CIAC 01-08-2025 Agenda- with Associated Documents
MEETING AGENDA
Schertz Capital Improvement Advisory Committee
January 8, 2025
HAL BALDWIN MUNICIPAL COMPLEX COUNCIL CHAMBERS
1400 SCHERTZ PARKWAY BUILDING #4
SCHERTZ, TEXAS 78154
CITY OF SCHERTZ CORE VALUES
Do the right thing
Do the best you can
Treat others the way you want to be treated
Work cooperatively as a team
AGENDA
WEDNESDAY, JANUARY 8, 2025 at 6:00 p.m.
The Capital Improvement Advisory Committee will hold the scheduled meeting at 6:00p.m., Wednesday,
January 8, 2025, at the City Council Chambers. In lieu of attending the meeting in person, residents will have
the opportunity to watch the meeting via live stream on the City's YouTube Channel.
1.CALL TO ORDER / ROLL CALL THE CAPITAL IMPROVEMENT ADVISORY COMMITTEE MEETING
2.SEAT ALTERNATE TO ACT IF REQUIRED
3.HEARING OF RESIDENTS
This time is set aside for any person who wishes to address the Capital Improvement Advisory Committee. Each person should fill out the
Speaker’s register prior to the meeting. Presentations should be limited to no more than three (3) minutes. Discussion by the Committee of
any item not on the agenda shall be limited to statements of specific factual information given in response to any inquiry, a recitation of
existing policy in response to an inquiry, and/or a proposal to place the item on a future agenda. The presiding officer, during the Hearing
of Residents portion of the agenda, will call on those persons who have signed up to speak in the order they have registered.
4.WORKSHOP AND DISCUSSION:
A.Workshop presentation and discussion regarding a pending update to the City of Schertz Water and Wastewater Master
Plans, Land Use Assumptions, and Capital Improvements Plans that establish the basis for an update to the City's Water and
Wastewater Impact Fees.
5.ADJOURNMENT OF THE CAPITAL IMPROVEMENT ADVISORY COMMITTEE MEETING
Capital Improvement Advisory Committee January 8, 2025 Page 1 of 2
CERTIFICATION
I, Daisy Marquez, Planner, of the City of Schertz, Texas, do hereby certify that the above agenda was posted on the official bulletin boards on this the 2nd
day of January, 2025 at 3:00 p.m., which is a place readily accessible to the public at all times and that said notice was posted in accordance with chapter
551, Texas Government Code.
Daisy Marquez, Planner
I certify that the attached notice and agenda of items to be considered by the Schertz Capital Improvement Advisory Committee was removed
from the official bulletin board on _____day of _______________, 2025. _______________title:_____________
This facility is accessible in accordance with the Americans with Disabilities Act. Handicapped parking spaces are available. If you require special
assistance or have a request for sign interpretative services or other services please call 619-1030 at least 24 hours in advance of meeting.
The Planning and Zoning Commission for the City of Schertz reserves the right to adjourn into executive session at any time during the course of this
meeting to discuss any of the matters listed above, as authorized by the Texas Open Meetings Act.
Executive Sessions Authorized: This agenda has been reviewed and approved by the City’s legal counsel and presence of any subject in any Executive
Session portion of the agenda constitutes a written interpretation of Texas Government Code Chapter 551 by legal counsel for the governmental body and
constitutes an opinion by the attorney that the items discussed therein may be legally discussed in the closed portion of the meeting considering available
opinions of a court of record and opinions of the Texas Attorney General known to the attorney. This provision has been added to this agenda with the
intent to meet all elements necessary to satisfy Texas Government Code Chapter 551.144(c) and the meeting is conducted by all participants in reliance on
this opinion.
Capital Improvement Advisory Committee January 8, 2025 Page 2 of 2
CAPITAL IMPROVEMENT ADVISORY COMMITTEE: 01/08/2025
Agenda Item 4 A
TO:Planning and Zoning Commission
PREPARED BY:Kathryn Woodlee, City Engineer
SUBJECT:Workshop presentation and discussion regarding a pending update to the City of Schertz Water and Wastewater
Master Plans, Land Use Assumptions, and Capital Improvements Plans that establish the basis for an update to the
City's Water and Wastewater Impact Fees.
GENERAL INFORMATION
The City desires to update its capital recovery fees, or impact fees, in order to appropriately fund construction of new facilities and expand
existing facilities to serve future development. The fees consider and apply to water and wastewater projects identified on the City's Water
and Wastewater Master Plans necessary to support growth and development. To formulate the fees to be assessed, land use assumptions
that project growth over a planning period must be established. Additionally, Capital Improvement Plans that address the needs of that
growth must be prepared and approved.
The purpose of the impact fee is to provide a funding mechanism for the implementation of the water and wastewater capital improvements
over a planning period. The impact fee program facilitates the funding participation of new development at a fair rate based on the demand
placed on the City's water transmission and distribution and wastewater collection and conveyance systems by the development.
An initial step in the update of the impact fee is the establishment of land use assumptions including population and employment
projections over the 30-year planning period (2020-2050). The assumptions include the type, location, quantity, and timing of land uses.
The Land Use Assumptions report (LUA) includes a description of the methodology used in preparation, explanation of the data considered,
and presentation of historical and projected growth trends.
The other major step in the update of the impact fee is the preparation of Water and Wastewater Capital Improvement Plans (CIPs). The
proposed CIP for water was developed based on a hydraulic model of the existing water system, application of growth projections to that
model, and identification of improvement projects needed to meet TCEQ minimum requirements for water service. The proposed CIP for
wastewater was developed based on a hydraulic model of the existing collection and conveyance system, application of growth projections
to that model, and identification of improvement projects needed to provide required capacity within the sewer system. Individual projects
are identified and are spread as appropriate over the planning period into the categories of near term, 2030, and 2050 projects for planning
purposes. Projects may shift in time based on actual patterns of development and the plan should be reviewed and updated as needed in
five years. The projects that make up the Capital Improvement Plans will also be configured in such a way to serve as updated Water and
Wastewater Master Plans for development.
STAFF ANALYSIS AND RECOMMENDATION
The goal of this workshop is to familiarize members of the Capital Improvement Advisory Committee (CIAC) and Planning and Zoning
Commission (P&Z) with the proposed Water and Wastewater Master Plan Updates, updated Land Use Assumptions, and Capital
Improvement Plans that establish the basis for calculation of updated maximum assessable water and wastewater impact fees.
At the next meeting of the P&Z, a public hearing will be held and Staff will recommend that the Commission recommend to Council
adoption of the updated Water and Wastewater Master Plans as an amendment to the City's Comprehensive Plan.
At the next meeting of the CIAC, Staff will guide the Committee to make comments to City Council regarding the LUA, CIPs, and updated
impact fees to be assessed.
Attachments
2024 Water and Wastewater Impact Fee Update
City of Schertz 2024 Water &
Wastewater Master Plan, CIP, &
Impact Fee Update
2024 Water & Wastewater Impact Fee Report
Prepared By: Lockwood, Andrews, and Newnam Inc,
215 Mary Avenue, Suite 309
Waco, Texas 76701
254-753-9585
September 2024
TBPE Firm No. 2614
EXECUTIVE SUMMARY
The City of Schertz (City) contracted Lockwood, Andrews, and Newnam Inc. (LAN) to analyze and
update the Water and Wastewater Impact Fees. This report summarizes the process used to calculate
the water and wastewater impact fees for the 2020 – 2030 planning period, which was done in
accordance with Texas Local Government Code (TLGC) Section 395.
This study included the development of land use assumptions and growth projections, which were
used to estimate future water and wastewater demands. Hydraulic models for both the water and
wastewater systems were created by LAN based on data obtained from the City and the estimated
future demands. The results of these models highlighted areas in both systems with insufficient capacity
or would be throughout the planning period. Capital improvement plans for both systems were then
developed and broken out into three separate groups: Near Term, 2030, and 2050. Projects included
in the 2050 CIP are not eligible to be included in this impact fee update as TLGC Section 395 limits the
planning period to 10 years. Estimated costs were developed for each project and can be found in
Appendix 29. The 2030 and 2050 costs were multiplied by an average construction inflation factor to
ensure estimates accurately captured the project costs in the future. Only the percentage of each
project being utilized during the 10-year planning period was included to calculate the total impact fee
eligible costs. Additionally, only the projects or portions of projects needed due to growth are included
in the total impact fee eligible costs.
The increase in Living Unit Equivalents (LUEs) for the water and wastewater system were
determined by comparing the flow results from the two hydraulic models to the existing system flows.
The City of Schertz is unique in that the water and wastewater Certificates of Convenience and
Necessity (CCN) do not match exactly, so the increase in LUEs for the two systems are slightly different.
To obtain the maximum allowable impact fee for both systems, the total impact fee eligible costs were
divided by the respective growth in LUEs. The tables below show this process for each system.
Maximum Allowable Water Impact Fee
Water Impact Fee
Impact Fee Eligible Costs $65,943,379
Credit (Calculated: 5.1%) ($3,365,530)
Total Impact Fee Eligible Costs $62,577,849
Growth in LUEs 7,100
Maximum Allowable Water Impact Fee per LUE $8,814
2024 Water & Wastewater Master Plan, CIP, & Impact Fee Update
City of Schertz, Texas
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Maximum Allowable Wastewater Impact Fee
Wastewater Impact Fee
Impact Fee Eligible Costs $53,822,665
Credit (Calculated: 8.6%) ($4,611,802)
Total Impact Fee Eligible Costs $49,210,863
Growth in LUEs 7,217
Maximum Allowable Wastewater Impact Fee per LUE $6,819
Part of the update to the impact fees included updating the water meter types and characteristics
to correspond with the new meters that the City will now be utilizing. The maximum allowable impact
fees by meter type were calculated by multiplying the LUE per meter size by the maximum allowable
water and wastewater impact fees shown in the tables above. The table below reflects both the update
to the impact fees by meter type and the new meter characteristics.
Maximum Allowable Impact Fee by Meter Size
Meter
Size Meter Type
Maximum
Flow Rate
for
Continuous
Duty (gpm)
Proposed
LUE
Maximum
Allowable Water
Impact Fee
Maximum
Allowable
Wastewater
Impact Fee
5/8" MULTI-JET 15 1.0 $8,814 $6,819
3/4" MULTI-JET 20 1.3 $11,810 $9,137
1" MULTI-JET 30 2.0 $17,627 $13,638
2" ULTRASONIC 250 16.7 $146,924 $113,671
3" ULTRASONIC 500 33.3 $293,848 $227,341
4" ULTRASONIC 1,000 66.7 $587,607 $454,615
6" ULTRASONIC 1,600 106.7 $940,154 $727,370
8" ULTRASONIC 2,800 186.7 $1,645,248 $1,272,880
10" ULTRASONIC 5,500 366.7 $3,231,708 $2,500,279
12" ULTRASONIC 5,500 366.7 $3,231,708 $2,500,279
ENGINEER’S SEAL & LAN FIRM NO. HERE
12/16/2024
2024 Water & Wastewater Master Plan, CIP, & Impact Fee Update
City of Schertz, Texas
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Table of Contents
City of Schertz 2024 Water & Wastewater Master Plan, CIP, & Impact Fee Update ........... 0
1. BACKGROUND & REGULATIONS .............................................................................. 6
2. LAND USE ASSUMPTIONS ......................................................................................... 8
2.1 Data Review & Methodology ............................................................................................. 8
2.2 Summary of Comprehensive Land Use and Future Development Assumptions ............... 9
2.3 Land Use and Growth Projections ................................................................................... 10
2.4 CCNs Service Area Updates ........................................................................................... 13
2.5 Future System Modeling ................................................................................................. 14
3. WATER SYSTEM EVALUATION & CIP ..................................................................... 15
3.1 Modeling & Evaluating the Existing Water System .......................................................... 15
3.2 Future Water System Evaluation & CIP .......................................................................... 36
4. WASTEWATER SYSTEM EVALUATION & CIP......................................................... 49
4.1 Modeling the Existing Wastewater System ..................................................................... 49
4.2 Existing Wastewater System Evaluation ......................................................................... 58
4.3 Future Wastewater System Evaluation & CIPs ............................................................... 60
5. IMPACT FEE DEVELOPMENT .................................................................................. 69
5.1 Living Unit Equivalent ...................................................................................................... 69
5.2 Cost Data ........................................................................................................................ 70
5.3 Inflation Rate Calculation ................................................................................................ 71
5.4 Project Costs Eligibility .................................................................................................... 72
5.5 Water Meter Updates ...................................................................................................... 76
5.6 Maximum Allowable Impact Fees .................................................................................... 77
5.7 Comparison of Local Impact Fees ................................................................................... 80
6. LIST OF APPENDICES .............................................................................................. 81
List of Tables
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Table 1: Land Use of Territories Under Delayed Annexation Agreements ................................... 11
Table 2: Population Projections .................................................................................................... 11
Table 3: Housing Projections ........................................................................................................ 11
Table 4: Maximum Build-Out Estimates ....................................................................................... 12
Table 5: Household Size Projections ............................................................................................ 12
Table 6: Employment & Commercial Property Projections ........................................................... 13
Table 7: Average Day Wholesale Customer Meter Demands ...................................................... 15
Table 8: Peak Day Wholesale Customer Meter Demands ........................................................... 16
Table 9: TAC Criteria for the Evaluation of the City's Existing System ......................................... 20
Table 10: Well Capacities ............................................................................................................. 23
Table 11: Wholesale Water Commitments ................................................................................... 24
Table 12: Storage Tank Capacities .............................................................................................. 24
Table 13: Elevated Storage Tank Capacities ............................................................................... 25
Table 14: Pump Capacities .......................................................................................................... 25
Table 15: Average Day Minimum Pressures Observed in Each Pressure Plane.......................... 26
Table 16: Peak Day Minimum Pressures Observed in Each Pressure Plane ............................... 28
Table 17: Peak Day Plus Fire Flow Scenic Hills Simulation ......................................................... 31
Table 18: Peak Day Plus Fire Flow I-35 Simulation ...................................................................... 33
Table 19: Peak Day Plus Fire Flow Live Oak Simulation .............................................................. 34
Table 20: Near Term Water CIP Project Summary ....................................................................... 37
Table 21: Projected 2030 Number of Connections per Pressure Plane ....................................... 39
Table 22: 2030 TCEQ Capacity Analysis for IH-35 & Scenic Hills Pressure Planes ..................... 39
Table 23: 2030 TCEQ Capacity Analysis for Live Oak Pressure Plane ........................................ 39
Table 24: 2030 Water CIP Project Summary ................................................................................ 43
Table 25: Projected 2050 Number of Connections per Pressure Plane ....................................... 44
Table 26: 2050 TCEQ Capacity Analysis for IH-35 & Scenic Hills Pressure Planes ..................... 44
Table 27: 2050 TCEQ Capacity Analysis for Live Oak Pressure Plane ........................................ 44
Table 28: 2050 Water CIP Project Summary ................................................................................ 48
Table 29: Dry Weather Sanitary Load & Diurnal Curve Adjustment Summary ............................. 51
Table 30: Dry Weather Calibration Results .................................................................................. 53
Table 31: Rainfall Event Properties .............................................................................................. 54
Table 32: Rain Gauge Data Assumptions .................................................................................... 54
Table 33: Calibrated RTK Parameters .......................................................................................... 56
Table 34: Wet Weather Calibration Results .................................................................................. 57
Table 35: Calibration Event Wet Weather Peaking Factors for Metered Basins ........................... 58
Table 36: Dry Weather Flow Projections ...................................................................................... 60
Table 37: Capacity Deficiency Criteria for Existing Facilities ........................................................ 61
Table 38: Design Criteria for New Sewer Facilities ....................................................................... 61
Table 39: Breakdown of Average Dry Weather Flows by Outfalls ............................ 62
2024 Water & Wastewater Master Plan, CIP, & Impact Fee Update
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Table 40: Near Term Projects Summary ...................................................................................... 63
Table 41: 2030 Growth Projects Summary ................................................................................... 64
Table 42: 2030 System Improvement Projects Summary ............................................................. 65
Table 43: 2030 CCMA System Improvement Projects Summary ................................................. 65
Table 44: 2050 Growth Projects Summary ................................................................................... 66
Table 45: 2050 System Improvement Projects Summary ............................................................. 66
Table 46: Lift Station Capacity Evaluation .................................................................................... 67
Table 47: Force Main Capacity Evaluation ................................................................................... 68
Table 48: Calculations for Growth in Water LUEs ........................................................................ 69
Table 49: Calculations for Growth in Wastewater LUEs ............................................................... 69
Table 50: Yearly Inflation Rate Calculations ................................................................................. 71
Table 51: Near Term Water CIP Projects Estimate of Probable Costs ......................................... 73
Table 52: 2030 Water CIP Projects Estimate of Probable Costs .................................................. 73
Table 53: 2050 Water CIP Projects Estimate of Probable Costs .................................................. 74
Table 54: Near Term Wastewater CIP Projects Estimate of Probable Costs ............................... 74
Table 55: 2030 Wastewater CIP Projects Estimate of Probable Costs ......................................... 75
Table 56: 2050 Wastewater CIP Projects Estimate of Probable Costs ......................................... 76
Table 57: CCMA 2030 System Improvement Projects Estimate of Probable Costs ..................... 76
Table 58: Existing & Proposed Meter Characteristics ................................................................... 77
Table 59: Maximum Allowable Water Impact Fee ........................................................................ 78
Table 60: Maximum Allowable Wastewater Impact Fee ............................................................... 79
Table 61: Maximum Allowable Impact Fee by Meter Size ............................................................ 79
Table 62: Local Impact Fee Comparison ...................................................................................... 80
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List of Figures
Figure 1: Average & Peak Day Diurnal Patterns for Single-Family Residential Meters ................ 17
Figure 2: Average & Peak Day Diurnal Patterns for Multi-Family Residential Meters ................... 17
Figure 3: Live Oak PRV Flows ...................................................................................................... 18
Figure 4: Extent of Waterline Segment Removed from Existing System Model ........................... 19
Figure 5: Live Oak GST & I-35 EST Percent Full Over 24 Hours ................................................. 22
Figure 6: Live Oak GST & I-35 EST Percent Full Over 48 Hours ................................................. 22
Figure 7: Average Day Conditions Minimum Pressures ............................................................... 27
Figure 8: Peak Day Conditions Minimum Pressures .................................................................... 29
Figure 9: Fire Flow Simulation Locations ...................................................................................... 30
Figure 10: Scenic Hills Fire Flow Simulation ................................................................................ 32
Figure 11: I-35 Fire Flow Simulation ............................................................................................. 33
Figure 12: Live Oak Flre Flow Simulation ..................................................................................... 35
Figure 13: 2030 Peak Day Corbett EST Levels ............................................................................ 40
Figure 14: 2030 Peak Day Live Oak EST Levels .......................................................................... 40
Figure 15: 2030 Peak Day Nacogdoches EST Levels .................................................................. 41
Figure 16: 2030 Peak Day IH-35 EST Levels ............................................................................... 41
Figure 17: 2030 Peak Day Northcliffe EST Levels ........................................................................ 42
Figure 18: 2050 Peak Day Corbett EST Levels ............................................................................ 45
Figure 19: 2050 Peak Day LIve Oak EST Levels ......................................................................... 45
Figure 20: 2050 Peak Day Nacogdoches EST Levels .................................................................. 46
Figure 21: 2050 Peak Day IH-35 EST Levls ................................................................................. 46
Figure 22: 2050 Peak Day Nortcliffe EST Levels .......................................................................... 47
Figure 24: Schematic of Flow Monitors in the City's Wastewater System .................................... 50
Figure 25: Example Plot of Diurnal Pattern .................................................................................. 52
Figure 26: Sample Dry Weather Calibration Plot .......................................................................... 52
Figure 27: RTK Method Parameters ............................................................................................. 55
Figure 28: Sample Wet Weather Calibration Plot ......................................................................... 57
Figure 29: 5-Year 24 Hour Design Storm ..................................................................................... 59
Figure 30: AACE Cost Estimate Clases ....................................................................................... 70
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1. BACKGROUND & REGULATIONS
Texas Local Government Code (TLGC) Section 395 provides provisions to “generate revenue for
funding or recouping the costs of capital improvements or facility expansions necessitated by and
attributable to the new development”. Impact fees cannot be applied to existing customers. The City of
Schertz (City) contracted Lockwood, Andrews, and Newnam Inc. (LAN) to analyze and update the
Water and Wastewater Impact Fees. This report summarizes the process used to calculate water and
wastewater impact fees for the 2020 – 2050 planning period, which was done in accordance with TLGC
Section 395.
Within Section 395 there are procedures and regulations for adopting and updating water and
wastewater impact fees that require an impact fee analysis be performed before the new or updated
impact fees can be imposed. In accordance with Section 395, only the following items are payable by
the impact fee:
· Construction Contract Price
· Surveying & Engineering Fees
· Land acquisition costs, including land purchases, court awards and costs, attorney’s fees,
and expert witness fees.
· Fees actually paid or contracted to be paid to an independent qualified engineer or financial
consultant preparing or updating the capital improvements plan who is not an employee of
the political subdivision.
· Projected interest charges and other financing costs may be included in determining the
amount of impact fees only if the impact fees are used for the payment of principal and
interest on bonds, notes, or other obligations issued by or on behalf of the political
subdivision to finance the capital improvements or facility expansions identified in the capital
improvements plan and are not used to reimburse bond funds expended for facilities that
are not identified in the capital improvements plan.
Additionally, Section 395 lists the items that are not payable by the impact fee:
· Construction, acquisition, or expansion of public facilities or assets other than capital
improvements or facility expansions identified in the capital improvements plan.
· Repair, operation, or maintenance of existing or new capital improvements or facility
expansions.
· Upgrading, updating, expanding, or replacing existing capital improvements to serve existing
development in order to meet stricter safety, efficiency, environmental, or regulatory
standards.
· Upgrading, updating, expanding, or replacing existing capital improvements to provide better
service to existing development.
· Administrative and operating costs of the political subdivision, except the Edwards
Underground Water District or a river authority that is authorized elsewhere by state law to
charge fees that function as impact fees may use impact fees to pay its administrative and
operating costs.
· Principal payments and interest or other finance charges on bonds or other indebtedness,
except as allowed by Section 395.012.
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With these regulations in mind, LAN updated the City’s land use assumptions, developed hydraulic
water and wastewater models, identified capital improvement projects and their usage attributable to
new development, and calculated the updated water and wastewater impact fees.
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2. LAND USE ASSUMPTIONS
Land use assumptions are required to be periodically updated in accordance with TLGC Section
395.052. These assumptions form the basis for analyzing existing and future water and wastewater
needs based on growth projections. This section describes how LAN performed a land use assessment,
developed growth projections, and applied this data to the hydraulic water and wastewater models
which are discussed later in this report.
2.1 Data Review & Methodology
2.1.1 City Provided Data
Data and resources necessary for LAN to assess current and future land uses, development
projections, and Water and Wastewater service networks were provided by the City. Sources available
up to December 31, 2021 were incorporated in the land use assumptions for this master plan effort.
The plan was modified based on residential subdivision development information received from the City
on April 8th, 2022. This includes the following:
· GIS Shapefiles
o Received by LAN in the December 2019 data package from the City
Shapefiles in this data package included:
· Comprehensive Land Use
· Zoning Ordinances
· Water and Wastewater infrastructure
· CCN Service Areas
· Municipal Boundaries
· Customer Meters
· Subdivision Land Use Statistics
· Residential Land Use Forecasts
o Microsoft excel spreadsheet received by LAN in April 2020 from the City’s Director of
Planning and Community Development.
· 2018 City of Schertz Comprehensive Land Use Plan Map
· 2017 Roadway Impact Fee Land Use Assumption Report by Freese and Nichols, Inc.
2.1.2 AAMPO TAZ Data
Alamo Area Metropolitan Planning Organization (AAMPO) Traffic Analysis Zone (TAZ)
demographic databases were used to determine the City’s growth projections. TAZs are the geographic
units used to inventory existing and future demographic data required for modeling purposes. TAZ data
included 2020, 2025, 2035, and 2045 population, number of households, average household size, and
employment inventories for the study area. Databases were downloaded from the AAMPO website in
the form of GIS shapefiles and concentrated to correctly reflect the City’s extent.
It should be noted that TAZ demographic data from 2020 was provided to LAN separately from the
2025-2045 projected demographic data. Because the 2020 data package was a direct result from the
official 2020 Census and the projected data was calculated by AAMPO before 2020, LAN identified
discrepancies in growth rates between the years 2020 and 2030 for population and employment. For
the purpose of this Land Use Assessment, population and employment data between the
years 2020 and 2030 was interpolated to reflect consistent growth rate throughout the
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planning period. LAN has communicated with AAMPO about the data discrepancies and will update all
projections accordingly for future system modeling.
At the request of City staff, the projected growth rate for each 5-year period was increased by 0.1%
to be conservative. These adjusted population numbers are presented in subsequent sections.
2.1.3 Planning Period
This Comprehensive Land Use Assessment utilizes a 30-year planning period from 2020 to 2050.
Because the AAMPO TAZ demographic data is limited to the year 2045, demographics were projected
to 2050 by assuming the same compound annual growth rate (CAGR) established in 2045.
2.2 Summary of Comprehensive Land Use and Future Development Assumptions
2.2.1 2017 Roadway Impact Fee Land Use Assumptions by Freese and Nichols, Inc.
The 2017 Roadway Impact Fee Land Use Assumptions Report identified land use assumptions
and recommendations for the City over a 10-year planning period ending in 2027. Upon completion of
this 2021 Comprehensive Land Use Assessment, LAN has identified that the following assumptions
from the 2017 Report will remain true for the 30-year planning period ending in 2050:
· Territories south of Randolph Air Force Base are impacted by restrictions based on Air Impact
Compatible Use Zones (shown on the City’s Comprehensive Land Use Plan Map as
Attachment 1). Restrictions include limits on residential development densities.
