provide
field-applied internal cement-mortar linings in accordance with AWWA
C602, latest edition, except as modified in this Section.
1. Lining: Applied in one-course application of cement-mortar by
machine that centrifugally places mortar against wall of pipe and
mechanically trowel lining to smooth finish.
2. Steel pipe, fittings, receives cement-mortar lining.
3. Cement-mortar for lining.
a. Cement-mortar: Dense, smooth, and of uniform quality and
consistency to assure efficient machine operation and
uniform cement-mortar lining on pipe wall.
b. Water-cement ratio: Kept as low as possible; consistent with
proper plasticity for application, allowing slight variations
dependent upon temperature, length of haul for mortar, and
moisture condition in pipe.
c. Mortar: Mixture of one part cement with not less than one or
more than 1-1/2 parts of dry screened sand, by volume. After
determining mixture, control materials to within plus or minus
2-1/2 percent by weight throughout entire work.
d. Comply with following materials for cement-mortar:
1) Provide Type II low-alkali Portland cement conforming
to ASTM C 150, or Type IP (MS) Portland-Pozzolan
cement conforming to ASTM C 595, unless otherwise
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specified. Conform to low alkali requirements of
Table IA of ASTM C 150. Type IP (MS) cement to
contain no more than 20 percent Pozzolan, to be
inter-ground with clinker.
2) Use suitable facilities approved by Public Works when
available for handling and weighing bulk cement.
Otherwise, deliver cement in original unopened sacks
that have been filled by manufacturer. Plainly mark
sacks with manufacturer's name or brand, cement
type lot number and weight. Discard unused cement.
Use unopened bags of cement for each new batch.
3) Material storage: Store cement to permit ready
access for inspection and sampling. Protect cement
and sand against contamination or moisture. Do not
use and remove from site cement delivered with
evidence of contamination or otherwise unsuitable.
Store admixtures in accordance with manufacturer's
directions.
4) Use Portland cement of same brand and type unless
otherwise approved by Public Works.
5) Pozzolanic material: AWWA C602, Paragraph 2.2.
6) Sand: AWWA C205, Section 2.3, except gradation of
sand to yield fineness modulus of approximately 1.7;
having no material coarser than that passing No. 16
sieve. Submit certification for compliance of sand with
these specifications at least 10 calendar days before
start of lining placement.
7) Water: Clean; free of deleterious amounts of acids,
alkalis or organic materials; total dissolved solids less
than 1000 mg/l; ASTM D 512 chloride ions less than
100 mg/l for slurry and mortar cure; ASTM D 1293 pH
greater than 6.5.
2.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED
ABOVEGROUND AND IN VAULTS (EXPOSED)
A Provide external coating system as designated in Section 09905
CLEANING AND PAINTING EXPOSED PIPING, VALVES AND
RELATED ITEMS.
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2.04 EXTERNAL COATING SYSTEMS FOR BURIED STEEL PIPE
A. Supply pipe with one of the following coatings specified.
1. Tape Coating: Provide approved tape for external tape coating.
Apply in accordance with AWWA C214 and requirements of this
section; 80-Mil.
a. Components: Primer, one 20-Mil layer of inner-layer tape for
corrosion protection and two 30-Mil layers of outer-layer tape
for mechanical protection.
b. Where sleeve type or victaulic couplings are required, bond
coupling to adjacent pipes with bonding cables as shown on
Drawings.
c. Use approved filler putty type insulating putty to fill in gap
and create smooth sloped transition between top of
reinforcing plate and pipe, before tape coating is applied.
d. Primer: Compatible with tape coating, supplied by coating-
system manufacturer.
e. Provide pipe with shop coatings cut back approximately 4 to
4 1/2-In. from joint ends to facilitate joining and welding of
pipe. Taper successive tape layers by 1-In. staggers to
facilitate field wrapping and welding of joints.
f. Inner and outer tape width: 12 or 18-In.
g. Do not expose tape coating to direct sunlight for more than
60 days.
2. Cement-mortar Coating: AWWA C205; shop-applied, cement-
mortar coating except as modified in this Section; 1-In. minimum
thickness; cut back coating from joint ends no more than 2-In. to
facilitate joining and welding of pipe.
3. Polyurethane Coating: See Section 02527 - Polyurethane Coatings
on Steel or Ductile Iron Pipe for requirements for use of
polyurethane coating system.
B. Heat Shrink Joint Sleeves for Tape and Polyethane Coating: Aqua-shield,
or approved equal. For repairs to heat shrink joint sleeves, use Aqua-
shield Repair Patch Kit or approved equal.
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2.05 EXTERNAL COATING SYSTEM FOR STEEL PIPE IN TUNNEL, CASING
A. Provide exterior coating system of pipe in tunnel, without annular grout, as
specified in Cement Mortar Coating for Buried Steel Pipe, or provide
minimum 80-Mils of polyurethane coating in accordance with Specification
Section 02527 - Polyurethane Coatings for Steel or Ductile Iron Pipe.
B. For water lines in tunnel where annular grout will be used, shop prime
external surfaces of steel pipe with 4.0 to 6.0-Mils DFT of approved
Inhibited Epoxy Primer unless pipe has cement-mortar coating.
1. Surface Preparation: SSPC-SP 10(64); Near White Blast Clean 2.0
to 3.0-Mils surface profile.
2. Prime Coat: Approved Inhibitive Epoxy Primer 4.0 to 6.0-Mils DFT.
3. Use coating procedures and dry film thicknesses for approved
alternate product in accordance with product manufacturer's
recommendations.
2.06 GROUT FOR JOINTS AND SPECIAL APPLICATIONS
A. Cement Grout Mixture: One part cement to two parts of fine, sharp clean
sand. Mix interior joint mortar with as little water as possible until very stiff
but workable. Mix exterior joint mortar with water until it has consistency of
thick cream. Mix cement grout to specific gravity of 19-Lb/gallon or greater
as measured by grout/slurry balance. Use balance manufactured
grout/slurry by Baroid or approved equal. Perform test in presence of and
at request of Public Works. Add additional cement grout or water to mixed
cement grout to bring mix to proper moisture content or specific gravity.
Discard cement grout that has been mixed more than 20 minutes and is
not at proper specific gravity or moisture content.
1. Portland Cement: ASTM C 150, Type II. Provide one type of
cement for entire project.
2. Sand:
a. Interior joints: ASTM C 35 fine graded plaster sand.
b. Exterior joints: ASTM C 33; natural sand with 100 percent
passing No. 16 sieve.
3. Water: Potable water with total dissolved solids less than 1000
mg/l; ASTM D 512 chloride ions less than 100 mg/l for slurry and
mortar cure; ASTM D 1293 pH greater than 6.5. Use potable water
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with 250 ppm limit on chlorides and sulfates.
B. Provide approved Nonshrink Grout for Special Applications, Patches and
Repairs.
1. Conform to requirements of ASTM C 1107, Nonshrink Grout.
2. Pre-blended factory-packaged material manufactured under rigid
quality control, suitable for use in joints of prestressed concrete
cylinder pipe.
3. Contain non-metallic natural aggregate and be nonstaining and
noncorrosive.
4. Meeting NSF 61 Standard suitable for use in contact with potable
water supply.
5. Exterior: Highly flowable to fill joint wrapper without leaving voids or
trapped air. Interior capable of being placed with plastic
consistency.
6. Compressive strength: ASTM C 1107 2500 psi minimum 7-day
unconfined; 5000 psi minimum 28-day unconfined.
7. Non-bleeding and non-segregating at fluid consistency.
8. Contain no chlorides or additives which may contribute to corrosion
of steel pipe.
9. Free of gas-producing, gas-releasing agents.
10. Resist attack by oil or water.
11. Mix, place, and cure in accordance with manufacturer's instructions
and recommendations. Upon 72 hours' notice, provide services of
qualified representative of nonshrink grout manufacturer to aid in
assuring proper use of product under job conditions.
Representative to be on site when product is first used.
12. Mix cement grout to specific gravity of 17.7-Lb/gallon or greater as
measured by grout/slurry balance. Use balance manufactured
grout/slurry by Baroid or approved equal. Perform test in presence
of and at request of Public Works. Add additional cement grout to
mixed cement grout or water to bring mix to proper moisture
content or specific gravity. Discard cement grout that has been
mixed more than 20 minutes and is not at proper specific gravity or
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moisture content.
13. Compressive strength: ASTM C 1107 2500 psi minimum 7-day
unconfined; 5000 psi minimum 28-day unconfined.
C. Finished surface of lining and interior joint to be comparable to surface
rubbed with No. 16 Carborundum stone. Rub joint mortar sufficiently to
bring paste to surface, to remove depressions and projections, and to
produce smooth, dense surface. Add cement to form surface paste as
necessary. Leave interior with clean, neat and uniform-appearing finish.
D. Joint Wrapper: Minimum width of 9-In. for 33-In. diameter and smaller;
minimum width of 12-In. for diameters greater than 33-In. hemmed at
edge to allow threading with minimum 5/8-In. wide steel strap. Provide
minimum 6-In. wide Ethafoam strip sized, positioned, and sewn such that
two circumferential edges of Ethafoam are 1 1/2-In. from outer edge of
wrapper.
2.07 COLD-APPLIED TAPE COATING
A. Shop-applied Tape Wrap Coating
1. Use primer furnished by tape manufacturer.
2. Wrap, specials and fittings that cannot be machine wrapped due to
configuration with primer layer and two layers of prefabricated tape
each 35-Mils thick.
3. Overlap machine applied tape with hand applied tape by minimum
of 2-In. and bind to it.
4. Apply approved 30-Mil filler tape parallel to spiral weld seams if
weld height measures greater than or equal to 1/8-In..
B. Surface Preparation
1. Clean bare pipe from mud, mill lacquer, oil, grease, or other
contaminants. Inspect and clean surfaces according to SSPC-SP-1
to remove oil, grease, and loosely adhering deposits prior to blast
cleaning. Remove visible oil and grease spots by solvent wiping.
Use approved safety solvents which do not leave residue.
Preheating to remove oil, grease, mill scale, water, and ice may be
used provided pipe is preheated in uniform manner to avoid
distortion.
2. Remove surface imperfections such as slivers, scabs, burrs, weld
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spatter, and gouges by hand filling or grinding to prevent excessive
number of holidays. Presence of metallic defects may be cause for
rejection of pipe.
2.08 EXTERNAL TAPE COATING SHOP APPLICATION
A. Separate tape dispensing equipment far enough apart to visually inspect
continuous steps.
B. Make cutbacks straight and for total thickness of coating.
C. State of dryness of primer prior to application of weld filler and inner layer
of tape to be in accordance with written recommendation of manufacturer.
D. Apply weld filler tape over primer and extend minimum of one inch on
each side of weld seam. Filler tape may contact rollers as long as release
liner is in place and adhesion requirements are met. Remove release liner
before applying inner layer tape.
E. Spirally apply inner layer of tape in direction of helix weld. Overlap each
spiral of tape1-In. or greater with next successive spiral of tape applied.
F. Overlap end of new roll on top of previous roll minimum of 6-In.
G. Tape-roll body temperature to be greater than 70 degrees F; pipe surface
temperature to be greater than 60 degrees F.
H. Spirally apply outer layer tapes in direction of helix weld and use overlap
width and application tensions as recommended by manufacturer.
2.09 INSPECTION AND TESTING OF COATINGS
A. Perform electrical inspection on inner layer of tape before intermediate
layer of tape is applied.
B. If holidays are detected, repair holidays immediately before applying outer
layer of tape. Clear holiday area of material and re-prime if necessary.
Recoat area with inner wrap tape. Overlap inner wrap tape onto
surrounding inner wrap coating by at least 2-In. Perform electrical retest at
repaired area after repairing holiday, and before outer wrap is continued.
C. Shrink Wrap: Perform electrical inspection on shrink wrap to check for
holidays. Perform peel tests over heat affected zone. Minimum acceptable
result: 15-Lbs-Ft/In.
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PART 3 EXECUTION
3.01 PIPING INSTALLATION
A. Conform to applicable provisions of Section 02511 - Water Lines, except
as modified in this Section.
B. Comply with following:
1. Make available services of manufacturer's representative when
deemed necessary by Public Works. Representative to advise in
aspects of installation, including but not limited to handling and
storing, cleaning and inspecting, coating and lining repair, and
general construction methods as applicable to pipe.
2. Install stulls prior to placement of pipe, bends, and fittings to
prevent deflection during installation. Provide stulls consisting of
timber struts with end blocks shaped to fit curvature of interior
surface of pipe or other appropriate configuration and material.
Firmly edge and secure stulls to blocks so that they will remain
intact position during handling and installation. Provide stulls
adequate to resist loads encountered without structural failure to
stull members or damage to pipe. Where applicable, place stulls at
such lengths so as to elongate vertical diameter of pipe as required
to suit trench conditions encountered.
3. Handling and Storage: Install padded struts or stulls prior to
shipping, horizontally and vertically at 10-Ft. intervals, or as
proposed by manufacturer and approved by Public Works. Spiders:
Installed in joint ends of fittings. Stulls to remain in place,
horizontally and vertically positioned under following conditions:
a. During storage and shipping.
b. Until welding is complete.
4. Reject and remove immediately from site pipe that arrives at site
with defects in lining, including sand pockets, voids, and
oversanded areas.
5. Store pipe at job site with securely fastened plastic endcaps to
maintain moist pipe interior. Promptly replace damaged endcaps to
avoid shrinkage or cracking of cement-mortar lining.
6. Immediately replace damaged plastic end caps. Do not leave
uncapped for more than 4 hours.
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7. Bedding and Backfilling:
a. Conform to requirements of Section 02317 - Excavation and
Backfill for Utilities.
b. Align pipe at proper grade prior to joint connection and do
not shift after jointing operation has been completed.
c. Take necessary precautions during bedding and backfilling
operations to prevent deformation or deflection of cylindrical
shape of pipe by more than allowable pipe deflection. Do not
move trench support system (trench safety system) once
bedding material is compacted.
d. Excavate outside specified trench section for bell holes, and
for spaces sufficient to permit removal of slings. Provide bell
holes at proper locations for unrestricted access to joint.
Form bell holes large enough to facilitate joint wrapping and
to permit visual examination of process. Enlargement of bell
holes as required or directed by Public Works. Subsequent
backfilling thereof will not be considered as authorized
additional excavation and backfill. Backfill bell holes and
spaces to satisfaction of Public Works.
e. Blocking may be removed 24 hours after placing backfill to
top of pavement or natural ground level.
8. Pipe Deflection: After backfill is complete, test pipe for excessive
deflection by measuring actual inside vertical diameter. For
maximum deflection allowable, see Section 2.01.
a. Deflection may be measured by Public Works at location
along pipe. Arithmetical averages of deflection are not
acceptable.
b. If deflection exceeds that specified, do one of the following:
1) Remove backfill and side support. Reround the pipe
and properly replace compacted backfill and side
support. Review cement mortar lining to assure that
no harmful damage has occurred.
2) Remove entire portion of deflected pipe section and
install new pipe as directed by Public Works at no
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additional cost to the City.
9. Move pipe in such a manner not to damage pipe or coating. Do not
roll pipe nor drag on ground. Inspect and repair coating abrasions
before pipe is lowered into trench.
10. Use of dogs, clips, lugs, or equivalent devices welded to steel pipe
for purpose of forcing it into position will not be permitted unless
approved by Public Works. Remove foreign matter and protective
material from surfaces that are to be in contact at joints. Leave
surfaces of joint areas thoroughly clean for metal-to-metal contact
of field joints.
C. Static Electricity:
1. Properly ground steel pipeline during construction as necessary to
prevent build-up of static electricity.
2. Electrically test where required after installation of pipeline is
complete.
D. Deviation of installed pipe in one pipe section from line and grade shown
on approved shop drawing layout will not exceed 2-In. from grade and 3-
In. from line. No deviation from line and grade at contact interfaces are
allowed.
E. Use adequate surveying methods, procedures and employ competent
surveying personnel to ensure pipe sections are laid to line and grade and
within stipulated tolerances. Measure and record, in form approved by
Public Works and submit copy of data to Public Works at end of that day.
Survey data to include unique pipe number, deflection angle at pipe joint
and whether beveled ends were used, invert elevation at pipe joint,
deviation of joint from project line, deviation of joint from project grade,
inside pipe joint lap measured at top, bottom, and at springline (each
side).
F. Any time that laying of additional pipe is stopped for more than eight
hours; plug ends of installed pipe and take proper precautions against
flotation of pipe segments.
3.02 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED ABOVE
GROUND AND IN VAULTS (EXPOSED) AND EPOXY INTERNAL LINING
SYSTEM
A. Safety: Paints, coatings, and linings specified in this Section are
hazardous materials. Vapors may be toxic or explosive. Protective
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equipment, approved by appropriate regulatory agency, is mandatory for
personnel involved in painting, coating, and lining operations.
B. Workmanship:
1. Application: By qualified and experienced workers who are
knowledgeable in surface preparation and application of high-
performance industrial coatings.
2. Paint Application Procedures: SSPC Good Painting Practices,
Volume 1.
C. Surface Preparation:
1. Use abrasive blasting to prepare surfaces.
2. Schedule cleaning and painting so that detrimental amounts of dust
or other contaminants do not fall on wet, newly-painted surfaces.
Protect surfaces not intended to be painted from effects of cleaning
and painting operations.
3. Prior to blasting, clean surfaces to be coated or lined of grease, oil
and dirt by steaming or detergent cleaning in accordance with
SSPC SP 1.
4. Metal and Weld Preparation: Remove surface defects such as
gouges, pits, welding and torch-cut slag, welding flux and spatter
by grinding to ¼ inch minimum radius.
5. Abrasive Material:
a. Blast only as much steel as can be coated within same day
of blasting.
b. Use sharp, angular, properly graded abrasive capable of
producing depth of profile specified herein. Transport
abrasive to jobsite in moisture-proof bags or airtight bulk
containers. Copper slag abrasives are not acceptable.
c. After abrasive blast cleaning, verify surface profile with
replica tape such as Tes-Tex Coarse or Extra Coarse Press-
O-Film Tape, or approved equal. Furnish tapes to Public
Works.
d. Do not blast if metal surface may become wet before priming
commences, or when metal surface is less than 5 degrees F
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above dew point.
6. Evaluate degree of cleanliness for surface preparation with use of
SSPC Pictorial Surface Preparation Standards for Painting Steel
Surfaces, SSPC-Vis 1.
7. Remove dust and abrasive residue from freshly blasted surfaces by
brushing or blowing with clean, dry air. Test cleanliness by placing
3/4-In. by 4-In. piece of clear Scotch-type tape on blasted surface,
then removing and placing tape on 3x5 white index card. Reclean
areas exhibiting dust or residue.
D. Coating and Lining Application:
1. Environmental Conditions: Do not apply when metal temperature is
less than 50 degrees F; when ambient temperature is less than 5
degrees F above dew point; when expected weather conditions are
such that ambient temperature will drop below 40 degrees F within
6 hours after application; or when relative humidity is above 85
percent. Measure relative humidity and dew point by use of sling
psychrometer in conjunction with U.S. Department of Commerce
Weather Bureau Psychometric Tables. Provide dehumidifiers for
field-applied coatings and linings to maintain proper humidity levels.
2. Application Procedures:
a. Apply in accordance with manufacturer's recommendations
and requirements of this Section. Provide finish free of runs,
sags, curtains, pinholes, orange peel, fish eyes, excessive
over spray, or delaminations.
b. Thin materials only with manufacturer's recommended
thinners. Thin only amount required to adjust viscosity for
temperature variations, proper atomization and flow-out. Mix
material components using mechanical mixers.
c. Discard catalyzed materials remaining at end of day.
3. Thoroughly dry pipe before primer is applied. Apply primer
immediately after cleaning surface. Apply succeeding coats before
contamination of undersurface occurs.
4. Cure minimum of 24 hours at 77 degrees F before successive
coats are applied. During curing process, provide force air
ventilation in volume sufficient to maintain solvent vapor levels
below published threshold limit value. Apply successive coats
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within recoat threshold time as recommended by coating or lining
manufacturer on printed technical data sheets or through written
communications. Brush blast joints of pipe which have been shop
primed and are to receive intermediate and finish coats in field prior
to application of additional coats. After interior coats are applied,
provide forced-air ventilation in sufficient volume and for sufficient
length of time to ensure proper curing before filling pipe with water.
3.03 EXTERNAL COATING SYSTEM FOR BURIED STEEL PIPE
A. Tape Coating System:
1. Joint Protection
a. Coating field joints, tie-ins, and other field-welded joints:
Provide application of approved insulating putty at bell step-
offs, and two wraps of Field Joint Tape Primer: Furnished by
tape manufacturer.
b. At Contractor's option, apply approved special heat resistant
tape system prior to internal welding of pipe. Coat entire pipe
with shop-applied tape. Coat bell end with shop-applied
heat-resistant tape. In field, fill joint step off area with
insulating putty. Field apply two layers of field joint tape over
joint followed by high shear strength outerwrap. Follow
manufacturer's recommendation for field-applied tape
coating.
c. At Contractor's option, provide field-applied shrink-wrap
coating system for coating field joints, tie-ins and other field
welded joints. Apply heat-shrink sleeves prior to internal
welding of pipe using approved procedure compatible with
coating system. Install heat-shrink joint sleeves in
accordance with manufacturer's recommendations. Provide
shrink-wrap systems consisting of primer, tape coating and
polyurethane coating and high-strength application of Aqua-
shield Wrap for pipeline. Provide services of technical
representative of manufacturer available on site at beginning
of pipelaying operations. Representative to advise
Contractor and Public Works regarding installation, repairs,
and general construction methods.
2. Field Application: AWWA C209 around joint cutbacks except as
modified:
a. Field-welded joints: Clean shop-primed ends of weld
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splatter, damaged primer, and rust to achieve required
surface preparation prior to field repair of coatings.
b. Extend joint cleaning 4 inches onto existing coating.
Completely remove damaged and loose end-coatings.
c. Prior to placing pipe in trench, remove shop-applied primer
by abrasive blasting, solvent or other method as approved
by Public Works. Avoid damage to adjacent existing
coatings.
d. Clean surfaces to achieve surface preparation at least
equivalent to SSPC SP 6 in accordance with AWWA C209.
Provide solvent that is environmentally safe and compatible
with coating system primer.
e. Apply insulating putty onto bell step-off as shown on
Drawings. Remove release liner during application.
f. Apply primer immediately prior to application of first layer of
tape to achieve maximum bond. Apply tape while primer is
still "tacky" with 3-In. minimum overlap over shop-applied
coating.
3. Joint Tape
a. Extend inner wrap minimum of 2-In. onto existing coating on
each side of joint. Extend outer wrap minimum of 4-In. onto
existing coating each side of joint. Stagger end laps
minimum of 6-In. Overlap adjacent tape wraps at least 1-In.,
and overlap seam of outer wrap. Do not allow to be
coincident with overlap seam of inner wrap. Wash with Xylol
area that will be overlapped.
b. Apply approved joint wrap tape to uncontaminated primer at
proper roll body temperature. If necessary, store joint wrap
material in heated box up to point of application.
c. Apply joint wrap material to pipe in either spiral or cigarette
fashion dependent upon specification. Begin wrapping
process 2 to 4-In. onto mill-applied pipe wrap and proceed
wrinkle-free up over bell and across joint to spigot side pipe
wrap.
d. Apply joint wrap under machine tension of 5 to 10-Lb./In.
width. Joint wrap width should narrow (neck down) as
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material is applied tightly around pipe.
e. Apply first 1/3 and last 1/3 turn of joint material around pipe
with less tension to prevent wrap crawlback. Overlap of joint
wrap material and system's total thickness as specified in
this specification section.
f. End joint wrap process such that its final edge is directed
downwards when pipe is placed in ditch to prevent backfill
from pulling exposed joint wrap edge.
4. Do not expose tape coatings or heat-shrinkable joint sleeves to
harmful ultraviolet light for more than 90 days. Discard (remove)
and replace outer layer of tape coating when exposure exceeds 90
days. In case of factory-applied coatings, remove pipe from site for
removal and reapplication of outer layer of tape coatings.
5. At option of Public Works, coating system and application may be
tested and inspected at plant site in accordance with AWWA C214.
B. Test for holidays:
1. Inspect pipe for holidays and damage to coating.
a. If test indicates no holidays and outer wrap is torn, remove
damaged layers of outer wrap by carefully cutting with sharp
razor-type knife. Wash with Xylol area to be patched and at
least 4-In. of undamaged tape where hand-applied tape
wrap will overlap. AWWA C209 cold-applied tape compatible
with tape- wrapping system applied for each layer of outer-
wrap tape that has been removed.
b. If test indicates holiday, remove outer layers and expose
inner wrap. Prime exposed area and overlaps with light coat
of primer. Firmly press into place patch of two 35-Mil inner
wrap tape extending 4-In. from affected area in all directions.
Second patch to overlap first patch by 2-In. Perform holiday
test of patch to verify satisfactory installation. Wash exposed
outer wrap tape with Xylol and prime.
c. For severe outer wrap tape tears or damage, and holiday is
not detected, remove outer wrap to boundaries of damaged
area, taking care not to damage inner wrap coating. Before
replacing outer wrap, apply holiday detector to exposed area
to determine that no damage has been made to primary
coating. After verification that no holidays exist in underlying
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tape, clean damaged area and use patch of 35-Mil outer
wrap tape. Apply as specified herein for repair of areas
where bare pipe is exposed.
2. Do not allow bubbles in tape coating system regardless of holiday
test results, cut out bubbles and patch as described above as
directed by Public Works.
3. Perform test procedure in accordance with NACE Standard RP-02-
74. Perform electrical holiday test with 60-cycle current audio
detector. Use test voltage below:
Total Coating Thickness
(Mils)
Test Voltage
(Volts)
20 6,000
30/35 7,500
50 9,000
70 11,500
80 12,000
C. Remove areas having physical damage and recoat. After repairing area,
apply holiday detector as stated above to verify area is adequately
repaired.
D. Cement mortar coating. AWWA C 205; 1-In. minimum thickness; Cut back
from joint ends no more than 2-In. to facilitate joining and welding of pipe.
3.04 JOINTS AND JOINTING
A. Rubber Gasketed Bell-and-Spigot Joints.
1. Use O-ring gasket with sufficient volume to approximately fill area
of groove and gasket material in accordance with AWWA C200.
Check each splice in gasket by stretching gasket to at least twice
original length of gasket. Visually check stretched splice by rotating
360 degrees. Reject splices showing visible separation or cracks.
2. Equalize rubber gasket cross section after rubber gasket is placed
in spigot groove of pipe by inserting tool or bar such as large
screwdriver under rubber gasket and moving it around periphery of
pipe spigot. Lubricate gaskets with nontoxic water-soluble lubricant
before pipe units are joined. Fit pipes together in manner to avoid
twisting or otherwise displacing or damaging rubber gasket. Check
gaskets after pipe sections are joined with feeler gauge to ensure
that no displacement of gasket has occurred at point around
circumference after joining. If displacement has occurred, remove
pipe section and remake joint as if for new pipe. Remove old gasket
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and replace before remaking joint.
B. Welded Joints:
1. Conform to requirements of Section 02511 - Water Lines.
2. Field weld to be double-welded lap field joints or full penetration
butt welded joints for steel pipe and encasement sleeves for entire
circumference.
3. Employ independent certified testing laboratory, approved by Public
Works, to perform weld acceptance tests on welded joints. Include
cost of such testing in contract unit price bid for water line. Furnish
copies of all test reports to Public Works for review. Test by
magnetic particle test method for lap welds and fillet welds or by X-
ray methods for butt welds, for 100 percent of all joint welds. Public
Works has final decision as to suitability of welds tested.
C. Flanged Joints: Conform to requirements of Section 02511 - Water Lines.
D. Joint Grouting and Testing: Conform to requirements of Section 02511 -
Water Lines.
E. Do not allow steel plugs for threaded outlets to project beyond inner
surface of pipe shell and seal weld by at least two passes. Apply weld
around outside of plug after it has been inserted in final position. Coat
outlets and plugs inside and outside as required at field joints on pipe.
3.05 FIELD-APPLIED CEMENT-MORTAR LINING
A. Entrances Into Pipeline:
1. Establish means to permit entry and exit of labor, materials and
equipment necessary for progress of work, as approved by Public
Works.
2. Provide dikes and channeling for diversion of flood and drainage
waters away from these openings in pipeline. Use temporary
airtight covers over openings to provide proper curing conditions in
completed sections of lined pipe. Where operation of equipment
requires that end of pipe be left open, install temporary bulkhead
inside pipe to eliminate direct draft through pipe over completed
sections.
3. Brace closure sections of pipeline left out to facilitate field lining
above ground to conform as nearly as possible to shape of pipe in
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ground and then place cement-mortar lining by machine or hand
trowel to same thickness as in adjoining machine-lined sections.
Bulkhead sections immediately after being lined to maintain proper
curing conditions for period of not less than 48 hours before
sections are installed in pipeline. Install these sections of steel pipe.
4. Coat exterior surface of buttstraps and uncoated exterior surface
area of steel pipe within excavations in accordance specifications.
Place cement-mortar lining inside areas of joints in accordance with
specifications.
B. Mixing of cement-mortar: Mix ingredients for cement-mortar for not less
than 1-1/2 and not more than 6 minutes; use mortar promptly after mixing
for lining pipe. Do not use mortar that has attained its initial for lining. Do
not retemper mortar. Add water to mix last.
C. Placing cement-mortar Lining:
D. Complete joint work, backfill and welding before cement-mortar lining
begins. After cement-mortar lining has cured hydrostatic testing of pipe
can begin.
E. Provide provisions necessary for Public Works to conduct inspections of
work in safe and thorough manner during and after initial application of
mortar and after necessary repairs made. Include, as minimum, space on
application machine, and adequate lighting to inspect gross surface areas
F. Comply with ASTM C 494 and with manufacturer's recommendations
when using chemical admixtures, bonding agents, accelerators, and other
additives.
G. Remove dirt, debris, oil, grease and loose mill scale and rust from interior
surfaces of pipe, and scrape or brush surface with stiff bristle brush and/or
water blast as may be necessary, and approved by Public Works, to
ensure clean surfaces for successful application of cement-mortar lining.
Interior surfaces to be approved by Public Works prior to placing lining.
H. Provide cement-mortar lining uniform in thickness along entire length of
pipe. Provide cement-mortar no less than ½-In. over all surfaces with
tolerance of plus 1/8-In., and no allowance for minus tolerance.
I. Mechanically control travel of machine and rates of discharge of mortar to
produce uniform thickness of lining without segregation around perimeter
and along length of pipe.
J. Check finished surface by placing 12-In. straightedge parallel to axis of
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pipe along surface of straight section of lining. At no point will space
between lined surface and straightedge be greater than 1/16-In..
K. Provide smooth finished surface, within tolerances specified. Repair or
replace surface irregularities including corrugations, ripples, or pits in any
direction, to satisfaction of Public Works. Remove defective lining material,
including, sand pockets, voids, oversanded areas, blisters, delaminations,
or unbounded areas, cracked areas, irregular surfaces, and unsatisfactory
thin spots. Remove to pipe wall and area repaired to full thickness of
mortar lining.
L. Repair cracks 1/16-In. and larger to satisfaction of Public Works.
M. Place cement-mortar lining by machine having following features:
a. An applicator head which can be centered within pipe and
which will centrifugally project mortar against wall of pipe at
high velocity producing dense, uniformly distributed mortar
on wall of pipe.
b. Equipped with mechanically driven, rotating steel trowels
that immediately follow applicator, providing smooth, hard
surface without spiral shoulders. Compensate for torque so
that machine will sit true in pipe and trowel faces will not vary
in angle with mortar face during complete 360-degree cycle.
Clean trowels at frequent intervals to prevent accumulated
mortar from obtaining initial set resulting in sanded or
unglazed finish. Continuously operate trowels during
application of cement-mortar and forward progress of lining
machine.
c. Design applicator so that nothing will come in contact with
troweled surface until it has attained final set, and so that
forward progress of machine and mechanical placing of
mortar can be controlled to assure uniform thickness of
lining.
N. Cement-mortar Lining: Adhere to steel at all points; provide consistent
thickness except that lining of bell end of pipe where lining is to be thicker
in order to fill depression and make smooth surface.
O. Immediately prior to application of cement-mortar lining, sweep and clean
off slime, dirt, loose rust, loose mill scale, and other foreign materials. Free
interior surface of pipe after cleaning of accumulated water on pipe wall or
at joints.
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P. After receiving its finish troweling, do not roughen lining by rebound
material or by mortar direct from machine.
Q. Temporarily close outlets in pipeline with easily removable stoppers to
prevent spun mortar from being thrown into such openings. After lining is
applied, remove stoppers from outlets and repair lining damaged by
removal of stoppers. Point outlet openings up to provide smooth flow.
R. Hand Finishing:
1. Repair defective areas in machine-applied lining and unlined joints
by hand patching to yield lining equal to that required for machine-
applied troweled lining.
2. Provide nonshrink grout for patching or lining joints as specified in
this Section.
3. Clean defective areas of loose foreign material and moisten with
water just prior to application of hand-applied mortar.
4. Use steel finishing trowels for hand application of cement-mortar.
5. Complete hand finishing required in given pipe section not later
than day following machine application of mortar lining to that
particular pipe section, whether normal working day or otherwise.
Slow down or stop machine application of mortar lining to allow
time for hand patching.
S. Curing of Lining: Begin curing operations immediately after completing any
portion of mortar lining. Close pipe by airtight bulkheads, and maintain
moist atmosphere in completed section of pipe to keep lining damp and to
prevent evaporation of entrained water from mortar lining. Humidify air
introduced into pipe for ventilating or curing purposes and maintain moist
atmosphere inside pipe until Public Works accepts work.
3.06 INSPECTION (EXCEPT MORTAR COATED PIPE)
A. Include cost of inspection described in Paragraph 3.08, Inspection, in
contract unit price for water line. Furnish copies of certified inspection
reports to Public Works for review.
B. Holiday Test and Adhesion Test: Provide services of independent coating
and lining inspection service or testing laboratory with qualified coating
inspectors. Provide inspections by NACE trained inspectors under
supervision of NACE Certified Coatings Inspector having Level III
Certification.
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3.07 COATINGS AND LININGS INSPECTION RESPONSIBILITIES
A. Contractor is responsible for quality control of coatings and linings
applications and testing and inspection stipulated in this Section. Public
Works is responsible for quality assurance and reserves right to inspect or
acquire services of independent third-party inspector who is fully
knowledgeable and qualified to inspect surface preparation and
application of high- performance coatings at phases of coatings and
linings, field or shop applied. Contractor is responsible for proper
application and performance of coatings and linings whether or not Public
Works provides such inspection.
B. Cement Mortar Lining and Joint Finish: Finished surface of lining and joint
to be comparable to surface rubbed with No. 16 Carborundum stone. Rub
joint mortar sufficiently to bring paste to surface, to remove depressions
and projections, and to produce smooth, dense surface. Add cement to
form surface paste as necessary. Leave interior with clean, neat and
uniform-appearing finish.
3.08 FIELD REPAIR PROCEDURES AND SPECIAL FITTINGS APPLICATION FOR
CEMENT MORTAR LINING
A. Areas less than or equal to 6-In. in diameter: Patch honeycomb and minor
defects in concrete surfaces with nonshrink grout. Repair defects by
cutting out unsatisfactory material and replacing with nonshrink grout,
securely bonded to existing concrete. Finish to make junctures between
patches and existing concrete as inconspicuous as possible. After each
patch has stiffened sufficiently to allow for greatest portion of shrinkage,
strike off grout flush with surrounding surface.
B. Areas greater than 6-In. in diameter:
1. Remove defective lining down to bare steel by chipping, making
sure care is taken to prevent further lining damage. Ends of lining
where defective lining is removed are to be left square and uniform
not feathered.
2. Clean bare steel with wire brush to remove loose or other foreign
matter.
3. Remove existing wire reinforcement and replace. Overlap new
reinforcement to existing reinforcement by ½-In. Secure
reinforcement, against wall of pipe, at frequent intervals, by tack
welding to pipe.
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4. Prepare cement mortar mixture. Mixture to compose of Portland
Type II cement, sand, and water. Proportions of sand to cement not
to exceed 3 parts sand to 1 part cement, by weight. Use only
enough water to obtain proper placement characteristics. Set up
time before mixture is to be discarded is to be no longer than 1/2
hour. Nonshrink grout may also be used. Do not use combination of
cement mortar and nonshrink grout within same repair.
5. Apply WELD-CRETE, or approved equal, concrete bonding agent
to bare steel and interface of existing lining. After bonding agent is
applied to steel and lining new mix must be applied within 10
minutes.
6. Apply cement mortar to repair area ½-In. thick then hand trowel to
achieve smooth dense finish, making sure wire is not left exposed.
To ensure proper thickness while placing new mortar, check
thickness with ½-In. long wire gauge.
7. Curing: Place plastic sheeting over repair area, use tape to adhere
plastic to area surrounding repair area. Let cure for 4 days then
remove plastic sheeting.
END OF SECTION
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SECTION 02317
EXCAVATION AND BACKFILL FOR UTILITIES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Excavation, trenching, foundation, embedment, and backfill for installation
of utilities, including manholes and other pipeline structures.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No additional payment will be made for trench excavation,
embedment and backfill under this Section. Include cost in unit price
for installed underground piping, sewer, conduit, or duct work.
2. When Public Works directs Contractor to overexcavate trench bottom,
Contractor will be paid by unit price bid per linear foot under bid item
- 6" Overexcavation of Trench Bottom.
a. No payment will be paid if Public Works does not direct
Contractor to overexcavate trench bottom.
b. No overexcavation will be measured or paid when unsuitable
conditions result from dewatering system not in conformance
with Section 01578 - Control of Ground Water and Surface
Water.
3. No additional payment will be made for performing Critical Location
exploratory excavation. Include cost for unit price for work requiring
critical location.
4. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 DEFINITIONS
A. Pipe Foundation: Suitable and stable native soils that are exposed at trench
subgrade after excavation to depth of bottom of bedding as shown on
Drawings, or foundation backfill material placed and compacted in over-
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excavations.
B. Pipe Bedding: Portion of trench backfill that extends vertically from top of
foundation up to level line at bottom of pipe, and horizontally from one
trench sidewall to opposite sidewall.
C. Haunching: Material placed on either side of pipe from top of bedding up to
springline of pipe and horizontally from one trench sidewall to opposite
sidewall.
D. Initial Backfill: Portion of trench backfill that extends vertically from springline
of pipe (top of haunching) up to level line 12-inch above top of pipe, and
horizontally from one trench sidewall to opposite sidewall.
E. Pipe Embedment: Portion of trench backfill that consists of bedding,
haunching and initial backfill.
F. Trench Zone: Portion of trench backfill that extends vertically from top of
pipe embedment up to pavement subgrade or up to final grade when not
beneath pavement.
G. Unsuitable Material: Unsuitable soil materials are the following:
1. Materials that are classified as ML, CL-ML, MH, PT, OH, and OL
according to ASTM D 2487.
2. Materials that cannot be compacted to required density due to
gradation, plasticity, or moisture content.
3. Materials that contain large clods, aggregates, stones greater than
4-inch in any dimension, debris, vegetation, waste or any other
deleterious materials.
4. Materials that are contaminated with hydrocarbons or other chemical
contaminants.
H. Suitable Material: Suitable soil materials are those meeting specification
requirements. Materials mixed with lime or cement that can be compacted
to required density and meeting requirements for suitable materials may be
considered suitable materials, unless otherwise indicated.
I. Backfill: Suitable material meeting specified quality requirements placed
and compacted under controlled conditions.
J. Ground Water Control Systems: Installations external to trench, such as
well points, educators, or deep wells. Ground water control includes
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dewatering to lower ground water, intercepting seepage which would
otherwise emerge from side or bottom of trench excavation, and
depressurization to prevent failure or heaving of excavation bottom. Refer
to Section 01578 - Control of Ground Water and Surface Water.
K. Surface Water Control: Diversion and drainage of surface water runoff and
rain water away from trench excavation. Rain water and surface water
accidentally entering trench shall be controlled and removed as part of
excavation drainage.
L. Excavation Drainage: Removal of surface and seepage water in trench by
sump pumping and using drainage layer, as defined in ASTM D 2321,
placed on foundation beneath pipe bedding or thickened bedding layer of
Class I material.
M. Trench Conditions are defined with regard to stability of trench bottom and
trench walls of pipe embedment zone. Maintain trench conditions that
provide for effective placement and compaction of embedment material
directly on or against undisturbed soils or foundation backfill, except where
structural trench support is necessary.
1. Dry Stable Trench: Stable and substantially dry trench conditions
exist in pipe embedment zone as result of typically dry soils or
achieved by ground water control (dewatering or depressurization)
for trenches extending below ground water level.
2. Stable Trench with Seepage: Stable trench in which ground water
seepage is controlled by excavation drainage.
a. Stable Trench with Seepage in Clayey Soils: Excavation
drainage is provided in lieu of or to supplement ground water
control systems to control seepage and provide stable trench
subgrade in predominately clayey soils prior to bedding
placement.
b. Stable Wet Trench in Sandy Soils: Excavation drainage is
provided in embedment zone in combination with ground
water control in predominately sandy or silty soils.
3. Unstable Trench: Unstable trench conditions exist in pipe
embedment zone if ground water inflow or high water content causes
soil disturbances, such as sloughing, sliding, boiling, heaving or loss
of density.
N. Sub-trench: Sub-trench is special case of benched excavation. Sub-trench
excavation below trench shields or shoring installations may be used to
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allow placement and compaction of foundation or embedment materials
directly against undisturbed soils. Depth of sub-trench depends upon trench
stability and safety as determined by Contractor.
O. Trench Dam: Placement of low permeability material in pipe embedment
zone or foundation to prohibit ground water flow along trench.
P. Over-excavation and Backfill: Excavation of subgrade soils with
unsatisfactory bearing capacity or composed of otherwise unsuitable
materials below top of foundation as shown on Drawings, and backfilled with
foundation backfill material.
Q. Foundation Backfill Materials: Natural soil or manufactured aggregate of
controlled gradation, and geotextile filter fabrics as required, to control
drainage and material separation. Foundation backfill material is placed and
compacted as backfill to provide stable support for bedding. Foundation
backfill materials may include concrete seal slabs.
R. Trench Safety Systems include both protective systems and shoring
systems as defined in Section 02260 - Trench Safety Systems.
S. Trench Shield (Trench Box): Portable worker safety structure moved along
trench as work proceeds, used as protective system and designed to
withstand forces imposed on it by cave- in, thereby protecting persons
within trench. Trench shields may be stacked if so designed or placed in
series depending on depth and length of excavation to be protected.
T. Shoring System: Structure that supports sides of an excavation to maintain
stable soil conditions and prevent cave-ins, or to prevent movement of
ground affecting adjacent installations or improvements.
U. Special Shoring: Shoring system meeting special shoring as specified in
Paragraph 1.08, Special Shoring Design Requirements, for locations
identified on Drawings.
1.04 REFERENCES
A. ASTM C 12 - Standard Practice for Installing Vitrified Clay Pipe Lines.
B. ASTM D 558 - Standard Test Methods for Moisture-Density Relations of
Soil Cement Mixtures.
C. ASTM D 698 - Standard Test Method for Laboratory Compaction
Characteristics of Soil Using Standard Effort (12,400 ft-lb/ft).
D. ASTM D 1556 - Standard Test Method for Density and Unit Weight of Soil
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in Place by Sand-Cone Method.
E. ASTM D 2321 - Standard Practice for Underground Installation of
Thermoplastic Pipe for Sewers and Other Gravity Flow Applications.
F. ASTM D 2487 - Standard Classification of Soils for Engineering Purposes.
G. ASTM D 2922 - Standard Test Methods for Density of Soil and Soil-
Aggregate in Place by Nuclear Methods (Shallow Depth).
H. ASTM D 3017 - Standard Test Method for Water Content of Soil and Rock
in Place by Nuclear Methods (Shallow Depth).
I. ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils.
J. TxDOT Tex-101-E - Preparing Soil and Flexible Base Materials for Testing.
K. TxDOT Tex-110-E - Particle Size Analysis of Soils.
L. Federal Regulations, 29 CFR Part 1926, Standards-Excavation,
Occupational Safety and Health Administration (OSHA).
1.05 SCHEDULING
A. Schedule work so that pipe embedment can be completed on same day that
acceptable foundation has been achieved for each section of pipe
installation, manhole, or other structures.
1.06 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit planned typical method of excavation, backfill placement and
compaction including:
1. Trench widths.
2. Procedures for foundation and pipe zone bedding placement, and
trench backfill compaction.
3. Procedures for assuring compaction against undisturbed soil when
pre-manufactured trench safety systems are proposed.
C. Submit backfill material sources and product quality information in
accordance with requirements of Section 02320 - Utility Backfill Materials.
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D. Submit trench excavation safety program in accordance with requirements
of Section 02260 - Trench Safety System. Include designs for special
shoring meeting requirements defined in Paragraph 1.08, Special Shoring
Design Requirements contained herein.
E. Submit record of location of utilities as installed, referenced to survey control
points. Include locations of utilities encountered or rerouted. Give stations,
horizontal dimensions, elevations, inverts, and gradients.
F. Submit 11-inch by 17-inch or 12-inch by 18-inch copy of Drawing with
plotted utility or obstruction location titled "Critical Location Report" to Public
Works.
1.07 TESTS
A. Testing and analysis of backfill materials for soil classification and
compaction during construction will be performed by an independent
laboratory provided in accordance with requirements of Section 01454 -
Testing Laboratory Services and as specified in this Section.
B. Perform backfill material source qualification testing in accordance with
requirements of Section 02320- Utility Backfill Materials.
1.08 SPECIAL SHORING DESIGN REQUIREMENTS
A. Have special shoring designed or selected by Contractor's Professional
Engineer to provide support for sides of excavations, including soils and
hydrostatic ground water pressures as applicable, and to prevent ground
movements affecting adjacent installations or improvements such as
structures, pavements and utilities. Special shoring may be a pre-
manufactured system selected by Contractor's Professional Engineer to
meet project site requirements based on manufacturer's standard design.
PART 2 PRODUCTS
2.01 EQUIPMENT
A. Perform excavation with hydraulic excavator or other equipment suitable for
achieving requirements of this Section.
B. Use only hand-operated tamping equipment until minimum cover of 12-inch
is obtained over pipes, conduits, and ducts. Do not use heavy compacting
equipment until adequate cover is attained to prevent damage to pipes,
conduits, or ducts.
C. Use trench shields or other protective systems or shoring systems which
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are designed and operated to achieve placement and compaction of backfill
directly against undisturbed native soil.
D. Use special shoring systems where required which may consist of braced
sheeting, braced soldier piles and lagging, slide rail systems, or other
systems meeting requirements as specified in Paragraph 1.08, Special
Shoring Design Requirements.
2.02 MATERIAL CLASSIFICATIONS
A. Embedment and Trench Zone Backfill Materials: Conform to classifications
and product descriptions of Section 02320 - Utility Backfill Materials.
B. Concrete Backfill: Conform to requirements for Class B concrete as
specified in Section 03315 - Concrete for Utility Construction.
C. Geotextile (Filter Fabric): Conform to requirements of Section 02621-
Geotextile.
D. Concrete for Trench Dams: Concrete backfill or 3 sack premixed (bag)
concrete.
E. Timber Shoring Left in Place: Untreated oak.
PART 3 EXECUTION
3.01 STANDARD PRACTICE
A. Install flexible pipe, including "semi-rigid" pipe, to conform to standard
practice described in ASTM D 2321, and as described in this Section.
Where an apparent conflict occurs between standard practice and
requirements of this Section, this Section governs.
B. Install rigid pipe to conform to standard practice described in ASTM C 12,
and as described in this Section. Where an apparent conflict occurs
between standard practice and requirements of this Section, this Section
governs.
C. Classification of material will be determined by Public Works.
3.02 PREPARATION
A. Establish traffic control to conform to requirements of Section 01555 - Traffic
Control and Regulation. Maintain barricades and warning lights for streets
and intersections affected by work, and are considered hazardous to traffic
movements.
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B. Perform work to conform to applicable safety standards and regulations.
Employ trench safety system as specified in Section 02260 - Trench Safety
Systems.
C. Immediately notify agency or company owning any existing utility line which
is damaged, broken, or disturbed. Obtain approval from Public Works and
agency for any repairs or relocations, either temporary or permanent.
D. Remove existing pavements and structures, including sidewalks and
driveways, to conform to requirements of Section 02221 - Removing
Existing Pavements and Structures, as applicable.
E. Install and operate necessary dewatering and surface-water control
measures to conform to Section 01578 - Control of Ground Water and
Surface Water. Provide stable trench to allow installation in accordance with
Specifications.
F. Maintain permanent benchmarks, monumentation, and other reference
points. Unless otherwise directed in writing, replace those which are
damaged or destroyed.
3.03 CRITICAL LOCATION INVESTIGATION
A. Horizontal and vertical location of various underground lines shown on
Drawings, including but not limited to water lines, gas lines, storm sewers,
sanitary sewers, telecommunication lines, electric lines or power ducts,
pipelines, concrete and debris, are based on best information available but
are only approximate locations. At Critical Locations shown on Drawings,
field verify horizontal and vertical locations of such lines within zone 2-foot
vertically and 4-foot horizontally of proposed work.
1. Verify location of existing utilities minimum of 7 working days in
advance of pipe laying activities based on daily pipe laying rate. Use
extreme caution and care when uncovering these lines.
2. Notify Public Works in writing immediately upon identification of
obstruction. In event of failure to identify obstruction in minimum of 7
days, Contractor will not be entitled to extra cost for downtime
including, but not limited to, payroll, equipment, overhead,
demobilization and remobilization, until 7 days has passed from time
Public Works is notified of obstruction.
B. Notify involved utility companies of date and time that investigation
excavation will occur and request that their respective utility lines be marked
in field. Comply with utility or pipeline company requirements that their
representative be present during excavation. Provide Public Works with 48
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hours notice prior to field excavation or related work.
C. Survey vertical and horizontal locations of obstructions relative to project
baseline and datum and plot on 12-inch by 18-inch copy of Drawings. For
large diameter water lines, submit to Public Works for approval, horizontal
and vertical alignment dimensions for connections to existing lines, tied into
project baseline, signed and sealed by R.P.L.S.
3.04 PROTECTION
A. Protect trees, shrubs, lawns, existing structures, and other permanent
objects outside of grading limits and within grading limits as designated on
Drawings, and in accordance with requirements of Section 01562 - Tree
and Plant Protection.
B. Protect and support above-grade and below-grade utilities which are to
remain.
C. Restore damaged permanent facilities to pre-construction conditions unless
replacement or abandonment of facilities is indicated on Drawings.
D. Take measures to minimize erosion of trenches. Do not allow water to pond
in trenches. Where slides, washouts, settlements, or areas with loss of
density or pavement failures or potholes occur, repair, recompact, and pave
those areas at no additional cost to the City.
3.05 EXCAVATION
A. Except as otherwise specified or shown on Drawings, install underground
utilities in open cut trenches with vertical sides.
B. Perform excavation work so that pipe, conduit, and ducts can be installed
to depths and alignments shown on Drawings. Avoid disturbing surrounding
ground and existing facilities and improvements.
C. Determine trench excavation widths using following schedule as related to
pipe outside diameter (O.D.).
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Nominal
Pipe Size, Inches
Minimum Trench
Width, Inches
Less than 18 O.D. + 12
18 to 30 O.D. + 24
36 to 42 O.D. + 36
Greater than 42 O.D. + 48
D. Use sufficient trench width or benches above embedment zone for
installation of well point headers or manifolds and pumps where depth of
trench makes it uneconomical or impractical to pump from surface elevation.
Provide sufficient space between shoring cross braces to permit equipment
operations and handling of forms, pipe, embedment and backfill, and other
materials.
E. Upon discovery of unknown utilities, badly deteriorated utilities not
designated for removal, or concealed conditions, discontinue work at that
location. Notify Public Works and obtain instructions before proceeding.
F. Shoring of Trench Walls.
1. Install Special Shoring in advance of trench excavation or
simultaneously with trench excavation, so that soils within full height
of trench excavation walls will remain laterally supported at all times.
2. For all types of shoring, support trench walls in pipe embedment
zone throughout installation. Provide trench wall supports sufficiently
tight to prevent washing trench wall soil out from behind trench wall
support.
3. Leave sheeting driven into or below pipe embedment zone in place
to preclude loss of support of foundation and embedment materials,
unless otherwise directed by Public Works. Leave rangers, walers,
and braces in place as long as required to support sheeting, which
has been cut off, and trench wall in vicinity of pipe zone.
4. Employ special methods for maintaining integrity of embedment or
foundation material. Before moving supports, place and compact
embedment to sufficient depths to provide protection of pipe and
stability of trench walls. As supports are moved, finish placing and
compacting embedment.
5. If sheeting or other shoring is used below top of pipe embedment
zone, do not disturb pipe foundation and embedment materials by
subsequent removal. Maximum thickness of removable sheeting
extending into embedment zone shall be equivalent of 1-inch thick
steel plate. As sheeting is removed, fill in voids left with grouting
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material.
G. Use of Trench Shields. When trench shield (trench box) is used as worker
safety device, the following requirements apply:
1. Make trench excavations of sufficient width to allow shield to be lifted
or pulled freely, without damage to trench sidewalls.
2. Move trench shields so that pipe, and backfill materials, after
placement and compaction, are not damaged nor disturbed, nor
degree of compaction reduced. Re-compact after shield is moved if
soil is disturbed.
3. When required, place, spread, and compact pipe foundation and
bedding materials beneath shield. For backfill above bedding, lift
shield as each layer of backfill is placed and spread. Place and
compact backfill materials against undisturbed trench walls and
foundation.
4. Maintain trench shield in position to allow sampling and testing to be
performed in safe manner.
5. Conform to applicable Government regulations.
H. Voids under paving area outside shield caused by Contractor's work will
require removal of pavement, consolidation and replacement of pavement
in accordance with Contract Documents. Repair damage resulting from
failure to provide adequate supports.
I. Place sand or soil behind shoring or trench shield to prevent soil outside
shoring from collapsing and causing voids under pavement. Immediately
pack suitable material in outside voids following excavation to avoid caving
of trench walls.
J. Coordinate excavation within 15 feet of pipeline with company's
representative. Support pipeline with methods agreed to by Pipeline
Company’s representative. Use small, rubber- tired excavator, such as
backhoe, to do exploratory excavation. Bucket that is used to dig in close
proximity to pipelines shall not have teeth or shall have guard installed over
teeth to approximate bucket without teeth. Excavate by hand within 1-foot
of Pipeline Company’s line. Do not use larger excavation equipment than
normally used to dig trench in vicinity of pipeline until pipelines have been
uncovered and fully exposed. Do not place large excavation and hauling
equipment directly over pipelines unless approved by Pipeline Company’s
representative.
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K. When, during excavation to uncover pipeline company's pipelines, screwed
collar or an oxy- acetylene weld is exposed, immediately notify Public
Works. Provide supports for collar or welds. Discuss with Pipeline
Company’s representative and determine methods of supporting collar or
weld during excavation and later backfilling operations. When collar is
exposed, request Pipeline Company to provide welder in a timely manner
to weld ends of collar prior to backfilling of excavation.
3.06 HANDLING EXCAVATED MATERIALS
A. Use only excavated materials, which are suitable as defined in this Section
and conforming to Section 02320 - Utility Backfill Materials. Place material
suitable for backfilling in stockpiles at distance from trench to prevent slides
or cave-ins.
B. When required, provide additional backfill material conforming to
requirements of Section 02320 - Utility Backfill Materials.
C. Do not place stockpiles of excess excavated materials on streets and
adjacent properties. Protect backfill material to be used on site. Maintain
site conditions in accordance with Section 01504 - Temporary Facilities and
Controls. Excavate trench so that pipe is centered in trench. Do not obstruct
sight distance for vehicles utilizing roadway or detours with stockpiled
materials.
3.07 TRENCH FOUNDATION
A. Excavate bottom of trench to uniform grade to achieve stable trench
conditions and satisfactory compaction of foundation or bedding materials.
B. When wet soil is encountered on trench bottom and dewatering system is
not required, overexcavate an additional 6-inch with approval by Public
Works. Place non-woven geotextile fabric and then compact 12-inch of
crushed stone in one lift on top of fabric. Compact crushed stone with four
passes of vibratory-type compaction equipment.
C. Perform over excavation, if directed by Public Works, in accordance with
Paragraph 3.07B above. Removal of unstable or unsuitable material may
be required if approved by Public Works;
1. Even though Contractor has not determined material to be
unsuitable, or
2. If unstable trench bottom is encountered and an adequate ground
water control system is installed and operating according to Section
01578 - Control of Ground Water and Surface Water.
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-13
March 31, 2011
D. Place trench dams in Class I foundations in line segments longer than 100-
foot between manholes and not less than one in every 500-foot of pipe
placed. Install additional dams as needed to achieve workable construction
conditions. Do not place trench dams closer than 5-foot from manholes.
3.08 PIPE EMBEDMENT, PLACEMENT, AND COMPACTION
A. Remove loose, sloughing, caving, or otherwise unsuitable soil from bottoms
and sidewalls of trenches immediately prior to placement of embedment
materials.
B. Place embedment including bedding, haunching, and initial backfill as
shown on Drawings.
C. For pipe installation, manually spread embedment materials around pipe to
provide uniform bearing and side support when compacted. Protect flexible
pipe from damage during placing of pipe zone bedding material. Perform
placement and compaction directly against undisturbed soils in trench
sidewalls, or against sheeting which is to remain in place.
D. Do not place trench shields or shoring within height of embedment zone
unless means to maintain density of compacted embedment material are
used. If moveable supports are used in embedment zone, lift supports
incrementally to allow placement and compaction of material against
undisturbed soil.
E. Place geotextile to prevent particle migration from in-situ soil into open-
graded (Class I) embedment materials or drainage layers.
F. Do not damage coatings or wrappings of pipes during backfilling and
compacting operations. When embedding coated or wrapped pipes, do not
use crushed stone or other sharp, angular aggregates.
G. Place haunching material manually around pipe and compact it to provide
uniform bearing and side support. If necessary, hold small-diameter or
lightweight pipe in place during compaction of haunch areas and placement
beside pipe with sand bags or other suitable means.
H. Place electrical conduit, if used, directly on foundation without
bedding.
I. Shovel in-place and compact embedment material using pneumatic
tampers in restricted areas, and vibratory-plate compactors or engine-
powered jumping jacks in unrestricted areas. Compact each lift before
proceeding with placement of next lift. Water tamping is not allowed.
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-14
March 31, 2011
J. Use bedding material as detailed below and as specified in Section 02320
- Utility Backfill Material.
1. Water line installation: Class I, and II Embedment Materials as
specified in Section 02320 - Utility Backfill Material. The City requires
water and sewer utilities to be encased a minimum of six (6") inches
from the outside diameter of pipe.
a. Maximum 6-inch compacted lift thickness.
b. Compact to achieve minimum of 80 percent of maximum dry
density as determined according to ASTM D 698. Avoid
damaging pipe.
c. Moisture content as determined by Contractor for effective
compaction without softening soil of trench bottom, foundation
or trench walls.
2. Sewer line installation: Class I Embedment Materials. The City
requires water and sewer utilities to be encased a minimum of six
(6") inches of the pipes outside diameter.
a. Maximum 6-inch compacted lift thickness.
b. Systematic compaction by at least two passes of vibrating
equipment. Increase compaction effort as necessary to
effectively embed pipe to meet deflection test criteria.
c. Moisture content as determined by Contractor for effective
compaction without softening soil of trench bottom, foundation
or trench walls.
3. Storm sewer installation: Class II Embedment or Cement Stabilized
Sand.
a. Maximum 6-inch compacted thickness.
b. Compact to achieve minimum of 80 percent of maximum dry
density as determined according to ASTM D 698. Avoid
damaging pipe.
c. Moisture content as determined by Contractor for effective
compaction without softening soil of trench bottom, foundation
or trench walls. Moisture content of cement stabilized sands
on dry side of optimum as determined according to ASTM D
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-15
March 31, 2011
558 but sufficient for effective hydration.
K. Place trench dams in Class I embedment in line segments longer than 100-
foot between manholes, and not less than one in every 500-foot of pipe
placed. Install additional dams as needed to achieve workable construction
conditions. Do not place trench dams closer than 5-foot from manholes.
3.09 TRENCH ZONE BACKFILL PLACEMENT AND COMPACTION
A. Place backfill for pipe or conduits and restore surface as soon as
practicable. Leave only minimum length of trench open as necessary for
construction.
B. In unpaved areas, backfill trench zone, including auger pits, intermediate
and site pits, with native material from trench, Class III material, Select
Backfill, or random backfill material as specified in Section 02320 - Utility
Backfill materials.
1. Place trench zone backfill in lifts and compact. Fully compact each
lift before placement of next lift. Maximum 12-inch compacted lift
thickness.
2. Compact by vibratory equipment to minimum of 90 percent of
maximum dry density determined according to ASTM D 698.
3. Moisture content within zero percent to +5 percent of optimum
determined according to ASTM D 698, unless otherwise approved
by Public Works
C. For trench zone backfill of in paved areas and to within 1-foot back of curb,
use material excavated from trench that meets the requirements of Select
Backfill, Select Backfill, or flexible base material, as specified in Section
02320 - Utility Backfill materials. The use of flowable fill may be required in
areas subjected to traffic, per Drawings and Section 02320 – Utility Backfill
Materials.
1. Place trench zone backfill in lifts and compact. Fully compact each
lift before placement of next lift. Place in maximum 8-inch loose
layers.
2. Compaction by equipment providing tamping or kneading impact to
minimum of 95 percent of maximum dry density determined
according to ASTM D 698.
3. Moisture content within 2 percent below or 5 percent above optimum
determined according to ASTM D 698, unless approved by Public
Works.
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-16
March 31, 2011
D. Cement-Stabilized Sand may be used as trench zone back fill under paved
areas.
1. Maximum lift thickness determined by Contractor to achieve uniform
placement and required compaction, but do not exceed 12-inch
Refer to Section 02321.
2. Compact by vibratory equipment to minimum of 95 percent of
maximum dry density determined according to ASTM D 558.
3. Moisture content on dry side of optimum determined according to
ASTM D 558 but sufficient for cement hydration.
E. Fat Clay (CH)
1. Fat clays (CH) may be used as trench zone backfill outside paved
areas at Contractor's option. When required density is not achieved,
at any additional cost to City, rework, dry out, use lime stabilization
or other approved methods to achieve compaction requirements, or
use different suitable material.
2. Maximum 9-inch compacted lift thickness for clayey soils and
maximum 12-inch lift thickness for granular soils.
3. Compact to minimum of 95 percent of maximum dry density
determined according to ASTM D 698. Moisture content as
necessary to achieve density.
F. Where damage to completed pipe installation work is likely to result from
withdrawal of sheeting, leave sheeting in place. Cut off sheeting 1.5-foot or
more above crown of pipe. Remove trench supports within 5-foot from
ground surface.
G. For electric conduits, remove form work used for construction of conduits
before placing trench zone backfill.
3.10 MANHOLES, JUNCTION BOXES AND OTHER PIPELINE STRUCTURES
A. Meet requirements of adjoining utility installations for backfill of pipeline
structures, as shown on Drawings.
B. Below paved areas, encapsulate manhole with cement stabilized sand or
flowable fill; minimum of 1-foot below base, minimum 1-foot around walls,
up to within 12-inch of pavement subgrade. Compact in accordance with
Paragraph 3.10.D of this Section
C. In unpaved areas, use Select Backfill, or flexible base material, for backfill.
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-17
March 31, 2011
Existing material that qualifies as select material may be used, unless
indicated otherwise on Drawings. Deposit backfill in uniform layers and
compact each layer as specified. Maintain backfill material at no less than
2 percent below nor more than 5 percent above optimum moisture content,
unless otherwise approved by Public Works. Place fill material in uniform 8-
inch maximum loose layers. Compact fill to at least 95 percent of maximum
Standard Proctor Density according to ASTM D 698.
3.11 FIELD QUALITY CONTROL
A. Test for material source qualifications as defined in Section 02320 - Utility
Backfill Materials.
B. Provide excavation and trench safety systems at locations and to depths
required for testing and retesting during construction at no additional cost
to City.
C. Tests will be performed on minimum of three different samples of each
material type for plasticity characteristics, in accordance with ASTM D 4318,
and for gradation characteristics, in accordance with Tex-101-E and Tex-
110-E. Additional classification tests will be performed whenever there is
noticeable change in material gradation or plasticity, or when requested by
Public Works.
D. At least three tests for moisture-density relationships will be performed
initially for backfill materials in accordance with ASTM D 698, and for
cement- stabilized sand in accordance with ASTM D 558. Perform
additional moisture-density relationship tests once a month or whenever
there is noticeable change in material gradation or plasticity.
E. In-place density tests of compacted pipe foundation, embedment and trench
zone backfill soil materials will be performed according to ASTM D 698, or
ASTM D 2922 and ASTM D 3017, and at following frequencies and
conditions.
1. For open cut construction projects and auger pits: Unless otherwise
approved by Public Works, successful compaction to be measured
by one test per 400-foot measured along pipe.
2. A minimum of three density tests for each full shift of work.
3. Density tests will be distributed among placement areas. Placement
areas are: foundation, bedding, haunching, initial backfill and trench
zone.
4. The number of tests will be increased if inspection determines that
CITY OF SCHERTZ EXCAVATION AND
STANDARD SPECIFICATION BACKFILL FOR UTILITIES
02317-18
March 31, 2011
soil type or moisture content are not uniform or if compacting effort is
variable and not considered sufficient to attain uniform density, as
specified.
5. Density tests may be performed at various depths below fill surface
by pit excavation. Material in previously placed lifts may therefore be
subject to acceptance/rejection.
6. Two verification tests will be performed adjacent to in-place tests
showing density less than acceptance criteria. Placement will be
rejected unless both verification tests show acceptable results.
7. Recompacted placement will be retested at same frequency as first
test series, including verification tests.
8. Identify elevation of test with respect to natural ground or pavement.
F. Recondition, recompact, and retest at Contractor's expense if tests indicate
work does not meet specified compaction requirements. For hardened soil
cement with nonconforming density, core and test for compressive strength
at Contractor's expense.
G. Acceptability of crushed rock compaction will be determined by inspection.
3.12 DISPOSAL OF EXCESS MATERIAL
A. Dispose of excess materials in accordance with requirements of Section
01576 – Waste Material Disposal.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION FIRE HYDRANTS
02520-1
June 23, 2017
SECTION 02520
FIRE HYDRANTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Fire hydrants.
B. Adjustment of fire hydrants and gate valves.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment is on a unit price basis for each fire hydrant assembly,
including 6-In. gate valve and box, lead, pavement marker, installed
regardless of barrel depth.
2. No separate payment will be made for fire hydrant branches
(leads). Include cost in unit price for assembly.
3. Payment for salvaged fire hydrants is on unit price basis for each
fire hydrant removed and returned to the City's Maintenance yard.
4. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is a Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. AWWA C502-05 Standard (ANSI/AWWA C502-05) or latest revision.
B. National Fire Protection Association (NFPA) 2003, Standard for Fire Hose
Connections.
B. AWWA C 550 - Standard for Protective Epoxy Interior Coatings for Valves
and Hydrants
C. SSPC SP2 - Hand Tool Cleaning
D. SSPC SP3 - Power Tool Cleaning
CITY OF SCHERTZ
STANDARD SPECIFICATION FIRE HYDRANTS
02520-2
June 23, 2017
E. SSPC SP10 - Near-White Blast Cleaning
F. SSPC SP11 - Power Tool Cleaning to Bare Metal
G. SSPC Paint Spec No.21
H. SSPC-Paint 21 - White or Colored Silicone Alkyd Paint
I. SSPC-Paint 25 - Zinc Oxide, Alkyd, Linseed Oil Primer for Use Over Hand
Cleaned Steel, Type I and Type II
J. SSPC-Paint 104 - White or Tinted Alkyd Paint
K. Federal Standard A-A-2962A - Enamel, Alkyd, Solvent Based Low VOC
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit name of hydrant manufacturer, type of bonnet paint, and
engineering control drawing number for hydrant proposed for use.
PART 2 PRODUCTS
2.01 HYDRANTS
A. Provide approved fire hydrants conforming to AWWA C 502 Standards, with
a 5 ¼” main valve opening nominal diameter. Approved manufacturers are:
Mueller, Kennedy, Clow and East Jordan,
B. The Public Works may, at any time prior to or during installation of hydrants,
randomly select furnished hydrant for disassembly and laboratory
inspection, at the City’s expense, to verify compliance with Specifications.
When hydrant is found to be non-compliant, replace, at Contractor's
expense, with hydrants that comply with Specifications.
C. Provide lower hydrant barrel fabricated from Ductile Iron Pipe as single
piece, connected to upper hydrant barrel by means of joint coupling that will
provide three hundred sixty degree (360) rotation of upper barrel.
D. Five (5-1/4") steamer outlet, NST, and two (2-1/2") outlets
E. Design working pressure of 200 psi and a test pressure of 400 psi.
F Traffic Feature shall have replaceable breakaway ferrous metal stem
coupling held to stem by readily removable type 302 or 304 stainless steel
fastenings. Breakaway flange or frangible lugs shall be designed to assure
CITY OF SCHERTZ
STANDARD SPECIFICATION FIRE HYDRANTS
02520-3
June 23, 2017
aboveground break. Breakaway or frangible bolts will not be acceptable.
G. Fire hydrant nozzle cap chains shall be required and shall be attached
permanently to the fire hydrant as stipulated in AWWA C502.
2.02 LEADS
A. Branches (Leads): Conform to requirements of Section 02501 - Ductile Iron
Pipe and Fittings, Section 02502 - Steel Pipe and Fittings, and Section
02506 - Polyvinyl Chloride Pipe.
2.03 HYDRANT PAINTING
A. New hydrants and refurbished hydrants shall be shop coated as specified
herein.
B. Exterior above traffic flange (Including Bolts & Nuts).
1. Surface preparation to be in accordance with SSPC-SP 10 (MACE
2) near white blast cleaned surface.
2. Coat with three coat alkyd/silicone alkyd system with total dry film
thickness (DFT) of 6-9 mils as follows:
a. Prime Coat - Oil modified alkyd primer, to be in general
conformance with SSPC Paint Specification No. 25. Total
dry film thickness (DFT) 2-3 mils.
b. Intermediate Coat - Heavy Duty Industrial Alkyd Enamel to
be in general conformance with SSPC Paint Specification
No. 104, and Federal Standard A-A-2962A. Total dry film
thickness (DFT) of 2-3 mils.
c. Finish Coat - Silicone Alkyd Resin Enamel to be in general
conformance with SSPC Paint Specification No. 21. Total
dry film thickness (DFT) to be 2-3 mils. Exception - hydrant
bonnet shall not be finished shop coated, only intermediate
coated. Install color coded finish coating of bonnet in field.
d. Bonnet Paint - Field apply finish coat of Silicone Alkyd Resin
Enamel to be in general conformance with SSPC Paint
Specification No. 21. Dry film thickness of 2-3 mils. Bonnet
colors are to be as specified in Paragraph 3.01 to designate
the appropriate size of water supply line.
3. Colors –
CITY OF SCHERTZ
STANDARD SPECIFICATION FIRE HYDRANTS
02520-4
June 23, 2017
Primer: Manufacturers standard color.
Intermediate coat: Contrasting color to red finish, such as white.
Finish coat of hydrant body: RED
Connection caps and Bonnets: Finished coat white.
C. Field Maintenance Painting (Exterior Above Traffic Flange)
1. Surface Preparation to be in accordance with SSPC - SP2, Hand
Tool Cleaning, or SSPC - SP3, Power Tool Cleaning, depending on
condition of existing paint and extent of corrosion. It is not
necessary to remove tightly adhered mill scale, rust, and paint. Mill
scale, rust and paint are considered tightly adherent when they
cannot be removed with dull putty knife. In some severe cases
where it is necessary to remove majority of existing paint, surface
should be cleaned in accordance with SSPC -SP11, Power Tool
Cleaning to Bare Metal.
2. When surface is cleaned to bare metal (SSPC - SP11), coat
hydrant with three coat Alkyd/Silicone Alkyd system in accordance
with Paragraph 2.03.B.2 as for new hydrants. When surface is
cleaned to SSPC - SP2 or SSPC - SP3, coat hydrant with Silicone
Alkyd Resin Enamel in general conformance with SSPC Paint
Specification No. 21. Total dry film thickness of 3-6 mils.
D. Exterior Below Traffic Flange
1. Surface preparation in accordance with SSPC- SP10 (MACE 2)
Near White Blast Cleaned Surface.
2. Primer and intermediate coat: coal tar epoxy in general
conformance with SSPC Paint Specification No. 16. Apply two (2)
coats with dry film thickness (DFT) of 8-10 mils each for total DFT
of 16-20 mils.
3. Finish coat: Water based vinyl acrylic mastic. Apply one coat with
dry film thickness of 6-8 mils. Color of finish coat to be same as
finish coat for exterior above traffic flange, i.e., blue. (Acro 555
Crystal Blue, or equivalent.)
E. Interior Surfaces Above and Below Water Line Valve
1. Material used for internal coating of hydrant interior ferrous
surfaces below water line valve must be NSF 61 certified.
2. Coating shall be liquid or powder epoxy system in accordance with
AWWA Standard C - 550 (latest revision). Coating may be applied
CITY OF SCHERTZ
STANDARD SPECIFICATION FIRE HYDRANTS
02520-5
June 23, 2017
in two or three coats, according to manufacturer's
recommendations, for total dry film thickness of 12-18 mils.
PART 3 EXECUTION
3.01 INSTALLATION
A. Set fire hydrant plumb and brace at locations and grades as shown on
Drawings. When barrel of hydrant passes through concrete slab, place 1-In.
thick piece of standard sidewalk expansion joint material around section of
barrel passing through concrete.
B. Locate nozzle center line minimum 18-In. above finish grade, facing street.
Set so that no portion of the pumper or hose nozzle cap will be less than 24
inches nor more than 7'-0" from the face of the curb and the bury line on the
barrel shall be level with the top of the curb. It is also intended that no
portion of the hydrant or nozzle cap shall be within 6-inches of the sidewalk.
C. A blue Type II reflector pavement marker, conforming to Section 02764
Raised Pavement Markers, shall be placed 2 to 3 feet (0.6 to 0.9 meters)
offset from the centerline of paved streets, on the side of and in line with, all
newly installed fire hydrants.
D. The bowl of each hydrant shall be securely braced against undisturbed
earth at the end of the trench with concrete thrust blocking. Do not cover
drain ports when placing concrete thrust block.
E. Obtain Public Works approval in writing prior to installation of hydrants
which require changes in bury depth due to obstructions not shown on
Drawings. Unit price adjustments will not be allowed for changes in water
line flow line or fire hydrant barrel length caused by obstructions.
F. Plug branch lines to valves and fire hydrants shown on Drawings to be
removed. Deliver fire hydrants designated for salvage to nearest Utility
Maintenance Facility.
G. Install branches (leads) in accordance with Section 02511 - Water Lines.
H. Coating Requirements:
1. Apply coatings in strict accordance with manufacturer's
recommendations. No requirements of this specification shall
cancel or supersede written directions and recommendations of
specific manufacturer so as to jeopardize integrity of applied
system.
2. Furnish affidavit of compliance that coatings furnished complies
CITY OF SCHERTZ
STANDARD SPECIFICATION FIRE HYDRANTS
02520-6
June 23, 2017
with requirements of this specification and referenced standards, as
applicable.
I. Remove and dispose of unsuitable materials and debris in accordance with
requirements of Section 01576 - Waste Material Disposal.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION GATE VALVES
02521-1
March 31, 2011
SECTION 02521
GATE VALVES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Gate valves.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for gate valves through 16-In. in diameter is on a unit
price basis. Unit price includes cost of required valve box and
riser for gate valves.
2. Payment for 2-In. blow-off valve with valve box and riser is
on a unit price basis for each installation.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM A 307 - Standard Specification for Carbon Steel Bolts and Studs,
60,000 psi Tensile.
B. ASTM B 62 - Standard Specification for Composition Bronze or Ounce
Metal Casting.
C. ASTM D 429 - Standard Test Methods for Rubber Property-Adhesion to
Rigid Substrates.
D. ASTM B 763 - Standard Specification for Copper Alloy Sand Casting for
Valve Application.
E. AWWA C 500 - Standard for Metal-Seated Gate Valves for Water Supply
Service.
F. AWWA C 509 - Standard for Resilient-Seated Gate Valves for Water Supply
CITY OF SCHERTZ
STANDARD SPECIFICATION GATE VALVES
02521-2
March 31, 2011
Service.
G. AWWA C 515- Standard for Reduced Wall, Resilient- Seated Gate Valves
for Water Supply Service.
H. AWWA C 550 - Standard for Protective Epoxy Interior Coatings for Valves
and Hydrants.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's product data for proposed valves for approval.
1.05 QUALITY CONTROL
A. Submit manufacturer's affidavit that gate valves are manufactured in the
United States and conform to stated requirements of AWWA C 500,
AWWA C 509, AWWA C 515, and this Section, and that they have been
satisfactorily tested in the United States in accordance with AWWA C
500, AWWA C 509, and AWWA C 515.
PART 2 PRODUCTS
2.01 MATERIALS
A. Gate Valves: AWWA C 500, AWWA C 509, AWWA C 515 and
additional requirements of this Section. Direct bury valves and those
in subsurface vaults open counterclockwise; aboveground and plant
valves open counterclockwise. Acceptable Manufacturers: Mueller,
Clow, Kennedy
B. If type of valve is not indicated on Drawings, use gate valves as line
valves for sizes 16-In. and smaller. When type of valve is indicated,
no substitute is allowed.
C. Gate Valves 1 1/2-In. in Diameter and Smaller: 125 psig; bronze; rising-
stem; single- wedge; disc type; screwed ends
D. Coatings for Gate Valves 2-In. and larger: AWWA C 550 non-toxic,
imparts no taste to water, functions as physical, chemical, and electrical
barrier between base metal and surroundings, minimum 8-Mil thick,
fusion-bonded epoxy. Prior to assembly of valve, apply protective coating
to interior and exterior surfaces of body.
E. Gate Valves 2-In. in diameter: Iron body, double disc or resilient-seated,
non-rising stem, 150-pound test, 2-In. square nut operating clockwise to
CITY OF SCHERTZ
STANDARD SPECIFICATION GATE VALVES
02521-3
March 31, 2011
open.
F. Gate Valves 4-In. to 12-In. in diameter: Non-directional, standard-wall
resilient seated (AWWA C 509), 200 psig pressure rating, bronze mounting,
push-on bell ends with rubber joint rings, and nut-operated unless otherwise
specified. Provide approved standard-wall resilient seated valves. Comply
with following requirements unless otherwise specified in Drawings:
1. Design: Fully encapsulated rubber wedge or rubber seat ring
mechanically attached with minimum 304 stainless-steel fasteners
or screws; threaded connection isolated from water by
compressed rubber around opening.
2. Body: Cast or ductile iron, flange bonnet and stuffing box together
with ASTM A 307 Grade B bolts. Manufacturer's initials, pressure
rating, and year manufactured shall be cast in body.
3. Bronze: Valve components in waterway to contain not more than 15
percent zinc and not more than 2 percent aluminum.
4. Stems: ASTM B 763 bronze, alloy number-995 minimum yield
strength of 40,000 psi; minimum elongation in 2-In. of 12 percent,
non-rising.
5. O-rings: For AWWA C 509, Sections 2.2.6 and 4.8.2.
6. Stem Seals Consist of three O-rings, two above and one below
thrust collar with anti- friction washer located above thrust collar for
operating torque.
G. Stem Nut: Independent or integrally cast of ASTM B 62 bronze.
H. Resilient Wedge: Molded, synthetic rubber, vulcanized and bonded
to cast or ductile iron wedge or attached with 304 stainless steel
screws tested to meet or exceed ASTM D 429 Method B; seat
against epoxy-coated surface in valve body.
I. Bolts: AWWA C 509 Section 4.4; stainless steel; cadmium plated, or
zinc coated.
G. Gate valves 16-In. and larger in Diameter: AWWA C 500; parallel seat
double disc gate valves; push-on bell ends with rubber rings and nut-
operated unless otherwise specified. Provide approved double disc
valves with 150 psig pressure rating. Comply with following requirements
unless otherwise specified on Drawings:
CITY OF SCHERTZ
STANDARD SPECIFICATION GATE VALVES
02521-4
March 31, 2011
1. Body: Cast iron or ductile iron; flange together bonnet and stuffing box
with ASTM A 307 Grade B bolts. Cast following into valve body
manufacturer's initials, pressure rating, and year manufactured When
horizontally mounted, equip valves greater in diameter than 12-In.
with rollers, tracks, and scrapers.
2. O rings: For AWWA C 500, Section 3.12.2. For AWWA C 515,
Section 4.2.2.5.
3. Stems: ASTM B 763 bronze, alloy number-995 minimum yield
strength of 40,000 psi; minimum elongation in 2-In. of 12 percent,
non-rising.
4. Stem Nut: Machined from ASTM B 62 bronze rod with integral
forged thrust collar machined to size; non-rising.
5. Stem Seals: Consist of three O-rings, two above and one below
thrust collar with anti- friction washer located above thrust collar for
operating torque.
6. Bolts: AWWA C 500 Section 3.4 or AWWA C 515 Section 4.4.4;
stainless steel; cadmium plated, or zinc coated.
7. Discs: Cast iron with bronze disc rings securely penned into
machined dovetailed grooves.
8. Wedging Device: Solid bronze or cast-iron, bronze-mounted
wedges. Thin plates or shapes integrally cast into cast-iron
surfaces are acceptable. Other moving surfaces integral to
wedging action shall be bronze monel or nickel alloy-to-iron.
9. Provide bypass for valves 24-In. and larger.
10. Bronze Mounting: Built as integral unit mounted over, or supported
on. Cast-iron base and of sufficient dimensions to be structurally
sound and adequate for imposed forces.
11. Gear Cases: Cast iron; furnished on 18-In. and larger valves and
of extended type with steel side plates, lubricated, gear case
enclosed with oil seal or O-rings at shaft openings.
12. Stuffing Boxes: Located on top of bonnet and outside gear case.
H. Gate valves 14-In. to 16-In.: Provide AWWA C 515; reduced-wall,
resilient seated gate valves with 250 psig pressure rating. Furnish with
spur or bevel gearing.
CITY OF SCHERTZ
STANDARD SPECIFICATION GATE VALVES
02521-5
March 31, 2011
1. Mount valves horizontally if proper ground clearance cannot be
achieved by normal vertical installation. For horizontally mounted
gate valves, provide bevel operation gear mounted vertically for
above ground operation.
2. Use valve body, bonnet, wedge, and operator nut constructed of
ductile iron. Fully encapsulate exterior of ductile iron wedge with
rubber.
3. Ensure wedge is symmetrical and seals equally well with flow in
either direction.
4. Provide ductile iron operator nut with four flats at stem connection to
apply even input torque to the stem.
5. Bolts: AWWA C515, Section 4.4.4, Stainless Steel; cadmium plated
or zinc coated.
6. Provide high strength bronze stem and nut.
7. O-rings: AWWA C515, Section 4.2.2.5, pressure O-rings as gaskets.
8. Provide stem sealed by three O-rings. Top two O-rings are to be
replaceable with valve fully open at full rated working pressure.
9. Provide thrust washers to the thrust collar for easy valve operation.
I. Gate Valves Extension Stem: When shown on Drawings, provide non-
rising, extension stem having coupling sufficient to attach securely to
operating nut of valve. Upper end of extension stem shall terminate in
square wrench nut no deeper than 4-Ft. from finished grade or as shown
on Drawings. Support extension stem with an arm attached to wall of
manhole or structure that loosely holds extension stem and allows rotation
in the axial direction only.
J. Gate Valves in Factory Mutual (Fire Service) Type Meter Installations:
Conform to provisions of this specification; outside screw and yoke
valves; carry label of Underwriters' Laboratories, Inc.; flanged, Class 125;
clockwise to close.
K. Gate Valves for Tapping Steel Pipe: Provide double disc gate valve.
Resilient wedge gate valve shall only be installed in a vertical position.
L. Provide flanged joints when valve is connected to steel.
CITY OF SCHERTZ
STANDARD SPECIFICATION GATE VALVES
02521-6
March 31, 2011
M. All gate valves to be NSF 61 approved.
PART 3 EXECUTION
3.01 INSTALLATION
A. Earthwork. Conform to applicable provisions of Section 02317 -
Excavation and Backfilling for Utilities.
B. Operation. Do not use valves for throttling without prior approval of
manufacturer.
3.02 SETTING VALVES AND VALVE BOXES
A. Remove foreign matter from within valves prior to installation. Inspect
valves in open and closed positions to verify that parts are in satisfactory
working condition.
B. Install valves and valve boxes where shown on Drawings. Set valves
plumb and as detailed. Center valve boxes on valves. Carefully tamp earth
around each valve box for minimum radius of 4-Ft., or to undisturbed
trench face when less than 4-Ft. Install valves completely closed when
placed in water line.
C. Riser must be installed to allow complete access for operation of valve.
Assemble and brace box in vertical position as indicated on Drawings.
3.03 DISINFECTION AND TESTING
A. Assist Public Works with disinfection of valves and appurtenances as
required by Section 02514 - Disinfection of Water Lines and test as required
by Section 02515 – Hydrostatic Testing of Pipelines.