· Continued commercial and residential development pressure in the North from New Braunfels
will impact growth around the City.
2.2.2 Assumptions Made by LAN
A series of assumptions in relation to the City’s land use and future development have been made
by LAN after completing this Land Use Assessment. The following assumptions were made to initiate
updates to the water master plan and CIP:
· Land uses identified in the 2018 Comprehensive Land Use Plan Map were modified based on
updated residential subdivision development information received from the City on April 8th,
2022. It is assumed that these developments will remain in place for the 30-year planning
period. The names and location of these updated developments are labeled on Appendix 5
and Appendix 6.
· Land use data available up to April 8th, 2022 were incorporated in the land use assumptions for
this master plan effort.
· New growth throughout the 30-year planning period will expand away from the City center,
where the highest densities of development currently exist.
· Continued development pressure in the North along the IH-35 corridor and from New Braunfels
will result in future residential and commercial development at higher densities throughout the
north, than in the south.
· Territories under delayed annexation agreements with the City will be annexed by 2025. The
annexation of these territories will expand municipal boundaries.
· Regions within Municipal Boundaries that do not currently lie within City water or wastewater
Certificates of Convenience and Necessity (CCN)s identified by the Public Utilities
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Commission (PUC) are serviced by other authorities and will remain so throughout the 30-year
planning period.
· The existing water and wastewater CCNs will remain in place for the 30-year planning period.
2.3 Land Use and Growth Projections
2.3.1 2018 Comprehensive Land Use Plan
The City’s Comprehensive Land Use Plan Map is included in this report as Appendix 1 and serves
as a provisional guideline for future development across the City. The land uses identified in the 2018
map provide a framework that will be reflected by the City’s future development decisions. The
exception is the area south of Schaeffer Rd and east of FM 1518. Recent land use plan amendments
in this area include zoning changes based on data available up to October 1st, 2022.
2.3.2 Zoning
The City’s existing zoning ordinances are included in this report as Appendix 2. The existing zoning
ordinances were published in 2019 and serve as a means for which the 2018 Comprehensive Future
Land Use Plan will be implemented. Based on land use data available up to October 1st, 2022 (including
residential subdivision development information received from the City), the 2019 zoning designations
were updated. It is assumed for the purposes of this study, that the zoning identified in Attachment 2
will remain in place for the 30-year planning period ending in 2050 apart from areas south of Schaeffer
Rd and east of FM 1518 and areas just north of Trainer Hale Rd which are already approved for
rezoning as of May 26, 2022. All existing and future subdivisions are shown in Appendix 5 & 6.
2.3.3 Delayed Annexation Agreements
Zoning ordinances were used to locate territories around the City under delayed annexation
agreements. Territories under delayed annexation agreements currently exist within zones of Extra
Territorial Jurisdiction (ETJ), which constrain the City’s growth. These territories are primarily located
throughout the Northeast corner of the City extending toward New Braunfels and in the Southeast
between FM 1518 and IH-10.
2.3.3.1 Annexation Schedule
The City’s Director of Planning and Community Development provided LAN with timelines
for completing existing annexation agreements. The City Plans for the existing annexations to
be completed by 2025.
2.3.3.2 Supported Land Uses of Territories to be Annexed
Table 1 summarizes the supported land uses of the territories under delayed annexation
agreements. The annexation data provided to LAN was geographically categorized between the
north and south. The location of the areas under a delayed annexation agreement is illustrated
in Appendix 2 and the supported land uses for future development of these area is presented in
Appendix 9 & 10.
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Table 1: Land Use of Territories Under Delayed Annexation Agreements
Delayed Annexation
Agreements: Parcel
Land Use
Supported Land Uses(1) Total
Parcels
Total
Acreage
Single-Family
Residential
Lots Allowed
Commercial
Parcels
North Schertz Commercial, Single-Family
Residential 43 1,037 822 2
South Schertz Commercial, Single-Family
Residential 86 3,110 2,000 5
(1)For the purpose of this assessment, single-family residential land use includes Agricultural Conservation, Traditional
Neighborhood Development (TND), Transit Oriented Development (TOD), and Estate Neighborhood
2.3.4 Population Projections
Table 2 uses AAMPO TAZ demographic data to summarize population projections over the 30-
year planning period ending in 2050. Combining these projections with development anticipated as of
October 1st, 2022, Projections suggest that population is expected to steadily increase throughout the
30-year planning period at an average compound annual growth rate (CAGR) of 1.%. Appendix 3
presents 2020 (historical) and 2050 (projected) population distribution across the City, reflecting the
population increase provided in Table 2.
Table 2: Population Projections
Population
Projections
(Cumulative) (1)
Historical 5-Year 10-Year 15-Year 20-Year 25-Year 30-year
2020 2025 2030 2035 2040 2045 2050
Compound
Annual Growth
Rate
- 1.8% 2.0% 2.0% 1.9% 1.9% 1.8%
Population 45,719 49,985 55,187 60,933 66,946 73,553 80,416
Total Increase (+) 4,266 5,202 5,745 6,013 6,607 6,863
(1)Total population accounts for areas of existing Extra Territorial Jurisdiction (ETJ) for which growth is constrained
2.3.5 Residential Land Use
Table 3 uses AAMPO TAZ demographic data to summarize projections for the total number of
households over the 30-year planning period. Future residential development across the City is
expected to reflect population growth and increased traffic along IH-35. The number of households is
expected to increase throughout the 30-year planning period at an average CAGR of 2.2%. 2020
(historical) and 2050 (projected) residential housing distribution across the City are shown in Appendix
4. Because AAMPO TAZ data does not categorize residence type, the housing projections include both
single-family and multi-family residences.
Table 3: Housing Projections
Housing Projections
(Cumulative)
Historical 5-Year 10-Year 15-Year 20-Year 25-Year 30-year
2020 2025 2030 2035 2040 2045 2050
Compound Annual
Growth Rate(1)(2)
- 3.2% 2.4% 2.2% 2.1% 2.0% 2.0%
Households 15,441 18,034 20,305 22,640 25,120 27,735 30,742
Total Increase (+) 2,593 2,271 2,335 2,480 2,615 2,737
(1)Total number of households accounts for all categories of residential housing units throughout the City
(2)Total number of households accounts for all residential housing units located within areas of existing Extra Territorial Jurisdiction
(ETJ) for which growth is constrained
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The City’s Director of Planning and Community Development provided LAN with maximum build-
out estimates for existing and planned single-family and multi-family residential developments
throughout the City. Appendix 5 & 6 shows the location and density of these subdivisions in comparison
to the Wastewater and Water Certificates of Convenience and Necessity (CCNs) service areas.
Appendix 5 & 6 serves as an exhibit of where the City is allowed to provide services and where their
population may be distributed. Table 4 summarizes the maximum build-out estimates. According to this
data, approximately 90% of the existing and planned residential developments are single-family
residential.
Table 4: Maximum Build-Out Estimates
Residential Type Land Use
Statistics Single-Family Multi-Family
Number of Households Expected
at Maximum Build-Out for Existing
and Planned Subdivisions(2)
20,102 3,339
(2)Total number of households includes subdivisions in areas of existing ETJ for which growth is constrained
2.3.5.1 Single-Family Residential Development
The Comprehensive Land Use Plan indicates that single-family is the primary type of residential
land use throughout the City. Over the 30-year planning period, development pressure along IH-35 and
from New Braunfels will impact the distribution of residences across the City. Single-family housing
density is expected to be higher in the north throughout this corridor. However, in the southern portion
of the City, west of FM 1518, residential development will primarily consist of lower density rural and
estate style subdivisions. It is anticipated that additional single-family development will occur east of
FM 1518 based on recent requested and authorized zoning changes.
2.3.5.2 Multi-Family Residential Development
Currently, multi-family residential establishments are located centrally in the City and account for a
small percentage of the City’s residential type land uses. While the number single-family residences
will continue to dominate over the 30-year planning period, data provided by the City’s Director of
Planning and Community Development notes a few new multi-family residential subdivisions have been
planned. These developments are primarily located in the northeast between IH-35 and the Schertz
City Limits, with one in the southern portion of the City. The location and density of these three
developments are included in Appendix 5 & 6.
2.3.5.3 Average Household Size
Table 5 uses AAMPO TAZ demographic data to summarize the average number of persons per
household over the 30-year planning period. Because AAMPO TAZ data did not categorize residence
type, household size accounts for both single-family and multi-family residences. Table 5 indicates the
average household size will remain close to three persons over the 30-year planning period.
Table 5: Household Size Projections
Average Household
Size
Historical 5-Year 10-Year 15-Year 20-Year 25-Year 30-Year
2020 2025 2030 2035 2040 2045 2050
Persons(1)(2) 3.0 2.8 2.7 2.7 2.7 2.7 2.6
(1)All categories of residential housing throughout the City are accounted for
(2)Total number of households includes subdivisions in areas of existing ETJ for which growth is constrained
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2.3.6 Commercial Land Use
The Comprehensive Land Use Plan implies that commercial type land uses will continue to exist
primarily along major thoroughfares in the north surrounding IH-35, in the south surrounding IH-10, and
centrally surrounding FM 3009. The number and location of existing and planned commercial-type
parcels were provided by the City in the form of a GIS Shapefile, shown in Appendix 7 & 8. These
exhibits show the Wastewater and Water CCN service areas, respectively, to compare where the City
is allowed to provide service to where they can expect commercial development. It was determined
that AAMPO TAZ data for the number of persons employed throughout the City could reflect the number
of commercial-type establishments. The CAGR for employment was used to project the number of
commercial establishments over the 30-year planning period. Table 6 summarizes the employment
projections, CAGR, and anticipated number of commercial establishments. Increased traffic and
population among the IH-35 corridor could result in a higher demand for commercial property
development in the North.
Table 6: Employment & Commercial Property Projections
Employment
Projections
(Cumulative)
Historical(1) 5-Year 10-Year 15-Year 20-Year 25-Year 30-year
2020 2025 2030 2035 2040 2045 2050
Compound Annual
Growth Rate(2) - 0.8% 0.8% 3.0% 2.4% 2.2% 2.2%
Persons Employed 21,437 22,363 23,288 24,213 27,305 30,397 33,839
Commercial Parcels 313 327 340 394 445 495 551
Total Increase in
Commercial Parcels (+) 14 14 54 50 50 56
(1)Employment and commercial projections include areas of existing Extra Territorial Jurisdiction (ETJ), for which growth is
constrained
2.4 CCNs Service Area Updates
The City’s existing Water and Wastewater certificates of convenience and necessity (CCNs)
identified by the Public Utility Commission (PUC) were reviewed to identify areas the City is currently
serving as well as resolve where the City may be servicing outside their PUC identified CCN
boundaries.
Per correspondence on August 11, 2021, it was decided that the current water and wastewater
CCN service areas would remain unchanged for the 30-year planning period. This conservative
approach would allow the City to monitor potential CCN changes as development occurs and to adapt
using the 5-year impact fee cycle in lieu of wholesale CCN change assumptions for the next 30 years.
The City is aware that some regions within their municipal City Limits currently exist outside their
water and wastewater CCN service areas and will remain under the service of their existing providers
throughout the 30-year planning period. Likewise, regions annexed into the City during the 30-year
planning period will not be added to the City’s water and wastewater CCN service areas if they are not
currently located within the service areas. The existing water and wastewater CCN service areas can
be seen in Appendix 9 & 10. These exhibits present the land use categories used in the development
of population projection allocations, calculations of future demands, and wastewater loading
development.
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2.5 Future System Modeling
To develop future conditions for water and wastewater system modeling the existing system models
will be modified to reflect the assumptions made in this report. Assumptions and projections made for
City growth, land uses, and development are used to establish and allocate future demands and supply
requirements for the required planning period. In general, the expansion of Municipal Boundaries
throughout the planning period will result in City-wide growth and the extension of water and wastewater
service networks. Projected residential and commercial development throughout the planning period
will produce increased water and wastewater flows.
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3. WATER SYSTEM EVALUATION & CIP
3.1 Modeling & Evaluating the Existing Water System
This section provides an overview of the existing system model evaluation and the assessment of
the results against the TCEQ requirements for system storage capacity, supply, service capacity, and
minimum pressure requirements for public water systems.
3.1.1 Updates to Existing System Model
LAN built a hydraulic model of the City’s existing water distribution system in Bentley’s WaterGEMS
software using data provided by the City. The model and the Technical Memo with model build details
and preliminary model verification results for the existing system were presented to the City at a review
meeting on September 10, 2020.
After the existing water system review meeting on September 10, 2020, the following items were
updated in the hydraulic model to better reflect existing conditions:
· Wholesale Customer Demands
· Residential Water Usage Patterns
· Live Oak Pressure Reducing Valve Settings
· Removal of Waterlines Not in Service
3.1.1.1 Wholesale Customer Demands
Meter usage data from the City of Selma and City of Cibolo was provided to LAN by the City and
were used to identify average and peak day demands at the wholesale customers’ meters. Average
day demands and peak day demands were input into the existing system model at each customer
meter location and are summarized in Table 7 and Table 8, respectively.
Table 7: Average Day Wholesale Customer Meter Demands
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Table 8: Peak Day Wholesale Customer Meter Demands
3.1.1.2 Residential Water Usage Patterns
During the review of the existing system model with the City, it was noted that the residential water
usage patterns did not reflect the observed peak hour usage for the Schertz water system. With only
monthly flow monitoring data available from the City, updated representative average day and peak
day water usage patterns for residential customers was developed using an American Water Works
Association report.
The updated water usage patterns were developed using the 1993 American Water Works
Association (AWWA) Residential Water Use Patterns report using data. The City of Norman, Oklahoma
was selected to best represent residential water use patterns for the City of Schertz because of
similarities in annual precipitation, average seasonal temperatures, and land use. The AWWA report
provided separate usage pattern for both single and multi-family land use types and these patterns
were used to update the residential and apartment demands in the existing system model.
The average day water usage patterns for Single-Family and Multi-Family use were developed
using the Norman info provided in the 1993 report. The average to peak multipliers, used to develop
the peak day water usage patterns for Single-Family and Multi-Family use, were calculated using the
36 months of billing data provided to LAN by the City. These average to peak multipliers are:
· Single-Family = 3.2
· Multi-Family = 2.6
The Single-Family and Multi-Family average day and peak day diurnal curves used in the existing
system model are illustrated in Figure 1 and Figure 2, respectively.
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Figure 1: Average & Peak Day Diurnal Patterns for Single-Family Residential Meters
Figure 2: Average & Peak Day Diurnal Patterns for Multi-Family Residential Meters
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3.1.1.3 Live Oak Pressure Reducing Valve Settings
Comments provided by the City describe that the PRVs separating the Live Oak and I-35 pressure
planes do not open under typical average day conditions but do open under peak day conditions. The
City indicated that under peak day conditions these valves open around 4:30 am and stay open until
around midnight. To simulate these conditions, the assumption was made that, all PRVs were given
the same pressure setting.
On the Live Oak side of the pressure plane boundary, under peak day conditions, and with all the
valves closed, observed pressures at the PRVs averaged 67-psi. Therefore, a pressure setting of 67-
psi was tested in the model to see if the PRVs would open during the simulation in the window of time
provided by the City. The PRV located near the corner of Mare Way and Schertz Parkway is at a lower
elevation of 713-ft (approximately 14 feet lower than the other PRVs). It was assumed that it was
unlikely to open in tandem with the other four PRVs on this pressure plane boundary. The results
showed all PRVs were open during a window of time similar to the one provided by the City, except the
PRV located near the corner of Mare Way and Schertz Parkway as assumed. Flow through the four
PRVs that opened throughout a 24-hour EPS peak day scenario at a pressure setting of 67-psi is shown
in Figure 3. The PRVs shown in Figure 3 are primarily open between 4:30 am and midnight. The PRV
located near the corner of Mare Way and Schertz Parkway was not shown because it did not open at
any time during the 24-hour EPS peak day scenario.
Figure 3: Live Oak PRV Flows
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3.1.1.4 Removal of Waterlines Not in Service
The waterlines shown in Figure 4 were removed from the existing system model. While the lines
are planned, the City reported that these waterline segments designated as “Active” in the waterline
shapefile, were not yet in service. They will be included in the future conditions model.
Figure 4: Extent of Waterline Segment Removed from Existing System Model
3.1.2 Public Water System Evaluation Criteria
To evaluate the City’s existing system model, criteria were developed in accordance with Texas
Commission on Environmental Quality (TCEQ) Public Drinking Water Rules and Regulations for Public
Water Systems found in the Texas Administrative Code (TAC) Chapter 290.D. The TCEQ Rules and
Regulations provide minimum capacity requirements for public water systems. The rules and
regulations effective January 3, 2019 are applied in this analysis.
Several of the evaluation criteria are calculated based on the number of connections in the existing
system model. The City of Schertz reports 16,434 connections in the existing water system as of
December 15, 2020.
The City operates their existing water system as three pressure planes, Scenic Hills, I-35, and Live
Oak. For the purposes of this evaluation the system will be assessed as one contiguous network
because of the interactions between the existing pressure planes.
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Extended period simulations were performed using Bentley’s WaterGEMS software which
provided the tools and results necessary to assess the existing system model according to the TCEQ
criteria for the following:
· 24-hour Average Day Flow (ADF)
· 24-hour Peak Day Flow (PDF)
· 48-hour Peak Daily Plus Fire Flow Analysis
The key criteria for the City’s existing system are summarized in Table 9. Detailed results for the
evaluation criteria are discussed in the order as they appear in Table 9 throughout this section.
Table 9: TAC Criteria for the Evaluation of the City's Existing System
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3.1.2.1 Supply & Storage
TAC 290.45.a
“Sources of supply, both ground and surface, shall have a safe yield capable of supplying the maximum
daily demands of the distribution system during extended periods of peak usage and critical hydrologic
conditions. The pipelines and pumping capacities to treatment plants or distribution systems shall be
adequate for such water delivery. Minimum capacities required are specified in §290.45 (relating to
Minimum Water System Capacity Requirements).”
A 24-hour extended period simulation (EPS) scenario, beginning at midnight, was run for the
existing system under peak day conditions. Over the 24-hour simulation, it was observed that both the
I-35 elevated storage tank (EST) and the Live Oak ground storage tank (GST) water supply did not
recover to at least the same percent full as it was set to at the beginning of the simulation. Figure 5
shows the I-35 EST and Live Oak GST capacities over the 24-hour simulation.
In Figure 5, the I-35 EST begins the simulation at 98% capacity and ends the simulation at 20%
capacity. Likewise, the Live Oak GST begins the simulation at 83% capacity and ends the simulation
at 56% capacity. Because the tanks did not recover by the end of the 24-hour simulation, the run time
was lengthened to 48-hours to assess if the tanks recovered by peak hour (5:00 am) and if the decline
in tank level continued throughout the second day. Figure 6 shows that neither tank recovers and the
Live Oak GST almost drains completely by hour 48. The observed results indicate that the existing
system model’s water supply would be incapable of supplying peak day demands for an extended
period as stated in TAC 290.45.a. The City has not indicated issues filling the Live Oak EST or GST as
severely as seen in the existing system model. These results will be discussed in more detail with City
staff during the existing system evaluation meeting to reconcile.
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Figure 5: Live Oak GST & I-35 EST Percent Full Over 24 Hours
Figure 6: Live Oak GST & I-35 EST Percent Full Over 48 Hours
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3.1.2.2 Wholesale Supplier Requirements
TAC 290.45.e
“The following requirements apply to systems which supply wholesale treated water to other public
water supplies: Wholesalers must provide enough production, treatment, and service pumping capacity
to meet or exceed the combined maximum daily commitments specified in their various obligations.”
“… minimum water system capacity requirements shall be determined by calculating the
requirements based upon the number of retail customer service connections of that wholesale water
supplier, if any, fire flow capacities required by chapter 290.46, and adding that amount to the maximum
amount of water obligated or pledged under all wholesale contracts, if required.”
The minimum required water supply is of 0.6 gpm per connections. For Schertz’s 16,434
connections this minimum water supply is approximately 9,860 gpm. The combination of water supplies
is 10,400 gpm as shown in Table 10.
· Schertz-Seguin Local Government Corporation (SSLGC) is the main supply of water to the
existing system. Based on monthly flow monitoring data provided by the City, the maximum
daily supply (under peak day conditions) for Schertz from SSLGC is approximately 6,800
gpm.
· Schertz Wells - There are two Schertz wells which can supply up to 1,800 gpm each. The
wells supply water directly to the Nacogdoches EST under peak day conditions.
Table 10 summarizes the system’s maximum supply which meets the minimum required
capacity for existing conditions.
Table 10: Well Capacities
The City of Schertz provides water to two wholesale customers, the City of Cibolo and the City of
Selma. The wholesale contracts with Cibolo and Selma do not specify maximum daily commitments.
· Cibolo - from their wholesale water contracts with the City of Cibolo, the City of Schertz is to
supply a combined total of 750 acre-feet of potable water per year, this includes 350 acre-
feet of potable water per year designated to the Keli Heights Subdivision. 750 acre-feet per
year is approximately 465 gpm.
· Selma - from their wholesale water contract with the City of Selma, the City of Schertz is to
supply a total of 800 acre-feet of potable water per year. 800 acre-feet per year is
approximately 496 gpm.
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Table 11 summarizes contracted commitments to wholesale customers.
Table 11: Wholesale Water Commitments
Under peak day conditions, the existing water system’s current available supply of 10,400 gpm
(from Table 10) cannot meet the minimum required supply to the City (9,860 gpm) and its wholesale
customers (961 gpm, from Table 11) which totals 10,821 gpm.
3.1.2.3 Total Storage Capacity
TAC 290.45.b
“For more than 250 connections, the system must have a total storage capacity of at least 200
gallons per connection.”
The minimum required storage capacity, at 200 gallons per connection, for the existing water
system is 3,286,800 gallons. There are eight storage tanks within the existing water system: four
elevated storage tanks and four ground storage tanks. The combined total capacity of the storage tanks
is 8,500,000 gallons, meeting the minimum storage capacity requirement. Table 12 summarizes
storage tank capacities.
Table 12: Storage Tank Capacities
3.1.2.4 Elevated Storage Tank Capacity
TAC 290.45.b
“For more than 250 connections, the system must meet the following requirements: Have an
elevated storage tank capacity of 100 gallons per connection or a pressure tank capacity of 20 gallons
per connection. An elevated storage capacity of 100 gallons per connection is required for systems with
more than 2,500 connections.”
Based upon the number of connections in the existing water system, the minimum required EST
capacity, at 100 gallons per connection, is 1,643,400 gallons. There are four ESTs within
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the existing water system with a combined storage capacity of 4,000,000 gallons, meeting the minimum
required EST capacity. Table 13 summarizes the existing water system elevated storage tank
maximum capacities.
Table 13: Elevated Storage Tank Capacities
3.1.2.5 Pumping Capacity
TAC 290.45.b
“For systems which provide an elevated storage capacity of 200 gallons per connection, two service
pumps with a minimum combined capacity of 0.6 gpm per connection are required at each pump station
or pressure plane. If only wells and elevated storage are provided, service pumps are not required.”
Based upon the number of connections in the existing water system, the minimum required
elevated storage capacity of 200 gallons per connection is 3,286,800 gallons. Schertz currently has
4,000,000 gallons of elevated storage within their system. Therefore, the minimum pumping capacity
for the City is 0.6 gpm per connection based on the requirements.
The minimum required combined pumping capacity for the existing water system, at 0.6 gpm per
connection, is 9,860 gpm. There are four pump stations within the existing water system housing a total
of 13 pumps. Table 14 summarizes the capacities of the 13 existing water system pumps. The
maximum total pumping capacity of the pumps is 23,600 gpm, meeting the minimum required capacity.
The firm pump capacity (with the largest pump out of service is 20,800 gpm which also meets the
minimum capacity.
Table 14: Pump Capacities
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3.1.2.6 System Minimum Pressures
TAC 290.44.d
“… capable of providing a minimum pressure of at least 35-psi at all points within the distribution
network”
In coordination with the City, LAN made assumptions about the existing water system for the
hydraulic model where data was limited. While the model indicates operations concerns in the water
system, these should be field verified by the City. The existing system under peak day and average
day conditions was evaluated in the model using a 24-hour EPS to observe system wide minimum
pressures. The TCEQ required minimum pressure of 35-psi at all points within the distribution network
applies to normal operating conditions (e.g. no fire flow or line breaks) and is used as the benchmark
for assessing the observed pressures for peak day and average day conditions in the existing system
model.
Average Day Conditions
Without detailed pressure readings across the service area, the existing system model can be used
to approximate a system pressure. While the majority of the system does meet the minimum 35-psi,
the results from the existing system model indicate pressure concerns under average day conditions in
some areas. Observed minimum system pressures under average day conditions are summarized in
Table 15. Figure 7 illustrates the observed minimum system pressures across the existing system
model under average day conditions.
Table 15: Average Day Minimum Pressures Observed in Each Pressure Plane
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Figure 7: Average Day Conditions Minimum Pressures
While minimum pressures in the existing system model indicated flows approximately 1-psi below
the minimum required pressure of 35-psi at the intersection of Ware Seguin Road and the Ware Seguin
Plant and at high elevations adjacent to the I-35 EST, the pressures were significantly above the
emergency operations threshold of 20-psi. This is a small deviation and indicates additional data
collection, and analysis should be conducted by the City for verification of operations.
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The Ware Seguin Plant low pressures occur near the end of the model day and could be related to
the storage/capacity issues referenced above. The I-35 EST area low pressures occur near mid-day
and could be related to demand patterns used in place of detailed Schertz demand data.