B. Double-Disc Gate Valves: Apply hydrostatic test pressure equal to twice
rated working pressure of valve between discs. Valve shall show no
leakage through metal, flanged joints, or stem seals. Test at rated working
pressure, applied between discs. Valve shall show no leakage through
metal, flanged joints, or stem seals. Do not exceed leakage rate of 1
oz/hr/inch of nominal valve size.
C. Solid-Wedge Gate Valves: Apply hydrostatic pressure equal to twice rated
working pressure of valve with both ends bulkheaded and gate open.
Valve shall show no leakage through metal, flanged joints, or stem seals.
Test at rated working pressure, applied through bulkheads alternately to
each side of closed gate with opposite side open for inspection. Valve
shall show no leakage through metal, flanged joints, or stem-seals. Do not
CITY OF SCHERTZ
STANDARD SPECIFICATION GATE VALVES
02521-7
March 31, 2011
exceed leakage rate of 1 oz/hr/inch of nominal valve size.
D. Repair or replace valves which exceed leakage rate.
3.04 PAINTING OF VALVES
A. Paint valves in vaults, stations, and above ground with approved paint.
See Section 09905 Cleaning And Painting Exposed Piping, Valves And
Related Items.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION BUTTERFLY VALVES
02522-1
March 31, 2011
SECTION 02522
BUTTERFLY VALVES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Butterfly valves.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for butterfly valves will be on unit price basis for each.
Unit price includes cost of required valve box and riser for gate
valves
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASME B 16.1 - Cast Iron Pipe Flanges and Flanged Fittings.
B. ASTM A 126 - Standard Specification for Gray Iron Castings for Valves,
Flanges, and Pipe Fittings.
C. AWWA C 504 - Standard for Rubber-Seated Butterfly Valves.
D. AWWA C 550 - Standard for Protective Interior Coatings for Valves and
Hydrants.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's product data for proposed valves and actuators for
approval.
C. Submit manufacturer's affidavit for proposed valves and actuators
certifying compliance with specifications.
CITY OF SCHERTZ
STANDARD SPECIFICATION BUTTERFLY VALVES
02522-2
March 31, 2011
D. Submit manufacturer's affidavit that butterfly valves were manufactured in
the United States, and conform to applicable requirements of AWWA C
504 and that they have been satisfactorily tested in the United States in
accordance with AWWA C 504 using test pressure of 150 psi in both
directions. Submit Proof-of-Design and hydrostatic testing procedure in
accordance with AWWA C 504.
E. Submit manufacturer's affidavit that coating for interior surfaces of
valves conform to applicable requirements of AWWA C 550. Submit
results of holiday test and thickness measurements of coatings.
F. Furnish, at time of delivery, affidavit of compliance, as specified in Section
6.3 of AWWA C 504 certifying compliance with applicable portion of
AWWA C 504 and modification or supplements herein. Furnish certified
drawings and material test records by manufacturer covering items
included in Section 4.3 of AWWA C 504, for review. Furnish certified
copies of test reports covering items in Sections 4.5.8.5.5, 4.5.8.5.8 and
5.2.1 through 5.2.4.3 of AWWA C 504 for review.
G. Submit data indicating maximum torque required to open valve,
maximum torsional strength of shaft and torque output of actuator.
H. Provide submittal information on CD-ROM in Adobe portable document
format (*.PDF).
I. Include number of turns to operate valves to fully open/closed.
1.05 QUALITY CONTROL
A. Perform valve leakage tests in both directions at 150 psi in factory and
field. Hydrostatic field tests of 150 psi shall be made against dished head
plug or similar arrangement.
B. For purposes of interpreting referenced AWWA tests, the following shall
apply: Shutoff pressure is 150 psi; cycle consists of rotating disc from fully
opened to fully closed position, for valves larger than 72-In., proof of
design shall require 1000 cycles and shall be performed on valve greater
than 72-In. of like design and construction. When proof of design tests are
performed on valve delivered to job site, replace disc, bushing, shaft and
seals with new and unused items, and test and certify as described above.
C. Hydrostatic Testing by Manufacturer:
1. Document serial number on valve at time of testing and reflect in
certified test records furnished to Public Works. Identification
plate must be permanently affixed to valve and actuator prior to
CITY OF SCHERTZ
STANDARD SPECIFICATION BUTTERFLY VALVES
02522-3
March 31, 2011
hydrostatic testing.
2. Hydrostatic testing by manufacturer to conform to AWWA C504.
3. Field Testing
a. When valve arrives at the job site, Contractor is to operate
valve fully open and closed twice in presence of Public
Works. Document number of turns to open and close each
time.
b. Install operator nut plum.
c. After valve is installed, repeat the operation test and
document number of turns in presence of Public Works.
d. Manufacturer's representative must be present to witness the
operation test again at the substantial walk thru. Verify valve
operate fully open/closed twice at the appropriate number of
turns.
PART 2 PRODUCTS
2.01 VALVES AND ACTUATORS
A. Butterfly Valves and Actuators: Provide approved butterfly valves and
actuators. Conform to AWWA C 504, except as modified or supplemented
herein. Acceptable Manufacturers: Pratt
B. If type of valve is not indicated on Drawings, use butterfly valves for line
valve sizes 20-In. and larger. When type of valve is specified on Drawings,
no substitute will be allowed, unless otherwise approved by Public Works.
C. Butterfly valves shall be short-body, flanged design and installed at locations
as shown on Drawings.
D. Valves shall open counterclockwise.
E. Butterfly Valves and Actuators (Additional Requirements for Large Diameter
Water
Lines):
1. Provide valves from approved manufacturer. Provide all valves
for single project, from same manufacturer.
2. Provide manual actuators for single project, from same manufacturer.
CITY OF SCHERTZ
STANDARD SPECIFICATION BUTTERFLY VALVES
02522-4
March 31, 2011
3. Shaft connecting actuator to valve body must be fully
enclosed. Bonnet and extension are to be fully enclosed and
watertight.
2.02 VALVE CONSTRUCTION
A. Valves: AWWA C 504, Class 150B. Body: Cast iron, ASTM A 126,
Class B or ASTM A48, Class 40. Flanges: ASME B 16.1, Class 125 lb.
B. Discs for Butterfly Valves: Cast Iron A-48, class 40 Cast Iron A-126, class
B or Ductile Iron ASTM A-536, grade 65-45-12.
C. Seats: Buna-N or neoprene, and may be applied to disc or body. Seats
shall be mechanically secured and may not rely solely on adhesive
properties of epoxy or similar bonding agent to attach seat to body. Seats
on disc shall be mechanically retained by stainless steel (18-8) retaining
ring held in place by stainless steel (18-8) cap screws that pass through
rubber seat for added retention. When seat is on disc, seat shall be
retained in position by shoulders located on both disc and stainless-steel
retaining ring. Mating surfaces for seats: Type 304 or 316, stainless steel
and secured to disc by mechanical means. Sprayed-on or plated mating
surfaces will not be allowed. Seat must be replaceable in field for valves
greater than 30-In. in diameter. Valves with segmented retaining rings will
not be accepted.
D. Coat interior and exterior of valve per AWWA C504. Interior coatings will
comply with NSF 61.
E. Valve shaft and keys: 24-In. in diameter and greater valves require a
minimum of two (2) taper pins used for attaching valve shaft to valve disc,
use of torque plug for purposes of attaching valve shaft to valve disc is not
permitted: Type 316 stainless steel. Shaft Bearings: Stainless steel, bronze,
nylon, or Teflon (supported by fiberglass mat or backing material with proven
record of preventing Teflon flow under load) in accordance with AWWA C
504. Sinter stainless steel bearing material. Design valve shaft to withstand 3
times amount of torque necessary to open valve.
F. Packing: Self adjusting and wear compensating, full or split ring V-type,
and replaceable without removing actuator assembly.
G. Retaining Hardware for Seats: Type 304 or 316 stainless steel. Nuts and
screws used with clamps and discs for rubber seats shall be held securely
with locktight, or other approved method, to prevent loosening by vibration
or cavitational effects.
CITY OF SCHERTZ
STANDARD SPECIFICATION BUTTERFLY VALVES
02522-5
March 31, 2011
H. Valve disc shall seat in position at 90 degrees to pipe axis and shall rotate
90 degrees between full-open and tight-closed position. Install valves with
valve shafts horizontal and convex side of disc facing anticipated direction
of flow, except where shown otherwise on Drawings.
I. For valves utilizing retaining rings, tighten bolts to a uniform torque.
Measure the torque prior to testing valve.
2.03 VALVE ACTUATOR CONSTRUCTION
A. Provide actuators for valves with size based on line velocity of 12-Ft. per
second and uni-directional service, and, unless otherwise shown on
Drawings, equip with geared manual actuators. Provide fully enclosed and
traveling-nut type, rack-and-pinion type, or worm-gear type for valves 20-In.
and smaller. Provide worm-gear type for valves 24-In. and larger.
B. Provide actuator designed for installation with valve shaft horizontal
unless otherwise indicated on Drawings.
C. Provide bonnet extensions, as required, between valve body and actuator.
Space between actuator housing and valve body shall be completely
enclosed so that no moving parts are exposed to soil or elements.
D. Provide oil-tight and watertight actuator housings for valves, specifically
designed for buried service or submerged service when located in valve
vaults, and factory packed with suitable grease. Actuators shall be fully
grease packed and have stops in the open/close position. The actuator
shall have a mechanical stop which will withstand an input torque of 450 ft.
lbs. against the stop.
E. Install valve position indicator on each actuator housing located above
ground or in valve vaults. Valves shall be equipped with 2-In. actuator nut
only.
F. Indicate direction of opening of valve on exposed visible part of
assembly and cast direction of open on 2-In. nut on top of valve operator
extension. Paint 2-In. actuator nut and extension shaft black when
counter clockwise open and red when clockwise to open.
G. Design worm-gear or traveling-nut actuators to be self-locking and
designed to transmit twice the required actuator torque without damage
to faces of gear teeth or contact faces of screw or nut.
H. The actuator shall be designed to produce the specified torque with an input
of 150 ft. lbs. on wrench nut.
CITY OF SCHERTZ
STANDARD SPECIFICATION BUTTERFLY VALVES
02522-6
March 31, 2011
2.04 VALVE BOXES
A. Provide Standard Type "A" valve boxes conforming to requirements of
Section 02085 - Valve Boxes, Meter Boxes, and Meter Vaults.
PART 3 EXECUTION
3.01 EARTHWORK
A. Conform to applicable provisions of Section 02317 - Excavation and Backfill
for Utilities.
3.02 SETTING VALVES AND VALVE BOXES
A. Prior to Hydrostatic testing of water line and valve:
1. Test valve by opening and closing valve at a minimum of two
times to verify valve seats properly.
2. Verify number of turns from fully open to fully closed position
is same as identified in manufacturer's submittal.
3. Adjust valve as required if number of turns do not match.
4. Remove foreign matter from within valves.
B. Install valves where shown on Drawings or as located by Public Works.
Use valve boxes for 16-In. and 24-In. valves. Set valves plumb and as
detailed. Center valve boxes on valves. Carefully tamp earth around
each valve box for minimum radius of 4-Ft., or to undisturbed trench
face when less than 4-Ft.
C. Avoid disturbing or overstressing valve body when installing valves.
Perform field adjustment of valves under pressure to ensure shutoff
occurs in number of rotations as described in valves operation and
maintenance manual.
D. Attach two 4-Ft. lengths of pipe to each side of valve prior to installation in
line.
E. Submit certification that large diameter valve was installed, adjusted, and
exercised in accordance with manufacturer's instructions. Manufacturer's
certification shall state that all performance characteristics of large
diameter valves, as installed, have been met. Adjustments made to
valve, for any reason, must be made by manufacturer's representative.
CITY OF SCHERTZ
STANDARD SPECIFICATION BUTTERFLY VALVES
02522-7
March 31, 2011
3.03 DISINFECTION AND TESTING
A. Assist City with disinfection of valves and appurtenances as required by
Section 02514 - Disinfection of Water Lines and test as required by
Section 02515 - Hydrostatic Testing of Pipelines. Do not use valves for
throttling without prior approval of manufacturer.
3.04 COATING OF PIPING
A. Coat valves located in vaults, stations, and above ground using approved
paint. See Section 09905 Cleaning And Painting Exposed Piping, Valves
And Related Items.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION PRESSURE REDUCING VALVES
02523-1
March 31, 2011
SECTION 02523
PRESSURE REDUCING VALVES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Pressure reducing valves (PRV).
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for pressure reducing valves is on unit price basis for each
valve installed.
2. Payment includes vault, piping, manhole, fittings, and
appurtenances necessary for complete installation of valve.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is a Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASME B 16.1 - Cast Iron Pipe Flanges and Flanged Fittings.
B. ASTM A 48 - Standard Specification for Gray Iron Castings.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's product data for proposed valves for approval.
C. Submit design calculations and shop drawings for valve vaults and
manholes, sealed by Engineer registered in the State of Texas.
1.05 QUALITY CONTROL
A. Submit manufacturer's affidavit that pressure reducing valves purchased
for Work, were manufactured and tested in the United States, and conform
CITY OF SCHERTZ
STANDARD SPECIFICATION PRESSURE REDUCING VALVES
02523-2
March 31, 2011
to requirements of this Section.
PART 2 PRODUCTS
2.01 MATERIALS
A. Provide approved hydraulically operated, single diaphragm, globe valve
with an upstream basket strainer arrangement as shown on Drawings.
1. Valve body: ASTM A536 or A538 Ductile iron with ASME B16.1,
Class 125, flanges.
2. Valve cover: ASTM A 48 cast iron or Ductile iron.
3. Valve internals:
a. Provide top and bottom single moving disc and diaphragm
assembly.
b. All internal cast components shall be Ductile Iron or CF8M
(316) Stainless Steel
c. Provide valve internal trim (seat ring, disc guide, and cover
bearing) made of stainless steel.
d. Provide NSF 61 Certified epoxy coating to internal and
external surfaces of valve body including disc retainer and
diaphragm washer. Holiday test coating applied to valve
body.
B. Control Tubing: Contain shutoff cocks with Y-strainer.
C. PRV: Equip with visual valve position indicator. Fit valve position indicator
with air-bleed petcock. Initially set in field by authorized manufacturer's
representative with 60 psi downstream pressure.
D. Provide basket strainer upstream of PRV as shown on Drawings.
1. Strainer body: Quick-opening type, fabricated-steel construction
with ANSI B 16.1, Class 150, flanges.
2. Basket: Type 304, stainless steel.
3. Model: Provide basket compatible with the manufacturer of the
pressure reducing valve. Hayward Model 90, or approved equal, for
PRV 4-In. through 24-In. Provide Hayward Model 510, or approved
equal, for PRV 14-In. or greater when space limitations dictate use
CITY OF SCHERTZ
STANDARD SPECIFICATION PRESSURE REDUCING VALVES
02523-3
March 31, 2011
of smaller strainer housing.
E. Provide pressure reducing pilot that has adjustable range of 20 - 175 psi.
Provide and install pilot system components according to manufacturer’s
recommendations unless otherwise approved by Public Works.
F. Valve Vaults: Provide as shown on Drawings and conforming to
requirements of Section 02085 - Valve Boxes, Meter Boxes, and Meter
Vaults.
PART 3 EXECUTION
3.01 EARTHWORK
A. Conform to applicable provisions of Section 02317 - Excavation and
Backfill for Utilities.
3.02 SETTING VALVES
A. Provide services of technical representative of valve manufacturer on site
during installation of valves and to serve as adviser on aspects of
installation. Take necessary precautions to protect pilot system during
PRV installation.
B. Prior to installing valves, remove foreign matter from within valves. Inspect
valves in open and closed position to verify that parts are in satisfactory
working condition.
3.03 DISINFECTION AND TESTING
A. Disinfect valves and appurtenances as required by Section 02514 -
Disinfection of Water Lines and test as required by Section 02515 -
Hydrostatic Testing of Pipelines.
3.04 PAINTING OF PIPING AND VALVES
A. Paint piping and valves located in vaults, stations, and above ground. See
Section 09905 Cleaning and Painting Exposed Piping, Valves and Related
Items.
END OF SECTION
CITY OF SCHERTZ AIR RELEASE AND
STANDARD SPECIFICATION VACUUM RELIEF VALVES
02524-1
March 31, 2011
SECTION 02524
AIR RELEASE AND VACUUM RELIEF VALVES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Air release and vacuum relief valves.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for air release and vacuum relief valves is on unit price
basis for each valve installed.
2. Payment includes manhole or vault (when required), fittings, vent
piping and bollard(s) and appurtenances necessary for complete
installation of valve.
3. Payment for valve assembly on aerial crossing includes fittings,
anti-vandalism protection, freeze protection, vent piping and
appurtenances necessary for complete installation of valve.
4. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM A 48 - Standard Specification for Gray Iron Castings.
B. ASTM A 126 - Standard Specification for Gray Iron Castings for Valves,
Flanges, and Pipe Fittings.
C. ASTM A 240 - Standard Specification for Heat-Resisting Chromium and
Chromium-Nickel Stainless Steel Plate, Sheet and Strip for Pressure
Vessels.
D. ASTM A 276 - Standard Specification for Stainless Steel Bars and
Shapes.
E. ASTM A 313 - Standard Specification for Stainless Steel Spring Wire.
CITY OF SCHERTZ AIR RELEASE AND
STANDARD SPECIFICATION VACUUM RELIEF VALVES
02524-2
March 31, 2011
F. ASTM B 584 - Standard Specification for Copper Alloy Sand Castings for
General Applications.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's product data for proposed valves for approval.
1.05 QUALITY CONTROL
A. Provide manufacturer's affidavit that air release and vacuum relief valves
purchased for Work, were manufactured and tested in United States, and
conform to requirements of this Section.
PART 2 PRODUCTS
2.01 DESCRIPTION
A. Provide combination air valves designed to fulfill functions of air release
(permit escape of air accumulated in line at high point of elevation while
line is under pressure) and vacuum relief.
B. Provide inlet and outlet connections, and orifice as shown on Drawings.
C. Valve exterior: Painted with shop-applied primer suitable for contact with
potable water.
2.02 MATERIALS
A. Air Release Valves: Provide approved air release valves ASTM A 48,
Class 30, cast iron; float and leverage mechanism with body and cover,
ASTM A 240 or ASTM A 276 stainless steel; orifice and seat, stainless
steel against Buna-N or Viton mechanically retained with hex head nut
and bolt. Other valve internals shall be stainless steel or bronze.
B. Air Release and Vacuum Relief Valves: Provide single-body, standard
combination valves or duplex-body custom combination valves as
indicated on Drawings.
1. For 2-In. and 3-In., single-body valves, provide inlet and outlet size
as shown on Drawings and orifice sized for 100 psi working
pressure.
a. Valve materials: Body, cover, and baffle, ASTM A 48, Class
CITY OF SCHERTZ AIR RELEASE AND
STANDARD SPECIFICATION VACUUM RELIEF VALVES
02524-3
March 31, 2011
35, or ASTM A 126, Grade B cast iron; plug or poppet,
ASTM A 276 stainless steel; float, ASTM A 240 stainless
steel; seat, Buna-N; other valve internals, stainless steel.
2. For 3-In. and larger duplex body valves as shown on Drawings,
provide approved air release valve.
a. Air and vacuum valve materials: Body and cover, ASTM A
48, Class 35, cast iron; float, ASTM A 240 stainless steel;
seat, Type 304, stainless steel and Buna-N; other valve
internals, stainless steel or bronze.
b. Air release valve: Constructed as specified in paragraph
above on Air Release Valves.
C. Vacuum Relief Valves: Provide approved air inlet vacuum relief valves
with flanged inlet and outlet connections as shown on Drawings. Provide
air release valves in combination with inlet and outlet, and orifice as shown
on Drawings. Valve shall open under pressure differential not to exceed
0.25 psi.
1. Materials for vacuum relief valves: Valve body, ASTM A 48, Class
35, cast iron; seat and plug, ASTM B 584 bronze, copper alloy 836;
spring, ASTM A 313, Type 304, stainless steel; bushing, ASTM B
584 bronze, copper alloy 932; retaining screws, ASTM A 276, Type
304, stainless steel.
D. Manholes: As shown on Drawings conforming to requirements of Section
02082 – Precast Concrete Manholes.
PART 3 EXECUTION
3.01 EARTHWORK
A. Conform to applicable provisions of Section 02317 - Excavation and
Backfill for Utilities.
3.02 SETTING VALVES IN MANHOLES AND VAULTS
A. If required by Public Works, provide services of technical representative of
valve manufacturer available on site during installation of valves.
B. Prior to installing valves, remove foreign matter from within valves. Inspect
valves in open and closed position to verify that parts are in satisfactory
working condition.
CITY OF SCHERTZ AIR RELEASE AND
STANDARD SPECIFICATION VACUUM RELIEF VALVES
02524-4
March 31, 2011
C. Install valves and valve manholes and vaults where indicated on Drawings
or as located by Public Works. Set manholes and vaults plumb and as
detailed. Center the manholes on valves. Compact cement-stabilized sand
around each manhole and vault for minimum radius of 4-Ft., or to
undisturbed trench face when less than 4-Ft. Provide above-ground vents
for manholes and vaults as indicated on Drawings.
3.03 DISINFECTION AND TESTING
A. Assist City with disinfection of valves and appurtenances as required by
Section 02514 - Disinfection of Waterlines and test as required by Section
02515 - Hydrostatic Testing of Pipelines.
3.04 PAINTING OF PIPING AND VALVES
A. Paint piping and valves located in manholes, stations, and above ground
using approved paint. See Section 09905 Cleaning and Painting of
Exposed Piping, Valves, and Related Items.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION TAPPING SLEEVES AND VALVES
02525-1
March 31, 2011
SECTION 02525
TAPPING SLEEVES AND VALVES
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Tapping sleeves and valves for connections to existing water system.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment is on unit price basis for each tap installed.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
3. For water lines 4-In. and greater, no payment will be made until
coupon (cut out portion of pipe tapped) is delivered to the City.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM A240 - Standard Specification for Heat-Resisting Chromium and
Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure
Vessels
B. ASTM A193 Standard Specification for Alloy-Steel and Stainless Steel
Bolting Materials for High-Temperature Service.
C. ASTM A194 Standard Specification for Carbon and Alloy Steel Nuts
for Bolts for High- Pressure or High-Temperature Service
D. AWWA C 110 - Standard for Ductile-Iron and Gray-Iron Fittings, 3-In.
through 48-In., for Water and other Liquids.
E. AWWA C 200 - Standard for Steel Water Pipe – 6-In. and Larger.
F. AWWA C 207 - Standard for Steel Pipe Flanges for Waterworks
Service - Sizes 4-In. Through 144-In.
G. AWWA C 500 - Standard for Metal Seated Gate Valves, for Water Supply
CITY OF SCHERTZ
STANDARD SPECIFICATION TAPPING SLEEVES AND VALVES
02525-2
March 31, 2011
Service.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit results of tapping sleeves NPT test opening.
C. Submit manufacturer's affidavit as required in Section 02521 - Gate Valves.
1.05 DELIVERY, STORAGE AND HANDLING
A. Ship steel sleeves in wooden crates that provide protection from
damage to epoxy coating during transport and storage.
PART 2 PRODUCTS
2.01 MATERIALS
A. Tapping Sleeves:
1. Tapping Sleeve Bodies: AWWA C 110 cast or ductile iron or
AWWA C 200 carbon steel in two sections to be bolted together
with high-strength, corrosion-resistant, low-alloy steel bolts with
mechanical joint ends.
2. Branch Outlet of Tapping Sleeve:
a. Flanged, machined recess, AWWA C 207, Class D, ANSI 150
pound drilling.
b. Gasket: Affixed around recess of tap opening to prevent
rolling or binding during installation.
3. Use cast iron split sleeve where fire service from 6-In. water line is
approved.
B. Welded-steel tapping-sleeve bodies may be used in lieu of cast or
ductile iron bodies for following sizes and with following restrictions:
1. Flange: AWWA C 207, Class D, ANSI 150 pound drilling.
2. Gasket: Affixed around recess of tap opening to prevent rolling
or binding during installation.
3. Steel sleeves are restricted to use on pipe sizes 6-In. and larger.
CITY OF SCHERTZ
STANDARD SPECIFICATION TAPPING SLEEVES AND VALVES
02525-3
March 31, 2011
4. Body: Heavy, welded-steel construction; top half grooved to retain
neoprene O-ring seal permanently against outside diameter of
pipe.
5. Bolts: AWWA C 500 Section 3.5; coated with 100 percent vinyl
resin or corrosive resistant material.
6. Steel Sleeves Finish: Fusion-bonded epoxy coated to minimum
12Mil. thickness.
7. Finished Epoxy Coat: Free of laminations and blisters; and remain
pliant and resistant to impact with non-peel finish.
8. Provide approved steel tapping sleeves
9. Tapping Sleeves: Provide with 3/4-In. NPT test opening for testing
prior to tapping. Provide 3/4-In. bronze plug for opening.
10. Do not use steel sleeves for taps greater than 75 percent of pipe
diameter.
C. Stainless Steel tapping-sleeve bodies and flange may be used in lieu of
cast or ductile iron bodies for following sizes and with following
restrictions:
1. Flange: ASTM A240 Stainless Steel, Type 304, ANSI 150 pound
drilling.
2. Gasket: Full circumferential, affixed around recess of tap opening to
prevent rolling or binding during installation, compounded for water
and sewer service.
3. Stainless Steel sleeves are restricted to use on pipe sizes 4-In. and
larger.
4. Body: ASTM A240 Stainless Steel, Type 304.
5. Bolts: ASTM A193 Stainless Steel, Type 304.
6. Nuts: ASTM A194 Stainless Steel, Type 304
.
7. Branch Outlet: Heavy Stainless Steel Pipe
8. Provide approved stainless steel tapping sleeves.
9. Do not use stainless steel sleeves for taps greater than 75 percent of
CITY OF SCHERTZ
STANDARD SPECIFICATION TAPPING SLEEVES AND VALVES
02525-4
March 31, 2011
pipe diameter.
C. Tapping Valves: Meet requirements of Section 02521 - Gate
Valves with following exceptions:
1. Inlet Flanges:
a. AWWA C 110; Class 125.
b. AWWA C 110; Class 150 and higher: Minimum 8-hole flange.
2. Outlet: Standard mechanical or push-on joint to fit any standard
tapping machine.
3. Valve Seat Opening: Accommodate full-size shell cutter for nominal
size tap without contact with valve body; double disc.
D. Valve Boxes: Standard Type "A" valve boxes conforming to requirements
of Section 02085 - Valve Boxes, Meter Boxes, and Meter Vaults.
PART 3 EXECUTION
3.01 APPLICATION
A. Install tapping sleeves and valves at locations and of sizes shown on
Drawings. Install sleeve so valve is in horizontally level position unless
otherwise indicated on Drawings.
B. Clean tapping sleeve, tapping valve, and pipe prior to installation and
in accordance with manufacturer's instructions.
C. Hydrostatically test installed tapping sleeve to 150 psig for minimum of 15
minutes. Inspect sleeve for leaks, and remedy leaks prior to tapping
operation.
D. When tapping concrete pressure pipe, size on size, use shell cutter one
standard size smaller than water line being tapped.
E. Do not use Large End Bell (LEB) increasers with next size tap
unless existing pipe is asbestos-cement.
3.02 INSTALLATION
A. Verify outside diameter of pipe to be tapped prior to ordering sleeve.
B. Tighten bolts in proper sequence so that undue stress is not placed on pipe.
CITY OF SCHERTZ
STANDARD SPECIFICATION TAPPING SLEEVES AND VALVES
02525-5
March 31, 2011
C. Align tapping valve properly and attach to tapping sleeve. Insert
insulation sleeves into flange holes of tapping valve and pipe. Make
insertions of sleeves on pipe side of tapping valve. Do not damage
insulation sleeves during bolt tightening process.
D. Make tap with sharp, shell cutter:
1. For 12-In. and smaller tap, use minimum cutter diameter ½-In.
less than nominal tap size.
2. For 16-In. and larger tap, use manufacturer's recommended cutter
diameter.
E. Withdraw coupon and flush cuttings from newly-made tap.
F. Wrap:
1. For 12-in. and smaller tap, wrap completed tapping sleeve and
valve in accordance with Section 02528 - Polyethylene Wrap.
2. For 16-In. and larger tap, apply coal tar epoxy around completed
tapping sleeve and valve. The coal tar epoxy shall be applied with
minimum of two (2) coats. Each coat of coal tar epoxy shall have
minimum dry film thickness of 16-Mils.
G. Place concrete thrust block behind tapping sleeve (not over tapping sleeve
and valve).
H. Request inspection of installation prior to backfilling.
I. Backfill in accordance with Section 02317 - Excavation and Backfill for
Utilities.
END OF SECTION
CITY OF SCHERTZ POLYURETHANE COATING ON
STANDARD SPECIFICATION STEEL OR DUCTILE IRON PIPE
02527-1
March 31, 2011
SECTION 02527
POLYURETHANE COATINGS ON STEEL OR DUCTILE IRON PIPE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Two-component polyurethane coating system for use as external coating
for steel or ductile iron pipe.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for work performed under this
Section. Include cost of polyurethane coatings in contract unit
prices for steel pipe or ductile iron pipe.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. AWWA C 210 - Standard for Liquid Epoxy Coating Systems for the Interior
and Exterior of Steel Water Pipelines.
B. ASTM D 522 - Standard Test Method for Mandrel Bend Test of Attached
Organic Coatings.
C. SSPC-PA 2 - Measurement of Dry Paint Thickness with Magnetic Gauges.
D. SSPC-PA Guide 3 - A Guide to Safety in Paint Application.
E. SSPC-PS Guide 17.00 - Guide for Selecting Urethane Painting Systems.
F. SSPC-PS10 - Near-White Blast Cleaning.
1.04 SAFETY
A. Secure, from manufacturer, Material Safety Data Sheet (MSDS) for
polyurethane coatings and repair materials listed in this Section.
CITY OF SCHERTZ POLYURETHANE COATING ON
STANDARD SPECIFICATION STEEL OR DUCTILE IRON PIPE
02527-2
March 31, 2011
B. Safety requirements stated in this specification and in related sections
apply in addition to applicable federal, state and local rules and
regulations. Comply with instructions of coating manufacturer and
requirements of insurance underwriters.
C. Follow handling and application practices of SSPC-PA Guide 3; SSPC-
PS Guide 17.00; Coating Manufacturer's Material Safety Data Sheet.
1.05 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit coating manufacturer's catalog sheets and technical information
for approval, prior to delivery of pipe.
C. Obtain from coating manufacturer and submit coating "affidavit of
compliance" to requirements of this Section stating that coatings were
applied in factory and in accordance with manufacturer's minimum
requirements.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Use standard containers to prevent gelling, thickening deleteriously or
forming of gas in closed containers within period of one year from date
of manufacture.
B. Label each container of separately packaged component clearly and
durably to indicate date of manufacture, manufacturer's batch number,
quantity, color, component identification and designated name or formula
specification, number of coatings together with special instructions. Do not
use coating components older than one year.
C. Deliver coating materials to pipe manufacturer in sealed containers showing
designated name, batch number, color, date of manufacture and name of
coating manufacturer.
D. Store material onsite in enclosures, out of direct sunlight in warm, ventilated
and dry area.
E. Prevent puncture, inappropriate opening or other action which
may lead to product contamination.
PART 2 PRODUCTS
2.01 COATING MATERIAL
A. CORROPIPE II PW - TOUCHUP (two-component) or approved equal;
CITY OF SCHERTZ POLYURETHANE COATING ON
STANDARD SPECIFICATION STEEL OR DUCTILE IRON PIPE
02527-3
March 31, 2011
mix in accordance with coating manufacturer's recommendations.
1. For areas less than or equal to 6-In. in diameter, brush apply.
2. For areas greater than 6-In. in diameter, spray apply.
B. Coating System: Use Type V system which is 2-package
polyisocyanate, polyol-cured urethane coating, mixed in 1:1 ratio at time
of application. Components shall be balanced viscosities in their liquid
state and not require agitation during use.
C. Exterior Coating Material: CORROPIPE II-TX and Joint Coating Material
CORROPIPE II- PW, manufactured by Madison Chemical Industries, Inc.
D. Internal Coating Material: Joint Coating Material CORROPIPE II-PW,
manufactured by Madison Chemical Industries, Inc
E. Cured Coating Properties:
1. Conversion to Solids by Volume: 97 percent plus or minus 3 percent.
2. Temperature Resistance: Minus 40 degrees F and plus 130 degrees F.
3. Minimum Adhesion: 500 psi, when applied without primer to ductile
iron pipe which has been blasted to comply with SSPC-SP 10.
4. Cure Time: For handling in 1 minute at 120 degrees F, and full cure
within 7 days at 70 degrees F.
5. Maximum Specific Gravities: Polyisocyanate resin, 1.20. Polyol resin,
1.15.
6. Minimum Impact Resistance: 80-In.-pounds using 1-In. diameter
steel ball where coating is applied at 30 mils to ductile iron pipe
surface which has been blasted to SSPC No. 10 finish.
7. Minimum Tensile Strength: 2,000 psi.
8. Hardness: 55 plus or minus 5 Shore D at 70 degrees F.
9. Flexibility Resistance: ASTM D 522 using 1-In. mandrel. Allow
coating to cure for 7 days. Perform testing on test coupons held for
15 minutes at temperature extremes specified in this Paragraph.
2.02 2.02 REPAIR AND TOUCHUP MATERIAL
CITY OF SCHERTZ POLYURETHANE COATING ON
STANDARD SPECIFICATION STEEL OR DUCTILE IRON PIPE
02527-4
March 31, 2011
A. CORROPIPE II PW (Two-component, brush applied, or approved equal).
Mix in accordance with coating manufacturer's recommendations.
PART 3 EXECUTION
3.01 SURFACE PREPARATION
A. Remove deposits of oil, grease or other organic contaminates before blast
cleaning by using solvent wash as specified in SSPC-PA Guide 3. Clean
and dry surfaces making them completely dry, free of moisture, dust, grit,
oil, grease or other deleterious substances prior to application of coating.
B. Exterior and Interior Surfaces: SSPC-SP10, near-white metal blast
cleaning. Blast with clean, hard, sharp cutting abrasives with no steel or
cast iron shot in mix.
C. Ductile Iron Pipe: Prior to start of production blasting, prepare specimens
for white metal blast and near-white metal blast using equipment and
abrasives proposed for work. During preparation of specimens, Change
blasting intensity and abrasive as necessary to provide degree of
cleaning required by SSPC-SP10, except that color of blasted substrate
is not expected to match color of blasted steel. After examination and
concurrence by Public Works, production blasting may begin. Monitor and
control production blasting so that production pipe surfaces match
surface of approved blasting specimens.
3.02 THICKNESS
A. External Coatings: Minimum DFT of 25-Mils. (0.025-In.).
B. Internal Coatings: Minimum DFT of 35-Mils.
C. Thickness Determinations: Use Type 1 magnetic thickness gauge as
described in SSPC-PA2 specification. Individual readings below 90 percent of
specified minimum are not acceptable. Average individual spot readings
(consisting of three point measurements within 3-In. of each other) less than
95 percent of minimum are not acceptable. Average of all spot readings less
than minimum thickness specified are not acceptable.
3.03 FACTORY APPLICATION OF POLYURETHANE COATING
A. Equipment: Two-component, 1:1 mix ratio, heated airless spray unit.
B. Temperature: Minimum 5 degrees F above dew point temperature.
Temperature of surface shall not be less than 60 degrees F during
application.
CITY OF SCHERTZ POLYURETHANE COATING ON
STANDARD SPECIFICATION STEEL OR DUCTILE IRON PIPE
02527-5
March 31, 2011
C. Humidity: Heating of pipe surfaces may be required to meet requirements of
Paragraph 2.01E, Cured Coating Properties, when relative humidity exceeds
80 percent.
D. Do not thin or mix resins; use as received. Store resins at temperature
above 55 degrees F at all times.
E. Application: Conform to coating manufacturer's recommendations. Apply
directly to substrate to achieve specified thickness. Multiple-pass, one-coat
application process is permitted provided maximum allowable recoat time
specified by coating manufacturer is not exceeded.
F. Recoat only when coating has cured less than maximum time specified by
coating manufacturer. When coating has cured for more than recoat time,
brush-blast or thoroughly sand coating surface. Blow-off cleaning using
clean, dry, high pressure compressed air.
G. Cure at ambient temperature above 0 degrees F. Do not handle pipe
until coating has been allowed to cure as follows:
AMBIENT TEMPERATURE MINIMUM FULL CURE
TIME
Over 70 degrees F 7 days
50 to 70 degrees F 9 days
0 to 50 degrees F 12 days
3.04 JOINTS
A. Apply coating to unlined pipe surfaces including inside of bell socket and
outside of spigot.
B. Coating thickness on sealing areas of spigot end of pipe exterior:
Minimum 8-Mils. (0.008-In.), maximum of 10-Mils. (0.010-In.). Maximum
10-Mils. may be exceeded in spigot end provided maximum spigot
diameter as specified by pipe manufacturer is not exceeded.
3.05 INSPECTION
A. Public Works may inspect coatings at coating applicator's facilities.
B. Secure approval of surface preparation by coating manufacturer's
representative prior to coating application.
C. Holiday Inspection: Conform to AWWA C 210, Section 5.3.3.1. Follow
coating manufacturer's recommendation. Conduct inspection any time
after coating has reached initial cure. Repair in accordance with
CITY OF SCHERTZ POLYURETHANE COATING ON
STANDARD SPECIFICATION STEEL OR DUCTILE IRON PIPE
02527-6
March 31, 2011
Paragraph 3.07, Repair and Field Touchup.
3.06 PIPE INSTALLATION
A. When required by Public Works, provide services of manufacturer's
representative for period of not less than 2 weeks at beginning of actual
pipe laying operations to advise Contractor regarding installation including
but not limited to handling and storing, cleaning and inspecting, coatings
repairs, and general construction methods as to how they may affect pipe
coatings.
B. Use nylon straps, padded lifts and padded storage skids. Field cuts
should be kept to minimum. Repair damage to coating due to
handling or construction practices. See Section 02501 - Ductile -
Iron Pipe and Fittings and Section 02502 - Steel Pipe and Fittings
for additional requirements.
C. Just before each section of pipe is to be placed into trench, conduct
visual and holiday inspection. Repair defects in coating system
before pipe is installed.
3.07 REPAIR AND FIELD TOUCHUP
A. Apply repair and touchup materials in conformance with factory application
of polyurethane coating requirements specified in this Section, excluding
equipment requirements.
B. Repair Procedure - Holidays:
1. Remove traces of oil, grease, dust, dirt, and other deleterious
materials
2. Roughen area to be patched by sanding with rough grade sandpaper
(40 grit).
3. Apply one coat of repair material described above. Work repair
material into scratched surface by brushing.
C. Repair Procedure - Field Cuts or Large Damage:
1. Remove burrs from field cut ends or handling damage
and smooth out edge of polyurethane coating.
2. Remove traces of oil, grease, dust, dirt, and other deleterious
materials
CITY OF SCHERTZ POLYURETHANE COATING ON
STANDARD SPECIFICATION STEEL OR DUCTILE IRON PIPE
02527-7
March 31, 2011
3. Roughen area to be patched with rough grade sandpaper (40
grit). Feather edges and include overlap of 1-In. to 2-In. of
roughened polyurethane in area to be patched.
4. Apply thick coat of repair material described above. Work repair
material into scratched surface by brushing. Feather edges of
repair material into prepared surface. Cover at least 1-In. of
roughened area surrounding damage, or adjacent to field cut.
D. Repair Procedure - Thermite Brazed Connection Bonds:
1. Remove polyurethane coating with power wire brush from area on
metal surface which is to receive thermite brazed connection.
2. Grind metal surface to shiny metal with power grinder and coarse grit
grinding wheel.
3. Apply thermite-brazed connection using equipment, charge and
procedure recommended by manufacturer of thermite equipment.
4. After welded surface has cooled to temperature below 130 degrees
F, apply protective coating repair material to weld, exposed pipe
surface and damaged areas of polyurethane coating.
5. Do not cover or backfill freshly repaired areas of coating at
thermite-brazed connection until repair material has completely
cured. Allow material to cure in conformance with manufacturer's
recommendations.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION POLYETHYLENE WRAP
02528-1
March 31, 2011
SECTION 02528
POLYETHYLENE WRAP
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Polyethylene wrap to be used in open-cut construction for cast iron
and ductile iron pipe when cathodic protection system is not required
by Drawings.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for polyethylene wrap. Include
cost of polyethylene wrap in unit price for pipes and fittings to be
wrapped.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCE
A. ASTM D 1248 - Standard Specification for Polyethylene Plastics Molding
and Extrusion Materials For a Wire and Cable.
B. AWWA C 105 - Standard for Polyethylene Encasement for Ductile-Iron Pipe
System.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit product data for proposed film and tape for approval.
PART 2 PRODUCTS
2.01 MATERIALS
A. Polyethylene Film: Tubular or sheet form without tears, breaks,
CITY OF SCHERTZ
STANDARD SPECIFICATION POLYETHYLENE WRAP
02528-2
March 31, 2011
holidays, or defects; conforming with requirements of AWWA C 105,
2.5 to 3 percent carbon black content, either low- or high-density:
1. Low-density polyethylene film. Low-density polyethylene film shall be
manufactured of virgin polyethylene material conforming to following
requirements of ASTM D 1248.
a. Raw material.
1. Type : I.
2. Class: C (black).
3. Grade: E-5.
4. Flow rate (formerly melt index): 0.4 g/10 minute, maximum.
5. Dielectric strength: Volume resistivity, 1015 ohm-cm, minimum.
b. Physical properties.
1. Tensile strength: 1,200 psi, minimum.
2. Elongation: 300 percent, minimum.
3. Dielectric strength: 800 V/mil thickness, minimum.
c. Thickness: Low-density polyethylene film shall have normal thickness
of 0.008-In. Minus tolerance on thickness is 10 percent of nominal
thickness.
2. High-density, cross-laminated polyethylene film. High-density, cross
laminated polyethylene film shall be manufactured of virgin
polyethylene material conforming to following requirements of ASTM
D 1248
a. Raw material.
1. Type: III.
2. Class: C (black).
3. Grade: P33.
4. Flow rate (formerly melt index): 0.4 to 0.5g/10 minute,
maximum.
CITY OF SCHERTZ
STANDARD SPECIFICATION POLYETHYLENE WRAP
02528-3
March 31, 2011
5. Dielectric strength: Volume resistivity, 1015 ohm-cm, minimum.
b. Physical properties.
1. Tensile strength: 5000 psi, minimum.
2. Elongation: 100 percent, minimum.
3. Dielectric strength: 800 V/mil thickness, minimum.
c. Thickness: Film shall have nominal thickness of 0.004-In.
Minus tolerance of thickness is 10 percent of nominal
thickness.
B. Polyethylene Tape: Provide 3-In. wide, plastic-backed, adhesive tape;
Paleocene No. 900, Scotchwrap No. 50, or approved equal.
PART 3 EXECUTION
3.01 PREPARATION
A. Remove lumps of clay, mud, and cinders from pipe surface prior to
installation of polyethylene encasement. Prevent soil or embedment
material from becoming trapped between pipe and polyethylene.
B. Fit polyethylene film to contour of pipe to affect snug, but not tight fit;
encase with minimum space between polyethylene and pipe. Allow
sufficient slack in contouring to prevent stretching polyethylene where it
bridges irregular surfaces, such as bell-spigot interfaces, bolted joints, or
fittings, and to prevent damage to polyethylene due to backfilling
operations. Secure overlaps and ends with adhesive tape to hold
polyethylene encasement in place until backfilling operations are complete.
C. For installations below water table or in areas subject to tidal actions,
seal both ends of polyethylene tube with adhesive tape at joint
overlap.
3.02 INSTALLATION
A. Tubular Type (Method A):
1. Cut polyethylene tube to length approximately 2-Ft. longer than pipe
section. Slip tube around pipe, centering tube to provide 1-Ft. overlap
on each adjacent pipe section, and bunching it accordion-fashion
lengthwise until it clears pipe ends.
CITY OF SCHERTZ
STANDARD SPECIFICATION POLYETHYLENE WRAP
02528-4
March 31, 2011
2. Lower pipe into trench and make up pipe joint with preceding section
of pipe. Make shallow bell hole at joints to facilitate installation of
polyethylene tube.
3. After assembling pipe joint, make overlap of polyethylene tube. Pull
bunched polyethylene from preceding length of pipe, slip it over end
of adjoining length of pipe, and secure in place. Then slip end of
polyethylene from adjoining pipe section over end of first wrap until it
overlaps joint at end of preceding length of pipe. Secure overlap in
place. Take up slack width at top of pipe to make snug, but not tight,
fit along barrel of pipe, securing fold at quarter points.
4. Repair cuts, tears, punctures, or other damage to polyethylene.
Proceed with installation of next section of pipe in same manner.
B. Tubular Type (Method B):
1. Cut polyethylene tube to length approximately 1-Ft. shorter than pipe
section. Slip tube around pipe, centering it to provide 6-In. of bare
pipe at each end. Take up slack width at top of pipe to make snug,
but not tight, fit along barrel of pipe, securing fold at quarter points;
secure ends.
2. Before making up joint, slip 3-Ft. length of polyethylene tube over end
of preceding pipe section, bunching in accordion-fashion lengthwise.
After completing joint, pull 3-Ft. length of polyethylene over joint,
overlapping polyethylene previously placed on each adjacent section
of pipe by at least 1-Ft.; make each end snug and secure.
3. Repair cuts, tears, punctures, or other damage to polyethylene.
Proceed with installation of next section of pipe in same manner.
C. Sheet Type:
1. Cut polyethylene sheet to length approximately 2-Ft. longer than pipe
section. Center length to provide 1-Ft. overlap on each adjacent pipe
section, bunching sheet until it clears pipe ends. Wrap polyethylene
around pipe so that sheet circumferentially overlaps top quadrant of
pipe. Secure cut edge of polyethylene sheet at intervals of
approximately 3-Ft..
2. Lower wrapped pipe into trench and make up pipe joint with
preceding section of pipe. Make shallow bell hole at joints to facilitate
installation of polyethylene. After completing joint, make overlap and
secure ends.
CITY OF SCHERTZ
STANDARD SPECIFICATION POLYETHYLENE WRAP
02528-5
March 31, 2011
3. Repair cuts, tears, punctures, or other damage to polyethylene.
Proceed with installation of next section of pipe in same manner.
D. Pipe-shaped Appurtenances: Cover bends, reducers, offsets, and
other pipe-shaped appurtenances with polyethylene in same
manner as pipe.
E. Odd-shaped Appurtenances: When it is not practical to wrap valves, tees,
crosses, and other odd-shaped pieces in tube, wrap with flat sheet or split
length of polyethylene tube by passing sheet around appurtenance and
encasing it. Make seams by bringing edges together, folding over twice,
and taping down. Tape polyethylene securely in place at valve stem and
other penetrations.
F. Openings in Encasement: Create openings for branches, service taps,
blow-offs, air valves, and similar appurtenances by making X-shaped cut
in polyethylene and temporarily folding back film. After appurtenance is
installed, tape slack securely to appurtenance and repair cut, as well as
other damaged area in polyethylene, with tape. Service taps may also be
made directly through polyethylene, with resulting damaged areas being
repaired as specified.
G. Junctions between Wrapped and Unwrapped Pipe: Where polyethylene-
wrapped pipe joins adjacent pipe that is not wrapped, extend
polyethylene wrap to cover adjacent pipe for distance of at least 3-Ft.
Secure end with circumferential turns of tape. Wrap service lines of
dissimilar metals with polyethylene or suitable dielectric tape for minimum
clear distance of 3-Ft. away from cast or ductile iron pipe.
3.03 REPAIRS
A. Repair cuts, tears, punctures, or damage to polyethylene with adhesive
tape or with short length of polyethylene sheet or cut open tube,
wrapped around pipe to cover damaged area, and secured in place.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION GRAVITY SANITARY SEWERS
02531-1
March 31, 2011
SECTION 02531
GRAVITY SANITARY SEWERS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Gravity sanitary sewers and appurtenances, including stacks and service
connections.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for gravity sanitary sewers by open-cut or within
Potentially Petroleum Contaminated Area (PPCA) is on linear foot
basis, complete in place, including sewer pipe, connections to
existing manholes, post installation television inspection and testing.
Measurement will be taken along centerline of pipe from centerline
to centerline of manholes.
2. Payment for television inspection of existing gravity sanitary sewer
will be on a linear foot basis. Measurement will be taken along
centerline of pipe from centerline to centerline of manholes. See
article 3.09 for cleaning and television inspection procedures.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit proposed methods, equipment, materials and sequence of
operations for sewer construction. Plan operations to minimize
disruption of utilities to occupied facilities or adjacent property.
C. Test Reports: Submit test reports and inspection videos as specified in
Part 3 of this Section. Video DVDs become property of City.
1.04 QUALITY ASSURANCE
CITY OF SCHERTZ
STANDARD SPECIFICATION GRAVITY SANITARY SEWERS
02531-2
March 31, 2011
A. Qualifications. Install sanitary sewer that is watertight both in pipe-to-pipe
joints and in pipe- to-manhole connections. Perform testing in accordance
with Section 02533 - Acceptance Testing for Sanitary Sewers.
B. Regulatory Requirements.
1. Separation distance is defined as distance between outside of
water pipe and outside of sewer pipe. Install sewer lines to meet
minimum separation distance from potable water line per 30 TAC
Chapter 217 Rule 217.53.d.
2. Make notification to Public Works when water lines are uncovered
during sanitary sewer installation where minimum separation
distance cannot be maintained.
3. Lay gravity sewer lines in straight alignment and grade.
1.05 PRODUCT DELIVERY, STORAGE, AND HANDLING
A. Inspect pipe and fittings upon arrival of materials at job site.
B. Handle and store pipe materials and fittings to protect them from
damage due to impact, shock, shear or free fall. Do not drag pipe and
fittings along ground. Do not roll pipe unrestrained from delivery
trucks.
C. Use mechanical means to move or handle pipe. Employ acceptable
clamps, rope or slings around outside barrel of pipe and fittings. Do not
use hooks, bars, or other devices in contact with interior surface of pipe to
lift or move lined pipe.
PART 2 PRODUCTS
2.01 PIPE
A. Provide piping materials for gravity sanitary sewers of sizes and types
indicated on Drawings or as specified.
B. Unlined reinforced concrete pipe is not acceptable.
2.02 PIPE MATERIAL SCHEDULE
A. Unless otherwise shown on Drawings, use pipe materials for mains
that conform to requirements:
1. Section 02506 - Polyvinyl Chloride Pipe.
CITY OF SCHERTZ
STANDARD SPECIFICATION GRAVITY SANITARY SEWERS
02531-3
March 31, 2011
2. Section 02505 - High Density Polyethylene (HDPE) Solid and Profile
Wall Pipe.
B. Where shown on Drawings, provide pipe meeting minimum class,
dimension ratio, or other criteria indicated.
C. Pipe materials other than those listed above shall not be used for gravity
sanitary sewers.
2.03 APPURTENANCES
A. Stacks. Conform to requirements of Section 02534 - Sanitary Sewer Service
Stubs or Reconnections.
B. Service Connections. Conform to requirements of Section 02534 - Sanitary
Sewer Service Stubs or Reconnections.
C. Roof, street or other type of surface water drains shall not be connected
or reconnected into sanitary sewer lines.
2.04 BEDDING, BACKFILL, AND TOPSOIL MATERIAL
A. Bedding and Backfill: Conform to requirements of Section 02317 -
Excavation and Backfill for Utilities, Section 02320 - Utility Backfill
Materials, and Section 02321 - Cement Stabilized Sand.
B. Topsoil: Conform to requirements of Section 02911 - Topsoil.
PART 3 EXECUTION
3.01 PREPARATION
A. Prepare traffic control plans and set up street detours and barricades in
preparation for excavation when construction will affect traffic. Conform to
requirements of Section 01555 - Traffic Control and Regulation.
B. Provide barricades, flashing warning lights, and warning signs for
excavations. Conform to requirements of Section 01555 - Traffic Control
and Regulation. Maintain barricades and warning lights where work is in
progress or where traffic is affected by work.
C. Perform work in accordance with OSHA standards. Employ trench safety
system as specified in Section 02260 - Trench Safety System for
excavations over 5-Ft. deep.
D. Immediately notify agency or company owning utility line which is
damaged, broken or disturbed. Obtain approval from Public Works and
CITY OF SCHERTZ
STANDARD SPECIFICATION GRAVITY SANITARY SEWERS
02531-4
March 31, 2011
agency or utility company for repairs or relocations, either temporary or
permanent.
E. Remove old pavements and structures including sidewalks and driveways
in accordance with requirements of Section 02221 - Removing Existing
Pavements and Structures.
F. Install and operate dewatering and surface water control measures in
accordance with Section 01578 - Control of Ground Water and Surface
Water.
G. Do not allow sand, debris or runoff to enter sewer system.
3.02 DIVERSION PUMPING
A. Install and operate required bulkheads, plugs, piping, and diversion
pumping equipment to maintain sewage flow and to prevent backup or
overflow. Obtain approval for diversion pumping equipment and
procedures from Public Works.
B. Design piping, joints and accessories to withstand twice maximum system
pressure or a minimum 50 psi, whichever is greater.
C. No sewage shall be diverted into area outside of sanitary sewer.
D. In event of accidental spill or overflow, immediately stop overflow and
take action to clean up and disinfect spillage. Promptly notify Public
Works so that required reporting can be made to Texas Commission on
Environmental Quality and Environmental Protection Agency by Public
Works.
3.03 EXCAVATION
A. Earthwork. Conform to requirements of Section 02317 - Excavation and
Backfill for Utilities. Use bedding as indicated on Drawings.
B. Line and Grade. Establish required uniform line and grade in trench from
benchmarks identified by Public Works. Maintain this control for minimum
of 100-Ft. behind and ahead of pipe-laying operation. Use laser beam
equipment to establish and maintain proper line and grade of work. Use of
appropriately sized grade boards which are substantially supported is also
acceptable. Protect boards and location stakes from damage or
dislocation.
C. Trench Excavation. Excavate pipe trenches to depths shown on Drawings
and as specified in Section 02317 - Excavation and Backfill for Utilities.
CITY OF SCHERTZ
STANDARD SPECIFICATION GRAVITY SANITARY SEWERS
02531-5
March 31, 2011
3.04 PIPE INSTALLATION BY OPEN CUT
A. Install pipe in accordance with pipe manufacturer's recommendations
and as specified in following paragraphs.
B. Install pipe only after excavation is completed, bottom of trench fine graded,
bedding material is installed, and trench has been approved by Public
Works.
C. Install pipe to line and grade indicated. Place pipe so that it has
continuous bearing of barrel on bedding material and is laid in trench so
interior surfaces of pipe follow grades and alignment indicated. Provide
bell holes where necessary.
D. Install pipe with spigot ends toward downstream end of flow such that
water flows into bell and out the spigot.
E. Form concentric joint with each section of adjoining pipe so as to prevent
offsets.
F. Keep interior of pipe clean as installation progresses. Remove foreign
material and debris from pipe
G. Provide lubricant, place and drive home newly laid sections with come-a-
long winches so as to eliminate damage to sections. Install pipe to "home"
mark where provided. Use of back hoes or similar powered equipment will
not be allowed unless protective measures are provided and approved in
advance by Public Works.
H. Keep excavations free of water during construction and until final inspection.
I. When work is not in progress, cover exposed ends of pipes with
approved plug to prevent foreign material from entering pipe.
J. When possible, install new sanitary sewers no closer to water lines than 9-
Ft. in all directions. Where this separation distance cannot be achieved,
new sanitary sewers shall be installed per 30 TAC Chapter 217 Rule
217.53.d.
K. Where the length of the stub is not indicated, install the stub to the right-
of-way line and seal the free end with an approved plug.
3.05 PIPE INSTALLATION OTHER THAN OPEN CUT
A. For installation of pipe by augering, jacking, or tunneling, conform to
CITY OF SCHERTZ
STANDARD SPECIFICATION GRAVITY SANITARY SEWERS
02531-6
March 31, 2011
requirements of specification sections on tunneling augering, jacking and
micro-tunneling work as appropriate.
3.06 INSTALLATION OF APPURTENANCES
A. Service Connections. Install service connections to conform to requirements
of Section 2534 - Sanitary Sewer Service Stubs or Reconnections.
B. Stacks. Construct stacks to conform to requirements of 02534 - Sanitary
Sewer Service Stubs or Reconnections.
C. Construct manholes to conform to requirements of Section 02081 -
Cast-in-Place Concrete Manholes, Section 02082 - Precast Concrete
Manholes, and Section 02083 - Fiberglass Manholes, as applicable.
Install frames, rings, and covers to conform to requirements of Section
02084 - Frames, Grates, Rings, and Covers.
3.07 INSPECTION AND TESTING
A. Visual Inspection: Check pipe alignment in accordance with Section 02533 –
Acceptance Testing for Sanitary Sewers.
B. Mandrel Testing. Use Mandrel Test to test flexible pipe for deflection. Refer
to Section 02533 - Acceptance Testing for Sanitary Sewers.
C. Pipe Leakage Test. After backfilling line segment and prior to tie-in of
service connections, visually inspect gravity sanitary sewers where
feasible, and test for leakage in accordance with Section 02533 -
Acceptance Testing for Sanitary Sewers. Maintain piezometer installed to
conform with Section 01578 - Control of Ground Water and Surface Water,
until acceptance testing is completed.
3.08 BACKFILL AND SITE CLEANUP
A. Backfill and compact soil in accordance with Section 02317 - Excavation and
Backfill for Utilities.
B. Backfill trench in specified lifts only after pipe installation is approved by
Public Works.
C. Repair and replace removed or damaged pavement, curbs, gutters, and
sidewalks as specified in Section 02951 - Pavement Repair and
Resurfacing.
D. Provide hydromulch seeding in areas of commercial, industrial or
undeveloped land use over surface of ground disturbed during construction
CITY OF SCHERTZ
STANDARD SPECIFICATION GRAVITY SANITARY SEWERS
02531-7
March 31, 2011
and not paved or not designated to be paved. Grade surface at uniform
slope to natural grade as indicated on Drawings. Provide minimum of 4-In.
of topsoil as specified in Section 02911 - Topsoil and apply hydromulch
according to requirements of Section 02921 - Hydromulch Seeding.
E. Provide sod in areas of residential land use over surface of ground
disturbed during construction and not paved or not designated to be
paved. Grade surface at uniform slope to natural grade as indicated on
Drawings. Provide minimum of 4-In. of topsoil per Section 02911 -
Topsoil. Sod disturbed areas in accordance with Section 02922 - Sodding.
3.09 POST-INSTALLATION TELEVISION INSPECTION
A. Prior to final acceptance of newly constructed gravity sanitary sewers,
perform cleaning and closed circuit television inspection. Cleaning shall
include utilizing variable pressure water nozzles (3000 psi) and collection,
removal, transportation and disposal of sand, debris, and liquid wastes to
legal disposal sites.
B. Select and use closed-circuit television equipment that will produce color
video DVD. Produce video using pan-and-tilt, radial viewing, pipe
inspection camera that pans plus and minus 275 degrees and rotates
360 degrees. Use camera with accurate footage counter which displays
on monitor exact distance of camera from starting manhole. Use camera
with camera height adjustment so that camera lens is always centered at
one-half inside diameter, or higher, in pipe being televised. Provide
lighting system that allows features and condition of pipe to be clearly
seen. Reflector in front of camera may be necessary to enhance lighting
in dark or large diameter pipe.
C. Perform television inspection of gravity sanitary sewers as follows:
1. Videos shall pan beginning and ending manholes to demonstrate
that debris has been removed. Camera operator shall slowly pan
each service connection and where sewer transitions from one pipe
material to another.
2. Video DVD shall be continuous for pipe segments between
manholes. Do not leave gaps in video recording of segment between
manholes and do not show single segment on more than one video
DVD.
3. No flow is allowed in gravity sanitary sewer while performing
post-installation television inspection.
D. Provide video on DVD. Place label on face of each video DVD. Permanently
CITY OF SCHERTZ
STANDARD SPECIFICATION GRAVITY SANITARY SEWERS
02531-8
March 31, 2011
label each DVD with, at a minimum, the following information.
Project Name
Contractor's Name:
Inspection Type (Pre-Installation or Post-
Installation)
Date Televised:
Manhole No. From & Manhole No. To
E. For each video provide a completed TV Inspection Report. TV
Inspection Report is written/narrated log of pipe conditions and
service connections, indexed to footage counter. Items to be listed by
footage counter include but are not limited to: service laterals (by
position), cracks, misaligned joints, roots, debris, inflow/infiltration,
any structural failures of pipe.
F. Upon completion of video reviews by Public Works, Contractor will be
notified regarding final acceptance of sewer segment.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION SANITARY SEWER FORCE MAINS
02532-1
March 31, 2011
SECTION 02532
SANITARY SEWER FORCE MAINS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Sanitary sewer force mains.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for installation of force main pipe by open-cut, augered
with or without casing, or within limits of Potentially Petroleum
Contaminated Area (PPCA) is on linear foot basis. Measurement
will be taken along center line of pipe from end to end. Payment will
be made for each foot of force main installed, complete in place
including pipe, excavation, bedding, backfill and special backfill,
shoring, earthwork, connections to existing manholes, acceptance
testing, and pipe and accessories.
2. Payment for installation of force main pipe at a stream crossing is on
a lump sum basis.
3. The Unit Price item identifies line segments between stations as
shown on Drawings.
4. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCE STANDARDS
A. ACI 318 - ACI Building Code and Commentary.
B. ASTM D 696 - Standard Test Method for Coefficient of Linear Thermal
Expansion of Plastics Between -30 C and 30 C with a Vitreous Silica
Dilatometer.
C. ASTM D 2310 - Standard Classification for Machine-Made
“Fiberglass” (Glass-Fiber- Reinforced- Thermosetting-Resin) Pipe.
CITY OF SCHERTZ
STANDARD SPECIFICATION SANITARY SEWER FORCE MAINS
02532-2
March 31, 2011
D. ASTM D 2992 - Standard Practice for Obtaining Hydrostatic or Pressure
Design Basis for “Fiberglass” (Glass-Fiber Reinforced Thermosetting-Resin)
Pipe and Fittings.
E. ASTM D 2996 - Standard Specification for Filament-Wound
“Fiberglass” (Glass-Fiber- Reinforced Thermosetting-Resin) Pipe.
F. Uni-Bell UNI-B-3 Polyvinyl Chloride (PVC) Pressure Pipe (complying with
AWWA C 900).
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit proposed methods, equipment, materials, and sequence of
operations for force main construction. Plan operations to minimize
disruption of utilities to occupied facilities or adjacent property.
C. Force mains 24-In. in diameter and larger: Submit shop drawings and
design calculations for joint restraint systems.
D. Submit qualifications, proposed methods, equipment, materials, and
sequence for acceptance testing of pipeline. Submit evidence of experience
with pipeline proving by pigging for at least three projects of equal or
greater scope; project list shall include dates, size and length of pipe,
location, owner name, contact person, and telephone number. Provide
certificate of training by manufacturer of pigging equipment being used.
E. Submit test reports as specified in Part 3 of this Section.
PART 2 PRODUCTS
2.01 PIPE FITTING MATERIAL SCHEDULE
A. Unless otherwise shown on Drawings, use pipe materials that
conform to requirements specified in one or more of the following
Sections:
1. Section 02501 - Ductile-Iron Pipe and Fittings.
2. Section 02505 - High Density Polyethylene Solid and Profile Wall
Pipe (HDPE).
3. Section 02506 - Polyvinyl Chloride Pipe. Provide Lined Ductile-Iron
Fittings in Accordance with Section 02501 - Ductile-Iron Pipe and
Fittings.
CITY OF SCHERTZ
STANDARD SPECIFICATION SANITARY SEWER FORCE MAINS
02532-3
March 31, 2011
B. Pipe and fittings shall be rated for a minimum working pressure of 150 psi.
2.02 THRUST RESTRAINT
A. Unless otherwise shown on Drawings, provide concrete thrust blocking for
force mains up to 12-In. in diameter, to prevent movement of buried lines
under pressure at bends, tees, caps, valves and hydrants. Blocking shall be
Portland cement concrete, as specified in Section 03315 - Concrete for Utility
Construction. Place concrete in accordance with details on Drawings. Place
thrust blocks between undisturbed ground and fittings. Anchor fittings to thrust
blocks so that pipe and fitting joints are accessible for repairs. Concrete shall
extend from 6-In. below pipe or fitting to 12-In. above.
B. For force mains larger than 12-In. in diameter, and where indicated on
Drawings, provide restrained joints conforming to requirements of force
main pipe material specifications. Install restrained joints for length of pipe
on both sides of each bend or fitting for full length shown on Drawings.
C. Horizontal and vertical bends between zero and 10 degrees deflection
angle will not require thrust blocks or harnessed or restrained joints.
D. Horizontal and vertical bends between 10 degrees and 90 degrees
deflection angle shall have thrust restraint as shown on Drawings.
E. Provide thrust restraint at tees, plugs, blow off drains, valves, and caps, as
indicated.
F. Reinforced concrete encasement of force main pipe and fittings may
be used in lieu of manufactured joint restraint systems. Alternate
joint restraint systems using reinforced concrete encasement shall
conform to following design requirements.
1. Design calculations shall be performed and sealed by Professional
Engineer licensed in State of Texas.
2. Base design calculations upon soil parameters quantified in
geotechnical report for site where alternative thrust restraint system
is to be installed. When data is not available for site, use parameters
recommended by geotechnical engineer.
3. The design system pressure shall be specified test pressure.
4. The following safety factors shall be used in sizing
restraint system:
CITY OF SCHERTZ
STANDARD SPECIFICATION SANITARY SEWER FORCE MAINS
02532-4
March 31, 2011
a. Apply factor of safety equal to 1.5 for passive
soil resistance.
b. Apply factor of safety equal to 2.0 for soil
friction.
5. Contain encasement entirely within standard trench width and
terminate on both ends at pipe bell or coupling.
6. Concrete encasement reinforcement steel shall be designed for all
loads, including internal pressure and longitudinal forces. Concrete
design shall be in accordance with ACI 318.
PART 3 EXECUTION
3.01 PIPE INSTALLATION BY OPEN-CUT
A. Perform excavation, bedding, and backfill in accordance with Section 02317
- Excavation and Backfill for Utilities.
B. Wrap ductile-iron pipe and fittings with polyethylene wrap in accordance
with requirements of Section 02528 - Polyethylene Wrap. Do not install
polyethylene wrap on ductile iron pipe protected by cathodic protection
system or fusion bonded or polyurethane coated fittings.
C. Install pipe in accordance with pipe manufacturer's recommendations
and as specified in following paragraphs.
D. Install pipe only after excavation is completed, bottom of trench is fine
graded, bedding material is installed, and trench has been approved
by Public Works.
E. Install pipe to line and grade indicated. Place pipe so that it has
continuous bearing of barrel on bedding material and is laid in trench so
interior surfaces of pipe follow grades and alignment indicated. Provide
bell holes where necessary.
F. Install pipe with spigot ends toward direction of flow. Form concentric
joint with each section of adjoining pipe so as to prevent offsets.
G. Keep interior of pipe clean as installation progresses. Where cleaning
after laying pipe is difficult because of small pipe size, use suitable swab
or drag in pipe and pull it forward past each joint immediately after joint
has been completed. Remove foreign material and debris from pipe.
H. Provide lubricant, place and drive home newly-laid sections with come-a-
CITY OF SCHERTZ
STANDARD SPECIFICATION SANITARY SEWER FORCE MAINS
02532-5
March 31, 2011
long winches so as to eliminate damage to sections. Install pipe to “home”
mark where provided. Use of back hoes or similar powered equipment will
not be allowed unless protective measures are provided and approved in
advance by Public Works.
I. Keep excavations free of water during construction and until final inspection.
J. When work is not in progress, cover exposed ends of pipes with
approved plug to prevent foreign material from entering pipe.
K. Maintain separation distances per 30 TAC Chapter 217 Rule 217.53.d.
3.02 PIPE INSTALLATION OTHER THAN OPEN-CUT
A. For installation of pipe by augering, jacking, or tunneling, conform to
requirements of specification section of augering or tunneling work.
3.03 HYDROSTATIC TESTING
A. After pipe and appurtenance have been installed, test line and drain.
Prevent damage to work or adjacent areas. Use clean water to perform
tests.
B. Public Works may direct tests of relatively short sections of completed lines
to minimize traffic problems or potential public hazards. Test pipe in
presence of Public Works.
D. Test pipe at 150 psig or 50 psi over normal operating pressure of
force main, whichever is greater. A test must involve filling a force
main with water
E. Test pipe at required pressure for minimum of 4 hours according to
requirements of 30TAC 217.68. The leakage rate must not exceed 10.0
gallons per inch diameter per mile of pipe per day.
F. Correct defects, cracks, or leakage by replacement of defective
items or by repairs as approved by Public Works.
G. Plug openings in force main after testing and flushing. Use cast iron plugs
or blind flanges to prevent debris from entering tested pipeline.
3.04 PIGGING TEST
A. After completion of hydrostatic testing and prior to final acceptance, test
force mains longer than 200-Ft. by pigging to ensure piping is free of
obstructions.
CITY OF SCHERTZ
STANDARD SPECIFICATION SANITARY SEWER FORCE MAINS
02532-6
March 31, 2011
B. Pigs: Provide proving pigs manufactured of open-cell polyurethane foam
body, without coating or abrasives which would scratch or otherwise
damage interior pipe wall surface or lining. Pigs shall be able to pass
through reductions of up to 65 percent of nominal cross-sectional area of
pipe. Pigs shall be able to pass through standard fittings such as 45-
degree and 90-degree elbows, crosses, tees, wyes, gate valves, or plug
valves, as applicable to force main being tested.
C. Test Execution: Conduct pigging test in presence of Public Works.
Provide at least 48-hours notice of scheduled pigging of force main prior
to commencing test.
END OF SECTION
CITY OF SCHERTZ ACCEPTANCE TESTING
STANDARD SPECIFICATION FOR SANITARY SEWERS
02533-1
March 31, 2011
SECTION 02533
ACCEPTANCE TESTING FOR SANITARY SEWERS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Acceptance testing of sanitary sewers including:
1. Visual inspection of sewer pipes
2. Mandrel testing for flexible sewer pipes.
3. Leakage testing of sewer pipes.
4. Leakage testing of manholes.
5. Smoke testing of point repairs.
B. All tests listed in this Section are not necessarily required on this Project.
Required tests are named in other Sections which refer to this Section for
testing criteria and procedures.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No payment will be made for acceptance testing under this Section.
Include payment in unit price for work requiring acceptance testing.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM C 924 - Standard Practice for Testing Concrete Pipe Sewer Lines
by Low-Pressure Air Test Method.
B. ASTM D 3034 - Standard Specification for Type PSM Polyethylene (Vinyl
Chloride) (PVC) Sewer Pipe and Fittings.
C. ASTM F 794 - Specification for Poly (Vinyl Chloride) (PVC) Profile Gravity
CITY OF SCHERTZ ACCEPTANCE TESTING
STANDARD SPECIFICATION FOR SANITARY SEWERS
02533-2
March 31, 2011
Sewer Pipe and Fittings Based on Controlled Inside Diameter.
D. ASTM F 1417 - Standard Test Method for Installation Acceptance of
Plastic Gravity Sewer Lines Using Low Pressure Air.
1.04 PERFORMANCE REQUIREMENTS
A. Gravity flow sanitary sewers are required to have straight alignment and
uniform grade between manholes.
B. Flexible pipe, including "semi-rigid" pipe, is required to show no more than
5 percent deflection. Test pipe no sooner than 30 days after backfilling of
line segment but prior to final acceptance using standard mandrel to verify
that installed pipe is within specified deflection tolerances.
C. Perform air testing in accordance with requirements of this Section and
Texas Commission on Environmental Quality requirements. Refer to Table
02533-1, Time Allowed for Pressure Loss from 3.5 psig to 2.5 psig.
D. Televised inspection of constructed gravity sewer line.
1.05 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Test Plan: Before testing begins and in adequate time to obtain approval
through submittal process, prepare and submit test plan for approval by
Public Works. Include testing procedures, methods, equipment, and
tentative schedule. Obtain advance written approval for deviations from
Drawings and Specifications.
C. Test Reports: Submit test reports for each test on each segment of
sanitary sewer.
1.06 GRAVITY SANITARY SEWER QUALITY ASSURANCE
A. Repair, correct, and retest manholes or sections of pipe which fail to meet
specified requirements when tested.
B. Provide testing reports and video tape of television inspection as directed
by Public Works.
C. Upon completion of tape reviews by Public Works, Contractor will be
notified regarding final acceptance of sewer segment.
CITY OF SCHERTZ ACCEPTANCE TESTING
STANDARD SPECIFICATION FOR SANITARY SEWERS
02533-3
March 31, 2011
1.07 SEQUENCING AND SCHEDULING
A. Perform testing as work progresses. Schedule testing so that no more
than 1000-Ft. of installed sewer remains untested at one time.
B. Coordinate testing schedules with Public Works. Perform testing under
observation of Public Works.
PART 2 PRODUCTS
2.01 DEFLECTION MANDREL
A. Mandrel Sizing. Rigid mandrel shall have outside diameter (O.D.) equal to
95 percent of inside diameter (I.D.) of pipe. Inside diameter of pipe, or
average ID of a pipe, as specified in the appropriate standard by the
ASTMs, American Water Works Association, UNI-BELL, or American
National Standards Institute, or any related appendix.
B. Mandrel Design. Rigid mandrel shall be constructed of metal or rigid
plastic material that can withstand 200 psi without being deformed.
Mandrel shall have nine or more odd number of "runners" or "legs". Barrel
section of mandrel shall have length of at least 75 percent of inside
diameter of pipe. Adjustable or flexible mandrel is prohibited. Provide and
use proving ring for modifying each size mandrel.
C. Proving Ring. Furnish "proving ring" with each mandrel. Fabricate ring of
1/2-In. thick, 3-In. wide bar steel to diameter 0.02-In. larger than approved
mandrel diameter.
D. Mandrel Dimensions (5 percent allowance). Average inside diameter and
minimum mandrel diameter are specified in Table 02533-3, Pipe vs.
Mandrel Diameter, at end of this Section and as shown on the City of
Schertz Standard Detail. Mandrels for higher strength, thicker wall pipe or
other pipe not listed in table may be used when approved by Public
Works.
2.02 LOW PRESSURE AIR TEST
A. Minimum Requirement for Equipment:
1. Control panel
2. Low-pressure air supply connected to control panel.
3. Pneumatic plugs: Acceptable size for diameter of pipe to be tested;
CITY OF SCHERTZ ACCEPTANCE TESTING
STANDARD SPECIFICATION FOR SANITARY SEWERS
02533-4
March 31, 2011
capable of withstanding internal test pressure without leaking or
requiring external bracing.
4. Air hoses from control panel to:
a. Air supply.
b. Pneumatic plugs.
c. Sealed line for pressuring.
d. Sealed line for monitoring internal pressure.
B. Testing Pneumatic Plugs: Place pneumatic plug in each end of length of
pipe on ground. Pressurize plugs to 25 psig; then pressurize sealed pipe to
5 psig. Plugs are acceptable when they remain in place against test
pressure without external aids.
2.03 SMOKE TESTING
A. Equipment:
1. Pneumatic plugs.
2. Smoke generator as supplied by Superior Signal Company, or
approved equal.
3. Blowers producing 2500 scfm minimum.
PART 3 EXECUTION
3.01 PREPARATION
A. Provide labor, equipment, tools, test plugs, risers, air compressor, air hose,
pressure meters, pipe probe, calibrated weirs, or any other device
necessary for proper testing and inspection.
B. Determine selection of test methods and pressures for gravity sanitary
sewers based on ground water elevation. Determine ground water
elevation using equipment and procedures conforming to Section 01578 -
Control of Ground Water and Surface Water.
3.02 VISUAL INSPECTION OF GRAVITY SANITARY SEWERS
A. Check pipe alignment visually by flashing light between structures. Verify if
CITY OF SCHERTZ ACCEPTANCE TESTING
STANDARD SPECIFICATION FOR SANITARY SEWERS
02533-5
March 31, 2011
alignment is true and no pipes are misplaced. In case of misalignment or
damaged pipe, remove and re- lay or replace pipe segment.
B After testing and prior to final acceptance of newly constructed gravity
sanitary sewers, perform cleaning and closed circuit television inspection
per Section 02531.
3.03 MANDREL TESTING FOR GRAVITY SANITARY SEWERS
A. Perform deflection testing on flexible and semi-rigid pipe to confirm pipe
has no more than 5 percent deflection. Mandrel testing shall conform to
ASTM D 3034. Perform testing no sooner than 30 days after backfilling of
line segment, but prior to final acceptance testing of line segment.
B. Pull approved mandrel by hand through sewer sections. Replace any
section of sewer not passing mandrel. Mandrel testing is not required for
stubs.
C. Re-test repaired or replaced sewer sections.
3.04 LEAKAGE TESTING FOR GRAVITY SANITARY SEWERS
A. Test gravity sanitary sewer pipes for leakage by Low Pressure air testing.
Perform leakage testing after backfilling of line segment, and prior to tie-in
of service connections.
B. Low Air Pressure Test: When using this test conform to ASTM C 828,
ASTM C 924, or ASTM F 1417, as applicable, with holding time not less
than that listed in Table 02533-1.
1. Air testing for sections of pipe shall be limited to lines less than 36-
In. average inside diameter.
2. Lines 33-In. average inside diameter and larger shall be tested at
each joint. Minimum time allowable for pressure to drop from 3.5
pounds per square inch gauge to 2.5 pounds per square inch
during joint test shall be 10 seconds, regardless of pipe size.
3. For pipe sections less than 33-In. average inside diameter:
a. Determine ground water level.
b. Plug both ends of pipe. For concrete pipe, flood pipe and
allow 2 hours to saturate concrete. Then drain and plug
concrete pipe.
CITY OF SCHERTZ ACCEPTANCE TESTING
STANDARD SPECIFICATION FOR SANITARY SEWERS
02533-6
March 31, 2011
c. After manhole-to-manhole section of sanitary sewer main
has been sliplined and prior to any service lines being
connected to new liner, plug liner at each manhole with
pneumatic plugs.
d. Pressurize pipe to 4.0 psi or 3.5 psi greater than the
pressure exerted by ground water above the pipe. Bleed
back pressure to start at 3.5 psig (plus adjustment for ground
water table). See Table 02533-1 at end of this Section.
e. To determine air loss, measure time interval for pressure to
drop to 2.5 psig. Time must exceed that listed in Table
02533-1 at end of this Section for pipe diameter and length.
For slip-lining, use diameter of carrier pipe. A minimum of
five (5) readings will be required for each test.
F. Retest: Repair and retest any section of pipe which fails to meet
requirements.
3.05 LEAKAGE TESTING FOR MANHOLES
A. After completion of manhole construction and backfilling, test manholes for
water tightness using vacuum testing procedures.
B. Plug influent and effluent lines, including service lines, with suitably-sized
pneumatic or mechanical plugs. Ensure plugs are properly rated for
pressures required for test; follow manufacturer's safety and installation
recommendations. Place plugs minimum of 6-In. outside of manhole walls.
Brace inverts to prevent lines from being dislodged when lines entering
manhole have not been backfilled.
C. Vacuum testing:
1. Install vacuum tester head assembly at top access point of manhole
and adjust for proper seal on straight top section of manhole
structure. Following manufacturer's instructions and safety
precautions, inflate sealing element to recommended maximum
inflation pressure; do not over-inflate.
2. Evacuate manhole with vacuum pump to 10-In. mercury (Hg),
disconnect pump, and monitor vacuum for 2 minutes, per 30 TAC
Chapter 217 Rule 217.58.
3. If drop in vacuum exceeds 1-In. Hg over specified time period
tabulated above, locate leaks, complete repairs necessary to seal
manhole and repeat test procedure until satisfactory results are
CITY OF SCHERTZ ACCEPTANCE TESTING
STANDARD SPECIFICATION FOR SANITARY SEWERS
02533-7
March 31, 2011
obtained.
3.06 SMOKE TEST PROCEDURE FOR POINT REPAIRS
A. Application: Perform smoke test to:
1. Locate points of line failure for point repair.
2. Determine when point repairs are properly made.
3. Determine when service connections have been reconnected to
rehabilitated sewer.
4. Check integrity of connections to newly replaced service taps to
liners and to existing private service connections.
B. Limitations: Do not backfill service taps until completion of this test. Test
only those taps in single manhole section at one time. Keep number of
open excavations to minimum.
C. Preparation: Prior to smoke testing, give written notices to area residents
no fewer than 2 days, nor more than 7 days, prior to proposed testing.
Also give notice to City of Schertz Police and Fire Departments 24 hours
prior to actual smoke testing.
D. Isolate Section: Isolate manhole section to be tested from adjacent
manhole sections to keep smoke localized. Temporarily seal annular
space at manhole for slip-lined sections.
E. Smoke Introduction:
1. Operate equipment according to manufacturer's recommendation
and as approved by Public Works.
2. Conduct test by forcing smoke from smoke generators through
sanitary sewer main and service connections. Operate smoke
generators for minimum of 5 minutes.
3. Introduce smoke into upstream and downstream manhole as
appropriate. Monitor tap/connection for smoke leaks. Note sources
of leaks.
F. Repair and Retest: Repair and replace taps or connections noted as
leaking and then retest. Taps and connections may be left exposed in only
one manhole section at time. When repair or replacement, testing or
retesting, and backfilling of excavation is not completed within one work
CITY OF SCHERTZ ACCEPTANCE TESTING
STANDARD SPECIFICATION FOR SANITARY SEWERS
02533-8
March 31, 2011
day, properly barricade and cover each excavation as approved by Public
Works.
G. Service Connections: On houses where smoke does not issue from
plumbing vent stacks to confirm reconnection of sewer service to newly
installed liner pipe, perform dye test to confirm reconnection. Introduce
dye into service line through plumbing fixture inside structure or sewer
cleanout immediately outside structure and flush with water. Observe flow
at service reconnection or downstream manhole. Detection of dye
confirms reconnection.
Table 02533-1. ACCEPTANCE TESTING FOR SANITARY SEWERS
TIME ALLOWED FOR PRESSURE LOSS FROM 3.5 PSIG TO 2.5 PSIG
Pipe Dia. (in) Min. Time
(min:sec)
Length for Min.
Time (ft)
Time for Longer Length
(sec/ft)
6 5:40 398 0.8548
8 7:33 298 1.5196
10 9:27 239 2.3743
12 11:20 199 3.4190
15 14:10 159 5.3423
18 17:00 133 7.6928
21 19:50 114 10.4708
24 22:40 99 13.6762
27 25:30 88 17.3089
30 28:20 80 21.3690
33 31:10 72 25.8565
CITY OF SCHERTZ ACCEPTANCE TESTING
STANDARD SPECIFICATION FOR SANITARY SEWERS
02533-9
March 31, 2011
Table 02533-2. Pipe vs. Mandrel Diameter
Material and Wall Construction Nominal Size (Inches) Average I.D.
(Inches)
Minimum
Diameter
(Inches)
6 5.764 5.476
8 7.715 7.329 PVC-Solid (SDR 26)6
10 9.646 9.162
12 11.737 11.15
15 14.374 13.655
18 17.629 16.748
21 20.783 19.744
24 23.381 22.12
PVC-Solid (SDR 35)12
27 26.351 25.033
8 7.75 7.363
10 9.75 9.263
12 11.79 11.201 PVC-Truss
15 14.77 14.032
12 11.74 11.153
15 14.37 13.652
18 17.65 16.768
21 20.75 19.713
24 23.5 22.325
27 26.5 25.175
30 29.5 28.025
36 35.5 33.725
42 41.5 39.425
PVC-Profile (ASTM F 794)
48 47.5 45.125
18 18 17.1
21 21 19.95
24 24 22.8
27 27 25.65
30 30 28.5
36 36 34.2
42 42 39.9
48 48 45.6
54 54 51.3
HDPE-Profile
60 60 57
CITY OF SCHERTZ ACCEPTANCE TESTING
STANDARD SPECIFICATION FOR SANITARY SEWERS
02533-10
March 31, 2011
END OF SECTION
CITY OF SCHERTZ SANITARY SEWER SERVICE
STANDARD SPECIFICATION STUBS OR RECONNECTIONS
02534-1
March 31, 2011
SECTION 02534
SANITARY SEWER SERVICE STUBS OR RECONNECTIONS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Installation of service stubs in sanitary sewers serving areas where
sanitary sewer service did not previously exist.
B. Reconnection of existing service connections along parallel,
replacement, or rehabilitated sanitary sewers.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for sanitary sewer service stubs or service reconnections
with stacks located within 5-Ft. of sanitary sewer main centerline is
on unit price basis for each stub or reconnection. Payment will be
made for each service stub or reconnection installed complete in
place, including service connections, couplings, and adapters
disconnecting existing services, reconnecting new service, fittings,
excavation, and backfill.
2. Payment for sanitary sewer service stubs or service reconnections
without stacks located within 5-Ft. of sanitary sewer main is on unit
price basis for each stub or reconnection. Payment will be made for
each service stub or reconnection installed complete in place,
including service connections, couplings, and adapters
disconnecting existing services, reconnecting new service, fittings,
excavation, backfill and testing.
3. Payment for sanitary sewer service lines more than 5-Ft. laterally
from sewer main is on linear foot basis. Measurement will be taken
along centerline of pipe from centerline of lateral connection or
stack to end of service for service stubs laid in open-cut excavation.
Payment will be made for each linear foot of pipe installed,
complete in place, including sewer pipe, excavation, shoring,
bedding, backfill, and accessories in addition to payment for sewer
stubs or service connections with or without stacks. Augered pipe
for service stubs will be paid as provided in Section 02448 - Pipe
and Casing Augering.