Peak Day Conditions
Under peak day conditions, the majority of the system does meet the minimum 35-psi. This is
illustrated on Figure 8 which summarizes the observed minimum system pressures across the existing
water system under peak day demand conditions. However, there were locations in the existing system
model where pressures below the minimum requirement were observed, along Ware Seguin Road and
near the I-35 EST at Pecan Street. The I-35 EST area low pressures occur near mid-day and could be
related to demand patterns used in place of detailed Schertz demand data. These locations are noted
on Figure 8.
Pressures were below the required 35-psi minimum, as well as the below the 20-psi emergency
operations minimum along Ware Seguin Road and surrounding the Ware Seguin Plant. There are two
factors driving the low pressure at this location, first its elevation is higher than the surrounding area by
approximately 40-ft and, second, at 5 am when this low pressure occurs, the peak residential demand
overlaps with irrigation demand from the HOA meters in the residential subdivisions immediately to the
northeast and southwest. These low-pressure results indicate additional data collection, and analysis
should be prioritized. Observed minimum system pressures under peak day conditions are summarized
in Table 16.
Table 16: Peak Day Minimum Pressures Observed in Each Pressure Plane
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Figure 8: Peak Day Conditions Minimum Pressures
3.1.2.7 Fire Flows
TAC 290.44.d.
“When the system is intended to provide firefighting capability, it must also be designed to maintain
a minimum pressure of 20-psi under combined fire and drinking water flow conditions.”
For conservative modeling purposes, the existing water system was evaluated for three separate
peak day plus fire flow scenarios (one in each pressure plane) to observe any potential interaction
between the pressure planes. Fire Flow simulations were run at a commercial meter selected to provide
“worst case” scenarios within each pressure plane. These specific locations for fire flows
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in each pressure plane were selected because its commercial meter was at a higher elevation than
other commercial meter locations in the pressure plane and were not close in proximity to an elevated
storage tank or pump station. A representative Fire Flow demand of 3,500 gpm was placed at the
selected meter during the corresponding simulation. Simulating worst case scenario fire flow conditions
for each pressure plane provides an analysis of how the pressure planes interact while under critical
conditions.
The selected locations for each simulation are shown in Figure 9. Fire Flow simulations were set
to occur from 7 am to 10 am under peak day conditions. This creates a “worst case” condition where
the fire flow occurs during peak hour.
Figure 9: Fire Flow Simulation Locations
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The Scenic Hills Fire Flow simulation was placed off I-35 at a commercial meter south of Baugh
Lane. For the Scenic Hills Peak Day plus Fire Flow simulation, the majority of the system does meet
the minimum 20-psi. However, there were locations in the existing system model where pressures
below the minimum requirement were observed. The observed system minimum pressures fell below
the minimum required pressure of 20-psi at high elevations along Ware Seguin Road, surrounding the
Ware Seguin Plant, and at high elevations adjacent to the I-35 EST. These locations are noted on
Figure 10 which summarizes the observed minimum system pressures across the existing system
model under Peak Day plus Fire Flow conditions. This minimum pressure is a small deviation and
systematically observed through non-fire flow conditions. It indicates additional data collection, and
analysis is needed.
Observed minimum system pressures for the Scenic Hills Peak Day plus Fire Flow simulation are
summarized in Table 17.
Table 17: Peak Day Plus Fire Flow Scenic Hills Simulation
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Figure 10: Scenic Hills Fire Flow Simulation
The I-35 Fire Flow simulation was placed near the intersection of I-35 and FM 3009 at a commercial
meter adjacent to Corridor Parkway. For the I-35 Peak Day plus Fire Flow simulation, the majority of
the system does meet the minimum 20-psi. However, there were locations in the existing system model
where pressures below the minimum requirement were observed. The observed system minimum
pressures fell below the minimum required pressure of 20-psi at high elevations along Ware Seguin
Road and surrounding the Ware Seguin Plant. These locations are noted on Figure 11 which
summarizes the observed minimum system pressures across the existing system model under Peak
Day plus Fire Flow conditions. This minimum pressure is a small deviation and systematically observed
through non-fire flow conditions. It indicates additional data collection, and analysis is needed.
Observed minimum system pressures for the I-35 Peak Day plus Fire Flow simulation are summarized
in Table 18.
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Table 18: Peak Day Plus Fire Flow I-35 Simulation
Figure 11: I-35 Fire Flow Simulation
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The Live Oak Fire Flow simulation was located at a commercial meter approximately 0.6 miles west
of the intersection of I-10 and FM 1518. For the Live Oak Peak Day plus Fire Flow simulation, the
majority of the I-35 and Scenic Hills Pressure Planes do meet the minimum 20-psi. However, the
observed system minimum pressures fell below the minimum required pressure of 20-psi across the
majority of the Live Oak Pressure Plane south of FM 78. These locations are noted on Figure 12 which
summarizes the observed minimum system pressures across the existing system model under Peak
Day plus Fire Flow conditions. These results indicate additional data collection, and analysis is needed.
Observed minimum system pressures for the I-35 Peak Day plus Fire Flow simulation are summarized
in Table 19.
Table 19: Peak Day Plus Fire Flow Live Oak Simulation
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Figure 12: Live Oak Flre Flow Simulation
3.1.3 Recommendations
For the TAC Criteria where the model did not demonstrate that the minimum criteria was met, it is
recommended that the City take steps to verify the behavior of the water system in the field. This section
presents the steps the City can take to verify the model observations.
3.1.3.1 System Storage & Supply
Although the system meets the minimum total storage capacity, the existing system model results
indicated that the system cannot supply peak day demands for an extended period of time. It is
recommended that the City perform pressure and flow monitoring at all pump stations and ESTs
concurrently for two weeks during a peak day period (e.g., Mid-August) to verify behavior of the water
system under these conditions.
It is LAN’s understanding that a second supply connection from the SSLGC will be connected to
the proposed Corbett EST (located near the east dead end of Ray Corbett Dr.). This additional supply
location and EST will be assessed in the Future System Evaluation effort. These future
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conditions results will be considered when developing the final recommendations for storage and
supply of the City’s water system.
3.1.3.2 System Minimum Pressure Requirements
Because pressures below the minimum requirements for the average day, peak day, and peak day
plus fire scenarios were observed in the existing system model, it is recommended that the City perform
pressure monitoring at the locations were these low pressures were observed at the same time that the
peak day period flow and pressure monitoring at the pump stations and ESTs is being performed.
It is recommended that the data recording equipment used be set to record pressure and flow
readings at least every 15-minutes.
3.1.4 Summary
The results from this existing system evaluation were used to develop preliminary infrastructure
and operational recommendations for near-term and future system improvements. These
recommendations, in conjunction with currently planned improvements, are assessed in the future
system evaluation and used in the development of the Capital Improvements Plan. Preliminary
recommendation alternatives under consideration are (but not limited to):
· Increase in water supply
· Increased pumping capacity
· Increased storage capacity
· Changes to pump operating pressure controls or schedules
3.2 Future Water System Evaluation & CIP
The following information, criteria, and constraints were used to identify and develop proposed
water system improvement projects.
· City direction for projects already in planning, design, and construction
· Minimum pipe size of 8-inches
· Minimum normal system pressure of 45 psi
3.2.1 Near Term System Evaluation
Before proceeding to model future scenarios, the system was analyzed to identify improvements
needed to solve present day system issues. This analysis is referred to as ‘near-term’ system
improvements and accounts for projects which are currently under design or construction and other
projects identified in the analysis to resolve existing system deficiencies.
The near-term system water model was developed based on the existing conditions model
previously developed. Projects which are currently in various stages of design and construction were
provided by the City and implemented into the model. After implementing City-identified projects the
model was run in average day, peak day, and fire flow conditions to identify additional improvements
needed.
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3.2.1.1 Fire Flow Analysis
Fire flow analysis of the existing system was performed in the development of the “Existing Water
System Model Evaluation” memo published January 2021. Projects to resolve fire flow deficiencies in
the existing system were identified in the near-term system evaluation and are included in the
recommended Near-Term CIPs and proposed Pipe Replacement Program.
3.2.1.2 Pipe Replacement Program
In addition to the recommended CIPs identified in the model evaluation, the City also desires to
replace undersized (≤6”) and asbestos-cement (AC) distribution pipes within their system. The
undersized distribution pipes are unable to provide fire flow and reduce the system capacity.
Undersized pipes are recommended to be upsized to 8” PVC, and the AC pipes greater than or equal
to 8” should be replaced with PVC pipes of the same size. Based on the pipe attributes in the hydraulic
model, there are approximately 280,460 LF of AC pipe in the system and an additional 175,380 LF of
undersized pipe in the system. These pipe replacement programs can be established with a goal to
replace a certain amount of pipe per year. A 20-year program would include an average replacement
rate of 22,800 LF per year.
3.2.1.3 Near Term CIP Projects
Recommended near-term CIPs are listed in Table 20 and illustrated in Appendix 11.
Table 20: Near Term Water CIP Project Summary
CIP
Number Description Notes
System Improvement Projects
NT-W1 Bubbling Springs 6” WL Replacement City identified maintenance
project.
NT-W2 Corbett Pump Station & 3.0 MG GST
Per “Corbett 3.0 MG GST Project”
Preliminary Engineering Report
(2021), currently underway.
NT-W3 Ware Seguin Pump Station Operational Improvement
Potentially zero cost project to
improve pump station
performance in this service area.
NT-W4 12" from Ware Seguin to Lower Seguin Currently underway.
NT-W5 Fred Couples to Schwab Complete.
NT-W6 Schwab to Eckhardt Currently in design.
NT-W7 Graytown to Pfeil Currently underway.
NT-W8 FM 78 Water Line Replacement Needed for fire flow.
NT-W9 Moonlight Meadow Dr & Lost Meadow Dr WL
Replacement Needed for fire flow.
NT-W10 Robinhood Way WL Replacement Needed for fire flow.
NT-W11 Undersized Pipe Replacement Program Replacement of pipes ≤6”.
NT-W12 Asbestos Cement Pipe Replacement Program Replacement of AC pipes.
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3.2.2 2030 System Evaluation
The 2030 planning scenario is the first future scenario that was modeled. To develop the 2030
model, the near-term model was updated to include the water demands associated with 2030 project
land use. The City identified projects that were not needed until 2030 were implemented in the 2030
model and additional projects were identified to meet the 2030 system needs. The model was run in
average day, peak day, and fire flow conditions to identify additional improvements needed. A TCEQ
capacity analysis was completed to confirm the system would meet TCEQ criteria with the
recommended 2030 projects implemented.
3.2.2.1 TCEQ capacity Analysis
An evaluation of the City’s system was performed to determine if the system met the Texas
Commission on Environmental Quality’s (TCEQ’s) minimum pumpage and storage requirements as
outlined in Chapter §290.45 of the Texas Administrative Code. A summary of the applicable TCEQ
minimum requirements is included below. TCEQ’s requirements are based on the raw number of
connections, which have been approximated based on the number of connections in the model and
City GIS data.
TCEQ Minimum Requirements:
1. Well Pump Capacity: Two (2) or more wells having a total capacity of 0.6 GPM per
connection.
2. Elevated Storage Capacity: Elevated storage capacity of 100 gallons per connection.
3. Elevated Storage Credit: If elevated storage capacity of 200 gallons per connection is
provided, reduced service pumping requirements can be applied as discussed below.
4. Pressure Tank Capacity: For future systems, if elevated storage is not provided, a
pressure tank capacity of 20 gallons per connection is required.
5. Total Storage Capacity (elevated and ground storage): Total storage capacity of 200
gallons per connection, inclusive of the 100-gallon minimum requirement listed
above.
6. Service Pump Capacity:
6.1 A minimum of two (2) pumps with a combined capacity of 2.0 GPM per
connection, except for systems meeting one of the two requirements below.
6.1.1 For systems that meet the elevated storage credit requirement listed
above, a minimum of two (2) pumps with a combined capacity of 0.6 GPM
per connection are required for each pump station or pressure plane.
6.1.2 If only wells and elevated storage are provided, service pumps are not
required.
The City’s existing system is divided into three (3) pressure planes – IH-35, Scenic Hills, and Live
Oak. For the TCEQ Capacity Analysis, IH-35 and Scenic Hills pressure planes have been grouped
together as they receive water from the same supply point. The 2030 system meets all TCEQ capacity
requirements. The number of projected connections for each pressure plane based on current number
of connections and projected growth in the system is provided in Table 21, and TCEQ capacity results
are summarized in Table 22 and Table 23.
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Table 21: Projected 2030 Number of Connections per Pressure Plane
Pressure Plane Existing Number of Connections 2030 Number of Connections
IH-35 + Scenic Hills 9,913 11,966
Live Oak 6,118 7,385
Total 16,031 19,351
Note: The capacity analysis in Table 22 and Table 23 below assume that all near-term and
recommended 2030 projects are complete and in-service.
Table 22: 2030 TCEQ Capacity Analysis for IH-35 & Scenic Hills Pressure Planes
IH-35 + Scenic Hills Plane Evaluation
TCEQ Requirements System Check
Total Supply Capacity
[gpm] 0.6 gpm/conn 7,180 8,100 MEETS TCEQ REQUIREMENTS
Elevated Storage
Capacity [gal] 100 gal/conn 1,196,000 3,500,000 MEETS TCEQ REQUIREMENTS
Elevated Storage Credit
[gal] 200 gal/conn 2,393,200 3,500,000 MEETS TCEQ REQUIREMENTS
Total Storage Capacity
[gal] 200 gal/conn 2,393,200 13,500,000 MEETS TCEQ REQUIREMENTS
Service Pump Capacity
[gpm] 0.6 gpm/conn 7,180 11,600 MEETS TCEQ REQUIREMENTS
Table 23: 2030 TCEQ Capacity Analysis for Live Oak Pressure Plane
Live Oak Pressure Plane Evaluation
TCEQ Requirements System Check
Total Supply Capacity
[gpm] 0.6 gpm/conn 4,431 8,855 MEETS TCEQ REQUIREMENTS
Elevated Storage
Capacity [gal] 100 gal/conn 738,500 2,500,000 MEETS TCEQ REQUIREMENTS
Elevated Storage Credit
[gal] 200 gal/conn 1,477,000 2,500,000 MEETS TCEQ REQUIREMENTS
Total Storage Capacity
[gal] 200 gal/conn 1,477,000 7,500,000 MEETS TCEQ REQUIREMENTS
Service Pump Capacity
[GPM] 0.6 gpm/conn 4,431 12,600 MEETS TCEQ REQUIREMENTS
3.2.2.2 System Storage
The City’s system includes five (5) elevated storage tanks (ESTs). Tank levels through the 2030
peak day scenario are illustrated in the following figures.
The Corbett EST is filled by the new Corbett pump station and is able to easily fill when the pump
station is running. The lower water level can easily be manipulated based on the pump controls.
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Figure 13: 2030 Peak Day Corbett EST Levels
The Live Oak EST drains slightly during peak demand times of the day but is able to recover.
Figure 14: 2030 Peak Day Live Oak EST Levels
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The Nacogdoches EST level fluctuates throughout the peak day simulation but is able to be filled
with the well.
Figure 15: 2030 Peak Day Nacogdoches EST Levels
The IH-35 EST drains during the peak day simulation but is able to recover to initial levels around
hour 27.
Figure 16: 2030 Peak Day IH-35 EST Levels
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The Northcliffe EST levels fluctuate frequently throughout the day but can easily recover to initial
levels.
Figure 17: 2030 Peak Day Northcliffe EST Levels
3.2.2.3 Fire Flow Analysis
The 2030 water system was evaluated to determine the best locations to simulate fire flow
conditions for residential and commercial users. For residential fire flow, a 1,500 gpm fire flow demand
was modeled. For commercial fire flow, a 3,500 gpm fire flow demand was modeled. For all fire flow
analyses, a minimum system pressure of 20 psi is required per TCEQ. The fire flow nodes were
selected at extremities of the system to represent the most conservative locations to achieve acceptable
fire flow. The fire flow node locations are illustrated in Appendix 12. All modeled locations passed fire
flow with the recommended 2030 system improvements.
3.2.2.4 2030 CIP Projects
Recommended CIPs for 2030 are listed in Table 24 and illustrated in Appendix 13.
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Table 24: 2030 Water CIP Project Summary
CIP
Number Description Notes
Growth Projects
2030-W1 New 12" loop east of FM 3009, north of IH-35
(approximately 6,060 LF) Serves new service area.
2030-W2 Raf Burnette Rd 12” WL Improvements Serves new service area.
2030-W3 8” WL from Ray Corbett Dr to Lower Seguin Rd Serves new service area.
2030-W4 Trainer Hale Rd 2” WL Replacement & 8” WL
Improvement
Upgrades distribution system to
current min. pipe size (8") to serve
new service area.
2030-W5 Boenig Dr S 6” WL Replacement & 8” WL Improvement Needed to meet growth in area
and provide fire flow.
2030-W6 Live Oak to IH-35 24" Transmission Main
In progress, pending easement
acquisition. Needed to meet
growth and provide redundancy.
2030-W7 Ware Seguin Pump Station Expansion Phase 1 Needed to meet new growth in
Ware Seguin area.
2030-W8 IH-10 8” WL Improvements Needed to meet growth in area.
System Improvement Projects
2030-W9 PRV Installation for Proposed Southwest Pressure Plane
Avoids high pressures and
improves performance of Ware
Seguin Pump Station.
2030-W10 River Rd 6” WL Replacement Removes system bottleneck.
2030-W11 Undersized Pipe Replacement Program Replacement of pipes ≤6”.
2030-W12 Asbestos Cement Pipe Replacement Program Replacement of AC pipes.
3.2.2.5 2030 SSLGC Supply Need
As part of the modeling effort, the water supply needed from the Schertz-Seguin Limited
Government Corporation (SSLGC) was evaluated. Schertz is currently contracted for 5,801 gpm (8,351
acre-ft per year). An additional 3,799 gpm SSLGC water supply capacity for a total of 9,600 gpm is
recommended to meet the 2030 projected system demands.
3.2.3 2050 System Evaluation
The 2050 planning scenario is the final future scenario that was modeled. To develop the 2050
model, the 2030 model was updated to include the water demands associated with 2050 project land
use. The model was run in average day, peak day, and fire flow conditions to identify improvements
needed. A TCEQ capacity analysis was completed to confirm the system would meet TCEQ criteria
with the recommended 2050 projects implemented.
3.2.3.1 TCEQ Capacity Analysis
The TCEQ capacity analysis was also performed for supply, storage, and pumping with
recommended improvements through 2050 implemented. The 2050 system meets all TCEQ capacity
requirements. The number of projected connections for each pressure plane based on
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current number of connections and projected growth in the system is provided in Table 25, and TCEQ
capacity results are summarized in Table 26 and Table 27.
Table 25: Projected 2050 Number of Connections per Pressure Plane
Pressure Plane Number of Connections for TCEQ Capacity Analysis
IH-35 + Scenic Hills 16,846
Live Oak 10,397
Total 27,243
Note: The capacity analysis in Table 26 and Table 27 assume that all near-term, recommended
2030, and recommended 2050 projects are complete and in-service.
Table 26: 2050 TCEQ Capacity Analysis for IH-35 & Scenic Hills Pressure Planes
IH-35 + Scenic Hills Plane Evaluation
TCEQ Requirements System Check
Total Supply Capacity
[gpm] 0.6 gpm/conn 10,108 13,300 MEETS TCEQ REQUIREMENTS
Elevated Storage
Capacity [gal] 100 gal/conn 1,684,600 3,500,000 MEETS TCEQ REQUIREMENTS
Elevated Storage Credit
[gal] 200 gal/conn 3,369,200 3,500,000 MEETS TCEQ REQUIREMENTS
Total Storage Capacity
[gal] 200 gal/conn 3,369,200 16,500,000 MEETS TCEQ REQUIREMENTS
Service Pump Capacity
[gpm] 0.6 gpm/conn 10,108 13,300 MEETS TCEQ REQUIREMENTS
Table 27: 2050 TCEQ Capacity Analysis for Live Oak Pressure Plane
Live Oak Pressure Plane Evaluation
TCEQ Requirements System Check
Total Supply Capacity
[gpm] 0.6 gpm/conn 6,239 9,400 MEETS TCEQ REQUIREMENTS
Elevated Storage
Capacity [gal] 100 gal/conn 1,039,700 2,500,000 MEETS TCEQ REQUIREMENTS
Elevated Storage Credit
[gal] 200 gal/conn 2,079,400 2,500,000 MEETS TCEQ REQUIREMENTS
Total Storage Capacity
[gal] 200 gal/conn 2,079,400 7,500,000 MEETS TCEQ REQUIREMENTS
Service Pump Capacity
[GPM] 0.6 gpm/conn 6,239 13,000 MEETS TCEQ REQUIREMENTS
3.2.3.2 System Storage
The City’s system includes five (5) elevated storage tanks (ESTs). Tank levels through the 2050
peak day scenario are illustrated in the following figures.
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The Corbett EST is filled by the Corbett pump station and is able to easily fill when the pump station
is running. The lower water level can easily be manipulated based on the pump controls.
Figure 18: 2050 Peak Day Corbett EST Levels
The Live Oak EST levels drop in the peak demand times but are able to recover to initial levels
within 24 hours.
Figure 19: 2050 Peak Day LIve Oak EST Levels
The Nacogdoches EST levels fluctuate throughout the peak day simulation but are able to easily
recover.
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Figure 20: 2050 Peak Day Nacogdoches EST Levels
The IH-35 EST is fed by the new 2050 IH-35 pump station and is easily able to fill based on running
the proposed pump station.
Figure 21: 2050 Peak Day IH-35 EST Levls
The Northcliffe EST level fluctuates frequently throughout the peak day simulation but is able to
easily recover.
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Figure 22: 2050 Peak Day Nortcliffe EST Levels
3.2.3.3 Fire Flow Analysis
The 2050 water system was evaluated to determine the best locations to simulate fire flow
conditions for residential and commercial users. For residential fire flow, a 1,500-gpm fire flow demand
was modeled. For commercial fire flow, a 3,500-gpm fire flow demand was modeled. For all fire flow
analyses, a minimum system pressure of 20 psi is required per TCEQ. The fire flow nodes included all
nodes included in the 2030 analysis with some additional nodes extending into new 2050 service areas.
The fire flow node locations are illustrated in Appendix 14. All modeled locations passed fire flow with
the recommended 2050 system improvements.
3.2.3.4 2050 CIP Projects
Recommended CIPs for 2050 are listed in Table 28 and illustrated in Appendix 15.
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Table 28: 2050 Water CIP Project Summary
CIP
Number Description Notes
Growth Projects
2050-W1 Corbett Pump Station Expansion Prevents low pressures throughout southern part
of system
2050-W2 FM 2252 8” WL Improvements Serves new service area
2050-W3 Ware Seguin Pump Station Improvements Phase 2 Prevents low pressures in Ware Seguin area
2050-W4 Beck St 6” WL Replacement Upgrades distribution system to current min. pipe
size (8") to serve new service area
2050-W5 Raf Burnette Rd 8” WL Improvements Needed to meet growth in area
2050-W6 IH-35 Pump Station & 3.0 MG GST Needed to meet growth in area
2050-W7 IH-10 and FM 1518 8” Improvements Needed to meet growth in area
System Improvement Projects
2050-W8 Lower Seguin Rd 8” WL Replacement Needed for fire flow
3.2.3.5 2050 SSLGC Supply Needs
Additional water supply from SSLGC is needed for the 2050 planning scenario. A total of 16,965
gpm of SSLGC supply is recommended to meet the 2050 projected system demands.
3.2.4 Summary
The recommendations provided in this section were a collaborative effort with City staff and LAN
to identify and model water system improvements to resolve near-term problems as well as meet the
needs due to projected growth for the 2030 and 2050 planning periods. The water model should be
maintained and updated as new projects are implemented and can be adjusted to address changes in
development schedules.
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4. WASTEWATER SYSTEM EVALUATION & CIP
A wastewater system model was created in Bentley Sewer GEMS by LAN using data provided by
the City. LAN presented the model to the City during a meeting on September 10, 2020. Updates to
the model were then made according to the comments from the City.
To evaluate the existing wastewater system, a reliable hydraulic model is needed. Model reliability
is developed through hydraulic model calibration. Model calibration and simulation were performed
using Sewer GEMS software which provided the tool and results necessary to assess the existing
wastewater system under dry and wet weather conditions. The purpose of this technical memorandum
(TM) is to summarize the calibration results for Average Day Flow (ADF) dry and wet weather conditions
and to identify areas with hydraulic deficiencies in the City’s wastewater system based on a design
storm.
4.1 Modeling the Existing Wastewater System
4.1.1 Flow Monitoring and Rain Gauges
RJN Group installed 15 flow monitors in the City’s wastewater system across a variety of gravity
main sizes. The flow monitors recorded data in 5-minute increments from April through June of 2020.
The goal of the flow monitoring was to record dry weather flows as well as wet weather flows during
rain events. RJN also installed six rain gauges in concert with the flow monitors to collect the rainfall
data. The rain gauges were located to capture spatial variation of rainfall across the sewer system in
5-minute increments. Appendix 16 illustrates placement of rain gauges, where the 15 flow monitors
were placed in the City’s sewer system and the boundaries of the corresponding sewer shed basin for
each flow monitor. A schematic network of the flow monitor basins within the City’s sewer system is
provided in Figure 23.
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Figure 23: Schematic of Flow Monitors in the City's Wastewater System
4.1.2 Dry Weather Calibration Criteria
The following guidelines were used as calibration criteria for dry weather calibration effort:
· The modeled and monitored flow hydrographs should follow closely in terms of the shape
and magnitude.