4. Pay estimates for progress payments will be made as
CITY OF SCHERTZ SANITARY SEWER SERVICE
STANDARD SPECIFICATION STUBS OR RECONNECTIONS
02534-2
March 31, 2011
measured above according to following schedule:
a. An estimate for 95 percent payment will be authorized when
reconnection is completely installed and backfilled.
b. An estimate for 100 percent payment will be authorized when
reconnection has been tested as specified in Section 02732 -
Acceptance Testing for Sanitary Sewers.
5. One or more connections discharging into common point are
considered one service connection. Contractor shall not add service
reconnections without approval of Public Works. Public Works may
require connections to be relocated to avoid having more than two
service connections per reconnection.
6. Protruding service connections which must be removed to allow
liner insertion are paid as service reconnection when connected. If
abandoned, they will be paid as abandoned connection.
7. Payment for abandonment of service connection is on unit price
basis for each abandoned connection. No separate payment will be
made for abandonment of service connection unless excavation is
required. No separate payment will be made for excavation of
sanitary sewer services within new or replacement sewer trench.
8. No separate payment will be made for removal of existing sanitary
sewer service stubs. Include payment in unit price for Section
02534 - Sanitary Sewer Service Stubs or Reconnections.
9. No separate payment will be made for abandoned service
connection when service to be abandoned is within 4-Ft. of active
connection. Payment for only one abandoned service connection
will be allowed when second abandoned connection is within 4-Ft. of
first.
10. If faulty remote cut is later corrected using procedures
specified for reconnection by excavation, only one
reconnection will be allowed for payment.
11. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
CITY OF SCHERTZ SANITARY SEWER SERVICE
STANDARD SPECIFICATION STUBS OR RECONNECTIONS
02534-3
March 31, 2011
1.03 REFERENCES
A. ASTM D 1784 - Standard Specification for Rigid Poly (Vinyl Chloride)
(PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC)
Compounds.
B. ASTM D 3034 - Standard Specification for Type PSM Poly (Vinyl Chloride)
(PVC) Sewer Pipe and Fittings.
C. ASTM D 3212 - Standard Specification for Joints for Drain and Sewer
Plastic Pipes Using Flexible Elastomeric Seals.
1.04 PERFORMANCE REQUIREMENTS
A. Accurately locate in field all proposed service stubs along new sanitary
sewer main.
B. Accurately locate in field existing service connections and proposed
service stubs along alignment of new parallel or replacement sewer
main.
1.05 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit product data for each pipe product, fitting, coupling and adapter.
C. Show reconnected services on record drawings. Give exact distance
from each service connection to nearest downstream manhole.
PART 2 PRODUCTS
2.01 PVC SERVICE CONNECTION
A. As stub outs, use PVC sewer pipe of 6-In. through 10-In. diameter,
conforming to ASTM D 1784 and ASTM D 3034, with cell classification of
12454-B. SDR (ratio of diameter to wall thickness) shall be 26 for pipe 10-
In. in diameter or less.
B. PVC pipe shall be gasket jointed with gasket conforming to ASTM D 3212.
C. Provide service connection pipe in sizes shown on Drawings. For
reconnection of existing services, select service connection pipe
diameter to match existing service diameter.
D. Connect service pipes to parallel or replacement sewer mains with
prefabricated, full-bodied tee or wye fittings conforming to
CITY OF SCHERTZ SANITARY SEWER SERVICE
STANDARD SPECIFICATION STUBS OR RECONNECTIONS
02534-4
March 31, 2011
specifications for sewer main pipe material as specified in other
Sections for sewers up to 18-In. in diameter.
E. Where sewers are installed using pipe augering or tunneling, or where
sewer is greater than 18-In. in diameter, use Fowler "Inserta-Tee" to
connect service to sewer main.
2.02 PIPE SADDLES
A. Use pipe saddles only on rehabilitated sanitary sewer mains. Comply with
Paragraph 2.01E for new parallel and replacement sanitary sewer mains.
B. Supply one-piece prefabricated saddle, either polyethylene or PVC, with
neoprene gasket to accomplish complete seal. Use saddle fabricated to
fit outside diameter of connecting pipe. Protruding lip of saddle must be at
least 5/8-In. long with grooves or ridges to retain stainless steel band
clamps.
C. Use 1/2-In. stainless steel band clamps for securing saddles to liner pipe.
2.03 COUPLINGS AND ADAPTERS
A. For connections between new PVC pipe stubouts and existing
service, 4-, 6-, or 8-In. diameter, use flexible adapter coupling
consisting of neoprene gasket and stainless steel shear rings with
1/2-In. stainless steel band clamps:
1. Fernco Pipe Connectors, Inc. Series 1055 with shear ring SR-8
2. Band Seal by Mission Rubber Co., Inc.
3. Approved equal.
B. For connections between new PVC pipe stubout and new service, use
rubber-gasket adapter coupling:
1. GPK Products, Inc.
2. IPS & Sewer Adapter
3. Approved equal.
2.04 STACKS
A. Provide stacks for service connections wherever crown of sewer is 8-
Ft. or more below finished grade.
CITY OF SCHERTZ SANITARY SEWER SERVICE
STANDARD SPECIFICATION STUBS OR RECONNECTIONS
02534-5
March 31, 2011
B. Construct stacks of same material as sanitary sewer and as shown on
Drawings.
C. Provide stacks of same nominal diameter at sanitary service line.
2.05 PLUGS AND CAPS
A. Seal upstream end of unconnected sewer service stubs with rubber
gasket plugs or caps of same pipe type and size. Provide plugs or caps
by GPK Products, Inc. or approved equal.
PART 3 EXECUTION
3.01 PERFORMANCE REQUIREMENTS
A. Provide minimum of 72 hours notice to customers whose sanitary
sewer service will potentially be interrupted.
B. Accurately field locate service connections, whether in service or not,
along rehabilitated sanitary sewer main. For parallel and replacement
sewers, service connections may be located as pipe laying progresses
from downstream to upstream.
C. Properly disconnect existing connections from sewer and reconnect to
rehabilitated liner, as described in this Section.
D. Reconnect service connections, including those that go to
unoccupied or abandoned buildings or to vacant lots, unless
directed otherwise by Public Works.
E. Complete reconnection of service lines within 24 hours after cured-in-place
liner installation and within 72 hours after disconnection for sliplining,
parallel, or replacement sanitary sewer mains.
F. Reconnect services on cured-in-place liner at 12-Ft. depth or less by
excavation method. Public Works reserves the right to require service
connections by excavation when remote cut service connection damages
lines.
G. Reconnection by excavation method shall include stack and fittings and
required pipe length to reconnect service line.
H. Connect services 8-In. in diameter and larger to sewer by construction of
manhole. Refer to appropriate Section on manholes for construction and
payment.
CITY OF SCHERTZ SANITARY SEWER SERVICE
STANDARD SPECIFICATION STUBS OR RECONNECTIONS
02534-6
March 31, 2011
3.02 PROTECTION
A. Provide barricades, warning lights, and signs for excavations created for
service connections. Conform to requirements of Section 01504 -
Temporary Facilities and Controls.
B. Do not allow sand, debris, or runoff to enter sewer system.
3.03 PREPARATION
A. Determine existing sewer locations and number of existing service
connections from closed- circuit television (CCTV) inspection tapes or
from field survey. Accurately field locate existing service connections,
whether in service or not. Use existing service locations to connect or
reconnect service lines or liner.
B. For rehabilitated sanitary sewer mains, allow liner to normalize to ambient
temperature and recover from imposed stretch. For cured-in-place liners,
verify that liner is completely cured.
C. For new parallel and replacement sanitary sewer mains, complete testing
and acceptance of downstream sewers as applicable. Provide for
compliance with requirements of Paragraph 3.01E.
3.04 EXCAVATION AND BACKFILL
A. Excavate in accordance with Section 02317 - Excavation and Backfill for
Utilities.
B. Perform work in accordance with OSHA standards. Employ Trench
Safety System as specified in Section 02260 - Trench Safety System for
excavations requiring trench safety.
C. Install and operate necessary ground water and surface water control
measures in accordance with requirements of Section 01578 - Control of
Ground Water and Surface Water.
D. Determine locations where limited access, buildings or structure preclude
use of mechanical excavation equipment. Obtain approval from Public
Works for hand excavation.
3.05 RECONNECTION BY EXCAVATION METHOD
A. Remove portion of existing sanitary sewer main or carrier pipe to expose
liner pipe. Provide sufficient working space for installing prefabricated pipe
saddle.
CITY OF SCHERTZ SANITARY SEWER SERVICE
STANDARD SPECIFICATION STUBS OR RECONNECTIONS
02534-7
March 31, 2011
B. Carefully cut liner pipe making hole to accept stubout protruding from
underside of saddle.
C. Strap on saddle using stainless steel band on each side of saddle.
Tighten bands to produce watertight seal of saddle gasket to liner pipe.
D. Remove and replace cracked, offset, or leaking service line for up
to 5-Ft., measured horizontally, from center of new liner.
E. Make up connection between liner and service line using PVC sewer
pipe and approved fittings and couplings.
F. Encase entire service connection in cement stabilized sand as shown on
Drawings.
G. Test service connections before backfilling.
3.06 RECONNECTION BY REMOTE METHOD
A. Make service reconnections using remote-operated cutting tools on
cured-in-place liners at depth greater than 12-Ft..
B. Employ method and equipment that restore service connection capacity to
not less than 90 percent of original capacity.
C. Immediately open missed connections and repair holes drilled in
error using method approved by Public Works.
3.07 RECONNECTION ON PARALLEL OR REPLACEMENT SEGMENTS
A. Install service connections on sewer main.
B. Remove and replace cracked, offset or leaking service line for up
to 5-Ft., measured horizontally, from centerline of sanitary sewer
main.
C. Make up connection between main and existing service line using
PVC sewer pipe and approved couplings, as shown on Drawings.
D. Test service connections before backfilling.
E. Embed service connection and service line as specified for sanitary
sewer main as shown on Drawings. Place and compact trench zone
backfill in compliance with Section 02317 - Excavation and Backfill for
Utilities.
CITY OF SCHERTZ SANITARY SEWER SERVICE
STANDARD SPECIFICATION STUBS OR RECONNECTIONS
02534-8
March 31, 2011
3.08 INSTALLATION OF NEW SERVICE STUBS
A. Install service connections on sanitary sewer main for each service
connection. Provide length of stub indicated on Drawings. Install plug or
cap on upstream end of service stub as needed.
B. Test service connections before backfilling.
C. Embed service connection and service line as specified for sanitary
sewer main, and as shown on Drawings. Place and compact trench
zone backfill in compliance with Section 02317 - Excavation and
Backfill for Utilities. Install minimum 2-Ft. length of magnetic locating
tape along axis of service stub and 9-In. to 12-In. above crown of pipe,
at end of stub.
3.09 TESTING
A. Test service reconnections and service stubs. Follow applicable procedures
given in Section 02533 - Acceptance Testing for Sanitary Sewers to perform
smoke testing to confirm reconnection.
B. Perform post installation CCTV inspection as specified in Section 02531 to
show locations of service connection.
3.10 CLEANUP
A. Backfill excavation as specified in Section 02317 - Excavation and Backfill
for Utilities.
B. Replace pavement or sidewalks removed or damaged by excavation in
accordance with Section 02951 - Pavement Repair and Resurfacing. In
unpaved areas, bring surface to grade and slope surrounding excavation.
Replace minimum of 4-In. of topsoil and seed according to requirements
of Section 02921 - Hydro-mulch Seeding.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE BURSTING
02571 - 1
March 31, 2011
SECTION 02571
PIPE BURSTING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. This section specifies the system, method, or process to include all labor
materials, tools, equipment and incidentals necessary to provide for the
complete rehabilitation/replacement of deteriorated pipe by the Pipe
Bursting System.
1.02 UNIT PRICES
A. Measurement for installing replacement pipe using pipe bursting method is
on a linear foot basis for installed liner pipe, measured from center line of
upstream manhole to center line of downstream manhole. Depth range for
payment is based on greatest depth measured at manholes from natural
ground level to flow line of sanitary sewer for each pipeline segment.
B. Insertion or access pits, clamp installation, embedment (bedding,
haunching and initial backfill), field quality control (testing), sealing liner at
manholes, grouting annular space, building up, shaping and reworking
manhole inverts and benches, and pre-installation and post-installation
cleaning and television inspection of completed work are included in pipe
bursting unit price and not paid for separately.
D. Point repair of sanitary sewer for pipe replacement, digging a sag
elimination pit, and bringing the bottom of the pipe trench to a uniform
grade in line with existing pipe invert or by other measures that shall be
acceptable to the Owner. Payment shall be per linear foot and to include
site restoration.
C. Locating and reconstruction of services and all connections of services will
be paid for per each connection made, including fittings and pipe.
D. The cost of any necessary bypass pumping will be considered subsidiary
to the appropriate pay items for pipe installation, or related work and will
not be a separate pay item
E. Refer to Section 01270 - Measurement and Payment, for unit price
procedures.
1.03 REFERENCES:
A. A STM D 1248 - Polyethylene Plastics Molding and Extrusion Materials.
B. ASTM D 2122 - Determining Dimensions of Thermoplastic Pipe and
Fittings.
C. ASTM D 2412 - Determination of External Loading Characteristics of
Plastic Pipe by Parallel-Plate Loading.
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE BURSTING
02571 - 2
March 31, 2011
D. ASTM D 2992 - Obtaining Hydrostatic or Pressure Design Basis for
"Fiberglass" (Glass-Fiber-Reinforced Thermosetting- Resin) Pipe and
Fittings.
E. ASTM D 3262 - "Fiberglass" (Glass-Fiber-Reinforced Thermosetting-
Resin) Sewer Pipe.
F. ASTM D 3350 - Polyethylene Plastics Pipe and Fittings Materials.
G. ASTM D 3681 - Chemical Resistance of "Fiberglass" (Glass-Fiber-
Reinforced Thermosetting-Resin) Pipe in a Deflected Condition.
H. ASTM D 4161 - "Fiberglass" (Glass-Fiber-Reinforced Thermosetting-
Resin) Pipe Joints Using Flexible Elastomeric Seals.
1.04 DEFINITIONS
A. Pipe bursting: Reconstruction of sanitary sewers by insertion of liner pipe
within the bore of the existing pipe, enlarged by breaking and expanding
the old pipe.
1.05 SYSTEM DESCRIPTION
A. Pipe bursting involves rehabilitation of deteriorated gravity sewer pipe by
installing new pipe material within the enlarged bore created by using a
static, hydraulic, or pneumatic hammer “moling” device, suitably sized, to
break old pipe, or by using a modified boring “knife” with a flared plug that
crushes existing sewer pipe. Forward progress of the “mole” or “knife” may
be aided by hydraulic equipment or other apparatus. Replacement pipe is
either pulled or pushed into the bore.
1.06 QUALITY ASSURANCE
A. The Contractor shall provide qualifications to the representative upon
request evidence of competency and authority to perform pipe bursting.
1.07 DELIVERY, STORAGE, AND HANDLING
A. Prevent injury to or abrasion of pipe during loading, transportation and
unloading. Do not drop pipe from vehicles, nor allow pipe to roll down
skids or slopes without proper restraining ropes. Use suitable pads, strips,
skids or blocks for each pipe during transportation and while awaiting
installation.
B. Do not use, and remove from construction site, pipe with physical damage
such as cuts, gashes, nicks or abrasions which may have occurred during
shipping, storage, or handling, which are deeper than 10 percent of wall
thickness.
C. Use wide belly band slings for lifting and moving pipe. Do not use bare
chains in contact with pipe.
1.08 PERFORMANCE REQUIREMENTS
A. Maintain sewage flow by diversion pumping or other method approved by
the Engineer.
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE BURSTING
02571 - 3
March 31, 2011
B. Clear existing sewers of debris, obstructions and other foreign material,
point repair of damaged or sagging sewer.
C. Perform pipe bursting according to this Section.
D. Shape manhole inverts as specified in Section 02081 – Cast-In-Place
Manhole.
E. Test lines as specified in Section 02533 - Acceptance Testing for Sanitary
Sewers.
F. Inspect lines by video inspection as specified in Section 02531-Gravity
Sanitary Sewers.
1.09 SUBMITTALS
A. Comply with Section 01330 - Submittal Procedures, and Section 01340 -
Shop Drawings, Product Data and Samples.
B. Submit to City a pipe bursting plans which shall minimally included pit
locations and schedule, service line replacement, bursting distances and
directions, and service outage and reinstatement schedule.
C. Submit manufacturer's product data with complete information on pipeline
materials including physical properties and dimensions pertinent to this
job. Furnish certificates of compliance with specifications for materials to
be supplied.
D. Submit independent testing laboratory test reports certifying that
polyethylene pipe conforms to ASTM D 1248 and ASTM D 3350, that
fiberglass reinforced plastic (FRP) pipe conforms to ASTM D 3262 and
ASTM D 3681, as applicable.
E. Submit manufacturer’s product data on clamps.
F. Submit video inspection as specified in Document 02558 - Cleaning and
Television Inspection.
1.10 TESTING
A. City may have tests performed on field samples by an independent
laboratory following applicable ASTM specifications to verify physical
properties and characteristics of supplied materials. Provide product
samples as requested by Engineer.
B. City will pay for tests on materials which meet specification requirements.
Contractor shall pay for failed tests and consequent retesting.
PART 2 PRODUCTS
2.01 MANUFACTURERS
A. Liner pipe systems shall be polyethylene or fiberglass reinforced plastic
(FRP) products approved by the City.
B. Approved manufacturers for polyethylene liner: Chevron and Phillips.
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE BURSTING
02571 - 4
March 31, 2011
C. Approved manufacturer for FRP liner: Hobas USA, Inc.
2.02 POLYETHYLENE PIPE AND FITTINGS
A. Provide polyethylene liner pipe, manufactured of solid-wall, high-density,
high-molecularweight polyethylene meeting ASTM D 1248, Type III, Class
B, Grade P-34, Category 5, with a PPI rating of PE 3408. Use
polyethylene material with a minimum cell classification of 345434D or E
(inner wall of light color) under ASTM D3350. Higher-numbered cell
classification limits yielding desirably higher primary properties, according
to ASTM D 3350, are also acceptable. Dimensions and workmanship:
Meet ASTM F 714 and ASTM D 2122.
B. Provide pipe with maximum Standard Dimension Ratio (SDR), and ratio of
outside pipe diameter to wall thickness, as specified in Section 02505
High Density Polyethylene Pipe. Select SDR for the deeper of two
manholes in each particular pipeline segment.
C. Fittings for pressure systems shall be ductile iron with a minimum working
pressure rating of 200 psi using HDPE MJ adapters to transition from the
HDPE pipe to the fitting. At locations were bends are required pre-cast
thrust blocks shall be installed.
D. Stainless steel stiffener inserts, ASTM 240, shall be used for all fittings
and connections to HDPE pipe. Stiffeners shall be of SS 304, wedge-type
design.
2.03 LINER PIPE SEAL AT MANHOLES
A. Sealer for annular space between liner pipes and manhole: Oakum strips
soaked in Scotchseal 5600 as manufactured by 3M Corporation, or
approved equal.
B. Non-Shrink Grout: Strong Seal’s QSR patching material, or approved
equal.
2.04 CLAMPS AND GASKETS
A. Clamps: Stainless steel, including bolts and lugs; Type 108, as
manufactured by JCM Industries or equal. Furnish full circle, universal
clamp couplings with at least 3/16-inch thick neoprene grid-type gaskets.
Select clamps to fit outside diameter of liner pipe as follows:
Liner Pipe
Outside Diameter
(Inches)
Minimum
Clamp Length
(Inches)
8.625 18
10.750 or greater 30
2.05 SERVICE CONNECTIONS
A. The service connection shall be specifically designed for connection to the
HDPE sewer main being installed, and shall be INSERTA TEE, as
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE BURSTING
02571 - 5
March 31, 2011
manufactured by Insert Tee Fittings, Inc., Hillsboro, Oregon, or an
approved equal.
2.06 BEDDING MATERIAL
A. Bedding: Comply with Section 02320 - Utility Backfill Materials.
PART 3 EXECUTION
3.01 OBSTRUCTION REMOVAL AND POINT REPAIR
A. Make point repairs and remove obstructions, such as roots, rocks and
other debris, prior to installing liner pipe. Remove and dispose of debris in
accordance with Section 01504 - Temporary Facilities and Controls, or
Section 01576 - Waste Material Disposal.
B. If pre-installation video inspection reveals a sag in the existing sewer that
is greater than one-half the diameter of the existing pipe, it shall be the
Contractor’s responsibility to install the replacement pipe to the result in an
acceptable grade without the sag. The Contractor shall take in necessary
measures to eliminate these sags, as directed by the City.
3.02 DIVERSION PUMPING
A. Refer to Section 01540 - Diversion Pumping.
3.03 INSERTION OR ACCESS PITS
A. Locate pits so that total number is minimized and footage of liner pipe
installed in a single pull is maximized. Where possible, use excavations at
point repair locations for insertion pits.
B. Prior to excavation, the Contractor shall check with all utility providers and
determine locations of utilities in or near the work area. Costs of utility
repairs, temporary service and other costs arising out of damage to or
interruption of utilities resulting from operations under this contract shall be
borne by Contractor at no additional cost to the City.
C. Perform excavation and backfill in accordance with requirements of
Section 02317 - Excavation and Backfill for Utilities.
D. Perform work in accordance with OSHA standards. Comply with Section
02260 - Trench Safety System for excavations requiring trench safety.
E. Install and operate necessary dewatering and surface water control
measures in accordance with Section 01578 - Control of Ground and
Surface Water.
3.04 REMOVAL OR CUTTING OF PLASTIC PIPE TO ALLOW FOR PIPE BURSTING OF
THE SEWER
A. If a pipe that is scheduled to receive rehabilitation is found to have
received sliplining or pipe bursting on a previous occasion, the Contractor
shall notify the Engineer immediately. The Engineer may direct the
Contractor to clean and televise the line segment and/or cut or remove the
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE BURSTING
02571 - 6
March 31, 2011
existing liner in conjunction with the installation of a new pipe via pipe
bursting. Removal or cutting of the existing liner shall be performed upon
approval and notification from the Engineer.
B. The Contractor shall provide the means, method, equipment and labor to
cut or remove the plastic pipe to allow for the successful pipe bursting of
the sewer.
1. The means or method utilized by the Contractor shall not disturb
the surrounding soil or host pipe to the degree where it will effect
the installation and operation of the new pipe to be installed.
2. Cutting of the liner or removal of the existing liner shall not interfere
or damage the connections beyond the extent required to
disconnect and reconnect the service laterals to the main line.
3. Removal of the existing liner will only be allowed if cutting is not
possible.
4. Liner cutting or removal shall be considered complete when the
existing pipe has been cut or removed and the new pipe has been
successfully installed and accepted.
C. During the liner removal or cutting effort the Contractor may encounter
conditions that inhibit pipe removal or the cutting of the pipe. These
include, but are not limited to obstructions, couplings, pipe clamps, or
cement stabilized sand. When these conditions stop the advancement of
the head, the Contractor shall request approval for an obstruction removal
from the Engineer. Once approved, the Contractor shall perform all work
necessary to remove the obstruction and allow for the resumption of
progress of the liner removal or cutting effort.
D. Line segments with existing conditions that prevent the successful
removal or cutting of the liner pipe by conventional methods shall be
evaluated on a case by case basis.
3.05 PIPE BURSTING
A. Pipe bursting shall be accomplished using the hydraulic method. In
general, the bursting operation shall be as follows
1. Post notices of service interruption and outages as indicated in the
pipe-bursting plan.
2. Isolate the existing system and excavate launch, bursting, and
service pipes as indicated in the pipe-bursting plan.
3. Construct placement service lines.
4. Set up the bursting equipment in the bursting pit and insert the
bursting rods or cable through the host pipe.
5. Connect the bursting head to the main and the bursting rods or
cable in the launch pit.
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE BURSTING
02571 - 7
March 31, 2011
6. Burst the existing main.
7. Install new service connection fittings and connect new service
lines.
8. Flush the new main then connect the new main to the existing
system; and
9. Continue this series of operation to complete the full scope of
burstings.
B. Joints:
1. Assemble and join sections of polyethylene liner pipe on site, above
ground. Make joints by heating and butt-fusion method in strict
conformance to manufacturer's instructions and Section 02505.
2. Use operators who are experienced with butt-fusion jointing of pipe.
Operators shall be trained infusing polyethylene pipe with similar
equipment using proper jigs and tools in accordance with pipe
manufacturer’s standard procedures.
3. Form joints with smooth, uniform double-rolled back beads made
while applying proper melt, pressure and alignment. Joints must be
inspected and approved by the Engineer before insertion.
B. Preparation: After completing insertion pit excavation, remove top of
existing sanitary sewer line down to the spring line. Connect power winch
cable to end of liner by use of suitable pulling head equal to outside
diameter of liner. Secure pulling head to liner and attach to power winch
cable so that liner can be satisfactorily fed and pulled through sanitary
sewer line. Prevent ragged edges of existing pipe from scarring liner pipe.
Follow insertion procedures in ASTM F 585. Do not allow sand or other
debris to enter liner.
C. Pulling Liner:
1. Maximum length of continuous liner assembled above ground and
pulled at any one time: Do not exceed length recommended by
manufacturer's printed instructions.
2. Limit pulling force exerted on liner to that indicated below for the
appropriate outside diameter of the polyethylene liner. Provide a
suitable pulling force measuring device connected to the winch or
pulling mechanism.
Polyethylene
Liner O.D.
(Inches) 8.625
Maximum Pulling
Force (Tons) 4.0
10.75 7.5
14.0 10.5
16.0 12.0
18.0 21.5
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE BURSTING
02571 - 8
March 31, 2011
D. Alternate Insertion Techniques: Pushing, or a combination of pulling and
pushing, may be used subject to the Engineer's approval. Avoid liner
buckling or dimpling by limiting stroke of pushing implement. Cut out and
remove portions damaged during insertion process.
3.06 CLAMP INSTALLATION
A. Where excavations for liner pipe insertion are made between two
manholes, cut ends of liner pipe smooth, square to pipe axis. Join liner
pipes with appropriately-sized stainless steel universal clamp couplings.
Butt together gaps between ends of liner pipe with space between ends
not exceeding one inch.
B. Bedding: Install cement-stabilized sand bedding in accordance with
Section 02321 - Cement Stabilized Sand. Extend bedding 12 inches
above clamp/liner pipe.
3.07 FIELD QUALITY CONTROL
A. After liner installation, perform the following tests:
1. Low pressure air test: Perform before sealing liner in place at
manholes, and before making service reconnections to liner. Check
integrity of joints made, and verify that liner has not been damaged.
2. Service lateral connection test: After all service laterals have been
completed for a particular sewer section, verify integrity of re-
connections at points where they join liners and existing service
lines by performing smoke test.
3. Refer to Section 02533-Acceptance Testing for Sanitary Sewers for
applicable test procedures.
3.08 SEALING LINER IN MANHOLES
A. Allow liner pipe to normalize to ambient temperatures and recover from
imposed stretch before cutting to fit between manholes, sealing at
manholes, and shaping manhole inverts. Allow at least 12 hours for
normalization of polyethylene liners.
B. Cut liner so it extends 4 inches into manholes. Make smooth, vertical cuts
and slope areas over top of exposed liner using non-shrink grout.
C. Seal annular spaces between liner at each manhole with specified
chemical liner pipe seal and non-shrink grout. Place strips of oakum
soaked in sealer in a band to form an effective watertight gasket in the
annular space between liner and existing pipes in manhole. Make width of
the sealing band at least 8 inches.
D. Finish seal liner pipe to host pipe with non-shrink grout placed around
annular space from inside manhole. Apply grout in a band at least 6
inches wide.
CITY OF SCHERTZ
STANDARD SPECIFICATION PIPE BURSTING
02571 - 9
March 31, 2011
E. Reshape and smooth manhole inverts as specified in Section 02555 –
Manhole Rehabilitation. Use approved manhole rehabilitation material to
form smooth transitions with reshaped inverts and raised manhole
benches to eliminate sharp edges of liner pipe, concrete benches and
channeled inverts. Build up and smooth manhole inverts to match flow line
of new liner.
3.09 POST-INSTALLATION VIDEOTAPE INSPECTION OF COMPLETED WORK
A. Provide the Engineer with video inspection showing completed work
including condition of restored connections. Comply with Document 02533
- Acceptance Testing for Sanitary Sewers.
3.10 FINAL CLEANUP
A. Upon completion of installation, testing and inspection, clean and restore
project area affected by work of this Section. Restore site in accordance
with Section 01740 - Restoration of Site Improvements.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION REINFORCED CONCRETE PIPE
02611-1
March 31, 2011
SECTION 02611
REINFORCED CONCRETE PIPE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Reinforced concrete pipe for sanitary sewers and storm sewers.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for reinforced concrete pipe
under this Section. Include cost in unit price work as specified in
following Sections:
a. Section 02531 - Gravity Sanitary Sewers.
b. Section 02631 - Storm Sewers.
2. Refer to Section 01270- Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM C 76 - Standard Specification for Reinforced Concrete Culvert,
Storm Drain, and Sewer Pipe.
B. ASTM C 443 - Standard Specification for Joints for Circular Concrete
Sewer and Culvert Pipe Using Rubber Gaskets.
C. ASTM C 497 - Standard Test Method for Concrete Pipe, Manhole
Sections, or Tile.
D. ASTM C 506 - Standard Specification for Reinforced Concrete Arch
Culvert, Storm Drain and Sewer Pipe
E. ASTM C 655 - Standard Specification for Reinforced Concrete D-load
Culvert, Storm Drain and Sewer Pipe.
F. ASTM C 877 - Standard Specification for External Sealing Bands for
CITY OF SCHERTZ
STANDARD SPECIFICATION REINFORCED CONCRETE PIPE
02611-1
March 31, 2011
Noncircular Concrete Sewer, Storm Drain, and Culvert Pipe.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit complete product data for pipe, fittings and gaskets for approval.
Indicate conformance to appropriate reference standards.
C. Submit manufacturer’s certificate that concrete pipes meet applicable
standards.
D. For jacking pipe, submit drawings and data describing grouting port design
and closure procedures when required by Section 02431 - Tunnel Grout,
including liner repair, as applicable.
PART 2 PRODUCTS
2.01 REINFORCED CONCRETE PIPE
A. Conform circular reinforced concrete pipe to requirements of ASTM C 76
or C 655, for Class III wall “B” thickness. Conform to rubber gasket joints
for sanitary sewers and storm sewers and tongue and groove for roadside
ditch culverts to ASTM C 443.
B. Conform reinforced concrete arch pipe to requirements of ASTM C 506 for
Class A-III. Joints shall conform to ASTM C 877.
C. Reinforced concrete elliptical pipe, either vertical or horizontal, shall
conform to requirements of ASTM C 507 for Class VE-III for vertical or
Class HE-III for horizontal. Use rubber gasket joints conforming to ASTM C
877.
D. Conform reinforced concrete D-load pipe requirements of ASTM C 655.
2.02 GASKETS
A. When no contaminant is identified, furnish rubber gasket conforming to
ASTM C 443 for circular reinforced concrete pipe and rubber gasket
conforming to ASTM C 877 for reinforced concrete elliptical pipe.
B. Use the following gasket materials for pipes to be installed in potentially
contaminated areas, especially where free product is found near elevation
of proposed sewer:
CITY OF SCHERTZ
STANDARD SPECIFICATION REINFORCED CONCRETE PIPE
02611-1
March 31, 2011
CONTAMINANT GASKET MATERIAL REQUIRED
Petroleum (diesel, gasoline) Nitrile Rubber
Other Contaminants As recommended by pipe manufacturer
2.03 LINERS FOR SANITARY SEWER PIPE
A. Reinforced concrete pipe for sanitary sewers shall be PVC lined and
conform to Section 02427 - Plastic Liner for Large Diameter Concrete
Sewers and Structures.
B. Reinforced concrete pipes to be installed in potentially contaminated areas
shall have liners recommended by manufacturer as resistant to
contaminants identified in Phase II Environmental Site Assessment
Report.
2.04 SOURCE QUALITY CONTROL
A. Representatives of City Engineer will inspect manufacturer's plant and
casting operations as deemed necessary.
PART 3 EXECUTION
3.01 INSTALLATION
A. Conform to requirements of following Sections, as applicable:
1. Section 02448 - Pipe and Casing Augering for Sewers.
2. Section 02531 - Gravity Sanitary Sewers.
3. Section 02631 - Storm Sewers.
B. Install reinforced concrete pipe in accordance with manufacturer's
recommendations.
END OF SECTION
CITY OF SCHERTZ PRECAST REINFORCED
STANDARD SPECIFICATION CONCRETE BOX SEWER
02612-1
March 31, 2011
SECTION 02612
PRECAST REINFORCED CONCRETE BOX SEWERS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Precast reinforced concrete box sewers.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No payment will be made for precast reinforced concrete box sewer
under this Section. Include payment in unit price for Sections 02631 -
Storm Sewers.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM C 1433 – Standard Specification for Precast Reinforced Concrete Box
Sections for Culverts, Storm Drains, and Sewers.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit shop drawings and data on box sections, fittings, gaskets,
and appurtenances for approval. Indicate conformance to reference
standards.
PART 2 PRODUCTS
2.01 PRECAST REINFORCED CONCRETE BOX SEWERS
A. Conform to ASTM C 1433, as indicated on Drawings.
B. Pipe and boxes shall be machine-made or cast by process which will
provide for uniform placement of concrete in forms and compaction by
mechanical devices to produce dense, structurally sound concrete.
CITY OF SCHERTZ PRECAST REINFORCED
STANDARD SPECIFICATION CONCRETE BOX SEWER
02612-2
March 31, 2011
2.02 CONCRETE
A. Conform to requirements of Section 03315 - Concrete for Utility
Construction.
B. Use concrete mixed in central batch plant or other batching facility from
which quality and uniformity of concrete can be assured. Transit-mixed
concrete is not acceptable.
2.03 SOURCE QUALITY CONTROL
A. Representatives of City Engineer will inspect manufacturer's plant and
casting operations as deemed necessary.
PART 3 EXECUTION
3.01 BEDDING
A. Bed box sections on foundation of firm and stable material accurately
shaped to conform to their bases. Install bedding as specified in Section
02317 - Excavation and Backfill for Utilities. When required by Drawings,
use special bedding material. When single-cell box sections are placed
in parallel for multi-cell installation, place in conformance with details
shown on Drawings.
3.02 PLACEMENT
A. Carefully lower box sections to bottom of trench and lay accurately in line
and grade, with spigot or tongue end downstream entering bell or groove
end to full depth and in such manner as not to drag foreign material into
annular space.
3.03 JOINTING
A. Join box sections together and match so that they will form continuous
smooth and uniform invert.
3.04 BACKFILLING
A. After box has been properly jointed and bedded, commence backfilling.
B. Backfill in accordance with Section 02317 - Excavation and Backfill for
Utilities.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION GEOTEXTILE
02621-1
March 31, 2011
SECTION 02621
GEOTEXTILE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Geotextile, also called filter fabric, in applications including pipe
embedment wrap, around exterior of tunnel liner, around foundations of
pipeline structures, and slope stabilization.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for Work performed under this
Section. Include cost of work in unit prices for work requiring
geotextile.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. AASHTO M 288 - Standard Specification for Geotextile Specification for
Highway Applications.
B. ASTM D 4491 - Standard Test Methods for Water Permeability of
Geotextiles by Permittivity.
C. ASTM D 4533 - Standard Test Method for Trapezoid Tearing Strength of
Geotextiles.
D. ASTM D 4632 - Standard Test Method for Grab Breaking Load and
Elongation of Geotextiles (Grab Method).
E. ASTM D 4751 - Standard Test Method for Determining Apparent Opening
Size of Geotextiles.
F. ASTM D 4833 - Standard Test Method for Index Puncture
Resistance of Geotextiles, Geomembranes, and Related Products.
CITY OF SCHERTZ
STANDARD SPECIFICATION GEOTEXTILE
02621-2
March 31, 2011
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit standard manufacturer's catalog sheets and other pertinent
information, for approval, prior to installation.
C. Submit installation methods, as part of work plan for tunneling or for
excavation and backfill for utilities. Obtain approval from Public Works for
filter fabric material and proposed installation method prior to use of filter
fabric.
PART 2 PRODUCTS
2.01 GEOTEXTILE
A. Provide geotextile (filter fabric) designed for use in geotechnical
applications. Filter fabric shall provide permeable layer or media while
retaining soil matrix.
B. Use fabric which meets physical requirements for Class A subsurface
drainage installation conditions as defined in AASHTO M 288 and as
specified in Paragraph 2.02, Properties.
2.02 PROPERTIES
A. Material: Nonwoven, nonbiodegradable, fabric consisting of continuous
chain polymer filaments or yarns, at least 85 percent by weight polyolefins,
polyesters or polyamide, formed into dimensionally stable network.
B. Chemical Resistance: Inert to commonly encountered chemicals and
hydrocarbons over pH range of 3 to 12.
C. Physical Resistance: Resistant to mildew and rot, ultraviolet light
exposure, insects and rodents.
D. Minimum Test Values:
Property Value (Min.) Test Method
Grab Strength 180 lbs. ASTM D 4632
Trapezoidal Tear Strength 50 lbs. ASTM D 4533
Puncture Strength 80 lbs. ASTM D 4833
Mullen Burst Strength 290 psi. ASTM D 3786
Apparent Opening Size(1) 0.25 mm ASTM D 4751
Permittivity (sec-1) 0.2 ASTM D 4491
(1) Maximum average roll value.
CITY OF SCHERTZ
STANDARD SPECIFICATION GEOTEXTILE
02621-3
March 31, 2011
PART 3 EXECUTION
3.01 LINE WORK
A. Conform use of geotextile to backfill for utilities to Section 02317 -
Excavation and Backfill for Utilities.
3.02 TUNNEL WORK
A. Use geotextile outside of tunnel primary liner to prevent migration of soil
fines into excavated tunnel resulting in voids or settlement. Select
geotextile, subject to minimum requirements of Paragraph 2.02, meeting
tunnel liner design requirements and installation conditions.
1. Sewers: Conform to Section 02426 - Sanitary Sewer Line in Tunnel.
2. Waterlines: Conform to Section 02517 - Waterline in Tunnels.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION STORM SEWERS
02631-1
March 31, 2011
SECTION 02631
STORM SEWERS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. New storm sewers and appurtenances, modifications to existing storm
sewer system and installation of roadside ditch culverts.
1.02 MEASUREMENT AND PAYMENT A. Unit Prices.
1. Payment for storm sewers, including elliptical or box, installed by
open-cut, augered with or without casing, or tunneling is on linear
foot basis. Measurement for storm sewers and roadside ditch
culverts will be taken along center line of pipe from center line to
center line of manholes or from end to end of culverts. Payment will
be made for each linear foot installed complete in place, including
connections to existing manholes and inlets.
2. Payment for storm sewer leads, including elliptical leads, is on a linear foot basis.
3. Payment for corrugated metal pipe storm sewer outfall, including
timber bents, is on a linear foot basis.
4. Refer to Section 01270 - Measurement and Payment for unit price procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's literature for product specifications and
installation instructions.
C. Submit proposed methods, equipment, materials, and sequence of
operations for sewer construction. Plan operations to minimize
disruption of utilities to occupied facilities or adjacent property.
1.04 QUALITY ASSURANCE
CITY OF SCHERTZ
STANDARD SPECIFICATION STORM SEWERS
02631-2
March 31, 2011
A. The Condition for acceptance shall be watertight storm sewer that is
watertight both in pipe- to-pipe joints and in pipe-to-manhole connections. B. Provide manufacturer's certification to Specifications.
1.05 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Comply with manufacturer's recommendations.
B. Handle pipe, fittings, and accessories carefully with approved handling
devices. Do not drop or roll pipe off trucks or trailers. Do not use materials
cracked, gouged, chipped, dented, or otherwise damaged.
C. Store pipe and fittings on heavy timbers or platforms to avoid contact with ground.
D. Unload pipe, fittings, and appurtenances as close as practical to
location of installation to avoid unnecessary handling.
E. Keep interiors of pipe and fittings free of dirt and foreign matter. F. Store PVC pipe out of direct sunlight.
PART 2 PRODUCTS
2.01 PIPE
A. Provide piping materials for storm sewers shall be of sizes and
types specified unless otherwise indicated on Drawings.
B. In diameters where material alternatives are available, provide pipe from
single manufacturer for each pipe diameter, unless otherwise approved by
Public Works or otherwise shown on Drawings. C. Existing pipe that has been removed during construction cannot be reused.
2.02 PIPE MATERIAL SCHEDULE
A. Storm Sewer Pipe: Use pipe materials that conforming to requirements
specified in one or more of the following Sections as shown on the
Drawings.
1. Section 02506 - Polyvinyl Chloride Pipe. Not allowed
in the following applications:
a. Potentially Petroleum Contaminated Areas (PPCA). b. Augering/ jacking 2. Section 02611 - Reinforced Concrete Pipe.
CITY OF SCHERTZ
STANDARD SPECIFICATION STORM SEWERS
02631-3
March 31, 2011
3. Section 02612 - Precast Reinforced Concrete Box Sewers.
4. Section 02642 - Corrugated Metal Pipe use only where
Corrugated Metal Pipe is shown on Drawings.
B. Driveway Culvert Pipe for Streets with Open Ditches: Use pipe materials
that conforming to requirements specified in one or more of the following
Sections as shown on the Drawings.
1. Section 02505 – Polyethylene Pipe. Use for Residential Culverts only. Use Concrete Pipe for long run culverts. 2. Section 02611 - Reinforced Concrete Pipe. 3. Section 02612 - Precast Reinforced Concrete Box Sewers.
C. Provide pipe meeting minimum class, dimension ratio, or other criteria
indicated.
D. Pipe materials other than those listed above shall not be used for storm
sewers.
2.03 BEDDING, BACKFILL, AND TOPSOIL MATERIAL
A. Bedding and Backfill Material: Conform to requirements of Sections 02317
- Excavation and Backfill for Utilities, Section 02320 - Utility Backfill
Material, and Section 2321 - Cement Stabilized Sand.
B. Topsoil: Conform to requirements of Section 02911 - Topsoil.
C. Use cement stabilized sand or gravel material for bedding and backfill
in the pipe zone for all storm sewers.
PART 3 EXECUTION
3.01 PREPARATION
A. Prepare traffic control plans and set up street detours and barricades in
preparation for excavation when construction will affects traffic. Conform
to requirements of Section 01555 Traffic Control and Regulation.
B. Provide barricades, flashing warning lights, and signs for excavations.
Conform to requirements of Section 01555 - Traffic Control and
Regulation. Maintain barricades and warning lights for streets and
intersections while work is in progress or where traffic is affected by
work.
C. Immediately notify agency or company owning utility lines which are
CITY OF SCHERTZ
STANDARD SPECIFICATION STORM SEWERS
02631-4
March 31, 2011
damaged, broken, or disturbed. Obtain approval from Public Works and
agency for repairs or relocations, either temporary or permanent.
D. Remove old pavements and structures, including sidewalks and driveways
in accordance with requirements of Section 02221 - Removing Existing
Pavements and Structures. E. Install and operate dewatering and surface water control measures in accordance with Section 01578 - Control of Ground Water and Surface Water.
3.02 EXCAVATION A. Earthwork. Conform to requirements of Section 02317 - Excavation and Backfill for Utilities. Use bedding as indicated on Drawings.
B. Line and Grade. Establish required uniform line and grade trench from
benchmarks identified by Public Works. Maintain this control for minimum
of 100-Ft. behind and ahead of pipe-laying operation. Use laser beam
equipment to establish and maintain proper line and grade of work. Or use
of appropriately sized grade boards which are substantially supported.
C. Trench Excavation. Excavate pipe trenches to level as indicated on
Standard Details. Backfill excavation with specified bedding material to
level of lower one-third of pipe barrel. Tamp and compact backfill to provide
bedding at indicated grade. Form bedding foundation to minimum depth of
one-eighth of pipe diameter, but not less than 6-In.
3.03 PIPE INSTALLATION
A. Install in accordance with pipe manufacturer's recommendations and
as specified in this section.
B. Install pipe only after excavation is completed, bottom of trench is
shaped, bedding material is installed, and trench has been approved by
Public Works.
C. Install pipe to line and grade indicated on Drawings. Place pipe so that it
has continuous bearing of barrel on bedding material with no voids, and is
laid in trench so interior surfaces of pipe follows grades and alignments
indicated. D. Install pipe with bells of pipe facing upstream of anticipated flow. E. Form concentric joint with each section of adjoining pipe to prevent offsets.
F. Place and drive home newly laid sections with a sling or come-a-long
winches to eliminate damage to sections. Unless otherwise approved by
Public Works, provide end protection to prevent damage while using back
CITY OF SCHERTZ
STANDARD SPECIFICATION STORM SEWERS
02631-5
March 31, 2011
hoes or similar powered equipment to drive home newly laid sections. G. Keep interior of pipe clean as installation progresses. H. Keep excavations free of water during construction and until final inspection.
I. When work is not in progress, cover exposed ends of pipes with
pipe plug specifically designed to prevent foreign material from
entering pipe. J. For PVC Pipe:
1. Provide a minimum cover as per City Standard detail from top of
pavement to top of pipe, but no less than 2-Ft..
2. Accomplish transitions to different material of pipe in a manhole
or inlet box. No adapter, coupling for dissimilar pipe, or saddle
connections allowed.
3. Provide pipe sections in standard lengths with minimum length of
13-Ft. Pipe may be field modified to shorten length no less than 4-
Ft., unless otherwise approved by Public Works. Field modify pipe
per manufacturer's recommendations.
4. No beveling at joint allowed. Cut to be perpendicular to longitudinal axis. 5. Provide gasketed bell and spigot joints installed per manufacturer's recommendations. Gasketed pipe joints; clean and free of debris, show no leakage after installation.
3.04 PIPE INSTALLATION OTHER THAN OPEN CUT
A. Conform to requirements of Section 02448 - Pipe and Casing Augering
for Sewers where required.
B. Not allowed for plastic sewer pipe.
3.05 INSTALLATION OF APPURTENANCES
A. Construct manholes to conform to requirements of Sections 02081 -
Cast-in-place Concrete Manholes, Section 02082 - Precast Concrete
Manholes. Install frames, grate rings, and covers to conform to
requirements of Section 02084 - Frames, Grates, Rings, and Covers.
B. Install PVC pipe culverts with approved end treatments. Approved end
treatments include concrete headwalls, wingwalls and collars.
C. Install inlets, headwalls, and wingwalls to conform to requirements of
CITY OF SCHERTZ
STANDARD SPECIFICATION STORM SEWERS
02631-6
March 31, 2011
Section 02632 - Cast- in-place Inlets, Headwalls, and Wingwalls and
Section 02633 - Precast Concrete Inlets, Headwalls, and Wingwalls.
D. Adjust manhole covers and inlets to grade conforming to requirements
of Section 02086 - Adjusting Manholes, Inlets, and Valve Boxes to
Grade.
3.06 INSPECTION AND TESTING
A. Perform post installation television inspection in accordance with Section
02533 - Gravity Sanitary Sewers. Hand held cameras may be used in
storm sewers in lieu of requirements of Paragraph 3.09 of Section 02531
– Gravity Sanitary Sewers. Clearly stencil distance markings on each joint
of pipe to indicate distance from starting manhole when using hand held
cameras.
3.07 BACKFILL AND SITE CLEANUP
A. Backfill trench after pipe installation is inspected and approved by Public
Works.
B. Backfill and compact soil in accordance with Section 02317 - Excavation and
Backfill for Utilities.
C. Repair and replace removed or damaged pavement and sidewalks as specified in Section 02951 - Pavement Repair and Resurfacing.
D. In unpaved areas, grade surface as uniform slope to natural grade as
indicated on Drawings. Provide minimum of 4-In. of topsoil and seed
according to requirements of Section 02921- Hydromulch Seeding, or
Section 02922 - Sodding, as required.
END OF SECTION
CITY OF SCHERTZ CAST-IN-PLACE INLETS,
STANDARD SPECIFICATION HEADWALLS, AND WINDWALLS
02632-1
March 31, 2011
SECTION 02632
CAST-IN-PLACE INLETS, HEADWALLS AND WINGWALLS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Cast-in-place inlets for storm or sanitary sewers, including cast iron frame
and plate or grate.
B. Cast-in-place headwalls including wingwalls for storm sewers.
C. Cast-in-place junction box with lid or grate top.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for inlets is on unit price basis for each inlet installed.
2. Payment for headwalls including wingwalls is on unit price
basis for each headwall including wingwall installed.
3. Payment for junction box with lid or grate top is on unit price basis
for each junction box installed.
4. Payment for inlets and for culvert headwalls including wingwalls
and junction boxes includes connection of lines and furnishing
and installing frames, grates, rings, and covers.
5. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this section is included in total Stipulated Price.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit shop drawings for approval of design and construction details for
cast-in-place units which differ from units shown on Drawings.
C. Submit manufacturers' data and details for frames, grates, rings, and covers.
CITY OF SCHERTZ CAST-IN-PLACE INLETS,
STANDARD SPECIFICATION HEADWALLS, AND WINDWALLS
02632-2
March 31, 2011
PART 2 PRODUCTS
2.01 MATERIALS
A. Concrete: Class A concrete with minimum compressive strength of 4000
psi conforming to requirements of Section 03315 - Concrete for Utility
Construction, unless otherwise indicated on Drawings.
B. Reinforcing Steel: Conform to requirements of Section 03315 - Concrete for
Utility Construction.
D. Mortar and Hydraulic Cement - Conform to requirements of Section 04061 -
Mortar.
E. Miscellaneous metals: Cast-iron frames, grates, rings, and covers
conforming to requirements of Section 02084 - Frames, Grates, Rings, and
Covers.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify lines and grades are correct.
B. Verify compacted subgrade will support loads imposed by inlets.
3.02 INSTALLATION
A. Construct units complete in place to dimensions, lines and grades as shown
on Drawings.
B. Excavate in accordance with requirements of Section 02317 - Excavation
and Backfill for Utilities.
C. Construct box section of inlet of Class A.
D. Forms required for both outside and inside faces of concrete inlet walls,
however, when nature of material excavated for inlet can be hand
trimmed to smooth vertical face, outside forms may be omitted with
approval of Public Works.
F. Place reinforcing steel to conform to details shown on Drawings. Provide
positive means for holding steel cages in place during concrete placement.
Welding of reinforcing steel is not permitted unless noted on Drawings.
Maximum variation in reinforcement position is plus or minus 10 percent of
wall thickness or plus or minus ½-In., whichever is less. Regardless of
CITY OF SCHERTZ CAST-IN-PLACE INLETS,
STANDARD SPECIFICATION HEADWALLS, AND WINDWALLS
02632-3
March 31, 2011
variation, maintain minimum cover of concrete over reinforcement as
shown on Drawings.
G. Chamfer exposed edges unless otherwise indicated on Drawings.
3.03 FINISHES
A. Cut off inlet leads neatly at inside face of inlet wall. Point up with mortar.
B. When box section of inlet complete, shape floor of inlet with mortar to
conform to detailed Drawings.
C. Finish concrete surfaces in accordance with requirements of Section 03315 -
Concrete for Utility Construction.
3.04 QUALITY CONTROL
A. Verify that inlets are free of leaks. Repair leaks in approved manner.
3.05 CONNECTIONS
A. Connect inlet leads to inlets.
B. Seal leads inside and outside with hydraulic cement.
3.06 BACKFILL
A. Backfill area of excavation surrounding each completed inlet according to
requirements of Section 02317 - Excavation and Backfill for Utilities.
END OF SECTION
CITY OF SCHERTZ PRECASE CONCRETE INLETS,
STANDARD SPECIFICATION HEADWALLS, AND WINDWALLS
02633-1
March 31, 2011
SECTION 02633
PRECAST CONCRETE INLETS, HEADWALLS, AND WINGWALLS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Precast concrete inlets for storm or sanitary sewers, including cast iron
frame and plate or grate.
B. Precast concrete headwalls and wingwalls for storm sewers.
C. Precast junction box with lid or grate top.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for inlets is on unit price basis for each inlet installed.
2. Payment for headwalls and wingwalls is on unit price basis
for each headwall and wingwall installed.
3. Payment for junction box with lid or grate top is on unit price basis
for each junction box installed.
4. Payment for inlets, headwalls, wingwalls, and junction boxes
includes connection of lines and furnishing and installing frames,
grates, rings, and covers.
5. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM C 76 - Standard Specification for Reinforced Concrete Culvert, Storm
Drain, and Sewer Pipe.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
CITY OF SCHERTZ PRECASE CONCRETE INLETS,
STANDARD SPECIFICATION HEADWALLS, AND WINDWALLS
02633-2
March 31, 2011
B. Submit shop drawings for approval of design and construction details for
precast concrete inlets, junction box headwalls, and wingwalls. Precast
units differing from standard designs shown on Drawings will be rejected
unless shop drawing submittals are approved. Clearly show proposed
substitution is equal or superior in every aspect to standard designs.
C. Submit manufacturers' data and details for frames, grates, rings, and covers.
1.05 STORAGE AND SHIPMENT
A. Store precast units on level blocking. Do not place loads until design
strength is reached. Shipment of acceptable units may be made when
28-day strength requirements have been met.
PART 2 PRODUCTS
2.01 MATERIALS
A. Concrete: Provide concrete for precast machine-made units meeting
requirements of ASTM C 76 regarding reinforced concrete, cement,
aggregate, mixture, and concrete test. Minimum 28-day compressive
strength shall be 4000 psi.
B. Reinforcing Steel: Place reinforcing steel to conform to details shown on
Drawings and as follows:
1. Provide positive means for holding steel cages in place throughout
production of concrete units. Maximum variation in reinforcement
position is plus or minus 10 percent of wall thickness or plus or
minus ½-In., whichever is less. Regardless of variation, maintain
minimum cover of concrete over reinforcement as shown on
Drawings.
2. Welding of reinforcing steel is not permitted unless noted on
Drawings.
C. Mortar and Hydraulic Cement: Conform to requirements of Section 04261 -
Mortar.
D. Miscellaneous Metal: Cast-iron frames and plates conforming to
requirements of Section 02084 - Frames, Grates, Rings, and Covers.
2.02 SOURCE QUALITY CONTROL
A. Tolerances: Allowable casting tolerances for concrete units are plus or
CITY OF SCHERTZ PRECASE CONCRETE INLETS,
STANDARD SPECIFICATION HEADWALLS, AND WINDWALLS
02633-3
March 31, 2011
minus ¼-In. from dimensions shown on Drawings. Concrete thickness in
excess of that required will not constitute cause for rejection provided that
excess thickness does not interfere with proper jointing operations.
B. Precast Unit Identification: Mark date of manufacture and name
or trademark of manufacturer clearly on inside of inlet,
headwall, or wingwall.
C. Rejection: Precast units rejected for non-conformity with these
specifications and for following reasons:
1. Fractures or cracks passing through shell, except for single
end crack that does not exceed depth of joint.
2. Surface defects indicating honeycombed or open texture.
3. Damaged or misshaped ends, where damage would prevent making
satisfactory joint.
D. Replacement: Immediately remove rejected units from work site
and replace with acceptable units.
E. Repairs: Occasional imperfections resulting from manufacture or
accidental damage may be repaired if, in opinion of Public Works,
repaired units conform to requirements of these specifications.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify lines and grades are correct.
B. Verify compacted subgrade will support loads imposed by inlets.
3.02 INSTALLATION
A. Install units complete in place to dimensions, lines, and grades as shown on
Drawings.
B. Excavate in accordance with requirements of Section 02317 - Excavation
and Backfill for Utilities.
C. Bed precast concrete units on foundations of firm, stable material shaped
to conform to shape of unit bases.
D. Provide adequate means to lift and place concrete units.
CITY OF SCHERTZ PRECASE CONCRETE INLETS,
STANDARD SPECIFICATION HEADWALLS, AND WINDWALLS
02633-4
March 31, 2011
3.03 FINISHES
A. Use hydraulic cement to seal joints, fill lifting holes and as otherwise
required.
B. When box section of inlet has been completed, shape floor of inlet with
mortar to conform to Drawing details.
C. Adjust cast iron inlet plate frames to line, grade, and slope shown on
Drawings. Grout frame in place with mortar.
3.04 INLET WATERTIGHTNESS
A. Verify that inlets are free of leaks. Repair leaks in approved manner.
3.05 CONNECTIONS
A. Connect storm sewer leads to inlets as shown on Drawings. Seal
connections inside and outside with hydraulic cement. Make
connections watertight.
3.06 BACKFILL
A. Backfill area of excavation surrounding each completed inlet,
headwall, or wingwall according to requirements of Section 02317
- Excavation and Backfill for Utilities.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CORRUGATED METAL PIPE
02642-1
March 31, 2011
SECTION 02642
CORRUGATED METAL PIPE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Corrugated metal pipe (CMP).
B. Corrugated metal pipe with smooth interior (CMPSI).
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No payment will be made for corrugated metal pipe in open
cut under this Section. Include payment in unit price for
Section 02631 - Storm Sewers.
2. No payment will be made for corrugated metal pipe in non-open
cut under this Section. Include payment in unit price for applicable
tunneling section.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. AASHTO M 36 - Corrugated Steel Pipe, Metallic-Coated, for Sewers and
Drains.
B. AASHTO M 190 - Bituminous Coated Corrugated Metal Culvert Pipe and
Pipe Arches.
C. AASHTO M 196 - Corrugated Aluminum Pipe for Sewers and Drains.
D. AASHTO M 197 - Aluminum Alloy Sheet for Corrugated Aluminum Pipe.
E. AASHTO M 218 - Steel Sheet, Zinc Coated (Galvanized) for Corrugated
Steel Pipe.
CITY OF SCHERTZ
STANDARD SPECIFICATION CORRUGATED METAL PIPE
02642-2
March 31, 2011
F. AASHTO M 232 - Zinc Coating (Hot-Dip) on Iron and Steel Hardware.
G. AASHTO M 245 - Corrugated Steel Pipe, Polymer Precoated, for Sewers
and Drains.
H. AASHTO M 246 - Steel Sheet, Metallic-Coated and Polymer Precoated for
Corrugated Steel Pipe.
I. AASHTO M 274 - Steel Sheet, Aluminum-Coated (Type 2) for Corrugated
Steel Pipe.
J. ASTM B 633 - Standard Specification for Electro deposited Coatings of Zinc
on Iron and Steel.
K. ASTM A 760 - Standard Specifications for Corrugated Steel Pipe, Metallic-
Coated for Sewers and Drains.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit shop drawings with following information:
1. Design dimensions and details for pipe and fittings indicating
alignment, grade, and laying dimensions.
2. Fabrication details, details of fittings and flanges, details of
specials, and proposed welding procedures.
3. Show station numbers for pipe and fittings corresponding to
Drawings.
1.05 QUALITY ASSURANCE
A. Provide manufacturer's affidavits that pipe was manufactured in
compliance with standards referenced in this Section, and that coatings
and linings were not applied or allowed to cure in freezing temperatures.
PART 2 PRODUCTS
2.01 PIPE AND FITTINGS
A. Corrugated metal pipe may be galvanized steel, aluminized steel,
aluminum or precoated galvanized steel as indicated on Drawings and
conforming to following:
Galvanized Steel AASHTO M 218
CITY OF SCHERTZ
STANDARD SPECIFICATION CORRUGATED METAL PIPE
02642-3
March 31, 2011
Aluminized Steel AASHTO M 274
Aluminum AASHTO M 197
Precoated Galvanized Steel AASHTO M 246
1. Reference to gauge of metal is to U.S. Standard Gauge for
uncoated sheets. Tables in AASHTO M 218 and AASHTO M
274 list thicknesses for coated sheets in inches. Tables in
AASHTO M 197 list thicknesses in inches for clad aluminum
sheets.
B. Coupling bands and other hardware for galvanized or aluminized steel
pipe shall conform to requirements of AASHTO M 36 for steel pipe and
AASHTO M 196 for aluminum pipe.
1. Coupling bands shall be not more than 3 nominal sheet
thicknesses lighter than thickness of pipe to be connected and in
no case lighter than 0.052-In. for steel or 0.048-In. for aluminum.
2. Coupling bands shall be made of same base metal and coating
(metallic or otherwise) as pipe.
3. Minimum width of corrugated locking bands shall be as shown
below for corrugations which correspond to end circumferential
corrugations on pipes being joined:
a. 10-1/2-In. wide for 2-2/3-In. by ½-In. corrugations.
b. 12-In. wide for 3-In. by 1-In. corrugations.
4. Helical pipe without circumferential end corrugations will be
permitted only when it is necessary to join new pipe to existing
pipe which was installed with no circumferential end
corrugations. In this event pipe furnished with helical
corrugations at ends shall be field jointed with either helically
corrugated bands or with bands with projections(dimples).
Minimum width of helical corrugated bands shall conform to
following:
a. 12-In. wide for ½-In. deep helical end corrugations.
b. 14-In. wide for 1-In. deep helical end corrugations.
5. Bands with projections shall have circumferential rows of
projections with one projection for each corrugation. Width of
bands with projections shall be not less than following:
a. 12-In. wide for pipe diameters up to and including 72-In.
CITY OF SCHERTZ
STANDARD SPECIFICATION CORRUGATED METAL PIPE
02642-4
March 31, 2011
Bands shall have two circumferential rows of projections.
b. 16-1/4-In. wide for pipe diameters of 78-In. and greater.
Bands shall have four circumferential rows of projections.
6. Bolts for coupling bands shall be ½-In. diameter. Bands 12-In.
wide or less will have minimum of 2 bolts per end at each
connection, and bands greater than 12-In. wide shall have
minimum of 3 bolts at each connection.
7. Galvanized bolts may be hot dip galvanized in accordance with
requirements of AASHTO M 232, mechanically galvanized to
provide same requirements as AASHTO M 232, or electro
galvanized per ASTM B 633, Type RS.
C. Coat bituminous coated pipe or pipe arch inside and out with bituminous
coating which shall meet these performance requirements and
requirements of AASHTO M 190.
1. Uniformly coat pipe inside and out to minimum thickness of 0.05-
In., measured on crests of corrugations.
2. Adhere bituminous coating to metal so that it will not chip, crack,
or peel during handling and placement; and to protect pipe from
corrosion and deterioration.
3. Where paved invert is shown on Drawings, pipe or pipe arch, in
addition to fully-coated treatment described above, shall receive
additional bituminous material, same as specified above, applied
to bottom quarter of circumference to form smooth pavement.
Maintain minimum thickness of 1/8-In. above crests of
corrugations.
D. Furnish fittings and specials required for bends, end sections, branches,
access manholes, and connections to other fittings. Design fittings and
specials in accordance with Drawings and ASTM A 760. Fittings and
specials are subject to same internal and external loads as straight pipe.
2.02 PIPE FABRICATION
A. Steel Pipe:
1. Galvanized or aluminized steel pipe shall be full circle or arch pipe
conforming to AASHTO M 36, Type I, Type IA, or Type II, as
indicated on Drawings.
CITY OF SCHERTZ
STANDARD SPECIFICATION CORRUGATED METAL PIPE
02642-5
March 31, 2011
2. Fabrication with circumferential corrugations, lap joint construction
with riveted or spot- welded seams, helical corrugations with
continuous helical lock seam, or ultra-high frequency resistance
butt-welded seams is acceptable.
B. Aluminum Pipe:
1. Conform to requirements of AASHTO M 196, Type I, Type IA,
circular pipe, or Type II, pipe arch as indicated on Drawings.
2. Fabrication with circumferential corrugations, lap joint construction
with riveted or spot- welded seams, or helical corrugations with
continuous helical lock seam.
3. Portions of aluminum pipe that will be in contact with concrete or
metal other than aluminum shall be insulated from these
materials with coating of bituminous material meeting
requirements of AASHTO M 190. Extend coating minimum
distance of one foot beyond area of contact.
C. Precoated Galvanized Steel Pipe:
1. Pipe shall be full circle or arch pipe conforming to AASHTO M 245,
Type I, Type IA or Type II as indicated on Drawings.
2. Fabrication with circumferential corrugations, lap joint construction
with riveted seams, or helical lock seams is acceptable.
3. Inside and outside coating shall be minimum of 10 mils.
PART 3 EXECUTION
3.01 PREPARATION
A. Repair damaged spelter coating by thoroughly wire brushing damaged
area and removing all loose, cracked, or weld-burned spelter coating.
Paint cleaned area with zinc dust-zinc oxide paint conforming to Federal
Specifications TT-P-641g.
B. Repair damaged aluminized or polymer coating in accordance
with manufacturer's recommendations.
3.02 EARTHWORK
A. Excavate in accordance with requirements of Section 02317 -
Excavation and Backfill for Utilities, except where tunneling or jacking
CITY OF SCHERTZ
STANDARD SPECIFICATION CORRUGATED METAL PIPE
02642-6
March 31, 2011
methods are shown on Drawings. When pipes are laid in trench, trench
when completed and shaped to receive pipe, shall be of sufficient width
to provide free working space for satisfactory bedding and jointing and
thorough tamping of backfill and bedding material under and around
pipe.
B. Bed pipe in accordance with Drawings. When requested by Public Works,
furnish simple template for each size and shape of pipe for use in
checking shaping of bedding. Template shall consist of thin plate or board
cut to match lower half of cross section.
C. Where rock in either ledge or boulder form exists below pipe, remove
rock below grade and replace with suitable materials so slightly yielding
compacted earth cushion is provided below pipe minimum of 12-In. thick.
D. Remove and replace where soil encountered at established grade is
quicksand, muck or similar unstable materials in accordance with
requirements of Section 02317 - Excavation and Backfill for Utilities. Do
not allow cement stabilized materials for backfill to come into contact with
uncoated aluminum or aluminized pipe surface.
E. After metal pipe structure has been completely assembled on proper line
and grade and headwalls constructed when required by drawing details,
place selected material from excavation or borrow along both sides of
completed structures equally, in uniform layers not exceeding 6-In. in
depth (loose measurement), wetted when required and thoroughly
compacted between adjacent structures and between structure and sides
of trench, or for distance each side of structure equal to diameter of pipe.
Compact backfill material to same density requirements as specified for
adjoining sections of embankment in accordance with specifications.
Above three-fourths point of structure, place uniformly on each side of
pipe in layers not to exceed 12-In.
F. Only hand operated tamping equipment will be allowed within vertical
planes 2-Ft. beyond horizontal projection of outside surface of structure
for backfilling, until minimum cover of 12-In. is obtained. Remove and
replace damaged pipe.
G. Do not permit heavy earth moving equipment to haul over structure until
minimum of 4-Ft. of permanent or temporary compacted fill has been
placed.
H. During backfilling, obtain uniform backfill material and uniform
compacted density throughout length of structure to avoid unequal
pressure. Provide proper backfill under structure.
CITY OF SCHERTZ
STANDARD SPECIFICATION CORRUGATED METAL PIPE
02642-7
March 31, 2011
I. Prior to adding each new layer of loose backfill material, inspection will be
made of inside periphery of structure for local or unequal deformation
caused by improper construction methods. Evidence of deformation will be
reason for corrective measures as may be directed by Public Works.
3.03 PIPING INSTALLATION
A. Place pipes on prepared foundation starting at outlet end. Join sections
firmly together, with side laps or circumferential joints pointing upstream
and with longitudinal laps on sides.
B. Coat metal in joints not protected by galvanizing or aluminizing with
approved asphaltum paint.
C. Provide proper equipment for hoisting and lowering sections of pipe into
trench without damaging pipe or disturbing prepared foundation and sides
of trench. Take up and re-lay pipe which is not in alignment or which
shows undue settlement after laying, or is damaged.
D. Lay multiple installations of corrugated metal pipe and pipe arches
with center lines of individual barrels parallel. Unless otherwise
indicated on Drawings, maintain following clear distances between
outer surfaces of adjacent pipes:
Diameter of
Pipe
Clear Distance Between Pipes Full
Circle and Pipe Arch
Pipe Arch Design No.
18” 1’ – 2” 2
24” 1’ – 5” 3
30” 2’ – 8” 4
36” 1’ – 11” 5
42” 2’ – 2” 6
48” 2’ – 5” 7
54” 2’ – 10” 8
60” – 84” 3’ – 2” 9
90” – 120” 3’ – 5” 10 & Over
E. Where extensions are attached to existing structures, install proper
connection between structure and existing as indicated on Drawings,
coat connection with bituminous material when required.
F. When existing headwalls and aprons are indicated for reuse on Drawings,
sever portion to be reused from existing culvert, and relocate to prepared
position. Restore damaged headwalls, aprons or pipes attached to
headwall to their original condition.
CITY OF SCHERTZ
STANDARD SPECIFICATION CORRUGATED METAL PIPE
02642-8
March 31, 2011
3.04 JOINTING
A. Use field joints to maintain pipe alignment during construction and
prevent infiltration of side material.
B. Lap coupling bands equally on pipes being connected to form tightly-closed
joint.
C. Use corrugated locking bands to field join pipes furnished with
circumferential corrugations including pipe with helical corrugations
having reformed circumferential corrugations on ends. Fit locking bands
into minimum of one full circumferential corrugation of pipe ends being
coupled.
END OF SECTION
CITY OF SCHERTZ CEMENT KILN DUST TREATMENT
STANDARD SPECIFICATION AND STREET RECLAMATION
02700-1
March 31, 2011
SPECIFICATION 02700
CEMENT KILN DUST TREATMENT AND STREET RECLAMATION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Mix and compact cement kiln dust (CKD), water, and subgrade or base (with or
without asphalt concrete pavement) in the roadway
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices
1. Payment for Cement Kiln Dust will be paid for by the ton at the unit
price bid for “Cement Kiln Dust.” This price is full compensation
for materials, delivery, equipment, labor, tools, and incidentals
2. Payment for cement kiln dust treatment will be paid for by the
cubic-yard at the unit price bid for “Street Reclamation,” all
depths. No additional payment will be made for thickness or
width exceeding that shown on the plans. This price is full
compensation for shaping existing material, loosening, mixing,
pulverizing, providing cement kiln dust, spreading, applying
cement kiln dust, compacting, finishing, curing, curing
materials, blading, shaping and maintaining shape, replacing
mixture, disposing of loosened materials, processing, hauling,
preparing secondary subgrade, water, equipment, labor, tools,
and incidentals.
3. Payment for furnishing and delivering new base, if required, will be
paid for in accordance with “Flexible Base, Supplemental.”
Mixing, spreading, blading, shaping, compacting, and finishing
reclaimed existing asphalt pavement and base material will be
paid for under “Street Reclamation.”
4. Sprinkling and rolling, except proof-rolling, will not be paid for
directly but will be subsidiary to this Item, unless otherwise
shown on the plans. When proof-rolling is shown on the plans
or directed by the Engineer, it will be paid for in accordance
with TxDOT Item 216, “Proof Rolling.”
5. Where subgrade is constructed under this Contract, correction of
soft spots in the subgrade or existing base will be at the
Contractor’s expense. Where subgrade is not constructed
CITY OF SCHERTZ CEMENT KILN DUST TREATMENT
STANDARD SPECIFICATION AND STREET RECLAMATION
02700-2
March 31, 2011
under this Contract, correction of soft spots in the subgrade or
existing base will be in accordance with Item “Flexible Base
Supplemental.”
6. Asphalt used solely for curing will not be paid for directly, but will
be subsidiary to this Item. Asphalt placed for the purpose of
curing and priming will be paid for under “Prime
Coat.”Measurement
7. Measurement
a. Cement Kiln Dust. Cement kiln dust will be measured by the
ton (dry weight). When cement kiln dust is furnished in trucks,
the weight of cement kiln dust will be determined on certified
scales, or the Contractor must provide a set of standard
platform truck scales at a location approved by the Engineer.
Scales must conform to the requirements of TxDOT Item 520,
“Weighing and Measuring Equipment.”
b. When cement kiln dust is furnished in bags, indicate the
manufacturer’s certified weight. Bags varying more than 5%
from that weight may be rejected. The average weight of bags
in any shipment, as determined by weighing 10 bags taken at
random, must be at least the manufacturer’s certified weight.
c. Cement kiln dust slurry will be measured by the ton (dry
weight) of the cement kiln dust used to prepare the slurry at the
job site or from the minimum percent dry solids content of the
slurry, multiplied by the weight of the slurry in tons delivered.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.01 REFERENCES
A. TxDOT Item 520, “Weighing and Measuring Equipment.”
C. TxDOT Item 216, “Proof Rolling.”
D. TxDOT Item 204, “Sprinkling.”
E. TxDOT Tex-100-E
F. TxDOT Tex-115-E
G. TxDOT Tex-145-E
CITY OF SCHERTZ CEMENT KILN DUST TREATMENT
STANDARD SPECIFICATION AND STREET RECLAMATION
02700-3
March 31, 2011
H. TxDOT Tex-620-
I. TxDOT Tex-146-E
J. TxDOT Tex-129-E
1.01 SUBMITTALS
A. Certify compliance with TXDOT DMS-11000
B. Provide certification of Cement Kiln Dust production testing data showing
compliance with the following requirements:
PART 2 PRODUCTS
2.01 MATERIALS
A. Furnish uncontaminated materials of uniform quality that meet the requirements
of the plans and specifications. Certify compliance with TXDOT
DMS-11000, “Evaluating and Using Non-Hazardous Recyclable Materials
Guidelines.” Notify the Engineer of the proposed material sources and of
changes to material sources. The Engineer will verify that the specification
requirements are met before the sources can be used. The Engineer may
sample and test project materials at any time before compaction. Use
TxDOT standard laboratory test procedure Tex-100-E for material
definitions.
B. Furnish a mixture with a sulfate content less than or equal to 3000 ppm when
tested in accordance with Tex-145-E. When reinforced concrete will be in
contact with the mixture, furnish a mixture with a chloride content less than
or equal to 1000 ppm when tested in accordance with Tex-620-J.
C. When steel elements will be in contact with the mixture, the resistivity will be
more than 3000 ohms-cm as determined by Tex-129-E. Material with a
resistivity between 1500 and 3000 ohms-cm may be used provided the
chloride content does not exceed 100 ppm as determined by Tex-146-E and
the sulfate content does not exceed 200 ppm as determined by Tex-145-E.
D. Cement Kiln Dust. Furnish cement kiln dust (CKD) of uniform consistency that
meets the requirements contained herein. The supplier must fully comply
with all rules and regulations concerning health and safety issues by all
appropriate regulating entities. When requested, provide documentation
demonstrating compliance with the following table:
CITY OF SCHERTZ CEMENT KILN DUST TREATMENT
STANDARD SPECIFICATION AND STREET RECLAMATION
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March 31, 2011
Table 1 02700-1
Items tested at least weekly:
Sulfur Trioxide (SO3), maximum, percent, as measured by ASTM C 114 10.0
Equivalent Alkalies (Na2O + 0.658K2O), maximum, percent, as measured
by ASTM C 114
10.0
Moisture Content, maximum, percent, as measured by ASTM C 114 3.0
pH, minimum 12.0
Chloride, maximum, percent, as measured by ASTM C 114 5.0
Total Calcium Oxide (CaO), maximum percent variation, from the certified
CaO content of sample provided for determination of addition rates during
mixture design shall not exceed plus or minus, as measured by ASTM C
114
12.0
Total Free Lime, maximum percent variation, from the certified free lime
content of the sample provided during mixture design, as measured by
ASTM C 114
30.0
Loss on Ignition (LOI), variation in percentage points of LOI from the
certified total LOI of the sample provided during mixture design shall not
exceed plus or minus, as measured by ASTM C 114
5.0
Fineness, variation in percentage points retained on the No. 325 (45 µm)
sieve from the certified percentage of sample provided for determination
of addition rates during mixture design shall not exceed plus or minus, as
measured by ASTM C 430
5.0
Items tested semi-annually
Increase of drying shrinkage of mortar bars at 28 days, maximum,
percent, as measured by ASTM C 157
0.03
Include with the certification average test results for the following additional properties:
SiO2, Al2O3, Fe2O3, MgO and volatiles
E. Flexible Base. Furnish base material that meets the requirements of
TxDOT Item 247, “Flexible Base,” for the type and grade shown on the
plans, before the addition of cement kiln dust.
F. Water. Furnish water free of industrial waste and other objectionable
material.
CITY OF SCHERTZ CEMENT KILN DUST TREATMENT
STANDARD SPECIFICATION AND STREET RECLAMATION
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G. Asphalt. When permitted for curing purposes, furnish asphalt or emulsion
that meets the requirements of TxDOT Item 300, “Asphalts, Oils, and
Emulsions,” as shown on the plans or directed.
2.02 MIX DESIGN.
A. Unless otherwise stated, the Engineer will determine the target cement
kiln dust content and optimum moisture content to produce a stabilized
mixture that meets the strength requirements shown on the plans. The
mix will be designed in accordance with Tex-120-E or will be based on
prior experience with the project materials. The Contractor may
propose a mix design developed in accordance with Tex-120-E. The
Engineer will use Tex-120-E to verify the Contractor’s proposed mix
design before acceptance. Reimburse the City for subsequent mix
designs or partial designs necessitated by changes in the material or
requests by the Contractor. When treating existing materials, limit the
amount of asphalt concrete pavement to no more than 50% of the mix
unless otherwise shown on the plans or directed.
2.03 EQUIPMENT
A. Provide machinery, tools, and equipment necessary for proper execution of the
work. Provide rollers in accordance with TxDOT Item 210, “Rolling.” Provide
proof rollers in accordance with TxDOT Item 216, “Proof Rolling,” when
required
B. Cement Kiln Dust Storage Facility. Store cement kiln dust in closed,
weatherproof containers.
C. Cement Kiln Dust Slurry Equipment. Use slurry tanks equipped with agitation
devices to slurry cement kiln dust on the project or other approved location.
The Engineer may approve other slurrying methods. Provide a pump for
agitating the slurry when the distributor truck is not equipped with an
agitator. Equip the distributor truck with an approved sampling device.
D. Pulverization Equipment. Provide pulverization equipment that:
1. cuts and pulverizes material uniformly to the proper depth with cutters
that will plane to a uniform surface over the entire width of the cut;
2. provides a visible indication of the depth of cut at all times; and
3. uniformly mixes the materials.
CITY OF SCHERTZ CEMENT KILN DUST TREATMENT
STANDARD SPECIFICATION AND STREET RECLAMATION
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PART 3 EXECUTION
1.02 CONSTRUCTION
A. Construct each layer uniformly, free of loose or segregated areas and with
the required density and moisture content. Provide a smooth surface
that conforms to the typical sections, lines, and grades shown on the
plans or as directed.
3.02 PREPARATION OF SUBGRADE OR EXISTING BASE FOR TREATMENT
A. Before treating, reclaim existing asphalt concrete pavement and base to the
required depth in accordance with pertinent Items and the plans or as
directed. As required, excavate, treat, and shape existing subgrade in
accordance with applicable bid items to conform to the typical sections
shown on the plans or as directed.
B. When shown on the plans or directed, proof roll the roadbed in accordance with
TxDOT Item 216, “Proof Rolling,” before replacing reclaimed material.
Correct soft spots as directed.
C. When required per typical section shown on the plans or as directed, reclaimed
existing asphalt concrete pavement and base, treated with cement kiln dust,
shall be placed prior to addition of new base material.
3.03 PULVERIZATION
A. Pulverize or scarify existing material after shaping so that 100% passes a
2-1/2-in. sieve. If the material cannot be uniformly processed to the
required depth in a single pass, excavate and windrow the material to
expose a secondary grade to achieve processing to plan depth.
3.04 APPLICATION OF CEMENT KILN DUST
A. Uniformly apply cement kiln dust using dry placement unless otherwise
shown on the plans. Add cement kiln dust at the percentage
determined in per Mix Design. Apply cement kiln dust only on an area
where mixing, compacting, and finishing can be completed during the
same working day.
1. Start cement kiln dust application only when the air temperature is at
least 35°F and rising or is at least 40°F. The temperature will be
taken in the shade and away from artificial heat. Suspend application
when the Engineer determines that weather conditions are
unsuitable.
CITY OF SCHERTZ CEMENT KILN DUST TREATMENT
STANDARD SPECIFICATION AND STREET RECLAMATION
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2. Dry Placement. Before applying cement kiln dust, bring the prepared
roadway to approximately optimum moisture content. When
necessary, sprinkle in accordance with TxDOT Item 204, “Sprinkling.”
Distribute the required quantity of dry cement kiln dust with approved
equipment. Minimize dust and scattering of cement kiln dust by wind.
Do not apply cement kiln dust when wind conditions, in the opinion of
the Engineer, cause blowing cement kiln dust to become dangerous
to traffic or objectionable to adjacent property owners.
3. Slurry Placement. Mix the required quantity of cement kiln dust with
water, as approved. Provide slurry free of objectionable materials
and with a uniform consistency that can be easily applied. Agitate the
slurry continuously. Apply slurry within 2 hours of adding water and
when the roadway is at a moisture content drier than optimum.
Distribute slurry uniformly by making successive passes over a
measured section of the roadway until the specified cement kiln dust
content is reached.
3.05 MIXING
A. Thoroughly mix the material and cement kiln dust using approved
equipment. Mix until a homogeneous mixture is obtained. Sprinkle the
treated materials during the mixing operation, as directed, to maintain
optimum mixing moisture. Spread and shape the completed mixture in
a uniform layer.
4. After mixing, the Engineer will sample the mixture at roadway moisture
and test in accordance with Tex-101-E, Part III, to determine
compliance with the gradation requirements in Table 02700-2.
Table 02700-2 Gradation Requirements
Minimum % Passing
Sieve Size Base Subgrade
1-3/4 in. 100 100
3/4 in. 85 85
No. 4 – 60
3.06 Compaction.
A. Compact the mixture in one lift using density control unless otherwise
shown on the plans. Unless otherwise shown on the plans, complete
compaction of base within 2 hours and subgrade within 6 hours after
the application of cement kiln dust.
CITY OF SCHERTZ CEMENT KILN DUST TREATMENT
STANDARD SPECIFICATION AND STREET RECLAMATION
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1. Sprinkle or aerate the treated material in accordance with TxDOT Item
204, “Sprinkling,” to adjust the moisture content during compaction
so that it is within 2.0 percentage points of optimum as determined by
Tex-120-E. Determine the moisture content of the mixture at the
beginning and during compaction in accordance with Tex-103-E.
Adjust operations as required.
2. Begin rolling longitudinally at the sides and proceed towards the center,
overlapping on successive trips by at least one-half the width of the
roller unit. On superelevated curves, begin rolling at the low side and
progress toward the high side. Offset alternate trips of the roller.
Operate rollers at a speed between 2 and 6 MPH, as directed.
3. Remove areas that lose required stability, compaction, or finish.
Replace with cement kiln dust-treated mixture at the Contractor’s
expense.
B. Ordinary Compaction. Roll with approved compaction equipment, as
directed. Correct irregularities, depressions, and weak spots
immediately by scarifying the areas affected, adding or removing
treated material as required, reshaping, and recompacting.
C. Density Control. Compact to at least 95% of the maximum density
determined in accordance with Tex-120-E. The Engineer will
determine roadway density immediately after completion of
compaction in accordance with Test Method Tex-115-E and will verify
strength in accordance with Tex-120-E. Remove material that does not
meet density requirements. Replace with cement kiln dust-treated
mixture and compact and test in accordance with density control
methods.
1. the Engineer may accept the section if no more than 1 of the 5 most
recent density tests is below the specified density and the failing test
is no more than 3 pcf below the specified density.
3.07 FINISHING
A. Immediately after completing compaction, clip, skin, or tight-blade the surface of
the cement kiln dust treated material with a maintainer or subgrade trimmer
to a depth of approximately 1/4 in. Remove loosened material and dispose
of it at an approved location. Roll the clipped surface immediately with a
pneumatic-tire roller until a smooth surface is attained. Add small
increments of water as needed during rolling. Shape and maintain the
course and surface in conformity with the typical sections, lines and grades
shown on the plans or as directed.
CITY OF SCHERTZ CEMENT KILN DUST TREATMENT
STANDARD SPECIFICATION AND STREET RECLAMATION
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1. In areas where surfacing is to be placed, trim grade deviations greater
than 1/4 in. in 16 ft. measured longitudinally or greater than 1/4 in.
over the entire width of the cross-section. Remove excess material,
reshape, and roll with a pneumatic-tire roller. If material is more than
1/4 in. low, correct as directed. Do not surface-patch.
3.08 CURING
A. Cure the finished section until the moisture content is at least 2 percentage
points below optimum or as directed before applying the next successive
course or prime coat. Do not allow equipment or traffic on the finished
course during curing, unless otherwise approved. The Engineer may allow
traffic on the finished course during curing if proof rolling indicates adequate
stability. Proof roll in accordance with TxDOT Item 216, “Proof Rolling.” If
deformation occurs, do not allow traffic to return to the finished section until
the mixed material is firm enough to accommodate traffic without
deformation. Apply seals or additional courses within 14 calendar days of
final compaction.
B. When the plans show no specific detour, the Contractor will provide one-way
traffic control until proof rolling permits the return of normal traffic to the
compacted material.
END SECTION
CITY OF SCHERTZ ASPHALT TREATED BASE
STANDARD SPECIFICATION
02711-1
March 31, 2011
SECTION 02711
ASPHALT TREATED BASE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Foundation course of compacted mixture of coarse and fine aggregates, and asphalt binder.
1.02 MEASUREMENT AND PAYMENT A. Unit Prices. 1. Payment for hot mix asphalt base is on a per square yard basis. Separate pay items are used for each different required thickness of base course.
2. Measurement for utility projects:
a. Match actual pavement replaced but no greater than
maximum pavement replacement limits shown on Drawings.
b. Include installed hot mix asphalt base course material that
extends one foot beyond outside edge of pavement to be
replaced, except where proposed pavement section shares
common edge with existing pavement section. 3. Refer to Section 01270 - Measurement and Payment for unit price procedures. B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. AASHTO T201 - Standard Specification for Kinematic Viscosity of Asphalts (Bitumens). B. AASHTO T202 - Standard Specification for Viscosity of Asphalt by Vacuum Capillary Viscometer. C. ASTM C 33 - Standard Specifications for Concrete Aggregate. D. ASTM C 131 - Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine. E. ASTM C 136 - Standard Method for Sieve Analysis of Fine and Coarse Aggregates.
CITY OF SCHERTZ ASPHALT TREATED BASE
STANDARD SPECIFICATION
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F. ASTM D 4402 - Standard Test Method for Viscosity Determination of unfilled Asphalt Using the Broolfield Thermal Apparatus. G. TxDOT Tex-106-E - Calculating the Plasticity Index of Soils. H. TxDOT Tex-126-E - Molding, Testing, and Evaluating Bituminous Black Base Material. I. TxDOT Tex-200-F- Sieve Analysis of Fine and Coarse Aggregates. J. TxDOT Tex-203-F - Sand Equivalent Test. K. TxDOT Tex-204-F - Design of Bituminous Mixtures. L. TxDOT Tex-207-F - Determining Density of Compacted Bituminous Mixtures. M. TxDOT Tex-208-F - Test for Stabilometer Value of Bituminous Mixtures. N. TxDOT Tex-227-F - Theoretical Maximum Specific Gravity of Bituminous Mixtures.
1.04 SUBMITTALS A. Conform to requirements of Section 01330 - Submittal Procedures. B. Submit certificates that asphalt materials and aggregates meet requirements of Paragraph 2.01, Materials. C. Submit proposed mix and test data for each type of base course in work. D. Submit manufacturer's description and characteristics of mixing plant for approval. E. Submit manufacturer's description and characteristics of spreading and finishing machine for approval.
PART 2 PRODUCTS
2.01 MATERIALS
Furnish uncontaminated materials of uniform quality that meet the requirements of the plans and specifications. Notify the Engineer of the proposed material sources and of changes to material sources. When a source change occurs, the Engineer will verify that the specification requirements are met and may require a new laboratory mixture design. Use TxDOT standard laboratory test procedure Tex-100-E for material definitions. A. Aggregate. Furnish natural aggregates or crushed concrete unless otherwise shown on the plans. When shown on the plans, other recycled
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STANDARD SPECIFICATION
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materials, including reclaimed asphalt concrete pavement (RAP), are allowed up to the maximum percentage shown on the plans. Stockpile aggregates for each source and type separately. Do not add material to an approved stockpile unless approved by the Engineer. Furnish aggregates that conform to the requirements shown in Table 1 and specified in this Section unless otherwise shown on the plans. Each source must meet the requirements of Table 1. The Engineer may allow testing of the proposed combined aggregates, rather than each source, to meet Table 1 requirements.
Table 1 Aggregate Quality Requirements
Property Test Method1 Specification
Requirement
Wet ball mill, % max 50
Max increase, % passing #40 Tex-116-E 20
Los Angeles abrasion2,
% max Tex-410-A 50 50
Liquid limit, max Tex-104-E 40
Plasticity index, max Tex-106-E 10
Sand equivalent, % min Tex-203-F 40
Decantation3, % max Tex-406-A 5.0
Crushed faces, % min Tex-460-A 60
1. TxDOT standard laboratory test procedure.
2. Use only when shown on the plans, instead of wet ball mill test.
3. Required only for RAP stockpiles and recycled aggregates when more than
30% RAP is allowed. B. Recycled Materials. The use of recycled materials is allowed only when shown on the plans. Crushed concrete, RAP (except for City furnished RAP), and other recycled materials must meet the requirements of this Article. Request approval to blend 2 or more sources of recycled materials.
1. Limits on Percentage. When RAP is allowed by the plans, use no more than 30% unless otherwise shown on the plans. The percentage limitations for other recycled materials will be as shown on the plans. 2. Recycled Material (Including Crushed Concrete) Requirements.
a. Contractor Furnished Recycled Materials. When the
Contractor furnishes the recycled materials, including crushed
concrete, the final product will be subject to the requirements of
this Article and Table 2 for the grade specified. Certify compliance
with TxDOT’s DMS-11000, “Evaluating and Using Nonhazardous
Recyclable Materials Guidelines,” for Contractor-furnished
recycled materials. In addition, recycled materials must be free
from reinforcing steel and other objectionable material and have at
most 1.5% deleterious material when tested in accordance with
TxDOT standard laboratory test procedure Tex-413-A. The
unblended recycled materials (crushed concrete and RAP) must
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STANDARD SPECIFICATION
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not exceed the decantation shown in Table 1. Test RAP without
removing the asphalt. Do not use RAP that is contaminated by dirt
or other objectionable material. Crushed concrete must be
managed in a way to provide for uniform quality. The Engineer
may require separate dedicated stockpiles in order to verify
compliance.
When more than 30% Contractor-owned recycled materials is
allowed and used, the individual materials are subject to the
requirements of Table 1.
• Contractor furnished materials are subject to the requirements in
Table 1 and this Item, and • the final product, blended or
unblended, will be subject to the requirements in Table 2.
b. Allowed Recycled Materials. When the City allows the use of
recycled materials or allows the Contractor to furnish recycled
materials, the final blended product is subject to the requirements
of this Article, Table 2, and the plans.
3. Recycled Material Sources. The use of Contractor-owned recycled
materials is allowed when shown on the plans. Contractor-owned
surplus recycled materials remain the property of the Contractor.
Remove Contractor-owned recycled materials from the project and
dispose of it in accordance with federal, state, and local regulations
before project acceptance. C. Asphalt Material. Furnish the type and grade of asphalt binder specified on the plans. Provide asphalt binder that meets requirements of TxDOT Item 300, “Asphalts, Oils and Emulsions.” When more than 30% RAP is allowed and used, ensure that the new binder and recovered binder from the RAP, when blended proportionally, meet the PG binder designation shown on the plans. D. Tack Coat. Unless otherwise shown on the plans or approved, furnish CSS 1H, SS 1H, or a PG binder with a minimum high temperature grade of PG 58 for tack coat binder and in accordance with Section 02743 “Tack Coat” and TxDOT Item 300, “Asphalts, Oils, and Emulsions.” Do not dilute emulsified asphalts at the terminal, in the field, or at any other location before use. If required, verify that emulsified asphalt proposed for use meets the minimum residual asphalt percentage specified in TxDOT Item 300, “Asphalts, Oils, and Emulsions.” E. Additives. When shown on the plans, use the type and rate of additive specified. Other additives that facilitate mixing or improve the quality of the mix may be allowed when approved.
If lime or a liquid anti-stripping agent is used, add in accordance with TxDOT
CITY OF SCHERTZ ASPHALT TREATED BASE
STANDARD SPECIFICATION
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March 31, 2011
Item 301, “Asphalt Anti-stripping Agents.” Do not add lime directly into the mixing drum of any plant where lime is removed through the exhaust stream unless the plant has a baghouse or dust collection system that reintroduces the fines back into the drum.
2.02 EQUIPMENT
A. Provide machinery, tools, and equipment in accordance with TxDOT Item 320, “Equipment for Production, Hauling, and Placement of Hot-Mixed Asphalt Materials.”
PART 3 EXECUTION
3.01 CONSTRUCTION
Produce, haul, place, and compact the specified mixture in accordance with the
requirements of this Item.
A. Mixture Design. Using TxDOT standard laboratory test procedure Tex-126-E and the materials proposed for the project, the Engineer will determine the target asphalt content required to produce a mixture meeting the requirements in Table 2 for the grade shown on the plans. The gradation of the combined aggregates will be determined in accordance with TxDOT standard laboratory test procedure Tex-200-F, Part I. The Engineer may accept a design from the Contractor that is performed in accordance with TxDOT standard laboratory test procedure Tex-126-E. Reimburse the City for subsequent mixture designs or partial designs necessitated by changes in the material or requests by the Contractor. The mixture must contain between 4.0% and 9.0% asphalt when designed in accordance with TxDOT standard laboratory test procedure Tex-126-E. The Engineer will evaluate the mixture for moisture susceptibility in accordance with TxDOT standard laboratory test procedure Tex-530-C unless otherwise shown on the plans. A maximum of 10% stripping is allowed unless otherwise shown on the plans. The test sample will be retained and used to establish a baseline for comparison to production results. The Engineer may waive this test if a similar design using the same materials has proven satisfactory. Produce a trial batch using the proposed project materials and equipment in a large enough quantity to ensure that the mixture is representative of the mixture design. The City will verify the strength requirement in Table 2 is met. The Engineer may waive trial mixtures if similar designs have proven satisfactory.
CITY OF SCHERTZ ASPHALT TREATED BASE
STANDARD SPECIFICATION
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March 31, 2011
Table 2 Mix Requirements
Master Gradation Bands
Tex-200-F, Part I1, % Passing by Weight
Sieve Size Grade 1 Grade 2 Grade 3 Grade 4
1-¾” 100 100
1-½” 100 90–100
1” 90–100
⅜” 45–70
#4 30–55 25–55
#40 15–30 15–40 15–40
As shown
on the plans
Strength Requirements
Slow strength, psi,
min2 50 40 30 303
1. TxDOT standard laboratory test procedure.
2. TxDOT standard laboratory test procedure Tex-126-E, at optimum asphalt content.
3. Unless a higher minimum strength is shown on the plans. B. Production Operations. Produce a new trial batch when the plant or plant location is changed. Take corrective action and receive approval to proceed after any production suspension for non-compliance to the specification.
1. Storage and Heating of Materials. Do not heat the asphalt binder
above the temperature specified in TxDOT Item 300, “Asphalts, Oils and
Emulsions,” or outside the manufacturer’s recommended values. On a
daily basis, provide the Engineer with the records of asphalt binder and
hot mix asphalt discharge temperatures in accordance with TxDOT Item
320, “Equipment for Hot Mix Asphalt Materials.” Unless otherwise
approved, do not store hot mix for more than 12 hours or for a time period
less than 12 hours that affects the quality of the mixture.
2. Mixing and Discharge of Materials. Notify the Engineer of the target
discharge temperature and produce the mixture within 25ºF of the target.
When ordinary compaction is used, the Engineer will select a target
discharge temperature between 225ºF and 350ºF. Produce the mixture
within 25ºF of the target. Monitor the temperature of the material in the
truck before shipping to ensure that it does not exceed 350ºF. The City
will not pay for or allow placement of any mixture produced at more than
350ºF.
Control the mixing time and temperature so that substantially all moisture
is removed from the mixture before discharging from the plant. The
Engineer may perform TxDOT standard laboratory test procedure Tex-
212-F, Part II, to verify that the mixture contains no more than 0.2%
moisture by weight. The sample will be taken immediately after the
mixture is discharged into the truck and tested promptly.
C. Hauling Operations. Before use, clean all truck beds to ensure that the
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mixture will not become contaminated. When a release agent is necessary, use a release agent on the approved list maintained by the TxDOT Construction Division to coat the truck bed. D. Placement Operations. Prepare the surface by removing objectionable material such as moisture, dirt, sand, leaves and other loose impediments before placing the mixture. Coordinate mixture delivery and paver speed to ensure a continuous placement operation. Suspend placement operations when, in the opinion of the Engineer, a continuous paving operation is not maintained. Place the mixture to produce a smooth, finished surface with a uniform appearance and texture that meet typical section requirements. Offset longitudinal joints of successive courses of treated base by at least 6 inches. Place the mix adjacent to gutters and structures so that the pavement will drain properly.
1. Weather Conditions. Tack coat and mixture may be placed only when
the roadway surface temperature is 50ºF or higher unless otherwise
approved. Measure the roadway surface temperature with a handheld
infrared thermometer. Place tack coat or mixtures only when the Engineer
determines that general weather conditions and moisture conditions of
the roadway surface are suitable. The Engineer may waive placement
temperature requirements.
2. Tack Coat. Clean the surface before placing the tack coat. Unless
otherwise approved, apply tack coat uniformly at a rate between 0.04 and
0.10 gallon of residual asphalt per square yard of surface area. Apply a
thin uniform tack coat to all contact surfaces of curbs, structures, and
joints. Prevent splattering of tack coat when placed adjacent to curbs,
gutters, and structures. Roll the tack coat with a pneumatic tire roller
unless otherwise directed. The Engineer may use TxDOT standard
laboratory test procedure Tex-243-F to verify that the tack coat has
adequate adhesive properties. The Engineer may suspend paving
operations until there is adequate adhesion. The Engineer may waive the
requirement to place tack coat.
3. Lay Down Operations. Dump and spread the asphalt mixture on the
approved prepared surface with a spreading and finishing machine. Place
the material without tearing, shoving, gouging, or segregating the mixture.
Do not jar or bounce the finishing machine when loading it. Obtain the
required lines and grades without hand finishing. The Engineer may
authorize hand finishing when the mixture is:
• placed in a narrow strip along the edge of existing pavement,
• used to level small areas, or
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• placed in small irregular areas where the use of a finishing
machine is not practical.
Leveling courses and other areas may be spread with a motor grader
when shown on the plans or approved.
When hot mix is placed in windrows, operate windrow pick-up equipment
so that substantially all the mixture deposited on the roadbed is picked up
and loaded into the spreading and finishing machine.
Adjust the hopper flow gates of the spreading and finishing machine to
provide an adequate and consistent flow of material. Operate the augers
at least 85% of the time. Keep the augers one-half to three-quarters full of
mixture. Maintain an adequate flow of material to the center of the paver
for the full width of the mat.
Immediately take appropriate corrective action if surface irregularities
including but not limited to segregation, rutting, raveling, flushing, fat
spots, mat slippage, color, texture, roller marks, tears, gouges, or streaks
are detected. Continue placement for no more than 1 day of production
while appropriate action is taken. If no appropriate corrective action is
taken or if the problem still exists after 1 day, suspend paving until the
Engineer approves further production.
E. Compaction. Uniformly compact the pavement to the density requirements
of this Item. Use the procedure described in TxDOT standard laboratory test
procedure Tex-207-F, Part IV, to establish the rolling pattern. Do not use
pneumatic tire rollers if excessive pickup of fines by roller tires occurs.
When using three-wheel, tandem, or vibratory rollers, first roll the joint with
the adjacent pavement. Continue rolling longitudinally at the sides,
proceeding toward the center of the pavement, and overlap successive trips
by at least one foot unless otherwise directed. Make alternate trips of the
roller slightly different in length. Begin rolling of super-elevated curves at the
low side and proceed toward the high side, unless otherwise directed.
When operating vibratory rollers:
• do not operate in vibrating mode when stationary;
• do not operate in vibrating mode when changing directions;
• do not operate in vibrating mode on mats with a plan depth of less than
1-½ in.;
• do not allow the roller to stand on pavement that has not been fully
compacted;
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• do not operate when in contact with the compacted, finished pavement
structure layer;
• in case of over-vibration resulting in disruption of the compacted
material, rework and recompact or replace the damaged material at the
Contractor’s expense;
• roll at a speed producing at least 10 blows per foot unless otherwise
directed;
• keep the drums moist with water without using excess water; and
• do not drop diesel, gasoline, oil, grease, or other foreign matter on the
pavement.
Where specific air void requirements are waived, furnish and operate
compaction equipment as approved. Use lightly oiled tamps to thoroughly
compact the edges of the pavement along curbs, headers, and similar structures
and in locations that will not permit thorough compaction with rollers. The
Engineer may require rolling with a trench roller on widened areas, in trenches,
and in other limited areas.
In-place compaction control is required for all mixtures. Complete all rolling for
compaction before the mixture temperature drops below 175ºF. Unless
otherwise shown on the plans, use density control.
Density Control. Determine the number and type of rollers needed to
obtain the required density. Operate the rollers in accordance with the
requirements of this specification and as approved.
Place and compact material to the minimum density of 95 to 100 percent
as determined by TxDOT standard laboratory test procedure Tex-126-E
or as shown on the plans. The Engineer will determine laboratory-molded
density in accordance with TxDOT standard laboratory test procedure
Tex-126-E from material sampled at the plant. Actual in-place density will
be determined in accordance with TxDOT standard laboratory test
procedure Tex-126-E unless otherwise directed. Unless otherwise shown
on the plans, obtain required roadway specimens as directed. The
Engineer will measure air voids in accordance with TxDOT standard
laboratory test procedure Tex-207-F. When a satisfactory correlation to
results obtained in accordance with TxDOT standard laboratory test
procedure Tex-126-E is shown, other methods of determining in-place
compaction may be used.
If in-place density is more than 1.0 percentage point below minimum
density, cease production immediately. If in-place density is between 0.1
CITY OF SCHERTZ ASPHALT TREATED BASE
STANDARD SPECIFICATION
02711-10
March 31, 2011
and 1.0 percentage points below minimum density, investigate the
causes and make the necessary corrections. If minimum density is not
obtained within one full day of operation, cease production. Resume
production after placing a test section of one lane width and a maximum
0.2 miles long that demonstrates that minimum density can be obtained.
Repeat this procedure until producing a test section that meets minimum
density requirements. Place no more than 2 test sections per day.
Increasing the asphalt content of the mixture to increase in-place density
is allowed by approval only.
Ordinary Compaction. When ordinary compaction is required by the
plans, furnish one three-wheel roller, one pneumatic tire roller, and one
tandem roller, as directed, for each compaction operation. The Engineer
may waive the use of the tandem roller when the surface is adequately
smooth and further steel wheel rolling is shown to be ineffective. The
Engineer may allow a vibratory roller to be substituted for the three-wheel
roller, the tandem roller, or both. Use at least one pneumatic tire roller.
Pneumatic tire rollers will provide a minimum of 80 psi ground contact
pressure when used for compaction and a minimum of 55 psi ground
contact pressure when used for kneading and sealing the surface.
Provide additional rollers as directed.
Establish rolling patterns in accordance with TxDOT standard laboratory
test procedure Tex-207-F, Part IV, unless otherwise directed. Follow the
selected rolling pattern unless changes in mixture or placement
conditions that affect compaction occur. When changes occur, establish a
new rolling pattern.
F. Sampling and Testing.
1. Production Sampling.
a. Mixture Sampling. The Engineer will obtain mixture samples in
accordance with TxDOT standard laboratory test procedure Tex-
222-F at a minimum frequency of one test every 2,000 tons
produced and placed or each days production and placement
quantity if less.
2. Production Testing. The Engineer will perform production tests.
a. Operational Tolerances. The Engineer will determine
compliance with operational tolerances. The gradation of the
aggregate must be within the master grading limits for the
specified grade except that a tolerance of 2 percentage points is
allowed on the sieve size for each mixture grade that shows 100%
passing in Table 2.
CITY OF SCHERTZ ASPHALT TREATED BASE
STANDARD SPECIFICATION
02711-11
March 31, 2011
Ensure that the asphalt content does not vary by more than 0.5
percentage points from the design target.
b. Individual Loads of Asphalt-Treated Base. The Engineer retains
the right to reject individual truckloads of asphalt-treated base
when it is evident that the material quality is unacceptable. When a
load is rejected for reasons other than temperature, the Contractor
may request that the rejected load be tested. Make this request
within 4 hours of rejection. If City test results are within the
operational tolerances listed in Section 292.4.F.2.a, “Operational
Tolerances,” payment will be made for the load. If City test results
are not within operational tolerances, no payment will be made for
the load.
3. Placement Sampling and Testing. Obtain two 6 inch diameter cores
side by side at locations selected by the Engineer for every 2,000 tons
produced and placed or each days production and placement quantity if
is less. Provide the Engineer an opportunity to witness the coring
operation and measure the core thickness. Mark the cores for
identification. Immediately after obtaining the cores, dry the core holes
and tack the sides and bottom. Fill the hole with the same type of mixture
and properly compact the mixture. Other methods of repairing the core
holes are allowed when approved. Trim the cores, if necessary, and
deliver them to the Engineer within 1 working day following placement
operations unless otherwise approved.
a. In-Place Air Voids. The Engineer will measure in-place air voids
in accordance with TxDOT standard laboratory test procedures
Tex-207-F and Tex-227-F to verify that in-place density
requirements of Section 206.4.E.1, “Density Control,” are met.
b. Irregularities. Remove and replace, at the expense of the
Contractor and to the satisfaction of the Engineer, any mixture that
does not bond to the existing pavement or has other surface
irregularities identified by the Engineer. Correct grade deviations
greater than ¼ inch in 16 feet measured longitudinally or greater
than ¼ inch over the entire width of the cross-section, as shown on
the plans.
c. Production Binder Properties. The Engineer may take cores or
other production samples at random from the project to determine
recovered asphalt properties. Asphalt binders with an aging ratio
greater than 3.5 do not meet requirements for recovered asphalt
properties and may be deemed defective when tested and
evaluated by the Engineer. The aging ratio, as determined in
accordance with laboratory test procedure AASHTO T-315, is the
CITY OF SCHERTZ ASPHALT TREATED BASE
STANDARD SPECIFICATION
02711-12
March 31, 2011
DSR value of the extracted binder divided by the DSR value of the
original unaged binder. The binder from RAP will be included
proportionally as part of the original unaged binder. The Engineer
may require the defective material be removed and replaced at the
Contractor’s expense. The asphalt binder will be recovered for
testing from cores in accordance with TxDOT standard
laboratory test procedure Tex-211-F.
G. Surface Finish. Use Surface Test Type A in accordance with TxDOT
Standard Specification Item 585, “Ride Quality for Pavement Surfaces,”
unless otherwise shown on the plans.
H. Opening to Traffic. Open the completed course to traffic when permitted or
directed. If the surface ravels, flushes, ruts, or deteriorates in any manner
before final acceptance, correct it at the Contractor’s expense and to the
satisfaction of the Engineer.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED BASE COURSE
02712-1
March 31, 2011
SECTION 02712
CEMENT STABILIZED BASE COURSE
PART 1 GENERAL
1.01 SECTION INCLUDES A. Foundation course of cement stabilized crushed stone. B. Foundation course of cement stabilized bank run gravel.
1.02 MEASUREMENT AND PAYMENT A. Unit Prices.
1. Payment for cement stabilized base course is on square yard basis.
Separate pay items are used for each different required thickness
of base course.
2. Payment for asphaltic seal cure is by gallon.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
4. Refer to Paragraph 3.09, Unit Price Adjustment. B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES A. ASTM C 131 - Standard Test Method for Resistance to Degradation of Small-Size Course Aggregate by Abrasion and Impact in Los Angeles Machine. B. ASTM C 150 - Standard Specification for Portland Cement. C. ASTM D 698 - Standard Test Method for Laboratory Compaction Characteristics of Soils Using Standard Effort (12,400-Ft-lb/ft3 (600kN kN-m/m3). D. ASTM D 1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method. E. ASTM D 2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth). F. ASTM D 4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED BASE COURSE
02712-2
March 31, 2011
G. TxDOT Tex-101-E - Preparing Soil and Flexible Base Materials for Testing. H. TxDOT Tex-110-E - Particle Size Analysis of Soils. I. TxDOT Tex-120-E - Soil-Cement Testing.
1.04 SUBMITTALS A. Conform to requirements of Section 01330 - Submittal Procedures. B. Submit samples of crushed stone, gravel, and soil binder for testing. C. Submit manufacturer's description and characteristics for pug mill and associated equipment, spreading machine, and compaction equipment for approval.
1.05 TESTS
A. Perform testing under provisions of Section 01454 - Testing Laboratory Services. B. Perform tests and analysis of aggregate and binder materials in accordance with ASTM D 1557 and ASTM D 4318.
1.06 DELIVERY, STORAGE AND HANDLING
A. Make stockpiles from layers of processed aggregate to eliminate segregation of materials. Load material by making successive vertical cuts through entire depth of stockpile. B. Store cement in weatherproof enclosures. Protect from ground dampness.
PART 2 PRODUCTS
2.01 CEMENT A. ASTM C 150 Type I; bulk or sacked.
2.02 WATER A. Clean, clear; and free from oil, acids, alkali, or vegetable matter.
2.03 AGGREGATE
A. Crushed Stone: Material retained on No. 40 Sieve meeting following requirements:
1. Durable particles of crusher-run broken limestone, sandstone, or
granite obtained from approved source.
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED BASE COURSE
02712-3
March 31, 2011
2. Los Angeles abrasion test percent of wear not to exceed 40 when
tested in accordance with ASTM C 131. B. Gravel: Durable particles of bank run gravel or processed material. C. Soil Binder: Material passing No. 40 Sieve meeting following requirements when tested in accordance with ASTM D 4318: 1. Maximum Liquid limit: 35. 2. Maximum Plasticity index: 10. D. Mixed aggregate and soil binder shall meet the following requirements: 1. Grading in accordance with TxDOT Tex-101-E and Tex-110-E within the following limits:
Sieve
Percent
Retained
Crushed Stone
Percent
Retained
G. 1
Percent
Retained
G. 2
Percent Retained
Gravel
1 ¾ inch 0 to 10 0 to 5 - 0 to 5
½ inch - - 0 -
No. 4 45 to 75 30 to 75 15 to 35 30 to 75
No. 40 55 to 80 60 to 85 55 to 85 65 to 85
2. Obtain prior permission from Public Works for use of additives to meet above requirements.
2.04 ASPHALT SEAL CURE
A. Cutback Asphalt: MC30 conforming to requirements of Section 02742 -
Prime Coat.
B. Emulsified Petroleum Resin: EPR-1 Prime conforming to requirements of
Section 02742 - Prime Coat.
2.05 MATERIAL MIX
A. Design mix for minimum average compressive strength of 200 psi at 48 hours using TxDOT Tex-120-E unconfined compressive strength testing procedures. Provide minimum cement content of 1 1/2 sacks, weighing 94 pounds each, per ton of mix. B. Increase cement content when average compressive strength of tests on field samples fall below 200 psi. Refer to Part 3 concerning field samples and tests. C. Mix in stationary pug mill equipped with feeding and metering devices for adding specified quantities of base material, cement, and water into mixer. Dry mix base material and cement sufficiently to prevent cement balls from forming when water is added. D. Resulting mixture shall be homogeneous and uniform in appearance.
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED BASE COURSE
02712-4
March 31, 2011
2.06 SOURCE QUALITY CONTROL A. Perform testing under provisions of Section 01454 - Testing Laboratory Services. B. Perform testing for unconfined compressive strength by TxDOT Test Method Tex- 120-E as follows: 1. Mold three samples each day or for each 300 tons of production. 2. Compressive strength shall be average of three tests for each production lot.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify compacted subgrade is ready to support imposed loads.
B. Verify lines and grades are correct.
3.02 PREPARATION A. Complete backfill of new utilities below future grade. B. Prepare subgrade in accordance with requirements of Section 02330 - Embankment and Section 02315 - Roadway Excavation. C. Correct subgrade deviations in excess of plus or minus ¼-In. in cross section or in 16-Ft. length by loosening, adding or removing material, reshaping and recompacting by sprinkling and rolling. D. Prepare sufficient subgrade in advance of base course for efficient operations.
3.03 PLACEMENT A. Do not mix and place cement stabilized base when temperature is below 40 degrees F and falling. Place base when temperature taken in shade and away from artificial heat is above 35 degrees F and rising. B. Place material on prepared subgrade in uniform layers to produce thickness indicated on Drawings. Depth of layers shall not exceed 6-In. C. Spread with approved spreading machine. Conduct spreading so as to eliminate planes of weakness or pockets of non-uniformly graded material resulting from hauling and dumping operations. D. Provide construction joints between new material and stabilized base that has been in place 4 hours or longer. Joints shall be approximately vertical. Form joint with temporary header or make vertical cut of previous base immediately before placing subsequent base.
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED BASE COURSE
02712-5
March 31, 2011
E. Use only one longitudinal joint at center line under main lanes and shoulder unless shown otherwise on Drawings. Do not use longitudinal joints under frontage roads and ramps unless indicated on Drawings. F. Place base so that projecting reinforcing steel from curbs remain at approximate center of base. Secure firm bond between reinforcement and base.
3.04 COMPACTION A. Start compaction as soon as possible but not more than 60 minutes from start of moist mixing. Compact loose mixture with approved tamping rollers until entire depth is uniformly compacted. Do not allow stabilized base to mix with underlying material. B. Correct irregularities or weak spots immediately by replacing material and recompacting. C. Apply water to maintain moisture between optimum and 2 percent above optimum moisture as determined by ASTM D 698. Mix in with spiked tooth harrow or equal. Reshape surface and lightly scarify to loosen imprints made by equipment. D. Remove and reconstruct sections where average moisture content exceeds ranges specified at time of final compaction. E. Finish by blading surface to final grade after compacting final course. Seal with approved pneumatic tired rollers which are sufficiently light to prevent surface hair line cracking. Rework and recompact at areas where hair line cracking develops. F. Compact to minimum density of 95 percent of maximum dry density at moisture content of treated material between optimum and 2 percent above optimum as determined by ASTM D 698, unless otherwise indicated on Drawings. G. Maintain surface to required lines and grades throughout operation.
3.05 CURING
A. Moist cure for minimum of 7 days before adding pavement courses. Restrict traffic on base to local property access. Keep subgrade surface damp by sprinkling. B. If indicated on Drawings, cover base surface with curing membrane as soon as finishing operation is complete. Apply with approved self-propelled pressure distributor at following rates, or as indicated on Drawings: 1. MC30: 0.1 gallon per square yard. 2. EPR-1 Prime: 0.15 gallon per square yard.
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED BASE COURSE
02712-6
March 31, 2011
C. Do not use cutback asphalt during period of April 16 to September 15.
3.06 TOLERANCES A. Smooth and conform completed surface to typical section and established lines and grades. B. Top surface of base course: Plus or minus 1 ¼-In. in cross section, or in 16-Ft. length.
3.07 FIELD QUALITY CONTROL
A. Perform testing under provisions of Section 01454 - Testing Laboratory Services. B. Take minimum of one core at random locations per 1000 linear feet per lane of roadway or 500 square yards of base to determine in-place depth. C. Request additional cores in vicinity of cores indicating nonconforming in-place depths at no extra cost to the City. When average of tests fall below required depth, place additional material and compact at no additional cost to the City. D. Perform compaction testing in accordance with ASTM D 698 or ASTM D 2922 and ASTM D 3017 at randomly selected locations. Remove and replace areas that do not conform to compaction requirements at no additional cost to the City. E. Fill cores and density test sections with new compacted cement stabilized base.
3.08 NONCONFORMING BASE COURSE
A. Remove and replace areas of base course found deficient in thickness by more than 10 percent, or that fail compressive strength tests, with cement-stabilized base of thickness shown on Drawings. B. Replace nonconforming base course sections at no additional cost to the City.
3.09 UNIT PRICE ADJUSTMENT
A. Make unit price adjustments for in-place depth determined by cores as follows:
1. Adjusted unit price shall be ratio of average thickness as determined
by cores to thickness bid upon, times unit price.
2. Apply adjustment to lower limit of 90 percent and upper limit of 100
percent of unit price.
3.10 PROTECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CEMENT STABILIZED BASE COURSE
02712-7
March 31, 2011
A. Maintain stabilized base in good condition until completion of work. Repair defects immediately by replacing base to full depth. B. Protect asphalt membrane, when used, from being picked up by traffic. Membrane may remain in place when proposed surface courses or other base courses are to be applied.
END OF SECTION
CITY OF SCHERTZ FLEXIBLE BASE,
STANDARD SPECIFICATION
02713-1
March 31, 2011
SECTION 02713
FLEXIBLE BASE
PART 1 GENERAL
1.01 SECTION INCLUDES
A. This item governs furnishing and placing a crushed stone base course for
surfacing, pavement, or other base courses. “Flexible Base" shall be
constructed on an approved, prepared surface in one or more courses
conforming to the typical sections and to the lines and grades, indicated on
the Drawings or established by the Engineer or designated representative.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices
1. Measurement for flexible base is for type and grade on a square yard
basis complete in-place as described in the Contract Documents.
Separate measurement will be made for each different required
thickness of base course.
2. This price is full compensation for furnishing materials, temporary
stockpiling, assistance provided in stockpile sampling and operations
to level stockpiles for measurement, loading, hauling, delivery of
materials, spreading, blading, mixing, shaping, placing, compacting,
reworking, finishing, correcting locations where thickness is deficient,
curing, furnishing scales and labor for weighing and measuring, and
equipment, labor, tools, and incidentals
3. Refer to Section 01290 - Payment Procedures for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM D 1556 - Density of Soil in Place by the Sand-Cone Method.
B. TXDOT Test Method TEX-113-E.
C. ASTM D 2922 - Test Methods for Density of Soil and Soil-Aggregate in
Place by Nuclear Methods (Shallow Depth).
CITY OF SCHERTZ FLEXIBLE BASE,
STANDARD SPECIFICATION
02713-2
March 31, 2011
D. ASTM D 361 - Test Method for Water Content of Soils and Rock in Place by
Nuclear Methods (shallow depth).
E. ASTM D 3017 - Test Method for Water Content of Soils and Rock in Place
by Nuclear Methods.
F. ASTM D 4318 - Test Method for Liquid Limit, Plastic Limit, and Plasticity
Index of Soils.
G. TxDOT Tex-101-E - Preparation of Soil and Flexible Base Materials for
Testing.
H. TxDOT Tex-110-E - Determination of Particle Size Analysis of Soils.
1.04 SUBMITTALS
A. Submittals shall conform to requirements of Section 01330 - Submittals
Procedures.
B. Source, gradation and test results for the crushed limestone material. Upon
request submit samples of flexible base course and soil binder for testing.
1.05 TESTS
A. Tests and analysis of soil materials will be performed in accordance with
ASTM C 131, ASTM D 698, ASTM D 4318, Tex-114-E, Tex-101-E, and
Tex-110-E under provisions of Section 01454 - Testing Laboratory Services.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Provide materials from stockpiles that are protected during storage from
contaminates that would be detrimental to the flexible base course.
B. Load materials from same area of stockpile to maintain uniformity of each
successive delivery to the project site.
PART 2 PRODUCTS
2.01 MATERIALS
A. Furnish uncontaminated materials of uniform quality that meet the
requirements of the plans and specifications. Notify the Engineer of the
proposed material sources and of changes to material sources. The
Engineer may sample and test project materials at any time before
compaction throughout the duration of the project to assure specification
compliance. Use the TxDOT standard laboratory test procedure Tex-100-E
for material definitions.
CITY OF SCHERTZ FLEXIBLE BASE,
STANDARD SPECIFICATION
02713-3
March 31, 2011
B. Aggregate. Furnish aggregate of the type and grade shown on the plans
and conforming to the requirements of Table 1. Each source must meet
Table 1 requirements for liquid limit, plasticity index, and wet ball mill for the
grade specified. Do not use additives such as, but not limited to, lime,
cement, or fly ash to modify aggregates to meet the requirements of Table
1, unless shown on the plans.
Table 1 Aggregate Material Requirements
Property Test
Method1
Grade 1 Grade 2 Grade 3 Grade 4
Master gradation sieve
size (% retained)
2-½ in - 0 0
1-¾ in 0 0-10 0-10
⅞ in 10–35 - -
⅜ in 30–50 - -
No. 4 45–65 45–75 45–75
No. 40
Tex-110-E
70–85 60–85 50–85
As shown on
the plans
Liquid limit, % max.2 Tex-104-E 35 40 40 As shown on
the plans
Plasticity index, max.2 10 12 12 As shown on
the plans
Plasticity index, min.2
Tex-106-E
As shown on the plans
Wet ball mill, % max3 40 45 -
Wet ball mill, % max.
increase passing the No.
40 sieve3
Tex-116-E 20 20 -
As shown on
the plans
1. TxDOT standard laboratory test procedures
2. Determine plastic index in accordance with Tex-107-E (linear shrinkage) when liquid limit is
unattainable as defined in Tex-104-E.
3. ASTM C131 (Grad. A), Los Angeles Abrasion, can be used in lieu of the wet ball mill procedure. The
maximum abrasion allowed to the crushed stone is forty (40) when subjected to the Los Angeles
Abrasion test.
1. Material Tolerances. The Engineer may accept material if no more
than 1 of the 5 most recent gradation tests has an individual sieve
outside the specified limits of the gradation. When target grading is
required by the plans, no single failing test may exceed the master
grading by more than 5 percentage points on sieves No. 4 and larger
or 3 percentage points on sieves smaller than No. 4 sieve.
a. The Engineer may accept material if no more than 1 of the 5
most recent plasticity index tests is outside the specified limit. No
single failing test may exceed the allowable limit by more than 2
points.
CITY OF SCHERTZ FLEXIBLE BASE,
STANDARD SPECIFICATION
02713-4
March 31, 2011
2. Material Types. Do not use fillers or binders unless approved by the
Engineer. Furnish the type specified on the plans in accordance with
the following.
a. Type A. Crushed stone produced and graded from oversize
quarried aggregate that originates from a single, naturally occurring
source. Do not use gravel or multiple sources.
b. Type B. Crushed or uncrushed gravel. Blending of 2 or more
sources is allowed. Use of this material must have written approval
by the City Engineer prior to selection for bidding or construction.
c. Type C. Crushed gravel with a minimum of 60% of the
particles retained on a No. 4 sieve with 2 or more crushed faces as
determined by TxDOT’s standard laboratory test procedure Tex-460-
A, Part I. Blending of 2 or more sources is allowed.
d. Type D. Type A material or crushed concrete. Crushed
concrete containing gravel will be considered Type D material.
Crushed concrete must meet the requirements in Section 2.01.A.3.b,
“Recycled Material (Including Crushed Concrete) Requirements,” and
be managed in a way to provide for uniform quality. The Engineer
may require separate dedicated stockpiles in order to verify
compliance.
e. Type E. As shown on the plans.
3. Recycled Material. Recycled asphalt pavement (RAP) and other
recycled materials may be used when shown on the plans. Request
approval to blend 2 or more sources of recycled materials.
a. Limits on Percentage. When RAP is allowed, do not exceed
20% RAP by weight unless otherwise shown on the plans. The
percentage limitations for other recycled materials will be as shown
on the plans.
b. Recycled Material (Including Crushed Concrete)
Requirements.
1) Contractor Furnished Recycled Materials. When the
Contractor furnishes the recycled materials, including crushed
concrete, the final product will be subject to the requirements
of Table 1 for the grade specified. Certify compliance with
TxDOT’s DMS-11000, “Evaluating and Using Nonhazardous
Recyclable Materials Guidelines,” for Contractor furnished
recycled materials. In addition, recycled materials must be free
from reinforcing steel and other objectionable material and
CITY OF SCHERTZ FLEXIBLE BASE,
STANDARD SPECIFICATION
02713-5
March 31, 2011
have at most 1.5% deleterious material when tested in
accordance with TxDOT’s standard laboratory test procedure
Tex-413-A. For RAP, do not exceed a maximum percent loss
from decantation of 5.0% when tested in accordance with
TxDOT’s standard laboratory test procedure Tex-406-A. Test
RAP without removing the asphalt.
2) City Furnished Required Recycled Materials. When the City
furnishes and requires the use of recycled materials, unless
otherwise shown on the plans:
a) City required recycled material will not be subject to the
requirements in Table 1,
b) Contractor furnished materials are subject to the
requirements in Table 1 and this Item,
c) the final product, blended, will be subject to the
requirements in Table 1, and
d) for final product, unblended (100% City furnished required
recycled material), the liquid limit, plasticity index, wet ball
mill, classification, and compressive strength is waived.
Crush City-furnished RAP so that 100% passes the 2 inch
sieve. The Contractor is responsible for uniformly blending
to meet the percentage required.
3) City Furnished and Allowed Recycled Materials. When the
City furnishes and allows the use of recycled materials or
allows the Contractor to furnish recycled materials, the final
blended product is subject to the requirements of Table 1 and
the plans.
c. Recycled Material Sources. City-owned recycled material is
available to the Contractor only when shown on the plans. Return
unused City-owned recycled materials to the City stockpile location
designated by the Engineer unless otherwise shown on the plans.
d. The use of Contractor-owned recycled materials is allowed
when shown on the plans. Contractor-owned surplus recycled
materials remain the property of the Contractor. Remove Contractor-
owned recycled materials from the project and dispose of them in
accordance with federal, state, and local regulations before project
acceptance. Do not intermingle Contractor-owned recycled material
with City-owned recycled material unless approved by the Engineer.
CITY OF SCHERTZ FLEXIBLE BASE,
STANDARD SPECIFICATION
02713-6
March 31, 2011
C. Water. Furnish water free of industrial wastes and other objectionable
matter.
D. Material Sources. Only commercial sources may be used unless otherwise
allowed by the City and shown on the plans.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify compacted subgrade is ready to support imposed loads.
B. Verify lines and grades are correct
3.02 EQUIPMENT:
A. Provide machinery, tools, and equipment necessary for proper
execution of the work. Provide proof rollers in accordance with TxDOT
Item 216, “Proof Rolling,” when required.
3.03 CONSTRUCTION:
A. Construct each layer uniformly, free of loose or segregated areas, and
with the required density and moisture content. Provide a smooth
surface that conforms to the typical sections, lines, and grades shown
on the plans or as directed.
B. Stockpile base material temporarily at an approved location before
delivery to the roadway. Build stockpiles in layers no greater than 2
feet thick. Stockpiles must have a total height between 10 and 16 feet
unless otherwise shown on the plans. After construction and
acceptance of the stockpile, loading from the stockpile for delivery is
allowed. Load by making successive vertical cuts through the entire
depth of the stockpile.
C. Do not add or remove material from temporary stockpiles that require
sampling and testing before delivery unless otherwise approved.
Charges for additional sampling and testing required as a result of
adding or removing material will be deducted from the Contractor’s
estimates.
D. Haul approved flexible base in clean trucks. Deliver the required
quantity to each 100 foot station or designated stockpile site as shown
on the plans. Prepare stockpile sites as directed. When delivery is to
the 100 foot station, manipulate in accordance with the applicable
Items.
CITY OF SCHERTZ FLEXIBLE BASE,
STANDARD SPECIFICATION
02713-7
March 31, 2011
3.04 PREPARATION OF SUBGRADE OR EXISTING BASE.
A. Remove or scarify existing asphalt concrete pavement in accordance
with Section 02315, “Street Excavation,” when shown on the plans or
as directed. Shape the subgrade or existing base to conform to the
typical sections shown on the plans or as directed.
B. When new base is required to be mixed with existing base, deliver,
place, and spread the new flexible base in the required amount per
station. Manipulate and thoroughly mix the new base with existing
material to provide a uniform mixture to the specified depth before
shaping.
C. When shown on the plans or directed, proof roll the roadbed in
accordance with TxDOT Item 216, “Proof Rolling,” before pulverizing
or scarifying. Correct soft spots as directed.
3.05 PLACING.
A. Spread and shape flexible base into a uniform layer with an approved
spreader the same day as delivered unless otherwise approved.
Construct layers to the thickness shown on the plans. Maximum lift
thickness shall be 8 inches of loose material. Maintain the shape of
the course. Control dust by sprinkling, as directed. Correct or replace
segregated areas as directed, at no additional expense to the City.
B. Place successive base courses and finish courses using the same
construction methods required for the first course.
3.06 COMPACTION.
A. Compact in courses not to exceed 6 inches compacted depth using
density control unless otherwise shown on the plans. Multiple lifts are
permitted when shown on the plans or approved. Bring each layer to
the moisture content directed. When necessary, sprinkle the material
in accordance with TxDOT Item 204, “Sprinkling.”
B. Begin rolling longitudinally at the sides and proceed towards the
center, overlapping on successive trips by at least ½ the width of the
roller unit. On superelevated curves, begin rolling at the low side and
progress toward the high side. Offset alternate trips of the roller.
Operate rollers at a speed between 2 and 6 mph as directed.
C. Rework, recompact, and refinish material that fails to meet or that
loses required moisture, density, stability, or finish before the next
course is placed or the project is accepted. Continue work until
CITY OF SCHERTZ FLEXIBLE BASE,
STANDARD SPECIFICATION
02713-8
March 31, 2011
specification requirements are met. Perform the work at no additional
expense to the City.
1. Ordinary Compaction. Roll with approved compaction
equipment as directed. Correct irregularities, depressions, and
weak spots immediately by scarifying the areas affected,
adding or removing approved material as required, reshaping,
and recompacting.
2. Density Control. Compact to at least 95% of the maximum
density determined by TxDOT’s standard laboratory test
procedure Tex-113-E unless otherwise shown on the plans.
Determine the moisture content of the material at the beginning
and during compaction in accordance with TxDOT’s standard
laboratory test procedure Tex-103-E.
a. The Engineer will determine roadway density of
completed sections in accordance with TxDOT’s standard
laboratory test procedure Tex-115-E. The Engineer may accept
the section if no more than 1 of the 5 most recent density tests
is below the specified density and the failing test is no more
than 3 pounds per cubic foot below the specified density.
3.07 FINISHING.
A. After completing compaction, clip, skin, or tight-blade the surface with
a maintainer or subgrade trimmer to a depth of approximately ¼ inch.
Remove loosened material and dispose of it at an approved location.
Seal the clipped surface immediately by rolling with a pneumatic tire
roller until a smooth surface is attained. Add small increments of water
as needed during rolling. Shape and maintain the course and surface
in conformity with the typical sections, lines, and grades as shown on
the plans or as directed.
B. In areas where surfacing is to be placed, correct grade deviations
greater than ¼ inch in 16 feet measured longitudinally or greater than
¼ inch over the entire width of the cross-section. Correct by loosening,
adding, or removing material. Reshape and recompact in accordance
with Section 306, “Compaction.”
3.08 CURING.
A. Cure the finished section until the moisture content is at optimum, plus
or minus 3 percentage points, or as directed, before applying the next
successive course or prime coat.
CITY OF SCHERTZ FLEXIBLE BASE,
STANDARD SPECIFICATION
02713-9
March 31, 2011
END OF SECTION
CITY OF SCHERTZ GEOGRID REINFORCEMENT
STANDARD SPECIFICATION FOR PAVEMENTS
02716-1
March 31, 2011
SECTION 2716
GEOGRID REINFORCEMENT FOR PAVEMENTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. This section shall cover work of furnishing and constructing geogrid
reinforcement as specified hereinafter shown on the plans, or directed by
the Engineer. The work shall include placement of the geogrid in general
conformance to the line and grade shown on the plans and shall include the
furnishing of the materials, and other incidentals necessary to maintain the
geogrid in its required position until the completion of any other associated
work items.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices
1. Measurement shall be made by the square yard of surface area as
shown on the plans. No measurement will be made for lapping of
material.
2. The work performed and materials furnished, as prescribed by this
item, and measured as provided above under Measurement, will be
paid for at the unit price bid for Geogrid Reinforcement. Payment
shall be based on the type of geogrid specified, which price shall be
full compensation for furnishing all labor, materials, freight, tools,
shipment, and incidentals, and for doing all the work involved in
placement of the grid, complete in place.
3. Refer to Section 01290 - Payment Procedures for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's name, style or catalog designation of product; and
roll width and length. C
C. All shipments of geogrid shall be accompanied by a mill certificate or
affidavit, signed by a legally authorized official from the company
CITY OF SCHERTZ GEOGRID REINFORCEMENT
STANDARD SPECIFICATION FOR PAVEMENTS
02716-2
March 31, 2011
manufacturing the geogrid certifying that the material meets all stated
chemical, physical, and manufacturing requirements.
PART 2 PRODUCTS
2.01 MATERIALS
A. The geogrid shall be a single layer regular grid structure formed by drawing
a continuous sheet of polypropylene material. The geogrid shall have high
flexural rigidity and high tensile modulus in relation to the material being
reinforced and shall also have high continuity of tensile strength through all
ribs and junctions of the grid structure. The geogrid shall maintain its
reinforcement and interlock capabilities under repeated dynamic loads while
in service and shall also be resistant to ultraviolet degradation, to damage
under construction practices and to all forms of biological or chemical
degradation normally encountered in the material being reinforced.
1. The geogrid shall also conform in all respects to the property
requirements listed in Table A. The value listed in Table A are
minimum certified values and are equal to the mean value less three
standard deviations, which reflect the desired 99% confidence level.
These values are to be verified by an independent laboratory.
2. Geogrids not meeting the physical properties of Table A may not be
directly submitted into the project design without prior written
approval of the Engineer.
3. Material substitutions for geogrids not conforming to the
physical requirements of Table A must be submitted with an
alternative design proposal to the Engineer at least 7 days prior
to bid opening.
4. Alternate design proposals must be accompanied by the test
data from an approved laboratory verifying all design and index
properties in accordance with the test methods of Table A.
Performance data, which quantifies the structural contribution of
the geogrid to the pavement structure, shall be submitted to the
Engineer.
CITY OF SCHERTZ GEOGRID REINFORCEMENT
STANDARD SPECIFICATION FOR PAVEMENTS
02716-3
March 31, 2011
Table 1 TABLE A – PHYSICAL REQUIREMENTS
PROPERTY TEST METHOD UNITS BX 1100 BX 1200
Geometry
Aperture Size
MD1
CMD1
I.D. Calipered2
I.D. Calipered2
in / (mm)
in / (mm)
1.00 / (25)
1.30 / (33)
1.00 / (25)
1.30 / (33)
Open Area COE Method3
CW-02215 % 70
70
Rib Thickness
Rib Shape
Calipered
Observation
in / (mm)
N/A
0.03 / (0.76)
Rectangular or
Square
0.05 / (1.27)
Rectangular or
Square
Structural Integrity
Torsional Rigidity (Aperture
Stability Modulus)
@ 20 cm-kg
COE METHOD4
cm-kg/deg. 3.25 6.55
Flexural Rigidity (Stiffness)
MD ASTM D1388-966 Mg-cm 250,000 750,000
Tensile Strength
MD
CMD
True Initial Modulus (min.)
MD
CMD
ASTM D6637-018
ASTM D6637-018
ASTM D6637-018
ASTM D6637-018
lb/ft / (kN/m)
lb/ft / (kN/m)
lb/ft / (kN/m)
lb/ft / (kN/m)
280 / (4.1)
450 / (6.6)
17,140 / (250)
27,420 / (400)
410 / (6.0)
590 / (8.6)
27,420 / (400)
44,550 / (650)
Junction Strength
MD
CMD
GRI GG2-877
GRI GG2-877
lb/ft
lb/ft
765
1170
1080
1778
Junction Efficiency GRI GG2-877 % 93 93
Durability
Resistance to Installation
Damage ASTM D5818 %SC/%SW/%
GP 90/83/70 91/83/71
Resistance to Long Term
Degradation
ASTM D5818
EPA 9090 % 100 100
Material
Polypropylene ASTM D4101
Group 1/ Class 1/
Grade 2
% 98 98
Carbon Black ASTM 4218 % 0.5 0.5
MD dimension is along roll length; CMD dimension is across roll width.
Maximum inside dimensions in each principal direction measured by calipers.
Percent Open area measured without magnification by Corps. Of Engineers method as specified in CW02215.
Resistance to in-plane rotational movement measured by applying a 20cm-kg moment to the central junction of a 9” x 9” specimen
restrained at its perimeter. (U.S. Army Corps of Engineers Methodology) & Grid Aperture Stability Test developed by Dr. T. Kinney at
the University of Alaska, Fairbanks.
Secant Aperture Stability Modulus. Value listed is equal to the mean value less approximately one standard deviation.
ASTM D1388-96, Option A modified to account for wide specimen testing. Geotextile junction strength and junction efficiency measured by Geosynthetic Research Institute test method GRI-GG2-87 “Geotextile
Junction Strength.” Geogrid shall not be pre-tensioned prior to testing strength parameter.
True resistance to elongation when initially subjected to a load measured using ASTM D6637 without deforming test materials under
load before measuring such resistance or employing “secant” or “offset” tangent methods of measurement so as to overstate tensile
properties. For single layer products use Test Method A, for multi-layer products use Test Method C.
CITY OF SCHERTZ GEOGRID REINFORCEMENT
STANDARD SPECIFICATION FOR PAVEMENTS
02716-4
March 31, 2011
PART 3 EXECUTION
3.01 DELIVERY, STORAGE, AND HANDLING
A. At the time of installation, the geogrid shall be rejected if it has defects,
tears, punctures, flaws, deterioration, or damage incurred during
manufacture, transportation, or storage. If approved by the Engineer, the
damaged sections may be repaired by patching the damaged area with an
additional layer of geogrid 2’ to 3’ around the affected area.
3.02 CONSTRUCTION METHODS
A. Subgrade shall be prepared as indicated on the plans or as directed by the
Engineer. The geogrid shall be installed in accordance with the lines and
grades shown on the plans.
B. The geogrid shall be oriented such that the roll length runs parallel to the
road direction. Geogrid sections shall be overlapped as indicated on the
plans or as directed by the Engineer.
C. Minimum lap shall be one (1) foot, based on the strength of the subgrade, or
as specified on the plans. Care shall be taken to ensure that geogrid
sections do not separate at laps during construction. Placement of geogrid
around corners will require cutting of the geogrid and diagonal lapping to
ensure that excessive buckling of grid material does not occur.
D. Base material shall be placed in lift thickness as shown on the plans.
Tracked construction equipment shall not operate directly upon the geogrid.
A minimum fill thickness of six (6) inches is required prior to operation of
tracked vehicles over the geogrid.
E. Rubber-tired equipment may pass over the geogrid at slow speeds of less
than five (5) miles per hour, if the underlying material is capable of
supporting the loads without rutting or causing damage to the geogrid.
Sharp turning or sudden braking shall be prohibited. The Contractor shall
be required to replace, at his expense, sections of the geogrid that are
damaged, during construction.
F. If approved by the Engineer, geogrid may be placed directly under hot-
mixed asphaltic concrete base in accordance with Section 02741 “Asphalt
Concrete Pavement” The lift thickness of base material placed directly on
the geogrid shall not be greater than 6 inches compacted. This material
shall be back dumped from trucks riding on top of the reinforced base
material and bladed on to the grid ahead.
CITY OF SCHERTZ GEOGRID REINFORCEMENT
STANDARD SPECIFICATION FOR PAVEMENTS
02716-5
March 31, 2011
END OF SECTION
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-1
March 31, 2011
SECTION 2741
ASPHALTIC CONCRETE PAVEMENT
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Surface course and leveling-up course of compacted mixture of coarse and fine aggregates and asphaltic binder.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for hot-mix asphalt concrete pavement is on a per ton
basis, which price shall be full compensation for furnishing and
placing all materials, and for all labor, tools, equipment, and
incidentals necessary to complete the work. Separate pay items are
used for each different required thickness of pavement.
2. Payment for hot-mix asphalt concrete pavement includes payment for
associated work performed in accordance with Section 02743 - Tack
Coat.
3. Measurement for utility projects: Match actual pavement replaced but
no greater than maximum pavement replacement limits shown on
Drawings.
4. Payment for temporary detour pavement is on a square yard basis
and includes surface and base materials, associated grading,
maintenance and removal as well as restoration of ditches.
5. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM C 33 - Standard Specification for Concrete Aggregates.
B. ASTM C 131 - Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine.
C. TxDOT Tex-106-E - Calculating the Plasticity Index of Soils
D. TxDOT Tex-126-E - Molding, Testing, and Evaluating Bituminous Black Base Material.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-2
March 31, 2011
E. TxDOT Tex-200-F - Sieve Analysis of Fine and Course Aggregates.
F. TxDOT Tex-203-F - Sand Equivalent Test.
G. TxDOT Tex-204-F - Design of Bituminous Mixtures.
H. TxDOT Tex 206-F - Compacting Test Specimens of Bituminous Mixtures.
I. TxDOT Tex-207-F - Determining Density of Compacted Bituminous Mixtures.
J. TxDOT Tex-208-F - Test for Stabilometer Value of Bituminous Mixtures.
K. TxDOT Tex-217-F - Determining Deleterious Material and Decantation Test for Coarse Aggregates.
L. TxDOT Tex-227-F - Theoretical Maximum Specific Gravity of Bituminous Mixtures.
M. TxDOT Tex-530-C - Effect of Water on Bituminous Paving Mixtures.
N. TxDOT Tex-531-C - Prediction of Moisture Induced Damage to Bituminous Paving Materials Using Molded Specimens.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit certificates that asphalt materials and aggregates meet requirements of Paragraph 2.01, Materials.
C. Submit proposed design mix and test data for surface course.
D. Submit manufacturer's description and characteristics of spreading and finishing machine for approval.
PART 2 PRODUCTS
2.01 MATERIALS
A. Materials used in Hot Mix Asphaltic Concrete Pavement shall meet the
requirements as set forth herein. If shown on the plans, materials may also
meet the requirements as described in TxDOT Item 340, “Dense-Graded
Hot-Mix Asphalt (Method)” or TxDPT Item 341, “Dense-Graded Hot-Mix
Asphalt (QC/QA)” of the Texas Department of Transportation Standard
Specifications for Construction and Maintenance of Highways, Streets, and
Bridges.
1. Unless otherwise shown on the plans, provide aggregates that meet the
aggregate quality requirements of TxDOT’s Bituminous Rated Source
Quality Catalog (BRSQC). Unapproved sources may be used if accepted
by the Engineer and approved prior to use.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-3
March 31, 2011
2. Furnish aggregates from sources that conform to the requirements shown
in Table 1 herein, and as specified in this Section, unless otherwise shown
on the plans. Provide aggregate stockpiles that meet the definition in this
Section for either a coarse aggregate or fine aggregate. When reclaimed
asphalt pavement (RAP) is used, provide RAP stockpiles in accordance
with this Section. Aggregate from RAP is not required to meet Table 1
requirements unless otherwise shown on the plans.
3. Document all test results on a mixture design report and submit to the
Engineer for approval. The Engineer may perform tests on independent or
split samples to verify Contractor mix design results. Stockpile aggregates
for each source and type separately. Determine aggregate gradations for
mixture design and production testing based on the washed sieve analysis
given in TxDOT standard laboratory test procedure Tex-200-F, Part II. Do
not add material to an approved stockpile from other sources, unless
otherwise approved by the Engineer.
4. Unless otherwise shown on the plans, reclaimed asphalt pavement (RAP)
may be used in asphalt pavement maintenance or rehabilitation
applications and shall be limited to a maximum of 20% RAP for surface or
wearing courses and 30% RAP for courses below the surface or wearing
course. Higher percentages of RAP may be used if requested in writing
and approved by the Engineer prior to use.
B. Coarse Aggregate. Coarse aggregate stockpiles must have no more than 20% passing the #8 sieve. Provide aggregates with a surface aggregate classification (SAC) as shown below:
Street Classification Minimum Surface Aggregate Classification
Primary and Secondary Arterials A
Collector and Local Streets B
Local Street Without Bus Traffic C
1. SAC requirements apply only to aggregates used on the surface of
travel lanes, unless otherwise shown on the plans. Blending
aggregates to meet SAC criteria is allowable. Class B aggregate
meeting all other requirements in Table 1 may be blended with a
Class A aggregate in order to meet requirements for Class A
materials. When blending Class A and B aggregates to meet a Class
A requirement, ensure that at least 50% by weight of the material
retained on the No. 4 sieve comes from the Class A aggregate
source. Blend by volume if the bulk specific gravities of the Class A
and B aggregates differ by more than 0.300. When blending, do not
use Class C or D aggregates. For blending purposes, coarse
aggregate from RAP will be considered as Class B aggregate.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-4
March 31, 2011
C. Reclaimed Asphalt Pavement (RAP). RAP is defined as a salvaged, pulverized, broken or crushed asphalt pavement. The RAP to be used in the mix shall be crushed or broken to the extent that 100% will pass the two inch sieve. The stockpiled RAP shall not be contaminated by dirt or other objectionable materials. Unless otherwise shown on the plans, stockpiled, crushed RAP shall have a decantation of 5% or less and a plasticity index of eight (8) or less, when tested in accordance with TxDOT standard laboratory test procedures Tex-406-A, Part I, and Tex-106-E, respectively. This requirement applies to stockpiles from which the asphalt has not been removed by extraction. When RAP is used, determine asphalt content and gradation for mixture design purposes.
D. Fine Aggregate. Fine aggregates may consist of manufactured sands, screenings and field sands. Supply fine aggregates that are free from organic impurities. Field sands and other uncrushed aggregates shall be limited to 15% of the total aggregate.
1. If 10% or more of the fine aggregate stockpile is retained on the No.
4 sieve, test the stockpile and verify that it meets the requirements in
Table 1 for coarse aggregate angularity (TxDOT standard laboratory
test procedure Tex-460-A) and flat and elongated particles (TxDOT
standard laboratory test procedure Tex-280-F).
E. Asphalt Binder. Unless shown on the plans, provide the type and grade of performance-graded asphalt binder in accordance with TxDOT Item 300.2.J. “Performance-Graded Binders” and as specified below:
Minimum PG Asphalt Cement Grade
Street Classification Surface
Courses
Binder & Level Up
Courses
Base
Courses
Primary and Secondary Arterials PG 76-22
Collector and Local Streets PG 70-22 PG 70-22
Local Street Without Bus Traffic PG 64-22 PG 64-22
PG 64-22
F. Mineral Filler. Mineral filler consists of finely divided mineral matter such as agricultural lime, crusher fines, hydrated lime, cement, or fly ash. Mineral filler is allowed unless otherwise shown on the plans. Do not use more than 2% hydrated lime or cement, unless otherwise shown on the plans. The plans may require or disallow specific mineral fillers. When used, provide mineral filler that:
1. is sufficiently dry, free-flowing, and free from clumps and foreign
matter;
2. does not exceed 3% linear shrinkage when tested in accordance with
Tex-107-E; and
3. meets the gradation requirements of Table 3 herein.
G. Baghouse Fines. Fines collected by the baghouse or other dust collecting equipment may be reintroduced into the mixing drum.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-5
March 31, 2011
H. Tack Coat. Unless otherwise shown on the plans or approved, furnish CSS-1H, SS-1H, or a PG binder with a minimum high-temperature grade of PG 58 for tack coat binder and in accordance with Section 02743 “Tack Coat.” Do not dilute emulsified asphalts at the terminal, in the field, or at any other location before use.
I. Additives. When shown on the plans, use the type and rate of additive specified. Other additives that facilitate mixing or improve the quality of the mixture may be allowed when approved. If lime or a liquid antistripping agent is used, add in accordance with TxDOT Item 301, “Asphalt Antistripping Agents.” Do not add lime directly into the mixing drum of any plant where lime is removed through the exhaust stream, unless the plant has a baghouse or dust collection system that reintroduces the lime back into the drum.
Table 1 Aggregate Quality Requirements
Property
TxDOT Standard
Laboratory Test
Procedure
Surface
Courses
Binder, Level
Up, & Base
Courses
Course Aggregate
Deleterious Material, %, max Tex-217-F, Part I 1.0 1.5
Decantation, %, max Tex-217-F, Part II 1.5 1.5
Micro-Deval Abrasion, %, max Tex-461-A Screening
Only
Screening
Only
Los Angeles Abrasion, %, max Tex-410-A 35 40
Magnesium Sulfate Soundness, 5 cycles, %,
max Tex-411-A 25 30
Coarse Aggregate Angularity, 2 crushed
faces, %, min Tex-460-A, Part I 951 851
Flat and Elongated Particles @ 5:1, %, max Tex-280-F 10 10
Fine Aggregate
Linear Shrinkage, %, max Tex-107-E 3 3
Combined Aggregate2
Sand Equivalent, %, min Tex-203-F 45 45
Note 1: Applies to Gravel Only
Note 2: Aggregate without mineral filler, RAP, or additives combined as used in the job-mixed formula (JMF)
Table 2 Gradation Requirements for Fine Aggregate
Sieve Size, in % Passing by Weight or Volume
3/8 100
#8 70-30
#200 0-30
Table 3 Gradation Requirements for Mineral Filler
Sieve Size, in % Passing by Weight or Volume
#8 100
#200 55-100
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-6
March 31, 2011
2.02 EQUIPMENT:
All equipment for the handling of all materials, mixing, placing and compacting of
the mixture shall be maintained in good repair and operating condition and subject
to the approval of the Engineer. Any equipment found to be defective and
potentially having a negative effect on the quality of the paving mixture or ride
quality will not be allowed.
B. Spreading and Finishing Machine. The spreading and finishing machine shall be approved by the Engineer and shall meet the requirements indicated below.
1. Screed Unit. The spreading and finishing machine shall be equipped
with a heated compacting screed. It shall produce a finished surface
meeting the requirements of the typical cross sections and the
surface test.
a. Extensions added to the screed shall be provided with the
same compacting action and heating capability as the main screed
unit, except for use on variable depth tapered areas and/or as
approved by the Engineer.
b. The spreading and finishing machine shall be equipped with
an approved automatic dual longitudinal screed control system and
automatic transverse screed control system. The longitudinal controls
shall be capable of operating from any longitudinal grade reference
including a stringline, ski, mobile stringline, or matching shoe.
c. The Contractor shall furnish all equipment required for grade
reference. It shall be maintained in good operating condition by
personnel trained in the use of this type of equipment.
d. The grade reference used by the Contractor may be of any
type approved by the Engineer. The contractor shall set the grade
reference to have sufficient support so that the maximum deflection
shall not exceed 1/16 inch between supports.
2. Tractor Unit. The tractor unit shall be equipped with a hydraulic hitch
sufficient in design and capacity to maintain contact between the rear
wheels of the hauling equipment and the pusher rollers of the finishing
machine while the mixture is being unloaded.
a. No portion of the weight of hauling equipment, other than the
connection, shall be supported by the asphalt paver. No
vibrations or other motions of the loading equipment, which could
have a detrimental effect on the riding quality of the completed
pavement, shall be transmitted to the paver.
b. The use of any vehicle which requires dumping directly into the
finishing machine and which the finishing machine cannot push
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-7
March 31, 2011
or propel to obtain the desired lines and grades without resorting
to hand finishing will not be allowed.
C. Material Transfer Equipment. Equipment to transfer mixture from the hauling units or the roadbed to the spreading and finishing machine will be allowed unless otherwise shown on the plans. A specific type of material transfer equipment shall be required when shown on the plans.
PART 3 EXECUTION
3.01 CONSTRUCTION
A. It shall be the responsibility of the Contractor to design, produce, transport, place and compact the specified paving mixture in accordance with the requirements herein. The Engineer will perform verification testing as needed. Provide quality control (QC) testing as needed to meet the requirements of this Item. Provide a certified Level I-A specialist at the plant during production hours. Provide a certified Level I-B specialist to conduct placement tests.
3.02 QUALITY CONTROL PLAN (QCP)
B. Unless otherwise shown on the plans, develop and follow a QCP. Obtain approval from the Engineer for changes to the QCP made during the project. The Engineer may suspend operations if the Contractor fails to comply with the QCP. Submit a written QCP to the Engineer and receive the Engineer’s approval of the QCP before beginning production. Include the following items in the QCP.
1. Project Personnel. Provide:
a. list of individuals that will conduct tests as well their associated
certifications (i.e. Level IA, IB, and II certifications), including
when certifications will expire for each individual; and
b. a list of individuals responsible for QC with authority to take
corrective action and the contact information for each individual
listed.
2. Material Delivery and Storage. Provide:
a. the sequence of material processing, delivery, and minimum
quantities to assure continuous plant operations;
b. aggregate stockpiling procedures to avoid contamination and
segregation;
c. frequency, type, and timing of aggregate stockpile testing to
assure conformance of material requirements before mixture
production; and
d. procedure for monitoring the quality and variability of asphalt
binder.
3. Production. Detail:
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-8
March 31, 2011
a. loader operation procedures to avoid contamination in cold bins;
b. procedures for calibrating and controlling cold feeds;
c. procedures to eliminate debris or oversized material;
d. procedures for adding and verifying rates of each applicable
mixture component (e.g., aggregate, asphalt binder, RAP, lime,
liquid antistrip);
e. procedures for reporting job control and acceptance test results;
and
f. procedures to avoid segregation and drain-down in the silo.
4. Loading and Transporting. Provide:
a. the type and application method for release agents; and
b. truck loading procedures to avoid segregation.
5. Placement and Compaction. Provide:
a. the proposed agenda for mandatory pre-paving meeting
including date and location;
b. the type and application method for release agents in the paver
and on rollers, shovels, lutes, and other utensils;
c. procedures for the transfer of mixture into the paver while
avoiding segregation and preventing material spillage;
d. the process to balance production, delivery, paving, and
compaction to achieve continuous placement operations;
e. the paver operations (e.g., operation of wings, height of mixture
in auger chamber) to avoid physical and thermal segregation and
other surface irregularities; and
f. procedures to construct quality longitudinal and transverse joints.
3.03 MIXTURE DESIGN
C. Use a Level II specialist certified by a TxDOT-approved hot-mix asphalt certification program to develop the mixture design. Have the Level II specialist sign the design documents. Unless otherwise shown on the plans, use the typical weight design example given in TxDOT standard laboratory test procedure Tex-204-F, Part I or Part III, to design a mixture meeting the requirements listed in Tables 1 through 5. At the request of the Engineer, furnish representative samples of all materials used in the mixture design for verification. If the design cannot be verified by the Engineer, furnish another mixture design.
1. The Contractor may submit a new mixture design at anytime during the project. The Engineer will approve all mixture designs before the Contractor can begin production.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-9
March 31, 2011
2. Provide the Engineer with a mixture design report that includes the following items:
a. the combined aggregate gradation, source, specific gravity,
and percent of each material used;
b. results of all applicable tests;
c. the mixing and molding temperatures;
d. all applicable correlation and correction factors;
e. the signature of the Level II person or persons who performed
the design;
f. the date the mixture design was performed; and
g. a unique identification number for the mixture design.
3. The Hamburg Wheel Test is not required, unless otherwise shown on the plans. When required through plan note, the minimum number of passes shown in Table 6 shall be met, unless otherwise approved by the Engineer. The contractor will be responsible for submitting the results of the Hamburg Wheel test to the Engineer with the other mixture design data. Use an approved laboratory to perform the Hamburg Wheel test. The TxDOT Construction Division maintains a list of approved laboratories that may be referenced. Hamburg Wheel Testing will not be performed or required for any Type “F” mixtures.
Table 4 Master Gradation Bands (% Passing by Weight or Volume) and Volumetric Properties
Sieve Size A
Coarse Base
B
Fine Base
C
Coarse Surface
D
Fine Surface
F
Fine Mixture
1-½” 98.0–100.0 - - - -
1” 78.0–94.0 98.0–100.0 - - -
¾” 64.0–85.0 84.0–98.0 95.0–100.0 - -
½” 50.0–70.0 - - 98.0–100.0 -
⅜” - 60.0–80.0 70.0–85.0 85.0–100.0 98.0–100.0
#4 30.0–50.0 40.0–60.0 43.0–63.0 50.0–70.0 70.0-90.0
#8 22.0–36.0 29.0–43.0 32.0–44.0 35.0–46.0 35.0–50.0
#30 8.0–23.0 13.0–28.0 14.0–28.0 15.0–29.0 12.0–27.0
#50 3.0–19.0 6.0–20.0 7.0–21.0 7.0–20.0 6.0–19.0
#200 2.0–7.0 2.0–7.0 2.0–7.0 2.0–7.0 2.0–7.0
Design Voids in the Mineral Aggregate (VMA), % minimum
12.0 13.0 14.0 15.0 16.0
Plant-Produced Voids in the Mineral Aggregate (VMA), % minimum
11.0 12.0 13.0 14.0 15.0
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-10
March 31, 2011
Table 5 Laboratory Mixture Design Properties
Property TxDOT Standard Laboratory
Test Procedure Required
96.5Base, Binder, and Level Up Courses
Surface or Wearing Courses
96.5Primary and Secondary Arterials
97.0Collectors, Local Streets
Target laboratory molded
density, % Tex-207-F
97.5Local Streets no bus traffic
Boil test1 Tex-530-C
1 Used to establish baseline for comparison to production results. May be waived when approved.
Table 6 Hamburg Wheel Test Requirements1
High-Temperature
Binder Grade
Minimum # of Passes2
@ 0.5" Rut Depth, Tested @ 122°F
PG 64 or lower 5,000
PG 70 10,000
PG 76 or higher 20,000
1 Tested in accordance with Tex-242-F.
2 May be decreased if shown on the plans.
3.04 JOB-MIX FORMULA
A. The laboratory mixture design shall be submitted to the Engineer for approval prior to production and placement. The submittal shall provide the laboratory designed mixture target properties and data that demonstrate the contractor’s ability to produce the mixture within the tolerances specified in Table 7 herein either through a trial batch or by submittal of previous production data from a City or TxDOT project.
1. Once approved, the contractor may begin production and placement of the approved JMF. Results from Lot 1 of the JMF may be used to modify the optimum mixture properties as long as the tested properties are within the tolerances specified in Table 7 herein. Further adjustments to the JMF may be allowed by the Engineer during production and placement, if warranted. JMF adjustment requests must be made in writing to the Engineer and the mixture must conform to the master gradation limits for the mixture type and be within the operational limits of Table 7 noted above for the initial JMF approved by the Engineer.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-11
March 31, 2011
2.
Table 7 Operational Tolerances
Description Test Method Allowable Difference from Current
JMF Target
Individual % Retained for #8 Sieve or Larger ±5.01
Individual % Retained for Sieves Smaller
than #8 and Larger than #200 3.01
% Passing the #200 Sieve
Tex-200-F or
Tex-236-F 2.01
Asphalt Content, % Tex-236-F ±0.32
Laboratory-Molded Density, % ±1.0
VMA, % minimum Tex-207-F Note 3
Note 1: When within these tolerances, mixture production gradations may fall outside the master grading limits;
however, the % passing the #200 sieve will be considered out of tolerance when outside the master grading limits.
Note 2: Tolerance between Laboratory Mix and Plant Trial Batch may exceed ±0.3.
Note 3: Test and verify that Table 4 requirements are met.
3.05 PRODUCTION
A. Do not heat the asphalt binder above the temperatures specified in TxDOT Item 300, “Asphalts, Oils, and Emulsions,” or outside the manufacturer’s recommended values. Do not store an asphaltic mixture for a period long enough to affect the quality of the mixture, nor in any case longer than 12 hr.
1. Notify the Engineer of the target discharge temperature and produce the mixture within 25°F of the target. Monitor the temperature of the material in the truck before shipping to ensure that it does not exceed 350°F. The Engineer will not pay for, or allow placement of, any mixture produced at more than 350°F. Control the mixing time and temperature so that moisture is removed from the mixture before discharging from the plant. If requested, determine the moisture content by oven-drying in accordance with TxDOT standard laboratory test procedure Tex-212-F, Part II, and verify that the mixture contains no more than 0.2% of moisture by weight. Obtain the sample immediately after discharging the mixture into the truck, and perform the test promptly.
2. Perform a new trial batch when the plant or plant location is changed.
The Engineer may suspend production for noncompliance with this
Item. Take corrective action and obtain approval to proceed after any
production suspension for noncompliance.
B. Tack Coat. The surface upon which the tack coat is to be placed shall be
cleaned thoroughly to the satisfaction of the Inspector. The surface shall be
given a uniform application of tack coat using asphaltic materials of this
specification. Unless otherwise shown on the plans, coat shall be applied
with an approved sprayer at a rate directed by the Engineer between and
0.10 gallon residual asphalt per square yard of surface.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-12
March 31, 2011
C. Transporting Asphaltic Concrete. The asphaltic mixture shall be hauled to
the work site in vehicles previously cleaned of all foreign material and with
beds that do not discharge or lose materials during the haul. Trucks that do
not meet the satisfaction of the Engineer or Inspector will not be allowed to
deliver materials to City projects. The dispatching of the vehicles shall be
arranged so that all material is delivered, placed, and rolled during daylight
hours unless otherwise shown on the plans. In cool weather, or for long
hauls, covering and insulating of the truck bodies may be required. If
necessary, to prevent the mixture from adhering to the inside of the truck
body, the inside of the truck may be given a light coating of release agent
satisfactory to the Engineer.
3.06 PLACEMENT
A. Weather Conditions. Place mixture, when placed with a spreading and
finishing machine, or the tack coat when the roadway surface temperature
is 60°F or higher unless otherwise approved. Measure the roadway surface
temperature with a handheld infrared thermometer. Place mixtures only
when weather conditions and moisture conditions of the roadway surface
are suitable in the opinion of the Engineer.
1. The asphaltic mixture, when placed with a motor grader, shall not be
placed when the surface temperature is below 65°F and is falling, but
may be placed when the surface temperature is above 55°F and is
rising. The maximum depth of asphalt mixture placed with a motor
grader will not exceed 5 inches of compacted material.
2. Mat thicknesses of 1-½ inches and less shall not be placed when the
temperature of the surface on which the mat is to be placed is below
60°F. It is further provided that the tack coat or asphaltic mixture shall
be placed only when the humidity, general weather conditions,
temperature and moisture condition of the base are suitable.
B. Placement Temperature. If, after being discharged from the mixer and prior
to placing, the temperature of the asphaltic mixture falls below 200°F, all or
any part of the load may be rejected and payment will not be made for the
rejected material.
C. Placement Operations. Placement and laydown operations shall be in
conformance with this section and section 3.01.H. - “Quality Control and
Acceptance.”
1. Prepare the surface by removing raised pavement markers and
objectionable material such as moisture, dirt, sand, leaves, and other
loose impediments from the surface before placing mixture. Remove
vegetation from pavement edges.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-13
March 31, 2011
2. The asphaltic mixture shall be dumped and spread on the approved
prepared surface with the spreading and finishing machine. Place the
mixture to meet the typical section requirements and produce a
smooth, finished surface with a uniform appearance and texture. In
addition, the placing of the asphaltic mixture shall be completed
without tearing, shoving, gouging or segregating the mixture and
without producing streaks in the mat.
3. Unloading into the finishing machine shall be controlled so that
bouncing or jarring the spreading and finishing machine shall not
occur and the required lines and grades shall be obtained without
resorting to hand finishing.
4. When approved by the Engineer, level-up courses may be spread
with a motor grader.
5. Construction joints of successive courses of asphaltic material shall
be offset at least 6 inches. Construction joints on surface courses
shall coincide with lane lines, or as directed by the Engineer.
6. The spreading and finishing machine shall be operated at a uniform
forward speed consistent with the plant production rate, hauling
capability, and roller train capacity to result in a continuous operation.
The speed shall be slow enough that stopping between trucks is not
ordinarily required. If, in the opinion of the Inspector, sporadic
delivery of material is adversely affecting the mat, the Inspector may
require paving operations to cease until acceptable methods are
provided to minimize starting and stopping of the paver.
7. The hopper flow gates of the spreading and finishing machine shall
be adjusted to provide an adequate and consistent flow of material.
These shall result in enough material being delivered to the augers
so that they are operating approximately 85 percent of the time or
more. The augers shall provide means to supply adequate flow of
material to the center of the paver. Augers shall supply an adequate
flow of material for the full width of the mat, as approved by the
Engineer. Augers should be kept approximately one-half to three-
quarters full of mixture at all times during the paving operation.
8. When the asphaltic mixture is placed in a narrow strip along the edge
of an existing pavement, or used to level up small areas of an
existing pavement, or placed in small irregular areas where the use
of a finishing machine is not practical, the finishing machine may be
eliminated when authorized by the Engineer.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-14
March 31, 2011
9. Adjacent to flush curbs, gutters and structures, the surface shall be
finished uniformly high so that when compacted, it will be slightly
above the edge of the curb or structure.
10. If a pattern of surface irregularities or segregation is detected, the
Contractor shall make an investigation into the causes and
immediately take the necessary action. With the approval of the
Inspector, placement may continue for no more than one full
production day from the time the Contractor is first notified and while
corrective actions are being taken. If the problem still exists after that
time, paving shall cease until the Contractor further investigates the
causes and the Engineer approves further corrective action to be
taken.
11. Place mixture within the compacted lift thickness shown in Table 8,
unless otherwise shown on the plans or allowed. Use the guidelines
in Table 9 to establish the temperature of mixture delivered to the
paver.
Table 8 Compacted Lift Thickness and Required Core Height
Compacted Lift Thickness
Mixture Type Minimum (in.) Maximum (in.)
Minimum Untrimmed
Core Height (in.)
Eligible for Testing
A 3.00 6.00 2.00
B 2.50 5.00 1.75
C 2.00 4.00 1.50
D 1.50 3.00 1.25
F 1.25 2.50 1.25
Table 9 Suggested Minimum Mixture Placement Temperature
High-Temperature Binder Grade Minimum Placement Temperature
(Before Entering Paver)
PG 64 or lower 260°F
PG 70 270°F
PG 76 280°F
PG 82 or higher 290°F
3.07 COMPACTION
D. The pavement shall be compacted thoroughly and uniformly with the
necessary rollers to obtain the compaction and cross section of the finished
paving mixture meeting the requirements of the plans and specifications.
1. The edges of the pavement along curbs, headers and similar
structures, and all places not accessible to the roller, or in such
positions as will not allow thorough compaction with the rollers, shall
be thoroughly compacted with lightly oiled tamps.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-15
March 31, 2011
a. Rolling with a trench roller will be required on widened areas, in
trenches and other limited areas where satisfactory compaction
cannot be obtained with the approved rollers.
b. In-Place Compaction Control. Use density control unless
ordinary compaction control is specified on the plans. Use the
control strip method given in Tex-207-F, Part IV, to establish
the rolling pattern for density controlled areas.
1) Where specific density or air void requirements are waived,
furnish and operate compaction equipment as
approved.
2) Do not use pneumatic-tire rollers if excessive pickup of fines
by roller tires occurs. Unless otherwise directed, use
only water or an approved release agent on rollers,
tamps, and other compaction equipment. Keep diesel,
gasoline, oil, grease, and other foreign matter off the
mixture.
3) When rolling with the three-wheel, tandem or vibratory rollers,
it is recommended that rolling start by first rolling the
joint with the adjacent pavement and then continue by
rolling longitudinally at the sides and proceed toward
the center of the pavement, overlapping on successive
trips by at least 1 foot. Alternate trips of the roller
should be slightly different in length. On super-
elevated curves, rolling should begin at the low side
and progress toward the high side.
4) When rolling with vibratory steel-wheel rollers, equipment
operation shall be in accordance with TxDOT Item
210, “Rolling”, and the manufacturer's
recommendations, unless otherwise directed by the
Engineer. Vibratory rollers shall not be left vibrating
while not rolling or when changing directions. In
addition, vibratory rollers shall not be allowed in the
vibrating mode on mats with a plan depth of less than
1-½ inches, unless approved by the Engineer.
5) The motion of the rollers shall be slow enough to avoid other
than usual initial displacement of the mixture. If any
displacement occurs, it shall be corrected to the
satisfaction of the Inspector. Ensure pavement is fully
compacted before allowing rollers to stand on the
pavement.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-16
March 31, 2011
6) Ordinary Compaction Control. One three-wheel roller, one
pneumatic-tire roller, and one tandem roller shall be
furnished for each compaction operation except as
provided below or approved by the Engineer. The use
of a tandem roller may be waived by the Engineer
when the surface is already adequately smooth and
further steel-wheel rolling is shown to be ineffective.
With approval of the Engineer, the Contractor may
substitute a vibratory roller for the three-wheel roller
and/or the tandem roller. Use of at least one
pneumatic-tire roller is required unless approved by
the Engineer. Additional or heavier rollers shall be
furnished if required by the Engineer.
Rolling patterns shall be established by the Contractor to
achieve the maximum compaction. The selected rolling
pattern shall be followed unless changes in the mixture or
placement conditions occur which affect compaction. When
changes in the mixture or placement conditions occur, a new
rolling pattern shall be established.
7) Density Compaction Control. Place and compact asphaltic
concrete materials in accordance with the method
specified in this section 302.H, “Quality Control and
Acceptance.”
2. Compaction Cessation Temperature. Regardless of the method
required for in-place compaction control, all rolling for compaction
shall be completed before the mixture temperature drops below
175°F.
3. Opening to Traffic. Allow the compacted pavement to cool to 160°F
or lower before opening to traffic unless otherwise directed. When
directed, sprinkle the finished mat with water or limewater to expedite
opening the roadway to traffic.
a. If the surface ravels, flushes, ruts or deteriorates in any manner
prior to final acceptance of the work, it will be the Contractor's
responsibility to correct this condition at their expense, to the
satisfaction of the Inspector and in conformance with the
requirements of this specification.
3.08 QUALITY CONTROL AND ACCEPTANCE.
A. Control and acceptance of hot mixed asphaltic concrete pavement shall be
followed as specified herein or as directed on the plans. The contractor shall
conduct production and placement operations in accordance with the
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-17
March 31, 2011
method specified. All testing will be conducted in accordance with the
testing methods shown in Table 10.