· Timing of the high and low flows from the model and the flow monitors should be within 1-
hour.
· The modeled and monitored peak flows should be within +/- 10% range.
· The modeled and monitored total volume should be within +/- 10% range.
4.1.3 Dry Weather Flows (DWF)
Developing base sanitary sewer loads for each sewershed basin is an iterative process. First,
preliminary base loads were estimated by applying Traffic Analysis Zone (TAZ) population and
employment data to each sewershed basin. A unique gallon per capita per day (gpcd) was estimated
for each basin using the TAZ data and the flow monitoring data. These gpcds were then used to
calculate the preliminary base load for each basin which was input into the model.
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Second, Tuesday May 26, 2020, was chosen as the dry weather calibration day due to the lack of
any rainstorms on that day and the consistency in the monitoring across all 15 of the flow monitors
within this 24-hour period. Next, a 24-hour Extended Period Simulation was run in the model and the
results were compared to the flow monitoring data collected on the chosen dry weather calibration day.
Based on this comparison, adjustments were made to the base load and diurnal pattern for each basin
until the model results met the dry weather calibration criteria.
Some adjustments to the preliminary sanitary loading were significant because the TAZ polygon
data which were used to calculate the initial base load estimates are on a large scale. These
adjustments were needed to represent the density of load distribution more accurately in the system.
To further refine the sanitary loading in the system, point loads were applied to represent significantly
large contributors such as apartment buildings or schools. A summary of the adjustments made per
basin is provided in Table 29.
Table 29: Dry Weather Sanitary Load & Diurnal Curve Adjustment Summary
Figure 24 provides an example of a diurnal pattern developed for flow monitor basin FM-12.
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Figure 24: Example Plot of Diurnal Pattern
4.1.4 Dry Weather Calibration Results
The dry weather calibration was an iterative process involving adjustment of base sanitary loadings,
diurnal curves, and point loads. Eventually, the adjustment process produced results that fit the
calibration criteria. Figure 25 presents a typical plot of observed versus modeled dry weather flows
(FM-06). Graphs for the 15 flowmeter basins are provided in Appendix 17.
Figure 25: Sample Dry Weather Calibration Plot
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Table 30 shows the dry weather calibration results for the 15 flow monitoring locations.
Table 30: Dry Weather Calibration Results
As shown in Table 30, dry weather calibration reached reasonable results with most basins meeting
the calibration criteria. There are few flow monitor basins that do not fully meet the criteria described
above. Those basins are FM-03, FM-08, FM-10, and FM-11. All these basins have lift stations upstream
of the monitoring locations which directly affect the model results. For basins FM-03 and FM-11,
assumptions were made for the lift stations within the basin. Those assumptions were provided in the
Existing Wastewater System TM (September 4, 2020). The FM-08 basin has eight lift stations. Without
accurate pump curves and pump operations for all the lift stations in these basins, the results are
satisfactory with the current level of accuracy achieved. In addition to the City-owned lift stations in
basins FM-03 and FM-11, there are several privately owned lift stations that contribute to the overall
sanitary loadings in the wastewater system. Pump curves for these smaller lift stations were not
available, therefore pump curves were assumed for modeling purposes. The following lift stations are
privately owned: Aquatic Center, FedEx, & Fire Station 3. For Basins FM-06 and FM-10, calibration
was performed by assuming sanitary loadings for business and institutes in the basins (see Table 29
for the specific adjustments performed on each basin).
4.1.5 Wet Weather Calibration Criteria
Wet weather calibration is necessary along with dry weather calibration to adequately model the
effects that rainfall derived inflow and infiltration (RDII) have on the wastewater system. The following
guidelines were used as calibration criteria for WW calibration effort:
· The hydrographs (modeled and observed) should closely reflect the same shape and
magnitude.
· The peaks and troughs of the hydrographs (modeled and observed) should be within one
hour.
· The modeled and monitored peak flows should be within +/- 15% range.
· The modeled and monitored total volume should be within +/- 15% range.
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4.1.6 Calibration Rainfall Event
Six rain gauges were installed for the duration of the flow monitoring period to record rainfall events.
Review of the observed rainfall and flow monitoring data identified a distinct rain event with reliable flow
monitoring data that could be used for wet weather calibration. Table 31 summarizes the rainfall event
identified for wet weather calibration at the six rain gauges.
Table 31: Rainfall Event Properties
Because there were only six rain gauges for the 15 flowmeter basins, it was necessary to make
assumptions as to which rain data to associate with each basin. Table 32 presents those assumptions.
Table 32: Rain Gauge Data Assumptions
In addition to the basins listed above, the SARA and Hallie’s Cove Outfalls were associated with
RG-01 data because no rain monitoring took place in those areas.
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4.1.7 Wet Weather Flow Characterization
To calibrate for wet weather, the RTK Method was used in the model to predict the sanitary sewer
system’s short-, medium-, and long-term response to a rainfall event. These parameters, developed
using the flow monitoring data recorded in the field, are applied in the model so that results are
representative of field conditions. The R, T, and K parameters are defined as follows:
· R - fraction of precipitation that enters the sanitary sewer system
· T - the time to peak of the hydrograph
· K - the ratio of the ‘time of recession’ to the ‘time to peak’.
How these parameters are used to generate the short-, medium-, and long-term unit hydrographs
used in the model is illustrated in Figure 26.
Figure 26: RTK Method Parameters
The RTK method creates a triangle from the three values with a separate triangle made for each
type of response (short, medium, and long). The final hydrograph is represented by the addition of the
three triangles. Therefore, this method uses a total of 9 parameters (3 RTK parameter sets for each of
the 3 triangles that represent the short, medium, and long-term responses.)
LAN assigned a RTK hydrograph to each of the flow monitoring locations that would represent the
response to the rainfall. Then, iterative model runs were used to adjust the RTK parameters until the
model outputs and flow monitoring were within tolerances specified by the calibration criteria. A 30-
hour extended period simulation (EPS) scenario for wet weather calibration was created for the
following period: Sunday May 24, 2020, through 6:00 AM on Monday May 25, 2020.
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There can be some variations between a sewer’s diurnal pattern on a weekday vs. a weekend.
Because the rainfall event selected to use for wet weather calibration occurred on a weekend, the flow
monitoring data was used to develop an adjusted diurnal pattern that represents the behavior of system
base flows on a weekend. The weekend diurnal pattern was applied to the base sanitary loads in the
system for the wet weather calibration. Accurately representing the pattern of the base flow will prevent
the over or under estimation of the system’s response to rainfall with the development of the RTK
parameters.
4.1.8 Wet Weather Calibration Results
Using the data from the six rain gauges, the flow monitoring data and the RTK hydrographs, the
model was calibrated. With the rain data collected and assigned to the separate flow monitor basins,
the RTK hydrograph values were estimated for each basin. Table 33 lists calibrated RTK parameters
for wet weather calibration for each flowmeter basin.
Table 33: Calibrated RTK Parameters
Figure 27 presents a typical plot of observed versus modeled wet weather flows (FM-06). Wet
weather graphs for the 15 flowmeter basins are shown in Appendix 17.
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Figure 27: Sample Wet Weather Calibration Plot
Table 34 documents the results of the wet weather calibration for all 15 flowmeter basins.
Table 34: Wet Weather Calibration Results
Wet weather calibration reached reasonable results with most basins meeting the calibration
criteria. There were few flow monitor basins that do not fully meet the wet weather calibration criteria.
Those basins were FM-04, FM-11, and FM-15. Like dry weather calibration, inaccurate pump curves
and pump operation for lift stations within these basins could adversely affect the model
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results. In addition, FM-11 flowmeter data seems to be erroneous at some time periods. Looking at the
FM-04 graph in Appendix 18 and comparing its peak flow with upstream contributing flowmeter basins
(FM-12 and FM-13), the observed FM-04 peak flow (5 mgd) is lower than summation of peak flows at
FM-12 (5.4 mgd) and FM-13 (0.75 mgd). In fact, summing up the observed peak flows at FM-12 and
FM-13 (6.15 mgd) provides a peak flow closer to the modeled peak flow at FM-04. This discrepancy
might be related to erroneous flowmeter data at FM 04 or there might be an unknown unmetered
interconnect with leaving flows to another basin from FM 04. For FM-15, the observed flows at 5/25/20
from 0:00 to 6:00 AM seems too high, as the rain started to diminish around that time based on the
recording at RG-03, which indicates flows cannot be as high as the FM-15 showed during that time
period.
4.1.9 RDII Assessment
The flow monitoring data for the calibration days were used to assess the sewer system
susceptibility and response to RDII. Table 35 shows the wet weather peaking factors (peak
WWF/average DWF).
Table 35: Calibration Event Wet Weather Peaking Factors for Metered Basins
Only FM-06 and FM-12 had substantial RDII response. The rest of the basins did not have
significant RDII response based on the flow monitoring data for the calibration days.
4.2 Existing Wastewater System Evaluation
4.2.1 Design Storm
To evaluate the existing wastewater system, a 5-year design storm with a 24-hour duration was
applied to the calibrated model. For the City of Schertz, the rainfall depth provided in the National
Oceanic and Atmospheric Association’s Atlas 14 precipitation frequency estimates is 5.3-inches.
The rainfall depth was distributed over time using the Soil Conservation Service (SCS) rainfall
distribution type III. Figure 28 shows the hyetograph of the design storm used for this evaluation.
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Figure 28: 5-Year 24 Hour Design Storm
4.2.2 System Evaluation
The 5-year 24-hour design storm shown in Figure 28 was then applied to the City’s calibrated model
for system evaluation. The following criteria were used to evaluate the existing wastewater system and
identify potential problem areas:
· Sanitary Sewer Overflows (SSO) at manholes
· Surcharged gravity mains
The majority of the SSOs and surcharged lines in the system are located on the 10-inch CCMA line
which parallels Roy Richard Dr. and the 30-inch CCMA line which follows the drainage channel from I-
35 down to the outfall at Cibolo Creek. Some surcharging and SSOs were also predicted by the model
in the Northcliffe area around the I-35 corridor. The extents and locations of these SSOs and
surcharged lines for the existing system evaluation results are presented in Appendix 19.
4.2.3 Summary
Using data collected from the flow monitors and rain gauges, the wastewater hydraulic model for
the City of Schertz was calibrated for both dry and wet weather flows. The model calibration reached
the required level of accuracy for both calibration scenarios. Further accuracy may be achieved with
the provision of further data such as pump curve information and detailed customer sanitary sewer flow
information for certain areas.
Following the model calibration, the City’s wastewater system was evaluated based on a 5-year,
24-hour design storm for wet weather condition. The total number of SSOs found to be 21 (7 of these
21 SSOs are on lines owned by the City) which is less than 1 percent of the total number of manholes.
The total length of sewer found to be capacity deficient (maximum flow greater than pipe full capacity)
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was approximately 52,000-feet (of which approximately 22,500-feet is owned by the City). This is about
5.7 percent of the total existing conduits length.
The next phase of the modeling process is a future model evaluation. This phase of the modeling
includes running the model with population predictions based on the future TAZ population data and
recommendations for future system improvements as part of the City’s capital improvement plan. This
evaluation will be described in the next section.
4.3 Future Wastewater System Evaluation & CIPs
The City contracted LAN to conduct the wastewater system improvement analysis and update the
Capital Improvements Plan (CIP). This effort requires developing a future sanitary sewer representation
model of the City’s collection system based on anticipated growth areas. Future Average Dry Weather
Flow and Wet Weather Flow scenarios for 10-year and 30-year were developed. The purpose of this
section is to summarize the results of the future wastewater system improvement analysis and list the
10-year and 30-year wastewater system CIPs.
4.3.1 Future Modeling Methodology
The future scenarios assumed increases in residential and commercial/industrial developments
based on information about planned development projects provided by the City. LAN used the City’s
calibrated model for dry and wet weather scenarios as the base for this analysis and allocated
wastewater sanitary loads to the wastewater hydraulic model using the projected water demands
developed for the Schertz water hydraulic model. To generate the sanitary loads, a return rate of 70%
was applied to water demand at each node. Then GIS tools were used to determine which demand
nodes fell within the existing wastewater service areas. If a demand node fell outside an existing service
area, new interceptors were recommended to connect them to an existing or future wastewater
treatment plant. Using Thiessen polygon and Loadbuilder tools from SewerGEMS, the sanitary loads
were allocated to the nearest manholes in the model. Table 36 presents the existing and future average
dry weather flow projections.
Table 36: Dry Weather Flow Projections
Future scenarios were created in the model for the 10-year (2030) and 30-year (2050) increments,
along with their respective sanitary loads to simulate the future growth anticipated by the City. Diurnal
curves were developed from the field monitoring data for the existing system model and then used to
distribute the future average dry weather sanitary flows over 24 hours. Analysis began on the 2030
scenario to evaluate the system and to find where the required improvements to the existing system
are, besides any future projects to accommodate the new growth areas.
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4.3.1.1 Hydraulic Criteria
Hydraulic criteria used for this analysis include capacity deficiency and design criteria. Capacity
deficiency criteria identify the need to replace an existing facility, while design criteria determine the
size of new facilities. These criteria were established based on the Texas Commission on
Environmental Quality (TCEQ) and engineering best practices. Table 37 lists a summary of capacity
deficiency criteria used for the existing system in this analysis.
Table 37: Capacity Deficiency Criteria for Existing Facilities
Table 38 lists a summary of design criteria used for new sewer facilities.
Table 38: Design Criteria for New Sewer Facilities
4.3.1.2 Design Storm
For wet weather scenarios, a 5-year design storm with a 24-hour duration was applied to the model.
For the City of Schertz, the rainfall depth provided in the National Oceanic and Atmospheric
Association’s Atlas 14 precipitation frequency estimates is 5.4 inches.
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The rainfall depth was distributed over time using the Soil Conservation Service (SCS) rainfall
distribution Type III, representing the rainfall temporal distribution type happening in the Gulf of Mexico
and Atlantic coastal areas (TR-55 Cover (hydrocad.net)). The same hyetograph in section 4.2.1 is
applicable to this evaluation.
4.3.1.3 Inflow & Infiltration Assumption
The RTK hydrographs developed from the field monitoring data for the existing system model were
used to represent the inflow and infiltration (I&I) for the existing infrastructure and service areas. In
addition to utilizing diurnal curves to incorporate peak dry flow, a peaking factor of 4 was applied to
represent the effect of I&I for future loadings outside the existing service areas where there is no
historical data is available. The assumption was that new infrastructure would meet current standards
and would therefore be less susceptible to I&I.
4.3.2 Future System Analysis & CIPs
The following scenarios were created for future system analysis:
· Dry Weather 2030 Scenario
· Wet Weather 2030 Scenario
· Dry Weather 2050 Scenario
· Wet Weather 2050 Scenario
Table 39 shows a breakdown of the dry weather flow projections for each planning period by the
system outfalls.
Table 39: Breakdown of Average Dry Weather Flows by Outfalls
4.3.2.1 Near Term CIP Projects
The near-term project list for Schertz provided by the City was incorporated into the existing system
to create future scenarios along with future sanitary loadings. Each scenario includes all the currently
planned projects that will be in place by that planning year. Table 40 lists currently planned projects
(near-term) provided by the City (shown in Appendix 20).
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Table 40: Near Term Projects Summary
It is important to note that the pipe size was undetermined for the Cibolo West Main Trunkline.
Based on the available information and hydraulic model results, LAN recommends an 18-inch pipe size
for the above project. In addition, LAN received the 2021 Wastewater Collection System Master Plan
for the Cibolo Creek Municipal Authority (CCMA) prepared by Kimley Horn Inc. The CCMA’s CIP
projects affecting the Schertz sewer system were also incorporated into each scenario based on the
planning year.
4.3.2.2 2030 CIP Growth Projects
The 2030 scenario included the currently planned CIP projects for the City. To serve the new
development areas happening between 2022 to 2030, LAN proposes new growth CIPs as listed in
Table 41. The alignments are based on the available information regarding topographic elevations,
existing roads, and engineering judgment and are to be considered as preliminary. Final alignments
will be determined as part of the design process.
The design criteria listed in Table 38 was used to size the new facilities. For modeling purposes,
slopes for new growth CIP lines were assumed based on the TCEQ minimum slope requirement. At
some locations, higher than minimum slopes were considered to prevent extra excavation. Appendix
21 shows the location of the 2030 growth CIPs.
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Table 41: 2030 Growth Projects Summary
4.3.2.3 Model Results Under 2030 Flows
After bringing in the 2030 new growth CIPs, the model was run with predicted 2030 dry weather
flows. The modeling results for this scenario are presented in Appendix 22. The results show 98% of
conduits have a maximum depth to diameter (d/D) of less than 0.5. It also shows gravity lines parallel
to Friesenhahn Ln and upstream of the Friesenhahn lift station having maximum d/D of greater than
0.75, and gravity lines right upstream of Riata lift station having a maximum d/D between 0.5 and 0.75.
This indicates these gravity lines (i.e., with maximum d/D greater than 0.5) may not accommodate the
additional capacity needs from future flows and could require upsizing.
Since peak wet weather is crucial for analyzing a sewer system, the 2030 wet weather flow
(average dry weather plus 5-year, 24-hour I&I) was used to determine areas that are susceptible to
sanitary sewer overflows (SSOs). Note that the model shows SSOs at locations where the maximum
hydraulic grade (HGL) rises above manhole rim elevations. The modeling results for this scenario are
presented in Appendix 23. The results show a total of 11 manholes within the existing service areas
are overflowing. Per the Capacity Deficiency Criteria listed in Table 37, the sewer system is capacity
deficient at the locations where SSOs are reported by the model.
4.3.2.4 2030 CIP System Improvement Projects
LAN proposes several system improvement projects listed in Table 42 to address the SSOs. In
addition, Belmont Park lift station is set to go offline by 2030 per City staff. Therefore, that lift station
was set inactive in the model, and gravity lines were added to bypass it. LAN also determined that the
Northcliffe (Town Creek) lift station needs to upgrade to a firm capacity of 4,800 gpm to meet TCEQ
requirements (refer to section 2.5.3). Appendix 24 shows the location of the 2030 system improvement
projects.
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Table 42: 2030 System Improvement Projects Summary
4.3.2.5 2030 CCMA Recommended Projects
The results of the 2030 wet weather flow scenario showed some of the CCMA’s gravity lines have
capacity issues that would affect the City’s sewer system performance. LAN recommends the following
system improvement projects related to CCMA’s gravity lines (listed in Table 43 and shown in Appendix
24). Although originally listed as 2041 CCMA CIPs (Projects 2030 C-1 & 2030 C-2) and as Buildout
CCMA CIP (Project 2030 C-4) in the Wastewater Collection System Master Plan prepared by Kimley
Horn Inc. in 2021, LAN currently recommends these CIP projects for inclusion in the 2030 planning
period.
Table 43: 2030 CCMA System Improvement Projects Summary
4.3.2.6 2050 CIP Growth Projects
To develop the 2050 scenario, the system changes proposed for 2030 were used as the base. To
serve the new development areas happening between 2030 to 2050, LAN proposes new growth CIPs
listed in Table 44 and shown in Appendix 25. Similar to 2030 growth CIPs, the alignments are based
on the available information regarding topographic elevations, existing roads, and engineering
judgment, and final alignments will be determined as part of the design process. The design criteria
listed in Table 38 were used to size the new facilities.
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Table 44: 2050 Growth Projects Summary
In addition, Schertz Pkwy, Cover’s Cove, and Park lift stations are set to go offline by 2050 per City
staff. Therefore, Cover’s Cove and Park lift stations were set inactive in the model, and gravity lines
were added to bypass that lift station. Schertz Pkwy lift station will also go offline, and its flow will be
conveyed to a new CCMA line which will be built by 2050. However, due to the unavailability of
information about the new CCMA’s line, the Schertz Pkwy lift station was set inactive in the model and
its flow was directed to a new outfall.
4.3.2.7 Model Results Under 2050 Flows
After bringing in the 2050 new growth CIPs, the model was run with predicted 2050 dry weather
flows. The modeling results for this scenario are presented in Appendix 26. Similar to 2030 scenario
results, 97% of conduits have a maximum depth to diameter (d/D) of less than 0.5, and only 3% of
gravity lines have a maximum (d/D) of greater than 0.5. Since peak wet weather is crucial for analyzing
a sewer system, the 2050 wet weather flow was used to determine areas that are susceptible to
overflowing. The modeling results show no manholes are overflowing indicating the 2050 system has
sufficient capacity per the Capacity Deficiency Criteria listed in Table 37. Therefore, LAN does not
recommend any capacity-related CIPs for the 2050 planning period.
4.3.2.8 2050 CIP System Improvement Projects
LAN determined that Cypress Point lift station needs to upgrade to a firm capacity of 1,250 gpm to
meet TCEQ requirements (refer to section 2.5.3). Table 45 describes 2050 system improvement
projects shown in Appendix 27.
Table 45: 2050 System Improvement Projects Summary
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4.3.2.9 Pumping Capacity Evaluation
For pumping capacity evaluation, the existing firm capacity (i.e., capacity with the largest pump off)
will be compared to peak wet weather flow at each lift station. Per TCEQ requirements, peak wet
weather flow should not exceed firm capacity. Table 46 shows the results of the pumping capacity
evaluation. Note that this analysis has only been conducted for public existing lift stations; private lift
stations have been excluded from the study.
Table 46: Lift Station Capacity Evaluation
As seen in Table 46, except for Cypress Point and Northcliffe lift stations, all other existing lift
stations have adequate capacity for existing and future peak flows since their peak flows are less than
lift station firm capacities. Per TCEQ requirement, Northcliffe lift station requires an upgrade to firm
capacity of 4,500 gpm based on its 2050 peak flow of 4,485 gpm, and Cypress Point lift
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station needs an upgrade to firm capacity of 1,250 gpm based on its 2050 peak flow of 1,233 gpm.
Northcliffe lift station upgrade should be done as early as 2030, but Cypress Point’s upgrade can wait
until 2050.
4.3.2.10 Force Main Capacity Evaluation
As listed in Table 37, the hydraulic criterion for force mains is not to exceed a maximum velocity of
8 ft/s under the peak wet weather flow (average dry plus 5-year, 24-hour storm flow). Higher than 8 ft/s
velocities correspond to high head loss in force mains which over time scour force main interior causing
premature structural failure. Table 47 shows the results of the force main capacity evaluation.
Table 47: Force Main Capacity Evaluation
All existing force mains have adequate capacity for existing and future peak flows since they have
velocities below the maximum criterion (8 ft/s).
4.3.3 Summary
The recommendations outlined in this section were a joint effort with City personnel and LAN to
identify improvements needed for the City’s sewer system. These improvements aim to address
capacity limitations and accommodate the anticipated growth in the planning years of 2030 and 2050.
The sewer collection system model should be maintained and updated as new projects are
implemented and adjusted to address changes in development schedules.
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5. IMPACT FEE DEVELOPMENT
5.1 Living Unit Equivalent
Living unit or service unit equivalents (LUEs) are “a standardized measure of consumption, use,
generation, or discharge attributable to an individual unit of development calculated in accordance with
generally accepted engineering or planning standards and based on historical data and trends
applicable to the political subdivision in which the individual unit of development is located during the
previous 10 years”. Standard engineering practices equate one water LUE to a single, typical residential
water meter’s usage. The wastewater LUE is assumed to be 70% of a single residential water meter’s
usage to account for irrigation, evaporation, and other water losses associated with the wastewater
system.
An analysis of the existing water and wastewater system hydraulic models determined that the
water LUE is 0.17 gpm, and the wastewater LUE is 0.119 gpm. From the hydraulic water model, the
total existing and future 2030 system flows for residential and “other” uses were calculated. These total
flow values were divided by their respective LUE to determine the growth in each system. “Growth” in
this case refers to the difference between the 2030 value and the existing value. It is important to note
that the CCN boundaries for the Schertz water and wastewater system are not the same, so the growth
in the respective systems is slightly different. Table 48 & Table 49 below show the process of
determining the growth in LUEs for the water and wastewater systems.
Table 48: Calculations for Growth in Water LUEs
Growth in Water LUEs
Scenario Total Flow
(gpm)
Living Unit
Equivalent (gpm) # of LUEs
Existing Residential 2,225
0.17
13,089
Existing Other 2,485 14,620
2030 Residential 3,372 19,838
2030 Other 2,545 14,971
Growth In Residential: 6,749
Growth In Other: 351
Table 49: Calculations for Growth in Wastewater LUEs
Growth in Wastewater LUEs
Scenario Total Flow
(gpm)
Living Unit
Equivalent (gpm) # of LUEs
Existing Business 113
0.119
951
Existing Other 3,483 29,269
2030 Business 123 1,034
2030 Other 4,332 36,403
Growth in Business: 82
Growth In Other: 7,134
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5.2 Cost Data
The Association for the Advancement of Cost Engineering (AACE) provides a cost estimate
classification system that includes five classes of estimates. Each class has specific characteristics that
indicate the level of detail of the cost estimate, with 5 being the least defined and 1 being the most
defined. These classes are commonly used industry standards for engineers, contractors, and
estimators. The accuracy range of an estimate narrows (becomes more accurate) as the project scope
becomes more defined as shown in Figure 29 from AACE below. In the same figure, the approximate
overlap of classes is shown as well in relation to the level of scope definition.
Figure 29: AACE Cost Estimate Clases
For this analysis, Class 4 estimating was identified as the appropriate, industry standard, estimation
class. According to AACE, Class 4 estimates “are prepared for a number of purposes, such as but not
limited to, detailed strategic planning, business development, project screening at more developed
stages, alternative scheme analysis, confirmation of economic and/or technical feasibility and
preliminary budget approval or approval to proceed to next stage”. The developed cost estimates are
preliminary and rely on available information and standard preliminary engineering methods for Class
4 cost estimation. These methods were consistently applied to similar project components (e.g.,
pipelines, pump stations, lift stations, etc.) to facilitate comparison between different project
alternatives.