Table 10 Acceptable Production and Placement Testing Methods
Description Test Method
Gradation including % passing the #200
sieve Tex-200-F or Tex-236-F
Laboratory-molded density
VMA
Laboratory-molded bulk specific gravity
In-Place air voids
Tex-207-F
Segregation (density profile) Tex-207-F, Part V
Longitudinal joint density Tex-207-F, Part VII
Moisture content Tex-212-F, Part II
Theoretical maximum specific (Rice)
gravity Tex-227-F
Asphalt content Tex-236-F
Hamburg Wheel test Tex-242-F
Thermal profile Tex-244-F
Asphalt binder sampling and testing1 Tex-500-C
Boil test1 Tex-530-C
1 The Engineer may waive the sampling and testing requirements at their discretion.
1. Production Sampling and Testing. For a given project, sample
asphaltic concrete materials at the production facility every 500
tons for each mixture type supplied or as directed by the
Engineer. Unless otherwise shown on the plans, a production
facility that supplies the same mixture to multiple City projects
on the same day will not be required to sample and test at the
required frequency for every project. A single test report may
be used on two or more projects to represent the quality of the
mixture for that day’s production.
a. During production, do not exceed the operational tolerances in
Table 7. Stop production if testing indicates tolerances are
exceeded on:
1) 3 consecutive tests on any individual sieve,
2) 4 consecutive tests on any of the sieves, or
3) 2 consecutive tests on asphalt content.
b. Suspend production and shipment of mixture if the asphalt
content deviates from the current JMF by more than 0.5% for
any test.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-18
March 31, 2011
c. Begin production only when test results or other information
indicate, to the satisfaction of the Engineer, that the next mixture
produced will be within Table 7 tolerances.
d. The Contractor shall perform a Hamburg Wheel test at the
direction of the Engineer at any time during production, including
when the boil test indicates a change in quality from the
materials submitted for the initial JMF. If the production sample
fails the Hamburg Wheel test criteria in Table 6, suspend
production until further Hamburg Wheel tests meet the specified
values. The Engineer may require up to the entire sublot of any
mixture failing the Hamburg Wheel test to be removed and
replaced at the Contractor’s expense.
e. If the Hamburg Wheel test results in a “remove and replace”
condition, the Contractor may request that the Engineer confirm
the results by retesting the failing material. An Independent
laboratory retained by the Engineer will perform the Hamburg
Wheel tests and determine the final disposition of the material in
question based on the initial test results.
2. Placement Sampling and Testing.
a. In-Place Density. For every 500 tons of compacted asphaltic
material or as directed by the Engineer, test the in place density.
The in place density shall be in the range of 92.0% to 97.0% of
the maximum density. Do not increase the asphalt content of the
mixture to increase pavement density.
1) Unless otherwise shown on the plans, obtain 2 roadway
specimens at each location selected by the Engineer
for in-place density determination. Unless otherwise
determined, the Engineer will witness the coring
operation and measurement of the core thickness.
Unless otherwise approved, obtain the cores within 1
working day after placement is completed. Obtain two
6 inch diameter cores side-by-side from within 1 foot of
the location provided by the Engineer. For Type C, D
and F mixtures, 4 inch diameter cores are allowed.
Mark the cores for identification.
2) Visually inspect each core and verify that the current paving
layer is bonded to the underlying layer. If an adequate
bond does not exist between the current and
underlying layer, take corrective action to insure that
an adequate bond will be achieved during subsequent
placement operations.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-19
March 31, 2011
3) Immediately after obtaining the cores, dry the core holes and
tack the sides and bottom. Fill the hole with the same
type of mixture and properly compact the mixture.
Repair core holes with other methods when approved.
4) If the core heights exceed the minimum untrimmed values
listed in Table 8, trim the cores within 1 working day
following placement operations unless otherwise
approved. If the core height before trimming is less
than the minimum untrimmed value shown in Table 8,
decide whether or not to include the pair of cores in
the density determination for that sublot. If the cores
are to be included in density determination, trim the
cores. If the cores will not be included in density
determination, store untrimmed cores for the Engineer.
5) The Engineer will measure density in accordance with Tex-
207-F and Tex-227-F. Before drying to a constant
weight, cores may be pre-dried using a vacuum
device, or by other methods approved by the
Engineer, to remove excess moisture. The Engineer
will use the average density of the 2 cores to calculate
the in-place density at the selected location.
6) If the in-place density in the compacted mixture is below 92%
or greater than 97%, change the production and
placement operations to bring the in-place density
within requirements. The Engineer may suspend
production until the in-place density is brought to the
required level, and may require a test section as
described below, before proceeding.
7) At the onset of production, or after production and placement
operations have been altered to bring the in-place
density into conformance, construct a test section of 1
lane-width and at most 0.2 miles in length to
demonstrate that compaction to between 92.0% and
97.0% in-place density can be obtained. Continue this
procedure until a test section with the correct density
can be produced. The Engineer will allow only 2 test
sections per day. When a test section producing
satisfactory in-place air void content is placed, resume
full production.
8) Shoulders and Ramps. Shoulders and ramps are subject to in-
place density testing, unless otherwise shown on the
plans.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-20
March 31, 2011
9) Miscellaneous Areas. Miscellaneous areas include areas that
are not generally subject to primary traffic, such as
driveways, mailbox turnouts, crossovers, gores, spot
level-up areas, and other similar areas. Miscellaneous
areas also include level-ups and thin overlays if the
layer thickness designated on the plans is less than
the compacted lift thickness shown in Table 8.
Miscellaneous areas will not be included in the in place
density testing. Compact areas that are not subject to in-place
air void determination in accordance with ordinary compaction
control.
b. Segregation (Density Profile). If shown on the plans, test for
segregation using density profiles in accordance with Tex-207-
F, Part V. Provide the Engineer with the results of the density
profiles as they are completed. Areas defined as
“Miscellaneous Areas,” are not subject to density profile testing.
1) If density profiles are required by the plans, perform a density
profile every time the screed stops, on areas that are
identified by either the Contractor or the Engineer as
having thermal segregation, and on any visibly
segregated areas. If the screed does not stop, and
there are no visibly segregated areas or areas that are
identified as having thermal segregation, perform a
minimum of 1 profile per 500 tons of compacted
material or as directed by the Engineer.
2) Reduce the test frequency to a minimum of 1 profile per 2,000
tons of compacted material, or as directed by the
Engineer, if 4 consecutive profiles are within
established tolerances. Continue testing at this
frequency unless a profile fails, at which point resume
testing at a minimum frequency of 1 per 500 tons or as
directed by the Engineer. The Engineer may further
reduce the testing frequency based on a consistent
pattern of satisfactory results.
3) Unless otherwise shown on the plans, the density profile is
considered failing if it exceeds the tolerances in Table
11. No production or placement bonus will be paid for
any sublot that contains a failing density profile. The
Engineer may make as many independent density
profile verifications as deemed necessary. The
Engineer’s density profile results will be used when
available.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-21
March 31, 2011
4) Investigate density profile failures and take corrective actions
during production and placement to eliminate the
segregation. Suspend production if 2 consecutive
density profiles fail, unless otherwise approved.
Resume production after the Engineer approves
changes to production or placement methods.
Table 11 Segregation (Density Profile) Acceptance Criteria
Mixture Type
Maximum Allowable Density
Range
(Highest to Lowest)
Maximum Allowable Density
Range
(Average to Lowest)
Type A & Type B 8.0 pcf 5.0 pcf
Type C, Type D, & Type F 6.0 pcf 3.0 pcf
c. Longitudinal Joint Density.
1) Informational Tests. While establishing the rolling pattern,
perform joint density evaluations and verify that the
joint density is no more than 3.0 pounds per cubic foot
below the density taken at or near the center of the
mat. Adjust the rolling pattern if needed to achieve the
desired joint density. Perform additional joint density
evaluations at least once per sublot unless otherwise
directed.
2) Record Tests. If shown on the plans, for each 500 tons of
compacted material or as directed by the Engineer,
perform a joint density evaluation at each pavement
edge that is or will become a longitudinal joint.
Determine the joint density in accordance with Tex-
207-F, Part VII. Record the joint density information
and submit results to the Engineer. The evaluation is
considered failing if the joint density is more than 3.0
pounds per cubic foot below the density taken at the
core random sample location and the correlated joint
density is less than 90.0%. The Engineer may make
independent joint density verifications at the random
sample locations. The Engineer’s joint density test
results will be used when available.
Investigate joint density failures and take corrective actions
during production and placement to improve the joint density.
Suspend production if 2 consecutive evaluations fail unless
otherwise approved. Resume production after the Engineer
approves changes to production or placement methods.
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-22
March 31, 2011
d. Recovered Asphalt DSR. The Engineer may take production
samples or cores from suspect areas of the project to
determine recovered asphalt properties. Asphalt binders with
an aging ratio greater than 3.5 do not meet the requirements
for recovered asphalt properties and may be deemed
defective when tested and evaluated by the Engineer. The
aging ratio is the dynamic shear rheometer (DSR) value of the
extracted binder divided by the DSR value of the original
unaged binder (including RAP binder). DSR values are
obtained according to AASHTO T 315 at the specified high
temperature performance grade of the asphalt. The binder
from RAP will be included proportionally as part of the original
unaged binder. The Engineer may require removal and
replacement of the defective material at the Contractor’s
expense. The asphalt binder will be recovered for testing from
production samples or cores using Tex-211-F.
e. Irregularities. Immediately take corrective action if surface
irregularities, including but not limited to segregation, rutting,
raveling, flushing, fat spots, mat slippage, color, texture, roller
marks, tears, gouges, streaks, or uncoated aggregate
particles, are detected.
1) The Engineer may allow placement to continue for at most 1
day of production while taking appropriate action. If the
problem still exists after that day, suspend paving until
the problem is corrected to the satisfaction of the
Engineer.
2) At the expense of the Contractor and to the satisfaction of the
Engineer, remove and replace any mixture that does
not bond to the existing pavement or that has other
surface irregularities identified above.
3. Individual Loads of Hot Mix. The Engineer can reject individual
truckloads of hot mix. When a load of hot mix is rejected for reasons
other than temperature, the Contractor may request that the rejected
load be tested. Make this request within 4 hr. of rejection. The
Engineer will sample and test the mixture. If test results are within the
operational tolerances shown in Table 7, payment will be made for
the load. If test results are not within operational tolerances, no
payment will be made for the load and the Engineer may require
removal.
4. Ride Quality. When required by the plans, measure ride quality in
accordance with TxDOT Standard Specification Item 585, “Ride
CITY OF SCHERTZ ASPHALTIC CONCRETE PAVEMENT
STANDARD SPECIFICATION
02741-23
March 31, 2011
Quality for Pavement Surfaces.” Surface Test Type A or B as well as
Pay Schedule 1, 2, or 3 shall also be indicated on the plans.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION PRIME COAT
02742-1
March 31, 2011
SECTION 02742
PRIME COAT
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Prime coat for asphalt concrete paving
1.02 MEASUREMENT AND PAYMENT A. Unit Prices.
1. Payment will be made for prime coat on the basis of gallons applied
under this Section.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures. B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for work in this Section is included in total Stipulated Price.
1.03 SUBMITTALS A. Conform to requirements of Section 01330 - Submittal Procedures. B. Submit product data for proposed prime coat. C. Submit report of recent calibration of distributor.
PART 2 PRODUCTS
2.01 MATERIALS:
A. Bituminous. Unless the type and grade are shown on the plans, utilize an
MC-30 or AE-P asphalt cement in accordance with Item 300, “Asphalts,
Oils, and Emulsions” of the Standard Specifications of the Texas
Department of Transportation for prime coat. Where Emulsified Asphalts
are used, the amount of emulsified asphalt as a percentage by volume of
the total mixture shall be within the limits shown on the plans, or shall be
of a percentage as directed by the Engineer.
Blotter. Unless otherwise shown on the plans or approved, use either base
course sweepings obtained from cleaning the base or sand as blotter
materials.
CITY OF SCHERTZ
STANDARD SPECIFICATION PRIME COAT
02742-2
March 31, 2011
2.02 EQUIPMENT Provide applicable equipment in accordance with this specification or as specified on the plans. A. Distributor. Furnish a distributor that will apply the asphalt material uniformly at the specified rate or as directed.
1. Transverse Variance Rate. When a transverse variance rate is
shown on the plans, confirm that the nozzles outside the wheel
paths will output a predetermined percentage more of asphalt
material by volume than the nozzles over the wheel paths.
2. Calibration.
a. Transverse Distribution. Furnish a distributor test report, no
more than 1 year old, documenting that the variation in
output for individual nozzles of the same size does not
exceed 10% when tested at the greatest shot width in
accordance with Tex-922-K, “Calibrating Asphalt Distribution
Equipment,” Part III. Include the following documentation on
the test report:
• the serial number of the distributor,
• a method that identifies the actual nozzle set used in the
test, and
• the fan width of the nozzle set at a 12 inch bar height.
b. When a transverse variance rate is required, perform the test
using the type and grade of asphalt material to be used on
the project. The Engineer may verify the transverse rate and
distribution at any time. If verification does not meet the
requirements, correct deficiencies and furnish a new test
report. B. Tank Volume. Furnish a volumetric calibration and strap stick for the distributor tank in accordance with Tex-922-K, “Calibrating Asphalt Distribution Equipment,” Part I. Calibrate the distributor within the previous 3 years of the date first used on the project. The Engineer may verify calibration accuracy in accordance with Tex-922-K, “Calibrating Asphalt Distribution Equipment,” Part II. C. Computerized Distributor. When paying for asphalt material by weight, the Engineer may allow use of the computerized distributor display to verify application rates. Verify application rate accuracy at a frequency acceptable to the Engineer.
CITY OF SCHERTZ
STANDARD SPECIFICATION PRIME COAT
02742-3
March 31, 2011
D. Broom. Furnish rotary, self-propelled brooms. E. Rollers. Rollers provided shall meet the requirements for their type as shown in TxDOT Item 210, “Rollers.” F. Asphalt Storage and Handling Equipment. When the plans or the Engineer allows storage tanks, furnish a thermometer in each tank to indicate the asphalt temperature continuously. Keep equipment clean and free of leaks. Keep asphalt material free of contamination. G. Digital Measuring Instrument. Furnish a vehicle with a calibrated digital-measuring instrument accurate to ±6 ft. per mile.
PART 3 EXECUTION
3.01 CONSTRUCTION
A. General. Apply the mixture when the air temperature is 60ºF and above, or above 50ºF and rising. Measure the air temperature in the shade away from artificial heat. The Engineer will determine when weather conditions are suitable for application. Do not permit traffic, hauling, or placement of subsequent courses over freshly constructed prime coats. Maintain the primed surface until placement of subsequent courses or acceptance of the work B. Surface Preparation. Prepare the surface by sweeping or other approved methods. When directed, before applying bituminous material, lightly sprinkle the surface with water to control dust and ensure absorption. C. Application.
1. Bituminous. The Engineer will select the application temperature
within the limits recommended in TxDOT Item 300, “Asphalts, Oils,
and Emulsions.” Apply material within 15ºF of the selected
temperature.
Unless otherwise shown on the plans, prime coat shall be applied
at a rate not to exceed 0.20 gallon per square yard of surface. The
prime coat shall be applied evenly and smoothly, under a pressure
necessary for proper distribution. When emulsified asphalts are
used as prime coat, agitate the water and emulsified asphalt to
produce a uniform blend. Evenly distribute, at the rate specified, to
location shown on the plans or as directed. Regulate the
percentage of emulsified asphalt in the mixture and distribute
successive applications to achieve the specified rate, if necessary.
During the application of prime coat, care shall be taken to prevent
splattering of adjacent pavement, curb and gutters or structures.
When directed, roll the freshly applied prime coat with a pneumatic-
tire roller to ensure penetration.
CITY OF SCHERTZ
STANDARD SPECIFICATION PRIME COAT
02742-4
March 31, 2011
2. Blotter. Spread blotter material before allowing traffic to use a
primed surface. When “Prime Coat and Blotter” is shown on the
plans as a bid item, apply blotter material to primed surface at the
rate shown in the plans or as directed. When “Prime Coat” is shown
on the plans as a bid item, apply blotter to spot locations or as
directed to accommodate traffic movement through the work area.
Remove blotter material before placing the surface. Dispose of
blotter material according to applicable state and federal
requirements. END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION TACK COAT
02743-1
March 31, 2011
SECTION 02743
TACK COAT
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Tack coat for asphalt concrete paving.
1.02 MEASUREMENT AND PAYMENT
A Unit Prices.
1. Payment will be made for tack coat on the basis of gallons applied
under this Section.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM D 244 - Standard Test Methods for Emulsified Asphalts.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit product data for proposed tack coat.
C. Submit report of recent calibration of distributor.
PART 2 PRODUCTS
2.01 EMULSION
A. The asphaltic material used for Tack Coat shall meet the requirements for
“Asphalt Cement”, “Cut-Back Asphalt” or “Emulsified Asphalt” in Item No.
300, “Asphalts, Oils and Emulsions” of the Texas Department of
Transportation Standard Specifications..
B. The asphaltic material used for Tack Coat shall be the type or grade shown in
the referring specification, or on the plans, or as directed/approved by the
CITY OF SCHERTZ
STANDARD SPECIFICATION TACK COAT
02743-2
March 31, 2011
Engineer. Unless otherwise shown on the plans or approved, furnish CSS-
1H, SS-1H, or a PG binder with a minimum high-temperature grade of PG
58 for tack coat binder. Do not dilute emulsified asphalts at the terminal, in
the field, or at any other location before use
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify compacted base is ready to support imposed loads.
B. Verify lines and grades are correct.
3.02 PREPARATION
A. Thoroughly clean base course or concrete surface of loose material by
brooming prior to tack coat application.
3.03 APPLICATION
A. Apply tack coat uniformly by use of approved distributor at rate not to
exceed 0.10 gallons per square yard of surface depending on texture of
underlying surface. Select an application rate that will provide appropriate
asphalt residual.
B. Paint contact surfaces of curbs, structures, and joints with thin uniform coat
of tack coat.
3.04 PROTECTION
A. Prevent traffic or placement of subsequent courses over freshly
applied tack coat until authorized by Project Manager.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-1
March 31, 2011
SECTION 02751
CONCRETE PAVING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Portland cement concrete paving.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for concrete paving is on square yard basis. Separate pay
items are used for each different required thickness of pavement.
2. Payment for concrete paving, high early strength, is on square yard
basis.
3. Measurement for utility projects: Match actual pavement replaced but
no greater than maximum pavement replacement limits shown on
Drawings.
4. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
5. Refer to Paragraph 3.15, Unit Price Adjustment.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM A 82 - Standard Specification for Steel Wire, Plain, for Concrete
Reinforcement.
B. ASTM A 185 - Standard Specifications for Steel Welded Wire Fabric, Plain,
for Concrete Reinforcement.
C. ASTM A 615 - Standard Specification for Deformed and Plain Billet - Steel
Bars for Concrete Reinforcement.
D. ASTM C 31 - Standard Practice for Making and Curing Concrete Test
Specimens in the Field.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-2
March 31, 2011
E. ASTM C 33 - Standard Specifications for Concrete Aggregates.
F. ASTM C 39 - Standard Test Method for Compressive Strength of Cylindrical
Concrete Specimens.
G. ASTM C 40 - Standard Test Method for Organic Impurities in Fine
Aggregates for Concrete.
H. ASTM C 42 - Standard Test Method of Obtaining and Testing Drilled Cores
and Sawed Beams of Concrete.
I. ASTM C 78 - Standard Test Method for Flexural Strength of Concrete
(Using Simple Beam with Third Point Loading).
J. ASTM C 94 - Standard Specification for Ready-Mixed Concrete.
K. ASTM C 131 - Standard Test Method for Resistance to Degradation of
Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles
Machine.
L. ASTM C 136 - Standard Method for Sieve Analysis of Fine and Coarse
Aggregates.
M. ASTM C 138 - Standard Test Method for Unit Weight, Yield, and Air Content
(Gravimetric) of Concrete.
N. ASTM C 143 - Standard Test Method for Slump of Hydraulic Cement
Concrete.
O. ASTM C 150 - Standard Specification for Portland Cement.
P. ASTM C 174 - Standard Test Method for Measuring Thickness of Concrete
Elements Using Drilled Concrete Cores.
Q. ASTM C 231 - Standard Test Method for Air Content of Freshly Mixed
Concrete by the Pressure Method.
R. ASTM C 260 - Standard Specification for Air-Entraining Admixtures for
Concrete.
S. ASTM C 494 - Standard Specification for Chemical Admixtures for Concrete.
T. ASTM C 618 - Standard Specification for Coal Fly Ash and Raw or Calcined
Natural Pozzolan for use as a Mineral Admixture in Portland Cement
Concrete.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-3
March 31, 2011
U. TxDOT Tex-203-F - Sand Equivalent Test.
V. TxDOT Tex-406-A - Material Finer than 75 Fm (No. 200) Sieve In Mineral
Aggregates (Decantation Test for Cement Aggregates).
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit proposed mix design and test data for each type and strength of
concrete in work. Include proportions and actual flexural strength
obtained from design mixes at required test ages.
C. Submit for approval manufacturer's description and characteristics for
mixing equipment, and for traveling form paver, when proposed for use.
D. Submit manufacturer's certificates giving properties of reinforcing steel.
Include certificate of compliance with ASTM A 82. Provide specimens for
testing when required by Public Works.
1.05 HANDLING AND STORAGE
A. Do not mix different classes of aggregate without written permission of
Public Works.
B. Class of aggregate being used may be changed before or during
work with written permission of Public Works. Comply new class
with specifications.
C. Reject segregated aggregate. Before using aggregate whose particles
are separated by size, mix them uniformly to grading requirements.
D. Reject aggregates mixed with dirt, weeds, or foreign matter.
E. Do not dump or store aggregate in roadbed.
PART 2 PRODUCTS
2.01 MATERIALS
A. Portland Cement:
1. Sample and test cement to verify compliance with Standards of
ASTM C 150, Type I or Type III.
2. Bulk cement which meets referenced standards may be used when
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-4
March 31, 2011
method of handling is approved by Public Works. When using bulk
cement, provide satisfactory weighing devices.
3. Fly ash which meets standards of ASTM C 618 may be used as
mineral fill when method of handling is approved by Public Works.
B. Water: Conform to requirements for water in ASTM C 94.
C. Coarse Aggregate: Crushed stone, gravel, or combination thereof, which
is clean, hard, and durable, conforms to requirements of ASTM C 33, and
has abrasion loss not more than 45 percent by weight when subjected to
Los Angeles Abrasion Test (ASTM C 131).
1. Maximum percentage by weight of deleterious substances shall not
exceed following values:
ITEM PERCENT BY WEIGHT OF
TOTAL SAMPLE MAXIMUM
Clay lumps and friable particles 3.0
Material finer than 75-µm (No. 200) sieve:
Concrete subject to abrasion 3.0*
All Other concrete 5.0*
Coal and lignite
Where surface appearance of concrete is of
importance 0.5
All other concrete 1.0
* In case of manufactured sand, when material finer than 75-µm (No. 200) sieve
consists of dust of fracture, essentially free from clay or shale, these limits may be
increased to 5 and 7 percent, respectively.
2. Conform coarse aggregate (size 1 ½-In. to No. 4 sieve) to
requirements of ASTM C 33. Use gradation within following limits
when graded in accordance with ASTM C 136:
Sieve Designation (Square Openings) Percentage by Weight
Retained on 1 ¾” sieve
Retained on 1 ½” sieve
Retained on ¾” sieve
Retained on 3/8” sieve
Retained on No. 4 sieve
Loss by Decantation Test
*Method Tex-406-A
0
0 to 5
30 to 65
70 to 90
95 to 100
1.0 maximum
* In case of aggregates made primarily from crushing of stone, when material finer than
200 sieve is dust of fracture essentially free from clay or shale as established by Part III
of TxDOT Tex-406-A, percent may be increased to 1.5.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-5
March 31, 2011
D. Fine Aggregate: Sand, manufactured sand, or combination thereof,
composed of clean, hard, durable, uncoated grains, free from loams or
other injurious foreign matter. Conform fine aggregate for concrete to
requirements of ASTM C 33. Use gradation within following limits when
graded in accordance with ASTM C 136:
Sieve Designation (Square Openings) Percentage by Weight
Retained on 3/8” sieve
Retained on No. 4 sieve
Retained on No. 8 sieve
Retained on No. 16 sieve
Retained on No. 30 sieve
Retained on No. 50 sieve
Retained on No. 100 sieve
Retained on No. 200 sieve
0
0 to 5
0 to 20
15 to 50
35 to 75
65 to 90
90 to 100
97 to 100
1. When subjected to color test for organic impurities (ASTM C 40),
fine aggregate shall not show color darker than standard color. Fine
aggregate shall be subjected to Sand Equivalent Test (Tex-203-F).
Sand equivalent value shall not be less than 80, unless higher value
is shown on Drawings.
E. Mineral Filler: Type “C” or Type “F” fly ash of acceptable quality and
meeting requirements of ASTM C 618 may be used as mineral admixture
in concrete mixture.
When fly ash mineral filler is used, store and inspect in accordance with
ASTM C 618. Do not use fly ash in amounts to exceed 25 percent by
weight of cementatious material in mix design. Cement content may be
reduced when strength requirements can be met. Note: When fly ash is
used, term "cement" is defined as cement plus fly ash.
F. Air Entraining Agent: Furnish air entraining agent conforming to
requirements of ASTM C 260.
G. Water Reducer: Water reducing admixture conforming to requirements of
ASTM C 494 may be used when required to improve workability of
concrete. Amount and type of admixture is subject to approval by Public
Works.
H. Reinforcing Steel:
1. Provide new billet steel manufactured by open hearth process and
conforming to ASTM A 615, Grade 60. Store steel to protect it from
mechanical injury and rust. At time of placement, steel shall be free
from dirt, scale, rust, paint, oil, or other injurious materials.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-6
March 31, 2011
2. Cold bend reinforcing steel to shapes shown. Once steel has been
bent, it may not be re-bent.
3. Provide wire fabric conforming to ASTM A 82. Use fabric in which
longitudinal and transverse wires have been electrically welded at
points of intersection. Welds shall have sufficient strength not to be
broken during handling or placing. Conform welding and fabrication
of fabric sheets to ASTM A 185.
2.02 EQUIPMENT
A. Conform Equipment to requirements of ASTM C 94.
2.03 MIXING
A. Flexural strength shall be as specified using test specimens prepared in
accordance with ASTM C 31 and tested in accordance with ASTM C78
(using simple beam with third-point loading). Compressive strength shall
be as specified using test specimens prepared in accordance with ASTM
C 31 and tested in accordance with ASTM C 39. Determine and measure
batch quantity of each ingredient, including water for batch designs and all
concrete produced for work. Mix shall conform to these specifications and
other requirements indicated on Drawings.
B. Mix design to produce concrete which will have flexural strength of 500 psi
at 7 days and 600 psi at 28 days. Slump of concrete shall be at least 2-In.
but no more than 5-In., when tested in accordance with ASTM C 143.
1. Concrete pavement, including curb, curb and gutter, and saw-tooth
curb, shall contain at least 5 1/2 sacks (94 pounds per sack) of
cement per cubic yard, with not more than 6.5 gallons of water, net,
per sack of cement (water-cement ratio maximum 0.57). Determine
cement content in accordance with ASTM C 138. Addition of mineral
filler may be used to improve workability or plasticity of concrete to
limits specified.
2. Coarse dry aggregate shall not exceed 85 percent of loose volume of
concrete.
3. Add air-entraining admixture to ensure uniform distribution of agent
throughout batch. Base air content of freshly mixed air-entrained
concrete upon trial mixes with materials to be used in work, adjusted
to produce concrete of required plasticity and workability. Percentage
of air entrainment in mix shall be 4 1/2 percent plus or minus 1 1/2
percent. Determine air content by testing in accordance with ASTM C
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-7
March 31, 2011
231.
4. Use retardant when temperature exceeds 90 degrees F. Proportion
as recommended by manufacturer. Use same brand as used for air-
entraining agent. Add and batch material using same methods as
used for air-entraining agent.
C. Use high early strength concrete pavement to limits shown on
Drawings. Design to meet following:
1. Concrete Mix: Flexural strength greater than or equal to 500 psi at 72
hours.
2. Cement: Minimum of 7 sacks of cement per cubic yard of concrete.
3. Water-Cement Ratio maximum of 0.45. Slump of concrete shall a
maximum of 5-In., when tested in accordance with ASTM C 143.
4. Other requirements for proportioning, mixing, execution, testing,
etc., shall be in accordance with this Section 02751 - Concrete
Paving.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify compacted base is ready to support imposed loads and
meets compaction requirements.
B. Verify lines and grades are correct.
3.02 PREPARATION
A. Properly prepare, shape and compact each section of subgrade before
placing forms, reinforcing steel or concrete. After forms have been set to
proper grade and alignment, use subgrade planer to shape subgrade to
its final cross section. Check contour of subgrade with template.
B. Remove subgrade that will not support loaded form. Replace and
compact subgrade to required density.
3.03 EQUIPMENT
A. Alternate equipment and methods, other than those required by this
Section, may be used provided equal or better results will be obtained.
Maintain equipment for preparing subgrade and for finishing and
compacting concrete in good working order.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-8
March 31, 2011
B. Subgrade Planer and Template:
1. Use subgrade planer with adjustable cutting blades to trim subgrade
to exact section shown on Drawings. Select planer mounted on
visible rollers which ride on forms. Planer frame must have sufficient
weight so that it will remain on form, and have strength and rigidity
that, under tests made by changing support from wheels to center,
planer will not develop deflection of more than 1/8-In. Tractors used
to pull planer shall not produce ruts or indentations in subgrade.
When slip form method of paving is used, operate subgrade planer
on prepared track grade or have it controlled by electronic sensor
system operated from string line to establish horizontal alignment
and elevation of subbase.
2. Provide template for checking contour of subgrade. Template shall
be long enough to rest upon side forms and have strength and
rigidity that, when supported at center, maximum deflection shall not
exceed 1/8-In. Fit template with accurately adjustable rods projecting
downward at 1-Ft.t intervals. Adjust these rods to gauge cross
sections of slab bottom when template is resting on side forms.
C. Machine Finisher: Provide power-driven, transverse finishing machine
designed and operated to strike off and consolidate concrete. Machine
shall have two screeds accurately adjusted to crown of pavement and
with frame equipped to ride on forms. Use finishing machine with rubber
tires when it operates on concrete pavement.
D. Hand Finishing:
1. Provide mechanical strike and tamping template 2-Ft. longer than
width of pavement to be finished. Shape template to pavement
section.
2. Provide two bridges to ride on forms and span pavement for
finishing expansion and dummy joints. Provide floats and
necessary edging and finishing tools.
E. Burlap Drag or transverse broom for Finishing Slab: Furnish four plies of
10 ounce burlap material fastened to bridge to form continuous strip of
burlap full width of pavement. Maintain contact 3-Ft. width of burlap
material with pavement surface. Keep burlap drags clean and free of
encrusted mortar.
F. Vibrators: Furnish mechanically-operated, synchronized vibrators
mounted on tamping bar which rides on forms and hand-manipulated
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-9
March 31, 2011
mechanical vibrators. Furnish vibrators with frequency of vibration to
provide maximum consolidation of concrete without segregation.
G. Traveling Form Paver: Approved traveling form paver may be used in lieu
of construction methods employing forms, consolidating, finishing and
floating equipment. Meet requirements of this specification for subgrade,
pavement tolerances, pavement depth, alignments, consolidation,
finishing and workmanship. When traveling form paver does not provide
concrete paving that meets compaction, finish, and tolerance
requirements of this Specification, immediately discontinue its use and use
conventional methods.
1. Equip traveling paver with longitudinal transangular finishing float
adjustable to crown and grade. Use float long enough to extend
across pavement to side forms or edge of slab.
2. Ensure that continuous deposit of concrete can be made at paver to
minimize starting and stopping. Use conventional means of paving
locations inaccessible to traveling paver, or having horizontal or
vertical curvature that traveling paver cannot negotiate.
3. Where Drawings require tie bars for adjacent paving, securely tie and
support bars to prevent displacement. Tie bars may be installed with
approved mechanical bar inserter mounted on traveling-form paver.
Replace pavement in which tie bars assume final position other than
that shown on Drawings.
3.04 FORMS
A. Side Forms: Use metal forms of approved shape and section. Preferred
depth of form is equal to required edge thickness of pavement. Forms with
depths greater or less than required edge thickness of pavement will be
permitted, provided difference between form depth and edge thickness
when not greater than 1-In., and further provided that forms of depth less
than pavement edge are brought to required edge thickness by securely
attaching wood or metal strips to bottom of form, or by grouting under
form. Bottom flange of form shall be same size as thickness of pavement.
Aluminum forms are not allowed. Forms shall be approved by Public
Works. Length of form sections shall be not less than 10-Ft. and each
section shall provide for staking in position with not less than 3 pins.
Flexible or curved forms of wood or metal of proper radius shall be used
for curves of 200-Ft. radius or less. Forms shall have ample strength and
shall be provided with adequate devices for secure setting so that when
in-place they will withstand, without visible springing or settlement, impact
and vibration of finishing machine. In no case shall base width be less
than 8-In. for form 8-In. or more in height. Forms shall be free from warp,
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-10
March 31, 2011
bends or kinks and shall be sufficiently true to provide straight edge on
concrete. Top of each form section, when tested with straight edge, shall
conform to requirements specified for surface of completed pavement.
Provide sufficient forms for satisfactory placement of concrete. For short
radius curves, forms less than 10-Ft. in length or curved forms may be
used. For curb returns at street intersections and driveways, wood forms
of good grade and quality may be used.
B. Form Setting:
1. Rest forms directly on subgrade. Do not shim with pebbles or dirt.
Accurately set forms to required grade and alignment and, during
entire operation of placing, compacting and finishing of concrete, do
not deviate from this grade and alignment more than 1/8-In. in 10-Ft. of
length. Do not remove forms for at least 8 hours after completion of
finishing operations. Provide supply of forms that will be adequate for
orderly and continuous placing of concrete. Set forms and check grade
for at least 300-Ft. ahead of mixer or as approved by Public Works.
2. Adjacent slabs may be used instead of forms, provided that concrete
is well protected from possible damage by finishing equipment. Do not
use adjacent slabs for forms until concrete has aged at least 7 days.
3.05 REINFORCING STEEL AND JOINT ASSEMBLIES
A. Place reinforcing steel and joint assemblies and position securely as
indicated on Drawings. Wire reinforcing bars securely together at
intersections and splices. Bars and coatings shall be free of rust, dirt or
other foreign matter when concrete is placed. Secure reinforcing steel to
chairs.
B. Position pavement joint assemblies at required locations and elevations,
and rigidly secure in position. Install dowel bars in joint assemblies, each
parallel to pavement surface and to center line of pavement, as shown.
C. Cut header boards, joint filler, and other material used for forming
joints to receive each dowel bar.
D. Secure in required position to prevent displacement during placing and
finishing of concrete.
E. Drill dowels into existing pavement, secure with epoxy, and provide
paving headers as required to provide rigid pavement sections.
F. Use sufficient number of chairs for steel reinforcement bars to maintain
position of bars within allowable tolerances. Place reinforcement as
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-11
March 31, 2011
shown on Drawings. In plane of steel parallel to nearest surface of
concrete, bars shall not vary from plan placement by more than 1/12 of
spacing between bars. In plane of steel perpendicular to nearest surface
of concrete, bars shall not vary from plan placement by more than ¼-In.
3.06 FIBROUS REINFORCING
A. Do not use fibrous reinforcing to replace structural, load-bearing, or
moment-reinforcing steel.
3.07 PLACEMENT
A. Place concrete when air temperature taken in shade and away from
artificial heat is above 35 degrees F and rising. Do not place concrete
when temperature is below 40 degrees F and falling.
B. Place concrete within 90 minutes after initial water had been added.
Remove and dispose of concrete not placed within this period.
C. Concrete slump during placement shall be 1 to 5-In., except when using
traveling-form paver, slump shall be maximum of 2-In.
D. Deposit concrete continuously in successive batches. Distribute concrete
in manner that will require as little rehandling as possible. Where hand
spreading is necessary, distribute concrete with shovels or by other
approved methods. Use only concrete rakes in handling concrete. At
placement interruption of more than 30 minutes, place transverse
construction joint at stopping point. Remove and replace sections less
than 10-Ft. long.
E. Take special care in placing and spading concrete against forms and at
longitudinal and transverse joints to prevent honeycombing. Voids in edge
of finished pavement will be cause for rejection.
3.08 COMPACTION
A. Consolidate concrete using mechanical vibrators as specified herein.
Extend vibratory unit across pavement, not quite touching side forms.
Space individual vibrators at close enough intervals to vibrate and
consolidate entire width of pavement uniformly. Mount mechanical
vibrators to avoid contact with forms, reinforcement, transverse or
longitudinal joints.
B. Furnish enough hand-manipulated mechanical vibrators for proper
consolidation of concrete along forms, at joints and in areas not covered
by mechanically controlled vibrators.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-12
March 31, 2011
3.09 FINISHING
A. Finish concrete pavement with power-driven transverse finishing
machines or by hand finishing methods.
1. Hand finish with mechanical strike and tamping template in same width
as pavement to be finished. Shape template to pavement section
shown on Drawings. Move strike template forward in direction of
placement, maintaining slight excess of material in front of cutting
edge. Make minimum of two trips over each area. Screened pavement
surface to required section. Work screened with combined transverse
and longitudinal motion in direction work is progressing. Maintain
screed in contact with forms. Use longitudinal float to level surface.
B. On narrow strips and transitions, finish concrete pavement by hand.
Thoroughly work concrete around reinforcement and embedded fixtures.
Strike off concrete with strike-off screed. Move strike-off screed forward
with combined transverse and longitudinal motion in direction work is
progressing, maintaining screed in contact with forms, and maintaining
slight excess of materials in front of cutting edge. Tamp concrete with
tamping template. Use longitudinal float to level surface.
C. After completion of straightedge operation, make first pass of burlap drag
or transverse broom as soon as construction operations permit and before
water sheen has disappeared from surface. Follow with as many passes
as required to produce desired texture depth. Permit no unnecessary
delays between passes. Keep drag wet, clean and free from encrusted
mortar during use.
3.10 JOINTS AND JOINT SEALING
A. Conform to requirements of Section 02752 - Concrete Pavement Joints.
3.11 CONCRETE CURING
A. Conform to requirements of Section 02753 - Concrete Pavement Curing.
3.12 TOLERANCES
A. Test entire surface before initial set and correct irregularities or
undulations. Bring surface within requirements of following test and then
finish. Place 10-Ft. straightedge parallel to center of roadway to bridge
depressions and touch high spots. Do not permit ordinates measured from
face of straight edge to surface of pavement to exceed 1/16-In./Ft. from
nearest point of contact. Maximum ordinate with 10-Ft. straightedge shall
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-13
March 31, 2011
not exceed 1/8-In. Grind spots in excess of required tolerances to meet
surface test requirements. Restore texture by grooving concrete to meet
surface finishing specifications.
3.13 FIELD QUALITY CONTROL
A. Perform testing under provisions of Section 01454 - Testing Laboratory
Services.
B. Compressive Strength Test Specimens: Make four test specimens for
compressive strength test in accordance with ASTM C 31 for each 150
cubic yards or less of pavement that is placed in one day. Test two
specimens at 7 days or at number of hours as directed by the Public
Works for high early strength concrete. Test remaining two specimens at
28 days. Test specimens in accordance with ASTM C 39. Minimum
compressive strength shall be 3000 pounds per square inch for first two
specimens and 3500 pounds per square inch at 28 days.
C. When compressive test indicates failure, make yield test in accordance
with ASTM C 138 for cement content per cubic yard of concrete. When
cement content is found to be less than that specified per cubic yard,
increase batch weights until amount of cement per cubic yard of concrete
conforms to requirements.
D. Minimum of one 4-In. core will be taken at random locations per 375-Ft.
per 12-Ft. lane or 500 square yards of pavement to measure in-place
depth. Measure depth in accordance with ASTM C 174. Each core may
be tested for 28 day compressive strength according to methods of
ASTM C 42. 28 day compressive strength of each core tested shall be a
minimum of 3000 pounds per square inch.
E. Request, at option, three additional cores in vicinity of cores indicating
nonconforming in- place depths at no cost to the City. In-place depth at
these locations shall be average depth of four cores.
F. Fill cores and density test sections with new concrete paving or non shrink
grout.
3.14 NONCONFORMING PAVEMENT
A. Remove and replace areas of pavement found deficient in thickness by
more than 10 percent, or that fail compressive strength tests, with
concrete of thickness shown on Drawings.
B. When measurement of any core is less than specified thickness by more
than 10 percent, actual thickness of pavement in this area will be
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-14
March 31, 2011
determined by taking additional cores at 10-Ft intervals parallel to
centerline in each direction from deficient core until, in each direction, core
is taken which is not deficient by more than 10 percent. Exploratory cores
for deficient thickness will not be used in averages for adjusted unit price.
Exploratory cores are to be used only to determine length of pavement in
unit that is to be removed and replaced. Replace nonconforming pavement
sections at no additional cost to City.
3.15 UNIT PRICE ADJUSTMENT
A. Unit price adjustments shall be made for in-place depth determined by
cores as follows:
1. Adjusted Unit Price shall be ratio of average thickness as
determined by cores to thickness bid upon, times unit price.
2. Apply adjustment to lower limit of 90 percent and upper limit of
100 percent of unit price.
3. Average depth below 90 percent but greater than 80 percent may be
accepted by Public Works at adjusted Unit Price of:
a. Unit Price Bid - [2 x (1-ratio) x Unit Price Bid]
b. Ratio equals average core thickness divided by thickness bid
upon
c. 0.9 ratio pays 80 percent of unit price and 0.8 ratio pays 60
percent of unit price.
4. Average depth below 80 percent will be rejected by Public Works.
3.16 PAVEMENT MARKINGS
A. Restore pavement markings to match those existing in accordance
with City of Schertz standard specifications and details and Public
Works’ requirements.
3.17 PROTECTION
A. Barricade pavement section to prevent use until concrete has attained
minimum design strength. Cure barricade pavement section for minimum
72 hours before use. Do not open pavement to traffic until concrete is at
least 10 days old. Pavement may be open to traffic earlier provided
Contractor pays for testing and additional specimen once 7 day specified
strength is obtained. Pavement may be opened when high early strength
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVING
02751-15
March 31, 2011
concrete is used meeting specified 72 hour strength.
B. High early strength concrete may be used to provide access at driveways,
street intersections, esplanades and other locations approved by Public
Works.
C. On those sections of pavement to be opened to traffic, seal joints, clean
pavement, and place earth against pavement edges before permitting use
by traffic. Opening of pavement to traffic shall not relieve responsibility for
work.
D. Maintain concrete paving in good condition until completion of work.
E. Repair defects by replacing concrete to full depth.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVEMENT JOINTS
02752-1
March 31, 2011
SECTION 02752
CONCRETE PAVEMENT JOINTS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Joints for concrete paving; concrete sidewalks, concrete driveways,
curbs, and curb and gutters.
B. Saw-cutting existing concrete or asphalt pavements for new joints.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment for street pavement expansion joints, with
or without load transfer. Include in price for concrete pavement.
2. No separate payment for horizontal dowels. Include in price for
concrete pavement
3. No separate payment will be made for formed or sawed street
pavement contraction joints and longitudinal weakened plane
joints. Include payment in unit price for Concrete Paving.
4. No separate payment will be made for joints for Curb, Curb and
Gutter, Saw-tooth Curb, Concrete Sidewalks, and Concrete
Driveways. Include payment in unit price for Curb and Gutter,
Concrete Sidewalks, and Concrete Driveways.
5. Payment will be made for Preformed Expansion Joints on a linear
foot basis only when field conditions require that sidewalk be
moved adjacent to existing concrete structure (i.e., street, back of
curb, etc.).
6. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM A 615 - Standard Specification for Deformed and Plain Billet-Steel
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVEMENT JOINTS
02752-2
March 31, 2011
Bars for Concrete Reinforcement.
B. ASTM D 994 - Standard Specification for Preformed Expansion Joint Filler
for Concrete (Bituminous Type).
C. ASTM D 1751 - Standard Specification for Preformed Expansion Joint Filler
for Concrete Paving and Structural Construction (Nonextruding and Resilient
Bituminous Types).
D. ASTM D 3405 - Standard Specification for Joint Sealants, Hot-Applied, for
Concrete and Asphalt Pavements.
E. TxDOT Tex-525-C - Tests for Asphalt and Concrete Joint Sealers
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit product data for joint sealing compound and proposed sealing
equipment for approval.
C. Submit samples of dowel cup, metal supports, and deformed metal strip for
approval. Submit manufacturer's recommendation for placing sealant(s).
PART 2 PRODUCTS
2.01 BOARD EXPANSION JOINT MATERIAL
A. Filler board of selected stock. Use wood of density and type as follows:
1. Clear, all-heart cypress weighing no more than 40 pounds per
cubic foot, after being oven dried to constant weight.
2. Clear, all-heart redwood weighing no more than 30 pounds per
cubic foot, after being oven dried to constant weight.
2.02 PREFORMED EXPANSION JOINT MATERIAL
A. Bituminous fiber and bituminous mastic composition material conforming to
ASTM D 994 and ASTM D 1751.
2.03 JOINT SEALING COMPOUND
A. Conform joint sealants to one of sealant classes described in this section.
B. Conform hot-poured rubber-asphalt compound to ASTM D 3405.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVEMENT JOINTS
02752-3
March 31, 2011
C. Two-component Synthetic Polymer.
1. Curing is to be by polymerization and not by evaporation of
solvent or fluxing of harder particles.
2. Cure sufficiently at average temperature of 25 " 1 C (77 " 2 F) so
as not to pick up under wheels of traffic in maximum three hours.
3. Performance requirements, when tested in accordance with TxDOT
Tex-525-C, shall meet above curing times and requirements as
follows:
Table 1 Cold-Extruded and Cold-Pourable (Self Leveling) Specifications
Property Requirement
Penetration, 25C (77 F) 150g Cone, 5 S, 0.1 mm (in.), Maximum 130
Bond and Extension 50%, -29 C (-20 F), 3 cycles:
C Dry Concrete Block
C Steel Blocks (Primed, if recommended by manufacturer)
*Steel blocks shall be used when armor joints are specified
Pass
Pass
Flow at 70 C (158 F) None
Water content % by mass, maximum 5.0
Resilience:
C Original sample, % min. (cured)
C Oven-aged at 70 C (158 F), % min.
50
50
Cold-Extruded material only – Cold Flow (10 minutes) None
After bond and extension test, there shall be no evidence of cracking,
separation or other opening that is over 3 millimeters (1/8-In.) deep in
sealer or between sealer and test blocks.
4. Provide cold-extruded type for vertical or sloping joints.
5. Provide self-leveling type for horizontal joints.
D. Self-Leveling, Low Modulus Silicone or Polyurethane Sealant for Asphaltic
Concrete and Portland Cement Concrete Joints. This shall be a single
component self-leveling silicone or polyurethane material that is
compatible with both asphalt and concrete pavements. The sealer shall
not require a primer for bond; a backer rod shall be required which is
compatible with the sealant; no reaction shall occur between rod and
sealant.
When tested in accordance with TxDOT Tex-525-C, self-leveling
sealant shall meet following requirements:
Table 2 Self-Leveling, Low Modulus Silicone or Polyurethane Sealant
Property Requirements
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVEMENT JOINTS
02752-4
March 31, 2011
Tack Free Time, 25” 1 C (77” 2 F), minutes 120 maximum
Nonvolatile content, % by mass 93 minimum
Tensile Strength and 24 Hour Extension Test:
C Initial, 10-day cure, 25 “ 1C (77”2F), kPa (psi)
C After Water Immersion, Kpa (psi)
C After Heat Aging, kPa (psi)
C After Cycling, -29 C (-20 F), 50%, 3 cycles, kPa (psi)
C 24 Hour Extension
C 21 to 69 (3 to 10)
C 21 to 69 (3 to 10)
C 21 to 69 (3 to 10)
C 21 to 69 (3 to 10)
C Pass (All Specimens)
After 24 hours, there shall b no evidence of
cracking, separation or other opening that is over 3
mm (1/8 in.) deep at any point in the sealer or
between the sealer and test blocks.
2.04 LOAD TRANSMISSION DEVICES
A. Smooth, steel dowel bars conforming to ASTM A 615, Grade 60. When
indicated on Drawings, encase one end of dowel bar in approved cap
having inside diameter 1/16-In. greater than diameter of dowel bar.
B. Deformed steel tie bars conforming to ASTM A 615, Grade 60.
2.05 SUPPORTS FOR REINFORCING STEEL AND JOINT ASSEMBLY
A. Employ supports of approved shape and size that will secure
reinforcing steel and joint assembly in correct position during placing
and finishing of concrete. Space supports as directed by Public
Works.
PART 3 EXECUTION
3.01 PLACEMENT
A. When new work is adjacent to existing concrete, place joints at same
location as existing joints in adjacent pavement.
B. If limit of removal of existing concrete or asphalt pavement does not fall on
existing joint, saw cut existing pavement minimum of 2-In. deep to provide
straight, smooth joint surface without chipping, spalling or cracks.
3.02 CONSTRUCTION JOINTS
A. Place transverse construction joint wherever concrete placement must
be stopped for more than 30 minutes. Place longitudinal construction
joints at interior edges of pavement lanes using No. 6 deformed tie bars,
30-In. long and spaced 18-In. on centers.
3.03 EXPANSION JOINTS
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVEMENT JOINTS
02752-5
March 31, 2011
A. Place ¾-In. expansion joints at radius points of curb returns for cross street
intersections, or as located in adjacent pavement but no further than 80-Ft.
apart. Use no boards shorter than 6-Ft. When pavement is 24-Ft. or
narrower, use not more than 2 lengths of board. Secure pieces to form
straight joint. Shape board filler accurately to cross section of concrete slab.
Use load transmission devices of type and size shown on Drawings unless
otherwise specified or shown as "No Load Transfer Device." Seal with joint
sealing compound.
3.04 CONTRACTION JOINTS
A. Place contraction joints at same locations as in adjacent pavement or at
spaces indicated on Drawings. Place smoothed, painted and oiled
dowels accurately and normal to joint. Seal groove with joint sealing
compound.
3.05 LONGITUDINAL WEAKENED PLANE JOINTS
A. Place longitudinal weakened plane joints at spaces indicated on
Drawings. If more than 15-Ft. in width is poured, longitudinal joint must
be saw cut. Seal groove with joint sealing compound.
3.06 SAWED JOINTS
A. Use sawed joints as alternate to contraction and weakened plane joints.
Use circular cutter capable of cutting straight line groove minimum of ¼-
In. wide. Maintain depth of one quarter of pavement thickness.
Commence sawing as soon as concrete has hardened sufficiently to
permit cutting without chipping, spalling or tearing and prior to initiation
of cracks. Once sawing has commenced, continue until completed.
Make saw cut with one pass. Complete sawing within 24 hours of
concrete placement. Saw joints at required spacing consecutively in
sequence of concrete placement.
B. Concrete Saw: Provide sawing equipment adequate in power to complete
sawing to required dimensions and within required time. Maintain ample
supply of saw blades at work site during sawing operations. Maintain
sawing equipment on job during concrete placement.
3.07 JOINTS FOR CURB, CURB AND GUTTER
A. Place ¾-In. preformed expansion joints through curb and gutters at
locations of expansion and contraction joints in pavement, at end of radius
returns at street intersections and driveways, and at curb inlets. Maximum
spacing shall be 120-Ft. centers.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVEMENT JOINTS
02752-6
March 31, 2011
3.08 JOINTS FOR CONCRETE SIDEWALKS
A. Provide ¾-In. expansion joints conforming to ASTM A 1751 along and
across sidewalk at back of curbs, at intersections with driveways, steps,
and walls; and across walk at intervals not to exceed 36-Ft. Provide
expansion joint material conforming to ASTM D 994 for small radius curves
and around fire hydrants and utility poles. Extend expansion joint material
full depth of slab.
3.09 JOINTS FOR CONCRETE DRIVEWAYS
A. Provide 3/4-In. expansion joints conforming to ASTM D 1751 across
driveway in line with street face of sidewalks, at existing concrete
driveways, and along intersections with sidewalks and other structures.
Extend expansion joint material full depth of slab.
3.10 JOINT SEALING
A. Seal joints only when surface and joints are dry, ambient temperature is
above 50 degrees F and less than 85 degrees F and weather is not foggy or
rainy.
B. Use joint sealing equipment in like new working condition throughout joint
sealing operation, and be approved by Public Works. Use concrete
grooving machine or power-operated wire brush and other equipment such
as plow, brooms, brushes, blowers or hydro or abrasive cleaning as
required to produce satisfactory joints.
C. Clean joints of loose scale, dirt, dust and curing compound. The term
joint includes wide joint spaces, expansion joints, dummy groove joints
or cracks, either preformed or natural. Remove loose material from
concrete surfaces adjacent to joints.
D. Fill joints neatly with joint sealer to depth shown. Pour sufficient joint
sealer into joints so that, upon completion, surface of sealer within joint
will be ¼-In. above level of adjacent surface or at elevation as directed.
3.11 PROTECTION
A. Maintain joints in good condition until completion of work.
B. Replace damaged joints material with new material as required by this
Section.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVEMENT CURING
02753-1
March 31, 2011
0BSECTION 02753
1BCONCRETE PAVEMENT CURING
PART 1 2BGENERAL
1.01 5BSECTION INCLUDES
A. Curing of Portland cement concrete paving.
1.02 6BMEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for concrete curing under this
Section. Include payment in unit price for Concrete Paving,
Concrete Sidewalks, Concrete Driveways, Curbs, and Curb and
Gutters.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 7BREFERENCES
A. ASTM C 156 - Standard Test Method for Water Retention by Concrete
Curing Materials.
B. ASTM C 171 - Standard Specifications for Sheet Materials for Curing
Concrete.
C. ASTM C 309 - Standard Specifications for Liquid Membrane-Forming
Compounds for Curing Concrete.
1.04 8BSUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's product data for cover materials and liquid
membrane-forming compounds.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVEMENT CURING
02753-2
March 31, 2011
PART 2 3BPRODUCTS
2.01 9BCOVER MATERIALS FOR CURING
A. Conform curing materials to one of the following:
1. Polyethylene Film: Opaque pigmented white film conforming to
requirements of ASTM C 171.
2. Waterproofed Paper: Paper conforming to requirements of ASTM C
171.
3. Cotton Mats: Single layer of cotton filler completely enclosed in
cover of cotton cloth. Mats shall contain not less than 3/4 of a
pound of uniformly distributed cotton filler per square yard of mat.
Cotton cloth used for covering materials shall weigh not less than
6 ounces per square yard. Stitch mats so that mat will contact
surface of pavement at all points when saturated with water.
2.02 10BLIQUID MEMBRANE-FORMING COMPOUNDS
A. Conform liquid membrane-forming compounds to ASTM C 309.
Membrane shall restrict loss of water to not more than 0.55 kg/m2 in 72
hours using test method ASTM C 156.
PART 3 4BEXECUTION
3.01 11BCURING REQUIREMENT
A. Cure concrete pavement by protecting against loss of moisture for period
of not less than 72 hours immediately upon completion of finishing
operations. Do not use membrane curing for concrete pavement to be
overlaid by asphalt concrete.
B. Failure to provide sufficient cover material shall be cause for
immediate suspension of concreting operations.
3.02 12BPOLYETHYLENE FILM CURING
A. Immediately after finishing surface, and after concrete has taken its initial
set, apply water in form of fine spray. Cover surface with polyethylene film
so film will remain in direct contact with surface during specified curing
period.
B. Cover entire surface and both edges of pavement slab. Overlap joints in
film sheets minimum of 12-In. Immediately repair tears or holes occurring
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVEMENT CURING
02753-3
March 31, 2011
during curing period by placing acceptable moisture-proof patches or
replacing.
3.03 13BWATERPROOFED PAPER CURING
A. Immediately after finishing surface, and after concrete has taken its initial
set, apply water in form of fine spray. Cover surface with waterproofed
paper so paper will remain in direct contact with surface during specified
curing period.
B. Prepare waterproofed paper to form blankets of sufficient width to cover
entire surface and both edges of pavement slab, and not be more than
60-Ft. in length. Overlap joints in blankets caused by joining paper sheets
not less than 5-In. and securely seal with asphalt cement having melting
point of approximately 180 degrees F. Place blankets to secure overlap
of at least 12-In. Immediately repair tears or holes appearing in paper
during curing period by cementing patches over defects.
3.04 14BCOTTON MAT CURING
A. Immediately after finishing surface, and after concrete has taken its initial
set, completely cover surface with cotton mats, thoroughly saturated
before application, maintaining contact with surface of pavement equally
at all points.
B. Keep mats on pavement for specified curing period. Keep mats
saturated so that, when lightly compressed, water will drip freely from
them. Keep banked earth or cotton mat covering edges saturated.
3.05 15BLIQUID MEMBRANE-FORMING COMPOUNDS
A. Immediately after free surface moisture, and after concrete has
dispersed, apply liquid membrane-forming compound in accordance
with manufacturer's instructions.
B. Moisten concrete by water fogging prior to application of membrane
when surface has become dry.
C. Seal concrete surface with single coat at rate of coverage
recommended by manufacturer and directed by Public Works, but
not less than one gallon per 200 square feet of surface area.
3.06 16BTESTING MEMBRANE
A. Treated areas will be visually inspected for areas of lighter color of dry
concrete as compared to dump concrete. Test suspected areas by placing
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE PAVEMENT CURING
02753-4
March 31, 2011
few drops of water on surface. Membrane passes test when water stands
in rounded beads or small pools which can be blown along surface of
concrete without wetting surface.
B. Reapply membrane compound immediately at no cost to City when
membrane fails above test.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE DRIVEWAYS
02754-1
March 31, 2011
SECTION 02754
CONCRETE DRIVEWAYS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Portland cement concrete driveways.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for concrete driveways is on square yard basis, including
excavation.
2. No payment will be made for work in areas where driveway
has been removed or replaced for Contractor's convenience.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
PART 2 PRODUCTS
2.01 MATERIALS
A. Concrete: Conform to material and proportion requirements for concrete
of Section 02751 - Concrete Paving.
B. Reinforcing Steel: Conform to material requirements for reinforcing steel of
Section 02751 - Concrete Paving.
C. Preformed Expansion Joint Material: Conform to material
requirements for preformed expansion joint material of Section
02752 - Concrete Pavement Joints.
D. Expansion Joint Filler: Conform to material requirements for expansion joint
material of Section 02752 - Concrete Pavement Joints.
E. Subgrade Materials: Conform to subgrade material requirements of
Section 02336 - Lime Stabilized Subgrade, Section 02337 - Lime/Fly-Ash
Stabilized Subgrade, or Section 02338 - Portland Cement Stabilized
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE DRIVEWAYS
02754-2
March 31, 2011
Subgrade.
PART 3 EXECUTION
3.01 PREPARATION
A. Prepare subgrade in accordance with applicable portions of Section
02330 - Embankment.
3.02 PLACEMENT
A. Place and finish concrete in accordance with applicable portions of Section
02751 – Concrete Paving.
3.03 JOINTS
A. Install joints in concrete driveway in accordance with Section 02752 -
Concrete Pavement Joints.
3.04 CONCRETE CURING
A. Cure concrete driveway in accordance with Section 02753 - Concrete
Pavement Curing.
3.05 PROTECTION
A. Conform to applicable requirements of Section 02753 - Concrete Pavement
Curing.
END OF SECTION
CITY OF SCHERTZ COLORED CONCRETE FOR
STANDARD SPECIFICATION MEDIANS AND SIDEWALKS
02761-1
March 31, 2011
SECTION 02761
COLORED CONCRETE FOR MEDIANS AND SIDEWALKS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Colored concrete for medians and sidewalks.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for coloring agent under this
Section. Include payment in unit price bid for concrete sidewalks,
and concrete medians and directional islands.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit product data for proposed coloring agent.
PART 2 PRODUCTS
2.01 MATERIALS
A. Coloring Agent: Provide dry-shake color hardener consisting of quartz-
silica mixture of finely-graded, non-metallic aggregates, plasticizer and
cement binder for producing color as shown on Drawings.
B. Concrete: Conform to material and proportion requirements of Section
02751 – Concrete Paving.
PART 3 EXECUTION
3.01 CONCRETE MEDIANS
A. Install concrete medians in accordance with requirements of Part 3 of
CITY OF SCHERTZ COLORED CONCRETE FOR
STANDARD SPECIFICATION MEDIANS AND SIDEWALKS
02761-2
March 31, 2011
Section 02772 - Concrete Medians and Directional Islands with
addition of procedure for application of coloring agent as required by
Paragraph 3.03, Coloring Agent.
3.02 CONCRETE SIDEWALKS
A. Install concrete sidewalks in accordance with requirements of Part 3 of
Section 02775 - Concrete Sidewalks with addition of procedure for
application of coloring agent as required by Paragraph 3.03, Coloring
Agent.
3.03 COLORING AGENT
A. Apply coloring agent on newly finished concrete surface as soon as job
conditions permit, but in no event later than 2 hours after concrete is
placed, at rate recommended by manufacturer and approved by Public
Works.
B. Apply color hardener uniformly to surface by dry-shake method when no
excess moisture shows at surface of concrete substrate, but while
concrete is still plastic throughout. Do not sprinkle or otherwise add water
to surface during application or finishing. Necessary moisture for color
hardener shall come from concrete substrate in order to develop proper
bond and assure adequate density for color-hardened surface.
C. First shake shall consume two-thirds of material. Withhold one-third for
second shake and final touch-up. After first shake, float surface
thoroughly by mechanical or hand methods. Do not trowel surface
between first and second shakes.
D. Apply second shake evenly, then float and trowel surface. Retain small
quantity of material from second shake for touching up nonuniform or
weak-toned areas. Minimize hard troweling and use consistent finishing
practices to ensure uniformity of color.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION BLAST CLEANING OF PAVEMENT
02762-1
March 31, 2011
SECTION 02762
BLAST CLEANING OF PAVEMENT
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Removal of existing pavement markings.
B. Preparation of pavement surfaces for new pavement markings.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for blast cleaning of roadway lanes is on linear foot
basis for each width, measured in place.
2. Payment for blast cleaning of symbols and legends is on square
foot basis, measured in place.
3. Payment for removal of raised pavement markings, all types, is
on a lump sum basis.
4. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit description and characteristics of proposed blasting medium
and equipment for approval.
PART 2 PRODUCTS
2.01 MATERIALS
A. Blasting Media: Quality commercial product capable of producing
specified surface cleanliness without deposition of deleterious materials
on cleaned pavement surface. Do not use high silica content sand that
may result in high levels of free crystalline silica dust particles as blasting
CITY OF SCHERTZ
STANDARD SPECIFICATION BLAST CLEANING OF PAVEMENT
02762-2
March 31, 2011
agent.
2.02 EQUIPMENT
A. Equipment shall be power driven and of sufficient capacity to remove
pavement markings. Equipment shall utilize moisture and oil traps of
sufficient capacity to remove contaminants from air and prevent
deposition of moisture, oil, or other contaminants on pavement surface.
PART 3 EXECUTION
3.01 REMOVAL OF EXISTING MARKINGS
A. Remove pavement markings where necessary to prevent driver confusion,
or where indicated on Drawings. Included are areas where it will be
necessary for drivers to cross existing markings which they would not
normally cross. Remove or obliterate markings. Do not damage pavement
surface.
3.02 CLEANING FOR PLACEMENT OF MARKERS
A. Remove old pavement markings, loose material, and other contaminants
deleterious to adhesion of new pavement markings to be placed. On
Portland cement concrete pavement, minimize over blasting to prevent
damage to pavement surface. Small particles of tightly adhering existing
pavement markings may remain when complete removal will result in
pavement surface damage.
B. Follow manufacturer's written instructions for proper cleaning of
pavement surfaces to receive pavement marking.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION RAISED PAVEMENT MARKERS
02764-1
March 31, 2011
SECTION 02764
RAISED PAVEMENT MARKERS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Raised reflective pavement markers and jiggle bars.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for Type I raised reflective pavement markers with one
reflective face is for each marker installed.
2. Payment for Type I raised reflective pavement markers with two
reflective faces is for each marker installed.
3. Payment for Type I raised pavement markers with no reflective
face is for each marker installed.
4. Payment for Type II raised reflective pavement markers with one
reflective face is for each marker installed.
5. Payment for Type II raised reflective pavement markers with two
reflective faces is for each marker installed.
6. Payment for Type "W" jiggle bars is on a unit price basis for each
jiggle bar.
7. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM D 2444 - Standard Test Method for Determination of Impact
Resistance of Thermoplastic Pipe and Fittings by means of a Tup (Falling
Weight).
B. ASTM E 808 - Standard Practice for Describing Retroreflection.
CITY OF SCHERTZ
STANDARD SPECIFICATION RAISED PAVEMENT MARKERS
02764-2
March 31, 2011
C. ASTM E 809 - Standard Practice for Measuring Photometric Characteristics
of Retroreflectors.
D. Federal Specification L-P-380C - Plastic Molding Material Methacrylate.
E. TxDOT DMS-4100 - Jiggle BarTile.
F TxDOT DMS-4200, “Pavement Markers (Reflectorized).”
G TxDOT DMS-4300, “Traffic Buttons”
H. TxDOT DMS-6130 - Bituminous Adhesive for Pavement Markers.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's product data concerning following materials for
approval:
1. Pavement Markers.
2. Primers, solvents, and adhesives.
3. Installation instructions.
C. Submit certificate by manufacturer that each marker and adhesive
conforms to requirements of this Section.
D. Submit details of manufacturer's replacement policy for each type and class
of marker.
PART 2 PRODUCTS
2.01 MARKERS
A. Furnish raised pavement markers meeting the requirements of the following
TxDOT Material Specifications:
1. TxDOT DMS-4100 - Jiggle BarTile I-A, II-A-A, W, and Y;
2. TxDOT DMS-4200, “Pavement Markers (Reflectorized).” types I-A, I-
C, I-R, II-A-A, and II-C-R;
3. TxDOT DMS-4300, “Traffic Buttons”, types I-A, I-C, I-R, II-A-A, II-C-R,
W, and Y. Round or oval unless otherwise specified in the plans.
B. Type I-A must contain an approach face that retroreflects amber light. The
CITY OF SCHERTZ
STANDARD SPECIFICATION RAISED PAVEMENT MARKERS
02764-3
March 31, 2011
body, other than the retro-reflective face must be yellow.
C. Type I-C must contain an approach face that retroreflects white light. The
body, other than the retro-reflective face must be white or silver-white.
D. Type I-R must contain a trailing face that retro-reflects red light. The body,
other than the retro-reflective face must be white or silver-white.
E. Type II-A-A must contain two retro-reflective faces (approach and trailing)
each that retro-reflect amber light. The body, other than the retro-reflective
faces, must be yellow.
F. Type II-C-R must contain two retro-reflective faces, an approach face that
retro-reflects white light and a trailing face that retro-reflects red light. The
body, other than the retroreflective faces, must be white or silver-white.
G. Type W has a white body and no reflective faces.
H. Type Y has a yellow body and no reflective faces.
2.02 ADHESIVE
A. Adhesive:
1. Bituminous adhesive conforming to TxDOT DMS 6130 shall be used
for jiggle bars, reflectorized pavement markers, and traffic buttons on
bituminous pavements.
2. Epoxy adhesive conforming to TxDOT DMS 6100 and for jiggle bars,
reflectorized pavement markers, and traffic buttons on on Portland
cement concrete pavements.
3. Adhesives shall be as recommended by jiggle bar manufacturer for
installation.
PART 3 EXECUTION
3.01 PREPARATION
A. Accurately locate and install approved markers to conform to classes and
colors indicated on Drawings.
B. Clean and repair surfaces to receive markings. Remove loose material,
dust, contaminants such as oil and curing membrane, and polished
aggregates.
C. Blast clean surfaces indicated on Drawings or where directed by Public
CITY OF SCHERTZ
STANDARD SPECIFICATION RAISED PAVEMENT MARKERS
02764-4
March 31, 2011
Works in accordance with requirements of Section 02762- Blast Cleaning
of Pavement. Do not clean Portland cement concrete pavements by
grinding. Mechanical wire brushing may be used to remove curing
membranes.
3.02 INSTALLATION
A. Prepare pavement surfaces and install markers in accordance with
marker and adhesive manufacturer's recommendations.
B. Test pavement surface for moisture content prior to application of
markings. Place approximate 2 square foot sheet of clear plastic or tar
paper on road surface and hold in place for 20 minutes. Immediately
inspect sheet for build up of condensed moisture. When sufficient moisture
has condensed to cause water to drip from sheet, do not apply markings.
Repeat test as necessary until adequate moisture has evaporated from
pavement to allow placement.
C. Observe manufacturer's recommended pavement and ambient air
temperature requirements for application. When manufacturer has no
temperature recommendations, do not install markings when pavement
temperature is below 60 degrees F or above 120 degrees F.
D. Position reflective face of markers so that direction of reflection of one
(1) face is directly opposite to direction of reflection of other face.
E. Prepare surfaces to which markers are to be attached by adhesive by
method to ensure that surface is free of dirt, curing compound, grease,
oil, moisture, loose or unsound pavement markings and other materials
which would adversely affect adhesive bond.
F. Establish guides to mark lateral location of pavement markings as shown
on drawings. Guides placed on roadway for alignment purposes shall not
establish permanent marking on roadway.
G. Place pavement markings in alignment with guides. Deviation rate in
alignment shall not exceed 1-In. per 200-Ft. of roadway. Maximum
deviation shall not exceed 2-In. nor shall deviation be abrupt. Remove
and replace markings that are in alignment or sequence.
H. Apply adhesive in sufficient quantity to ensure adhesion and as
recommended by manufacturer for installation.
I. Markers shall be free of rust, scale, dirt, oil, grease, moisture, or
contaminants which might adversely affect adhesive bond.
CITY OF SCHERTZ
STANDARD SPECIFICATION RAISED PAVEMENT MARKERS
02764-5
March 31, 2011
J. Place markers immediately after adhesive is applied and firmly bond to
pavement. Adhesive or other materials that impair functional reflectivity will
not be acceptable.
K. Pavement markers shall not be in contact with pavement surface but
shall be seated on continuous layer of adhesive. One hundred percent
of bonding area of marker shall be in contact with adhesive.
L. For Bituminous adhesive use, pavement and pavement marker temperature
shall be at least 40 degrees F. Do not heat Bituminous adhesive to
temperature greater than 400 degrees F. Agitate Bituminous adhesive
immediately to ensure even heat distribution.
M. Prime pavement surface and apply markings as recommended by
manufacturer.
3.03 CLEANING
A. Keep project site free of unnecessary traffic hazards at all times.
B. Clean area upon completion of work and remove rubbish from work site.
3.04 WARRANTY
A. Warrant material and labor for period of 12 months from date of installation
of markings.
END OF SECTION
CITY OF SCHERTZ TEMPORARY AND REMOVABLE
STANDARD SPECIFICATION REFLECTORIZED PAVEMENT MARKINGS
02765-1
March 31, 2011
SECTION 02765
TEMPORARY AND REMOVABLE REFLECTORIZED PAVEMENT MARKINGS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Temporary retroreflective preformed pavement markings for use in work
zone areas.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Pavement will be by the foot or by each word, shape,
symbol, or temporary flexible reflective roadway marker tab.
Each stripe will be measured separately. Raised pavement
markers used to simulate a marking will be measured by the
foot of marking or by each raised pavement marker.
2. This price is full compensation for furnishing, placing,
maintaining, and removing work zone pavement markings
and for materials, equipment, labor, tools, and incidentals
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. TXDOT DMS-4200, “Pavement Markers (Reflectorized),”
B TXDOT DMS-4300, “Traffic Buttons,”
C TXDOT DMS-8240, “Permanent Prefabricated Pavement Markings,”
D TXDOT DMS-8241, “Removable Prefabricated Pavement Markings,”
E TXDOT DMS-8242, “Temporary Flexible-Reflective Road Marker Tabs,”
F TXDOT DMS-8200, “Traffic Paint,”
G TXDOT DMS-8220, “Hot Applied Thermoplastic,” and
CITY OF SCHERTZ TEMPORARY AND REMOVABLE
STANDARD SPECIFICATION REFLECTORIZED PAVEMENT MARKINGS
02765-2
March 31, 2011
H TXDOT DMS-8290, “Glass Traffic Beads.”
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit manufacturer's product data for each proposed class of marking
material and installation instructions for approval. Include certificate by
manufacturer that each class of marking conforms to requirements of
this Section.
C. Submit details of manufacturer's removal and replacement policy for each
class of marker.
1.05 DELIVERY AND STORAGE
A. Deliver preformed plastic marking material in rolls or strips.
B. Store material in cool dry conditions as recommended by manufacturer until
application.
PART 2 PRODUCTS
2.01 MATERIALS
A. Provide thermoplastic, paint and beads, raised pavement markers,
prefabricated pavement markings, temporary flexible reflective roadway
marker tabs, or other approved materials for work zone pavement
markings.
B. Nonremovable Markings. Use hot-applied thermoplastic or permanent
prefabricated pavement markings for nonremovable markings. Paint
and beads or other materials are not allowed for nonremovable
markings unless shown on the plans.
C. Removable and Short-Term Markings. Use raised pavement markers,
removable prefabricated pavement markings, temporary flexible reflective
roadway marker tabs, or other approved materials for removable and
short-term markings. Do not use hot-applied thermoplastic or traffic paint
for removable markings. Use removable prefabricated pavement
markings on the final pavement surface when the plans specify removable
markings.
2.02 PERFORMANCE REQUIREMENTS
A Performance Requirements. All markings must be visible from a
CITY OF SCHERTZ TEMPORARY AND REMOVABLE
STANDARD SPECIFICATION REFLECTORIZED PAVEMENT MARKINGS
02765-3
March 31, 2011
distance of at least 300 ft. in daylight conditions and from a distance of
at least 160 ft. in nighttime conditions, illuminated by automobile
lowbeam headlight. Determine visibility distances using an automobile
traveling on the roadway under dry conditions.
B Maintain the markings for 30 calendar days after installation. The end
of the 30-day maintenance period does not relieve the contractor from
the performance deficiencies requiring corrective action identified
during the 30-day period. If markings fail to meet the requirements of
this section during the 30-day period, remove and replace them at the
Contractor’s expense. The 30-calendar day performance requirement
will begin again after replacement of the markings.
C The daytime and nighttime reflected color of the markings must be
distinctly white or yellow. The markings must exhibit uniform
retroreflective characteristics.
PART 3 EXECUTION
3.01 INSTALLATION
A. Apply markings to clean dry surfaces in accordance with manufacturer's
recommendations at locations indicated on Drawings, or as directed by
City Engineer, per Section 02764 Raised Pavement Markers and Section
02767 Thermoplastic Pavement markings
B. Place markings on each paving lift that is to be opened to traffic prior to
end of each day's work.
C. Maintain markings, and replace as needed, until they are covered with
subsequent paving courses or replaced by permanent markings on
final lifts.
3.02 REMOVAL
A. Remove and obliterate markings on existing and final lifts used for
redirecting traffic during construction. When blast cleaning is required,
comply with requirements of Section 02762 - Blast Cleaning of Pavement.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION THERMOPLASTIC PAVEMENT MARKINGS
02767-1
March 31, 2011
SECTION 02767
THERMOPLASTIC PAVEMENT MARKINGS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. This item includes white thermoplastic pavement markings for crosswalks,
stop lines, lane lines, words, symbols, and other types of traffic controls.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for thermoplastic pavement markings is on a linear foot
basis.
2. Payment for words and symbols is for each word or symbol.
3. Payment for railroad crossing markings, to include stop line and two
transverse lines, is for each crossing marked.
a. For multi-lane approaches to railroad crossings, the solid 8-In.
lane lines will be measured in linear feet, complete in place.
4. Unit price bid for each item full compensation for furnishing and
placing all materials, and for all manipulations, including blast
cleaning, surface sealing and priming, labor, tools, equipment, and
incidentals necessary to complete work in accordance with drawings
and specifications.
5. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). When Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM E 28 - Standard Test Methods for Softening Point of Resins Derived
from Naval Stores by Ring-and-Ball Apparatus.
B. ASTM G 152 - Standard Practice for Operating Carbon Arc Light Apparatus
for Exposure of Nonmetallic Materials.
CITY OF SCHERTZ
STANDARD SPECIFICATION THERMOPLASTIC PAVEMENT MARKINGS
02767-2
March 31, 2011
C. ASTM G 153 - Standard Practice for Operating Enclosed Carbon Arc Light
Apparatus for Exposure of Nonmetallic Materials.
D. TxDOT Tex-822-B - Determining Refraction Index of Glass Beads.
E. TxDOT Tex-826-B - Water Absorption Test of Beads.
F. TxDOT Tex-839-B - Determining Color in Reflective Material.
G. TxDOT Tex-851-B - Evaluating the Abrasion Resistance of Pavement
Marking Material.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Product Data: Submit Manufacturer's literature indicating product
specifications and instructions for handling, installation, and curing. Include
performance test data sheets for each product.
C. Submit material supplier's certification of compliance with specifications.
D. Submit proposed methods, equipment, and sequence of operation for
layout, surface preparation, and installation.
E. Chemical Analysis: Submit infrared analysis of Type B resins for each
manufacturer used.
PART 2 PRODUCTS
2.01 MATERIAL REQUIREMENTS
A. General Requirements. Especially compound Type B thermoplastic
pavement marking material for use on either asphaltic or Portland cement
concrete surfaces. Clearly mark each container to indicate color, weight,
type of material, and lot or batch number (consider lot or batch as each
individual mix or blend that produces finished product ready for use).
Package material in either suitable corrugated containers or thermal
degradable plastic bags to avoid sticking during shipment or storage.
B. Thermoplastic markings shall not be slippery when wet, nor exhibit tacky,
exposed surface. Cold ductility of material shall permit normal road surface
expansion and contraction without chipping or cracking. Markings shall
retain their original color, dimensions, and placement under normal traffic
conditions at road surface temperatures of 158 F and below.
C. Prime and filler pigments shall pass U.S. Standard sieve No. 230 (0.0024-
CITY OF SCHERTZ
STANDARD SPECIFICATION THERMOPLASTIC PAVEMENT MARKINGS
02767-3
March 31, 2011
In. opening) when washed free of resins by solvent washing, and meet
following specific requirements for each pigment.
1. Prime Pigments: White pigment shall be Rutile Titanium Dioxide.
2. Filler Pigment: Filler pigment shall be calcium carbonate, 95% purity.
D. Binder
1. Type B - Alkyd: Use binder consisting of mixture of resins, at least
one of which is solid at room temperature, and high boiling point
plasticizers. At least one-third of binder compositions shall be a
maleic-modified glyceryl ester 012 Rosin and shall be no less than
8% by weight of entire material formulation.
E. Glass Traffic Beads: The total silica used in formulation shall be in form of
glass traffic beads meeting the following requirements:
1. Manufacture. Use glass traffic beads having the following
characteristics:
a. Manufactured from glass;
b. Spherical in shape;
c. Free of sharp angular particles;
d. Free of particles showing milkiness, surface scoring, or
surface scratching;
e. Water white in color.
2. Contaminants. Use glass traffic beads having the following
characteristics:
a. Containing less than 1/4 of 1% moisture by weight;
b. Free of trash, dirt, etc;
c. Showing no evidence of objectionable static electricity when
flowing through regular traffic-bead dispenser.
3. Gradation:
a. Sieve Analysis. Glass traffic beads shall meet following
gradation requirements:
Openings U.S. Standard Sieves Percent Passing
No. 20 95 - 100
No. 30 80 - 95
CITY OF SCHERTZ
STANDARD SPECIFICATION THERMOPLASTIC PAVEMENT MARKINGS
02767-4
March 31, 2011
No. 50 15 - 35
No. 100 0 - 4
b. Irregular Particles: Glass traffic beads, retained on screen
used to determine gradation requirements, shall not contain
more than 30% (by weight) irregular particles.
4. Index of Refraction: Glass traffic beads, when tested by TxDOT Tex-
822-B, using liquid immersion method at 25 C (77 F) shall show
index of refraction within range of 1.50 to1.53.
5. Wetting. Use glass traffic beads capable of being readily wet with
water when tested in accordance with TxDOT Tex-826-B.
6. Stability. Use glass traffic beads showing no tendency toward
decomposition, surface etching, change in retro reflective
characteristics, or change in color after:
a. One hour exposure to concentrated hydrochloric acid at 25 C
(77 F);
b. Twenty-four-hour exposure to weak alkali;
c. One hundred hours of Weather-O-Meter exposure, in
accordance with ASTM G 152 and ASTM G 153.
2.02 FINISHED PRODUCT REQUIREMENTS
A. Physical Characteristics. Finished thermoplastic pavement markings
material shall be free flowing granular material, unless otherwise shown on
Drawings. Material shall remain in free flowing state in storage at
temperatures of 100 F or less. Materials shall be readily sprayed through
nozzles commonly used on thermoplastic spray equipment at temperatures
between 205 and 218 C (401 to 425 F).
B. Toxicity. At temperatures up to and including 230 C (446 F), materials shall
not give off fumes which are toxic and otherwise injurious to persons,
animals, or property.
C. Material shall not break down or deteriorate when held at 205 C (401 F) for
4 hours.
D. Temperature versus viscosity characteristics of material in plastic state shall
remain constant throughout up to four reheatings at 205 C (401 F) and from
batch to batch.
CITY OF SCHERTZ
STANDARD SPECIFICATION THERMOPLASTIC PAVEMENT MARKINGS
02767-5
March 31, 2011
E. Material shall not be adversely altered by contact with sodium chloride,
calcium chloride, or other similar chemicals on, or used on, roadway
surface; by contact with oil content of pavement materials, or by contact
from oil dropping from traffic.
F. Softening Point. After heating thermoplastic materials for two hours at 204 C
(400 F) Type B Alkyd material shall have softening point greater than 90 C
(194 F) when tested in accordance with ASTM E 28-58T - Ball and Ring
Method.
G. Color. CIE chromaticity coordinates of materials, when determined in
accordance with TxDOT Tex-839-B, shall fall within area having following
corner points and shall meet following luminosity requirements.
Table 1 CIE CHROMATICITY COORDINATE CORNER POINTS
Point 1 Point 2 Point 3 Point 4
Color X Y X Y X Y X Y X Y
White
{tc \12
“White}
0.290– 0.315 0.310 – 0.295 0.350– 0.340 0.330 – 0.360 Min 65
Material shall meet above specified color requirements, before and after 70 hours
of exposure in Weather-O-Meter (Atlas, Sunshine Type) fitted with 18 - 102
(18 minutes of sunshine and rain and 102 minutes of sunshine) cyclic gear.
Prepare panels for testing with material as supplied.
H. Abrasion. Thermoplastic pavement marking materials shall have loss
between 4.0 and 12.0 grams when tested for abrasion in accordance with
TxDOT Tex-851-B. Test according to steps 1 through 8 of procedure
utilizing following test parameters:
Test distance: 5 inches
Blast pressure: 40 psi
Sample angle: 10 degrees and 122 gram blast media
Blast Media: 1200 grams
I. Uniformity. Manufacture material so that, when sampled in accordance with
TxDOT Manual of Testing Procedures, 100-gram sample will be
representative of batch or lot of material.
J. When applied 1/8-In. thick, setting time shall not exceed characteristic
straight-line curve, lower limit of which is four minutes at 59 F road surface
temperatures, and upper limit of which is ten minutes at 90 F road surface
temperature. Both temperatures are to be measured at maximum relative
humidity of 90%.
CITY OF SCHERTZ
STANDARD SPECIFICATION THERMOPLASTIC PAVEMENT MARKINGS
02767-6
March 31, 2011
2.03 FORMULAE
A. Type B - Alkyd Thermoplastic Marking:
Pound
Binder 18 - 23
Titanium Dioxide 12 - 15
Calcium Carbonate 20 - 42
Glass Traffic Beads 30 - 45
TOTAL 100
PART 3 EXECUTION
3.01 GENERAL
A. Spray apply pavement marking or extrude hot to pavement surface unless
application method is specified on Drawings.
B. Provide continuous mixing and agitation of material. Provide clean, square,
marking ends. Do not use pans, aprons, or similar appliances which die
overruns.
C. Provide thermometer capable of measuring temperature of pavement
marking material.
D. Use automatic bead dispenser attached to pavement marking equipment in
manner that beads are dispensed uniformly and almost instantly upon
marking as marking is being applied to road surface. Rate of application
shall be sufficient to achieve retro-directive reflective characteristics
specified. Provide automatic cut-off control for bead dispenser,
synchronized with cut-off of pavement marking equipment.
E. Place markings in accordance with approved traffic control plan so that
minimal interruption to traffic flow is achieved. Protect newly-installed
pavement markings from damage by traffic.
F. Apply pavement markings onto clean, dry pavement having road surface
temperature above 60 F for Portland cement concrete surface and above 50
F for asphaltic surface. When pavement marking application is by spray and
operations cease for five or more minutes, flush spray head by spraying
pavement marking material into pan or similar container until material is
proper temperature for application.
G. Use markings that are completely reflectorized internally and externally.
H. Use crew experienced in work of installing pavement markings and supply
CITY OF SCHERTZ
STANDARD SPECIFICATION THERMOPLASTIC PAVEMENT MARKINGS
02767-7
March 31, 2011
all equipment and materials necessary for placement of pavement markings.
I. Apply material within temperature limits recommended by manufacturer.
J. Prior to placement of thermoplastic material, properly prepare pavement
with primer.
3.02 LAYOUT
A. Place pavement markings in proper alignment with guidelines established
on roadway. Do not deviate from alignment established greater than 2-In.
Do not deviate in alignment of marking being placed greater than one inch
per 200-Ft. of marking and do not deviate abruption.
B. Place additional markings required to achieve alignment specified
throughout both straight and horizontally curved sections of roadway.
Additional markings placed on roadway for alignment purposes shall be
temporary in nature and shall not establish permanent marking on roadway.
Materials used for alignment markings and equipment used to place
markings shall be approved by Engineer.
3.03 SURFACE PREPARATION
A. Clean pavement by sandblasting and prepare in accordance with
recommendations of thermoplastic material manufacturer and to satisfaction
of Engineer, prior to placement of markings. Surface scarification can be
used with prior approval of Engineer.
B. Use cleaning methods approved by Engineer that completely remove
contaminants, loose materials, and conditions deleterious to proper
adhesion. Do not clean Portland cement concrete surfaces by grinding.