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Cost data for the proposed CIP projects was obtained from the following sources:
· TxDOT Online Bid Reports (past year)
· RS Means Database
· Cost Estimates from Past & Current City Projects
· Cost Estimates from Past & Current LAN Projects
Item costs were averaged from these sources and an inflation rate was applied to the costs for
2030 and 2050, which is discussed in detail in the following section. A 30% contingency factor was
applied across all costs estimates, which reflects the range of accuracy of a Class 4 estimate.
For cost components that were highly variable and unpredictable at this stage of analysis, such as
developing construction documents and construction management, estimates were derived from
previous project experience and included as a percentage of the total construction costs.
5.3 Inflation Rate Calculation
In order to accurately capture construction prices for the future scenarios, an average yearly
inflation rate was calculated and applied to the 2030 & 2050 project cost estimates. Three sources were
consulted for historical inflation indexes including RS Means, Mortenson Construction Cost Indexes,
and Turner Building Cost Indexes. Varying time frames of inflation were provided by these sources, but
the data was not normalized to ensure that a wide range of indexes were included in the yearly inflation
rate calculation. Additionally, these indexes are the average of nationwide data. Table 50 below shows
the varying time frames and their associated total and yearly inflation rates. The median yearly inflation
rate of this data is 3.91%, and this value was applied to the line items in the 2030 and 2050 cost
estimates. See Appendix 28 for inflation rate source data.
Table 50: Yearly Inflation Rate Calculations
Time Frame Total Inflation
Rate
Yearly Inflation
Rate
RS Means Historical Inflation Indexes
2020 to 2024 128% 6.31%
2010 to 2024 169% 3.81%
2000 to 2024 251% 3.91%
1990 to 2024 309% 3.38%
1980 to 2024 454% 3.50%
Mortenson Historical Inflation Indexes
2020 to 2023 132% 9.65%
2010 to 2023 188% 5.93%
Turner Historical Inflation Indexes
2020 to 2023 117% 5.27%
2010 to 2023 172% 4.25%
2000 to 2023 231% 3.70%
1996 to 2024 272% 3.77%
Average: 4.86%
Median: 3.91%
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5.4 Project Costs Eligibility
Estimates of total construction cost for the proposed water and wastewater CIP projects were
developed. However, TLGC Section 395 stipulates that only certain types of projects and only the
portion of the project utilized during the 10-year planning period can be included in the impact fee
eligible total.
5.4.1 Eligible Project Types
There are defined items payable by the impact fee per TGLC Section 395, and these items are
listed in Section 1 of this report. The proposed CIP projects were divided into “Growth” projects and
“System Improvement” projects to assist in clearly identifying those projects that are eligible. Some of
the projects only have a portion of the project costs listed as eligible because they serve both new
growth and provide system improvements. Only the growth portions of those projects are eligible to be
included in the total impact fee costs. The following types of projects are not eligible to be included in
the total impact fee costs:
· All 2050 Projects
· Cibolo Creek Municipal Authority Projects (CCMA)
In the tables below, the projects, costs and their impact fee eligible costs are shown for the Water
CIP, Wastewater CIP, and the recommended CCMA System Improvement projects. Projects denoted
by two asterisks indicate that only a portion of the project costs are impact fee eligible. See Appendix
29 for individual project cost estimates.
5.4.2 Project Utilization During 10-Year Planning Period
This water and wastewater master plan includes three phases of projects: near term, 2030, and
2050. Only the projects within the 10-year planning period of 2020-2030 are eligible to be paid by impact
fees in this analysis. TLGC also stipulates that only the portion of a project that is utilized during the 10-
year period may be considered for impact fee eligibility. The utilization is determined by the following
equation:
% = 2030 − 2020
2050
There are some cases where proposed 2030 CIP projects utilize 100% of their build out capacity
in 2030 and then in 2050 use less than the build out capacity. This occurs due to additional
infrastructure being added in 2050 which takes on some of the capacity burden from those 2030 CIP
projects. In these cases, the utilization is determined using the same equation as above, but with 2030
Peak Flow in the denominator:
% ( ) =
2030 − 2020
2030
See Appendix 30 for utilization calculations.
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Table 51: Near Term Water CIP Projects Estimate of Probable Costs
Project
Number Project Name
Total Project
Cost
2020-2030
Growth
Utilization
Impact Fee
Eligible
Portion
Near Term CIP
System Improvement Projects
NT-W1** Bubbling Springs 6" WL Replacement $763,000 27% $206,715
NT-W2 Corbett Pump Station & 3.0 MG GST $8,600,000 0% $0
NT-W3 Ware Seguin Pump Station Operational Improvement $175,000 0% $0
NT-W4 12" WL from Ware Seguin to Lower Seguin $1,538,000 0% $0
NT-W5 Fred Couples to Schwab $455,556 0% $0
NT-W6 Schwab to Eckhardt $1,600,000 0% $0
NT-W7** Graytown to Pfeil $1,550,000 69% $1,077,040
NT-W8** FM 78 Water Line Replacement $875,000 22% $194,778
NT-W9** Moonlight Meadow Dr & Lost Meadow Dr WL Replacement $3,000,000 0% $0
NT-W10** Robinhood Way WL Replacement $4,650,000 0% $0
NEAR TERM TOTAL: $23,206,556 - $1,478,532
Note: Projects denoted by ** indicate that it has both growth & system improvement components.
Table 52: 2030 Water CIP Projects Estimate of Probable Costs
Note: Projects denoted by ** indicate that it has both growth & system improvement components.
Project
Number Project Name
Total Project
Cost
2020-2030
Growth
Utilization
Impact Fee
Eligible
Portion
Proposed 2030 CIP
Growth Projects
2030-W1 12" WL from Tri-County Extension to Cibolo Valley Drive $4,788,000 100% $4,788,000
2030-W2 Raf Burnette Rd 12" WL Improvements $1,438,000 89% $1,272,934
2030-W3 8" WL from Ray Corbett Dr to Lower Seguin Rd $3,688,000 97% $3,569,245
2030-W4** Trainer Hale Rd 2" WL Replacement & 8" WL Improvement $9,850,000 93% $9,192,317
2030-W5** Boenig Dr S 6" WL Replacement & 8" WL Improvement $6,388,000 69% $4,411,757
2030-W6 Live Oak to IH-35 24" Transmission Main $32,075,000 100% $32,075,000
2030-W7 Ware Seguin Pump Station Expansion Phase 1 $5,213,000 33% $1,737,667
2030-W8 IH-10 8" WL Improvements $6,063,000 100% $6,063,000
2030 Growth Subtotal: $69,503,000 - $63,109,920
System Improvement Projects
2030-W9 PRV Installation for Proposed Southwest Pressure Plane $413,000.0 0% $0
2030-W10** River Rd 6" WL Replacement $2,325,000 58% $1,354,926
2030 System Improvement Projects Subtotal: $2,738,000 - $1,354,926
2030 TOTAL: $72,241,000 - $64,464,846
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Table 53: 2050 Water CIP Projects Estimate of Probable Costs
Project
Number Project Name
Total Project
Cost
2020-2030
Growth
Utilization
Impact Fee
Eligible
Portion
Proposed 2050 CIP
Growth Projects
2050-W1 Corbett Pump Station Expansion $1,663,000
2050 CIP Projects are not
eligible to be included in this
impact fee total.
2050-W2 FM 2252 8" WL Improvements $8,800,000
2050-W3 Ware Seguin Pump Station Expansion Phase 2 $2,725,000
2050-W4 Beck St 6" WL Replacement $5,288,000
2050-W5 Raf Burnette Rd 8" WL Improvements $4,438,000
2050-W6 IH-35 Pump Station & 3.0 MG GST $42,188,000
2050-W7 IH-10 & FM 1518 8" WL Improvements $3,075,000
2050 Growth Subtotal: $68,177,000
System Improvement Projects
2050-W8 Lower Seguin Rd 8" WL Replacement $4,775,000
2050 System Improvement Projects Subtotal: $4,775,000
2050 TOTAL: $72,952,000
Table 54: Near Term Wastewater CIP Projects Estimate of Probable Costs
Project
Number Project Name
Total Project
Cost
2020-2030
Growth
Utilization
Impact Fee
Eligible
Portion
Near Term CIP
Growth Projects
NT-S1 Town Creek Phase IV 24" - Section 1 $6,875,000 21% $1,440,972
NT-S2 Town Creek Phase IV 12" - Section 2 $2,925,000 0% $0
NT-S3 Town Creek Phase V 24" $10,425,000 23% $2,378,763
NT-S4** Upsize Lookout Line $3,838,000 20% $771,788
NT-S5** Upsize Tri County Line $2,084,800 25% $526,887
NT-S6 Cibolo West Main $16,213,000 83% $13,523,463
NT-S7 Woman Hollering Creek Lift Station, Gravity Lines,
and Force Main $13,000,000 89% $11,632,450
Near Term Growth Subtotal: $55,360,800 - $30,274,324
System Improvement Projects
NT SI-1 Decommission Tri County Lift Station $88,000 0% $0
NT SI-2 Decommission Corbett Lift Station $1,500,000 0% $0
NT SI-3 Decommission Sedona Lift Station & Woman
Hollering Creek WWTP $175,000 0% $0
Near Term System Improvement Projects Subtotal: $1,763,000 - $0
NEAR TERM TOTAL: $57,123,800 - $30,274,324
Note: Projects denoted by ** indicate that it has both growth & system improvement components.
2024 Water & Wastewater Master Plan, CIP, & Impact Fee Update
City of Schertz, Texas
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Table 55: 2030 Wastewater CIP Projects Estimate of Probable Costs
Project Number Project Name
Total Project
Cost
2020-2030
Growth
Utilization
Impact Fee
Eligible
Portion
Proposed 2030 CIP
Growth Projects
2030-S1 Hope Lane 8" Gravity Line $2,025,000 67% $1,359,153
2030-S2 Old Wiederstein Road 8" $1,338,000 5% $68,849
2030-S3 Union Pacific Railroad 8" - Section 1 $2,563,000 10% $249,210
2030-S4 Union Pacific Railroad 8" - Section 2 $400,000 12% $47,722
2030-S5 Wiederstein Road 8" $1,663,000 83% $1,372,188
2030-S6 Schaefer Road 8" - Section 1 $4,913,000 33% $1,613,509
2030-S7 Schaefer Road 8" - Section 2 $1,938,000 100% $1,938,000
2030-S8 Aranda 8" $475,000 100% $475,000
2030-S9 Weir Road 10" $2,525,000 100% $2,522,465
2030-S10 Trainer Hale Road 10" $1,038,000 100% $1,034,756
2030-S11 Ware Seguin Road 8" $3,113,000 97% $3,012,264
2030-S12 FM 1518 8" $400,000 40% $160,000
2030-S13 I-10 8" - Section 1 $2,713,000 99% $2,677,145
2030-S14 Boenig Drive 8" $2,963,000 29% $849,531
2030-S15 N Greytown Road 8" $1,275,000 52% $661,379
2030 Growth Subtotal: $29,342,000 - $18,041,171
System Improvement Projects
2030 SI-1** Friesenhahn West Line WW Upsize $8,175,000 22% $1,833,143
2030 SI-2** Fairlawn WW Upsize $1,375,000 9% $121,579
2030 SI-3** Cibolo Crossing WW Line Upsize $1,288,000 4% $46,406
2030 SI-4** Woodland Oak Drive Replacements $338,000 4% $13,741
2030 SI-5** Old Wiederstein WW Upsize $5,050,000 61% $3,099,614
2030 SI-6** Northcliffe Lift Station Upgrade $7,838,000 5% $392,686
2030 SI-7 Decommission Belmont Park Lift Station $463,000 0% $0
2030 System Improvement Projects Subtotal: $24,527,000 - $5,507,169
2030 TOTAL: $53,869,000 - $23,548,341
Note: Projects denoted by ** indicate that it has both growth & system improvement components.
2024 Water & Wastewater Master Plan, CIP, & Impact Fee Update
City of Schertz, Texas
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Table 56: 2050 Wastewater CIP Projects Estimate of Probable Costs
Project
Number Project Name
Total Project
Cost
2020-2030
Growth
Utilization
Impact Fee
Eligible
Portion
Proposed 2050 CIP
Growth Projects
2050-S1 I-35 N 8" $9,088,000
2050 CIP projects are not
eligible to be included in
the impact fee total.
2050-S2 Friesenhahn Lane 8" $6,500,000
2050-S3 Schaefer Road 8" - Section 3 $5,713,000
2050-S4 Corbett JH 8" $2,888,000
2050-S5 Lower Seguin Road 8" $1,338,000
2050-S6 I-10 8" - Section 2 $3,338,000
2050 Growth Subtotal: $28,865,000
System Improvement Projects
2050 SI-1 Cypress Point Lift Station Upgrade $1,463,000
2050 SI-2 Decommission Schertz Parkway Lift Station $238,000
2050 SI-3 Decommission Park Lift Station $3,663,000
2050 SI-4 Decommission Cover's Cove Lift Station $238,000
2050 System Improvement Projects Subtotal: $5,602,000
2050 TOTAL: $34,467,000
Table 57: CCMA 2030 System Improvement Projects Estimate of Probable Costs
Project
Number Project Name Project Cost
Proposed 2030 CIP
CCMA System Improvement Projects
2030 C-1 Roy Richard Drive Replacements $1,588,000
2030 C-2 Valencia Lane Replacements $2,288,000
2030 C-3 Savannah Drive Replacements $12,425,000
2030 C-4 Build Out Project 25 - 36" Schertz Line $12,950,000
CCMA System Improvement Projects Total: $29,251,000
5.5 Water Meter Updates
Part of the update to the impact fees included updating the water meter types and characteristics
to correspond with the new meters that the City will now be utilizing. The City was previously using
simple, compound, and turbine type meters. Going forward, the City will be using multi-jet and ultrasonic
meters. The maximum allowable impact fees by meter size were calculated by multiplying the LUE per
meter by the maximum allowable water and wastewater impact fees. Table 58 shows the difference in
the existing and proposed meter characteristics.
2024 Water & Wastewater Master Plan, CIP, & Impact Fee Update
City of Schertz, Texas
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Table 58: Existing & Proposed Meter Characteristics
Meter
Size Meter Type
Maximum
Flow Rate
(gpm)
Normal Flow
Range (gpm)
Maximum Flow
Rate for
Continuous
Duty (gpm)
Existing LUE
by Meter Size
Proposed LUE by
Meter Size
5/8" MULTI-JET 20 1-20 15 1.0 1.0
3/4" MULTI-JET 30 2-30 20 1.5 1.3
1" MULTI-JET 50 3-50 30 2.5 2.0
2" ULTRASONIC 250 0.5-250 250 10.0 16.7
3" ULTRASONIC 500 1-500 500 24.0 33.3
4" ULTRASONIC 1,000 1.5-1,000 1,000 42.0 66.7
6" ULTRASONIC 1,600 3-1,600 1,600 92.0 106.7
8" ULTRASONIC 2,800 5-2,800 2,800 80.0 186.7
10" ULTRASONIC 5,500 14-5,500 5,500 250.0 366.7
12" ULTRASONIC 5,500 14-5,500 5,500 330.0 366.7
These meter type changes affected the maximum flow rate for continuous duty for each meter size,
which established the updated LUE per meter. The LUE per meter size corresponds to the equivalent
impact fees for each meter size.
See Appendix 31 for the new multi-jet and ultrasonic meter characteristics.
5.6 Maximum Allowable Impact Fees
TLGC requires that the maximum allowable impact fee may not exceed the value of the total impact
fee eligible costs (identified in Section 5.4 of this report) less the required credit that reduces the overall
impact fee eligible costs, divided by the growth in LUEs. This credit to the growth-related cost
component of the impact fee calculation is required under Local Government Code Chapter 395 to
ensure that new service units are not double charged for impact fee related capital improvements. The
credit can be determined in the following ways:
· A credit for the portion of ad valorem tax and utility service revenues generated by new
service units during the program period that is used for the payment of improvements,
including the payment of debt, that are included in the capital improvements plan.
· In the alternative, a credit equal to 50 percent of the total projected cost of implementing the
capital improvements plan.
5.6.1 Credit Analysis
The first method was used to calculate the credit and was applied as shown in Table 59 and
Table 60. This credit calculation method was performed by the City’s financial consultant, Willdan
Financial Services. According to Wildan’s report, there were seven critical assumptions made in order
to determine the credits:
1) Willdan assumed a ten-year period for the calculation, FY 2025 – FY 2034, consistent with
guidelines set by Chapter 395.
2) Willdan utilized Capital Improvement Plan cost estimates and percentages of each project
allocable to growth developed by City staff and its consulting engineers (LAN).
2024 Water & Wastewater Master Plan, CIP, & Impact Fee Update
City of Schertz, Texas
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3) Growth estimates were based on the latest forecasts as presented by the City’s consulting
engineers (LAN).
4) Terms and interest rates for new debt forecast to be issued for growth-related
improvements were based on estimates used in the City’s 2023 water and wastewater rate
study.
5) Willdan is interpreting Chapter 395 so that the debt allocable to growth-related projects
includes both principal and interest.
6) Current debt allocable to growth-related projects was based on estimates provided by City
staff.
7) The totals represent Net Present Values of the ten-year cash flows utilizing a discount rate
of 6.0%.
From these assumptions, the following values were calculated:
WATER Revenue Credit -- $3,365,530
WASTEWATER Revenue Credit -- $4,611,802
The full report and detailed credit calculations can be found in Appendix 32.
5.6.2 Maximum Allowable Impact Fee
After the calculated credit is applied, the total impact fee eligible costs are divided by the growth in
LUEs (discussed in Sections 2 & 5.1 of this report) to obtain the maximum allowable impact fee per
LUE. Table 59 and Table 60 summarize the maximum allowable impact fee calculations, including
credits.
Table 59: Maximum Allowable Water Impact Fee
Water Impact Fee
Impact Fee Eligible Costs $65,943,379
Credit (Calculated: 5.1%) ($3,365,530)
Total Impact Fee Eligible Costs $62,577,849
Growth in LUEs 7,100
Maximum Allowable Water Impact Fee per LUE $8,814
2024 Water & Wastewater Master Plan, CIP, & Impact Fee Update
City of Schertz, Texas
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Table 60: Maximum Allowable Wastewater Impact Fee
Wastewater Impact Fee
Impact Fee Eligible Costs $53,822,665
Credit (Calculated: 8.6%) ($4,611,802)
Total Impact Fee Eligible Costs $49,210,863
Growth in LUEs 7,217
Maximum Allowable Wastewater Impact Fee per LUE $6,819
As discussed in the previous section, updates were made to the meter types that the City will be
using. Table 61 reflects both the update to the impact fees by meter type and the new meter
characteristics. The impact fee by meter size was calculated by multiplying the proposed LUE by the
maximum allowable water or wastewater impact fee for per LUE (identified in the tables above). In the
last two columns of Table 61, the maximum allowable water and wastewater impact fees by meter size
are presented.
Table 61: Maximum Allowable Impact Fee by Meter Size
Meter
Size Meter Type
Maximum
Flow Rate
for
Continuous
Duty (gpm)
Proposed
LUE
Maximum
Allowable Water
Impact Fee
Maximum
Allowable
Wastewater
Impact Fee
5/8" MULTI-JET 15 1.0 $8,814 $6,819
3/4" MULTI-JET 20 1.3 $11,810 $9,137
1" MULTI-JET 30 2.0 $17,627 $13,638
2" ULTRASONIC 250 16.7 $146,924 $113,671
3" ULTRASONIC 500 33.3 $293,848 $227,341
4" ULTRASONIC 1,000 66.7 $587,607 $454,615
6" ULTRASONIC 1,600 106.7 $940,154 $727,370
8" ULTRASONIC 2,800 186.7 $1,645,248 $1,272,880
10" ULTRASONIC 5,500 366.7 $3,231,708 $2,500,279
12" ULTRASONIC 5,500 366.7 $3,231,708 $2,500,279
2024 Water & Wastewater Master Plan, CIP, & Impact Fee Update
City of Schertz, Texas
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5.7 Comparison of Local Impact Fees
Since the last water and wastewater impact fee update was performed in 2011, the City expressed
interest in comparing the 2024 proposed fees with other municipalities and utility providers in the area.
Table 62 provides a comparison of the impact fees imposed by local municipalities and utility providers,
and the City of Schertz 2024 proposed impact fees. The City can decide to adopt lower impact fees
than those established by this report, typically to spur more development, but should have a means to
recoup the costs building the infrastructure to serve the developments.
Table 62: Local Impact Fee Comparison
City/Utility
Total Water Wastewater
Population
Served (At
the Time of
Individual
Analysis)
Pflugerville (2023) $29,849 $14,713 $15,136 65,191
NBU (2022) $25,692 $19,448 $6,244 90,403
Seguin (2023) $16,558 $7,308 $9,250 29,470
Schertz (Proposed 2024) $15,633 $8,814 $6,819 45,719
SAWS (2024) $9,350 $5,987 $3,363 2,000,000
Austin (2023) $7,700 $4,800 $2,900 961,000
Boerne (2023) $7,629 $2,509 $5,120 18,232
San Marcos (2018) $6,485 $3,801 $2,684 68,217
Schertz (Current from 2011) $4,603 $2,934 $1,669 34,754
Cibolo (2021) $2,712 $1,839 $873 34,000
Sources can be found in Appendix 33.
2024 Water & Wastewater Master Plan, CIP, & Impact Fee Update
City of Schertz, Texas
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6. LIST OF APPENDICES
SECTION 2
Appendix 1 – 2018 Comprehensive Land Use Plan
Appendix 2 – Zoning Map
Appendix 3 - 30-Year Population Distribution Projections
Appendix 4 - 30-Year Housing Distribution Projections
Appendix 5 - Planned & Existing Residential Developments Comparison to Wastewater CCN
Appendix 6 - Planned & Existing Residential Developments Comparison to Water CCN
Appendix 7 - Planned & Existing Commercial Development Comparison to Wastewater CCN
Appendix 8 - Planned & Existing Commercial Developments Comparison to Water CCN
Appendix 9 - Wastewater CCN Service Area & Comprehensive Land Use
Appendix 10 - Water CCN Service Area & Comprehensive Land Use
SECTION 3
Appendix 11 – Near Term Water CIP Map
Appendix 12 – 2030 Fire Flow Analysis Locations
Appendix 13 – 2030 Water CIP Map
Appendix 14 – 2050 Fire Flow Analysis Locations
Appendix 15 – 2050 Water CIP Map
SECTION 4
Appendix 16 – Flow Meter, Meter Basin, & Rain Gauge Location Map
Appendix 17 – Dry Weather Calibration Graphs
Appendix 18 – Wet Weather Calibration Graphs
Appendix 19 – Existing System Evaluation Results, Surcharge, & SSO Location Maps
Appendix 20 – Near Term Wastewater Growth & System Improvement Projects
Appendix 21 – 2030 Wastewater System Growth Projects
Appendix 22 – Max Depth to Diameter with 2030 Dry Weather Flows
Appendix 23 – Sanitary Sewer Overflows with 2030 Wet Weather Flows
Appendix 24 – 2030 Wastewater System Improvement Projects
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Appendix 25 – 2050 Wastewater System Growth Projects
Appendix 26 – Max Depth to Diameter With 2050 Dry Weather Flows
Appendix 27 – 2050 Wastewater System Improvement Projects
SECTION 5
Appendix 28 – Inflation Rate Calculation Sources
Appendix 29 – CIP Projects Cost Estimates
Appendix 30 – CIP Projects Utilization Calculations
Appendix 31 – Octave Meter Specifications
Appendix 32 – Willdan Revenue Credit Calculations & Summary
Appendix 33 – Impact Fee Comparison Sources
APPENDIX 1 - 2018
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LEWISRANCHRD
PVT S T AT
THE F O R U M
IH 35N ACCESSRD
PVTSTATTHE
FORUM
0 ½1 1½2¼Miles
BexarCounty
GuadalupeCounty
ComalCounty
R ural Frontage
S ector Boundary
Air Installation Impact
Air Installation Compatible
Civic, S chools
Main S treet Commercial
Commercial Campus
Highway Commercial
Industrial
Industry, Technology and R and D
Parks, Open S pace
Agricultural Conservation
Estate Neighborhood
S ingle Family R esidential
Multi-Family R esidential
Manufactured Housing
Mixed Use Neighborhood
Mixed Use Core
TND/TOD
Transition
1% Annual-Chance Flood Event
ComprehensiveL and Use Plan
S chertz Municipal Boundary
S chertz ETJ Boundary
County Boundaries
R ailroads
Major R oads
Minor R oads
Proposed R oads
Air InstallationCompatible Use Zone
APZ I
APZ II
Clear Zone“The City of S chertz provides this Geographic Information S y stem product "as is" without any express or impliedwarranty of any kind including but not limited to the implied warranties of merchantability and fitness for a particular purpose.In no event shall The City of S chertz be liable for any special, indirect or consequential damages or any damages whatsoever arising out of or in connectionwith the use of or performance of these materials. Information published in this product could include technical inaccuracies or ty pographical errors. Periodicalchanges may be made and information may be added to the information herein. The City of S chertz may make improvements and/or changes in the product(s)described herein at any time.”
Last Update: February 20, 2018
City of S chertz, GIS Coordinator: Tony McFalls, gis@schertz.com (210) 619-1184
APPENDIX 2 -
ZONING MAP
PVT
F M 482
E P
E
RIM
E
T
E
R R
D
C
R
EE
K R
D
K
O
E
H
L
E
R R
D
W
P
E
RIM
E
TE
R R
D
W
E
T
Z R
D
W
E
S
T
O
N R
D
G O L F R D
G E R D E S R D
ST
O
LT
E R
D
F M 78 E
ZUEHL RD
B E Y E R P AT H
E L B E L R D
LOOP 539 E
O PIE L N
F M 7 8
N
O
R-T
E
X D
R
C
O
Y
O
T
E R
U
N
STEPHENS LN
BOENIG DR
B
UNKER ST
D
E
A
N R
D
N A B B O T T R D
R A F B U R N E T TE
T
RIPLE L LN
H
U
B
E
R
T
U
S R
D
S
TA
P
P
E
R R
D
F R O B O E S E L N
VOGES PASS
FM 78 EAST
OLD N A C O G D O CHES R D
PFANNSTIEL LN
CAFFEY RD
F
M 2252
S
C
H
W
A
B R
D
W
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D
ABBEY RD
D
O
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R
R L
N
FA W N D R
C A L E D R
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MILL E R R D
LAKE VIEW DR
D
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AIN S
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H
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L
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D
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T
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CIN N A B A R C T
E
N
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E
L R
D
M
A
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N R
D
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C O U N T R Y L N
F M 225 2
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FM 482
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FM 482
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W EIL R D
W EIL R D
W
E
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R
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B
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N
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T
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F
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9
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A
N
N
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E FM 1518 N
FM 482
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D
S
T
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D
W
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D
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F
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0
09
SCHOENTHAL RD
F M 2252
B O LT O N R D
E F
M 1
5
1
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F M 482
E
N
G
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L
R
D
B O LT O N R D
FM 2538
FM 78
PFEIL RD
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E
FM
1
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8 N
F
M
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D
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A RIZ P E R D
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T
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M
A
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N R
D
L O W E R S E G UIN R D
F
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IH 3 5 N A C C E S S R D
F
M 22
52
E F
M 151
8 N
IH 1 0 E A C C E S S R D
F
M 1103
E FM 1518 N
FIFT
H S
T E
FM 78 W
FM 482 F M 4 8 2
FM 78
N ABBOTT RD
IH 1 0 E A C C E S S R D
N A B B O T T R D
FM 78
B
U
N
K
E
R ST
F
M 3
009
F M 4 8 2
FM 2538
FM 482
HAECKERVILLE RD
FM 482
F
M 3009
F M 78 W
LOW ER SE G UIN R D
Y O U N G S F O R D R D
D
E
A
N R
D
F
M 3009
FM 78
Legend
Municipal_Boundary
ETJ
Schertz City Limit
City_of_Schertz_Zoning_Districts
Agricultural District
Apartment/Multi-Family Residential
Development Agreement (Delayed Annexation)
Garden Home (Zero Lot Line)
General Business
General Business II
Main Street Mixed Use
Manufactured Home Parks
Manufactured Home Subdivision
Manufacturing (Heavy)
Manufacturing (Light)
Neighborhood Services
Office and Professional
Planned Development
Pre-Development
Public Use
Single-Family Residential
Single-Family Residential/Agricultural
Two-Family Residential
Major Thoroughfares
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\Land Use Assumptions\20220527 Exhibits\20220804_Schertz_Zoning_Districts.mxd
City of Schertz Zoning Map .8/4/2022
0 10,0005,000 Feet
Attachment 2
APPENDIX 3 - 30
YEAR POPULATION
DISTRIBUTION
PROJECTIONS
IH 35 N
IH 1 0 E
F M 78
F
M 3009
F M 4 82
IH 35 S
E F
M 1518 N
F M 2252
F M 2538
IH 1 0 W
F
M 1103
L O W E R S E G UIN R D
FM
10
4
4
GIN R D
M
A
RIO
N R
D
FM 1516 N
G R E E N V A LL E Y R D
C
R
E
E
K R
D
E L
O
O
P 16
04 N
PVT
B O LT O N R D
L O O K O U T R D
N ABBOTT RD
S
C
H
E
R
T
Z P
K
W
Y
FM 78 E
FM 1976
F M 78 W
B
AT C
A
V
E R
D
W A L D R D
IH 1 0 W A C C E S S R D
MILL E R R D
IH 35 N A C C E S S R D
KIT T Y H A W K R D
WARE-SEGUIN RD
W EIL R D
S S
A
N
T
A C
L
A
R
A R
D
CIB
O
L
O V
ALL
EY D
R
Y O U N G S F O R D R D
ST
O
LTE R
D
E
N
G
E
L R
D
W
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D
B
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N
K
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R S
T
SAVA N N A H D R
R
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N R
D
C O U N T R Y L N
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U
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H
L R
D
PFEIL RD
U
L
L
RIC
H R
D
SCHOENTHAL RD
S C H A EFE R R D
S
C
H
W
A
B R
D
F
M 465
M O R N IN G SID E D R
C
O
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N
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H S
T E
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A
N
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L
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W
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D
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B
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L
T
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D
D
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A
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D
PF
A
N
N
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N
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T R AIN E R H A L E R D
H
A
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C
K
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D
M A S K E R D
ATH E NIA N
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S C H M O E K EL R D
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R R
D
K
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D
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W
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FM 78 EAST
D
O
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R
R L
N
BIN D S EIL L N
R
K L
N
N EVANS RD
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C O L U M BI A
M AIN S T
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D
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W B Y R D B L V D
N
S
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D
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T W
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N O R T H B L V D
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B E Y E R P A T H
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BALBOA DR
G A R D E N RID G E D R
S W
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N
SEA WILLOW DR
S M
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T
T U S C A N HIL L S D R
T U R NIN G ST O N E
H
O
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LY L
N
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DEER CREEK BLVD
RIP
PLE W
AY
GREEN RD
R O C K E T L N
W W E T Z S T
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A S T E
BLUE PT
RIVER RD
M A IN CIR
W
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C
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D
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NOR-TEX DR
C IB O L O T R L
H
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S T O LT E A C R E S
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WINDBURN TRL
C
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SCHMIDT AVE
AG
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LONGING TRL
MORNING GROVE
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HANOVER CV
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T
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E
NIC HILL L
N
K
U
S
MIE
R
Z R
D
TALKENHORN
J
O
S
H
S W
A
Y
MARIGOLD WAY
STORM KING
RI D G E L IN E R D
TRIPLE L LN
WILLOW DR
BLAZIN G STA R T RL
ABBEY RD
CEN
TE
R
B
R
O
O
K
D
O
E
P
P
E
N
S
C
H
MID
T R
D
R
E
G
E
N
C
Y R
U
N
RIO L
N
C
O
R
P
O
R
A
T
E D
R
C A T T L E M A N S L N
S
C
H
N
EID
E
R L
N
BORMANN DR
A S H L E Y P A R K
V ALL E Y VIE W D R
L O U A N N D R
B R O W A R D A V E
M O R G A N R U N
OUTRIDER
C
A
N
O
P
Y B
E
N
D
S H O R T W E Y E L R D
NE
M
EC LN
R E A L R O C K R D
COVE
RS CV
C A F F E Y R D
R E D TIP D R
R U S TIC WIL L O W
LIBERTY RD
HIG
H
LA
N
D VISTA
Z U E H L
P
O
S
E
Y P
A
S
S
G
U
A
D
A C
O
M
A D
R
F A R G O E R W A Y
S T ALLIO N L N
O
A
K T
E
R
R
A
C
E D
R
J
OR
DAN
H A E C K E R FIE L D S
V E R D E P K W Y
M
EADO
W DR
E KLEI N S T
B R E E Z Y C V
DANA D R
RIO VISTA DR
ROSE LN
P V T S T AT E N G E L R D
E
S
T
RID T
R
L
N
O
R
T
H S
T J U S TIC E L N
S U M A C L N
JA
S
O
N
S W
A
Y
H A R V E S TBELL N O R T H D R
BENCH TRL
B R A H M A W A Y
C
O
G HIL
L
ROYAL DR
E
A
G
L
E F
LIG
H
T
IV Y L N
P
E
C
A
N
V E R A N O D R
S A D D L E H O R N W AYSPRINGTREE B LF
PIG A
L
LE
Y
E
A
G
L
E D
R
S T AT E B L V D
A S H W O O D R D
BRACKEN DR
W
U
NLES LN
J
O
N
S W
AY
2 N D A V E W
H
O
M
E
S
T
E
A
D D
R
MILLER LN
BLAZE M
O
O
N
R AY C O R B E TT D R
MAYFAIR
HING
E L
O
OP
E
L
M ST
TRAIL DUST LN
B
E
N E K
EIT
H W
A
Y
H
A
R
V
E
S
T V
W
IH 35 N RAMP
P RIC K L Y P E A R D R
L
O
M
A VISTA ST
KEY WEST WAY
U T O P IA B L V D
STANUSH RD
F A W N R D G
T
U
S
A
Y
A
N
O L D M A RIO N R D
IH 1 0 W R A M P
B R O O K V W
TALLOW WAY
R
E
D O
A
K T
R
L
AIRFOIL DR
MEDUSA
H
O
PE L
N
FM 78 W
WEICHOLD RD
E FM 1518 N
W
E
TZ R
D
IH 35 S
PFEIL RD
IH 1 0 W
IH 35 N
I H 1 0 E
W EIL R D
W
E
TZ R
D
Y O U N G S F O R D R D
H
AECKER
VILLE RD
N G
R
AYTO
W
N R
D
IH 35 N
I H 1 0 E
F M 78
F
M 3009
F M 482
E F
M 1518 N
F M 25 38
F
M 2252
I H 1 0 W
F
M 1103
IH 35 S
L O W E R S E G UIN R D
GIN R D
F
M
1
0
44
M
A
RIO
N R
D
FM 1516 N
G R E E N VA L L E Y R D
C
R
EE
K R
D
E L
O
O
P 1604 N
IH 35 N ACCES S R D
PVT
B O LT O N R D
N ABBOTT RD
L O O K O U T R D
S
C
H
E
R
T
Z P
K
W
Y
FM 78 E
FM 1976
FM 78 W
B
AT C
A
V
E R
D
MILL E R R D
I H 1 0 W A C C E S S R D
WARE-SEGUIN RD
W A L D R D
W EIL R D
KITT Y H A W K R D
S S
A
N
T
A C
L
A
R
A R
D
PAT BOOKER RD
CIB
O
L
O VALLEY D
R
Y O U N G S F O R D R D
S
T
O
LT
E R
D
E
N
G
E
L R
D
W
EIR R
D
B
U
N
K
E
R S
T
SAVA N N A H D R
R
O
N R
D
C O U N T R Y L N
Z
U
E
H
L
R
D
PFEIL RD
U
LL
RIC
H R
D
S C H A E F E R R D
SCHWAB
RD
F
M 465
C
O
Y
O
T
E R
U
N
FIFT
H S
T E
N S
A
N
T
A C
L
A
R
A R
D
W
E
T
Z R
D
A RIZ P E R D
SCHOENTHAL RD
S
T
A
P
P
E
R R
D
M O R N IN G SID E D R
WIE D E R S T EIN R D
T
O
LL
E R
D
D
E
A
N R
D
PFA
N
N
S
TIE
L L
N
BOENIG DR
T R AIN E R H A L E R D
H
A
E
C
K
E
R
VILL
E R
D
M A S K E R D
AT HENIAN
WIE D N E R R D
E EVANS RD
SC H M O E K E L R D
E P
E
RIM
ETE
R R
D
K
O
E
H
L
E
R R
D
OLD NAC O G DOCHES RD
FM 78 EAST
D
O
E
R
R L
N
R
K L
N
N EVANS RD
BIN D S EIL L N
C O L U M B IA
TO
EPPER
W
EIN R
D
BEECH TRL
M AIN S T
W PERIM
E
TE
R R
D
F
O
R
U
M R
D
S
A
S
S
M
A
N R
D
LIV E O A K R D
A E R O A V E
O L D WIE D E R S T EIN R D
WEICHOLD RD
W O O D L A N D O A K S D R
G O L F R D
FREUDENBURG RD
PHOENIX AVE
H
A
L
LIE H
T
S
K
R
U
E
G
E
R C
A
N
Y
O
N
O
LD CIM
A
R
R
O
N T
R
L
BISO
N LN
M
ARBAC
H L
N
DIET
Z R
D
W
E
S
T
O
N R
D
E
C
K
H
A
R
D
T
R
D
DIM R O C K
CRESTWAY RD
W B Y R D B LV D
N
S
O
L
M
S
R
D
DEDEKE DR
FIFT
H S
T W
N O R T H B L V D
O
A
K ST
N M
AIN S
T
KIS E R L N
G E R D E S R D
G OTHIC D R
FF S
T
N G
R
A
Y
T
O
W
N R
D
J S T W
MIC
H
E
L
S
O
N L
N
GI B B S -S P R A W L R D
BINZ-ENGLEMAN RD
M A PLE D R
LAZAR PKWY
N E W B E R LIN R D
O
M
A
R D
R
WALZEM RD
H
O
M
E
S
T
E
A
D
P
K
W
Y
F A W N D R
W BORGFELD RD
B E Y E R P A T H
W A VIA TIO N B L V D
A L T O N B L V D
BALBOA DR
G A R DEN RID G E D R
S WATER LN
SEA WILLOW DR
S M
AIN S
T
T U S C A N HIL L S D R
TU R NIN G S T O N E
H
O
L
LY L
N
F ST E
DEER CREEK BLVD
R O C K E T L N
W W E T Z S T
O PIE L N
A S T E
BLUE PT
RIVER RD
M A IN CIR
N
O
R-TEX DR
CIB O L O T R L
H
O
L
L
E
RIN
G VIN
E
R
U
S
C
H
L
N
S S
E
G
UIN R
D
S
T
E
P
H
E
N
S
L
N
R
UECKLE RD
H
O
YA L
N
G
O
L
L S
T O R T H A V E
E B E R T R D
T
O
W
N C
R
E
E
K R
D
D U S TY FIE L D S
VOGES PASS
S T O LT E A C R E S
CR
E
EK
LO
O
P
R A F B U R N E TT E
AG R
D
E S CH ULZ S T
HANOVER CV
B ST
KIL
D
A
R
E
WIL D H O R S E P A S S
DONALAN DR
T
RI-C
O
U
N
T
Y P
K
W
Y
W RIG H T A V E
CEDA
R
CREEK DR
COPPERGATE
S
C
E
NIC HILL L
N
K
U
S
MIE
R
Z R
D
TALKENHORN
J
O
S
H
S W
A
Y
MARIGOLD WAY
STORM KING
TRIPLE L LN
SI
E
N
A
W
O
O
D
S
WILLOW DR
B L AZIN G STA R TRL
ABBEY RD
C
E
NTE
R
B
R
O
O
K
D
O
E
P
P
E
N
S
C
H
MID
T R
D
H
U
B
E
R
T
U
S R
D
R
E
G
E
N
C
Y R
U
N
RIO L
N
C
O
R
P
O
R
A
TE D
R
S
C
H
N
EID
E
R L
N
P
A
R
K D
R
A S H L E Y P A R K
V A L L E Y VIE W D R
L O U A N N D R
B R O W A R D A V E
M O R G A N R U N
OUTRIDER
C
A
N
O
P
Y B
E
N
D
S H O R T W E Y E L R D
NE
M
EC LN
R E A L R O C K R D
C
OVER
S CV
CA F F E Y R D
R E D TIP D R
R U S TIC W IL L O W
LIBERTY RD
HIG
H
LA
N
D VISTA
Z U E H L
P
O
S
E
Y
P
A
S
S
G
U
A
D
A C
O
M
A D
R
F A R G O E R W A Y
U
N
N
A
M
E
D
S
T
STA LLIO N L N
O
A
K T
E
R
R
A
C
E D
R C
O
L
E
T
T
E L
N
D R A Y T O N
JO
R
D
A
N
H A E C K E R FIEL D S
V E R D E P K W Y
MEADO
W D
R
E K L E IN ST
B R E E Z Y C V
DANA D R
RIO VISTA DR
RO SE L N
P V T S T AT E N G E L R D
E
S
T
RID T
R
L
N
O
R
T
H S
T J U S T I C E L N
S U M A C L N
J
A
S
O
N
S W
A
Y
H A R V E S TBELL N O R T H D R
BENCH TRL
B R A H M A W A Y
C
O
G
HIL
L
ROYAL DR
E
A
G
L
E FLIG
H
T
IV Y L N
P
E
C
A
N
W
AG
ON CROSSING
V E R A N O D R
S A D D LE H O R N W A YSPRINGTREE B LF
PIG A
L
L
E
Y
E
A
G
LE D
R
S T A T E B LV D
BRACKEN DR
W
UNLES L
N
JO
N
S W
A
Y
2 N D A V E W
MILLER LN
B
LAZE M
O
ON
R A Y C O R B E TT D R
M AYFAIR
H
IN
G
E
LO
O
P
E
L
M S
T
TRAIL DUST LN
B
E
N E K
EIT
H W
A
Y
FARMVIEW LN
H
A
R
V
E
S
T V
W
O S A G E A V E
IH 35 N RAMP
S
T
A
C
K
S
T
O
N
E
P RIC K LY P E A R D R
KEY WEST WAY
DONSHIRE DR
U T O P IA B L V D
STANUSH RD
F A W N R D G
T
U
S
A
Y
A
N
O L D M A RIO N R D
IH 1 0 W R A M P
B R O O K V W
TALLOW WAY
R
E
D O
A
K T
R
L
AIRFOIL DR
WIN
GE
D
FO
O
TMEDUSA
H
O
P
E L
N
W EIL R D
IH 1 0 E
WEICHOLD RD
W
ETZ R
D
IH 3 5 N R A M P
Y O U N G SF O R D R D
IH 1 0 W
FM 78 WE FM 1518 N
IH 35 N
IH 35 S
W
E
T
Z R
D
N G
R
A
YTO
W
N R
D
PFEIL RD
H
A
E
C
KERVILLE R
D
Legend
ETJ
Population 2020
0 - 300
301 - 1,000
1,001 - 4,000
4,001 - 7,000
7,001 - 10,000
10,001 - 13,000
County Boundary
Bexar
Comal
Guadalupe
Legend
ETJ
Population 2050
0 - 300
300 - 1000
1000 - 4000
4000 - 7000
7000 - 10000
10000 - 15000
County Boundary
Bexar
Comal
Guadalupe
Schertz 2020 Population Distribution Schertz 2050 Population Distribution .8/4/2022010,0005,000 Feet 0 10,0005,000 Feet
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\Land Use Assumptions\Working Exhibits\20220804_MXD_Files\20220804_Population Projections.mxd
Attachment 3
Comal Comal
Bexar
Guadalupe
Bexar
Guadalupe
APPENDIX 4 - 30
YEAR HOUSING
DISTRIBUTION
PROJECTIONS
IH 35 N
IH 1 0 E
F M 78
F
M 30
09
F M 4 82
IH 35 S
E F
M 1
518 N
F M 2252
F M 2 53 8
IH 1 0 W
F
M 1103
L O W E R S E G UIN R D
F
M
1
0
4
4
GIN R D
M
A
RIO
N R
D
FM 1516 N
G R E E N V A LL E Y R D
C
R
E
E
K R
D
E L
O
O
P 1604 N
PVT
B O LT O N R D
L O O K O U T R D
N ABBOTT RD
S
C
H
E
R
TZ P
K
W
Y
FM 78 E
FM 1976
F M 7 8 W
B
AT C
A
V
E R
D
W A L D R D
IH 1 0 W A C C E S S R D
MILL E R R D
IH 35 N A C C E S S R D
KIT T Y H A W K R D
WARE-SEGUIN RD
W EIL R D
S S
A
N
T
A C
L
A
R
A R
D
CIB
O
L
O V
ALLEY D
R
Y O U N G S F O R D R D
S
T
O
LT
E R
D
E
N
G
E
L R
D
W
EIR R
D
B
U
N
K
E
R S
T
SAVA N N A H DR
R
O
N R
D
C O U N T R Y L N
Z
U
E
H
L
R
D
PFEIL RD
U
L
L
RIC
H R
D
SCHOENTHAL RD
S C H A EFE R R D
S
C
H
W
A
B R
D
F
M 465
M O R N I N G S I D E D R
C
O
Y
O
T
E R
U
N
FIF
T
H S
T E
N S
A
N
T
A C
L
A
R
A R
D
W
E
TZ R
D
A RIZ P E R D
E EVANS RD
STA
P
P
E
R R
D
WIE D E R S TEIN R D
B
EEC
H T
RL
T
O
LLE R
D
D
E
A
N R
D
P
F
A
N
N
S
TIEL L
N