C. Prepare Portland cement concrete surfaces further after cleaning by
completely sealing with epoxy or methyl methacrylate sealer, as
recommended by thermoplastic material manufacturer. Placed sealer
sufficiently in advance of thermoplastic to allow release of all solvents.
D. Prime asphaltic surfaces with sealer, as recommended by thermoplastic
material manufacturer based on surface conditions. Include adhesive or
adhesion promoter when asphaltic surfaces exhibit polished aggregate.
3.04 INSTALLATION
A. Install in widths of 4, 6, 8, or 12-In., or shaped otherwise as shown on
Drawings. Tolerances in width shall not exceed 1/8-In. Tolerance shall not
exceed ¼-In. in case of undulation in pavement.
CITY OF SCHERTZ
STANDARD SPECIFICATION THERMOPLASTIC PAVEMENT MARKINGS
02767-8
March 31, 2011
B. Material shall not prohibit adhesion of other thermoplastic markings if, at
some future time, new markings are placed over existing materials.
C. Maintain uniform thickness of each pavement marking. Minimum thickness
of markings, as measured above plane formed by pavement surface, shall
not be less than 1/8-In. (125 mils), unless shown otherwise on Drawings.
Maximum thickness shall be 3/16-In. Supply device, approved by Engineer,
to measure thickness of applied extruded markings.
3.05 TESTING
A. Maintain uniform cross section, density, quality, and thickness for markings.
Markings shall be uniform throughout their thickness. Use applied markings
that are 95% free of holes and voids, and free of blisters for minimum of 60
days after application.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CURB, CURB AND GUTTER, AND HEADERS
02771-1
March 31, 2011
SECTION 02771
CURB, CURB AND GUTTER, AND HEADERS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Reinforced concrete curb, reinforced monolithic concrete curb and
gutter, and mountable curb.
B. Paving headers and railroad headers poured monolithically with concrete
base or pavement.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for curbs, curbs and gutter, and esplanade curbs is on
linear foot basis measured along face of curb.
2. Payment for mountable concrete curbs is on a linear foot basis.
3. Payment for concrete paving headers and concrete railroad
headers is on a linear foot basis.
4. Payment for headers is on linear foot basis measured between lips
of gutters adjacent to concrete base and measured between
backs of curbs adjacent to concrete pavement.
5. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit details of proposed form work for approval.
PART 2 PRODUCTS
2.01 MATERIALS
CITY OF SCHERTZ
STANDARD SPECIFICATION CURB, CURB AND GUTTER, AND HEADERS
02771-2
March 31, 2011
A. Concrete: Conform to material and proportion requirements for concrete
of Section 02751 - Concrete Paving.
B. Reinforcing Steel: Conform to material requirements for welded wire fabric
of Section 02751 - Concrete Paving.
C. Grout: Nonmetallic, nonshrink grout containing no chloride producing
agents conforming to following requirements.
1. Compressive strength
a. at 7 days: 3500 psi
b. at 28 days: 8000 psi
2. Initial set time: 45 minutes
3. Final set time: 1.5 hours
D. Preformed Expansion Joint Material: Conform to material
requirements for preformed expansion joint material of Section
02752 - Concrete Pavement Joints.
E. Expansion Joint Filler: Conform to material requirements for expansion joint
filler of
Section 02752 - Concrete Pavement Joints.
F. Mortar: Mortar finish composed of one part Portland cement and 1
1/2 parts of fine aggregate. Use only when approved by Public
Works.
PART 3 EXECUTION
3.01 PREPARATION
A. Prepare subgrade in accordance with applicable portions of sections on
excavation and fill, embankment, and subgrade and roadbed.
3.02 PLACEMENT
A. Guideline: Set to follow top line of curb. Attach indicator to provide
constant comparison between top of curb and guideline. Ensure flow
lines for monolithic curb and gutters conform to slopes indicated on
Drawings.
B. Forms: Brace to maintain position during pour. Use metal templates cut to
CITY OF SCHERTZ
STANDARD SPECIFICATION CURB, CURB AND GUTTER, AND HEADERS
02771-3
March 31, 2011
section shown on Drawings.
C. Reinforcement: Secure in position so that steel will remain in place
throughout placement. Reinforcing steel shall remain at approximate
center of base or pavement as indicated on Drawings.
D. Joints: Place in accordance with Section 02752 - Concrete Pavement
Joints. Place dummy groove joints at to match concrete pavement joints
at right angles to curb lines. Cut dummy grooves ¼-In. deep using
approved edging tool.
E. Place concrete in forms to required depth. Consolidate thoroughly.
Do not permit rock pockets in form. Entirely cover top surfaces with
mortar.
3.03 MANUAL FINISHING
A. After concrete is in place, remove front curb forms. Form exposed
portions of curb, and of curb and gutter, using mule which conforms to
curb shape, as shown on Drawings.
B. Thin coat of mortar may be worked into exposed face of curb using
mule and two-handled wooden darby at least 3-Ft. long.
C. Before applying final finish move 10-Ft. straightedge across gutter and up
curb to back form of curb. Repeat until curb and gutter are true to grade
and section. Lap straightedge every 5-Ft.
D. Steel trowel finish surfaces to smooth, even finish. Make face of
finished curb true and straight.
E. Edge outer edge of gutter with ¼-In. edger. Finish edges with tool having
¼-In. radius.
F. Finish visible surfaces and edges of finished curb and gutter free from
blemishes, form marks and tool marks. Finished curb or curb and gutter
shall have uniform color, shape and appearance.
3.04 MECHANICAL FINISHING
A. Mechanical curb forming and finishing machines may be used instead of,
or in conjunction with, previously described methods, when approved by
Public Works. Use of mechanical methods shall provide specified curb
design and finish.
CITY OF SCHERTZ
STANDARD SPECIFICATION CURB, CURB AND GUTTER, AND HEADERS
02771-4
March 31, 2011
3.05 CURING
A. Immediately after finishing operations, cure exposed surfaces of
curbs and gutters in accordance with Section 02753 - Concrete
Pavement Curing.
3.06 TOLERANCES
A. Top surfaces of curb and gutter shall have uniform width and shall be free
from humps, sags or other irregularities. Surfaces of curb top, curb face
and gutter shall not vary more than 1/8-In. from edge of straightedge laid
along them, except at grade changes.
3.07 PROTECTION
A. Maintain curbs and gutters in good condition until completion of work.
B. Replace damaged curbs and gutters to comply with this Section.
END OF SECTION
CITY OF SCHERTZ CONCRETE MEDIANS AND
STANDARD SPECIFICATION DIRECTIONAL ISLANDS
02772-1
March 31, 2011
SECTION 02772
CONCRETE MEDIANS AND DIRECTIONAL ISLANDS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Portland cement concrete medians and directional islands.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for concrete medians and directional islands is on
square yard basis measured from back of curbs.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
PART 2 PRODUCTS
2.01 MATERIALS
A. Concrete: Conform to material and proportion requirements for concrete
of Section 02751 - Concrete Paving.
B. Reinforcing Steel: Conform to material requirements for welded wire fabric
of Section 02751 - Concrete Paving.
C. Preformed Expansion Joint Material: Conform to material
requirements for preformed expansion joint material of Section
02752 - Concrete Pavement Joints.
D. Expansion Joint Filler: Conform to material requirements for expansion joint
filler of Section 02752 - Concrete Pavement Joints.
E. Subgrade Materials: Conform to subgrade material requirements of
Section 02330 - Embankment
CITY OF SCHERTZ CONCRETE MEDIANS AND
STANDARD SPECIFICATION DIRECTIONAL ISLANDS
02772-2
March 31, 2011
PART 3 EXECUTION
3.01 SUBGRADE
A. Prepare subgrade in accordance with applicable portions of sections on
excavation and fill and embankment. Section 02330 - Embankment
3.02 PLACEMENT OF CONCRETE
A. Place and finish concrete in accordance with applicable portions of Section
02751 – Concrete Paving.
3.03 JOINTS
A. Install joints in accordance with Section 02752 - Concrete Pavement Joints.
3.04 CONCRETE CURING
A. Cure concrete in accordance with Section 02753 - Concrete Pavement
Curing.
3.05 PROTECTION
A. Maintain concrete medians and directional islands in good condition
until completion of work.
B. Replace damaged concrete medians and directional islands to comply with
this Section.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE SIDEWALKS
02775-1
March 31, 2011
SECTION 02775
CONCRETE SIDEWALKS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Reinforced concrete sidewalks.
B. Wheelchair ramps.
C. Reinforced slope paving.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for concrete sidewalks is on square yard basis.
2. No payment will be made for work outside these limits or in areas
where driveway has been removed or replaced for Contractor's
convenience.
3. Payment for wheelchair ramps of each type specified is included in
the cost of sidewalk. Removal and replacement of existing
sidewalk, curb or curb and gutter and saw-cutting is paid by unit
cost for each item. Sodding will be paid 1-Ft. on each side of
sidewalk unless otherwise noted. Staining of wheelchair
ramps/ADA enhancements is included in cost of sidewalk.
4. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM C 31 - Standard Practice for Making and Curing Concrete Test
Specimens in Field.
B. ASTM C 39 - Standard Test Method for Compressive Strength of Cylindrical
Concrete Specimens.
C. ASTM C 42 - Test Method for Obtaining and Testing Drilled Cores and
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE SIDEWALKS
02775-2
March 31, 2011
Sawed Beams of Concrete.
D. ASTM C 138 - Standard Test Method for Unit Weight, Yield, and Air Content
(Gravimetric) of Concrete.
E. ASTM C 143 - Standard Test Method for Slump of Hydraulic Cement
Concrete.
F. ASTM C 172 - Standard Practice for Sampling Freshly Mixed Concrete.
G. ASTM D 698 - Standard Test Methods for Laboratory Compaction
Characteristics of Soil Using Standard Effort (12,400 ft-lb/ft3 (600 kN-
m/m3).
H. Texas Accessibility Standards of Architectural Barriers Act, Article 9102,
Texas Civil Statues.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
B. Submit certified testing results and certificates of compliance.
PART 2 PRODUCTS
2.01 MATERIALS
A. Concrete: Conform to material and proportion requirements for concrete
of Section 02751 - Concrete Paving.
B. Reinforcing Steel: Conform to material requirements of Section 02751 -
Concrete Paving for reinforcing steel. Use No. 3 reinforcing bars, or 6’’ X
6’’ No. 6 Welded Wire Mesh.
C. Preformed Expansion Joint Material: Conform to material
requirements for preformed expansion joint material of Section
02752 - Concrete Pavement Joints.
D. Expansion Joint Filler: Conform to material requirements for expansion joint
material of Section 02752 - Concrete Pavement Joints.
E. Forms: Use straight, unwarped wood or metal forms with nominal depth
equal to or greater than proposed sidewalk thickness. The use of 2-In. by
4-In. lumber as forms will not be allowed.
F. Sand Bed: Conform to material requirements for bank run sand of Section
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE SIDEWALKS
02775-3
March 31, 2011
02320 – Utility Backfill Materials.
G. Sodding: Conform to material requirements for sodding of Section 02922 -
Sodding.
H. Coloring for wheelchair ramps: Conform to material requirements for
colored concrete of Section 02761 - Colored Concrete for Medians and
Sidewalks. Color shall be Brick Red or as shown on the drawings.
PART 3 EXECUTION
3.01 REPLACEMENT
A. Replace sidewalks and slope paving which are removed or damaged
during construction with thickness and width equivalent to one removed or
damaged, unless otherwise shown on Drawings. Finish surface (exposed
aggregate, brick pavers, etc.) to match existing sidewalk.
B. Provide replaced and new sidewalks with wheelchair ramps when
sidewalk intersects curb at street or driveway.
3.02 PREPARATION
A. Identify and protect utilities which are to remain.
B. Protect living trees, other plant growth, and features designated to remain.
C. Conduct clearing and grubbing operations in accordance with Section
02233 - Clearing and Grubbing.
D. Excavate subgrade 6-In. beyond outside lines of sidewalk. Shape to line,
grade and cross section. For soils with plasticity index above 40 percent,
stabilize soil with lime in accordance with TxDOT Item 260 – Lime
Treatment (Road Mix). Compact subgrade to minimum of 95 percent
maximum dry density at optimum to 3 percent above optimum moisture
content, as determined by ASTM D 698.
E. Immediately after subgrade is prepared, cover with compacted sand bed to
depth as shown on Drawings. Lay concrete when sand is moist but not
saturated.
3.03 PLACEMENT
A. Setting Forms: Straight, unwarped wood or metal forms with nominal
depth equal to or greater than proposed sidewalk thickness. Use of 2
by 4's as forms will not be allowed. Securely stake forms to line and
grade. Maintain position during concrete placement.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE SIDEWALKS
02775-4
March 31, 2011
B. Reinforcement:
1. Install reinforcing bars.
2. Install reinforcing steel as shown on the drawings. Lay longitudinal
bars in walk continuously, except through expansion joints.
3. Use sufficient number of chairs to support reinforcement in manner to
maintain reinforcement in center of slab vertically during placement.
4. Drill dowels into existing paving, sidewalk and driveways, secure with
epoxy, and provide headers as required.
5. Use sufficient number of chairs for steel reinforcement bars to
maintain position of bars within allowable tolerances. Place
reinforcement as shown on Drawings. In plane of steel parallel to
nearest surface of concrete, bars shall not vary from plan placement
by more than 1/12 of spacing between bars. In plane of steel
perpendicular to nearest surface of concrete, bars shall not vary from
plan placement by more than ¼-In.
C. Expansion Joints: Install expansion joints with load transfer units in
accordance with Section 02752 - Concrete Pavement Joints.
D. Place concrete in forms to specified depth and tamp thoroughly with
"jitterbug" tamp, or other acceptable method. Bring mortar to surface.
E. Strike off to smooth finish with wood strike board. Finish smoothly with
wood hand float. Brush across sidewalk lightly with fine-haired brush.
F. Apply coating to wheelchair ramp with contrasting color in accordance
with Section 02761 - Colored Concrete for Medians and Sidewalks.
G. Unless otherwise indicated on Drawings, mark off sidewalk joints 1/8-In.
deep, at spacing equal to width of walk. Use joint tool equal in width to
edging tool.
H. Finish edges with tool having ¼-In. radius.
I. After concrete has set sufficiently, refill space along sides of sidewalk to
one-inch from top of walk with suitable material. Tamp until firm and
solid, place sod as applicable. Dispose of excess material in accordance
with Section 01576 - Waste Material Disposal. Repair driveways and
parking lots damaged by sidewalk excavation in accordance with Section
02951 - Pavement Repair and Resurfacing.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE SIDEWALKS
02775-5
March 31, 2011
3.04 CURING
A. Conform to requirements of Section 02753 - Concrete Pavement Curing.
3.05 FIELD QUALITY CONTROL
A. Testing will be performed under provisions of Section 01454 - Testing
Laboratory Services.
B. Compressive Strength Test Specimens: Four test specimens for
compressive strength test will be made in accordance with ASTM C 31 for
each 30 cubic yards or less of sidewalk that is placed in one day. Two
specimens will be tested at 7 days. Remaining two specimens will be
tested at 28 days. Specimens will be tested in accordance with ASTM C
39. Minimum compressive strength: 2500 psi at 7 days and 3000 psi at 28
days.
C. Yield test for cement content per cubic yard of concrete will be made in
accordance with ASTM C 138. When cement content is found to be less
than that specified per cubic yard, reduce batch weights until amount of
cement per cubic yard of concrete conforms to requirements.
D. If the Contractor places concrete without notifying the laboratory, the
City will have the concrete tested by means of core test as specified in
ASTM C 42. When concrete does not meet specification, cost of test will
be deducted from payment.
E. Sampling of fresh concrete shall be in accordance with ASTM C 172.
F. Take slump tests when cylinders are made and when concrete slump
appears excessive.
G. Concrete shall be acceptable when average of two 28 day
compression tests is equal to or greater than minimum 28 day strength
specified.
H. If either of two tests on field samples is less than average of two tests
by more than 10 percent, that entire test shall be considered erratic
and not indicative of concrete strength. Core samples will be required
of in-place concrete in question.
I. If 28 day laboratory test indicates that concrete of low strength has been
placed, test concrete in question by taking cores as directed by Public
Works. Take and test at least three representative cores as specified in
ASTM C 42 and deduct cost from payment due.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE SIDEWALKS
02775-6
March 31, 2011
3.06 NONCONFORMING CONCRETE
A. Remove and replace areas that fail compressive strength tests, with
concrete of thickness shown on Drawings.
B. Replace nonconforming sections at no additional cost to City.
3.07 PROTECTION
A. Maintain newly place concrete in good condition until completion of work.
B. Replace damaged areas.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION LANDSCAPE IRRIGATION
02811-1
March 31, 2011
SECTION 02811
LANDSCAPE IRRIGATION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Pipe and fittings, valves, sprinkler heads, and accessories.
B. Control system.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for landscape irrigation will be made under this Section on
lump sum basis.
2. Payment for capped irrigation sleeve, for connection to future
system expansion, is on linear foot basis.
3. Refer to Section 01270 - Measurement and Payment.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 PEFERENCES
A. ANSI/ASTM D 2564 - Standard Specification for Solvent Cements for Poly
(Vinyl Chloride) (PVC) Plastic Piping Systems.
B. ASTM D 2241 - Standard Specification for Poly (Vinyl Chloride) (PVC)
Pressure – Rated Pipe (SDR Series).
1.04 SYSTEM DESCRIPTION
A. Electric solenoid controlled underground irrigation system.
B. Source Power: 120 volt
1.05 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
CITY OF SCHERTZ
STANDARD SPECIFICATION LANDSCAPE IRRIGATION
02811-2
March 31, 2011
1.06 QUALIFICATIONS
A. Manufacturer: Company specializing in performing work of this section
with minimum three years documented experience.
1.07 REGULATORY REQUIREMENTS
A. Conform to applicable code for piping and component requirements.
1.08 PRE-INSTALLATION CONFERENCE
A. Convene one week prior to commencing work of this Section.
1.09 COORDINATION
A. Coordinate work with site landscape grading and delivery of plant life.
1.10 EXTRA MATERIALS
A. Furnish extra components under provisions of Section 00410 - Bid Form.
1. Two sprinkler heads of each type and size.
2. Two valve box keys.
3. Two wrenches for each type head core and for removing and
installing each type head.
PART 2 PRODUCTS
2.01 PIPE MATERIALS
A. Pipe shall be continuously and permanently imprinted with
manufacturer's name, size, schedules, type, and working pressure.
B. PVC Pipe ASTM D 2241; 200 psi pressure rated upstream from
controls, 160 psi downstream; solvent welded sockets rubber
gasket joints.
C. Fittings: Type and style of connection to match pipe.
D. Solvent Cement: ANSI/ASTM D 2564 for PVC pipe and fittings.
E. Sleeve material: 4-In. schedule 40 PVC.
2.02 OUTLETS
CITY OF SCHERTZ
STANDARD SPECIFICATION LANDSCAPE IRRIGATION
02811-3
March 31, 2011
A. Manufacturer's or approved equal:
1. Rainbird Model 1804.
2. Rainbird Model 1812
3. Hunter Model PGP
B. Rotary type sprinkler head: Pop-up type with screens; fully adjustable for
flow and pressure; size as indicated; with letter or symbol designating
degree of arc and arrow indicating center of spray pattern.
C. Spray Type Sprinkler Head: Pop-up head with full circle, half circle, third
circle, quarter circle, and square pattern.
2.03 VALVES
A. Manufacturer's or approved equal:
1. Rainbird Model PEB Series
B. Gate Valves: Bronze construction, non-rising stem, and sized to line.
C. Backflow Preventers: FEBCO 765 Bronze body construction, reduced
pressure zone or pressure vacuum breaker type.
D. Valve Box and Cover: rectangular 10-In. by 4-In. or 9-In. round.
2.04 CONTROLLER
A. Manufacturer's or approved equal:
1. Rainbird Model RC1260C
B. Valves: Electric solenoid wiring including required fittings and accessories.
C. Wire conductors: color coded.
PART 3 EXECUTION
3.01 EXAMINATION
A. Verify site conditions under provisions of Section 01312 - Coordination and
Meetings.
B. Verify location of existing utilities.
CITY OF SCHERTZ
STANDARD SPECIFICATION LANDSCAPE IRRIGATION
02811-4
March 31, 2011
C. Verify that required utilities are available, in proper location, and ready for
use.
3.02 PREPARATION
A. Piping layout indicated is diagrammatic only. Route piping to avoid
plants, ground cover, and structures.
B. Layout and stake locations of system components.
C. Review layout requirements with other affected work. Coordinate locations
of sleeves under paving to accommodate system.
3.03 TRENCHING
A. Trench and filling as required.
B. Trench size:
1. Minimum cover over installed supply piping: 18-In..
2. Minimum cover over installed branch piping: 12-In.
3. Minimum cover over installed outlet piping: 12-In.
C. Trench to accommodate grade changes.
D. Maintain trenches free of debris, material, or obstructions that may damage
pipe.
E. Do not leave trenches open overnight.
3.04 INSTALLATION
A. Install pipe, valves, controls, and outlets in accordance with manufacturer's
instructions.
B. Connect to utilities.
C. Set outlets and box covers at finish grade elevations.
D. Install control wiring as required. Provide 10-In. expansion coil at each
valve to which controls are connected, and at 100-Ft. intervals. Bury wire
beside pipe. Mark valves with neoprene valve markers containing locking
device. Set valve markers in 160 psi PVC pipe risers exiting from top of
valve to finish grade.
CITY OF SCHERTZ
STANDARD SPECIFICATION LANDSCAPE IRRIGATION
02811-5
March 31, 2011
E. After piping is installed, but before outlets are installed and filling
commences, open valves and flush system with full head of water.
F. Coordinate pipe installation with conduit installation.
3.05 FIELD QUALITY CONTROL
A. Field inspection and testing will be performed.
B. Prior to filling, test system for leakage for whole system to maintain 100 psi
pressure for one hour.
3.06 FILLING
A. Cover with 3-In. of sand over piping; fill trench and compact to
subgrade elevation. Protect piping from displacement.
3.07 ADJUSTING
A. Adjust control system to achieve time cycles required.
B. Change and adjust head types for full water coverage as directed.
3.08 DEMONSTRATION
A. Demonstrate system under provisions of Section 01755 - Starting Systems.
B. Instruct City's personnel in operation and maintenance of system,
including adjusting of sprinkler heads. Use operation and maintenance
material as basis for demonstration.
END OF SECTION
CITY OF SCHERTZ SEGMENTAL CONCRETE
STANDARD SPECFICATION RETAINING WALL SYSTEM
02834-1
March 31, 2011
SECTION 02834
SEGMENTAL CONCRETE RETAINING WALL SYSTEM
PART 1 GENERAL
1.01 SECTION INCLUDES
A. The work includes furnishing and constructing a segmental concrete
retaining wall (SRW) system, including leveling pad, soil reinforcement, unit
drainage fill, reinforced backfill, and incidental materials required for SRW
construction to the lines and grades shown on the construction drawings
and specified herein.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices
1. Measurement - The unit of measurement for furnishing and
fabricating the SRW shall be the vertical square foot of wall surface
from the top of the leveling pad to the top of the wall or wall coping.
2. Payment - The accepted quantities of SRW will be paid at the
contract unit price, which shall be full compensation for design,
supply, and installation of the SRW including face units, caps,
leveling pad, unit drainage fill, soil reinforcement and reinforced
backfill.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 Reference Standards
A. ASTM C1372 Specification for Segmental Retaining Wall Units
B. ASTM D422 Particle Size Analysis
C. ASTM D698 Laboratory Compaction Characteristics of Soil -Standard Effort
D. ASTM D1388 Stiffness of Fabrics
E. ASTM D2166 Unconfined Compressive Strength of Cohesive Soil
F. ASTM D3034 Polyvinyl Chloride Pipe (PVC)
G. ASTM D3080 Direct Shear Test of Soils
H. ASTM D4218 Carbon Black Content
I. ASTM D4318 Liquid Limit, Plastic Limit and Plasticity Index of Soils
CITY OF SCHERTZ SEGMENTAL CONCRETE
STANDARD SPECFICATION RETAINING WALL SYSTEM
02834-2
March 31, 2011
J. ASTM D4475 Horizontal Shear Strength of Pultruded Reinforced Plastic
Rods
K. ASTM D4595 Tensile Properties of Geotextiles - Wide Width Strip
L. ASTM D5262 Unconfined Tension Creep Behavior of Geosynthetics
M. ASTM D6638 Connection Strength – Reinforcement/Segmental Units
N.. ASTM D6916 Shear Strength Between Segmental Concrete Units
O.. ASTM G51 Measuring pH of Soils
P. ASTM G57 Measurement of Soil Resistivity
Q. GRI-GG2 Determination of Geogrid Junction Strength
R. GRI-GG4 Determination of Long Term Design Strength of Geogrids
S. GRI-GG5 Determination of Geogrid (soil) Pullout
T. GRI-GG7 Determination of Carboxyl End Group Content
U. GRI-GG8 Determination of the Number Average Molecular Weight
V. NCMA SRWU-1 Test Method for Determining Connection Strength of SRW
X. NCMA SRWU-2 Test Method for Determining Shear Strength of SRW
Y. Standard Specifications for Highway Bridges, 17th Edition, 2002
X. AASHTO M 252 Corrugated Polyethylene Drainage Pipe
AA. AASHTO M 288-96 Specifications for Geotextiles
1.04 DEFINITIONS
A. Segmental Concrete Units - a modular concrete facing unit machine made
from Portland cement, water and mineral aggregates.
B. Soil Reinforcement - geosynthetic or steel reinforcement formed by a
regular network of integrally connected tensile elements with apertures of
sufficient size to allow interlocking with surrounding soil, rock or earth and
function as reinforcement. Soil reinforcement shall be specifically
manufactured for soil reinforcement.
C. Unit Drainage Fill - drainage aggregate that is placed within and behind the
segmental concrete units.
D. Reinforced Backfill - compacted soil that is within the reinforced soil volume
as shown on the plans.
E. Foundation Soil – compacted, imported or in-situ soil beneath entire wall.
F. Retained Soil – compacted, imported or in-situ soil behind reinforced zone
of the retaining wall.
CITY OF SCHERTZ SEGMENTAL CONCRETE
STANDARD SPECFICATION RETAINING WALL SYSTEM
02834-3
March 31, 2011
1.05 SUBMITTALS
A. A set of detailed SRW design plans sealed by a registered professional
engineer licensed in the state of the project. The SRW plans shall include
plan and elevation views of each wall, cross sections and all details,
dimensions and quantities necessary to construct the SRW.
B. Product literature indicating specifically which SRW units and soil
reinforcement are proposed for use on the project including color, face style
and texture.
C. Documentation for the SRW units and soil reinforcement demonstrating
compliance with the requirements of this specification including but not
limited to SRW compressive strength and absorption; SRW/soil
reinforcement connection and shear; and reinforcement strength.
D. Manufacturer’s certification that the SRW units and soil reinforcement meet
the requirements of this specification.
PART 2 PRODUCTS
2.01 DESIGN METHOD
A. Design of SRW’s using geosynthetic reinforcement shall be in accordance
with the NCMA Design Guidelines for Segmental Walls, AASHTO or NCMA
utilizing AASHTO earth pressure and stability design criteria. Metallic
reinforcement systems shall be designed in accordance with AASHTO
Standard Specification for Highway Bridges, Section 5.8, using the
Coherent Gravity Method. All designs shall conform to the minimum safety
factors in this Specification. Design submittals not meeting this design
criteria or technical/administrative criteria specified will be rejected in their
entirety until complete compliance is achieved.
B. Design Parameters - The design of the SRW system shall be based on the
following soil parameters provided by a geotechnical report.
C. Design Requirements - Unless otherwise indicated below, the SRW design
shall be performed in strict compliance with this Specification.
Internal Stability Minimum Factor of Safety
Tension (Peak) 1.5
Pullout (Peak 1.5
Facing Connection (Peak/serviceability) 1.5/NA
Facing Shear (Peak/serviceability) 1.5/NA
External Stability Minimum Factor of Safety
Base Sliding (static) 1.5
Overturning 2.0
Bearing 2.0
CITY OF SCHERTZ SEGMENTAL CONCRETE
STANDARD SPECFICATION RETAINING WALL SYSTEM
02834-4
March 31, 2011
Global 1.3
D. In addition, to further clarify the Owner’s intent, the design shall:
1. Address hydrostatic, seismic, surcharge and backslope loading as
shown on the plans. Minimum live loads of 100 psf (4.8 kPa) and
250 psf (12 kPa) shall be for all walls and walls supporting areas
subject to traffic, respectively.
2. Provide a minimum reinforcement length of 60% the total height of
the wall for each layer or longer as required by calculation.
Provide continuous, 100% geosynthetic coverage at each
reinforcement layer (no gaps).
Use a maximum spacing between vertically adjacent reinforcing
layers of no more than 2 times the actual (not nominal) SRW unit
depth (face to tail).
Only the weight of the mass vertically over the plane of sliding shall
be included in the resisting forces for sliding and overturning.
2.02 BASE LEVELING PAD
A. level compacted gravel or unreinforced concrete pad upon which the first
course of segmental concrete facing units is placed.
2.03 SEGMENTAL CONCRETE UNITS
A. Modular concrete unit face color as shown on the drawings or as
determined by the City. Finish (smooth or split face or otherwise will be as
shown on the drawings or as determined by the City .
B. Manufactured in accordance with ASTM C1372 with a minimum 28-day
compressive strength of 3000 psi (21 MPa) (4000 psi (28 MPa) for steel
reinforced systems) and a maximum moisture absorption of 8% (6% in
northern climates).
C. Provide shear pins or connection devices to provide a mechanical
connection between vertically and horizontally adjacent units so as to
provide at a 2 psi (13 kPa) normal pressure a minimum inter-unit shear
strength of 600 plf (8 kN/m) per ASTM D6916 (NCMA SRWU-2) and a
geosynthetic to SRW unit peak connection strength of 500 plf (7 kN/m) per
ASTM D6638 (NCMA SRWU-1). Shear devices shall protrude at least 7/8
inch (22 mm) into receiving openings of the SRW units. At least one shear
connector is required per linear foot (300 mm) of wall for each course. The
shear connector must fit within an aperture of the soil reinforcement and be
capable of holding the reinforcement in the proper position during tensioning
and backfilling. Connectors shall result in a design wall batter of 1º to 10º.
CITY OF SCHERTZ SEGMENTAL CONCRETE
STANDARD SPECFICATION RETAINING WALL SYSTEM
02834-5
March 31, 2011
2.04 SOIL REINFORCEMENT
A. Furnish earth reinforcements that meet the design requirements. For
permanent walls, galvanize or epoxy coat all steel elements in contact with
soil. Epoxy coat with a minimum 18-mil coating thickness. Epoxy coat the
reinforcing only when shown in the plans or as approved. When using
nonmetallic or epoxy coated earth reinforcements, use connection hardware
that is likewise nonmetallic or epoxy coated.
2.05 DRAINAGE AGGREGATE
A. Use drainage aggregate to fill the void within concrete block units and in the
zone 1 ft. behind the units. Provide drainage aggregate that is free from
organic or otherwise deleterious materials and that conforms to the
gradation limits in below as determined by Tex-110-E..
Drainage Aggregate Gradation Limits
Sieve Size Percent Retained
1 in. 0
3/4 in. 25–50
1/2 in. 50–100
No. 4 75–100
2.06 REINFORCED BACKFILL
A. Shall consist of soil with less than 35% passing the No. 200 sieve per ASTM
D422 with a maximum size of 3/4 inches (19 mm) (4 inch (100 mm)
maximum for steel reinforced systems). If site-specific geogrid installation
damage testing has been performed to determine RFID, the maximum size
may be increased to 2” (50mm);
B. A plasticity index less than 10 per ASTM D4318;
1. An effective internal angle of friction > 30º per ASTM D2166 or
D3080 at the compaction standard;
C. Less than 0.5% organic material;
1. Material can be site-excavated soils where the above requirements
can be met. Unsuitable soils for backfill including ML, CL, MH, CH,
OH or Pt shall not be used in the backfill or in the reinforced soil
mass.
D. Use of an effective friction angle greater than 30 degrees for design shall be
verified by appropriate testing submitted to and approved by the owner’s
engineer prior to construction.
C. Backfill reinforced with geosynthetic shall have a pH in the range of 3 to 9
per ASTM G51.
CITY OF SCHERTZ SEGMENTAL CONCRETE
STANDARD SPECFICATION RETAINING WALL SYSTEM
02834-6
March 31, 2011
D. Backfill reinforced with steel reinforcement shall have a pH in the range of 5
to 10 per ASTM G51, minimum resistivity of 3000 ohm-cm at 100%
saturation per ASTM G57 and free of sulfates > 200 ppm or chlorides > 100
ppm. If the resistivity is 5000 ohm-cm, the chloride and sulphate
requirements are waived. Subject to approval, the owner’s engineer may
allow slightly wider ranges of pH for higher resistivities.
2.07 BASE LEVELING PAD
A. Base leveling pad shall be constructed of dense graded crushed stone or
crushed gravel. A concrete leveling pad consisting of lean unreinforced
concrete may be used at the wall contractor’s option.
2.08 Delivery, Storage and Handling
A. The contractor shall check all materials upon delivery to assure that the
proper type, grade, color and material certification have been received.
Contractor shall protect materials from damage due to jobsite conditions
and in accordance with the manufacturer’s recommendations. Damaged
materials shall not be incorporated into the work.
PART 3 EXECUTION
3.01 CONSTRUCTION
A. General – Construction and construction tolerances shall be in accordance
with NCMA Section 6 and 7 or AASHTO Section 7 with the following
additions or clarifications.
B. Place the concrete block facing units in accordance with the approved
working drawings. Fill the voids within the units and fill the 1-ft. zone
immediately behind the facing with drainage aggregate . Systems tested
without unit fill may omit the fill as indicated on the approved drawings.
Systems with approved filter fabric details may omit the drainage aggregate
in the 1-ft. zone immediately behind the facing
C. Compact backfill to provide not less than 95% of density determined in
accordance with Tex-114-E. Field density determination will be made in
accordance with Tex-115-E. Sprinkle backfill as required to ensure
adequate uniformly distributed moisture in each lift prior to and during
compaction. Place fill in lifts of 8 in. or less (loose measurement). Place fill
in a manner that avoids segregation of the fill. Decrease the lift thickness if
necessary to obtain the required compaction. Use hand-operated or walk-
behind compaction equipment in the 3-ft. wide strip adjacent to the wall
panels. Do not displace panels or distort or damage the reinforcement
system during compaction. Modify backfill material, placement, and
compaction methods as necessary to meet density requirements while
maintaining wall tolerances.
CITY OF SCHERTZ SEGMENTAL CONCRETE
STANDARD SPECFICATION RETAINING WALL SYSTEM
02834-7
March 31, 2011
D. For walls using earth reinforcements, place reinforcements and backfill. Pay
particular attention to the connection details of the earth reinforcements to
the concrete block units.
3.02 Field Quality Control and Assurance
A. Field Quality Assurance - The Owner shall engage inspection and testing
services, including independent laboratories, to provide quality assurance
and testing services during construction. As a minimum, quality assurance
testing should include foundation soil inspection, inspection for the need for
any additional drainage, soil and backfill testing, verification of design
parameters, and observation of construction for general compliance with
design drawings and specifications. This does not relieve the Contractor
from securing the necessary construction quality control testing during
construction.
B. Field Quality Control - The Contractor’s quality control testing and
construction inspection services shall only be performed by independent,
qualified and experienced technicians and engineers. The Contractor’s
quality control testing, as a minimum, shall include:
1. Field density testing
a. Subgrade: one test for every 2500 square feet of subgrade.
b. Reinforced Backfill: one test for every 2500 square feet per lift
with a minimum of one test for every other lift.
c. Retained and Foundation Soil: per Section 02330.
END SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-1
March 31, 2011
SECTION 02893
TRAFFIC SIGNAL CONSTRUCTION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. This specification consists of the
requirements to construct traffic signals in the City of Schertz.
1.02 UNIT PRICES
B. Unit Prices
Items discussed in this specification shall be measured separately from the
unit price items identified in Bid Proposal - Schedule or Unit Price Work. Items
and work processes discussed in this section are incidental to furnishing and
installing a functioning traffic signal.
No separate payment shall be made for Traffic Signal Construction under this
Section. Payment will be included under various unit price items included in
Bid Proposal - Schedule of Unit Price Work.
1. Measurement and payment of
traffic signal items shall be per each unit furnished and installed
complete and in place with all appurtenances.
2. Payment for traffic control
devices will be on the basis of each device installed as shown on the
drawings or as directed by the City Engineer and/or the approved City of
Schertz Representative.
3. Refer to Section 01270 –
Measurement and Payment for unit price procedures.
C. Stipulated Price per Intersection
(Lump Sum) If the Contract is a Stipulated Price Contract, payment for work
in this Section is included in the total Stipulated Price.
1.03 SPECIAL REQUIREMENTS
The requirements of this contract encompass the construction of new traffic signal
installations either installed 1.) concurrent with the street or roadway improvement
phases of the work so that the signals will be in operation at the time the
intersection is open to traffic, or 2.) as traffic signal or traffic signal related
improvements.
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-2
March 31, 2011
The purpose and intent of this specification is for the Contractor to furnish all
labor, materials, tools, equipment, tests, adjustments and all other incidentals
necessary to install and/or modify a traffic signal system. The Contractor shall
also install items furnished by the City of Schertz, specified herein. All materials
and equipment furnished for installation under this contract shall be new and
unused, unless otherwise specified. Contractor shall furnish and install or install
materials as specified herein.
All bidders shall visit the job site prior to bidding in order to acquaint themselves
with all job site conditions and problems, if any, and all other factors that may
affect the bid on all project specific contracts. On work order type projects all
bidders shall thoroughly familiarize themselves with City of Schertz requirements
and general field conditions. Any discrepancy between drawings and
specifications shall be resolved prior to bidding.
These specifications together with the reference Drawings and Contract
Documents require the furnishings of all superintendence, labor, tools, equipment
and apparatus necessary for the complete working system of the traffic signal
installation(s). All submittals need to be pre-approved prior to the job and by the
inspector as directed by the Engineer and/or the approved City of Schertz
Representative.
Call Public Works, 210-619-1800 for coordination and inspection of traffic
signal work.
All control equipment shall confirm to ITE and NEMA specifications and in
accordance with the drawings and specifications.
All construction will be in accordance with the Texas Manual on Uniform Traffic
Control Devices, latest revisions, and in accordance with the drawings and
specifications.
All wiring throughout each traffic signal installation shall be in strict accordance
with the National Electric Code, all local applicable codes and shall also comply
with all requirements of the appropriate power provider, in order that service may
be obtained from them. All costs for code compliance are to be included in the bid
for this contract.
1.04 1.04 REFERENCES
A. References: References to known standard specifications in the
Specification shall mean and intend latest edition of such specification
adopted and published at date of invitation to submit Proposals.
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-3
March 31, 2011
B. Reference to technical society, organization
or body is made in Specifications in accordance with the following
abbreviations:
AASHO American Association of State Highway Officials
ACI American Concrete Institute
* AIEE American Institute of Electrical Engineers
AISC American Institute of Steel Construction
AISI American Iron and Steel Institute
ASA American Standards Association
ASTM American Society for Testing and Materials
AWSC American Welding Society Code
FS Federal Specification
IMSA International Municipal Signal Association
IPCEA Insulated Power Cable Engineers Association
ITE Institute of Traffic Engineers
MUTCD Manual on Uniform Traffic Control Devices for Streets
and Highways
NBFU National Board of Fire Underwriters
NBS National Bureau of Standards
NEC National Electrical Code
NEMA National Electrical Manufacturers Association
OSHA Occupational Safety and Health Association
UL Underwriters' Laboratories
* IEEE Institute of Electrical and Electronics Engineers - name
changed from AIEE & IRE (Institute of Radio
Engineers)
1.05 PERMITS, LAWS, CODES, ETC.
The contractor and subcontractors shall comply with all Federal, State and local
Laws, Codes and Ordinances applicable to the work and all requirements of the
National board of Fire Underwriters having jurisdiction. If the above laws, codes
or ordinances conflict with specification, then the laws, codes or ordinances shall
govern except where Specification exceeds them in quality of quantity of materials
or labor. Obtain and pay for all permits required in connection with the execution
of the work as required. The Engineer and/or the approved City of Schertz
Representative shall be furnished with certified copies of these permits if he so
requests.
1.06 COOPERATION WITH BUILDING OFFICIALS
Cooperate with local and other governmental officials and inspectors at all times.
If such official or inspector deems special inspection necessary, provide
assistance and facilities that will expedite his inspection. Any materials and or
workmanship which are rejected by the Traffic Signal Inspector by reason of
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-4
March 31, 2011
failure to conform to the requirements of the drawings or specifications, shall be
removed and replaced by the contractor at his own expense.
1.07 SUBSTITUTIONS
A. Except in special instances, the Technical Sections of these specifications
list more than one manufacturer of the products specified. Products of
listed manufacturers conform basically to design and performance
requirements as indicated on the Drawings and specified herein and
Contractor in proposing their use shall indicate by detail drawings and/or
descriptive data any modifications of items or assemblies necessary to
provide the indicated and/or specified work.
B. Requests for substitutions of materials must be submitted in writing to the
Engineer and/or the approved City of Schertz Representative by the
Contractor. These substitutions will only be considered if fewer than three
manufacturers are listed in the Specifications.
C. Under no circumstances will the Engineer and/or the approved City of
Schertz Representative be required to provide that a product proposed for
substitution is, or is not, of equal quality to the product specified. It is
mandatory that the Contractor submit to the Engineer and/or the approved
City of Schertz Representative, in Writing, all evidence necessary to
support this contention that the item proposed for substitution is equal to
the item indicated by the Contract Documents. Items submitted for
substitution must be submitted one month prior to bid opening.
1.08 MANUFACTURER'S SPECIFICATION AND INSTRUCTIONS
Install all manufactured items, materials and equipment in strict accordance with
the manufacturer's recommended specifications except that the Specifications
herein, where more stringent, shall be complied with.
1.09 MEASUREMENTS
Before doing any work or ordering any materials, the Contractor and
Subcontractors shall verify all measurements of existing and new work and shall
be responsible for their correctness. Any difference which may be found shall be
submitted to the Engineer and/or the approved City of Schertz Representative for
consideration before proceeding with the work. No extra compensation will be
allowed because of differences between actual dimensions and measurements
indicated on the drawings.
1.10 RECORD DRAWINGS
Provide and maintain in proper order and in good, clean condition at the project
sites, one complete set of prints of all project drawings. On this set of drawings
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-5
March 31, 2011
Contractor shall neatly print and accurately inscribe, in red pencil, any and all
changes or deviations from construction and installation as originally indicated in
the plans and specifications. This set of prints shall be delivered to City of Schertz
PUBLIC WORKS at the time of final acceptance of the work by the City in order to
provide the City with an “AS BUILT” set of plans.
1.11 TEMPORARY FACILITIES
A. Weather Protection
1. Contractor shall at all times provide protection against
weather, so as to maintain all work, materials, apparatus, and fixtures
free from injury and damages. At the end of the day’s work, all new work
likely to be damaged shall be covered or otherwise protected.
2. Wet work shall not be performed when temperature is
below 40˚ F, or is likely to go below 40˚ F, within the ensuing 48 hours,
except when sufficient protective heat is provided and the Engineer’s
and/or the approved City of Schertz Representative’s approval in writing is
obtained.
3. Contractor shall construct and maintain all necessary
temporary drainage and do all pumping necessary to keep excavations, pits
and trenches free of water.
B. Operation of Equipment
When electrical or other equipment is installed, it shall be the responsibility of the
Contractor to check out same for a period of time as required by the
Engineer and/or the approved City of Schertz Representative for proper
testing of the equipment. All items of equipment, testing instruments and
incidentals necessary for proper testing of equipment shall be furnished by
Contractor.
C. When any temporary facility is no longer needed for the
proper conduct of the work as determined by the Engineer and/or the
approved City of Schertz Representative, the Contractor shall completely
remove it from the project and shall repair or replace all material,
equipment and finished surfaces damaged in doing so.
D. Contractor shall provide a portable toilet as needed.
1.12 PROTECTION
Provide barricades, fences, lights, etc., for protection of property and the public as
required by local and/or State Ordinances. Contractor will be held liable for all
damage to property and/or persons.
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-6
March 31, 2011
A. All barricades and signs shall conform to Texas MUTCD.
Such barricades and protective signs shall be provided by the Contractor at
his expense.
B. Flow of traffic shall not be interrupted completely without the
approval of the Engineer and/or the approved City of Schertz
Representative. Restriction and minor diversion will be kept to a minimum.
No work will be permitted in the traffic lanes during peak hours from 7:00 to
9:00 AM and 4:00 to 6:00 PM Monday through Friday. Any open cuts in
the intersections during these hours will be covered with steel plates to
maintain uninterrupted traffic.
C. Flag-men shall be certified flag-men or off-duty uniformed peace
officers of the law. Contractor shall provide flag-men to direct traffic
when directed by the Area Engineer and/or the approved City of Schertz
Representative of the Traffic Management and Maintenance Division. This
does not relieve Contractor of responsibility of taking other steps and
providing other personnel who he may deem necessary for protection of
work and public.
D. Appropriate Personal Protective Equipment shall be worn by all
contract personnel when on the job-site.
1.13 RESTORING DAMAGED AREAS
For all work at identified intersections and along communication cable routing, in
the event that sidewalks, pavement, curbs, wheelchair ramps, driveways,
landscaped areas, areas with special pavement treatment, sprinkler systems,
lighting systems, or other items or properties both public and private that are
damaged during this construction, shall be restored to their prior condition without
expense to the City of Schertz. No separate payment will be made for the
restoration of these items.
Where signal poles are installed inside the existing 4 foot sidewalk or within 12
inches of either side of the existing sidewalk, the Contractor shall provide a
minimum of 4 foot paved sidewalk 12 inches away from edge of the signal pole.
The horizontal slope for the sidewalk shall be 2 percent.
PART 2 PRODUCTS
2.01 MATERIALS
Contractor is responsible for furnishing all materials and labor for construction of
items as shown on drawings and other incidentals necessary to provide a fully
operational traffic control signal. The Contractor shall furnish and install all
materials, with exception of materials to be provided by the City of Schertz.
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-7
March 31, 2011
Material should be installed according to the technical specifications and standard
details under the direction of the City of Schertz representative assigned to the
project.
In addition to all items to be furnished and installed by the Contractor, the
Contractor shall furnish and install all items necessary for the complete signal
system including but not limited to the following incidental materials:
All conduit nipples, couplings, grounding bushings, elbows, sweeps
and service heads.
All reinforcing steel and ties.
Concrete, sand, cement, gravel, asphalt, earth fill.
Span guy, down guys, anchor rod assemblies.
Sidewalk guy assemblies (if necessary).
Guy guards, three bolts clamps, lag screws.
5/8” Thru-bolts, nuts, washers, thimble-eye nuts and bolts.
5/16” Stranded galvanized steel cable for guys and catenaries.
¼’ Stranded galvanized steel cable for messengers.
Strand vises and links as needed.
Meter loop assemblies complete.
Signal mounting hardware.
Copperweld ground rods and clamps furnished and installed in all
foundations and each pullbox.
Flexible stainless steel cable strap ties. Cable ties shall be Panduit
Part #MLT 4H-LP or equivalent.
#6 or #8 Soft bare copper wire for grounding poles, conduits, etc.
Miscellaneous hardware.
Interconnect cable shall be communications grades as follows:
Type PE-38 or PE-22 (aerial)
Type PE-39 (underground)
All proposed changes in the signalization plan must be submitted to the City of
Schertz, in writing, for approval.
The Contractor shall be responsible for the protection of all present utilities that
have been located by the various utility companies. He shall also maintain and
protect the existing traffic signals and their related equipment from damage
caused by subcontractors and employees under his Contract but only to the extent
of the Contractor’s normal work operation, and he shall not be responsible for
routine maintenance, normal wear and tear or an act of God, unless otherwise
specified.
The contractor shall bag all newly installed signal heads and/or pedestrian signal
heads with burlap until final inspection and acceptance by the City of Schertz
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-8
March 31, 2011
Representative. The signal shall be wrapped with burlap at least twice so that the
entire signal head is covered, and cannot be seen until it is placed in operation.
The signal shall be de-energized while not in use. If, in the opinion of the
Engineer and/or the approved City of Schertz Representative, the new heads
would create a hazard condition to motorists and/or pedestrians, the heads shall
not be installed until one hour before turn on the new equipment.
All existing traffic signal equipment removed by the Contractor shall be tagged to
identify location. A representative of Traffic Signal Engineering and Operations
shall be given 24 hour notice before delivery of an approval location by the
Engineer and/or the approved City of Schertz Representative. Equipment not
identified will not be accepted and equipment not returned will result in the
withholding of payment to the Contractor. Traffic Signal Engineering and
Operations personnel will issue a receipt to Contractor for returned equipment.
When the City Traffic Engineer and/or the approved City of Schertz
Representative determines that the need for a traffic signal is critical to the public
welfare, early “turn on” of the signal shall be required before the completion of the
project. If the need arises, the City of Schertz will assume the responsibility for
maintenance and liability, or negotiate with the Contractor for maintenance and
liability for such a signal.
The City Traffic Engineer and/or the approved City of Schertz Representative
may, at any time, authorize City of Schertz personnel to enter the controller
cabinet in order to restore any and all signal equipment to proper operation if the
malfunction or non-function of such equipment poses a hazard or inconvenience
to motorists or pedestrians. Such authorized entry may occur at any time within
the period of the Contract and such authorized entry shall in no way relieve the
Contractor or manufacture of his respective warranties.
During the burn-in period, the Contractor shall restore operation of the installation
within four (4) hours after notification of a malfunction. If the Contractor does not
respond within four (4) hours, the City of Schertz shall have the option of making
the necessary repair and billing the Contractor for the actual time and materials
required.
When replacing sidewalks or curb and gutters, it shall be the responsibility of the
Contractor to reinstall them to match existing color and/or surface texture.
Materials specified herein shall be installed as per Traffic and Transportation
Construction Details drawings-3900 series and the City of Schertz Traffic Signal
Standard Specifications.
Each work order or intersection shall be a stand alone “Turn Key Job” by the
Contractor.
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-9
March 31, 2011
A steel template of the proper dimensions shall be furnished and used by the
Contractor to secure anchor bolts while constructing pole foundations.
Flexible stainless steel cable ties for strapping signal cable to messenger shall be
min: 13.38 inches long, 120 lb. min. tensile holding strength, 3/16” to 3-1/2” wire
bundle range. (Panduit Part #MLT 4H-LP or approved equal).
2.02 PRECONSTRUCTION MEETING
The Traffic & Transportation Division for Traffic Signal Contracts shall schedule a
Preconstruction Meeting at Public Works after award of contract and prior to
commencement of construction. The Contractor or his authorized representative
will be required to attend.
For roadway contracts, the preconstruction meeting for the traffic signal work shall
be coordinated by Public Works.
2.03 MATERIALS FURNISHED BY THE CITY
Prior to material pick up, a written notice is required sixty (60) calendar days
in advance. This letter shall be addressed to:
City of Schertz
Public Works
10 Commercial Place, Bldg #2
Schertz, Texas 78154
Materials furnished by the City shall be picked up by the Contractor at the
Public Works yard, Schertz, Texas, after giving a minimum of two (2)
working days notice to the Construction Inspection Superintendent. This is
in addition to the written requirements listed above. These materials will be
furnished at no cost to the Contractor.
Any and all material furnished by the City to the Contractor which is not
used in this contract is the property of the City of Schertz and shall be
returned to the locations specified by the Traffic Signal Inspector before
final payment is made to the contractor.
2.04 PRODUCT DATA, SHOP DRAWINGS, AND SAMPLES
Contractor shall provide three (3) complete bound sets of Product Data, including:
illustrations, standard schedules, performance charts, instructions, brochures,
diagrams, and other information to illustrate materials or equipment for all
Contractor furnished equipment.
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-10
March 31, 2011
Contractor shall furnish shop drawings, as required in the standard specifications
and standard details, or as required by the Engineer and/or the approved City of
Schertz
Representative. As a minimum, Contractor shall be required to furnish shop
drawings for all structural elements, including cabinets, traffic signal poles, traffic
signal arms, luminaires, luminaire supports, vehicular traffic signal head mounts,
and pedestrian signal head mounts prior to ordering or fabricating these
elements. Shop drawing submittals are required for each of the preceding
elements. Contractor is not required to furnish shop drawings for any equipment
furnished by the City of Schertz.
Contractor shall furnish samples, or prototypes, of the following equipment within
the specified time frame.
Item Calendar Days from Bid Award
Controller Cabinet Assembly 45
Traffic Signal Controllers 60
PART 3 EXECUTION
3.01 OPERATION OF NEW & EXISTING TRAFFIC SIGNALS DURING CONTRACT
PERIOD
To facilitate construction, the Contractor shall be required to install temporary
poles, guys, cables, signals, conduits, wiring and adjustments as needed for
temporary traffic signal operation during construction. The Contractor will be
responsible for furnishing and installing all materials as directed by the City
of Schertz Signal Inspector for temporary traffic signal installation. The
Contractor shall contact the signal inspector assigned to the project with a daily
progress report. The Contractor shall coordinate and obtain approval from the
City of Schertz signal inspector for all material as well as the configuration of the
temporary traffic signal prior to installation. Proposed configurations and materials
for the temporary traffic signal installation shall be submitted to the City of Schertz
Traffic Signal Engineering and Operations no less than five (5) working days
prior to implementation. Operational timing and phasing of the temporary traffic
signal installation during construction will be the responsibility of the City of
Schertz Traffic Management & Maintenance Branch personnel. Temporary traffic
signal work will not be paid for directly, but shall be considered incidental to Traffic
Control during construction. All temporary facilities shall be removed as directed
by the signal inspector and remain the property of the Contractor upon operation
of the new traffic signal construction.
The Contractor shall maintain existing signal installation(s) operational during
construction of the new signal system. The Contractor may be required to
photograph the existing signal to document existing status and functionality of all
signal hardware and devices before beginning construction. It is the Contractor’s
responsibility to maintain all existing signal hardware and devices including signal
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-11
March 31, 2011
heads and bulbs, interconnect, pedestrian elements, etc. The Contractor will not
be responsible for power consumption of the signal during construction, and for
work with the controller or inside the cabinet unless a city representative is onsite
or as directed otherwise by the City of Schertz. The Contractor shall submit all
existing intersection documentation to the City Inspector for the project before
commencing work. The Contractor shall respond within two (2) hours after
notification from appropriate City of Schertz personnel. If the Contractor does not
respond, the City of Schertz will make necessary repairs and bill the contractor at
an overtime rate (1.5X) for work performed.
The Contractor shall provide a minimum of five (5) working days notice to City of
Schertz representative at 210-619-1800 when seeking approval for a change in
location, method of operation of traffic signals or traffic lanes, or change in traffic
patterns or timing plans.
The Contractor shall provide a minimum of two (2) days notice when seeking
approval regarding the replacement of an existing traffic signal installation.
The Signal Contractor shall be billed for any repair work performed on overtime
(1.5X) for any repairs required because of Contractor negligence.
Uniformed Police Officers shall be employed by the contractor and are required to
be on the job site. It shall be mandatory to have Uniformed Police Officer(s) for
traffic signal turn-ons. Certified flagmen or Uniformed Police Officers may be
used, as needed, for lane closures. It is the Contractor’s responsibility to use the
appropriate personnel for lane closures. The Texas Manual on Uniform Traffic
Control Devices will be observed for all lane closures.
All work in this contract, requiring signal outages, or lane closures, shall be
performed between the hours of 9:00 A.M. and 4:00 P.M. Monday through
Friday, unless prior authorization has been obtained from the Engineer and/or the
approved City of Schertz Representative.
Down time, if any, shall be kept to an absolute minimum. The switch over from
the old system, or signal turn-on, shall be accomplished within the six (6) hours
between 9:00 A.M. and 3:00 P.M. Contractor shall furnish and install all
temporary traffic control (stop signs, flagmen, uniformed officers, etc.) during any
down time, in addition to all required construction signs. Contractor shall inform
the City of Schertz to schedule a turn-on date a minimum of 72 hours in advance
of need.
The Contractor shall hire a traffic engineer approved by the City of Schertz to
implement the traffic signal timings for the temporary signal system(s) and any
modifications to the traffic control plan.
The Contractor shall furnish the City of Schertz with a 24-hour telephone number
for the purpose of forwarding malfunction calls. In the event that the Contractor
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-12
March 31, 2011
cannot be reached at the above mentioned number, the City of Schertz will take
the necessary action to restore the traffic signal system to normal operation and
all expenses incurred will be deducted from the final payment of the work order.
All City of Schertz labor expense shall be billed at overtime (1.5X) rates.
Contractor will be required to respond immediately and to initiate emergency
maintenance operations on the jobsite a maximum of four (4) hours after the call
is received from City of Schertz. The Contractor shall pursue repairs to the traffic
signal system and have it back in normal operation within a maximum of six (6)
hours after call is received by the City of Schertz, or a representative of the City of
Schertz.
3.02 CHARACTER OF WORKMEN AND EQUIPMENT
All equipment and workmen provided by the contractor for work hereunder shall
be the best available for the kind of work being performed. Any person employed
by the Contractor whom the City of Schertz may deem temporarily or permanently
incompetent or unfit to perform the work, shall under written instruction of the
Engineer and/or the approved City of Schertz Representative be removed from
the job, and such person shall not again be employed on the work. Failure by the
Contractor to provide adequate equipment may result in annulment of this contract
as herein provided.
3.03 LICENSED ELECTRICIANS
A master electrician currently registered with the Building Inspections Department
of the City of Schertz is required to supervise all electrical work performed on this
project by the contractor. The master electrician shall be available upon request
to report to the job site.
A journeyman electrician shall be on the job site or within sight, hereby defined as
300 feet, of jobsite, when electrical work is being performed.
3.04 ELECTRICAL WORK
Electrical work is defined as installing cables, electrical terminations, and signal
turn-ons. Connection of loop leads to homerun cables is considered electrical
termination and shall require a journeyman electrician. Installation of conduits is
EXCLUDED from electrical work. Installation of loop wire in sawcut is
EXCLUDED from electrical work.
All electrical work shall be by journeyman electricians (or apprentice electricians
being supervised by journeyman electricians) having current City of Schertz
journeyman electrician license card on their person for verification by either the
City’s Electrical Inspector or the City’s Traffic Signal Inspector. All Contractor
personnel working on City of Schertz traffic signals performing duties directly
involving setting up or installing signs, signals, pushbuttons, or traffic control shall
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-13
March 31, 2011
be International Municipal Signal Association (IMSA) certified Level I, or greater.
An IMSA certified Level II technician shall be present on site during all cabinet
terminations and during the installation of all signs, pavement markings, signals,
pushbuttons, and traffic control.
3.05 SALVAGED MATERIALS
At existing traffic signal installations which are to be updated or modernized by the
Contractor, all abandoned wire, cable, signals, poles, pole bases, pole tops, mast
arms, signs and other miscellaneous equipment shall be taken down and/or
removed. All equipment shall be reduced to simplest form. These salvaged
materials are the property of the City of Schertz and are to be delivered and
unloaded to the location or locations designated by the City of Schertz Traffic
Signal Inspector assigned to the project.
3.06 ELECTRICAL SERVICE
The Contractor shall notify the City of Schertz Traffic Signal Inspector assigned to
the project within seven (7) days of Contractor award for power at intersection.
Upon completion of the meter service, the Traffic Signal Inspector will conduct the
meter service inspection. If installation is correct, he will forward the pertinent
information to Traffic Signal Engineering and Operations (210-619-1800). The City
of Schertz will contact the energy provider to have the service turned on.
3.07 SUBCONTRACTING
If a vendor subcontracts any portion of a contract for any reason, he must include,
in writing, the name and address of the subcontractor, name of the person to be
contacted including telephone number and extent of work to be performed. This
information is to be submitted with bid proposal. In the event of a change during
construction, Contractor is required to submit new information to the Engineer
and/or the approved City of Schertz Representative, for approval, five (5) days
prior to using the subcontractor on the job. City of Schertz reserves the right to
reject a bid of any bidder if the bid names a subcontractor who has previously
failed in the proper performance of an award or failed to deliver on time contracts
of a similar nature, or who is not in a position to perform properly under this award.
City of Schertz reserves the right to make determination as to the foregoing.
3.08 SYSTEM GROUNDING
All poles, cabinets, conduits, signal common, and service common shall be
bonded with a No. 8 AWG bare copper wire, or equal, to form a continuous
system and effectively grounded to 5/8-inch x 8 foot copperweld ground rods.
3.09 STRANDED GALVANIZED STEEL CABLE
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-14
March 31, 2011
Guy, messenger and catenary wires shall be Siemens Martin Grade, seven
strand, galvanized, high strength steel cable, 5/16 inch diameter for guy and
catenary wires and ¼ inch diameter for messenger wires.
3.10 POLE RAKING
Poles shall be set with a sufficient amount of rake so that they are plumb with the
signal load or slightly raked away from the signal load. Cantilever pole structures
and 4-1/2” OD steel poles should be plumb, strain poles should have a slight
backward rake (1 to 2 inches); wood poles shall utilize down guys to maintain
appropriate signal height clearance during construction. The Contractor shall rake
the poles to the satisfaction of the Traffic Signal Inspector.
Rake is hereby defined as the inclination to the vertical measured at the top of the
structure in the opposite direction of the strain axis.
3.11 ABANDONED FOUNDATIONS
The tops of unused foundations shall be removed to a depth of two feet
(minimum) below grade and back-filled according to specifications.
3.12 LOADS AND STRESSES DUE TO CONSTRUCTION OPERATIONS
Contractor shall have full responsibility for preventing over-stresses of any
structure, cables, poles or any part of them during construction. This also applies
to existing work facilities affected by his operations. He shall fully check the effect
of his operations in this regard, and shall provide temporary supports and
connections required to assure safety and stability of both new and existing work
to prevent over-stress of any part thereof.
3.13 APPARATUS LOCATION
The locations of all poles, controllers, actuators and signals shown on the plans
are diagrammatic only. The specific locations of such devices shall be decided by
the appropriate design personnel and shall be staked out under his direction.
Vehicular and pedestrian traffic signals shall be placed and aligned as the City of
Schertz Traffic Signal Inspector directs.
3.14 CONCRETE POUR
The time of day of the concrete pour shall be stipulated by the Contractor.
3.15 SEQUENCE OF WORK
Each new signalized intersection shall be in operable condition including electrical
service within fourteen (14) days after the first signal pole is installed, unless
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-15
March 31, 2011
conditions caused by a paving contractor or roadway construction contractor
prevents the completion of the intersection(s).
The order in which the intersections are to be completed may be specified by the
Engineer and/or the approved City of Schertz Representative and it shall be the
sole responsibility of the Contractor to schedule and coordinate his work, all work
shall be coordinated in such a manner as to prevent delays resulting from work to
be performed by others and to complete his work within the specified time.
On the day when the intersection is to be turned on or its “Turn On” date, the
Contractor will be given a “punch list” from the Signal Inspector for any items that
need attention concerning the conditions of signal equipment. These items shall
be completed within ten (10) days of the date on the “punch list” given to the
contractor.
3.16 UTILITY COORDINATION
The Contractor shall contact the Lone Star Notification Center 800-669-8344, 72
hours before commencing any work to locate any utility lines in the construction
area. It is the Contractor’s responsibility to physically locate any water and sewer
lines and to adjust the location of any foundation(s), for approval by the City of
Schertz Traffic Signal Engineering and Operations.
3.17 UNDERGROUND UTILITIES
The exact location of underground utilities and pipelines is not certain. The
Contractor shall contact the Utility Coordinating Committee (U.C.C.) to determine
exact locations of underground utilities prior to drilling for foundations or any other
work that might interfere with or damage present facilities. Contractor shall be
responsible for keeping the transmittal number from the U.C.C. current during
construction.
3.18 LOCAL CONDITIONS
The Contractor shall make any additional investigations he deems necessary to
properly bid any and all work related thereto. No additional compensation will be
made available to the Contractor for work arising from failure to examine the site
and/or subsoil conditions. Staking of specific locations by the Engineer and/or the
approved City of Schertz Representative shall not remove the Contractors
responsibility for any damage caused by the Contractor to any underground utility.
3.19 RIGHTS OF VARIOUS INTERESTS
Wherever work being done by the City’s forces or by any other Contractor is
contiguous to work covered by this contract, the respective rights of the various
interests involved shall be established by Engineer and/or the approved City of
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-16
March 31, 2011
Schertz Representative, to secure completion of the various portions of the work
in general harmony.
3.20 TRENCHING
No trenching shall be allowed within five feet of a tree.
3.21 DIRECTIONAL DRILLING, BORE, AND JACK
No open cutting or trenching of streets, driveways and sidewalks shall be allowed
without prior approval of the Engineer and/or the approved City of Schertz
Representative at each location. All conduit runs under streets, driveways or
sidewalks shall be by directional drilling, bore, or jack. Water jetting methods shall
not be accepted.
3.22 PUBLIC SAFETY AND CONVENIENCE
All work done under this contract shall be done in compliance with the Texas
Manual on Uniform Traffic Control Devices (TMUTCD). Each operation shall be
considered a work zone area and shall be treated in accordance with the
TMUTCD.
The Contractor shall have a Certified Worksite Traffic Supervisor who will be
responsible for initiating, installing, and maintaining all traffic control devices as
described in the TMUTCD. The Worksite Traffic Supervisor shall have at least
one (1) year of experience directly related to worksite traffic control in a
supervisory or responsible capacity and shall be certified by the American Traffic
Safety Services Association or International Municipal Signal Association. The
Worksite Traffic Supervisor will be incidental to Maintenance of Traffic and will not
be measured separately for payment.
The Worksite Traffic Supervisor shall be available on a twenty-four (24) hour day
basis and shall review the project on a day to day basis as well as being involved
in all changes to traffic control. The Worksite Traffic Supervisor shall have access
to all equipment and materials needed to maintain traffic control and handle traffic
related situations. The Worksite Traffic Supervisor shall insure that routine
deficiencies are corrected with a twenty-four (24) hour period.
The Worksite Traffic Supervisor shall be available on the site within forty-five (45)
minutes after notification of an emergency situation, prepared to positively
respond to repair the work zone traffic control or to provide alternate traffic
arrangements.
Failure of the Worksite Traffic Supervisor to comply with these provisions may be
grounds for decertification or removal from the project or both. Failure to maintain
a designated Worksite Traffic Signal Supervisor or failure to comply with these
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-17
March 31, 2011
provisions will result in temporary suspension of all activities except traffic and
such other activities deemed to be necessary for project maintenance and safety.
The Contractor shall at all times so conduct his work as to insure the least
possible obstruction to normal pedestrian and vehicular traffic including access to
all public and private properties during all stages of construction, and
inconvenience to the general public and the residents in the vicinity of the work,
and to insure the protection of persons and property, in a manner satisfactory to
the City Engineer and/or the approved City of Schertz Representative.
The Contractor shall provide all barricades and take all necessary precautions to
protect buildings and personnel. All work shall be complete in every respect and
accomplished in a workmanlike manner and contractor shall provide for removal of
all debris from City of Schertz property.
The successful bidder shall at all time guard against damage or loss to the
property of the City of Schertz or of other vendors or contractors and shall be held
responsible for replacing or repairing any such loss or damage. Any damage to
landscaping in the work area, including sod shall be replaced at the Contractor’s
expense.
Prior to closing any section of the project to traffic, the Contractor shall furnish,
erect and maintain barricades and warning signs at and in the vicinity of all
construction projects at all times, both day and night, during the construction
period of the contract, and all such barricades and warning signs, shall be in
conformance with the requirements of Part 6 Temporary Traffic Control of the
Texas Manual on Uniform Traffic Control Devices and as shown on the drawings.
Unless otherwise set forth in these specifications, the Contractor shall receive no
direct compensation for furnishing, erecting, and maintaining the necessary
barricades, lights, flares, signs, or for any other incidentals necessary for the good
and proper safety, convenience, and direction of traffic during the period prior to
final inspection and acceptance by the City of Schertz.
3.23 SPECIAL REQUIREMENTS
A. A Steel Template shall be furnished by and used by the Contractor to secure
anchor bolts while constructing pole foundations.
B. Pole Foundations shall be capped where needed, in order to provide a smooth,
flat, and level surface. Capping shall consist of a one (1) inch thick mortar cap
prepared with a 1:3 sand-cement mortar ratio. The cap shall be steel trowel
finished.
C. Extra-length Concrete Pole Foundations shall be provided when required by
site conditions. Reinforcing steel shall be increased by the same length as the
increase in foundation length. Rods shown on Foundation Details shall be
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-18
March 31, 2011
increased as follows: Each extra foot of foundation shall require on additional
foot of length for hooked rods and two additional turns for helix.
D. All Special Foundations shall be designated and approved by the appropriate
design engineer and/or the approved City of Schertz Representative.
E. Sono Tube shall be used when the City of Schertz Traffic Signal Inspector
deems it necessary.
3.24 CONCRETE FINISHING
Honeycombed surfaces or other defects shall be patched with mortar of the same
consistency as the mortar from which the concrete is made. Such mortar shall be
well trowelled and then floated to remove trowel marks.
A. Finish for Formed Surfaces After patching above specified, exposed formed
surfaces shall be finished by removing form marks, fins and other projections.
B. Finish for Uniformed Surfaces
1. Patches in streets, driveways and walks shall be finished to match adjacent
surfaces.
2. Surfaces not Otherwise Specified – Steel trowel finish.
3.25 CONCRETE CURING
Immediately after placing or finishing, concrete surfaces shall be protected against
moisture loss for a minimum of seven (7) days. Wet earth, waterproof paper,
vinyl sheets or cotton mats shall be placed over concrete during curing period in
order to insure fulfillment of this requirement. Membrane curing method may be
used EXCEPT when concrete surfaces are to receive additional concrete or
mortar, or are to be painted.
3.26 CONCRETE/PAVEMENT REPAIR
Repairs to concrete pavement shall be in accordance with Public Works Drawing
Numbers 02902-01and 02902-02 titled, “Pavement Repair Details for Street Cuts”.
3.27 FLEXIBLE BASE PAVEMENT REPAIR
Repairs to flexible base pavement shall be made in accordance with Public Works
Drawing Number 02902-01 titled, “Pavement Repair Details for Street Cuts”.
3.28 TRAFFIC SIGNAL TESTING SERVICES
A. PROCEDURES
1. Selection:
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-19
March 31, 2011
City of Schertz shall employ an Independent Testing Laboratory to ensure
Contract Document compliance.
2. Test Reports
Testing laboratory will furnish reports to the Engineer, Structural Engineer,
City of Schertz and Contractor covering all of its determinations and all of
its control services. Reports will show all data customarily listed by the
laboratory in reporting such tests including daily reports on quantities and
types of materials together with location in the project. Form of reports will
be as approved by the Engineer and/or the approved City of Schertz
Representative.
3. Test Methods
Tests and inspections will be conducted in accordance with the
requirements of these Specifications or, if not herein specified in
accordance with the latest standards of the American Society for Testing
and Materials or other recognized authorities.
4. Contractor’s Responsibility
(a) Cooperate with the testing laboratory and:
(1) Make available, without cost, samples of all materials to be tested.
(2) Furnish such normal labor as is necessary to obtain samples at the
project and to assist in making slump tests and casting and curing
cylinders.
(3) Advise the laboratory of the identity of material sources and instruct
these suppliers to allow inspections by the laboratory, and notify the
laboratory sufficiently in advance of operations to allow for
completion of initial tests and assignment of inspection personnel.
(4) Contractor shall provide laboratory testing for each different concrete
load.
(b) Rejected Materials and/or Workmanship
If, after initial tests have been performed, any materials and/or
workmanship are rejected by the testing laboratory, Contractor shall
(1) Pay for any subsequent testing required for materials which have
been rejected and/or replaced.
Any materials and/or workmanship which are rejected by the testing
laboratory by reason of failure to conform to the requirements of the
Drawings and/or Specifications, shall be removed and replaced with
new acceptable materials by the Contractor at his own expense.
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-20
March 31, 2011
5. Additional Responsibility
(a) The testing of all cable furnished shall be properly tested by the
manufacturer and data submitted through the Contractor to the
Engineer and/or the approved City of Schertz Representative.
(b) All cable furnished to the job site shall be properly tested on the reel
use.
3.29 PRELIMINARY WORK
A. PROCEDURES
1. City Requirements
(a) City requirements relating to the work of this section shall be
ascertained by the Contractor. Contractor shall comply with all such
requirements, including those relating to continued maintenance until
completion of the project.
(1) If the City should require that certain portions of the work be
performed by City personnel and equipment, all costs in connection
therewith which are chargeable against the project shall be paid by
the Contractor as an obligation of this Section
(2) If re-routing of vehicular and/or pedestrian traffic is necessary to
complete work of this Contract, Contractor shall submit a copy of his
proposed re-routing plan to the City and the Engineer and/or the
approved City of Schertz Representative for approval seventy-two
(72) hours before proceeding with the work.
(3) Re-installation and restoration of use of existing public and private
installations, which are temporarily and/or permanently removed
and/or relocated for work of this Contract, shall be performed as a
part of the work of this Section
2. Existing Installations of City-Owned Property
(b) Perform all work relative to removal, storage and/or protection of
existing installations of street lights and signs, fire hydrants, manholes,
and other existing installations in the way of project construction.
(c) Provide and maintain approved temporary protection of existing
installations until project completion and acceptance. Remove
temporary protection when, and as, directed by the City.
(d) Existing facilities which are no longer required shall be disconnected as
directed. Comply with the requirements of municipal agencies having
jurisdiction over such work.
CITY OF SCHERTZ
STANDARD SPECIFICATION TRAFFIC SIGNAL CONSTRUCTION
02893-21
March 31, 2011
(e) Unless otherwise directed, all abandoned facilities shall be removed by
Contractor and the holes and trenches filled with approved compacted
fill.
3.30 GUARANTEES
All items installed under this specification, having a manufacturer’s guarantee
shall be installed by or under the direction of the manufacturer or his certified
agent, when so required to conform with the manufacturer’s guarantee, and all
such manufacturer’s guarantees, warranties and bonds shall be forwarded to the
City of Schertz representative.
The Contractor, by accepting this contract, guarantees all workmanship, materials
and equipment performed or furnished and installed under this specification for a
period of one year from date of completion and shall, at his entire expense and
within said term of guarantee, repair, replace or adjust all faulty, broken, or
maladjusted materials and/or equipment furnished and installed under this
specification, including lamp replacement.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION TOPSOIL
02911-1
March 31, 2011
SECTION 02911
TOPSOIL
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Furnishing and placing topsoil for finish grading and for seeding, sodding,
and planting.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for topsoil under this Section.
Include payment in Section 02921 - Hydro-mulch Seeding or Section
02922 - Sodding.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
PART 2 PRODUCTS
2.01 TOPSOIL
A. Topsoil shall be fertile, friable, natural sandy loam surface soil obtained
from excavation or borrow operations having following characteristics:
1. pH value of between 5.5 and 6.5
2. Liquid limit: 50 or less
3. Plasticity index: 20 or less
4. Gradation: maximum of 10 percent passing No. 200 sieve
B. Topsoil shall be reasonably free of subsoil, clay lumps, weeds, non-soil
materials, and other litter or contamination. Topsoil shall not contain
roots, stumps, and stones larger than 2-In.
C. Obtain topsoil from naturally well-drained areas where topsoil occurs at
minimum depth of 4-In. and has similar characteristics to that found at
CITY OF SCHERTZ
STANDARD SPECIFICATION TOPSOIL
02911-2
March 31, 2011
placement site. Do not obtain topsoil from areas infected with growth of, or
reproductive parts of nut grass or other noxious weeds.
PART 3 EXECUTION
3.01 EXAMINATION
A. Excavate topsoil for esplanades and areas to receive grass or
landscaping from areas to be further excavated. Stockpile in area
approved by Public Works.
B. Stockpile topsoil to depth not exceeding 8-Ft. Cover to protect from erosion.
3.02 TOPSOIL EXCAVATION
A. Conform to excavation and stockpiling requirements of Section 02315 –
Roadway Excavation.
3.03 PLACEMENT
A. Place no topsoil until subgrade has been approved. For areas to be
seeded or sodded, scarify or plow existing material to minimum depth of
4-In., or as indicated on Drawings. Remove vegetation and foreign
inorganic material. Place 4-In. of topsoil on loosened material and roll
lightly with appropriate lawn roller to consolidate topsoil.
B. Increase depth of topsoil to 6-In. when placed over sand bedding and
backfill materials specified in Section 02320 - Utility Backfill Material.
C. For areas to receive shrubs or trees, excavate existing material and place
topsoil to depth and dimensions shown on Drawings.
D. Remove spilled topsoil from curbs, gutters, and, paved areas and dispose
of excess topsoil in accordance with requirements of Section 01576 -
Waste Material Disposal.
E. Place topsoil to promote good drainage and compact with light roller.
Water topsoil after placement until saturated for minimum depth 6-In.,
fill in and recompact areas of settlement.
3.04 PROTECTION
A. Protect topsoil from wind and water erosion until planting is completed.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION TREE PLANTING
02915-1
March 31, 2011
SECTION 02915
TREE PLANTING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Street right-of-way tree planting and maintenance.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for tree planting is on unit price basis for each tree
planted.
2. When shown on Drawings or directed by Public Works to remove
and relocate tree affected by trench zone, work shall be paid for
under one of the following bid items.
a. Bid item "Remove and Relocate Tree" includes moving tree
with truck mounted tree spade and replanting same tree in
new location. Payment is for each tree removed and
relocated.
b. Bid item "Remove, Temporary Store and Replant Tree"
includes moving tree with truck mounted tree spade and
replanting tree at temporary location, (determined by
Contractor) maintaining tree until construction is complete
and replanting same tree back to its original location.
Payment is for each tree removed, stored and replanted.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ANSI Z 60.1 - Nursery Stock.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
CITY OF SCHERTZ
STANDARD SPECIFICATION TREE PLANTING
02915-2
March 31, 2011
B. Submit certification from supplier that each type of tree conforms to these
specification requirements.
C. For unpackaged materials, submit analysis by recognized laboratory made
in accordance with methods established by Association of Official
Agriculture Chemists, when applicable.
D. Submit name and experience of qualified Arborist to Public Works.
E. Submit temporary tree storage location. Location must be outside public
right-of-way and within 5 miles of project site, unless otherwise approved
by Public Works.
1.05 QUALITY ASSURANCE
A. Landscaper shall be a firm specializing in landscape and planting work.
B. Do not make substitutions of approved trees unless approved in writing by
Public Works. When specified planting material is not obtainable, submit
proof of non-availability together with proposal for use of equivalent
material. Substitutions of larger size or better grade than specified will be
allowed, but with no increase in unit price.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Ship trees with Certificates of Inspection as required by governing
authorities. Label each tree and shrub with securely attached waterproof
tag bearing legible designation of botanical and common name. Do not
remove container grown stock from containers before time of planting.
B. Deliver packaged materials in fully labeled original containers showing
weight, analysis and name of manufacturer. Protect materials from
deterioration during delivery, and while stored at Site.
C. Materials shall not be pruned prior to installation unless approved by
Public Works in writing. Do not bend or bind-tie trees or shrubs in such
manner as to damage bark, break branches, or destroy natural shape. Use
protective covering during delivery.
1.07 WARRANTY
A. Warrant trees against defects including death, unsatisfactory growth, or
loss of shape due to improper pruning, maintenance, or weather
conditions, for 1 year after completion of planting. Plumb leaning trees
during warranty period.
CITY OF SCHERTZ
STANDARD SPECIFICATION TREE PLANTING
02915-3
March 31, 2011
B. Remove and replace trees found to be dead during warranty period.
Remove and replace trees which are in doubtful condition at end of
warranty period, or when approved by Public Works, extend warranty
period for trees for full growing season.
PART 2 PRODUCTS
2.01 TREES
A. Trees planted shall be a minimum of two and one-half inches (2.5”) caliper
measured at four feet (4’) above ground level at the time of planting.
B. Trees shall conform to following requirements:
1. Healthy, vigorous stock, grown in recognized nursery.
2. Free of disease, insects, eggs, larvae; and free of defects such as
knots, sun-scald, injuries, abrasions, disfigurement, or borers and
infestations.
C. Trees shall conform to current UDC list of approved trees, Table 21.9.7A
“Approved Shade Trees”, or Table 21.9.7B, “Approved Ornamental,
Evergreen, and Palm Trees.”
2.02 SOIL PRODUCTS
A. Topsoil: Conform to requirements of Section 02911 - Topsoil.
B. Peat moss, bark, and fertilizer: Use material recommended by nursery for
establishment of healthy stock after replanting.
2.03 STAKES AND GUYS
A. Provide minimum 8-Ft. long steel T-stakes and 1-In. wide plastic tree
chains.
B. Where applicable for anchoring trees, use wood deadmen of at least 2 by 4
stock, 36-In. long and buried 3-Ft. Provide white surveyor's plastic tape for
flagging tree guys.
2.04 TREE WRAP, TWINE, AND SEAL
A. Wrap: First quality, bituminous impregnated tape, corrugated or crepe
paper, specifically manufactured for tree wrapping and having qualities to
resist insect infestation.
CITY OF SCHERTZ
STANDARD SPECIFICATION TREE PLANTING
02915-4
March 31, 2011
B. Twine: Lightly tarred, medium-coarse sisal (lath) yarn. Do not use nails or
staples to fasten wrapping.
C. Seal: Commercially available asphaltic-base black emulsion specifically
produced for use in sealing tree cuts and wounds.
2.05 WATER
A. Water shall be potable from municipal water supplies.
2.06 SOURCE QUALITY CONTROL
A. Notify Public Works, prior to installation, of location where trees that have
been selected for planting may be inspected. Plant material will be
inspected for compliance with following requirements.
1. Genus, species, variety, size and quality.
2. Size and condition of balls and root systems, insects, injuries and
latent defects.
PART 3 EXECUTION
3.01 PREPARATION
A. Schedule work so that planting can proceed rapidly as portions of site
become available. Plant trees after final grades are established and prior to
planting of lawns, unless otherwise approved by Public Works in writing.
When planting of trees occurs after seeding work, protect lawn areas and
promptly repair damage to lawns resulting from tree planting operations.
B. Layout individual trees at locations shown on Drawings. In case of
conflicts, notify Public Works before proceeding with work. Trees shall be
staked and approved by Public Works prior to planting.
3.02 PREPARATION OF PLANTING SOIL
A. Before mixing, clean topsoil of roots, plants, sod, stones, clay lumps, and
other extraneous materials harmful or toxic to plant growth.
B. Strip and utilize 4-In. layer of top soil, placed on esplanades under Section
02921 - Hydromulch Seeding, for planting soil mixture.
C. Mix recommended soil amendments with topsoil at following rates:
1. Top soil: 50 percent.
CITY OF SCHERTZ
STANDARD SPECIFICATION TREE PLANTING
02915-5
March 31, 2011
2. Peat moss: 25 percent.
3. Well rotted Bark: 25 percent.
4. Fertilizer: Rate recommended by nursery.
D. Delay mixing of fertilizer when planting will not follow placing of planting
soil within 48 hours, unless otherwise directed.
E. Incorporate amendments into soil as part of soil preparation process prior
to fine grading, fertilizing, and planting. Broadcast or spread amendments
evenly at specified rate over planting area. Thoroughly incorporate
amendments into top 3 or 4-In. of soil until amendments are pulverized and
have become homogeneous layer of topsoil ready for planting.
3.03 PLANTING
A. Excavate pits, beds, or trenches with vertical sides and with bottom of
excavation raised minimum of 6-In. at center for proper drainage. Provide
following minimum widths:
1. 15 gallon containers or larger, 2-Ft. wider than diameter of root ball.
2. 1 and 5 gallon containers, 6-In. wider than diameter of root ball.
B. When conditions detrimental to plant growth are encountered, such as
unsatisfactory soil, obstructions, or adverse drainage conditions, notify
Public Works before planting.
C. Deliver trees after preparations for planting have been completed and plant
immediately. When planting is delayed more than 6 hours after delivery,
set trees and shrubs in shade, protect from weather and mechanical
damage, and keep roots moist by covering with mulch, burlap, or other
acceptable means of retaining moisture, and water as needed.
D. Set root ball on undisturbed soil in center of pit or trench and plumb plant.
Place plants at level that, after settlement, natural relationship of plant
crown with ground surface will be established.
E. When set, place additional backfill around base and sides of ball, and work
each layer to settle backfill and eliminate voids and air pockets. When
excavation is approximately 2/3 full, water thoroughly before placing
remainder of backfill. Repeat watering until no more water is absorbed.
F. Dish top of backfill to allow for mulching. Mulch pits, trenches and planted
areas. Provide not less than 4-In. thickness of mulch, work into top of
CITY OF SCHERTZ
STANDARD SPECIFICATION TREE PLANTING
02915-6
March 31, 2011
backfill, and finish level with adjacent finish grades. Cover entire root ball.
G. Prune, thin out and shape trees in accordance with standard horticultural
practice. Prune trees to retain required height and spread. Unless
otherwise directed in writing, do not cut tree leaders, and remove only
injured and dead branches from flowering trees. Remove and replace
excessively pruned or malformed stock resulting from improper pruning.
H. Inspect tree trunks for injury, improper pruning and insect infestation and
take corrective measures.
I. Guy and stake trees immediately after planting.
J. Control dust caused by planting operations. Dampen surfaces as required.
Comply with pollution control regulations of governing authorities.
3.04 FIELD QUALITY CONTROL
A. Public Works may reject unsatisfactory or defective material at anytime
during progress of work. Remove rejected trees immediately from site and
replace with specified materials. Plant material not installed in accordance
with these Specifications will be rejected.