BOENIG DR
T R AIN E R H A L E R D
H
A
E
C
K
E
R
VIL
L
E R
D
M A S K E R D
ATH E NIA N
WIE D N E R R D
S C H M O E K EL R D
E P
E
RIM
E
T
E
R R
D
K
O
E
H
L
E
R
R
D
TOEPPER
W
EIN RD
OLD NAC O G D OCHES R D
FM 78 EAST
D
O
E
R
R L
N
BIN D S EIL L N
R
K LN
N EVANS RD
IH 1 0 E A C C E S S R D
C O L U M B IA
M AIN S T
W P
E
RIM
E
T
E
R R
D
F
O
R
U
M R
D
S
A
S
S
M
A
N R
D
LIV E O A K R D
A E R O A V E
WALZEM RD
O L D W IE D E R ST EIN R D
FREUDENBURG RDWEICHOLD RD
W O O DLA N D O A K S D R
M
ARBA
C
H LN
G O LF R D
PHOENIX AVE
H
A
LLIE H
T
S
O
LD CIM
A
R
R
O
N T
R
L
BIS
O
N L
N
DED
EK
E
D
R
DIET
Z R
D
W
E
S
T
O
N R
D
E
C
K
H
A
R
D
T R
D
GIB B S -S P R A W L R D
DIM R O C K
CRESTWAY RD
W B Y R D B LV D
N
S
O
L
M
S
R
D
FIF
T
H S
T
W
BINZ-ENGLEMAN RD
N O R T H B L V D
O
A
K S
T
N M
AIN S
T
A LT O N B L V D
KIS E R L N
N E W B E R LIN R D
N G
R
A
Y
T
O
W
N R
D
G E R D E S R D
G O T HIC D R
F
F S
T
LOOP 337
J S T W
M
IC
H
E
L
S
O
N L
N
M A P L E D R
LAZAR PKWY
O
M
A
R D
R
H
O
M
E
S
T
E
A
D P
K
W
Y
F A W N D R
W BORGFELD RD
B E Y E R P A T H
W A VIA TIO N B LV D
BALBOA DR
G A R D E N RID G E D R
S W
ATER L
N
SEA WILLOW DR
S M
AIN S
T
T U S C A N H IL L S D R
T U R NIN G S T O N E
H
O
L
LY L
N
F S T E
DEER CREEK BLVD
RIP
PLE W
AY
GREEN RD
R O C K E T L N
W W E T Z S T
O PIE L N
A S T E
BLUE PT
RIVER RD
M AI N C IR
W
E
L
C
O
M
E
D
R
N
OR-TEX DR
C IB O L O T R L
H
O
L
L
E
RIN
G VIN
E
R
U
S
C
H L
N
S S
E
G
UIN R
D
S
T
E
P
H
E
N
S L
N
R
UECKLE RD
H
O
Y
A L
N
G
O
L
L S
T O R T H A V E
E B E R T R D
T
O
W
N C
R
E
E
K R
D
D U STY FIE L D S
VOGES PASS
ST O LT E A C R E S
LONE SHADOW TRL
WINDBURN TRL
C
R
E
E
K
L
O
O
P
R A F B U R N E T T E
SCHMIDT AVE
A
G
R
D
LONGING TRL
MORNING GROVE
E S CH ULZ ST
HANOVER CV
B ST
KIL
D
A
R
E
WIL D H O R S E P A S S
DONALAN DR
T
RI-C
O
U
N
T
Y P
K
W
Y
W RIG H T A V E
CEDAR CREEK DR
COPPERGATE
S
C
E
NIC HIL
L L
N
K
U
S
MIE
R
Z R
D
TALKENHORN
JO
S
H
S W
A
Y
MARIGOLD WAY
STORM KING
RID G E LIN E R D
TRIPLE L LN
WILLOW DR
B L AZIN G STA R T RL
ABBEY RD
C
EN
TE
R
B
R
O
O
K
D
O
E
P
P
E
N
S
C
H
MID
T R
D
R
E
G
E
N
C
Y R
U
N
RIO L
N
C
O
R
P
O
R
A
T
E D
R
C A T T L E M A N S L N
S
C
H
N
EID
E
R L
N
BORMANN DR
A S H L E Y P A R K
V ALL E Y VIE W D R
L O U A N N D R
B R O W A R D A V E
M O R G A N R U N
OUTRIDER
C
A
N
O
P
Y B
E
N
D
S H O R T W E Y E L R D
NEM
EC LN
R E A L R O C K R D
COVE
RS CV
C AFF E Y RD
R E D TIP D R
R U STIC WILL O W
LIBERTY RD
HIG
H
L
A
N
D VIS
T
A
Z U E H L
P
O
S
E
Y
P
A
S
S
G
U
A
D
A C
O
M
A D
R
F A R G O E R W A Y
S T A LLIO N L N
O
A
K TE
R
R
A
C
E D
R
JORDAN
H A E C K E R FIEL D S
V E R D E P K W Y
MEADO
W DR
E K L EI N S T
B R E E Z Y C V
DANA D R
RIO VISTA DR
ROSE L N
P V T S T A T E N G E L R D
E
S
T
RID T
R
L
N
O
R
T
H S
T J U S T IC E L N
S U M A C L N
JA
S
O
N
S W
A
Y
H A R V E S TBELL N O R T H D R
BENCH TRL
B R A H M A W A Y
C
O
G HIL
L
ROYAL DR
E
A
G
L
E F
LIG
H
T
IV Y L N
P
E
C
A
N
VE R A N O D R
S A D D L E H O R N W AYSPRINGTREE B L F
PIG A
LL
E
Y
E
A
G
L
E D
R
S T AT E B L V D
A S H W O O D R D
BRACKEN DR
W
U
NLE
S LN
J
O
N
S W
AY
2 N D A V E W
H
O
M
E
S
T
E
A
D
D
R
MILLER LN
BLAZE M
O
O
N
R A Y C O R B E TT D R
MAYFAIR
HIN
G
E L
OO
P
E
L
M S
T
TRAIL DUST LN
B
E
N E K
EIT
H W
A
Y
H
A
R
V
E
S
T V
W
IH 35 N RAMP
P RIC K LY P E A R D R
L
O
M
A VISTA ST
KEY WEST WAY
U T O P IA B L V D
STANUSH RD
FA W N R D G
TU
S
A
Y
A
N
O L D M A RIO N R D
IH 1 0 W R A M P
B R O O K V W
TALLOW WAY
R
E
D O
A
K T
R
L
AIRFOIL DR
MEDUSA
H
O
P
E L
N
FM 78 W
WEICHOLD RD
E FM 1518 N
W
E
TZ R
D
IH 35 S
PFEIL RD
IH 1 0 W
IH 35 N
IH 1 0 E
W EIL R D
W
E
TZ R
D
Y O U N G S F O R D R D
H
AECKERVILLE RD
N G
R
AYT
O
W
N R
D
IH 35 N
IH 1 0 E
F M 78
F
M 3009
F M 4 82
E F
M 1518 N
F M 25 38
F
M
22
52
I H 1 0 W
F
M
1103
IH 35 S
L O W E R S E G UIN R D
GIN R D
F
M
1
0
44
M
A
RIO
N R
D
FM 1516 N
G R E E N V A L LE Y R D
C
R
E
E
K R
D
E L
O
O
P 1604 N
IH 35 N ACCES S R D
PVT
B O LT O N R D
N ABBOTT RD
L O O K O U T R D
S
C
H
E
R
T
Z P
K
W
Y
FM 78 E
FM 1976
FM 78 W
B
AT C
AV
E R
D
MILL E R R D
IH 1 0 W A C C E S S R D
WARE-SEGUIN RD
W A L D R D
W EIL R D
KITT Y H A W K R D
S S
A
N
TA C
L
A
R
A R
D
PAT BOOKER RD
CIB
O
L
O V
ALLEY D
R
Y O U N G S F O R D R D
ST
O
LTE R
D
E
N
G
E
L R
D
W
EIR R
D
B
U
N
K
E
R ST
SAVA N N A H DR
R
O
N R
D
C O U N T R Y L N
Z
U
E
H
L R
D
PFEIL RD
U
LL
RIC
H R
D
S C H A E F E R R D
SCHWAB RD
F
M 465
C
O
Y
O
T
E R
U
N
FIFT
H S
T E
N S
A
N
T
A C
L
A
R
A R
D
W
E
TZ R
D
A RIZ P E R D
SCHOENTHAL RD
ST
A
P
P
E
R R
D
M O R N IN G SID E D R
W IE D E R S T EIN R D
T
O
LL
E R
D
D
E
A
N R
D
PF
A
N
N
S
TIE
L L
N
BOENIG DR
T R AIN E R H A L E R D
H
A
E
C
K
E
R
VILL
E R
D
M A S K E R D
AT HENIA N
WIE D N E R R D
E EVANS RD
SC H M O E K E L R D
E P
E
RIM
E
T
E
R R
D
K
O
E
H
L
E
R R
D
OLD NAC O GDOCH ES RD
FM 78 EAST
D
O
E
R
R L
N
R
K L
N
N EVANS RD
BIN D S EIL L N
C O L U M B IA
TO
EPPER
W
EIN R
D
BEECH TRL
M AIN S T
W
P
E
RIM
ETE
R R
D
F
O
R
U
M R
D
S
A
S
S
M
A
N R
D
LIV E O A K R D
A E R O A V E
O L D W IE D E R ST EIN R D
WEICHOLD RD
W O O D L A N D O A K S D R
G O L F R D
FREUDENBURG RD
PHOENIX AVE
H
A
L
LIE H
T
S
K
R
U
E
G
E
R C
A
N
Y
O
N
O
LD CIM
A
R
R
O
N T
R
L
BIS
O
N LN
M
ARBA
C
H L
N
DIE
T
Z R
D
W
E
S
T
O
N R
D
E
C
K
H
A
R
D
T R
D
DIM R O C K
CRESTWAY RD
W B Y R D B LV D
N
S
O
L
M
S
R
D
DEDEKE DR
FIFT
H S
T W
N O R T H B L V D
O
A
K ST
N M
AIN S
T
KIS E R L N
G E R D E S R D
G OTHIC DR
FF S
T
N G
R
A
Y
T
O
W
N R
D
J S T W
MIC
H
E
L
S
O
N L
N
GIB B S -S P R A W L R D
BINZ-ENGLEMAN RD
M A PLE D R
LAZAR PKWY
N E W B E R LIN R D
O
M
A
R D
R
WALZEM RD
H
O
M
E
S
T
E
A
D
P
K
W
Y
F A W N D R
W BORGFELD RD
B E Y E R P A T H
W A VIA TIO N B L V D
A L T O N B L V D
BALBOA DR
G A R DEN RID G E D R
S WATER LN
SEA WILLOW DR
S M
AIN ST
T U S C A N HIL L S D R
TU R NIN G S T O N E
H
O
L
LY L
N
F ST E
DEER CREEK BLVD
R O C K ET L N
W W E T Z S T
O PIE L N
A S T E
BLUE PT
RIVER RD
M A I N C IR
N
O
R-TEX DR
CIB O L O T R L
H
O
L
L
E
RIN
G VIN
E
R
U
S
C
H
L
N
S S
E
G
UIN R
D
S
T
E
P
H
E
N
S
L
N
R
UECKLE RD
H
O
YA L
N
G
O
L
L S
T O R T H AV E
E B E R T R D
T
O
W
N C
R
E
E
K R
D
D U S TY FIE L D S
VOGES PASS
S T O LT E A C R E S
C
R
EEK
LO
O
P
R A F B U R N E TT E
AG
R
D
E SC HU L Z S T
HANOVER CV
B ST
KIL
D
A
R
E
WIL D H O R S E P A S S
DONALAN DR
T
RI-C
O
U
N
T
Y P
K
W
Y
W RIG H T A V E
CEDAR CREEK DR
COPPERGATE
SC
E
NIC HILL L
N
K
U
S
MIE
R
Z R
D
TALKENHORN
J
O
S
H
S W
A
Y
MARIGOLD WAY
STORM KING
TRIPLE L LN
SI
E
N
A
W
O
O
D
S
WILLOW DR
B L AZIN G STA R TRL
ABBEY RD
C
E
NTE
R
B
R
O
O
K
D
O
E
P
P
E
N
S
C
H
MID
T R
D
H
U
B
E
R
T
U
S R
D
R
E
G
E
N
C
Y R
U
N
RIO L
N
C
O
R
P
O
R
A
TE D
R
S
C
H
N
EID
E
R L
N
P
A
R
K D
R
A S H L E Y P A R K
VA L LE Y VIE W D R
L O U A N N D R
B R O W A R D A V E
M O R G A N R U N
OUTRIDER
C
A
N
O
P
Y B
E
N
D
S H O R T W E Y E L R D
NE
M
EC LN
R E A L R O C K R D
C
OVER
S CV
C A F F E Y R D
R E D TIP D R
R U S TIC W IL L O W
LIBERTY RD
HIG
HLA
N
D VISTA
Z U E H L
P
O
S
E
Y
P
A
S
S
G
U
A
D
A C
O
M
A D
R
F A R G O E R W A Y
U
N
N
A
M
E
D
S
T
STA LLIO N L N
O
A
K T
E
R
R
A
C
E D
R C
O
L
E
TT
E L
N
D R A Y T O N
JO
R
D
A
N
H A E C K E R FIEL D S
VE R D E P K W Y
MEA
D
O
W DR
E KL E IN ST
B R E E Z Y C V
DANA D R
RIO VISTA DR
RO SE LN
P V T S T AT E N G E L R D
E
S
T
RID T
R
L
N
O
R
T
H S
T J U S TI C E L N
SU M A C L N
J
A
S
O
N
S W
A
Y
H A R V E S TBELL N O R T H D R
BENCH TRL
B R A H M A W A Y
C
O
G
HIL
L
ROYAL DR
E
A
G
LE F
LIG
H
T
IV Y L N
P
E
C
A
N
WAGON CROSSING
V E R A N O D R
S A D D L E H O R N W A Y
S P RIN G T R E E B LF
PIG A
L
L
E
Y
E
A
G
LE D
R
S T A T E B LV D
BRACKEN DR
W
U
NLES LN
JO
N
S W
A
Y
2 N D A V E W
MILLER LN
BLAZE M
O
O
N
R A Y C O R B E TT D R
M AYFAIR
H
IN
G
E
L
O
O
P
EL
M S
T
TRAIL DUST LN
B
E
N E K
EIT
H W
A
Y
FARMVIEW LN
H
A
R
V
E
S
T V
W
O S A G E A V E
IH 35 N RAMP
S
T
A
C
K
S
T
O
N
E
P RIC KLY P E A R D R
KEY WEST WAY
DONSHIRE DR
U T O PI A B L V D
STANUSH RD
F A W N R D G
T
U
S
AY
A
N
O L D M A RIO N R D
IH 1 0 W R A M P
B R O O K V W
TALLOW WAY
R
E
D O
A
K T
R
L
AIRFOIL DR
WIN
G
E
D F
O
O
TMEDUSA
H
O
P
E L
N
W EIL R D
IH 1 0 E
WEICHOLD RD
W
E
TZ R
D
IH 3 5 N R A M P
Y O U N G SF O R D R D
I H 1 0 W
FM 78 WE FM 1518 N
IH 35 N
IH 35 S
W
E
T
Z R
D
N G
R
AYTO
W
N R
D
PFEIL RD
H
A
E
C
KERVILLE R
D
Legend
ETJ
Number of Households 2020
0 - 200
201 - 600
601 - 1,000
1,001 - 4,000
4,001 - 6,000
County Boundary
Bexar
Comal
Guadalupe
Legend
ETJ
Number of Households 2050
0- 200
201 - 600
601 - 1,000
1,001 - 4,000
4,001 - 6,000
County Boundary
Bexar
Comal
Guadalupe
Schertz 2020 Residential Housing Distribution Schertz 2050 Residential Housing Distribution1/11/2022 .0 10,0005,000 Feet 0 10,0005,000 Feet
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\Land Use Assumptions\Working Exhibits\2021.08.19_TM Mxd. Files\20210831_Household Projections_Working.mxd
Bexar
Comal
Guadelupe
Bexar
Comal
Guadelupe
APPENDIX 5 - PLANNED &
EXISTING RESIDENTIAL
DEVELOPMENTS COMPARISON
TO WASTEWATER CCN
IH 35 N
IH 1 0 E
F
M 3009
F M 78
F M 482
E F
M 1518 N
F
M 1103
W EIL R D
L O W E R S E G UIN R D
F
M 2252
F
M 2538
IH 35 S
IH 1 0 W
FM 1516 N
G R E E N V A L L E Y R D
M
A
RIO
N R
D
PVT
IH 35 N A C C E S S R D
S
C
H
E
RTZ P
K
W
Y
FM 78 E
IH 1 0 E A C C E S S R D
B O LT O N R D
N ABBOTT RD
FM 78 W
C
R
E
E
K R
D
GIN R D
MIL L E R R D
FM 1976
W
A
R
E-S
E
G
UIN R
D
E L
O
O
P 1604 N
CIB
O
L
O V
ALL
E
Y D
R
S
T
O
LT
E R
D
E
N
G
E
L R
D
W
EIR R
D
B
U
N
K
E
R ST
L O O K O U T R D
S A V A N N A H D R
R
O
N
R
D
C O U N T R Y L N
Z
U
E
H
L R
D
PFEIL RD
S C H A EF E R R D
S
C
H
W
A
B R
D
C
O
Y
O
T
E R
U
N
FIFT
H S
T E
N S
A
N
TA C
L
A
R
A R
D
W
E
TZ R
D
A RIZ P E R D
W IE D E R S T EIN R D
S
T
A
P
P
E
R R
D
PAT BOOKER RD
T
O
LLE R
D
D
E
A
N R
D
KITT Y H A W K R D P
F
A
N
N
STIE
L L
N
BOENIG DR
T R AIN E R H A L E R D
H
A
E
C
K
E
R
VILLE R
D
M A S K E R D
B
A
T C
A
V
E R
D
S S
A
N
T
A C
L
A
R
A R
D
U
NIV
E
R
S
A
L
CIT
Y B
L
V
D
WIE D N E R R D
N GRAYTOWN RD
E P
E
RIM
E
T
E
R R
D
K
O
E
H
L
E
R
R
D
OLD NACOGDO CHES RD
FM 78 EAST
D
O
E
R
R L
N
S C H M O E KEL R D
N EVANS RD
C O L U M B I A
M AIN ST
Y O U N G S F O R D R D
S
A
S
S
M
A
N R
D
LIV E O A K R D
M O R NIN G SI D E D R
A E R O A V E
SCHOENTHAL RD
O L D WIE D E R S T EIN R D
WEICHOLD RD
WOODLAND OAKS DR
G O L F R D
H
A
LLIE H
TS
BIS
O
N L
N
DIE
T
Z R
D
W
E
ST
O
N R
D
E
C
K
H
A
R
D
T R
D
DIM R O C K
C U R TIS S A V E
W B Y R D B L V D
FREUDENBURG RD
FIFT
H S
T W
N
O
R
T
H B
L
V
D
O
A
K S
T
N M
AIN S
T
KIS E R L N
IH 1 0 W A C C E S S R D
O
L
D CIM
A
R
R
O
N T
R
L
G E R D E S R D
G O T HIC D R
FF S
T
L
A
U
R
A H
T
S
J S T W
SCENIC LAKE DR
E L B EL R D
GREAVES LN
M A P L E D R
F
O
U
R
T
H S
T E
WALD RD
LA
Z
A
R PK
W
Y
E A VIA TIO N B L V D
O
M
A
R D
R
H
O
M
E
S
T
E
A
D P
K
W
Y
IK
E L
N
F A W N D R
W B O R G F E L D R D
B E Y E R P AT H
WIN
N A
V
E
H S T W
PLA NE LN
SEA WILLOW DR
C O Y L N
S M
AIN S
T
F
O
R
U
M R
D
W A H L L N
T U R NIN G S T O N E
N SEGUIN RD
H
O
L
LY L
N
M A RILY N D R
H O L M A N R D
F S T E
DEER CREEK BLVD
N S
O
L
M
S
R
D
R O C K E T L N
O PIE L N
A S T E
LOOP 539 E
T
H
O
R
N
T
O
N L
N
RIV
E
R R
D
MAIN CIR
N
O
R
-T
E
X D
R
CIB
O
L
O TR
L
H
O
L
L
E
RIN
G VIN
E
R
U
S
C
H L
N
C S T E
S S
E
G
UIN R
D
STEPHENS LN
S
T
A
TIO
N S
T
A N TL E R D R
F S T W
BALBOA DR
H
O
Y
A L
N
P E C A N D R
PHOENIX AVE
S C H M U C K S R D
T
HIR
D S
T
W
T
O
W
N C
R
E
E
K R
D
D U STY FIE L D S
VOGES PASS
CORONADO BLVD
PATSY DR
CREST
WAY RD
H S T E
C
H
E
R
R
Y T
R
E
E D
R
PARKLANDS WAY
C O D Y LN
G L O XINIA D R
VAGABOND LN
R A F B U R N E T T E
N E W B E R LIN R D
D W L N
B
E
L
M
O
N
T P
K
W
Y
1S
T S
T E
HANOVER CV
B S T
IH 35 S ACCESS RD
D ST
E B Y R D B LV D
KIL
D
A
R
E
DONALAN DR
TRI-C
O
U
N
TY P
K
W
Y
T
O
N
K
A
W
A P
ASS
V A L H A L L A
A
UTH
O
RIT
Y LN
COPPERGATE
C A V A N
SILV E R WIN G
S
C
E
NIC HIL
L LN
SCHUETZ DR
OLD GRAYTO
W
N RD
K
U
S
MIE
R
Z R
D
WINDSOCK LN
F
RIE
S
E
N
H
A
H
N L
N
OLD HIGH WAY 81
J
O
S
H
S W
A
Y
M
A
R
I
G
O
L
D W
A
Y
CIR C L E O A K D R
S
T
O
R
M K
I
N
G
1
S
T S
T
TRIPLE L L
N
S PERIMETER RD
WILLOW DR
CYPRESS PT
B L A ZIN G S TA R TR L
ABBEY RD
D
O
E
P
P
E
N
S
C
H
MID
T R
D
PARKVIEW DR
H
U
B
E
R
T
U
S R
D
R
E
G
E
N
C
Y R
U
N
MARIETTA LN
RIO L
N
C
O
R
P
O
R
A
T
E D
R
WIN B U R N A V E
S
C
H
N
EID
E
R L
N
WIL L O W V W
F R O B O E S E L N
B RIS C O R D
A S H L E Y P A R K
V ALL E Y VIE W D R
W S C H A E F E R R D
KIN
G
S
W
A
Y
B R O W A R D A V E
M O R G A N R U N
C
A
N
O
P
Y B
E
N
D
S H O R T W E Y EL R D
B E C K S T
P E C O S P T
F RITZ W A Y
IRONMILL CRK
K
N
E
U
P
P
E
R R
D
N
E
M
E
C L
N
BRUSH TRAIL BEND
R E A L R O C K R D
C
O
VERS CV
U LT R A LIG H T R D
C A F F E Y R D
R E D TIP D R
H A R V E S T B E N D
R U S TIC W IL L O W
LIBERTY RD
I S T E
L
O
TU
S P
A
R
K
T RIT O N
P
O
S
E
Y P
A
S
S
G
U
A
D
A C
O
M
A D
R
MEADO
W LARK
CATTLE CREEK LN
ASIA G O
AUTUMN RUN LN
U
N
N
A
M
E
D S
T
E E
VA
N
S
R
D
C
O
L
E
TT
E L
N
L O W E R V A LLE Y L N
D R A Y T O N
H A E C K E R FIE L D S
V E R D E P K W Y
L
O
ST M
E
A
D
O
W
S D
R
HINGE PATH
BORGFELD RD
NAC O G DO CH ES LO O P
C R E S T O A K D R
ROSE LN
P VT S T A T E N G E L R D
L O O P 539 W
T
R
O
Y L
N
J U S TI C E L N
E
A
G
L
E V
A
L
L
E
Y ST
S U M A C L N
J
A
S
O
N
S W
A
Y
F O U R O A K S L N
S
S
OLMS
R
D
DOBIE BLVD
CIN C H O N A TR L
B E L L N O R T H D R
VIC T O RIA P T
SCENIC DR
C
Y
L
A
M
E
N
WILL O W BLF
B R A H M A W A Y
MIL
L S
T
DAVIE LN
SIL O S T
ROYAL DR
IV Y L N
WATER WOOD DR
B L U E B E LL D R
M E S A V E R D E
WIN
KLE
R T
RL
S A D D L E H O R N W AY
KIP
P
E
R A
V
E
WOMAN HOLLERING RD
IVY JADE
S P RIN G T R E E B L F
S A F A R I D R
PIG A
LL
E
Y
E
A
G
L
E D
R
D
E
N-O
TT HILL
A S H W O O D R D
BACALL WAY
OAK BLOOM
B
R
O
O
K
L
IN
E
MILLER LN
COPPER CV
H
A
N
A L
N
R AY C O R B E TT D R
T
U
R
Q
U
OIS
E
TA
TE
S D
R
M O U NT OLY M P U S
IVY HORN
LIE C K C V
MIN E R A L S P G S
CIBO
L
O L
N
TIM
B
E
R S
P
G
S
J O N A S D R
T
RIP
L
E C
R
O
W
N
C
O
L
O
N
Y
SE
N
N
A HILLS D
R
RED IR O N
TRAIL DUST LN
GAGE PARK
M
E
S
Q
UIT
E
W
O
O
D
S
B
E
N E K
EIT
H W
A
Y
A V E N U E B
O
LDE M
O
S
S
PIN
G
W
A
Y
PVT RD AT 5890 FM 1516 N
FARMVIEW LN
C
ITADEL P
EAK
IH 35 N RAMP
TE
X
A
S V
A
L
LE
Y
M
E
A
D
O
W L
N
P RIC K LY P E A R D R
L
U
C
K
SID
E
SHERRI DR
C O V E T R L
K O V E L N
G
R
A
N
D
VIS
T
A
B L U E S A G E L N
STANUSH RD
O Z U N A D R
A
L
A
M
O P
K
W
Y
SIOUX CIR
B E T H A NY W A Y
L
A
S CIM
A
S D
R
O A K R D G
IH 1 0 W R A M P
B R O O K V W
SIL V E R B U C K L E
M
A
X
F
LI D
R
S T O N E B R O O K D R
SAHARA WOODS
P
E
R
SIA D
R
I S T W
R
E
D O
A
K T
R
L
A R R O Y O V ERDE
C A TT L E R U N
LIG
U
RIA D
R
L O O K O V E R B A Y
S
HAD
O
W
Y DUSK
COLT TRAIL
JEANETTE DR
GULF ST
T
U
M
B
L
E
B
R
O
O
K
A
M
A
R
YLLIS
H
A
LLIE L
O
O
P
F A W N P A S S
RIC H M O N D D R
BRITE RD
TILDEN TRL
IR
O
L
A D
R
H
A
LLIE VIE
W
H
O
U
S
T
O
N D
R
S U N RID G E D R
M AY F L O W E R
R U S TIC A C R E S
PIL O T P T
L
A
N
D
M
A
R
K O
A
K
RHODE DR
MCCOY LN
CONNELL POND
ROSALINA LOOP
H
O
P
E L
N
K A Y L A L N
C
O
LIN
A W
A
Y
A N D R E W S AVE
F R E A D L N
S TILL B R O O K LN
P
E
V
E
R
O
P A R K V A LL E Y D R
IDAMARIE
LENO WAY
PIN S E E K E R
LIA
N
A
WIL L O W R U N
P A T R IC K H E N R Y
MALDEN DR
PARRY PATH
SAVERNE WAY
K
A
U
RI
C
LIF
F
S
C A N T E R B U R Y HILL
R AW E AV E
GLEN CV
P
O
R
T
R
U
S
H
L
N
HID D E N K N O L L
B
A
RTEN
H
EIM D
R
RUSTIC TRL
PA T H F IN DE R
M
U
S
T
A
N
G V
A
L
LE
Y
KLEIN CIR
LUCILLE
NEWNING JU
LIA
N P
T
C
A
N
D
Y L
N
G
R
E
E
N
S
HIR
E D
R
R
H
EA ST
N
O
TTIN
G
S
HIR
E
GIN S B E R G D R
S A D DLE SP OKE
CIB
O
L
O XIN
G
M E DI A T O R R U N
CIB O L O T O LL E R D
TIF
F
A
N
Y L
N
SHAY PASS
T H U R B E R D R
A B E R C O R N
Q U A K E R R D G
H
E
A
V
E
N
L
Y V
W
GAGE CONNELL
IV
Y D
O
V
E
R O T H A U D R
J
E
S
S
E
S CIR
IH 35 S
Y O U N G S F O R D R D
IH 1 0 W
W EIL R D
O
A
K S
T
K N E U P P E R R D
W
E
TZ R
D
N M
AIN S
T
IH 35 N
I H 1 0 E
PFEIL RD
E FM 1518 N
FM 78 W
S C H A E F E R R D
W
E
TZ R
D
S PE RIM ETE R R D
KUSMIERZ RD
H
A
E
C
K
E
R
VILL
E R
D
N G
R
A
Y
T
O
W
N R
D
Schertz Planned and Existing Residential DevelopmentsComparison to Wastewater CCN Service Area
0 10,0005,000 Feet
8/8/2022
Legend
SchertzWW_CCN_Boundary
Schertz City Limit
ETJ
Multi-Family Residential Development
Planned and Existing Residential Subdivisions
Maximum Housing Units
0 - 5
6 - 25
26 - 75
76 - 100
101 - 200
201 - 300
301 - 400
401 - 1050
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\Land Use Assumptions\20220527 Exhibits\20220527_Residential_SewerCCN.mxd
.