B. An inspection to determine final acceptance will be conducted by Public
Works at end of 12 month maintenance period. Additional inspections will
be conducted for extended warranty periods provided for in paragraph
1.07B.
3.05 MOVING EXISTING TREES
A. Perform tree moving and replanting by a professional Arborist during
dormant growth season.
B. Provide tree spade of adequate size as directed by professional Arborist.
3.06 MAINTENANCE
A. Maintain trees during planting operations and for period of 12 months after
completion of planting.
B. Water trees to full depth minimum of once each week, or as required to
maintain healthy vigorous growth.
C. Prune, cultivate, and weed as required for healthy growth. Restore planting
saucers. Tighten and repair stake and guy supports, and reset trees and
shrubs to proper grades or vertical position as required. Restore or replace
CITY OF SCHERTZ
STANDARD SPECIFICATION TREE PLANTING
02915-7
March 31, 2011
damaged wrappings. Spray as required to keep trees and shrubs free of
insects and disease
3.07 CLEANUP AND PROTECTION
A. During planting work, keep pavements clean and work area in orderly
condition.
B. Protect planting work and materials from damage due to planting
operations. Maintain protection during installation and maintenance period.
Treat, repair, or replace damaged planting work as directed by Public
Works.
C. Dispose of excess soil and waste in accordance with requirements of
Section Waste 01576 - Waste Material Disposal. On-site burning of
combustible cleared materials will not be permitted.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION HYDROMULCH SEEDING
02921 - 1
March 31, 2011
SECTION 02921
HYDROMULCH SEEDING
PART 1. GENERAL
1.01 SECTION INCLUDES
A. Spray-applied Wood fiber for [hydro mulching.], fertilizing, and maintenance
of areas indicated on Drawings
1.02 MEASUREMENT AND PAYEMENT
A. Unit Prices
1. Payment for hydro mulch seeding is per acre.
2. Refer to Section 01270 – Measurement and Payments for unit price
procedures
B. Stipulated Price (Lump sum) If Contract is Stipulated Price Contract,
payment for work in this section is included in the total Stipulated Price.
1.03 REFERENCES
1. Section 01570 – Storm Water Pollution Control.
2. Section 01740 – Site Restoration
3. Section 02911 – Top Soil
1.04 SUBMITTALS
A. Product Data: Submit manufacturer's product data and installation
instructions. Include required substrate preparation, list of materials, and
application rate.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials and products in factory labeled packages. Store and
handle in strict compliance with manufacturer's instructions and
recommendations. Protect from damage from weather, excessive
temperatures, and construction operations.
PART 2. PRODUCTS
2.01 MATERIALS
CITY OF SCHERTZ
STANDARD SPECIFICATION HYDROMULCH SEEDING
02921 - 2
March 31, 2011
A. Seeds
1. All seed must meet the requirements of the Texas Seed Law
including the labeling requirements for showing purity, germination,
name and type of seed. Seed furnished shall be of the previous
season's crop for the date of the project.
2. Each variety of seed shall be furnished and delivered in separate
bags or containers. A sample of each variety shall be furnished for
analysis and testing when directed by the Engineer.
3. The amount of seed planted per acre shall be of the type specified
below and shall equal or exceed the following percentages for purity
and germination or an equivalent amount of pure live seed.
a. Common Name: Bermuda and Giant Bermuda grass (hulled)
b. Scientific Name: Cynodon Dactylon
c. Purity: 95%
d. Germination: 90%
e. Annual Rye grass will be free of Johnson grass, field bind
weed, dodder seed, and free of other seed to the limits allowable
under the Federal Seed Act and applicable State Seed Laws.
f. Annual Rye grass will be added into slurry between October 1
through March 15. No additional cost will be charged to the City.
B. Wood Fiber Mulch: Terra-Mulch Wood fiber with UltraGro by PROFILE
Products LLC with the following characteristics:
1. Materials: 100% wood fiber, dark green marker dye.
2. UltraGro Biostimulant: Trace amount of cold water processed
Ascophyllum Nodosum (seaweed extract).
3. pH Range: 4.8 +-2.
4. Moisture Content: 12+-3% percent maximum.
5. Organic Content: 99.2%+-.4.
6. Ash Content: .8%+-.4.
7. Water Holding Capacity: 1200% percent minimum.
CITY OF SCHERTZ
STANDARD SPECIFICATION HYDROMULCH SEEDING
02921 - 3
March 31, 2011
8. Packaging: 40 pound UV resistant bags, with UV resistant pallet
cover.
C. Unacceptable Material is paper/cellulose mulch
PART 3. EXECUTION
3.01 SUBSTRATE PREPARATION
A. Examine substrates and conditions where materials will be applied. Do not
proceed with installation until unsatisfactory conditions are corrected, only
apply product to geotechnically stable slopes that have been designed and
built to divert the water shed away from the face of the slope, therefore
eliminating surface flow energy from above from damaging the slope face.
3.02 INSTALLATION
A. Strictly comply with manufacturer's installation instructions and
recommendations. Use approved hydro-spraying machines. Do not exceed
maximum slope length of 25 feet when slope gradients are steeper than 4 to
1. Install materials at the following application rate:
1. Hydro-Seeding: Add 30 to 50 pounds of Terra-Mulch Wood fiber per
100 gallons of water when hydroseeding; confirm loading rates with
equipment manufacturer.
a. Mod to 4 to 1 Slope: 1500 pounds per acre.
b. 3 to 1 Slope: 2000 pounds per acre.
c. 3:1 to 2:1 Slope: 2500 pounds per acre.
3.03 CLEANING AND PROTECTION
A. Clean spills promptly. Advise Owner of methods for protection of sprayed
areas.
3.04 ACCEPTANCE
A. Acceptance of hydromulching lawn as herein specified shall be based on a
uniform stand of grass and a uniform grade at the time of final inspection.
Area of two square feet or more that are bare or have a poor stand of grass
and area not having a uniform grade for any cause before final inspection
shall be regraded, rehydromulched and reseeded as specified at the
Contractor's expense
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION SODDING
02922-1
March 31, 2011
SECTION 02922
SODDING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Restoration of existing lawn areas disturbed by construction shall be by
installation of new sod.
B. Planting of sod within areas designated on Drawings for purpose of
surface stabilization, channel stabilization or vegetation buffer strips.
C. Sod is defined as blocks, squares, strips of turfgrass, and adhering soil
used for vegetative planting. To be placed edge to edge for complete
coverage.
D. Lawn is defined as ground covered with fine textured grass kept neatly
mowed.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for sodding is on square yard basis.
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
1.04 QUALITY ASSURANCE
A. Sod only when weather and soil conditions are deemed by Public Works to
be suitable for proper placement.
B Water and fertilize new sod.
C. Guarantee sod to be growing 30 days after substantial completion.
CITY OF SCHERTZ
STANDARD SPECIFICATION SODDING
02922-2
March 31, 2011
D. Maintenance Period:
1. Begin maintenance immediately after each section of grass sod is
installed and continue for 30 day period from date of substantial
completion.
2. Resod unacceptable areas.
3. Water, fertilize, control disease and insect pests, mow, edge,
replace unacceptable materials, and perform other procedures
consistent with good horticultural practice to ensure normal,
vigorous and healthy growth. Install disease control within
guidelines set forth by Structural Pest Control Board of the State of
Texas.
E. Notify Public Works 10 days before end of maintenance period for
inspection.
PART 2 PRODUCTS
2.01 SOD
A. Species: Bermuda (Cynodon Dactylon), Buffalo (Buchloe Dactyloides), or St.
Augustine (Stenotaphrum Secundatum) Gulf Coast variety to match existing
sod.
B. Contents: 95 percent permanent grass suitable to climate in which it is
to be placed; not more than 5 percent weeds and undesirable grasses;
good texture, free from obnoxious grasses, roots, stones and foreign
materials.
C. Size: 12-In. wide strips, uniformly 2-In. thick with clean-cut edges.
D. Sod is to be supplied and maintained in healthy condition as
evidenced by grass being normal green color.
2.02 FERTILIZER
A. Available nutrient percentage by weight: 12 percent nitrogen, 4 percent
phosphoric acid, and 8 percent potash; or 15 percent nitrogen, 5 percent
phosphoric acid, and 10 percent potash.
2.03 WEED AND INSECT TREATMENT
A. Provide acceptable treatment to protect sod from weed and insect
infestation. Submit treatment method to Public Works for approval. Install
insect and disease control within guidelines set forth by Structural Pest
CITY OF SCHERTZ
STANDARD SPECIFICATION SODDING
02922-3
March 31, 2011
Control Board of the State of Texas.
2.04 WATER
A. Potable, available on-site through Contractor's water trucks. Contractor
may use City of Schertz hydrants when water use is measured through
Contractor's meter. Do not use private resident's water.
2.05 BANK SAND
A. Free of clay lumps, roots, grass, salt or other foreign material.
PART 3 EXECUTION
3.01 PREPARATION
A. Verify that soil placement and compaction have been satisfactorily
completed. Verify that soil is within allowable range of moisture content.
B. Top soil shall be free of weeds and foreign material immediately before
sodding.
C. Do not start work until conditions are satisfactory. Do not start work
during inclement or impending inclement weather.
D. Rake areas to be sodded smooth, free from unsightly variations,
bumps, ridges or depressions.
E. Spread 2-In. layer of bank sand over areas to be sodded prior to planting of
sod.
F. Apply fertilizer at rate of 25 pounds per 1000 square feet. Apply after raking
soil surface and not more than 48 hours prior to laying sod. Mix thoroughly
into upper 2-In. of soil. Lightly water to aid in dissipation of fertilizer.
3.02 APPLICATION
A. Full Sodding: Lay sod with closely fitted joints leaving no voids and with
ends of sod strips staggered. Lay sod within 24 hours of harvesting.
B. On slopes 2:1 and steeper, lay sod perpendicular to slope and secure
every row with wooden pegs at maximum 2-Ft. on center. Drive pegs flush
with soil portion of sod.
C. Prior to placing sod, on slopes 3:1 or where indicated, place Hold/Gro or
Roll Lite or equal over topsoil. Securely anchor in place with posts sunk
firmly into ground at maximum 16-Ft. on center along pitch of slope and
CITY OF SCHERTZ
STANDARD SPECIFICATION SODDING
02922-4
March 31, 2011
equal to width of wire mesh horizontally across slopes.
D. After sod is laid, irrigate thoroughly to secure 6-In. minimum penetration
into soil below sod.
E. Tamp and roll sod with approved equipment to eliminate minor irregularities
and to form close contact with soil bed immediately after planting and
watering. Submit type of tamping and rolling equipment to be used to
Public Works for approval, prior to construction.
3.03 MAINTENANCE
A. Watering:
1. Water lawn areas once a day with minimum ½-In. water for first 3
weeks after area is sodded.
2. After 3 week period, water twice a week with ¾-In. of water
each time unless comparable amount has been provided by
rain.
3. Make weekly inspections to determine moisture content of soil
unless soil is in frozen condition.
4. Water in afternoon or at night to enable soil to absorb maximum
amount of water with minimum evaporation.
B. Mowing:
1. Mow sod at intervals which will keep grass height from exceeding 3
½-In.
2. Set mower blades at 2 ½-In.
3. Do not remove more than one-half of grass leaf surface.
4. Mow sodded areas requiring mowing within 1 month after
installation with light-weight rotary type mower. Mow sod only
when dry and not in saturated or soft condition.
5. Remove grass clippings during or immediately after mowing.
C. Fertilizer and Pest Control:
1. Evenly spread fertilizer composite at rate of 40 pounds per 5000
square feet or as recommended by manufacturer. Do not place
CITY OF SCHERTZ
STANDARD SPECIFICATION SODDING
02922-5
March 31, 2011
fertilizer until 2 weeks after placement of sod.
2. Restore bare or thin areas by topdressing with mix of 50 percent
sharp sand and 50 percent sphagnum peat moss.
3. Apply mixture 1/4 to ½-In. thick.
4. Treat areas of heavy weed and insect infestation as
recommended by treatment manufacturer.
D. Restrict all traffic from sodded areas until sod is established or for
minimum 10 days during growing season. Use wood lath and plastic tape
to cordon sodded areas. Maintain tape and lath throughout for minimum
30 days during growing season.
3.04 MAINTENANCE
A During the lawn establishment period, it shall be the contractor's
responsibility to ensure the continuing healthy growth. This care shall
include labor, water and material necessary to keep the project in a
presentable condition, including but not limit to removal of litter, mowing,
trimming, removal of grass clippings, edging, fertilization, insecticide
and fungicide applications, weed control, and repair and reseeding any
and all damaged areas.
B Water application shall be accomplished each week from March through
October. An even application of one inch minimum of water shall be
required over all lawn areas weekly. The rate and frequency of water
application may be changed, as directed by the Public Works,
depending on weather, and soil conditions.
3.05 CLEANUP
A. During course of planting, remove excess and waste materials; keep
lawn areas clean and take precautions to avoid damage to existing
structures, plants, grass, and streets.
B. Remove barriers, signs, and other Contractor material and equipment
from project site at termination of establishment period.
C. Dispose of unused materials and rubbish in accordance with Section 01576
Waste Material Disposal.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION FLEXIBLE GROWTH MEDIUM
02925 - 1
March 31, 2011
SECTION 02925
FLEXIBLE GROWTH MEDIUM
PART 1 GENERAL
1.01 SUMMARY
A. This section specifies a hydraulically-applied Flexible Growth Medium (FGM)
composed of long strand, thermally refined wood fibers, crimped, interlocking
fibers and performance enhancing additives. The FGM requires no curing period
and upon application forms an intimate bond with the soil surface to create a
continuous, porous, absorbent and flexible erosion resistant blanket that allows
for rapid germination and accelerated plant growth.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for Flexible Growth Medium is on an square yard or acres basis
2. Refer to Section 01270 - Measurement and Payment for unit price procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment
for work in this section is included in total stipulated price.
1.03 SUBMITTALS
A. Product Data: Submit manufacturer's product data and installation instructions.
Include required substrate preparation, list of materials, and application rate.
B. Certifications: Manufacturer shall submit a letter of certification that the products
meets or exceeds all physical property, endurance, performance and packaging
requirements.
1.04 DELIVERY, STORAGE, AND HANDLING
Deliver materials and products in UV and weather resistant factory labeled
packages. Store and handle in strict compliance with manufacturer's instructions
and recommendations. Protect from damage from weather, excessive
temperatures, and construction operations.
PART 2 PRODUCTS
2.01 ACCEPTABLE MANUFACTURER
CITY OF SCHERTZ
STANDARD SPECIFICATION FLEXIBLE GROWTH MEDIUM
02925 - 2
March 31, 2011
PROFILE Products LLC, 750 Lake Cook Road – Suite 440, Buffalo Grove, IL
60089,
Phone - 800-366-1180, Fax - 847-215-0577, website – www.profileproducts.com.
2.02 MATERIALS
Flexible Growth Medium shall be Flexterra® FGM and conform to the following
property values when uniformly applied at a rate of 3500 pounds per acre (3900
kilograms/hectare) under laboratory conditions.
PHYSICAL TEST METHOD1 ENGLISH SI
Mass Per Unit Area ASTM D6566 11.5 oz/yd2 390 g/m2
Thickness ASTM D6525 0.19 in 4.8 mm
% Ground Cover ASTM D6567 99% 99%
Water Holding Capacity Profile Products2 1500% 1500%
Flexural Rigidity (wet) ASTM D6575 0.138 oz-in 10,000 mg-cm
Cure Time Observed < 2 hr < 2 hr
Color (fugitive dye) Observed Green Green
Endurance
Functional Longevity Observed Up to 1 yr Up to 1 yr
Performance
Cover Factor3 (6 in/hr event) ECTC Test Method
#2
0.0066 0.0066
% Effectiveness4 ECTC Test Method
#2
99.34% 99.34%
Shear Stress ECTC Test Method
#3
1 lb/ft2 48 Pa
Vegetation Establishment ECTC Test Method
#4
800% 800%
1. ASTM and ECTC (Erosion Control Technology Council) test methods developed for Rolled
Erosion Control Products.
2. Water Holding Capacity test developed by Profile Products LLC.
3. Cover Factor is calculated as soil loss ratio of treated surface versus an untreated control
surface.
4. % Effectiveness = One minus Cover Factor multiplied by 100%.
2.03 COMPOSITION
All components of the FGM shall be pre-packaged by the Manufacturer to assure
material performance and in compliance with the following values. Under no
circumstances will field mixing of additives or components be accepted.
Thermally Processed Wood Fibers – 74.5% + 3.5%
Proprietary Crosslinked Hydro-Colloid Tackifiers and Activators – 10% + 1%
Proprietary Crimped, Interlocking Fibers – 5% +1%
Moisture Content – 10.5% + 1.5%
CITY OF SCHERTZ
STANDARD SPECIFICATION FLEXIBLE GROWTH MEDIUM
02925 - 3
March 31, 2011
2.04 PACKAGING
Bags: Net Weight - 50 lb, UV and weather-resistant plastic film
Pallets: Weather-proof, stretch-wrapped with UV resistant pallet cover
40 bags/pallet or 1 ton/pallet
PART 3 EXECUTION
3.01 SUBSTRATE AND SEEDBED PREPARATION
A. Examine substrates and conditions where materials will be applied. Apply
product to geotechnically stable slopes that have been designed and constructed
to divert runoff away from the face of the slope. Do not proceed with installation
until satisfactory conditions are established.
B. Depending upon project sequencing and intended application, prepare seedbed
in compliance with Section 02911 – Topsoil.
3.02 INSTALLATION
A. Strictly comply with manufacturer's installation instructions and recommendations.
For optimum pumping and application performance use approved mechanically
agitated, hydraulic seeding/mulching machines with a fan-type nozzle (50-degree
tip). Apply FGM from opposing directions and to achieve best soil coverage.
B. Erosion Control and Revegetation:
For maximum performance, apply FGM in a two-step process:
Step One: Mix and apply seed and soil amendments with small amount of FGM
for visual metering.
Step Two: Mix and apply FGM at a rate of 50 lb per 125 gallons (23 kg/475 liters)
of water over freshly seeded surfaces. Confirm loading rates with equipment
manufacturer. Do not leave seeded surfaces unprotected, especially if
precipitation is imminent.
Depending upon site conditions FGM may be applied in a one-step process
where all components may be mixed together in single tank loads. Consult with
manufacturer for further details.
C. Mixing:
A mechanically agitated hydraulic-application machine is recommended:
CITY OF SCHERTZ
STANDARD SPECIFICATION FLEXIBLE GROWTH MEDIUM
02925 - 4
March 31, 2011
1. Fill tank to middle of agitator shaft or tank about 1/3 full of water. Turn on
pump to wet or purge lines. Begin agitating. Keep adding water slowly while
adding the FGM at a steady rate.
2. Consult application and loading charts to determine number of bags to be
added. Mix at a rate of 50 lbs. of FGM per 125 gallons (23kg/475 liters).
Contact equipment manufacturer to confirm optimum FGM mixing rates.
3. All FGM should be loaded when the tank is approximately 3/4 full.
4. Fertilizer should be added once the tank is nearly full.
5. Before applying, mix the slurry for at least 10 minutes after adding the last
amount of FGM. This is very important to fully activate the bonding additives
and to attain proper viscosity.
6. Turn off recirculation valve to minimize potential for air entrainment within
the slurry.
D. Application:
Use a fan-type nozzle (50-degree tip) whenever possible for best soil surface
coverage. Apply FGM from opposing directions to soil surface, reducing the
“shadow effect” and assuring a minimum of 95% of soil surface coverage. Slope
interruption devices or water diversion techniques are recommended when slope
lengths exceed 100 ft (30m). Install materials at the following minimum
application rates:
Slope Gradient/Condition English SI
<3H to 1V 3000 lb/ac 3400 kg/ha
>3H to 1V and <2H to 1V 3500 lb/ac 3900 kg/ha
>2H to 1V and <1H to 1V 4000 lb/ac 4500 kg/ha
>1H to 1V 4500 lb/ac 5100 kg/ha
Below ECB or TRM 1500 lb/ac 1700 kg/ha
As infill for TRM 3500 lb/ac 3900 kg/ha
Increase application rates on highly erosive soils or chiseled, disked, furrowed or
tracked slopes.
Contact Manufacturer for additional details.
Material should not be applied in channels, swales or other areas where
concentrated flows are anticipated, unless installed in conjunction with a temporary
erosion control blanket or non-degradable turf reinforcement mat.
After application, thoroughly flush the tank, pumps and hoses to remove all FGM
material. Wash all material from the exterior of the machine and remove any slurry
CITY OF SCHERTZ
STANDARD SPECIFICATION FLEXIBLE GROWTH MEDIUM
02925 - 5
March 31, 2011
spills. FGM will be more difficult to remove once it dries.
3.03 CLEANING AND PROTECTION
Clean spills promptly. Advise Owner of methods for protection of treated areas.
Do not allow treated areas to be trafficked or subjected to grazing.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION EROSION CONTROL MATTING
02926 - 1
March 31, 2011
SECTION 02926
EROSION CONTROL MATTING
PART 1. GENERAL
1.01 DESCRIPTION
A. An erosion control mat is a degradable erosion control blanket (ECB)
designed to hold seed and soil in place until vegetation is established in
disturbed areas or is a synthetic turf reinforcement mat (TRM or HPTRM)
combining vegetative growth and synthetic materials to form a high-strength
mat that helps prevent soil erosion in channels and on steep slopes.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. Payment for erosion control matting will be made by the square yard
of surface area covered, complete in place and ready for use as an
erosion control surface treatment.(Erosion Control Matting necessary
for anchorage trenches, overlaps and waste is subsidiary to the
design surface area.)
2. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 SUBMITTALS
A. The submittal requirements for this specification item shall include the
erosion control matting type and sample.
B. One (1) full set of Manufacturer’s literature and installation
recommendations, and any special details necessary for the proposed
application.
C. Certifications: Manufacturer shall submit a letter of certification that the
products meets or exceeds all physical property, endurance, performance
and packaging requirements as laid out by this specification.
D. Conform to requirements of Section 01330 - Submittal Procedures.
PART 2. MATERIALS
2.01 EROSION CONTROL BLANKETS (ECBs) - TEMPORARY
CITY OF SCHERTZ
STANDARD SPECIFICATION EROSION CONTROL MATTING
02926 - 2
March 31, 2011
A. Straw Blanket ECB - shall consist of 100% wheat straw or excelsior
mechanically bound and covered with degradable double netting. The straw
or excelsior shall be homogeneously blended and evenly distributed
throughout the blanket. The netting shall be rapid degrading polypropylene
(< 90 days) or photodegradable polypropylene (> 90 days < 1 year) with
mesh openings of approximately 3/8 in. by 3/8 in. (11 mm by 11 mm). The
blanket shall be sewn on approximately 2 in. (51mm) centers with
degradable polypropylene thread. For applications see Tables 2and 4.
B. Mix Media ECB shall consist of 70% wheat straw and 30% coconut fiber
or 100% excelsior mechanically bound and covered on both sides by
netting. The straw and coconut fiber or excelsior shall be homogeneously
blended and evenly distributed throughout the blanket. The bottom netting
shall be photodegradable polypropylene with mesh openings of
approximately 3/8 in. by 3/8 in. (11 mm by 11 mm). The top netting shall be
photodegradable polypropylene with mesh openings of approximately 5/8
in. x 5/8 in. (16 mm by 16 mm). The blanket shall be sewn on
approximately 2 in. (51 mm) centers with degradable polypropylene thread.
For applications see Tables 2and 4.
C. Coconut Fiber ECB -shall consist of 100% coconut fiber or excelsior
mechanically bound and covered on both sides by netting. The coconut/
excelsior fiber shall be homogeneously blended and evenly distributed
throughout the blanket. Both the top and bottom nettings shall be
photodegradable polypropylene with mesh openings of approximately 5/8
in. by 5/8 in. (16 mm by 16 mm). The blanket shall be sewn on
approximately 2 in. (51 mm) centers with degradable polypropylene thread.
For applications see Tables 2and 4.
D. Products in each category shall have the following Minimum Average
Roll Values (MARV) for physical properties, as derived from quality control
testing performed by a Geosynthetic Accreditation Institute – Laboratory
Accreditation Program (GAI-LAP) accredited laboratory. Letters of
certification signed by a responsible representative of the manufacturer
shall be sent within 24 hours of each truckload shipment of material to the
construction site.
CITY OF SCHERTZ
STANDARD SPECIFICATION EROSION CONTROL MATTING
02926 - 3
March 31, 2011
Table 1 Erosion Control Blanket Properties
Property Test
Method
Straw Blanket
ECB Mix Media ECB Coconut Fiber ECB
Mass/Unit Area ASTM
D5261
8.0 oz/yd2
(271 g/m2)
8.8 oz/yd2
(298 g/m2)
8.8 oz/yd2
(298 g/m2)
Thickness ASTM
D1777
0.25 in
(6 mm)
0.40 in
(10.16 mm)
0.30 in
(7.62 mm)
Ph
y
s
i
c
a
l
Fiber
Composition Observed Wheat straw/
excelsior
70% wheat straw / 30%
coconut or 100%
excelsior
Coconut or 100%
excelsior
Grab Tensile
Strength
ASTM
D5035
75 x 75 lb/ft
(1 x 1 kN/m)
100 x 100 lb/ft
(1.46 x 1.46 kN/m)
150 x 150 lb/ft
(2.19 x 2.19 kN/m)
Grab Elongation ASTM
D5035 25% 30% 25%
Me
c
h
a
n
i
c
a
l
Vegetated
Velocity2 --- < 5 ft/sec
(1.5 m/sec)
< 5 ft/sec
(1.5 m/sec)
< 5 ft/sec
(1.5 m/sec)
Pe
r
f
o
r
m
a
n
c
e
Unvegetated
Shear Stress3 --- 1.5 lb/ft2
(72 N/m2)
1.75 lb/ft2
(84 N/m2)
2.0 lb/ft2
(96 N/m2)
En
d
u
r
a
n
c
e
Functional
Longevity Observed < 12 months < 24 months < 36 months
Note:
1. Above table represents typical values. A typical value is the average value obtained when testing the
product
2. Maximum permissible design values based on short-term peak flow duration (0.5 hr), vegetated data
obtained at Department-approved independent hydraulics testing facility on an erodible soil bed.
3. Maximum permissible design values based on short-term peak flow duration (0.5 hr), unvegetated data
obtained at Department-approved independent hydraulics testing facility on an erodible soil bed.
Shear (kN/m3) = unit weight of water (9.81 kN/m3) x depth (m) x slope (m/m) in a “hydraulically wide” channel.
Shear (lb/ft2) = unit weight of water (62.4 lbs/ft3) x depth (ft) x slope (ft/ft) in a “hydraulically wide” channel.
CITY OF SCHERTZ
STANDARD SPECIFICATION EROSION CONTROL MATTING
02926 - 4
March 31, 2011
Table 2 ECB and TRM Selection Guide for Slope Applications
Note:
1. For critical structures and/or 2:1(H:V) slopes a HPTRM should be considered.
2. For design purposes only. For slopes steeper than 2:1, please consult with
Public Works for approval.
2.02 TURF REINFORCEMENT MATS (TRMs) – PERMANENT
A. The contractor shall submit, as a requirement of an acceptable bid, the
name and manufacturer of the TRM and/or HPTRM on the bid form of this
project.
B. Turf Reinforcement Mat (TRM) – shall be constructed of a web of
mechanically or melt bonded polymer netting, monofilaments or fibers that
are entangled to form a strong and dimensionally stable mat. Bonding
methods include polymer welding, thermal or polymer fusion or the
placement of fibers between two high-strength, biaxially oriented nets
mechanically bound by parallel stitching with polyolefin thread. TRM shall
be defined as Long-Term Non-Degradable material designed to reduce soil
erosion and assist in the growth, establishment and protection of vegetation
for a period of time exceeding 5 years. All components of TRM shall be
100% synthetic and resistant to biological, chemical, ultraviolet degradation,
and be tan or green in color. For applications see Tables 2and 4.
C. High Performance Turf Reinforcement Mat (HPTRM)– shall be a three-
dimensional, lofty geosynthetic specially designed for erosion control
applications on steepened slopes and vegetated waterways. The matrix
shall be composed of tan or green, monofilament yarns woven into a
uniform configuration of resilient pyramid-like projections or entangled with a
high tenacity geogrid or steel wire mesh. The matrix shall exhibit very high
interlock and reinforcement capacity with both soil and root systems and
demonstrate high tensile modulus. TRM’s manufactured from
Slope Batter
Functional
Longevity
(months)
5.0H:1V 4.0H:1V 3.0H:1V 2.0H:1V
3 – 12 Staw Blanket ECB
12 – 24 Mix Media ECB
24 – 36 Coconut Fiber ECB
> 36 Turf Reinforcement Mats (TRM or HPTRM)
CITY OF SCHERTZ
STANDARD SPECIFICATION EROSION CONTROL MATTING
02926 - 5
March 31, 2011
discontinuous or loosely held together by stitched or glued, netting, or
composite of any type, shall not be allowed in this category. HPTRM shall
be defined as a High Survivability Long-Term Non-Degradable material
designed to reduce soil erosion and assist in the growth, establishment and
protection of vegetation for a period of time exceeding 5 years. All
components of HPTRM shall be 100% synthetic and resistant to biological,
chemical, ultraviolet degradation. This category should be used especially
when field conditions exist with high loading and/or high survivability
requirements. These requirements consist of maintenance, structural
backfills protecting critical structures, utility cuts, potential traffic areas,
abrasion, and higher factors of safety and/or general durability concerns.
For applications see Tables 2 and 4.
D. These materials shall conform to the Minimum Average Roll Values
(MARV), listed in Table 3, for physical properties, as derived from quality
control testing performed by a Geosynthetic Accreditation Institute –
Laboratory Accreditation Program (GAI-LAP) accredited laboratory:
Table 3. Permanent Turf Reinforcement Mat Physical Properties
Property Test Method TRM HPTRM
Mass per Unit Area ASTM D6475 10 oz/yd2
(340 g/m2)
14 oz/yd2
(475 g/m2)
Ge
n
e
r
a
l
Thickness ASTM D6525 0.50 in
(12.7 mm)
0.50 in
(12.7 mm)
Tensile Strength2 ASTM D5035 170 x 130 lb/ft
(2.4 x 1.8 kN/m) 3,000 x 2,100 lb/ft 3
(43.8 x 26.3 kN/m)
Elongation ASTM D5035 50 % (max) 55 % (max)
Porosity 4 Calculated 95 % 95 %
Resiliency ASTM D6524 80 % 80 %
In
d
e
x
UV Resistance 5 ASTM D4355 80 %
@ 1000 hrs
90 %
@ 3000 hrs
En
d
u
r
a
n
c
e
Functional Longevity Observed > 5 years > 5 years
Maximum Velocity6 --- 15 ft/sec
(5.5m/sec)
25 ft/sec
(7.69m/sec)
Pe
r
f
o
r
m
a
n
ce
Maximum Shear Stress 7 -- 8 lb/ft2
(383 N/m2)
12 lb/ft2
(575 N/m2)
Notes:
1 All physical property values shall be derived from quality control testing performed by a GAI-LAP accredited
lab.
2 Values of both machine and cross machine directions, respectively, under dry or saturated conditions.
3 As referenced by the proposed ECTC guidance specification to FHWA for High Survivability Turf
Reinforcement Mat.
CITY OF SCHERTZ
STANDARD SPECIFICATION EROSION CONTROL MATTING
02926 - 6
March 31, 2011
4 Porosity calculated based on unit weight, thickness and specific gravity.
5 Tensile strength retained of all components after exposure.
6 Maximum permissible design values based on short-term peak flow duration (0.5 hr), vegetated data
obtained at Department-approved independent hydraulics testing facility on an erodible soil bed.
7 Shear (kN/m3) = unit weight of water (9.81 kN/m3) x depth (m) x slope (m/m) in a “hydraulically wide”
channel. Shear (lb/ft2) = unit weight of water (62.4 lbs/ft3) x depth (ft) x slope (ft/ft) in a “hydraulically wide”
channel.
Table 4. Selection Chart for Channel Lining System
Shear Stress, lb/ft2
0 2 4 6 8 10
HPTRM
Pe
r
m
a
n
en
t
TRM
Coconut
Mix
Media
Fu
n
c
t
i
o
n
a
l
L
o
n
g
e
v
i
t
y
Te
m
p
o
r
a
r
y
Straw
Mat
2.03 QUALITY ASSURANCE SAMPLING, TESTING AND ACCEPTANCE
A. Rolled erosion control products (RECPs) shall be subject to sampling and
testing to verify conformance with this specification. Sampling for testing
shall be in accordance with ASTM D 4354.
B. Acceptance shall be in accordance with ASTM D 4759 based on testing of
either conformance samples obtained using Procedure A of ASTM D 4354,
or based on manufacturer’s certification and testing of quality control
samples obtained using Procedure B of ASTM D 4354.
C. Quality Assurance Sampling and Testing will be waived for products
manufactured at an ISO 9002 Certified Manufacturing Facility.
Documentation of ISO 9002 Certification shall be provided upon request.
D. Alternate RECPs not strictly conforming to this specification must be
approved by the Public Works 10 days prior to bid.
2.04 MANUFACTURING QUALITY CONTROL
A. Manufacturing Quality Control (MQC) testing shall be performed at a
laboratory accredited by GAI-LAP for tests required for the turf
reinforcement mat, at a frequency exceeding ASTM D 4354, with following
minimum acceptable testing frequency:
12
CITY OF SCHERTZ
STANDARD SPECIFICATION EROSION CONTROL MATTING
02926 - 7
March 31, 2011
Table 5. Minimum Acceptable Testing Frequency for Index Properties
Property Test Method Temporary Test
Frequency
Permanent Test
Frequency
Test/yd2 of production
Mass per Unit Area ASTM D-5261 1/production run 1/24,000
Tensile Strength ASTM D-5261 1/production run 1/24,000
Tensile Elongation ASTM D-5261 1/production run 1/24,000
Ground Cover Factor Light Projection Analysis 1/production run 1/24,000
B. Letters of certification signed by a responsible representative of the
manufacturer shall be sent within 24 hrs of each truckload shipment of
material to the jobsite.
PART 3. EXECUTION
3.01 SITE PREPARATION – ECBS and TRMs
A. Grade and compact areas to be treated with RECP and compact as
indicated or as directed by the Public Works.
B. Remove large rocks, soil clods, vegetation, and other sharp objects (larger
than 2” in diameter) that could keep the RECP from intimate contact with
subgrade.
C. Prepare seedbed by loosening 50 to 75 mm (2 to 3 in) of soil below final
grade. Select and apply soil amendments, fertilizer, and seed as required
by the Public Works to scarified surface prior to installation of the RECP
(Types 1A-3A and Types 2A-2B). For Type 3B, the contractor will
additionally seed and uniformly soil fill (.5 inches) with live soil on top of the
mat. Successful preparation of the seedbed will result in 50 to 75 mm (2 to
3 in) of live soil. . The Public Works has final determination of whether or
not the soil is “live.” If insitu soil is not “live”, “live” soil will be imported as
approved by the Public Works.
D. Construct 150 x 300 mm (6 in x 12 in) anchor trench at upgrade end of
installation to inhibit undermining from stray surface water. Excavate 150 x
150 mm (6 in x 6 in) check slots at 7.6 to 9.1 meter (25 to 30 feet) intervals
along length of channel. At the Public Works’ discretion, excavated check
slots may be replaced by a double row of staples offset by 6 inches and
placed on 1 ft centers. Cut longitudinal anchor slots 150 x 150 mm (6 in x 6
in) at top of each side slope. The aforementioned dimensions are
minimums and the dimensions detailed on the drawings will control.
CITY OF SCHERTZ
STANDARD SPECIFICATION EROSION CONTROL MATTING
02926 - 8
March 31, 2011
3.02 INSTALLATION – ECBS and TRMs
A. The following installation details are the minimums required. The
installation details noted in the drawings will control the RECP installation.
1. Install the RECP at elevation and alignment indicated.
2. Beginning at downstream end in center of channel, place initial end
of first roll of RECP in anchor trench and secure with ground anchor
devices at 300 mm (12 in) intervals.
3. Position adjacent rolls in anchor trench in same manner, overlapping
proceeding roll minimum 75 mm (3 in).
4. Secure the RECP at 300 mm (12 in) intervals along the trench,
backfill and compact with specified soil or as directed by Public
Works.
5. Unroll center strip of RECP upstream over compacted trench. Stop
at next check slot or terminal anchor trench. Unroll adjacent rolls of
RECPs upstream in similar fashion, maintaining 75 mm (3 in)
overlap.
6. Fold and secure the RECP snugly into transverse check slots. Lay
material in bottom of slot, and then fold it back against itself as
indicated. Anchor through both layers of RECP at 300 mm (12 in)
intervals. Backfill with soil and compact. Continue unrolling the
RECP widths upstream over compacted slot to next check slot or
terminal anchor trench.
7. Secure RECP to channel bottom with ground anchoring devices at a
frequency of 3 anchors per square meter (2 ½ anchors per square
yard). Anchors should be a minimum of 8 gauge and 200 mm (8 in)
in length or so that they have sufficient ground penetration to resist
pullout. Increased anchoring frequency may be required if site
conditions are such that the Public Works determines it necessary.
8. At the discretion of the Public Works, certain TRM’s can be soil filled
to improve vegetative establishment and performance. If specified in
the project plans or specifications, after seeding, spread and lightly
rake ½” of fine topsoil into the TRM. Smooth soil fill in order to just
expose top of TRM. Do not place excessive soil above mat.
9. At the Public Works’ discretion a manufacturer’s designated
representative shall be on site for installation assistance.
CITY OF SCHERTZ
STANDARD SPECIFICATION EROSION CONTROL MATTING
02926 - 9
March 31, 2011
10. Any installation of angular placement, overlapping around curves, or
modified placement methods must be detailed on the construction
drawings.
11. Public Works must approve alternate installation methods prior to
execution.
3.03 Irrigation, Mowing and Project Acceptance
A. Prior to project acceptance by the Public Works, it shall be the responsibility
of the contractor to establish a minimum of 70% of the area seeded shall be
covered with the specified vegetation with no bare or dead spots greater
than 10 square feet. The contractor shall be responsible to set up and
maintain temporary irrigation, as required, to assist in establishment of
vegetation.
B. All areas that erode prior to project acceptance shall be repaired at the
expense of the contractor including necessary reseeding, watering, and
repair of the RECP.
C. Seeded areas shall not be mowed prior to establishment of 70% vegetative
density and a minimum grass growth of 3 inches. Mower height shall not be
set lower than 3 inches. Throughout the duration of the project, the
contractor shall be responsible for mowing to facilitate growth and shall not
let the vegetation in the seeded areas exceed 18”. In addition, the
D. Contractor shall water all grassed areas as often as necessary to establish
satisfactory growth and to maintain its growth throughout the duration of the
project.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION PAVEMENT REPAIR AND RESURFACING
02951-1
March 31, 2011
SECTION 02951
PAVEMENT REPAIR AND RESURFACING
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Repairing and resurfacing streets, highways, driveways, sidewalks, and
other pavements that have been cut, broken, or otherwise damaged
during construction.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for pavement repair and
resurfacing under this Section. Payment will be in accordance with
Measurement and Payment for work as required in appropriate
sections.
2. Refer to Section 01270 - Measurement and Payment for other unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this section is included in total Stipulated Price.
PART 2 PRODUCTS
2.01 MATERIALS
A. Subgrade:
1. Provide backfill material as required by applicable excavation and fill
sections (Sections 02315 through 02319) and Section 02330 -
Embankment.
B. Base: Provide base material as required by applicable portions of Section
02711 - Hot Mix Asphaltic Base Course, Section 02712 - Cement
Stabilized Base Course, and Section 02713 – Flexible Base.
C. Pavement: Provide paving materials as required by applicable portions
of Section 02741 - Asphaltic Concrete Pavement, Section 02751-
Concrete Paving, Section 02754 - Concrete Driveways, and Section
02771 - Curb, Curb and Gutter, and Headers, and Section 02775 -
Concrete Sidewalks.
CITY OF SCHERTZ
STANDARD SPECIFICATION PAVEMENT REPAIR AND RESURFACING
02951-2
March 31, 2011
PART 3 EXECUTION
3.01 PREPARATION
A. Notify City prior to commencement of excavation in pavement for which an
Excavation in Public Way permits has been obtained. Follow directions
contained in the permit.
B. Conform to requirement of Section 02221 - Removing Existing
Pavements and Structures, for removals.
C. Saw cut pavement 18-In. wider than width of trench needed to install
utilities unless otherwise indicated on Drawings.
D. When removing pavement to existing deformed metal strip (i.e. dummy
joint), saw cut pavement minimum 2-In. deep on opposite side of
deformed metal strip. Place saw joint far enough behind deformed metal
strip to obtain continuously straight joint. Remove damaged portion of
deformed metal strip as required to provide proper joint. Saw cut and
remove metal strip before placement of new concrete pavement.
E. Protect edges of existing pavement to remain from damage during
removals, utility placement, backfill, and paving operations. For
concrete pavement, protect undisturbed subgrade that is to remain to
support replacement slab.
F. Dowel in existing pavement where no reinforcement is found or is broken
due to construction activities. Unless otherwise directed by Public Works,
provide No. 6 bars 24-In. long, drilled and embedded 8-In. into center of
existing slab with 'PO-ROC' epoxy grout or approved equal. Space dowels
to match new pavement reinforcement spacing.
G. Provide transitional paving and earthwork as required to tie proposed
pavement to existing pavement when unable to dowel new pavement
into existing pavement.
3.02 INSTALLATION
A. Parking Areas, Service Drives, Driveways, and Sidewalks: Replace with
material equal to or better than existing or as indicated on Drawings.
Conform to applicable requirements of sections referenced in Paragraph
2.01, Materials.
B. Street Pavements and Curbs, Curbs and Gutters: Replace subgrade,
base, and surface course with like materials or as indicated on Drawings
and City of Schertz Standard Detail 02951.01. Curbs and curbs and
CITY OF SCHERTZ
STANDARD SPECIFICATION PAVEMENT REPAIR AND RESURFACING
02951-3
March 31, 2011
gutters shall match existing. Conform to requirements of sections
referenced in Paragraph 2.01, Materials.
C. For concrete pavement, install size and length of reinforcing steel and
pavement thickness indicated on Drawings. Place types and spacing of
joints to match existing or as indicated on Drawings.
D. Where existing pavement consists of concrete pavement with asphaltic
surfacing, resurface with minimum 2-In. depth asphaltic pavement.
E. Repair state highway and county crossings in accordance with
TxDOT permit or county requirements as appropriate and within 1
week after utility work is installed.
3.03 WASTE MATERIAL DISPOSAL
A. Dispose of waste material in accordance with requirements of Section
01576 – Waste Material Disposal.
3.04 PROTECTION
A. Maintain pavement in good condition until completion of work.
B. Replace pavement damaged by Contractor's operations at no cost to City.
END OF SECTION
CITY OF SCHERTZ CONCRETE FORMWORK
STANDARD SPECIFICAION
03100 - 1
March 31, 2011
SECTION 03100
CONCRETE FORMWORK
PART 1 GENERAL
1.01 SCOPE
Includes furnishing all materials, equipment, transportation and facilities,
and performing all labor necessary for constructing Concrete Formwork.
1.02 SUBMITTALS
A. Construction Joints. Submit diagram for proposed construction joints not
shown on the Drawings prior to or concurrent with reinforcing bar shop
drawings.
B. Form Ties-Tapered Through Bolts. Proposed method of sealing form tie
hole; coordinate with details shown.
PART 2 PRODUCTS
2.01 MATERIALS
A. Forms
1. Wood forms for unexposed concrete surfaces shall be built of No. 2
Common Southern Yellow Pine Lumber or other material of equal
qualifications (subject to the checking of the OWNER) of sufficient
thickness to be capable of sustaining the loads to be imposed
thereon, dressed to uniformly smooth contact surfaces, and so
constructed as to be readily removable.
2. Wood forms for all slabs shall be faced with presanded High
Density Overlay (HDO) concrete form plywood, equivalent to
Simpson A-Matte or Regular Formguard or better. All joints shall
be caulked.
3. Wood forms for other exposed concrete surfaces shall be
constructed of Commercial Standard Douglas Fir, moisture-
resistant, concrete form plywood, not less than five (5) ply, and at
least nine-sixteenths inch (9/16") thick, with one (1) smooth face.
B. Form Ties
CITY OF SCHERTZ CONCRETE FORMWORK
STANDARD SPECIFICAION
03100 - 2
March 31, 2011
1. Form ties for exposed concrete surfaces shall be manufactured to
allow a positive break back of no less than one inch (1") inside the
concrete surface. Ties shall be equipped with a plastic cone of not
less than five-eighths inch (5/8") diameter and one inch (1") long
which will completely cover the hole and prevent the leakage of any
mortar.
2. Form ties for unexposed surfaces shall be bolt rods or patented
devices having a minimum tensile strength of three thousand
(3,000) pounds when fully assembled. Ties shall be adjustable in
length and free of lugs, cones, washers or other features which
would leave a hole larger than seven-eighths inch (7/8") in
diameter, or depressions back of the exposed surface of the
concrete. Ties shall be of such construction that, when the forms
are removed, there will be no metal remaining within one inch (1")
of the finished surface of the concrete.
C. Form Oil. Nonstaining, free of kerosene oils, waxes or resins, L&M
Construction Chemical "DEBOND" or Non-Crete Chemicals "Chemical
Form release".
D. Corner Chamfer. 3/4 inch polyvinyl chloride form strip equal to CSF type
as manufactured by Burke Concrete Accessories, Inc.
E. Carton Forms. Shall be one of the following types or an approved equal:
1. Voidco Fiberboard Void Forms
2. Savway Carton Forms
F. Form Sealer
1. Surface sealer that will not bond with, stain, or adversely affect
concrete surfaces, and will not impair subsequent treatments of
concrete surfaces when applied to most forms or form liners. A
ready-to-use water based material formulated to reduce or
eliminate surface imperfections, containing no mineral oil or organic
solvents. Environmentally safe, meeting local, state, and federal
regulations.
2. Manufacturer: Master Builders, Inc., Rheofinish.
2.02 FORM TOLERANCES
CITY OF SCHERTZ CONCRETE FORMWORK
STANDARD SPECIFICAION
03100 - 3
March 31, 2011
A. General: Surface, design, and construct forms in accordance with
applicable portions of ACI 347-89 and ACI 318-89 and the following
tolerances for finishes specified.
B. Wall Tolerances
1. Straight Vertical or Horizontal Wall Surface. Flat planes with
tolerance specified.
2. Surface Finish. As specified in Section "Structural Concrete."
3. Wall Type W-A.
a. Plumb with 1/4 inch in 10 feet or within 1 inch in entire height
from top to bottom for walls over 40 feet high.
b. Depressions in Wall Surface. Maximum 5/16 inch when 10-
foot straightedge is placed on high points in all directions or at any
location.
c. Wall Thicknesses. Maximum 1/4 inch minus or 1/2 inch plus
from dimensions shown.
4. Wall Type W-B.
a. Plumb within 1/8 inch in 10 feet or within 1/2 inch in entire
height from top to bottom for walls over 40 feet high.
b. Depressions in Wall Surface. Maximum 1/8 inch when 10-
foot straightedge is placed on high points in all directions or at any
location.
c. Wall Thicknesses. Maximum 1/4 inch minus or 1/2 inch plus
from dimensions shown.
C. Slab Tolerances.
1. Exposed Slab Surfaces. Comprise of flat planes as required within
tolerances specified.
2. Slab Finish Tolerances and Slope Tolerances. Crowns on floor
surface not to be too high as to prevent 10-foot straightedge from
resting on end blocks, nor low spots that allow a block of twice the
tolerance in thickness to pass under the supported 10-foot
straightedge.
CITY OF SCHERTZ CONCRETE FORMWORK
STANDARD SPECIFICAION
03100 - 4
March 31, 2011
3. Slab Type S-A. Steel gauge block 5/16-inch thick.
4. Slab Type S-B. Steel gauge block 1/8-inch thick.
5. Slab Type S-A and S-B.
a. Finish Slab Elevation. Slabs designed to slope to floor drain
and gutter will adequately drain regardless of tolerances.
b. Thickness. Maximum 1/4 inch minus or 1/2 inch plus from
thickness shown, except where thickness tolerance will not affect
slope, drainage, or slab elevation.
D. Beams and Columns Tolerances.
1. Exposed Straight Horizontal and Vertical Surfaces. Flat planes
within tolerances specified.
2. Beam Type B-A.
a. Physical Dimensions. Maximum 1/4 inch minus or 1/2 inch
plus from dimension shown.
b. Elevations. Within 1/2 inch plus or minus except where tops
of beams become part of finished slab. In this case refer to slab
tolerances.
3. Column Type C-A.
a. Physical Dimensions. Maximum 1/4 inch minus or 1/2 inch
plus from dimension shown.
b. Plumb within 1/4 inch in 10 feet in all directions with
maximum 1/2 inch out-of-plumb at top with respect to bottom.
PART 3 EXECUTION
3.01 MATERIAL STORAGE
Form lumber shall be delivered to the job site as far in advance of its use as is
practical, and shall be carefully stacked clear of the ground in such a manner as
to facilitate air-drying.
3.02 GENERAL
CITY OF SCHERTZ CONCRETE FORMWORK
STANDARD SPECIFICAION
03100 - 5
March 31, 2011
A. The design and engineering of the formwork, as well as its construction,
shall be the responsibility of the CONTRACTOR. Formwork tolerances
shall conform to ACI 301.
B. All concrete members shall be adequately shored to safely support all
loads and lateral pressures outlined in "Recommended Practice for
Concrete Formwork" (ACI 347) without distortion, excessive deflection or
other damage.
C. All necessary forms, centering, shores and molds shall be built to conform
to the shapes, lines and dimensions of the various members of concrete
construction, as shown or scheduled on the Drawings. They shall be
sufficiently tight and so substantially assembled as to prevent bulging, or
the leakage of mortar. All forms shall be assembled to facilitate their
removal without damage to the concrete.
D. Provide temporary openings at the bottom of walls, columns, and
elsewhere as required to facilitate cleaning, drainage and observation.
E. Construct forms with such care as to produce concrete surfaces which will
not have unsightly or objectionable form marks in exposed concrete
surfaces. Lumber once used as forms shall have all contact surfaces
thoroughly cleaned before reuse.
3.03 FORM TIES
Form ties shall be employed in such places and at such intervals as to
securely hold the forms in position during the placing of concrete, and to
withstand the weight and pressure of the wet concrete. Ties of a type
intended to be entirely removed shall be coated with an acceptable
lubricant to safeguard against damaging the concrete during such
removal. The use of wire ties will not be permitted.
3.04 WOOD STRIPS, BLOCKING AND MOLDINGS
Place in the forms wood strips, blocking, moldings, nailers, etc., as
required to produce the finished profiles and surfaces shown on the
Drawings and to provide nailing for wood members or other features
required to be attached to concrete surfaces in such manner. Coat wood
strips, blocking, and molding with form oil.
3.05 CHAMFERS
All exposed external angles of concrete members shall have 3/4" chamfer
strips placed in the forms to relieve the angles.
CITY OF SCHERTZ CONCRETE FORMWORK
STANDARD SPECIFICAION
03100 - 6
March 31, 2011
3.06 FORM COATING
Coat the contact surfaces of all wood forms, before placing any metal
reinforcement, with form oil.
3.07 CONSTRUCTION JOINTS
A. Except as otherwise specifically indicated on the Drawings, each pier,
column, beam, wall and slab shall be considered as a single unit of
operation, and all concrete for the same shall be placed continuously in
order that such unit will be monolithic in construction. Should construction
joints prove to be absolutely unavoidable, the same shall be located at or
near the midpoints of spans.
B. Additional construction joints shall not be made under any circumstances
without the written authorization of the OWNER. All construction joints
must be either plumb or level. Provide appropriate keys in all construction
joints, whether horizontal or vertical.
3.08 WALLS
Construct concrete walls to the heights, thicknesses and profiles shown on
the Drawings. Provide temporary openings at the bottom of all wall forms
to facilitate cleaning and observation. Close such openings securely
immediately in advance of pouring concrete in the wall forms. Provide
appropriate keys and haunches in walls to receive edges of concrete
floors.
3.09 COLUMNS
Columns shall be of the sizes and shapes shown on the Drawings.
Provide temporary openings at the bottom of all column forms to facilitate
cleaning and observation, and close the same securely before placement
of concrete.
3.10 BEAMS AND JOISTS
A. Concrete beams and joists shall be of sizes and shapes as shown.
B. Joists forms may be reconditioned and reused if they meet all other
specification requirements.
3.11 SLABS
A. Form all openings in concrete slabs as required for the vertical passage of
ducts, pipes, conduits, etc.
CITY OF SCHERTZ CONCRETE FORMWORK
STANDARD SPECIFICAION
03100 - 7
March 31, 2011
B. All structurally supported concrete slabs shall be poured, on wood
or metal forms, to the required thicknesses as indicated or
scheduled.
3.12 MISCELLANEOUS
A. Construct forms for any and all items for concrete work required for
or in connection with the satisfactory completion of the project,
whether each such item is specifically shown or referred to or not.
B. Do not sleeve any columns or beams unless such sleeves are
indicated on the structural drawings.
3.13 REMOVAL OF FORMS
A. Forms shall not be removed until the concrete has adequately
hardened and set. Clamps or tie rods may be loosened twenty-four
(24) hours after the concrete is placed; ties, except for a sufficient
number to hold the forms in place, may be removed at that time.
B. Through-wall ties that are to be wholly width drawn shall be pulled
toward the inside face of the respective wall or beam. Cutting ties
back from the face of the concrete will not be permitted, and care
shall be exercised to avoid spoiling concrete surfaces.
C. Formwork for beam soffits and slabs and other parts that support
the weight of concrete shall remain in place until the concrete has
reached 75% of it s specified 28 calendar day strength, unless
otherwise specified or permitted.
D. When reshoring is permitted or required, the operations shall be
planned in advance and shall be subject to review by the OWNER.
Reshoring shall comply with ACI 301, "Specifications for Structural
Concrete for Buildings".
E. Under normal conditions, the minimum period of time to be allowed
to elapse before forms may be removed shall be as indicated in the
table below, but its observance shall not operate to relieve the
CONTRACTOR of the responsibility for the safety of the structure.
Temperature Above 60F 50 to 60F 40 to 50F Less than 40F
Side Forms of Beams &
Walls
3 Days 5 Days 7 Days See Note
Bottom Forms of Slabs 7 Days 7 Days 10 Days See Note
CITY OF SCHERTZ CONCRETE FORMWORK
STANDARD SPECIFICAION
03100 - 8
March 31, 2011
NOTE: When temperatures below forty (40) degrees Fahrenheit prevails, the forms shall
remain in place an additional period equal to the time the structure has been
exposed to such lower temperature.
END OF SECTION
CITY Of SCHERTZ
STANDARD SPECIFICATION CONCRETE REINFORCEMENT
03200 - 1
March 31, 2011
SECTION 03200
CONCRETE REINFORCEMENT
PART 1 GENERAL:
1.01 SECTION INCLUDES
A. This section includes furnishing all materials, equipment, transportation and
facilities, and performing all labor necessary for preparation and submittal of
shop drawings, and furnishing and placing reinforcing steel.
1.02 SUBMITTALS:
A. Shop Drawings.
1. Prepare in accordance with CRSI Manual of Standard Practice
(MSP-2-01) and ACI Detailing Manual (SP-66) latest revision:
a. Bending lists.
b. Placing drawings.
2. Shop drawings showing weld splice, Cadweld splice, and/or
mechanical threaded splice where required or where proposed.
3. Welded Wire Fabric. Furnish detailed shop drawings if proposed to
use minimum yield strength of 75 ksi in lieu of ASTM A615
reinforcing bars, or 60 ksi panels meeting ASTM A185 or A497 and
ACI 318, latest revisions.
B. Quality Control Submittals.
1. Mechanical Threaded Connections.
a. Provide verification that device threads have been checked
and meet all requirements for thread quality, in accordance with
manufacturer’s published methods.
2. Mill Test Reports. Certified copies, evidencing compliance with the
requirements of these Specifications, shall be delivered to the
OWNER with all deliveries of reinforcing steel.
1.03 DELIVERY, STORAGE, AND HANDLING:
CITY Of SCHERTZ
STANDARD SPECIFICATION CONCRETE REINFORCEMENT
03200 - 2
March 31, 2011
Unloading, storing and handling bars on the job shall meet CRSI publication
“Placing Reinforcing Bars”, and the following:
A. Deliver steel with suitable hauling and handling equipment.
B. Tag steel for easy identification.
C. Store to prevent contact with the ground.
PART 2 PRODUCTS:
2.01 DEFORMED BILLET-STEEL REINFORCING BARS:
A. Meet ASTM A615, Grade 60, including Supplemental Requirements S1
where welding is not required, or meet ASTM A706, Grade 60, including
Supplemental Requirements for reinforcing to be welded.
B. Stirrups and Column Ties. Grade 40 bars.
2.02 SPLICES AND MECHANICAL CONNECTIONS:
A. Metal Sleeve. If used for splice, provide with cast filler metal, capable of
developing in tension or compression 100 percent of specified minimum
tensile strength of the bar, as manufactured by:
1. Erico Products, Inc., Cleveland, OH, Cadweld T-Series.
2. Or equal.
B. Mechanical Threaded Connections. Metal coupling sleeve for use on
splicing reinforcing in secondary members or in areas of low stress with
internal threads which engage threaded ends of bars to be spliced, and
develops in tension or compression 125 percent of the specified yield
strength of the bar, as manufacture by:
1. Erico Products, Inc., Cleveland, OH, Lenton Reinforcing Steel
Couplers.
2. Richmond Screw Anchor Co., Inc., Fort Worth, TX, Richmond DB-
SAE Dowel Bar Splicers.
2.03 WELDED WIRE FABRIC FOR SINGLE LAYER REINFORCED SLAB ON GRADE
APPLICATIONS:
A. Wide spaced standard, flat sheets, structural welded wire fabric, with same
steel area as bars shown.
CITY Of SCHERTZ
STANDARD SPECIFICATION CONCRETE REINFORCEMENT
03200 - 3
March 31, 2011
B. Minimum yield strength of 75 ksi may be provided in lieu of ASTM A615
reinforcing bars, or 60 ksi, provided panels meet ASTM A185 or A497 and
ACI 318, latest revisions, and if approved on submittal as specified.
C. Manufacturer:
1. Davis Walker Corp.
2. Or equal.
2.04 ACCESSORIES:
A. Tie Wire.
1. 16-gauge, black, soft-annealed wire where tie wire is not closer than
1 inch from surface of wall after tying in place.
2. Provide nylon-, epoxy-, or plastic-coated tie wire to fasten non-coated
reinforcing steel, unless tie wire is bent to maintain a minimum of 1
inch from surface of wall.
B. Bar Support and Spacers.
1. Precast concrete bar supports, cementitious fiber-reinforced bar
supports, or all-plastic bar supports and side form spacers meeting
the requirements of the CRSI 1988 Supplement to Manual of
Standard Practice, 24th Edition, 1986. Other types of supports or
spacers shall not be used.
2. In Beams, Columns, Walls, and Slabs Exposed to View After
Stripping. Small rectangular concrete blocks made up of same color
and same strength as concrete being placed around them or all-
plastic bar supports and side form spacers.
3. Coat wire projecting from precast concrete bar supports with
dielectric material, epoxy, or plastic.
4. Provide precast concrete supports for reinforcing in concrete placed
on grade.
PART 3 EXECUTION:
3.01 GENERAL:
A. Meet requirement in a manual titled, “Placing Reinforcing Bars”, published
by Concrete Reinforcing Steel Institute (CRSI).
CITY Of SCHERTZ
STANDARD SPECIFICATION CONCRETE REINFORCEMENT
03200 - 4
March 31, 2011
B. Bend all bars cold.
C. Notify OWNER when reinforcing is ready for inspection and allow sufficient
time for this inspection prior to placing concrete.
3.02 PLACING REINFORCING STEEL:
A. Clean metal reinforcement of any loose mill scale, oil, earth, and other
contaminants.
B. Bundle or space bars as approved on shop drawings, instead of bending
where construction access through reinforcing is necessary.
C. Install in accordance with approved shop drawings.
D. Protection, Spacing and Positioning. Conform with reviewed placing
drawings, design drawings, and current edition of the ACI Standard Building
Code Requirements for Reinforced Concrete (ACI 318).
E. Location Tolerances. Meet current edition of "Placing Reinforcing Bars",
published by Concrete Reinforcing Steel Institute and the Details and Notes
on the Drawings.
F. Splicing.
1. As shown and as specified in current edition of ACI 318.
2. Use lap splices unless otherwise shown or permitted in writing by
OWNER.
3. Welded Splices. Accomplish by full penetration groove welds as
specified to develop at least 125 percent of specified yield strength of
the bar.
4. As an alternative, perform splices using metal sleeve as specified.
5. Stagger splices in adjacent bars.
G. Tying Deformed Reinforcing Bars.
1. Meet current edition of "Placing Reinforcing Bars", published by
Concrete Reinforcing Steel Institute and the Details and Notes on the
Drawings.
2. Tie every other intersection on mats made up of #3-#4-#5-#6 in such
a manner to hold bars at required spacing.
CITY Of SCHERTZ
STANDARD SPECIFICATION CONCRETE REINFORCEMENT
03200 - 5
March 31, 2011
3. All non-coated tie wire shall be bent to prevent the tie wire from being
closer than 1 inch from the surface of the concrete. Wire that is
found to be close after the pour shall be chipped out to a depth of 3/4
inch, cut off, and the hole patched.
H. Reinforcement Around Openings.
1. Place an equivalent area of steel around pipe or opening and extend
on each side sufficiently to develop bond in each bar.
2. Refer to Details on Drawings for bar extension length of each side of
opening.
3. Where welded wire fabric is used, provide extra reinforcing using
fabric or deformed bars.
I. Welding Requirement.
1. Do not perform any welding unless required submittal is approved as
specified.
2. Meet ASTM A706. Do not weld other bars.
3.03 PLACING WELDED WIRE FABRIC:
A. Extend fabric to within 2 inches of edges of slab, and lap splices at least 1-
1/2 courses of fabric or minimum 8 inches.
B. Tie laps and splices securely at ends and at least every 24 inches with 16-
gauge black annealed steel wire.
C. Place welded wire fabric on concrete blocks at proper distance above
bottom of slab and rigidly support equal to that furnished for typical
deformed bar reinforced steel.
D. Meet current ACI 318 and current Manual of Standard Practice, Welded
Wire Fabric, by the Wire Reinforcement Institute regarding placement,
bends, laps and other requirements.
E. Do not use fabric that has been rolled. Install flat sheets only.
3.04 FIELD BENDING:
A. Straightening and Re-bending. Do not straighten or re-bend metal
reinforcement. Field bending of reinforcing steel bars is not permitted.
CITY Of SCHERTZ
STANDARD SPECIFICATION CONCRETE REINFORCEMENT
03200 - 6
March 31, 2011
B. Unless permitted by OWNER, do not cut reinforcing bars in the field.
3.05 MECHANICAL SPLICES AND CONNECTIONS:
A. Use only in areas specifically approved in writing by the OWNER.
B. Install as required by manufacturer.
C. Carefully inspect each splice and verify that each component meets
manufacturer's requirements.
D. Maintain minimum edge distance and concrete cover.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE
03300-1
March 31, 2011
SECTION 03300
CAST-IN-PLACE CONCRETE
PART 1 GENERAL:
1.01 SECTION INCLUDES
A. The work included in this section encompasses all cast-in-place concrete
structures, such as manhole bases, storm water inlets, junction boxes,
headwalls and other miscellaneous structures as may be required.
Specifically, this work is comprised of all labor, equipment, tools, materials,
and supervision necessary to complete all cast-in-place concrete structures
in accordance with the Plans or herein specified, including concrete
finishing, patching, grouting, crack repair, installation of all embedments,
concrete curing, and sealing of joints in liquid containing structures.
1.02 REFERENCE STANDARDS:
A. Except as modified herein, concrete work shall conform to the requirements
of ACI 318, latest revision.
1.03 SOURCE QUALITY CONTROL:
A. Code Requirements. Unless otherwise specified herein or shown on the
Plans, all work shall conform to the applicable requirements of the Uniform
Building Code, latest edition.
1.04 SUBMITTALS:
A. At least 30 days before any class of concrete is to be placed, the
CONTRACTOR shall submit for approval by the ENGINEER, mix designs
for each proposed mix. All mixes are to be made by testing laboratory,
approved by the OWNER.
PART 2 PRODUCTS:
2.01 PORTLAND CEMENT:
A. Portland cement shall be the domestic standard brand conforming to the
requirements of ASTM C150, Type I. It shall be tested in accordance with
the provisions of ASTM C150 with a tensile strength test conducted at
seven days. It shall be tested at a frequency of one test for every 250
barrels of cement.
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE
03300-2
March 31, 2011
2.02 AGGREGATES:
A. Stone aggregates shall be furnished from approved pits that are free from
opaline, chert, feldspar, mica, siliceous magnesium limestone or other
deleterious or reactive substances and shall conform to the requirements of
ASTM C33. Fine aggregates shall pass a #4 sieve. Other requirements
include:
1. Coarse aggregates shall be clean, hard, fine-grained crushed rock or
washed gravel.
2. Aggregate shall be tested in accordance with the following standards
presented in Table 1.
Table 1 Aggregate Testing Standards
Test Standard
Reference
Performance Requirement
Sieve Analysis ASTM C136
Organic Impurities ASTM C40 Fine aggregate shall not develop a color that is darker
than the reference color.
Soundness ASTM C88 Loss from 5 cycles shall not exceed 18% for coarse
aggregate or 10% for fine aggregate.
Abrasion of Concrete
Aggregate
ASTM C131 Loss after 100 revolutions shall not exceed 10-1/2%;
loss after 500 revolutions shall not exceed 42%.
Deleterious Materials ASTM C33
Material finer than No.
200 Sieve
ASTM C117 Shall not exceed 1% for gravel or 1.5% for crushed
aggregate per ASTM C33.
Reactivity Potential ASTM C289 Ratio of silica released to reduction in alkalinity shall
not exceed 1.0.
B. Aggregate shall be tested once for every 100 cubic yards of batched
concrete.
C. All sampling and testing shall be performed by an OWNER approved testing
laboratory at the expense of the CONTRACTOR (to be covered by the
Testing Allowance, reference Section 01400). Additional costs caused by
re-testing or re-inspection that result from faulty materials or workmanship
shall be borne by the CONTRACTOR.
2.03 CONCRETE MIXES:
A. The CONTRACTOR shall mix, place, and cure concrete that shall be of 145
pounds per cubic foot, nominal density, and that complies with the class
characteristics shown in table 2.
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE
03300-3
March 31, 2011
Table 2 Class Characteristics of Concrete
Minimum
Compressive Strength
after 28 days
Maximum Water-
Cement Ratio
Slump Range
in Inches
Min./Max. Sacks of
Cement per cubic
yard
A 3,000 7.0 2 - 5 5.0
B 2,500 8.0 2 - 5 4.5
C 2,000 9.0 1 - 4 4.0
D 1,000 11.0 1 - 4 2.0
G as specified on Plans 5.50 2 - 3 6.0 / 8.0
B. Concrete shall be ready-mixed, supplied from an off-site commercial ready
mix plant approved by the OWNER. Each load will be accompanied by a
bonded weightmaster's certificate listing the quantity of each concrete
ingredient, admixture quantity, water content, slump, and time of loading
and departure from the ready mix plant.
C. Unless otherwise approved in advance of batching, all concrete of a single
design mix for any one day's placement shall be from a single batch plant of
a single supplier.
D. Ready mix concrete shall not be held in the mixer for more than 90 minutes
after the time water is added. Concrete shall not be delivered to the job site
with the total specified amount of water already added. The
CONTRACTOR shall withhold 2-1/2 gallons of water per cubic yard at the
batch plant, so that it may be added at the job site prior to discharge from
the mixer truck. Adding water at the job site shall be done under the
supervision of the OWNER.
E, The amount of water added at the job site shall be carefully adjusted so as
not to exceed the maximum slumps or water cement ratios specified in
Table 2. Consistency shall be measured in accordance with ASTM C143.
Concrete that exceeds the maximum slump shall be rejected.
2.04 ADMIXTURES:
A. Admixtures used on this project will all come from one manufacturer.
Admixtures used in combination shall be physically and chemically
compatible and shall be so certified by each admix manufacturer and by the
testing laboratory that prepared the mix designs.
B. In all Class A concrete and, at the CONTRACTOR'S option, in all Class B
concrete, in amounts recommended by the manufacturer, as approved by
the ENGINEER, the CONTRACTOR may use water-reducing, retarding
chemical admixture conforming to ASTM C 494, Type D. The admixture
shall provide the following:
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE
03300-4
March 31, 2011
1. Decrease drying shrinkage.
2. Increase compressive strength at all ages up to 5 years.
3. Increase flexural strength.
4. The water cement ratio and required strengths shall be maintained
as scheduled.
5. There shall be no loss of workability resulting from a reduction in
slump.
C. Use air entrainment additive conforming to ASTM C260 as approved by the
ENGINEER. Concrete subject to freezing and thawing after curing, shall
contain air entrainment in accordance with ACI 318 and ACI 301, latest
edition.
D. At the CONTRACTOR's option, as approved by the ENGINEER, the
CONTRACTOR may use a high range water reducing admixture
(superplasticizer) conforming to ASTM C494 to increase workability.
2.05 EXPANSION JOINT MATERIAL:
A. Expansion joint material shall be type I, preformed sponge neoprene
expansion joint filler conforming to AASHTO M153.
2.06 CONCRETE JOINT SEALANTS:
A. Concrete joints that will be immersed or intermittently immersed in water
shall be sealed with Karlee Company's "Lastex M" 100 percent solids
polyurethane sealant, Mameco International's Vulkem 227, Mameco
International's Vulkem 45, Mameco International's Vulkem 245, Hunt's Seal
Flex 227-U Special Reservoir Grade polyurethane sealant, or approved
equal.
B. The primer used prior to application of the sealant shall be that
recommended by the sealant manufacturer.
C. The back-up preformed joint filler shall consist of a closed cell polyethylene
foam or equal impervious, compatible, compressible foam material
recommended for retaining sealant depth in expansion joints while curing.
Bitumen based or oil saturated material will not be acceptable.
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE
03300-5
March 31, 2011
D. Bond breakers shall be polyethylene tape or equal as recommended by the
sealant manufacturer to prevent adherence to the backup material.
2.07 NON-SHRINK GROUT:
A. The CONTRACTOR shall use Masterflow 713, manufactured by Master
Builders, or equal nonmetallic, non-shrinking, non-staining, premixed, water
and oil resistant, high strength grout that meets or exceeds US Army Corps
of Engineer standard specification CRD-C621-80.
2.08 EPOXY ADHESIVES:
A. Epoxy adhesives used for crack repair, grouting, patching, bonding or other
uses shall be manufactured by Adhesive Engineering Company, Sika
Chemical Company, or equal. The CONTRACTOR shall use the products
of one manufacturer. Mixing products from multiple manufacturers will not
be allowed.
B. For bonding new concrete to old concrete and for grouting metal anchors,
the CONTRACTOR shall use Sika's Sikadur Hi-Mod, Adhesive Engineering
Company's Concresive 1001-LPL, or equal.
C. For patching concrete surfaces, making high strength epoxy grout or
concrete, and for grouting metal anchors use Sika's Sikadur Hi-Mod LV,
Adhesive Engineering Company's Concresive Structural Concrete Bonding
Process System, or equal.
D. For pressure injection or gravity feed grouting use Sika's Sikadur Hi-Mod
LV, Adhesive Engineering Company's Concresive Structural Concrete
Bonding Process System, or equal.
2.09 LIQUID CONCRETE CURING COMPOUND:
The curing compound shall be TLF or Clear All Resin Base by Hunt Process
Company, Burke Rez-X, or equal. It shall conform to the requirements and
provisions of ASTM C309 and shall not prove detrimental to the surface of the
concrete.
2.10 SHEET CURING MATERIALS:
Sheet curing materials shall conform to the requirements of ASTM C171 and shall
consist of waterproof paper, polyethylene film, or white burlap-polyethylene sheets.
Any sheet materials selected for use shall be non-staining.
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE
03300-6
March 31, 2011
PART 3 EXECUTION:
3.01 PREPARATION BEFORE PLACING:
A. Remove excess water from forms prior to placing concrete. Divert any flow
from washing over freshly placed concrete. Remove hardened concrete,
debris, and foreign materials from interior of forms and from inner surfaces
of mixing and conveying equipment.
B. Reinforcement and forms shall have been installed in accordance with the
provisions of Section 03100, Concrete Formwork and Section 03200,
Concrete Reinforcement. Embedded metal shall be free from old mortar,
oils, mill scale, and other encrustations or coatings that might reduce
bonding.
C. Wet wood forms sufficiently to tighten up cracks and to reduce suction and
maintain concrete workability.
D. Fine grade subgrade so that it is smooth and level. Subgrade should be
lightly dampened 24 hours in advance of placing. When aggregate fill
bases are specified, place 30 mil plastic sheeting on the base course to
retain mix fines within the mix and prevent their migration into the base
course.
E. For those surfaces to which new work is to be bonded, conform to the
requirements herein specified in paragraph 3.02, Joints in Concrete. For
abutting surfaces that are not to be bonded to new work, clean surfaces to
remove dirt and other deleterious substances which may contaminate or
interfere with the new work.
3.02 JOINTS IN CONCRETE:
A. Locate joints in concrete where shown on the Plans or otherwise approved.
B. Unless otherwise shown, all construction joints shall be provided with
keyways. Clean and roughen contact surfaces of construction joints by
removing the entire surface and exposing clean aggregate solidly
embedded in the mortar matrix. Use mechanical chipping or sandblasting,
or application of surface retarder followed by washing and scrubbing with a
stiff broom. Cover and protect all inserts from damage. The hardened
concrete shall be watered and kept wet for at least 24 hours before placing
new concrete. Just prior to placing adjoining concrete, slush face of
construction joints with 1:2 mix of cement and sand mixed to paint
consistency.
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE
03300-7
March 31, 2011
C. Expansion joints shall be used to relieve slab pressures where exterior
slabs abut structures and where slabs abut equipment pads. They shall be
provided where shown on the Plans and shall be a minimum of ½ inch in
width, unless otherwise detailed. Except where sealed joints are shown or
specified, provide expansion joint filler and joint sealer. The joint filler shall
be held down below the level of the slab at least ½ inch. Joint sealer shall
then be installed and finished flush with the slab surface.
D. The CONTRACTOR shall make concrete pours for slabs on grade and
other structural slabs in a checkerboard pattern sequence. Make concrete
pours for walls in an alternating pattern sequence between indicated
construction joints. In place concrete shall be cured at least seven days
before placing an abutting section.
3.03 PLACING CONCRETE:
A. The base slabs of inlets, junction boxes, headwalls, culverts, and other
structures shall be placed and allowed to set before the remainder of the
structure is constructed. Sidewalls shall be bonded to the base slab in
accordance with the provisions specified herein in paragraph 3.02, Joints in
Concrete.
B. The top slabs of culverts and like structures may be placed monolithically
with the walls, provided the walls are placed and allowed to set at least one
hour, but no more than two hours shall elapse between placing the concrete
in the wall and the top slab.
C. All concrete shall be placed with the aid of mechanical vibrating equipment
supplemented inside the forms. Vibrating equipment shall be of the internal
type and shall maintain a speed of 6,000 impulses per minute when
submerged in concrete. Vibrators shall be adequate in number of units to
properly consolidate all concrete. Form or surface vibrators shall not be
used. The duration of vibration shall be limited to that required to properly
consolidate the concrete without causing segregation of the aggregates in
the concrete. Insertion of vibrating equipment into lower layers of concrete
that have begun to set shall be prohibited.
D. Concrete shall not be allowed to drop freely for more than five feet in
unexposed work, nor more than three feet in exposed work. Where greater
drops are required, a tremie or other approved means shall be employed.
E. Concrete shall not be placed when the ambient temperature is less than 40
degrees F. during the first 72 hours of the curing period, polyethylene
sheeting or burlap-polyethylene blankets shall be placed in direct contact
with the concrete. When concrete is placed in temperatures above 85
CITY OF SCHERTZ
STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE
03300-8
March 31, 2011
degrees an approved retarding agent, meeting the requirements of
paragraph 2.04, Admixtures will be required in all concrete used in
superstructures and top slabs of culverts.
3.04 FORM REMOVAL:
A. Forms shall be removed only with the approval of the ENGINEER and in a
manner to ensure complete safety of the structure where the structure is supported
on shoring. Form removal from structures shall not begin until the concrete has
attained the following required compressive strengths:
1. Vertical forms shall not be removed until the concrete has set a
minimum of 24 hours and has attained a minimum compressive
strength of 500 psi.
2. When wall and top forms are placed monolithically, wall forms shall
not be removed until the concrete has attained a minimum strength
of 2,000 psi.
3. Forms for the top slab shall not be removed until the top slab has
attained a minimum compressive strength of 2,000 psi.
3.05 FINISHES:
Finishes for concrete surfaces shall comply with the following:
A. Rough Finish - Concrete for which no other finish is indicated or specified
shall have fins and rough edges removed.
B. Smooth Finish - Smooth finish shall be given to the interior of junction
boxes, inlets, culverts, and other structures indicated on the Plans. Joint
marks, fins, and rough edges shall smoothed off and blemishes shall be
removed leaving finished surfaces smooth and unmarred subject to
approval by the ENGINEER.
C. Floor Finish - Floor finish shall be given to the floors of all inlets, culverts,
and other structures, and shall be struck off true to the required grade as
shown on the Plans and floated to a smooth, even finish by manual or
mechanical methods. No coarse aggregate shall be visible after finishing.
D. Rubbed Finish - All exposed surfaces of retaining walls, wing walls,
headwalls, and other structures after patching and pointing has been
completed, and the surface has been wetted, shall be given a first rubbing
with a No. 16 carborundum stone. After the first rubbing is completed and
the ground material has been evenly spread, the material shall be allowed
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STANDARD SPECIFICATION CAST-IN-PLACE CONCRETE
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March 31, 2011
to reset. After sufficient aging, the surface shall be wetted and given a
finish rubbing with a No. 30 carborundum stone, after which the surface
shall be neatly striped with a brush and allowed to reset. On the inside
surfaces of all culvert walls an area from the top of the slab, on a line 30
degrees down from vertical, to the bottom slab shall be rubbed as specified
above.
E. Building Floor Finish. Building floor shall be given a steel trowel finish and
be sealed using “protecrete” by Advanced Concrete Technology, Inc.,
Dallas, TX “Kure-NLSeal”, by Sonneborn, Minneapolis, MN or equal.
F. The entire structure shall be left with a clear neat uniform finish, free from
markings and shall be uniform in color.
G. Sidewalk surfaces shall be given a wood float finish, a light broom finish, or
may be striped with a brush as directed by the ENGINEER or shown in the
Plans.
3.06 CURING:
A. Immediately after placing or finishing, concrete surfaces not covered by
forms shall be protected from loss of surface moisture for not less than four
curing days. When forms are left in place they shall be kept sufficiently wet
to reduce cracks in the forms and prevent the form joints from opening. If
forms are removed before four curing days have transpired, the formed
surface shall be protected for the remainder of the four day period.
Protection and curing shall be accomplished by one of the four following
methods and shall be subject to the approval of the ENGINEER:
1. Water Curing - Water curing shall be effected by covering exposed
surface with sheet curing materials. In the event white burlap-polyethylene
sheets are used, these sheets shall be previously wetted before applying,
and kept thoroughly wet during the entire curing period.
2. Liquid Curing Compound - Liquid curing compound shall be applied
in accordance with the recommendations of the manufacturer.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-1
March 31, 2011
SECTION 03315
CONCRETE FOR UTILITY CONSTRUCTION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Cast-in-place concrete work for utility construction or rehabilitation, such
as slabs on grade, small vaults, site-cast bases for pre-cast units, and in-
place liners for manhole rehabilitation.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No payment will be made for concrete for utility construction under
this Section. Include cost in applicable utility structure.
2. Obtain services of and pay for certified testing laboratory to prepare
design mixes.
3. Refer to Section 01270 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract,
payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ACI 117 - Standard Tolerances for Concrete Construction and Materials.
B. ACI 211.1 - Standard Practice for Selecting Proportions for Normal,
Heavyweight and Mass Concrete.
C. ACI 302.1R - Guide for Concrete Floor and Slab Construction.
D. ACI 304R - Guide for Measuring, Mixing, Transporting, and Placing
Concrete.
E. ACI 308 - Standard Practice for Curing Concrete.
F. ACI 309R - Guide for Consolidation of Concrete.
G. ACI 311 - Guide for Concrete Plant Inspection and Field Testing of Ready-
Mix Concrete.
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STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-2
March 31, 2011
H. ACI 315 - Details and Detailing of Concrete Reinforcement.
I. ACI 318 - Building Code Requirements for Reinforced Concrete and
Commentary.
J. ACI 544 - Guide for Specifying, Mixing, Placing, and Finishing Steel Fiber
Reinforced Concrete.
K. ASTM A 82 - Standard Specification for Steel Wire, Plain, for Concrete
Reinforcement.
L. ASTM A 185 - Standard Specification for Steel Welded Wire Fabric, Plain,
for Concrete Reinforcement.
M. ASTM A 615 - Standard Specification for Deformed and Plain Billet-Steel
Bars for Concrete Reinforcement.
N. ASTM A 767 - Standard Specifications for Zinc-Coated (Galvanized) Steel
Bars for Concrete Reinforcement.
O. ASTM A 775 - Standard Specification for Epoxy-Coated Reinforcing Steel
Bars.
P. ASTM A 820 - Standard Specification for Steel Fibers for Fiber-Reinforced
Concrete.
Q. ASTM A 884 - Specification for Epoxy-Coated Steel Wire and Welded
Wire Fabric for Reinforcement.
R. ASTM C 31 - Standard Practice for Making and Curing Concrete Test
Specimens in the Field.
S. ASTM C 33 - Standard Specification for Concrete Aggregates.
T. ASTM C 39 - Standard Test Method for Compressive Strength of
Cylindrical Concrete Specimens.
U. ASTM C 42 - Standard Test Method for Obtaining and Testing Drilled
Cores and Sawed Beams of Concrete.
V. ASTM C 94 - Standard Specification for Ready-Mixed Concrete.
W. ASTM C 138 - Standard Test Method for Unit Weight Yield and Air
Content (Gravimetric) of Concrete.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-3
March 31, 2011
X. ASTM C 143 - Standard Test Method for Slump of Hydraulic Cement
Concrete.
Y. ASTM C 150 - Standard Specification for Portland Cement.
Z. ASTM C 172 - Standard Practice for Sampling Freshly Mixed Concrete.
AA. ASTM C 173 - Standard Test Method for Air Content of Freshly Mixed
Concrete by Volumetric Method.
BB. ASTM C 231 - Standard Test Method for Air Content of Freshly Mixed
Concrete by the Pressure Method.
CC. ASTM C 260 - Standard Specification for Air-Entraining Admixtures for
Concrete.
DD. ASTM C 309 - Standard Specifications for Liquid Membrane-Forming
Compounds for Curing Concrete.
EE. ASTM C 494 - Standard Specification for Chemical Admixtures for
Concrete.
FF. ASTM C 595 - Standard Specification for Blended Hydraulic Cements.
GG. ASTM C 685 - Standard Specification for Concrete Made by Volumetric
Batching and Continuous Mixing.
HH. ASTM C 1064 - Standard Test Method for Temperature of Freshly Mixed
Portland Cement Concrete.
II. ASTM C 1077 - Standard Practice for Laboratory Testing of Concrete and
Concrete Aggregate for Use in Construction and Criteria for Laboratory
Evaluation.
JJ. CRSI MSP-1 - Manual of Standard Practice.
KK. CRSI - Placing Reinforcing Bars.
LL. Federal Specification SS-S-210A - Sealing Compound, Preformed Plastic,
for Expansion Joints and Pipe Joints
MM. NRMCA - Concrete Plant Standards.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-4
March 31, 2011
B. Submit proposed mix design and test data for each type and strength of
concrete in work.
C. Submit laboratory reports prepared by independent testing laboratory
stating that materials used comply with requirements of this Section.
D. Submit manufacturer's mill certificates for reinforcing steel. Provide
specimens for testing when required by Public Works.
E. Submit certification from concrete supplier that materials and equipment
used to produce and deliver concrete comply with this Specification.
F. When required on Drawings, submit shop drawings showing reinforcement
type, quantity, size, length, location, spacing, bending, splicing, support,
fabrication details, and other pertinent information.
G. For waterstops, submit product information sufficient to indicate
compliance with this Section, including manufacturer's descriptive
literature and specifications.
1.05 HANDLING AND STORAGE
A. Cement: Store cement off of ground in well-ventilated, weatherproof
building.
B. Aggregate: Prevent mixture of foreign materials with aggregate and
preserve gradation of aggregate.
C. Reinforcing Steel: Store reinforcing steel to protect it from mechanical
injury and formation of rust. Protect epoxy-coated steel from damage to
coating.
PART 2 PRODUCTS
2.01 CONCRETE MATERIALS
A. Cementitious Material:
1. Portland Cement: ASTM C 150, Type II, unless use of Type III is
authorized by Public Works; or ASTM C 595, Type IP. For
concrete in contact with sewage use Type II cement.
2. When aggregates are potentially reactive with alkalis in cement,
use cement not exceeding 0.6 percent alkali content in form of
Na2O + 0.658K20.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-5
March 31, 2011
B. Water: Clean, free from harmful amounts of oils, acids, alkalis, or other
deleterious substances, and meeting requirements of ASTM C 94.
C. Aggregate:
1. Coarse Aggregate: ASTM C 33. Unless otherwise indicated, use
following ASTM standard sizes: No. 357 or No. 467; No. 57 or No.
67, No. 7. Maximum size: Not larger than 1/5 of narrowest
dimension between sides of forms, nor larger than 3/4 of minimum
clear spacing between reinforcing bars.
2. Fine Aggregate: ASTM C 33.
3. Determine potential reactivity of fine and coarse aggregate in
accordance with Appendix to ASTM C 33.
D. Air Entraining Admixtures: ASTM C 260.
E. Chemical Admixtures:
1. Water Reducers: ASTM C 494, Type A.
2. Water Reducing Retarders: ASTM 494, Type D.
3. High Range Water Reducers (Superplasticizers): ASTM C 494,
Types F and G.
F. Prohibited Admixtures: Admixtures containing calcium chloride,
thiocyanate, or materials that contribute free chloride ions in excess of 0.1
percent by weight of cement.
G. Reinforcing Steel:
1. Use new billet steel bars conforming to ASTM A 615, ASTM A 767,
or ASTM A 775, grade 40 or grade 60, as shown on Drawings. Use
deformed bars except where smooth bars are specified. When
placed in work, keep steel free of dirt, scale, loose or flaky rust,
paint, oil or other harmful materials.
2. Where shown, use welded wire fabric with wire conforming to
ASTM A 185 or ASTM A 884. Supply gauge and spacing shown,
with longitudinal and transverse wires electrically welded together
at points of intersection with welds strong enough not to be broken
during handling or placing.
3. Wire: ASTM A 82. Use 16 1/2 gauge minimum for tie wire, unless
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-6
March 31, 2011
otherwise indicated.
H. Fiber:
1. Fibrillated Polypropylene Fiber:
a. Addition Rate: 1.5 pounds of fiber per cubic yard of concrete.
b. Physical Properties:
(1) Material: Polypropylene
(2) Length: ½-In. or graded
(3) Specific Gravity: 0.9l
c. Acceptable Manufacturer: W. R. Grace Company,
Fibermesh, or approved equal.
2. Steel Fiber: Comply with applicable provisions of ACI 544 and
ASTM A 820.
a. Ratio: 50 to 200 pounds of fiber per cubic yard of concrete.
b. Physical Properties
(1) Material: Steel
(2) Aspect Ratio (for fiber lengths of 0.5 to 2.5-In., length
divided by diameter or equivalent diameter): 30:1 to
100:1
(3) Specific Gravity: 7.8
(4) Tensile Strength: 40-400 ksi.
(5) Young's Modulus: 29,000 ksi
(6) Minimum Average Tensile Strength: 50,000 psi
(7) Bending Requirements: Withstand bending around
0.125-In. diameter mandrel to angle of 90 degrees, at
temperatures not less than 60 degrees F, without
breaking
I. Curing Compounds: Type 2 white-pigmented liquid membrane-forming
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-7
March 31, 2011
compounds conforming to ASTM C 309.
2.02 FORM WORK MATERIALS
A. Lumber and Plywood: Seasoned and of good quality, free from loose or
unsound knots, knot holes, twists, shakes, decay and other imperfections
which would affect strength or impair finished surface of concrete. Use
S4S lumber for facing or sheathing. Forms for bottoms of caps: At least 2-
In. (nominal) lumber or ¾-In. form plywood backed adequately to prevent
misalignment. For general use, provide lumber of 1-In. nominal thickness
or form plywood of approved thickness.
B. Form work for Exposed Concrete Indicated to Receive Rubbed Finish:
Form or form-lining surfaces free of irregularities; plywood of ¼-In.
minimum thickness, preferably oiled at mill.
C. Chamfer Strips and Similar Moldings: Redwood, cypress, or pine that will
not split when nailed and which can be maintained to true line. Use mill-
cut molding dressed on all faces.
D. Form Ties: Metal or fiberglass of approved type with tie holes not larger
than 7/8-In. in diameter. Do not use wire ties or snap ties.
E. Metal Forms: Clean and in good condition, free from dents and rust,
grease, or other foreign materials that tend to disfigure or discolor
concrete in gauge and condition capable of supporting concrete and
construction loads without significant distortion. Countersink bolt and rivet
heads on facing sides. Use only metal forms which present smooth
surface and which line up properly.
2.03 PRODUCTION METHODS
A. Use either ready-mixed concrete conforming to requirements of ASTM C
94, or concrete produced by volumetric batching and continuous mixing in
accordance with ASTM C 685.
2.04 MEASUREMENT OF MATERIALS
A. Measure dry materials by weight, except volumetric proportioning may be
used when concrete is batched and mixed in accordance with ASTM C
685.
B. Measure water and liquid admixtures by volume.
2.05 DESIGN MIX
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-8
March 31, 2011
A. Use design mixes prepared by certified testing laboratory in accordance
with ASTM C 1077 and conforming to requirements of this section.
B. Proportion concrete materials based on ACI 211.1 to comply with
durability and strength requirements of ACI 318, Chapters 4 and 5, and
this specification. Prepare mix design of Class A concrete so minimum
cementitious content is 564 pounds per cubic yard. Submit concrete mix
designs to Public Works for review.
C. Proportioning on basis of field experience or trial mixtures in accordance
with requirements at Section 5.3 of ACI 318 may be used, when approved
by Public Works.
D. Classification:
Minimum Compressive
Strength (Lbs.Sq.In.) Class Type
7-Day 28-Day
Maximum
W/C Ration
Air Content
(Percent)
Consistency
Range in
slump
(inches)
A Structural 3200 4000 0.45 4±1 2 to 4 *
B
Pipe Block
Fill, Thrust
Block
----- 3000 ---- 4±1 5 to 7
* When ASTM C 494, Type F or Type G admixture is used to increase workability, this range may be 6 to 9.
E. Add steel or polypropylene fibers only when called for on Drawings or in
another section of these Specifications.
F. Determine air content in accordance with ASTM C 138, ASTM C 173 or
ASTM C 231.
G. Use of Concrete Classes: Use classes of concrete as indicated on
Drawings and other Specifications. Use Class B for unreinforced concrete
used for plugging pipes, seal slabs, thrust blocks, trench dams, tunnel
inverts and concrete fill unless indicated otherwise. Use Class A for all
other applications.
2.06 PVC WATERSTOPS
A. Extrude from virgin polyvinyl chloride elastomer. Use no reclaimed or
scrap material. Submit waterstop manufacturer's current test reports and
manufacturer's written certification that material furnished meets or
exceeds Corps of Engineers Specification CRD-C572 and other specified
requirements.
B. Flat Strip and Center-Bulb Waterstops:
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-9
March 31, 2011
1. Thickness: not less than 3/8-In.
2. Acceptable Manufacturers:
a. Kirkhill Rubber Co., Brea, California
b. Water Seals, Inc., Chicago, Illinois
c. Progress Unlimited, Inc., New York, New York
d. Greenstreak Plastic Products Co., St. Louis, Missouri
e. Approved equal.
2.07 RESILIENT WATERSTOP
A. Resilient Waterstop: Where shown on Drawings; either bentonite- or
adhesive-type material.
B. Bentonite Waterstop:
1. Material: 75 percent bentonite, mixed with butyl rubber-hydrocarbon
containing less than 1.0 percent volatile matter, and free of
asbestos fibers or asphaltics.
2. Manufacturer's rated temperature ranges: For application, 5 to 125
degrees F; in service, -40 to 212 degrees F.
3. Cross-sectional dimensions, unexpanded waterstop: 1-In. by ¾-In.
4. Provide with adhesive backing capable of producing excellent
adhesion to concrete surfaces.
C Adhesive Waterstop:
1. Preformed plastic adhesive waterstop at least 2-In. in diameter.
2. Meets or exceeds requirements of Federal Specification SS-S-
210A.
3. Supplied wrapped completely by 2 part protective paper.
4. Submit independent laboratory tests verifying that material seals
joints in concrete against leakage when subjected to minimum of 30
psi water pressure for at least 72 hours.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-10
March 31, 2011
5. Provide primer, to be used on hardened concrete surfaces, from
same manufacturer who supplies waterstop material.
6. Acceptable Manufacturer: Synko-Flex Preformed Plastic Adhesive
Waterstop, Synko- Flex Products, Inc.; or approved equal.
PART 3 EXECUTION
3.01 FORMS AND SHORING
A. Provide mortar-tight forms sufficient in strength to prevent bulging
between supports. Set and maintain forms to lines designated such that
finished dimensions of structures are within tolerances specified in ACI
117. Construct forms to permit removal without damage to concrete.
Forms may be given slight draft to permit ease of removal. Provide
adequate clean out openings. Before placing concrete, remove
extraneous matter from within forms.
B. Install rigid shoring having no excessive settlement or deformation. Use
sound timber in shoring centering. Shim to adjust and tighten shoring with
hardwood timber wedges.
C. Design Loads for Horizontal Surfaces of Forms and Shoring: Minimum
fluid pressure, 175 pounds per cubic foot; live load, 50 pounds per square
foot. Maximum unit stresses: 125 percent of allowable stresses used for
form materials and for design of support structures.
D. Back form work with sufficient number of studs and wales to prevent
deflection.
E. Re-oil or lacquer liner on job before using. Facing may be constructed of
¾-In. plywood made with waterproof adhesive backed by adequate studs
and wales. In such cases, form lining will not be required.
F. Unless otherwise indicated, form outside corners and edges with
triangular ¾-In. chamfer strips (measured on sides).
G. Remove metal form ties to depth of at least ¾-In. from surface of concrete.
Do not burn off ties. Do not use pipe spreaders. Remove spreaders which
are separate from forms as concrete is being placed.
H. Treat facing of forms with approved form coating before concrete is
placed. When directed by Public Works, treat both sides of face forms with
coating. Apply coating before reinforcement is placed. Immediately before
concrete is placed, wet surface of forms which will come in contact with
concrete.
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STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-11
March 31, 2011
3.02 PLACING REINFORCEMENT
A. Place reinforcing steel accurately in accordance with approved Drawings.
Secure steel adequately in position in forms to prevent misalignment.
Maintain reinforcing steel in place using approved concrete and hot-dip
galvanized metal chairs and spacers. Place reinforcing steel in
accordance with CRSI Publication "Placing Reinforcing Bars." Request
inspection of reinforcing steel by Public Works and obtain acceptance
before concrete is placed.
B. Minimum spacing center-to-center of parallel bars: 2 1/2 times nominal bar
diameter. Minimum cover measured from surface of concrete to face of
reinforcing bar unless shown otherwise on Drawings: 3-In. for surfaces
cast against soil or subgrade, 2-In. for other surfaces.
C. Detail bars in accordance with ACI 315. Fabricate reinforcing steel in
accordance with CRSI Publication MSP-1, "Manual of Standard Practice."
Bend reinforcing steel to required shape while steel is cold. Excessive
irregularities in bending will be cause for rejection.
D. Do not splice bars without written approval of Public Works. Approved bar
bending schedules or placing drawings constitute written approval. Splice
and development length of bars shall conform to ACI 318, Chapters 7 and
12, and as shown on Drawings. Stagger splices or locate at points of low
tensile stress.
3.03 EMBEDDED ITEMS
A. Install conduit and piping as shown on Drawings. Accurately locate and
securely fasten conduit, piping, and other embedded items in forms.
B. Install waterstops as specified in other sections and according to
manufacturer's instructions. Securely position waterstops at joints as
indicated on Drawings. Protect waterstops from damage or displacement
during concrete placing operations.
3.04 BATCHING, MIXING AND DELIVERY OF CONCRETE
A. Measure, batch, mix, and deliver ready-mixed concrete in accordance with
ASTM C 94, Sections 8 through 11. Produce ready-mixed concrete using
automatic batching system as described in NRMCA Concrete Plant
Standards, Part 2 - Plant Control Systems.
B. Measure, mix and deliver concrete produced by volumetric batching and
continuous mixing in accordance with ASTM C 685, Sections 6 though 8.
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STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-12
March 31, 2011
C. Maintain concrete workability without segregation of material and
excessive bleeding. Obtain approval of Public Works before adjustment
and change of mix proportions.
D. Ready-mixed concrete delivered to site shall be accompanied by batch
tickets providing information required by ASTM C 94, Section 16.
Concrete produced by continuous mixing shall be accompanied by batch
tickets providing information required by ASTM C 685, Section 14.
E. When adverse weather conditions affect quality of concrete, postpone
concrete placement. Do not mix concrete when air temperature is at or
below 40 degrees F and falling. Concrete may be mixed when
temperature is 35 degrees F and rising. Take temperature readings in
shade, away from artificial heat. Protect concrete from temperatures below
32 degrees F until concrete has cured for minimum of 3 days at 70
degrees F or 5 days at 50 degrees F.
F. Clean, maintain and operate equipment so that it thoroughly mixes
material as required.
G. Hand-mix only when approved by Public Works.
3.05 PLACING CONCRETE
A. Give sufficient advance notice to Public Works (at least 24 hours prior to
commencement of operations) to permit inspection of forms, reinforcing
steel, embedded items and other preparations for placing concrete. Place
no concrete prior to Public Works approval.
B. Schedule concrete placing to permit completion of finishing operations in
daylight hours. However, when necessary to continue after daylight hours,
light site as required. When rainfall occurs after placing operations are
started, provide covering to protect work.
C. Use troughs, pipes and chutes lined with approved metal or synthetic
material in placing concrete so that concrete ingredients are not
separated. Keep chutes, troughs and pipes clean and free from coatings
of hardened concrete. Allow no aluminum material to be in contact with
concrete.
D. Limit free fall of concrete to 4-Ft. Do not deposit large quantities of
concrete at one location so that running or working concrete along forms
is required. Do not jar forms after concrete has taken initial set; do not
place strain on projecting reinforcement or anchor bolts.
E. Use tremies for placing concrete in walls and similar narrow or restricted
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-13
March 31, 2011
locations. Use tremies made in sections, or provide in several lengths, so
that outlet may be adjusted to proper height during placing operations.
F. Place concrete in continuous horizontal layers approximately 12-In. thick.
Place each layer while layer below is still plastic.
G. Compact each layer of concrete with concrete spading implements and
mechanical vibrators of approved type and adequate number for size of
placement. When immersion vibrators cannot be used, use form vibrators.
Apply vibrators to concrete immediately after depositing. Move vibrator
vertically through layer of concrete just placed and several inches into
plastic layer below. Do not penetrate or disturb layers previously placed
which have partially set. Do not use vibrators to aid lateral flow concrete.
Closely supervise consolidation to ensure uniform insertion and duration
of immersion.
H. Handling and Placing Concrete: Conform to ACI 302.1R, ACI 304R and
ACI 309R.
3.06 WATERSTOPS
A. Embed waterstops in concrete across joints as shown. Waterstops shall
be continuous for extent of joint; make splices necessary to provide
continuity in accordance with manufacturer's instructions. Support and
protect waterstops during construction operations; repair or replace
waterstops damaged during construction.
B. Install waterstops in concrete on one side of joints, leaving other side
exposed until next pour. When waterstop will remain exposed for 2 days
or more, shade and protect exposed waterstop from direct rays of sun
during entire exposure and until exposed portion of waterstop is
embedded in concrete.
C. Splicing PVC Waterstops:
1. Splice waterstops by heat-sealing adjacent waterstop sections in
accordance with manufacturer’s printed instructions.
2. Butt end-to-end joints of two identical waterstop sections may be
made in forms during placement of waterstop material.
3. Prior to placement in form work, prefabricate waterstop joints
involving more than two ends to be joined together, angle cut,
alignment change, or joining of two dissimilar waterstop sections,
allowing not less than 24-In. long strips of waterstop material
beyond joint. Upon inspection and approval by Public Works, install
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STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-14
March 31, 2011
prefabricated waterstop joint assemblies in form work, and butt-
weld ends of 24-In. strips to straight- run portions of waterstop in
forms.
D. Setting PVC Waterstops:
1. Correctly position waterstops during installation. Support and
anchor waterstops during progress of work to ensure proper
embedment in concrete and to prevent folding over of waterstop by
concrete placement. Locate symmetrical halves of waterstops
equally between concrete pours at joints, with center axis
coincident with joint openings. Thoroughly work concrete in joint
vicinity for maximum density and imperviousness.
2. Where waterstop in a vertical wall joint does not connect with any
other waterstop, and is not intended to be connected to waterstop
in future concrete placement, terminate waterstop 6-In. below top of
wall.
E. Replacement of Defective Field Joints: Replace waterstop field joints
showing evidence of misalignment, offset, porosity, cracks, bubbles,
inadequate bond or other defects with products and joints complying with
Specifications.
F. Resilient Waterstop:
1. Install resilient waterstop in accordance with manufacturer's
instructions and recommendations.
2. When requested by Public Works, provide technical assistance by
manufacturer's representative in field at no additional cost to City.
3. Use resilient waterstop only where complete confinement by
concrete is provided; do not use in expansion or contraction joints.
4. Where resilient waterstop is used in combination with PVC
waterstop, lap resilient waterstop over PVC waterstop minimum of
6-In. and place in contact with PVC waterstop. Where crossing
PVC at right angles, melt PVC ribs to form smooth joining surface.
5. At free top of walls without connecting slabs, stop resilient
waterstop and grooves (where used) 6-In. from top in vertical wall
joints.
6. Bentonite Waterstop:
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STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-15
March 31, 2011
a. Locate bentonite waterstop as near as possible to center of
joint and extend continuous around entire joint. Minimum
distance from edge of waterstop to face of member: 5-In.
b. Where thickness of concrete member to be placed on
bentonite waterstop is less than 12-In., place waterstop in
grooves at least ¾-In. deep and 1 ¼-In. wide formed or
ground into concrete. Minimum distance from edge of
waterstop placed in groove to face of member: 2.5-In.
c. Do not place bentonite waterstop when waterstop material
temperature is below 40 degrees F. Waterstop material may
be warmed so that it remains above 40 degrees F during
placement but means used to warm it shall in no way harm
material or its properties. Do not install waterstop where air
temperature falls outside manufacturer's recommended
range.
d. Place bentonite waterstop only on smooth and uniform
surfaces; grind concrete smooth when necessary to produce
satisfactory substrate, or bond waterstop to irregular
surfaces using epoxy grout which completely fills voids and
irregularities beneath waterstop material. Prior to installation,
wire brush concrete surface to remove laitance and other
substances that may interfere with bonding of epoxy.
e. In addition to adhesive backing provided with waterstop,
secure bentonite waterstop in place with concrete nails and
washers at 12-In. maximum spacing.
7. Adhesive Waterstop:
a. With wire brush thoroughly clean concrete surface on which
waterstop is to be placed and then coat with primer.
b. If surface is too rough to allow waterstop to form complete
contact, grind to form adequately smooth surface.
c. Install waterstop with top protective paper left in place.
Overlap joints between strips minimum of 1-In. and cover
back over with protective paper.
d. Do not remove protective paper until just before final form
work completion. Place concrete immediately. Time that
waterstop material is uncovered prior to concrete placement
shall be minimized and shall not exceed 24 hours.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-16
March 31, 2011
3.07 CONSTRUCTION JOINTS
A. Definitions:
1. Construction joint: Contact surface between plastic (fresh) concrete
and concrete that has attained initial set.
2. Monolithic: Manner of concrete placement to reduce or eliminate
construction joints; joints other than those indicated on Drawings
will not be permitted without written approval of Public Works.
Where so approved, make additional construction joints with details
equivalent to those indicated for joints in similar locations.
3. Preparation for Construction Joints: Roughen surface of concrete
previously placed, leaving some aggregate particles exposed.
Remove laitance and loose materials by sandblasting or high-
pressure water blasting. Keep surface wet for several hours prior to
placing of plastic concrete.
3.08 CURING
A. Comply with ACI 308. Cure by preventing loss of moisture, rapid
temperature change and mechanical injury for period of 7 curing days
when Type II or IP cement has been used and for 3 curing days when
Type III cement has been used. Start curing as soon as free water has
disappeared from concrete surface after placing and finishing. A curing
day is any calendar day in which temperature is above 50 degrees F for at
least 19 hours. Colder days may be counted when air temperature
adjacent to concrete is maintained above 50 degrees F. In continued cold
weather, when artificial heat is not provided, removal of forms and shoring
may be permitted at end of calendar days equal to twice required number
of curing days. However, leave soffit forms and shores in place until
concrete has reached specified 28 day strength, unless directed otherwise
by Public Works.
B. Cure formed surfaces not requiring rubbed-finished surface by leaving
forms in place for full curing period. Keep wood forms wet during curing
period. Add water as needed for other types of forms. Or, at Contractor's
option, forms may be removed after 2 days and curing compound applied.
C. Rubbed Finish:
1. At formed surfaces requiring rubbed finish, remove forms as soon
as practicable without damaging surface.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-17
March 31, 2011
2. After rubbed-finish operations are complete, continue curing formed
surfaces by using either approved curing/sealing compounds or
moist cotton mats until normal curing period is complete.
D. Unformed Surfaces: Cure by membrane curing compound method.
1. After concrete has received final finish and surplus water sheen has
disappeared, immediately seal surface with uniform coating of
approved curing compound, applied at rate of coverage
recommended by manufacturer or as directed by Public Works. Do
not apply less than 1 gallon per 180 square feet of area. Provide
satisfactory means to properly control and check rate of application
of compound.
2. Thoroughly agitate compound during use and apply by means of
approved mechanical power pressure sprayers equipped with
atomizing nozzles. For application on small miscellaneous items,
hand-powered spray equipment may be used. Prevent loss of
compound between nozzle and concrete surface during spraying
operations.
3. Do not apply compound to dry surface. When concrete surface has
become dry, thoroughly moisten surface immediately prior to
application. At locations where coating shows discontinuities,
pinholes or other defects, or when rain falls on newly coated
surface before film has dried sufficiently to resist damage, apply
additional coat of compound at specified rate of coverage.
3.09 REMOVAL OF FORMS AND SHORING
A. Remove forms from surfaces requiring rubbing only as rapidly as rubbing
operation progresses. Remove forms from vertical surfaces not requiring
rubbed-finish when concrete has aged for required number of curing days.
When curing compound is used, do not remove forms before 2 days after
concrete placement.
B. Leave soffit forms and shores in place until concrete has reached
specified 28-day strength, unless directed otherwise by Public Works.
3.10 DEFECTIVE WORK
A. Immediately repair defective work discovered after forms have been
removed. When concrete surface is bulged, uneven, or shows excess
honeycombing or form marks which cannot be repaired satisfactorily
through patching, remove and replace entire section.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-18
March 31, 2011
3.11 FINISHING
A. Patch honeycomb, minor defects and form tie holes in concrete surfaces
with cement mortar mixed one part cement to two parts fine aggregate.
Repair defects by cutting out unsatisfactory material and replacing with
new concrete, securely keyed and bonded to existing concrete. Finish to
make junctures between patches and existing concrete as inconspicuous
as possible. Use stiff mixture and thoroughly tamp into place. After each
patch has stiffened sufficiently to allow for greatest portion of shrinkage,
strike off mortar flush with surface.
B. Apply rubbed finish to exposed surfaces of formed concrete structures as
noted on Drawings. After pointing has set sufficiently, wet surface with
brush and perform first surface rubbing with No. 16 carborundum stone, or
approved equal. Rub sufficiently to bring surface to paste, to remove form
marks and projections, and to produce smooth, dense surface. Add
cement to form surface paste as necessary. Spread or brush material,
which has been ground to paste, uniformly over surface and allow to reset.
In preparation for final acceptance, clean surfaces and perform final finish
rubbing with No. 30 carborundum stone or approved equal. After rubbing,
allow paste on surface to reset; then wash surface with clean water. Leave
structure with clean, neat and uniform-appearing finish.
C. Apply wood float finish to concrete slabs.
3.12 FIELD QUALITY CONTROL
A. Testing shall be performed under provisions of Section 01454 - Testing
Laboratory Services.
B. Unless otherwise directed by Public Works, following minimum testing of
concrete is required. Testing shall be performed by qualified individuals
employed by approved independent testing agency, and conform to
requirements of ASTM C 1077.
1. Take concrete samples in accordance with ASTM C 172.
2. Make one set of four compression test specimens for each mix
design at least once per day and for each 150 cubic yards or
fraction thereof. Make, cure and test specimens in accordance with
ASTM C 31 and ASTM C 39.
3. When taking compression test specimens, test each sample for
slump according to ASTM C 143, for temperature according to
ASTM C 1064, for air content according to ASTM C 231, and for
unit weight according at ASTM C 138.
CITY OF SCHERTZ
STANDARD SPECIFICATION CONCRETE FOR UTILITY CONSTRUCTION
03315-19
March 31, 2011
4. Inspect, sample and test concrete in accordance with ASTM C 94,
Section 13, 14, and 15, and ACI 311-5R.
C. Test Cores: Conform to ASTM C 42.
D. Testing High Early Strength Concrete: When Type III cement is used in
concrete, specified 7 day and 28 day compressive strengths shall be
applicable at 3 and 7 days, respectively.
E. If 7-day or 3-day test strengths (as applicable for type of cement being
used) fail to meet established strength requirements, extended curing or
resumed curing on those portions of structure represented by test
specimens may be required. When additional curing fails to produce
required strength, strengthening or replacement of portions of structure
which fail to develop required strength may be required by Public Works,
at no additional cost to City.
3.13 PROTECTION
A. Protect concrete against damage until final acceptance by City.
B. Protect fresh concrete from damage due to rain, hail, sleet, or snow.
Provide protection while concrete is still plastic, and whenever
precipitation is imminent or occurring.
C. Do not backfill around concrete structures or subject them to design
loadings until components of structure needed to resist loading are
complete and have reached specified 28 day compressive strength,
except as authorized otherwise by Public Works.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION GROUT
03600 - 1
March 31, 2011
SECTION 03600
GROUT
PART 1 GENERAL:
1.01 SECTION INCLUDES
This section includes work necessary to provide all submittals, provide training,
and furnish and install, complete, grout as specified herein. This section includes
non-shrink grout and other grouts used on the project.
1.02 SUBMITTALS:
A. Quality Control Submittals. Furnish the following.
1. ASTM C1107-89a, Grade B certified testing laboratory reports,
showing the grout tested at a fluid consistency for temperatures of 45
degrees F and 90 degrees F with a pot life of 30 minutes at fluid
consistency. The expansion at 3 or 14 days shall not exceed the 28-
day expansion and non-shrink property is not based on gas
expansion.
2. Twenty-four-hour evaluation of non-shrink grout. Test and report
with independent test laboratory letterhead and signature, dated
within the last 18 months. Test requirements and forms are specified
hereinafter on attached form. Required only for non-specified grouts.
3. Test results and service report from the demonstration and training
session and from the field tests.
4. Certification based on test results proving that all grout used on the
project contains no chlorides or other chemicals causing corrosion.
B. Warranty. Submit written warranty with no disclaimers as specified
hereinafter.
C. Name and telephone number of grout manufacturer's representative living
close enough to give regular job service at no extra cost. The
representative shall have at least 1 year of experience with these grouts.
D. Contract Closeout Submittals. Manufacturer's certification of installation,
including manufacturer's job service report, certifying grouts are used in
accordance with manufacturer's recommendations.
CITY OF SCHERTZ
STANDARD SPECIFICATION GROUT
03600 - 2
March 31, 2011
1.03 WARRANTY:
A. Provide 1-year warranty for work provided under this section.
B. Manufacturer's warranty shall not contain a disclaimer on the product data
sheet, grout bag, or container limiting responsibility to only the purchase
price of products or materials furnished or their responsibility to anything
less that this specified warranty.
C. Manufacturer's warranty shall not be more limited that the warranty required
under this Contract.
D. Manufacturer shall warrant participation with Contract in replacing or
repairing grout found to be defective due to faulty materials, as determined
by industry standard test methods.
1.04 QUALITY ASSURANCE:
A. Preinstallation Demonstrations and Training.
1. Establish a location on project site and schedule a time for the grout
manufacturer's demonstration and training session of the proposed
non-shrink grouts to be used on the project. The non-shrink grouts
shall be mixed to specified consistency, tested, placed, and curing
initiated on actual project placements such as baseplates and tie
holes to provide actual on-the-job training for CONTRACTOR and
OWNER.
2. Conduct the training session using a minimum of five bags for each
of Category II and Category III grout, mix the grout to fluid
consistency, and conduct flow cone and two bleed tests, make a
minimum of six cubes for testing of two cubes at 1,3, and 28 days,
and then use the final work for the project. The CONTRACTOR shall
have the employees who will be doing this work present and have
them actually participating in this training and demonstration work.
The training shall include the methods for curing of the grout.
3. The grout manufacturer shall also mix sufficient Category I grout for a
minimum of 15 tie holes and shall train the CONTRACTOR's
employees how to perform the work and cure the grout with the
employees assisting in the mixing and actual sealing of the tie holes.
4. If the project includes patching, throughbolt holes, and blockouts
such as for gate guides, the manufacturer shall also mix and train the
CITY OF SCHERTZ
STANDARD SPECIFICATION GROUT
03600 - 3
March 31, 2011
CONTRACTOR's employees how to install and cure each of these
applications.
5. Transport the test cubes to an independent test laboratory, obtain the
test reports, pay for these tests, and submit a report of these
demonstration and training test cube strengths to the OWNER.
PART 2 PRODUCTS:
2.01 NONSHRINK GROUTS:
A. Provide grouts free of chlorides and other chemicals that cause corrosion.
B Non-shrink Grout. Provide non-shrink grout for applications in the grout
category as specified in Table 1.
Table 1 Applications for Grout
Temperature Range Maximum Placing Time
Application 40 to 100F 20 min Greater than
20 min
Filling tie holes I I I
Blockouts for gate guides I or II I II
Precast joints I or II I II
Column baseplates single-story I or II I II
Machine bases 25 hp or less II II II
Bases for precast wall sections II II II
Baseplates for columns over one story II II II
Precast base joints higher than one story II II II
Through-bolt openings II II II
Patching concrete walls II II II
Machine bases 26 hp and up III III III
Baseplates and/or soleplates with vibration,
thermal movement, etc. III III III
C. Nons-shrink Grout, Category I. Nonmetallic, nongas-liberating flowable
grouts meeting the specified test requirements and applications.
1. A prepackaged natural aggregate grout, requiring only the addition of
water. Mix, place, and cure demonstrated by the manufacturer
during the demonstration and training session.
2. Meet ASTM C1107-89a requirements when tested at:
a. Flowable consistency (140 percent flow on ASTM C230, five
drops in 30 seconds).
b. Flowable for 15 minutes.
CITY OF SCHERTZ
STANDARD SPECIFICATION GROUT
03600 - 4
March 31, 2011
c. Fluid working time of at least 30 minutes.
3. The grout when tested shall not bleed at maximum allowed water.
4. The non-shrink property of the grout shall not be based on gas or
gypsum expansion.
5. Grout shall have a minimum strength of 3,000 psi at 3 days, 5,000
psi at 7 days, and 7,000 psi at 28 days.
D. Non-shrink Grout, Category II. Nonmetallic, nongas-liberating, natural
aggregate fluid grouts meeting the specified test requirements and
applications.
1. A prepackaged natural aggregate grout, requiring only the addition of
water. Mix, place, and cure demonstrated by the manufacturer
during the demonstration and training session.
2. Meet the requirements of CRD-C621-89 and ASTM C1107-89a,
Grade B when tested at:
a. Fluid consistency (20 to 30 seconds) per CRD-C611-89.
b. At temperatures of 45,70, and 90F.
3. Provide certification together with independent test data that the
expansion at 3 or 14 days does not exceed the 28-day expansion
and that its non-shrink property is not based on gas or gypsum
expansion.
4. The fluid grout shall pass through the flow cone, with a continuous
flow, 1 hour after mixing.
5. Grout shall have a minimum strength of 2,500 psi at 1 day, 4,500 psi
at 3 days, and 7,000 psi at 28 days.
6. Grout shall be pretested within the last 18 months per the hereinafter
specified 24-hour grout test requirements.
E. Non-shrink Grout, Category III. Metallic, nongas-liberating fluid grouts
meeting the specified test requirements and applications.
1. A prepackaged metallic aggregate grout, requiring only the addition
of water. Mix, place, and cure demonstrated by the manufacturer
during the demonstration and training session.
CITY OF SCHERTZ
STANDARD SPECIFICATION GROUT
03600 - 5
March 31, 2011
2. Meet the requirements of CRD-C621-89 and ASTM C1107-89a,
Grade B when tested at:
a. Fluid consistency (20 to 30 seconds) per CRD-C611-89.
b. At temperatures of 45, 70, and 90F.
c. Fluid working time of at least 30 minutes.
3. Provide certification together with independent test data that the
expansion at 3 or 14 days does not exceed the 28-day expansion
and that its non-shrink property is not based on gas or gypsum
expansion.
4. The fluid grout shall pass through the flow cone, with a continuous
flow, 1 hour after mixing.
5. Grout shall have a minimum strength of 4,000 psi at 1 day, 5,000 psi
at 3 days, and 9,000 psi at 28 days.
6. Test per the hereinafter specified 24-hour grout test requirements.
F. Non-shrink Grout Manufacturers:
1. Master Builders Co., Cleveland, OH.
2. Euclid Chemical Co., Cleveland, OH.
3. Dayton Superior Corp., Miamisburg, OH.
G. Grout for Horizontal Construction Joints in Walls. Flowable, consisting of
sand, water, and minimum 12 sacks of cement per cubic yard.
PART 3 EXECUTION:
3.01 PLACING GROUT:
A. Place and cure non-shrink grout as demonstrated by the manufacturer
during the demonstration and training session.
B. Non-shrink Grout, Category I and II. For formwork tie holes or through-bolt
holes, fill space with dry pack dense grout hammered in with steel tool and
steel hammer. For through-bolt holes, coordinate the dry pack dense grout
application with the vinyl plug.
CITY OF SCHERTZ
STANDARD SPECIFICATION GROUT
03600 - 6
March 31, 2011
C. Location for Use of Various Types of Nonshrink Grout. As shown and
specified herein before.
D. Horizontal Construction Joints in Reinforced Concrete Walls.
1. Use positive measuring device such as a bucket or other device that
will contain only enough sand-cement grout, specified herein before,
for depositing in one place in the wall to ensure that portion of the
form does not receive too much grout. Limit grout placement to 2-
inch maximum thickness.
2. Do not deposit grout from pump hoses or large concrete buckets
unless inspection windows close to the joint are available to allow
visual measurement of grout thickness and means for grout removal
are available for removal of excess grout.
3.02 GROUTING MACHINERY FOUNDATIONS:
A. Block out original concrete or finish off a sufficient distance below bottom of
machinery base to provide for thickness of grout as shown. Prepare the
concrete surface by sandblasting or chipping or by other mechanical means
to remove any soft material.
B. Set machinery in position and wedge to proper elevation by steel wedges or
use cast-in leveling bolts.
C. Form with watertight forms at least 2 inches higher than the bottom of the
plate.
D. Fill space between bottom of machinery base and original concrete pour
with fluid non-shrinking type grout as specified and in accordance with
manufacturer's demonstration instructions.
3.03 FIELD TESTS:
A. Evaluation and Acceptance of Non-shrink Grout. Provide a flow cure and
cube molds with restraining plates onsite. Continue tests during this project
as demonstrated by grout manufacturer before grouting began, as follows:
1. Perform flow cone test and bleed tests and make three (2-inch by 2-
inch) cubes for each 25 cubic feet of each type of non-shrink grout
used. Cube molds shall have restraining caps specified per COE
CRD-C-621.
CITY OF SCHERTZ
STANDARD SPECIFICATION GROUT
03600 - 7
March 31, 2011
2. On large grouting placements, make three more cubes, one more
flow cone test, and more bleed test for each additional 25 cubic feet
of non-shrink grout placed.
3. Flow. As specified herein before.
4. Grout with flows outside the specified range shall be rejected.
5. Non-shrink grout cubes shall test equal to or greater than minimum
strength as specified.
6. Strength Test Failures. Reject non-shrink grout work and required
removal and replacement of grout with material meeting these
Specifications with no additional compensation.
7. Perform bleeding test to show that grout does not bleed. Test fails if
grout bleeds.
8. Store cubes at 70F.
9. An independent testing laboratory shall prepare, store, cure, and test
cubes per CRD-C621-89.
10. OWNER will pay costs for the independent test laboratory work to
prepare, transport, store, cure, and test the strength samples. The
contractor shall assist the independent test laboratory staff during
this work, with costs included in the lump sum bid.
B. Evaluation and Acceptance of Other Grout. The OWNER will test and
evaluate other grout with samples furnished by the CONTRACTOR.
3.04 MANUFACTURER'S SERVICES:
A. Furnish non-shrink grout manufacturer's representative as follows:
1. Qualifications. An authorized and trained representative of the grout
manufacturer.
2. Responsibilities.
a. Coordinate demonstrations, training sessions, and other site
visits with the CONTRACTOR.
b. Provide and conduct onsite demonstration and training
sessions for bleed tests, proper mixing, flow cone
measurement, cube testing, placement, and curing for each
CITY OF SCHERTZ
STANDARD SPECIFICATION GROUT
03600 - 8
March 31, 2011
category or type of non-shrink grout used and for each use as
specified.
c. Coordinate to ensure necessary equipment and materials are
available for demonstration.
d. Check non-shrink grouting during the job with enough
frequency to write job service report to describe grout
application and workmanship in relation to manufacturer's
recommendations.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION GROUT
03600 - 9
March 31, 2011
_____________________________
(Test Lab Name)
_____________________________
(Address)
_____________________________
(Phone No.)
24-HOUR EVALUATION OF NONSHRINK GROUT TEST FORM
DESCRIPTION: 24-hour evaluation and analysis of nonshrink grout in accordance
with requirements listed herein.
* This evaluation does not supersede any standard ASTM,
CRD, or other tests required by specifier to qualify as an
approved grout for the project at hand.
OBJECTIVE: To define a standard set of tests that any local certified independent
laboratory can perform and complete within a 24-hour period. Costs
to run tests will be borne by the manufacturer of the grout to be
tested or by whoever requests a substitute for the specified grouts.
SCOPE: Utilize test procedures providing 24-hour results which attempt to
duplicate field grouting demands. This evaluation is intended to
prove a manufacturer's quality and viability to perform to standards
described by specifier.
PRIOR TO TEST: Secure five bags of each grout to be tested:
1. From local dealer/jobber, preferably from ultimate supplier of
grout to the job for which grout is specified.
2. All five bags should be of the same lot number.
3. Obtain data/literature pertaining to grout being tested.
ANSWER THE FOLLOWING QUESTIONS CONCERNING GROUT TO BE TESTED
FROM LITERATURE/DATA/PRINTING ON BAG:
A. Is all product data and warranty information contained in company
literature/data? Yes __ No __
B. Is It Pertinent? Do literature and bag information agree? Yes __ No ___
C. Does the manufacturer warranty the grout in accordance with project
specifications? Yes __ No __
CITY OF SCHERTZ
STANDARD SPECIFICATION GROUT
03600 - 10
March 31, 2011
D. Does warranty extend beyond grout replacement value and allows
participation with contractor in replacing and repairing defective areas?
Yes __ No __
E. Are water demands and limits printed on the bag? Yes __ No __
F. Is mixing information printed on the bag? Yes ___ No __
G. Are temperature restrictions printed on the bag? Yes ___ No __
* Disqualification of a grout if one or more NO answers are noted.
GROUT TESTING REQUIREMENTS
A. Bagged Material:
1. List lot numbers _______________________________________
2. List expiration date. ____________________________________
3. Weigh bags and record weight. __________________________
Disqualify grout if bag weights have misstated measure 2 pounds by more than
one out of five bags. (Accuracy of weights is required to regulate amount of water
used in the mixing since this affects all other properties.)
B. Mixing and Consistency Determination:
1. Mix full bag of grout in a 10-gallon pail.
2. Use an electric drill with a paddle device to mix the grout (a jiffy or jiffler type
paddle.)
3. Use maximum water allowed per the water requirements listed in the bag
instructions.
4. Mix grout maximum time listed on bag instructions.
5. Using CRD-C611 (flow cone) determine time of mixed grout through the
flow cone._____ seconds.
6. Add water needed to attain 20- to 30-second flow per CRD-C611.
7. Record time of grout through cone at new water demand.
_______ seconds.
CITY OF SCHERTZ
STANDARD SPECIFICATION GROUT
03600 - 11
March 31, 2011
8. Record total water needed to get 20- to 30-second flow.
_____________ pounds
9. Record percent of water manufacturer's recommendations.
___________ percent
C. When fluid grout is specified and additional water is required above manufacturer's
listed maximum water, CRD-C621 must run at the new water/grout ratio to
determine whether this grout passes using the actual water requirements to be
fluid. Use this new water/grout ratio on all remaining tests.
D. Bleed Test:
1. Fill two gallon cans half full of freshly mixed grout at ambient temperatures
required for each category and at consistency specified for each.
2. Place one can of grout in tub of ice water; leave one can at ambient
temperature.
3. Cover top of both cans with a glass or plastic plate to prevent evaporation.
4. Maintain 38 to 42F temperature with grout placed in ice, maintain ambient
temperature for second container, for 1 hour.
5. Visually check for bleed water at 15-minute intervals for 2 hours.
6. Make final observation at 24 hours.
Disqualify grout if it bleeds even a small amount at the temperatures specified for
the category intended for use.
E. Extended Time Flow Test (for Category II and III):
1. Leave the grout in the mix can and mix it with the drillmixer every 5 minutes
for 20 seconds. Maintain this process for 1 hour at ambient temperatures of
40, 80, and 100F.
2. Take a CRD-C611 flow cone test of the grout at 20, 40, and 60 minutes and
record the flow time.
a. 20 min ____, sec. @ 40F
b. 40 min ____, sec. @ 40F
c. 60 min ____, sec. @ 40F
d. 20 min ____, sec. @ 80F
CITY OF SCHERTZ
STANDARD SPECIFICATION GROUT
03600 - 12
March 31, 2011
e. 40 min ____, sec. @ 80F
f. 60 min ____, sec. @ 80F
g. 20 min ____, sec. @ 100F
h. 40 min ____, sec. @ 100F
i. 60 min ____, sec. @ 100F
Disqualify any category grout that will not go through the flow cone with continuous
flow after 60 minutes. Disqualify any category grout for high temperature grouting
environments that will not go through the flow cone with a continuous flow after 60
minutes at temperature 40, 80, and 100F.
___________ ___________
Qualified Disqualified
F. 24-Hour Strength Test:
1. Using the grout left in the mixing cans per CRD-C621-89 as specified
hereinbefore for the mixing and consistency determination test and for the
extended time flow test, make a minimum of nine cube samples.
2. Store cubes at 70F for 24 hours.
3. Record average compressive strength of nine cubes at 24 hours.
Disqualify grout if 24-hour compressive strengths are under 1,000 psi for grouts
claiming fluid placement capabilities.
Grouts that have not been disqualified after these tests are OK for use on the
project for the application shown in the specified table.
___________________________________ __________________________
Signature of Independent Test Lab Date Test Conducted
Personnel Supervising and Certifying
these Test and Test Results
CITY OF SCHERTZ
STANDARD SPECIFICATION MORTAR
04061-1
March 31, 2011
SECTION 04061
MORTAR
PART 1 GENERAL
1.01 SECTION INCLUDES A. Mortar and grout for masonry.
1.02 MEASUREMENT AND PAYMENT A. Unit Prices.
1. No separate payment will be made for mortar under this Section.
Include payment in Lump Sum for building or structure with price
breakdown included in Schedule of Values. 2. Refer to Section 01270 - Measurement and Payment and Section 01292- Schedule of Values. B. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for work in this Section is included in total Stipulated Price.
1.03 REFERENCES
A. ASTM C 143 - Standard Testing Method for Slump of Hydraulic Cement Concrete B. ASTM C 144 - Standard Specification for Aggregate for Masonry Mortar. C. ASTM C 150 - Standard Specification for Portland Cement. D. ASTM C 207 - Standard Specification for Hydrated Lime for Masonry Purposes. E. ASTM C 270 - Standard Specification for Mortar for Unit Masonry. F. ASTM C 404 - Standard Specification for Aggregates for Masonry Grout. G. ASTM C 476 - Standard Specification for Grout for Masonry. H. ASTM C 780 - Standard Test Method for Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry. I. ASTM C 109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars.
1.04 SUBMITTALS
A. Conform to requirements of Section 01330 - Submittal Procedures.
CITY OF SCHERTZ
STANDARD SPECIFICATION MORTAR
04061-2
March 31, 2011
B. Include design mix, indicate Property Method used, required environmental conditions, and admixture limitations. C. Samples: Submit two ribbons of each mortar color, illustrating color and color range. D. Submit test reports under provisions of Section 01450 - Contractor's Quality Control. E. Submit test reports on mortar indicating conformance to ASTM C 270. F. Submit test reports on grout indicating conformance to ASTM C 476. G. Submit manufacturer's certificate under provisions of Section 01450 - Contractor's Quality Control, that products meet or exceed specified requirements.
1.05 DELIVERY, STORAGE, AND HANDLING A. Deliver products to site and store and protect products under provisions of Section 01610 - Basic Product Requirements. B. Maintain packaged materials clean, dry, and protected against dampness, freezing, and foreign matter.
1.06 ENVIRONMENTAL REQUIREMENTS
A. Maintain materials and surrounding air temperatures to minimum 50 degrees F prior to, during, and 48 hours after completion of masonry work.
1.07 MIX TESTS
A. Test mortar and grout in accordance with Section 01454 - Testing Laboratory Services. B. Testing of Mortar Mix: Test in accordance with ASTM C 780. Test mortar mix for compressive strength, consistency, mortar aggregate ratio, water content, air content, and splitting tensile strength. C. Testing of Grout Mix: Test in accordance with ASTM C 109. Test grout mix for compressive strength and slump.
PART 2 PRODUCTS
2.01 MATERIALS A. Portland Cement: ASTM C 150, Type I, white color. B. Masonry Cement: Not permitted. C. Mortar Aggregate: ASTM C 144, standard masonry type. Grading and color suitable for type of masonry, one source for entire project. (Not less than 5 percent shall pass No. 100 sieve).
CITY OF SCHERTZ
STANDARD SPECIFICATION MORTAR
04061-3
March 31, 2011
D. Hydrated Lime: ASTM C 207, Type S. E. Grout Aggregate: ASTM C 404. F. Water: Clean and potable.
2.02 MORTAR COLOR A. Mortar Color: Mineral oxide pigment; color; to be selected by Public Works from manufacturer's samples.
2.03 ADMIXTURES
A. Antifreeze: Antifreeze admixtures will not be permitted. B. Accelerator: Accelerator may be used only with approval of Public Works.
2.04 MORTAR
A. Mortar for Load Bearing Walls and Partitions: ASTM C 270, Type S utilizing Property Method to achieve 1800 psi strength. B. Mortar for Non-load Bearing Walls and Partitions: ASTM C 270, Type S utilizing the Property Method to achieve 1800 psi strength. C. Mortar for Masonry Below Grade or in Contact with Earth: ASTM C 270, Type M utilizing the Property Method to achieve 2500 psi strength. D. Pointing Mortar: ASTM C 270, Type N, using the Property Method to achieve 750 psi strength.
2.05 MORTAR MIXING A. Thoroughly mix mortar ingredients in quantities needed for immediate use in accordance with ASTM C 270 to achieve strengths noted in Paragraph 2.04. B. Add mortar color and admixtures in accordance with manufacturer's instructions. Provide uniformity of mix and coloration. C. Do not use anti-freeze compounds to lower freezing point of mortar. D. If water is lost by evaporation, retemper only within 2 hours of mixing. E. Use mortar within 2 hours after mixing at temperatures of 80 degrees F, or 2 1/2 hours at temperatures under 50 degrees F.
2.06 GROUT A. Bond Beams, Lintels, and Other Areas to be Grouted Solid: 3000 psi strength at 28 days; 7 to 8 inches slump per ASTM C 143; mixed in accordance with ASTM C 476, Fine Grout.
CITY OF SCHERTZ
STANDARD SPECIFICATION MORTAR
04061-4
March 31, 2011
2.07 GROUT MIXING A. Thoroughly mix mortar ingredients in quantities needed for immediate use in accordance with ASTM C 476, Fine Grout. B. Add admixtures in accordance with manufacturer's instructions. Provide uniformity of mix. C. Do not use anti-freeze compounds to lower freezing point of grout.
PART 3 EXECUTION
3.01 EXAMINATION
A. Request inspection of spaces to be grouted.
3.02 PREPARATION
A. Apply bonding agent to existing concrete surfaces.
B. Plug clean out holes with masonry units to prevent leakage of grout
materials. Brace masonry for wet grout pressure.
3.03 INSTALLATION
A. Install mortar and grout in accordance with manufacturer's instructions.
B. Work grout into masonry cores and cavities to eliminate voids.
C. Do not displace reinforcement while placing grout.
D. Remove grout spaces of excess mortar.
END OF SECTION
CITY OF SCHERTZ BRICK MASONRY FOR
STANDARD SPECIFICATION UTILITY CONSTRUCTION
04210-1
March 31, 2011
SECTION 04210
BRICK MASONRY FOR UTILITY CONSTRUCTION
PART 1 GENERAL
1.01 SECTION INCLUDES
A. Brick masonry work in utility construction for permanent or temporary
installation of below ground structures.
B. Brick masonry in repair and rehabilitation of utility lines and associated
structures.
1.02 UNIT PRICES
A. No payment will be made for brick masonry under this Section unless
specifically noted in bid documents. Include payment in unit price for
applicable utility structure section.
1.03 REFERENCES
A. ASTM C 32 - Specification for Sewer and Manhole Brick (Made from Clay or
Shale).
B. ASTM C 55 - Standard Specification for Concrete Building Brick.
C. ASTM C 62 - Specification for Building Brick (Solid Masonry Units Made
from Clay or Shale).
D. ASTM C 67 - Methods of Sampling and Testing Brick and Structural Clay
Tile.
E. ASTM C 91 - Specification for Masonry Cement.
F. ASTM C 109 - Standard Test Method for Compressive Strength of Hydraulic
Cement Mortars (Using 2-In. Cube Specimens).
G. ASTM C 140 - Standard Method of Sampling and Testing Concrete Masonry
Units.
H. ASTM C 270 - Standard Specification for Mortar for Unit Masonry.
1.04 SUBMITTALS
A. Submittals shall conform to requirements of Section 01330 - Submittal
CITY OF SCHERTZ BRICK MASONRY FOR
STANDARD SPECIFICATION UTILITY CONSTRUCTION
04210-2
March 31, 2011
Procedures.
B. Submit certification from the manufacturer that brick units meet
applicable requirements of reference standards.
C. As an alternate to providing certification, submit test results that show
brick units meet applicable requirements of reference standards, when
tested by an approved independent testing laboratory. Test result
submittals shall be at no cost to the City.
1.05 HANDLING AND STORAGE
A. Handle and store brick to prevent damage.
B. Store brick and mortar mix off the ground and in a dry place. Cover
mortar mix to protect from weather.
PART 2 PRODUCTS
2.01 CLAY AND SHALE BRICK MASONRY UNITS
A. Manholes and Structures: Use brick units made from clay or shale
conforming to requirements of ASTM C 32, Grade MM, either cored or
solid. Units shall have the following physical properties:
1. Compressive Strength: 2200 psi minimum for individual brick;
2500 psi average for five bricks.
2. Size: 2-1/4-In. by 7-5/8-In. by 3-5/8-In..
3. Test Procedure: ASTM C 67.
B. Sewer Brick: Use brick units made from clay or shale conforming to
requirements of ASTM C 32, Grade SM, either cored or solid. Units shall
have the following physical properties:
1. Compressive Strength: 3750 psi minimum for individual brick;
5000 psi average for 5 bricks.
2. Size: 2-1/4-In. by 7-5/8-In. by 3-5/8-In..
3. Test Procedure: ASTM C 67.
2.02 CONCRETE BRICK MASONRY UNITS
A. Manholes and Structures: Conform to requirements of ASTM C 55, grade S-
1.
CITY OF SCHERTZ BRICK MASONRY FOR
STANDARD SPECIFICATION UTILITY CONSTRUCTION
04210-3
March 31, 2011
B. Dimensions: 2-1/4" by 7-5/8" by 3-5/8".
2.03 MORTAR
A. Provided mortar conforming to the requirements of Section 4061 - Mortar.
PART 3 EXECUTION
3.01 EXAMINATION
A. Ensure that foundations and other surfaces to support brickwork are at
proper grades and elevations. Correct improperly prepared surfaces.
Work surfaces and masonry shall be free of dirt, grease, oil, or other
harmful materials before starting brick masonry work.
3.02 WEATHER REQUIREMENTS
A. Lay no masonry when temperature of outside air is below 50 F, unless
satisfactory means are provided to heat materials and protect work
from cold and frost.
B. Maintain mortar at 50 F or above and ensure that mortar will harden without
freezing.
3.03 BRICK PLACEMENT
A. Use sewer brick where exposed to flow. Where not exposed to flow,
use manhole brick.
B. Lay sewer brick with the 2-1/4-In. by 7-5/8-In. side exposed to flow.
C. Lay manhole bricks so that in every fifth course the long axis of
bricks are perpendicular to the long axis of the four preceding
courses.
D. Lay curved courses, and courses in different planes, using
bonded and keyed construction.
E. Lay brick plumb and true with courses level and uniformly spaced. Adjust
the bond of face brick so that no course will terminate with a piece less
than one-half length of brick.
F. Dampen brick prior to placement.
G. Where fresh masonry joins partially set or totally set masonry, clean
surfaces of set masonry. Remove loose mortar and brick. Wet brick to
CITY OF SCHERTZ BRICK MASONRY FOR
STANDARD SPECIFICATION UTILITY CONSTRUCTION
04210-4
March 31, 2011
obtain the best possible bond.
H. Immediately remove mortar droppings and splashing as work progresses
to facilitate final cleaning.
3.04 JOINTS
A. Completely fill joints in brick and other materials with mortar as each course
is laid.
B. Make joints in exposed brickwork a uniform 3/8-In. wide, unless
otherwise shown on Drawings.
C. When mortar is "thumbprint" hard, tool exposed joints with a round or
other suitable jointer that is slightly larger than width of the mortar joint. In
tooling, make sure that cracks and crevices are closed.
D. Point holes in exposed masonry. Cut out defective joints and repoint.
3.05 FIELD QUALITY CONTROL
A. Testing will be performed under provisions of Section 01454 - Testing
Laboratory Services.
B. A minimum of one set of mortar samples shall be molded for each day's
placement as directed by Public Works. Mold three 2-In. cube specimens.
One cube will be tested for compressive strength at 7 days and 2 cubes
will be tested for compressive strength at 28 days in accordance with
ASTM C 109.
C. Each load of bricks delivered to the jobsite shall be tested.
1. Test clay bricks in accordance with ASTM C 167.
2. Test concrete bricks in accordance with ASTM C 140.
END OF SECTION
CITY OF SCHERTZ
STANDARD SPECIFICATION MISCELLANEOUS METALS
05500 - 1
March 31, 2011
SECTION 05500
MISCELLANEOUS METALS
PART 1 GENERAL
1.01 SECTION INCLUDEDS:
A. This section covers furnishing and installing miscellaneous metal items.
Included are all materials and parts necessary to complete each item, even
though such work is not definitely shown or specified.
B. Carefully examine drawings and other sections of specifications for extent of
miscellaneous metal work required. All metal work not included under other
sections of the specifications shall be furnished and installed under this
section.
1.02 MEASUREMENT AND PAYMENT
A. No direct measurement or payment will be made for the work to be done or
the equipment to be furnished under this item, but shall be considered
subsidiary to the particular items of work for which unit prices are required in
the proposal.
1.03 REFERENCES
A. American Society of Testing and Materials:
B. ANSI/ASTM B209 – Standard Specification for Aluminum-Alloy Sheet and
Plate.
C. ANSI/ASTM B221 –Standard Specification for Aluminum-Alloy Extruded
Bar, Rod, Wire, Shape and Tube.
D. ANSI/ASTM B308 – Standard Specification for Aluminum-Alloy Structural
Shapes, Rolled or Extruded.
E. ANSI/ASTM A36 – Standard Specification for Structural Steel.
F. ANSI/ASTM A193 – Standard Specification for Alloy Steel and Stainless
Steel Bolting Materials for High Temperature Service.
G. ANSI/ASTM A 307 – Standard Specification for Carbon Steel Externally
Treaded Standard Fasteners.
H. American Welding Society: D1.1 – Structural Welding Code – Steel.
CITY OF SCHERTZ
STANDARD SPECIFICATION MISCELLANEOUS METALS
05500 - 2
March 31, 2011
I. Aluminum Association: Specifications for Aluminum Structures;
Qualifications Standard for Structural Welding of Aluminum.
1.04 SUBMITTALS
A. General. Do not begin fabrication until after submittals have been reviewed
by the Engineer.
B. Shop Drawings. Submit six (6) sets of shop drawings on all fabricated and
cast items. Indicate thickness, type, grade, class of metal and finish. Show
construction details, mark numbers, reinforcement, anchorage and interface
relation with adjacent construction. Indicate method for protection of
aluminum at contact points with concrete or steel.
C. Manufacturer’s Product Data. Submit manufacturer’s technical information
on the expansion bolts proposed for use by the Contractor. The data shall
contain sufficient information to evaluate conformance to specifications and
shall include pullout and shear test reports from a certified independent
testing laboratory.
D. Field Measurements
Prior to fabrication, take necessary field measurements of previously
installed construction so that work will fit properly. Members that do not fit
properly must be replaced unless approval for their modifications have been
obtained from the Engineer.
E. Qualification of Welders
Welding of miscellaneous metal items must be performed by certified
welders. Welders must be qualified by procedures of the American Welding
Society, Structural Welding Code, Steel and Aluminum Association,
Qualifications Standard for Structural Welding of Aluminum, using
procedures, materials and equipment of the type required for the work.
PART 2 PRODUCTS
2.01 MATERIALS
A. Aluminum
1. Aluminum Shapes.
a. Rolled Shapes. Conform to ANSI/ASTM B308 aluminum alloy
6061.
CITY OF SCHERTZ
STANDARD SPECIFICATION MISCELLANEOUS METALS
05500 - 3
March 31, 2011
b. Extruded Shapes. Conform to ANSI/ASTM B221 aluminum
alloy 6063.
2. Aluminum Plates. Conform to ANSI/ASTM B209 aluminum alloy
6061.
3. Finishes of Aluminum Members. Aluminum members shall have mill
finish.
4. Aluminum surfaces that will be in contact with concrete or steel shall
be given a heavy coat of alkali resistant bituminous paint, or other
coating recommended by the manufacturer that will provide
equivalent protection. The coating shall not be visible in the
completed installation.
B. Structural Steel Shape, Plates and Bars
ANSI/ASTM A36.
C. Stainless Steel
Where indicated on the drawings as “stainless steel”, “SS” use stainless
steel conforming AISI 31b for non-welded items and AISI Type 316L for
welded items. All stainless steel shall have a minimum yield strength of
45,000 psi.
D. Abrasive Cast Aluminum Nosings
1. Provide abrasive cast aluminum nosings for all concrete stairs.
2. Unless otherwise indicated, nosings must be not less than 3 inches
from front to back, not less than 5/16 inch thick and shall have a
hatched abrasive surface.
3. Nosings shall be stopped 3 inches short of each end of threads. Set
nosings at the proper height to finish flush with adjacent concrete
surfaces.
4. Set nosings level and straight. Anchor nosings to concrete from
underside with clip anchors. Place one clip near each end and
stagger slips between at approximately 13 inches apart. Upon
completion, clean cement from the surface of nosings. Verify that
nosings are firmly anchored in place.
E. Carbon Steel Anchor Bolts
CITY OF SCHERTZ
STANDARD SPECIFICATION MISCELLANEOUS METALS
05500 - 4
March 31, 2011
Shall conform to ASTM A307. Provide anchor bolts for all equipment and
machinery when anchor bolts are furnished by the manufacturer. Anchor
size, length, projection, etc., shall conform to the requirements of the
equipment and machinery manufacturer. All anchor bolts shall be hot-dip
galvanized. Use templets to accurately position the anchor bolts in the
forms.
F. Stainless Steel Bolts
Shall be AISI Type 316 conforming to ASTM A193. Use stainless steel
bolts where indicated on the drawings as “stainless steel” or “SS”.
G. Expansion Bolts
1. All expansion bolts shall be stainless steel.
2. All expansion bolts shall have a 4:1 safety factor with a minimum
working capacity as follows:
Bolt Size 7/8” 3/4" 1/2" 3/8”
Minimum Sheet Strength 5250# 4250# 1650# 625#
Minimum Pullout Strength 5250# 4250# 1300# 1030#
Minimum Embankment 7” 4” 3-1/2” 3-1/2”
3. Provide manufacturer’s technical literature and test reports from an
accredited independent testing laboratory showing certified bolt
capacities for expansion bolts proposed for use on this project.
H. Galvanized Repair Coating
Carboline Carbo Zinc No. 11; Galv-Weld Products; Galv-Weld Alloy;
Koppers, Organic Zinc Coating; or equal.
I. Standard Products
Details and specifications of items for which equivalent standard products
are available are considered as respective guides for such items. Standard
products will be acceptable subject to approval, provided they vary only in
minor details from requirements of drawings and specifications.
J. Fabrication
1. Where practical, fit and assemble items in the shop and deliver to the
site ready for installation.
CITY OF SCHERTZ
STANDARD SPECIFICATION MISCELLANEOUS METALS
05500 - 5
March 31, 2011
2. Shop connections shall be welded or riveted. Do not use screws or
bolts where their use can be avoided; where used, countersink
heads, screw up tight and nick threads to prevent loosening. Finish
welds and rivets flush and smooth on surfaces that will be exposed
after installation. Cope or miter corners.
3. Welding.
a. Welding of steel items shall conform to the requirements of the
American Welding Society Structural Welding Code – Steel.
b. Welding of aluminum shall conform to the requirements of the
American Welding Society of the welding of aluminum and the
Aluminum Associations Specifications for Aluminum
Structures.
c. Any welding not governed by the above shall be performed in
accordance with best modern practice for strength and
durability.
d. All welds exposed to view in completed work shall be ground
down flush and finished smooth. Weld continuously along the
entire line of contact.
4. Provide anchors where necessary to fasten miscellaneous metal
items securely in place.
5. Carefully form metal work to shape and size, with sharp lines and
angles and true curves.
6. Drilling and punching must produce clean true lines.
7. Where tight joints are required, mill to a close fit.
8. Thickness of metals and details shall be of ample strength and
thickness.
9. Form joints exposed to weather to exclude water.
10. Provide holes and connections for work of other trades.
11. Galvanizing. Hot-dip galvanize all miscellaneous carbon steel items
after fabrication, unless otherwise specified. Items completely
embedded in concrete shall not be galvanized. Galvanize in
accordance with ASTM A123, A120, A153, A163, A386, or A525, as
applicable.
CITY OF SCHERTZ
STANDARD SPECIFICATION MISCELLANEOUS METALS
05500 - 6
March 31, 2011
PART 3 EXECUTION
3.01 CONSTRUCTION METHODS
A. Conditions of Surfaces
Prior to installation, inspect surfaces to which miscellaneous metal items will
be attached. If the condition of such a surface will adversely affect
installation, do not proceed with installation until corrective measures have
been taken. Verify that aluminum surfaces that will be in contact with
concrete or steel are coated as specified.
B. Installation
1. Accurately set work to established lines and elevations and securely
fasten in accordance with approved shop drawings and provisions of
this section.
2. All work shall be free from finish scratches, nicks, gouges, dents,
concrete splatter, paint or any other foreign matter. Damaged
material must be replaced without additional cost to the Owner.
C. Touch Up
1. Touch-up surfaces damaged by welding, cutting, abrasion or from
other causes as follows:
a. Painted Surfaces. In accordance with Section 09905,
Cleaning and Painting Exposed Piping, Valves and Related
Items
b. Galvanized Surfaces. Apply two coats of galvanizing repair
coating.
END OF SECTION
CITY OF SCHERTZ CLEANING AND PAINTING EXPOSED PIPING,
STANDARD SPECIFICATION VALVES AND RELATED ITEMS
09905-1
March 31, 2011
SECTION 09905
CLEANING AND PAINTING EXPOSED PIPING, VALVES AND RELATED ITEMS
PART 1 GENERAL
1.01 SECTION INCLUDES
A. The work to be performed under this section of the specifications shall
comprise the furnishing of all labor, materials and equipment necessary to
clean, paint and prepare for service the facilities as specified herein.
B. The term “paint”, as used in this section, means the protective coatings
specified. Other paints/coatings may be required in other sections of the
specifications. All coatings which will be in contact with potable water or
vapor areas shall comply with the American National Standards Institute,
Inc./National Sanitation Foundation (ANSI/NSF), Standard 61 and shall be
applied in conformance with the manufacturer’s published specifications.
C. Work performed and materials used shall comply with the requirements of
the Steel Structure Painting Council’s Vol. No. 1, “Good Painting Practices”,
and Vol. 2, “Systems and Specifications”, and these technical specifications.
Where a conflict exists between these technical specifications and the Steel
Structures Painting Council’s Specifications, these technical specifications
govern.
1.02 MEASUREMENT AND PAYMENT
A. No direct measurement or payment will be made for the work to be done or
the equipment to be furnished under this item, but shall be considered
subsidiary to the particular items of work for which unit prices are required in
the proposal.
PART 2 PRODUCTS
2.01 MATERIALS
A. Materials Specified The materials specified herein under the sections titled
“Coating Systems” and “Coating Schedule” are based on Tnemec paint
systems acceptable to the Engineer/Owner. Substitutes will be allowed
subject to approval of the Owner.
B. Materials Used. Contractor shall submit the materials to be used in
accordance with Section 01300 SUBMITTALS.
CITY OF SCHERTZ CLEANING AND PAINTING EXPOSED PIPING,
STANDARD SPECIFICATION VALVES AND RELATED ITEMS
09905-2
March 31, 2011
C. Color for exterior finish coat will be selected by owner.
D. Submittals of Alternate Materials
E. Contractor must provide data proving equality of products and
performances at no expense to the Owner. Such data will include
manufacturer’s data sheets and any specific test results requested by the
Engineer/Owner. Test results must be from an independent testing
laboratory.
F. Contractor shall provide proof of acceptable performance for a minimum of
five (5) years in similar applications.
G. Contractor shall provide five (5) names of cities or users with contacts,
addresses and telephone numbers for references.
2.02 MANUFACTURER’S INSTRUCTIONS
A. The manufacturer’s published instructions for use in specifying and
applying the manufacturer’s proposed paint, if different from or not included
on their product data sheet, shall be submitted to the Engineer. Paint shall
not be delivered to the job site before review of the manufacturer’s
instructions by the Engineer. The manufacturer’s published instructions
must meet the following requirements:
1. The instructions must have been written and published by the
manufacturer for the purpose and with the intent of giving complete
instruction for the use and application of the proposed paint in the
locality and for the conditions for which the paint is specified or
shown to be applied under this contract.
2. All limitations, precautions and requirements that may
adversely affect the paint; that may cause unsatisfactory results after
the painting application; or that may cause the paint not to serve the
purpose for which it was intended shall be clearly and completely
stated in the instructions. These limitations and requirements shall
include, but not be limited to, the following:
a. Surface preparation.
b. Methods of application.
c. Thickness of each coat.
d. Drying time of each coat, including primer.
e. Drying time of final coat before placing in service.
f. Time allowed between coats.
g. Primer required to be used.
h. Thinner and use of thinner.
CITY OF SCHERTZ CLEANING AND PAINTING EXPOSED PIPING,
STANDARD SPECIFICATION VALVES AND RELATED ITEMS
09905-3
March 31, 2011
i. Weather limitations during and after application with
emphasis on dry time which may affect appearance and
uniformity of color (temperature and humidity).
j. Physical properties of paint, including percent solids
content by volume and weight per unit surface per dry mil
thickness.
k. Equipment settings (air cap, fluid tip, equipment
pressure settings, etc.)
2.03 DELIVERY AND STORAGE
A. All paint shall be delivered to the job in original containers marked
with the name of the manufacturer and the specification number or formula
of the paint contained therein. The paint shall not show excessive settling in
a freshly opened can, and shall be easily redispersed with a paddle to a
smooth, homogenous state. The paint shall show no curdling, livering,
caking or color separation, and shall be free from lumps or skins. The paint
shall dry to a smooth, uniform finish, free from roughness, grit, unevenness
and other surface imperfections.
B. Store materials in an approved location. Keep the storage clean and
repair any damage done. Remove oily rags, waste, or other fire hazards
from buildings each night; take adequate precautions to avoid damage by
fire. Place cloths and waste material which might constitute a fire hazard in
metal containers or destroy at the end of each day. Maintain all coatings in
compliance with local, state and federal regulations. Do not allow water
based coatings to freeze. Maintain all other coatings within temperature
ranges approved by manufacturer.
2.04 MAINTENANCE MATERIAL
A. At the end of the project, the Contractor shall turn over to the Owner
a gallon of each type and color of paint, primer, thinner, or other coatings
used in the field painting. The material shall be delivered in unopened
labeled cans, just as it comes form the factory. If the manufacturer does not
package the material in gallon cans, and in the case of special colors, the
materials shall be delivered in new gallon containers, properly closed with
typed labels indicating brand, type, color, etc.
B. Where multiple component materials are used, the Contractor shall
supply an unopened kit of the necessary materials in the manufacturer’s
smallest standard packaging size (i.e., a 2-component epoxy with a 1:1 mix
ratio would require a 1-gallon can of resin and a 1-gallon can of curing
agent). The manufacturer’s literature describing the materials and giving
directions for their use shall be furnished in three bound copies. A
typewritten inventory shall be furnished at the time of delivery.
CITY OF SCHERTZ CLEANING AND PAINTING EXPOSED PIPING,
STANDARD SPECIFICATION VALVES AND RELATED ITEMS
09905-4
March 31, 2011
PART 3 EXECUTION
3.01 SURFACE PREPARATION
A. Steel Surfaces.
1. Touch-ups. Damaged areas on steel surfaces shall be
required using the same materials used originally or compatible
equal approved by the Engineer.
2. Exterior. All such steel surfaces shall be prepared in
accordance with the latest revision of Steel Structures Painting
Council Surface Preparation Specifications.
3. Steel surfaces include carbon steel, cast iron and ductile iron.
B. Galvanized Surfaces. All galvanized surfaces which are to be
painted shall be prepared in accordance with the latest revision of Steel
Structures Painting Council definition SSPC-SP1-82, Solvent Cleaning, or
as specified by the coatings manufacturer.
C. Masonry Surfaces. All masonry surfaces shall be free of all oil, dirt,
form release agents, laitance, efflorescence or other deleterious matter.
Cleaning may include acid etching and/or abrasive grit blasting.
D. Wood Surfaces. All wood surfaces shall be free of all dirt, oil, grease
or other foreign matter. Surfaces shall be dry and free of gouges and
sanded smooth. All knots shall be cleaned and sealed in accordance with
the manufacturer’s recommendations.
E. Dry Walls. All dry wall surfaces shall be dry and free of all dirt, oil
and other contaminants. All nail heads must be counter sunk and sealed.
F. Aged Existing Coatings. Aged existing coatings which are to be
topcoated after power washing, sweep blasting and/or spot blasting and
priming shall be tested for adhesion prior to topcoating using a crosshatch
test method according to ASTM D-3359.
G. Plastic Surfaces. All plastic piping or reinforced fiber-glass plastic
surfaces to be coated shall be lightly sanded and/or solvent cleaned prior to
coating in accordance with manufacturer’s recommendation.
H. Other Surfaces. Other surfaces may require surface preparation in
accordance with the following Steel Structures Painting Council definitions:
1. SSPC-SP1 Solvent Cleaning
2. SSPC-SP2 Hand Tool Cleaning
3. SSPC-SP3 Power Tool Cleaning
CITY OF SCHERTZ CLEANING AND PAINTING EXPOSED PIPING,
STANDARD SPECIFICATION VALVES AND RELATED ITEMS
09905-5
March 31, 2011
4. SSPC-SP5 White Metal Blast Cleaning
5. SSPC-SP6 Commercial Blast Cleaning
6. SSPC-SP7 Brush-Off Blast Cleaning
7. SSPC-SP8 Pickling
8. SSPC-SP10 Near White Blast Cleaning
9. SSPC-SP11 Power Tool Cleaning to Bare Metal
I. Abrasive Materials. All abrasive materials shall be graded and free
of all contaminants. The grade shall be of such size to achieve an anchor
pattern or surface profile required by the coating manufacturer.
J. Equipment. All abrasive blast and other equipment shall be equipped with,
but not limited to, the following:
1. Hose coupling safety devices
2. Electrical grounding devices
3. Appropriate moisture traps and filters
4. Fresh air hoods for all blasters
5. “Dead Man” switches on all blast hoses
K. All Cleaned Surfaces. All cleaned surfaces which are subject to rusting or
contamination shall be painted the same day they are cleaned. If for any
reason the surfaces cannot be coated the same day, they must be re-
cleaned by methods approved by the Engineer or his representative,
inspected and brought up to standard prior to coating application.
L. Other Conditions.
1. Grease and/or oil contamination cannot be removed by abrasive
cleaning. All such contamination shall be removed in accordance
with SSPC-SP-1, Solvent Cleaning, prior to manual, power tool or
abrasive blast cleaning.
2. Care must be taken not to allow detrimental solvent or detergent
residues to remain on surfaces to be coated.
3. Where abrasive blast cleaning will not remove or properly prepare
metal surfaces, hand and/or power tool cleaning shall be used to
handle such conditions.
4. Shop Primed Surfaces. Where metalwork, equipment, valves and
the like are shop primed, the primer used must be compatible with
the coating system to be applied in the filed. Full information shall be
furnished regarding the shop prime coat and, if not compatible with
succeeding coats, in the opinion of the Owner’s Representative, the
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shop prime coat shall be removed as directed by the coatings
manufacturer or the Owner’s Representative.
5. Unknown or Noncompatible Materials. Items coated with an
unknown paint system, or a primer or system which is not compatible
with the specified system, shall be cleaned by an acceptable method
and recoated with the specified coating system at the job site. When
cleaning is not feasible, the Contractor shall notify the Engineer and
request permission to apply a barrier coat over the unknown or non-
compatible material. The proposed barrier coat must be
recommended in writing by the paint system manufacturer and is
subject to review by the Engineer. Following application of the
barrier coat, if permitted, the specified coating system shall be
applied. Minimum dry film thickness shall be increased an amount
equal to the barrier coat and unknown or non compatible coats.
M. Surface Profile. The surface profile (anchor pattern) shall be as
recommended by the coatings manufacturer and determined by visual
comparators or profile tape.
3.02 APPLICATION
A. General
1. All materials shall be applied in accordance with the coatings
manufacturer’s recommendations and shall be performed in a
workmanlike manner by experienced workmen.
2. All surfaces shall be free of dust and other contaminants prior to
coating.
3. All application equipment shall be electrically grounded as required
and have clean operating gauges, moisture traps, etc.
4. Manufacturer’s Representative. The coating manufacturer shall be
responsible, through an authorized representative, to provide
technical assistance to the paint contractor as needed.
B. Environmental Conditions. Coatings shall not be applied under the following
conditions unless specifically authorized in writing by the coatings
manufacturer and/or Engineer.
1. Surface temperature of the surface to be coated is at/or below 50F
or is expected to fall to or below 50F within four hours of coating
application.
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2. Surface temperature of the surface to be coated is at 135F or
above.
3. The relative humidity is 85% or greater.
4. The temperature is within 5F of the dew point or is expected to drop
to that level within 8 hours of application.
5. Surfaces to be coated are wet or damp.
6. Misting rain, snow, fog or dust-laden air.
7. Excessive wind velocity (exterior).
C. System Compatibility. Unless specifically approved by the Engineer/Owner,
coatings from different manufactures may not be mixed within a coating
system.
D. Safety Precautions.
1. Contractor shall comply with applicable regulations set forth in the
Code of Federal Regulations, OSHA Health and Safety Standards
29CFR-1926/1910, latest edition.
2. Contractor shall comply with the applicable regulations set forth in
the TAC Title 30 Chapter 101, General Rules, Paragraph 101.4,
concerning Nuisance Emissions and Chapter 111, Control of Air
Pollution From Visible Emissions and Particulate Matter, Abrasive
Blasting Of Water Storage Tanks Performed By Portable Operations,
Paragraphs 111.131 through 111.139.
3. Surrounding equipment, fixtures, etc., shall be protected with drop
cloths or other appropriate shielding from drops and overspray.
Surfaces which are contaminated shall be cleaned and, if necessary,
repainted.
4. The Contractor must provide adequate forced air ventilation, while
cleaning and painting. Ventilation shall be adequate to remove
fumes, preventing injury to workmen or possible accumulation of
volatile gases.
5. Proper and adequate illumination equipment shall be provided
including explosion proof equipment where required by the
Engineer/Owner.
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6. Fresh air hoods shall be provided for painters and inspectors as
necessary.
7. Warnings. Display caution signs in necessary areas advising of
spray painting and warning against open flames.
E. Special Instructions.
1. In multi-coat systems, each coat shall be a different color to verify
adequate coverage. However, the cost just prior to the finish coat, as
necessary, may be tinted to approximately the same color as the
finish coat to ensure adequate hiding.
2. The use of spray-painting equipment which diffuses paint and
compressed air or generates paint fog or permits paint spray to
become air-borne will not be permitted. Paint shall not be applied
when conditions are such that windblown driftage, insects or
moisture can collect on the freshly applied paints.
3. The Contractor shall take all necessary precautions to prevent paint
from being scattered or windblown during application and shall be
responsible for any and all damages due to settlement of paint on
dwellings, structures, vehicles, or property in the vicinity of the work.
4. All cloths and cotton waste which might constitute a fire hazard shall
be placed in covered metal containers or destroyed at the end of
each work day. Upon completion of the work, all scaffolding, and
containers shall be removed from the site or destroyed in a manner
approved by the Engineer. Paint spots, oil or stains upon adjacent
surfaces shall be removed and the entire job left clean and
acceptable to the Engineer.
5. The sequence to be followed in painting shall be such that a
minimum of damage to finished coatings will result.
F. Curing. Special consideration shall be given to drying and curing times of
coatings as recommended by the coatings manufacturer.
3.03 INSPECTION/QUALITY ASSURANCE
A. Materials, Equipment and Coating System. All materials and
equipment used in the accomplishment of the job are subject to
inspection at any time by the Engineer and/or Construction Observer.
All steps in the coating system shall be subject to inspection prior to
progressing to succeeding steps. Phases of inspection shall include
but not be limited to:
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1. Pre-cleaning (surface preparation) survey of facilities to
painted.
2. During surface preparation and prior to coating inspection.
3. During and immediately after each coating application.
B. General Conditions for Inspection. Contractor shall not move or
remove scaffolding, ladders or other fixtures necessary to provide
proper inspection until such action has been approved by
Construction Observer.
C. Surface Preparation.
1. Metal surfaces shall be inspected using the latest revision of
the Steel Structures Painting Council definitions and approved
equipment and procedures. NACE (National Association of
Corrosion Engineers) definitions and standards and SSPC-
Vis1-89 may also be used at the discretion of the Engineer.
2. Other surfaces shall be inspected in accordance with these
specifications as previously defined.
D. Dry Film Thickness Measurements.
1. Ferrous metal surfaces will be checked using an acceptable
magnetic pull-off (Type 1) or single fixed probe (Type II) gauge
as described in SSPC-PA-2.
2. Non-magnetic surfaces will be checked with an approved wet
film gauge.
3. Where non-magnetic surfaces are too irregular to be checked
with a wet film gauge, estimated film thicknesses will be
arrived at using coating manufacturer’s published coverage
rates and uneven color or shadowy appearance.
E. Methods and Procedures. Unless otherwise specified, inspection
procedures shall be in accordance with the latest revision of AWWA
Specification D-102, Section 8.
F. Finish. All finish coats shall be inspected visually and shall be free of
all unsightly sags, runs, bubbles, drips, waves, laps, unnecessary
brush marks, overspray, environmental contaminants or other
physical defects and shall be uniform in color.
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G. Inspection Tools. The inspection tools which may be used without
precluding the use of others are shown below:
a. Wet Film Gauge
b. Magnetic Pull-Off (Type I) or Single Probe (Type II) Gauge
c. National Bureau of Standards Calibration Chips for Type I
DFT Gauge
d. Plastic Shims for calibrating Type II DFT Gauge
e. Low voltage, wet sponge pinhole/holiday detector such as a
Tinker & Rasor Model M-1
f. SSPC or ISO Pictorial Standards
g. Profile Comparators (Clemtex-K-Tator)
h. Replica Tape for measuring anchor pattern (surface profile)
i. Blast Hose Needle Gauge
j. Blast Nozzle Aperture Gauge
k. Sling Psychrometer with Charts
l. Inspection Mirror
m. Surface Temperature (thermometers)
3.04 REPORTING/RECORDS
A. Inspections. All inspections shall be recorded and shall include, not be
limited to, the following information:
1. Date
2. Time of Day
3. Job Identification
4. Engineer
5. Contractor and Sub-Contractor
6. Specified Coating System
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7. Specified Surface Preparation
8. Coatings Manufacturer and Product Batch Numbers being used
9. Weather Conditions –
i. Temperature (Air and Surface)
ii. Humidity/Dew Point
iii. Wind Velocity/Direction
10. Remarks/Results of Inspection
B. Daily Work Reports. The Contractor will be required to furnish to the
Engineer or Owner’s Representative copies of daily work reports. These
work reports shall include, but not be limited to, the following information:
1. Date – Start up and shut down time
2. Names of personnel on job
3. Tasks performed by individual personnel with time frame
required to perform tasks
4. Equipment being utilized
5. Materials and quantities used
6. Weather conditions and time taken (minimum twice daily) –
i. Temperature (air and surface)
ii. Humidity/dew point
iii. Wind velocity/direction
7. Work accomplished with remarks concerning equipment
breakdown and/or any job irregularities.
3.05 REPAIRS OF DEFECTS
A. Exterior and Cosmetic Surfaces. Exterior and/or cosmetic surfaces will be
repaired using the same material and matching color.
B. Low Film Thicknesses. Inspections discovering low firm thicknesses at a
significant number of inspection points may require additional coat(s) of
material at the discretion of the Engineer/Owner or Construction Observer.
These additional coats will be at the Contractor’s expense.
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3.06 GUARANTEE
A. The Contractor shall guarantee the job against defective materials and
workmanship for a period of one (1) year from the date of acceptance of the
job by the Owner. On or about the eleventh month of service, the facilities
will be cleaned and inspected. At that time, all rust spots and other defects
in the coating system shall be repaired as necessary at the Contractor’s
expense. Repairs will be made within thirty (30) days after written notice by
the Engineer/Owner.
3.07 COATINGS SYSTEMS AND SCHEDULE
A. Valves. Shall include Check Valves, Gate Valves, Butterfly Valves, Surge
Relief Valves, Pump Control Valves, and appurtenances to be located
above ground or in a vault.
Coating System.
Shop Coat: Tnemec Series 20-1211 Red Pota-Pox applied at 3.0-5.0
dry mils
Second Coat: Tnemec Series 140-1255 Beige Pota-Pox Plus applied at
6.0-8.0 dry mils
Third Coat: Tnemec Series 140-AA90 White Pota-Pox Plus applied at
6.0-8.0 dry mils
Total dry film thickness shall be 15.0 mils. minimum and 21.0 mils.
maximum.
B. Steel Pipes. Shall include Steel Pipe, Steel Fittings, Dresser Couplings,
Steel Spool Pieces and appurtenances to be located above ground or in a
vault.
Coating System.
Prime Coat: Tnemec Series 140 Pota-Pox Plus applied at 6.0-8.0 mils.
Finish Coat: Tnemec Series 75 Endura-Shield applied at 3.0-5.0 mils
Total dry film thickness shall be 9.0 mils. minimum and 12.0 maximum.
C. Pumps. Shall include all pumps with Suction and Discharge Flanges, Sole
Plates and appurtenances to be located above ground.
Coating System.
Shop Coat: Tnemec Series 20-1211 Red Pota-Pox applied at 3.0-5.0
dry mils
Second Coat: Tnemec Series 140-1255 Beige Pota-Pox Plus applied at
6.0-8.0 dry mils
Third Coat: Tnemec Series 140-AA90 White Pota-Pox Plus applied at
6.0-8.0 dry mils
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Total dry film thickness shall be 15.0 mils. minimum and 21.0 mils.
maximum.
D. Pipe Supports. Shall include all steel pipe supports and appurtenances to
be located above ground or in a vault.
Coating System.
Shop Coat: Tnemec Series 20-1211 Red Pota-Pox applied at 3.0-5.0
dry mils
Second Coat: Tnemec Series 140-1255 Beige Pota-Pox Plus applied at
6.0-8.0 dry mils
Third Coat: Tnemec Series 140-AA90 White Pota-Pox Plus applied at
6.0-8.0 dry mils
Total dry film thickness shall be 15.0 mils. minimum and 21.0 mils.
maximum.
3.08 TOTAL DRY THICKNESS
A. For all exterior surfaces: Total dry film thickness of the new coating system
shall be as specified above per SSPC dry film thickness inspection
standards.
B. Engineer shall verify and record the average dry film thickness of the
existing coating system, if applicable, (per SSPC average dry film thickness
standards) prior to application of the new coating system. The total dry film
thickness of the existing system and newly applied system shall be the sum
of the two.
END OF SECTION