Attachment 5
Saddlebrook
Sterling Grove
Oakmont Place
Carmel Ranch
Graytown
CrossvineModule III
Parklands &Parklands II
APPENDIX 6 - PLANNED &
EXISTING RESIDENTIAL
DEVELOPMENTS COMPARISON
TO WATER CCN
IH 35 N
F
M 3009
F M 78
IH 1 0 E
F M 482
F
M 1103
E F
M 1518 N
W EIL R D
L O W E R S E G UIN R D
F
M
2252
IH 35 S
F
M 2
538
E LOOP 1604 N
IH 1 0 W
FM 1516 N
G R E E N V A L LE Y R D
M
A
RIO
N R
D
IH 35 N A C C E S S R D
S
C
H
E
R
T
Z P
K
W
Y
FM 78 E
B O LT O N R D
IH 1 0 E A C C E S S R D
FM 78 W
W
A
R
E-S
E
G
UIN R
D
N A B B O TT R D
FM 1976
CIB
O
L
O VA
L
L
EY D
R
C
R
E
E
K R
D
GIN R D
ST
O
LTE R
D
E
N
G
E
L R
D
W
EIR R
D
B
U
N
K
E
R S
T
S AV A N N A H D R
L O O K O U T R D
C O U N T R Y L N
Z
U
E
H
L
R
D
PFEIL RD
S C H A E F E R R D
S
C
H
W
A
B R
D
C
O
Y
O
T
E R
U
N
FIF
T
H S
T E
N S
A
N
T
A C
L
A
R
A R
D
W
E
TZ R
D
A RIZ P E R D
WIE D E R ST EIN R D
T
O
LL
E R
D
MIL L E R R D
PAT BOOKER RD
D
E
A
N R
D
P
F
A
N
N
STIE
L L
N
BOENIG DR
T R AIN E R H A L E R D
PVT
H
A
E
C
K
E
R
VILL
E R
D
M A S K E R D
W IE D N E R R D
KITTY H A W K R D
N GRAYTOWN RD
E P
E
RIM
ET
E
R R
D
K
O
E
H
L
E
R
R
D
U
N
I
V
E
R
S
A
L CIT
Y B
L
V
D
OLD NACOGDOCHES RD
FM 78 EAST
D
O
E
R
R L
N
B
A
T C
A
V
E R
D
N E
V
A
N
S R
D
R
O
N
R
D
C O L U M BIA
M AIN S T
W P
E
RIM
ET
E
R R
D
S
A
S
S
M
A
N R
D
LIV E O A K R D
SCHOENTHAL RD
A E R O A V E
S C H M O E K EL R D
O L D WIE D E R S T EIN R D
WEICHOLD RD
WOODLAND OAKS DR
G O L F R D
S
T
A
P
P
E
R R
D
H
A
LLIE H
TS
Y O U N G S F O R D R D
BIS
O
N L
N
DIETZ R
D
W
E
S
T
O
N R
D
E
C
K
H
A
R
D
T R
D
DIM R O C K
C U R TIS S A V E
W B Y R D B L V D
WALD RD
FIF
T
H S
T
W
N
O
R
T
H B
LV
D
O
A
K S
T
M O R N IN G SID E D R
N M
AIN S
T
KIS E R L N
G E R D E S R D
G O T HIC D R
F
F S
T
L
A
U
R
A H
T
S
IH 35 S ACCESS RD
J S T W
SCENIC LAKE DR
E L B EL R D
GREAVES LN
M A PL E D R
S S
A
N
T
A C
L
A
R
A R
D
F
O
U
R
T
H ST E
L
AZA
R PK
W
Y
E AVIA TIO N B LV D
O
LD CIM
A
R
R
O
N T
R
L
O
M
A
R D
R
H
O
M
E
S
T
E
A
D P
K
W
Y
I
K
E L
N
F A W N D R
W B OR G F E L D RD
N
S
O
L
M
S R
D
B E Y E R P A T H
W A VIA TIO N B LV D
WIN
N A
V
E
H S T W
IH 1 0 W A C C E S S R D
PLA N E LN
SEA WILLOW DR
C O Y L N
S M
AIN S
T
W A H L L N
T U R NIN G S T O N E
N SEGUIN RD
H
O
LL
Y LN
M A RIL Y N D R
F S T E
DEER CREEK BLVD
R O C K ET L N
O PIE L N
A ST E
LOOP 539 E
FREUDENBURG RD
T
H
O
R
N
T
O
N L
N
RIV
E
R R
D
MAIN CIR
N
O
R
-T
E
X D
R
CIB
O
L
O TR
L
H
O
L
LE
RIN
G VIN
E
R
U
S
C
H
L
N
C S T E
S S
E
G
UIN R
D
STEPHENS LN
S
T
A
TIO
N ST
A N T L E R D R
F S T W
H
O
Y
A L
N
PE C A N D R
S C H M U C K S R D
T
HIR
D S
T W
T
O
W
N C
R
E
E
K R
D
D U STY FIE L D S
VOGES PASS
H S T E
H O L M A N R D
C
H
E
R
R
Y T
R
E
E D
R
PARKLANDS WAY
C O D Y L N
G L O XINIA D R
VAGABOND LN
R A F B U R N E TT E
D W L N
B
E
L
M
O
N
T
P
K
W
Y
1S
T S
T E
F
O
R
U
M R
D
HANOVER CV
B S T
D ST
E B Y R D B L V D
KIL
D
A
R
E
BALBOA DR
DONALAN DR
T
RI-C
O
U
N
T
Y P
K
W
Y
V A L H A L L A
CRESTWAY RD
A
U
TH
O
RITY L
N
COPPERGATE
C A V A N
SIL V E R WIN G
S
C
E
NIC HILL L
N
SCHUETZ DR
WINDSOCK LN
F
RIE
S
E
N
H
A
H
N L
N
OLD HIGHW AY 81
J
O
S
H
S W
A
Y
M
A
RIG
O
L
D
W
A
Y
CIR C L E O A K D R
S
T
O
R
M
KIN
G
1
S
T S
T
T
RIPLE L LN
S PERIMETER RD
WILLOW DR
CYPRESS PT
B L A ZIN G S TA R TR L
ABBEY RD
D
O
E
P
P
E
N
S
C
H
M
ID
T R
D
PARKVIEW DR
H
U
B
E
R
T
U
S R
D
R
E
G
E
N
C
Y R
U
N
MARIETTA LN
RIO L
N
C
O
R
P
O
R
AT
E D
R
WIN B U R N A V E
S
C
H
N
EID
E
R L
N
W IL L O W V W
F R O B O E S E L N
B RIS C O R D
A S H L E Y P A R K
V ALL E Y VIE W D R
TO
N
K
A
W
A PASS
W S C H A E F E R R D
KI
N
G
S W
A
Y
J S T E
B R O W A R D A V E
M O R G A N R U N
C
A
N
O
P
Y
B
E
N
D
S H O R T W E Y E L R D
B E C K S T
P E C O S P T
F RITZ W A Y
IRONMILL CRK
K
N
E
U
P
P
E
R R
D
N
E
M
E
C L
N
F
O
U
R
T
H S
T
W
BRUSH TRAIL BEND
R E A L R O C K R D
C
O
VERS CV
U LT R A LIG H T R D
CAFFEY RD
R E D TIP D R
ATHENIAN
H A R V E S T B E N D
R U S TIC W IL L O W
LIBERTY RD
I S T E
L
O
TU
S P
A
R
K
T RIT O N
P
O
S
E
Y P
A
S
S
G
U
A
D
A C
O
M
A D
R
CATTLE CREEK LN
ASIAG O
U
N
N
A
M
E
D S
T
L O W E R V A LLE Y L N
D R A Y T O N
H A E C K E R FIE L D S
V E R D E P K W Y
L
O
S
T M
E
A
D
O
W
S D
R
HINGE PATH
B O RG F ELD R D
NACO G D O CHES LO OP
C R E S T O A K D R
ROSE LN
P V T S T AT E N G E L R D
L O O P 539 W
T
R
O
Y L
N
J U S TI C E L N
E
A
G
L
E V
A
LL
E
Y S
T
S U M A C L N
JA
S
O
N
S
W
A
Y
F O U R O A K S L N
S
S
OLMS R
D
DOBIE BLVD
CIN C H O N A T R L
B E L L N O R T H D R
VICT O RIA PT
SCENIC DR
C
Y
L
A
M
E
N
WIL L O W B L F
B R A H M A W AY
MIL
L S
T
DAVIE LN
SIL O S T
ROYAL DR
IV Y L N
B L U E B ELL D R
M E S A V E R D E
WIN
KLER T
RL
S A D D L E H O R N W A Y
WOMAN HOLLERING RD
IVY JADE
S P RIN G T R E E B L F
S A F A RI D R
E E
V
AN
S
R
D
PIG A
LL
E
Y
B
A
T C
A
V
E L
O
O
P
E
A
G
L
E D
R
DEN-O
TT HILL
A S H W O O D R D
OAK BLOOM
B
R
O
O
K
LIN
E
MILLER LN
COPPER CV
H
A
N
A L
N
A
N
T
H
E
M
L
N
R A Y C O R B E T T D R
T
U
R
Q
U
OIS
E
T
A
T
E
S D
R
MOUNT OLYMPUS
ANN DR
IVY HORN
LIE C K C V
MIN E R A L S P G S
CORDOBA DR
C
IB
O
L
O
L
N
TIM
B
E
R S
P
G
S
J O N A S D R
T
RIP
L
E C
R
O
W
N
C
O
L
O
N
Y
R ED IR O N
EL M S T
TRAIL DUST LN
GAGE PARK
M
E
S
Q
UIT
E W
O
O
D
S
B
E
N E K
EIT
H W
A
Y
OLDE M
OSS
PIN
G W
A
Y
HICK
O
RY BEN
D
C
ITADEL P
EAK
IH 35 N RAMP
T
E
X
A
S VA
L
L
E
Y
M
E
A
D
O
W L
N
P RIC K L Y P E A R D R
L
U
C
K
S
I
D
E
SHERRI DR
C O V E T R L
K O V E L N
G
R
A
N
D
VIS
T
A
B L U E S A G E L NOZUNA D R
A
L
A
M
O P
K
W
Y
SIOUX CIR
B E T H A N Y W AY
L
A
S CIM
A
S D
R
O A K R D G
B R O O K V W
S IL V E R B U C K L E
M
A
X
FLI D
R
S T O N E B R O O K D R
P
E
R
SIA D
R
T E A K W O O D L N
I S T W
R
E
D O
A
K T
R
L
A R R O Y O VE R D E
C ATT LE R U N
LI
G
U
RIA D
R
L O O K O V E R B A Y
S
H
A
D
O
W
Y D
USK
AUTUMN HOLW
C O LT T R AIL
GULF ST
T
U
M
B
L
E
B
R
O
O
K
WIN DIN G T R L
A
M
A
R
Y
L
LIS
H
A
LLIE L
O
O
P
F A W N P A S S
RIC H M O N D D R
BRITE RD
TILDEN TRL
IR
O
L
A D
R
H
A
LLIE VIE
W
S U N RID G E D R
M A YFL O W E R
R U STIC A C R E S
PIL O T P T
L
A
N
D
M
A
R
K O
A
K
B
RIC
K
E
LL R
D
RHODE DR
MCCOY LN
CONNELL POND
H
O
P
E L
N
K A YL A L N
C
O
LIN
A W
AY
F R E A D L N
R
O
B
E
R
T STE
V
E
N
S
AILE
R
O
N D
R
S TILL B R O O K L N
P
E
V
E
R
O
P A R K V A LL E Y D R
P L A N TE R S P A S S
IDAMARIE
LENO WAY
PI N S E E K E R
LIA
N
A
WIL L O W R U N
T
A
P
W
O
O
D LN
SAVERNE WAY
ORO VIEJO CT
K
A
U
R
I C
LIF
F
S
C A N T E R B U R Y HIL L
R A W E A V E
GLEN CV
P
O
R
T
R
U
S
H
L
N
HID D E N K N O LL
B
A
RTEN
H
EIM D
R
RUSTIC TRL
PAT H FI ND ER
M
U
ST
A
N
G V
A
L
L
E
Y
K
L
EIN CIR
MISTY MEADOW
NEWNING J
U
LIA
N PT
GANDER PARK
LIN
C
O
L
N D
R
C
A
N
D
Y L
N
G
R
E
E
N
S
H
IR
E D
R
R
HEA
ST
P
OS
EID
O
N
N
O
TTIN
G
SHIRE
A U T U M N A R B O R
GIN S B E R G D R
SADDLE SPO KE
CIB
O
L
O XIN
G
M E D IA T O R R U N
CIB O L O T O L L E R D
TIF
F
A
N
Y L
N
SHAY PASS
T H U R B E R D R
A B E R C O R N
BARKWOOD
Q U A K E R R D G
H
E
A
V
E
N
LY V
W
GAGE CONNELL
IV
Y D
O
V
E
R O TH A U D R
A
L
A
B
A
S
T
E
R
EL GIN P A R K
J
E
S
S
E
S CIR
M E A D O W V W
A ST W
IH 1 0 E
K N E U P P E R R D
W
ET
Z R
D
IH 35 N RAMP
N M
AIN S
T
FM 78 W
E FM 1518 N
K N E U P P E R R D
S C H A E FE R R D
IH 35 N
S P E RIM E TE R R D
O
A
K S
T
PFEIL RD
W
E
TZ R
D
H
A
E
C
K
E
R
VILL
E R
D
IH 35 S
IH 1 0 W
N G
R
A
Y
T
O
W
N R
D
Y O U N G S F O R D R D
Schertz Planned and Existing Residential DevelopmentsComparison to Water CCN Service Area
0 10,0005,000 Feet
8/8/2022
Legend
Schertz_Water_CCN_Service_Area
Schertz City Limit
ETJ
Multi-Family Residential Development
Planned and Existing Residential Subdivisions
Maximum Housing Units
0 - 5
6 - 25
26 - 75
76 - 100
101 - 200
201 - 300
301 - 400
401 - 1050
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.
Parklands &Parklands II
Saddlebrook
Sterling Grove
Carmel Ranch
Attachment 6
Oakmont Place
CrossvineModule III
Graytown
APPENDIX 7 - PLANNED &
EXISTING COMMERCIAL
DEVELOPMENTS COMPARISON
TO WASTEWATER CCN
IH 35 N
IH 1 0 E
F
M 3009
F M 78
F M 482
E F
M 1518 N
F
M 1103
W EIL R D
L O W E R S E G UIN R D
F
M 2538
G R E E N V A LL E Y R D
IH 35 S
F
M 22
52
IH 1 0 W
FM 1516 N
M
A
RIO
N R
D
PVT
GIN R D
B O LT O N R D
S
C
H
E
R
T
Z P
K
W
Y
FM 78 E
FM 78 W
C
R
E
E
K R
D
N A B B O TT R D
IH 35 N A C C E S S R D
I H 1 0 E A C C E S S R D
W
A
R
E-S
E
G
UIN R
D
MILL E R R D
FM 1976
CIB
O
L
O V
A
LL
E
Y D
R
S
T
O
LT
E R
D
E
N
G
E
L
R
D
W
EIR R
D
B
U
N
K
E
R ST
E L
O
O
P 1604 N
S A V A N N A H D R
R
O
N
R
D
C O U N T R Y L N
Z
U
E
H
L R
D
PFEIL RD
S C H A EF E R R D
L O O K O U T R D
S
C
H
W
A
B R
D
C
O
Y
O
T
E R
U
N
FIF
T
H S
T E
N S
A
N
TA C
L
A
R
A R
D
W
E
TZ R
D
S S
A
N
T
A C
L
A
R
A R
D
A RIZP E R D
WIE D E R S T EIN R D
S
T
A
P
P
E
R R
D
T
O
LL
E R
D
D
E
A
N R
D
P
F
A
N
N
STIE
L L
N
BOENIG DR
T R AIN E R H A L E R D
H
A
E
C
K
E
R
VILL
E R
D
M A S K E R D
WIE D N E R R D
PAT BOOKER RD
N GRAYTOWN RD
S C H M O EK E L R D
E P
E
RIM
E
T
E
R R
D
K
O
E
H
L
E
R
R
D
Y O U N G SF O R D R D
OLD NACO G D O CHES RD
FM 78 EAST
KIT T Y H A W K R D
D
O
E
R
R LN
N EVANS RD
ULL
RIC
H R
D
M O R NIN G SI D E D R
C O L U M B IA
M AIN S T
SCHOENTHAL RD
S
A
S
S
M
A
N R
D
LIV E O A K R D
A E R O A V E
O L D WIE D E R S T EIN R D
WEICHOLD RD
WOODLAND OAKS DR
B
A
T C
A
V
E R
D
G O L F R D
H
A
LLIE H
T
S
IH 1 0 W A C C E S S R D
WALD RD
BIS
O
N L
N
DIE
T
Z R
D
W
E
S
T
O
N R
D
E
C
K
H
A
R
D
T R
D
DIM R O C K
C U R TIS S A V E
W B Y R D B L V D
FIFT
H S
T W
N
O
R
T
H B
L
V
D
O
A
K S
T
FREUDENBURG RD
N M
AIN S
T
KIS E R L N
G E R D E S R D
G O T HIC D R
FF S
T
L
A
U
R
A H
T
S
J S T W
SCENIC LAKE DR
E L B EL R D
GREAVES LN
M A P LE D R
F
O
U
R
T
H S
T E
N
S
O
L
M
S R
D
L
AZAR PK
W
Y
E A VIA TIO N B L V D
O
M
A
R D
R
H
O
M
E
S
T
E
A
D P
K
W
Y
IK
E L
N
F A W N D R
W B O R G F E L D R D
B E Y E R P A T H
W AVIATION BLVD
WIN
N A
V
E
H S T W
PLANE LN
SEA WILLOW DR
C O Y L N
S M
AIN ST
W A H L L N
T U R NIN G S T O N E
N SEGUIN RD
H
O
L
LY L
N
M A RILY N D R
H O L M A N R D
F S T E
DEER CREEK BLVD
R O C K E T L N
O PIE L N
A ST E
LOOP 539 E
T
H
O
R
N
T
O
N L
N
RIV
E
R R
D
MAIN CIR
N
O
R
-T
E
X
D
R
CIB
O
L
O TR
L
H
O
L
L
E
RIN
G VIN
E
R
U
S
C
H L
N
C S T E
S S
E
G
UIN R
D
STEPHENS LN
S
T
A
TIO
N S
T
A N T L E R D R
F S T W
H
O
Y
A L
N
PE C A N D R
S C H M U C K S R D
T
HIR
D S
T
W
T
O
W
N C
R
E
E
K R
D
D U ST Y FIE L D S
VOGES PASS
N PERIMETER RD
H S T E
C
H
E
R
R
Y T
R
E
E D
R
PARKLANDS WAY
C O D Y L N
G L O XINIA D R
VAGABOND LN
R A F B U R N E T TE
D W L N
B
E
L
M
O
N
T P
K
W
Y
1S
T S
T E
HANOVER CV
B S T
D ST
E B Y R D B LV D
KIL
D
A
R
E
W W E T Z S T
DONALAN DR
T
RI-C
O
U
N
TY P
K
W
Y
V A L H A L L A
A
U
T
H
O
RITY L
N
IH 35 S ACCESS RD
COPPERGATE
C A V A N
SIL V E R WIN G
O A K SID E
S
C
E
NIC HIL
L LN
SCHUETZ DR
K
U
S
MIE
R
Z R
D
WINDSOCK LN
F
RIE
S
E
N
H
A
H
N L
N
OLD HIGH WAY 81
J
O
S
H
S W
AY
M
A
RIG
O
L
D W
A
Y
CIR C LE O A K D R
S
T
O
R
M KIN
G
1
S
T S
T
T
RIPLE L LN
S PERIMETER RD
CYPRESS PT
B L AZIN G S TA R T R L
ABBEY RD
D
O
E
P
P
E
N
S
C
H
MID
T R
D
PARKVIEW DR
N E W B E R LIN R D
H
U
B
E
R
T
U
S R
D
R
E
G
E
N
C
Y R
U
N
MARIETTA LN
RIO L
N
C
O
R
P
O
R
ATE D
R
WIN B U R N AV E
PHOENIX AVE
S
C
H
N
EID
E
R LN
WIL L O W V W
F R O B O E S E L N
B RIS C O R D
A S H LE Y P A R K
V A L L EY VIE W D R
W S C H A E F E R R D
K
IN
G
S
W
A
Y
B R O W A R D A V E
M O R G A N R U N
C
A
N
O
P
Y
B
E
N
D
S H O R T W E Y E L R D
B E C K S T
P E C O S P T
F RITZ W A Y
OLD GRAYTO
W
N RD
K N E U P P E R R D
N
E
M
E
C L
N
BRUSH TRAIL BEND
R E A L R O C K R D
C
O
VERS CV
ULT R ALIG H T R D
C A F FE Y R D
R E D TIP D R
H A R V E ST B E N D
R U S TIC W IL L O W
LIBERTY RD
I S T E
L
O
T
U
S P
A
R
K
T RIT O N
P
O
S
E
Y P
A
S
S
G
U
A
D
A C
O
M
A D
R
CATTLE CREEK LN
ASIA G O
AUTUMN RUN LN
U
N
N
A
M
E
D S
T
C
O
L
E
TT
E L
N
L O W E R V A LL E Y L N
D R AY T O N
H A E C K E R FIEL D S
V E R D E P K W Y
L
O
S
T M
E
A
D
O
W
S D
R
HINGE PATH
BORGFELD RD
N A C O G D O C HES LO O P
C R E ST O A K D R
ROSE LN
P V T S T A T E N G E L R D
S EID E L S T
L O O P 5 39 W
T
R
O
Y L
N
J U S TI C E L N
E
A
G
L
E V
A
L
L
E
Y S
T
S U M A C L N
J
A
S
O
N
S W
A
Y
F O U R O A K S L N
S
S
OLMS R
D
DOBIE BLVD
CIN C H O N A T R L
B E L L N O R T H D R
VIC T O RIA P T
SCENIC DR
C
Y
L
A
M
E
N
WILL O W BLF
B R A H M A W A Y
MIL
L S
T
DAVIE LN
SIL O S T
ROYAL DR
IV Y L N
B L U E B ELL D R
M E S A VE R D E
WIN
KLE
R T
RL
S A D D L E H O R N W A Y
KIP
P
E
R A
V
E
WOMAN HOLLERING RD
IVY JADE
S P RIN G TR E E B L F
S A F A R I D R
PIG A
L
L
E
Y
E
A
G
L
E D
R
D
E
N-O
T
T HILL
A S H W O O D R D
W
UNLES LN
OAK BLOOM
B
R
O
O
K
L
IN
E
MILLER LN
COPPER CV
H
A
N
A L
N
R A Y C O R B E TT D R
T
U
R
Q
U
OIS
E
TATE
S D
R
IVY HORN
LIE C K C V
MIN E R A L S P G S
CI
B
O
L
O L
N
TIM
B
E
R S
P
G
S
J O N A S D R
T
RIP
L
E C
R
O
W
N
C
O
L
O
N
Y
RED IR O N
TRAIL DUST LN
GAGE PARK
M
E
S
Q
UIT
E
W
O
O
D
S
B
E
N E K
EIT
H W
AY
O
LDE M
O
SS
PIN
G
W
A
Y
PVT RD AT 5890 FM 1516 N
CITAD
EL PE
AK
IH 35 N RAMP
TE
X
A
S V
A
LLE
Y
M
E
A
D
O
W L
N
E
EVA
NS RD
TITAN
P RIC K LY P E A R D R
L
U
C
K
SID
E
SHERRI DR
C O V E T R L
K O V E L N
G
R
A
N
D
VI
S
T
A
B L U E S A G E L NOZUNA D R
A
L
A
M
O P
K
W
Y
SIOUX CIR
B ETH A NY W A Y
O A K R D G
C
A
R
R
A
N
ZA L
N
IH 1 0 W R A M P
B R O O K V W
SIL V E R B U C K L E
M
A
X
F
LI D
R
S T O N E B R O O K D R
SAHARA WOODS
P
E
R
SIA D
R
I S T W
R
E
D O
A
K TR
L
A R R O Y O VER D E
C ATT LE R U N
LIG
U
RIA D
R
L O O K O V E R B A Y
SHAD
O
W
Y D
U
S
K
DEMETER
S U N S E T C V
COLT TRAIL
JEANETTE DR
GULF ST
L A H M A V E
T
U
M
B
L
E
B
R
O
O
K
A
M
A
R
YL
LIS
H
ALLIE L
O
OP
FA W N P A S S
SCARLET CRK
RIC H M O N D D R
BRITE RD
TILDEN TRL
IR
O
L
A D
R
H
A
LLIE VIE
W
H
O
U
S
T
O
N D
R
S U N RID G E D R
M AY F L O W E R
R U S TIC A C R E S
PIL O T P T
L
A
N
D
M
A
R
K O
A
K
RHODE DR
MCCOY LN
CONNELL POND
ROSALINA LOOP
H
O
P
E L
N
K AY L A L N
A ND R E WS AVE
F R E A D L N
S TILL B R O O K L N
P
E
V
E
R
O
P A R K V A L L E Y D R
IDAMARIE
T
R
A
N
Q
UIL L
N
LENO WAY
PIN S E E K E R
LIA
N
A
WIL L O W R U N
P A T R I C K H E N R Y
MALDEN DR
SAVERNE WAY
K
A
U
RI C
LIF
F
S
C A N TE R B U R Y HILL
R A W E A V E
GLEN CV
P
O
R
T
R
US
H
L
N
HID D E N K N O L L
B
A
RTEN
H
EIM DR
RUSTIC TRL
PATH F IN DE R
M
U
S
T
A
N
G V
A
L
LE
Y
KLEIN CIR
LUCILLE
NEW
NI
NG J
U
LIA
N P
T
C
A
N
D
Y L
N
G
R
E
E
N
S
HIR
E
D
R
R
H
EA ST
P
O
SEI
DON
N
O
TTIN
G
S
HIR
E
GIN S B E R G D R
SADDLE SPO KE
CIB
O
L
O XIN
G
M E DI A T O R R U N
CIB O L O T O LL E R D
TIF
F
A
N
Y L
N
SHAY PASS
T H U R B E R D R
A B E R C O R N
Q U A K E R R D G
H
E
A
V
E
N
L
Y V
W
GAGE CONNELL
IV
Y D
O
V
E
R O TH A U D R
J
E
S
S
E
S CIR
N M
AIN S
T
E FM 1518 N
Y O U N G S F O R D R D
FM 78 W
IH 1 0 W
IH 35 S
O
A
K ST
S P E RIM ETE R R D
W EIL R D
W
ET
Z R
D
IH 35 N
IH 1 0 E
PFEIL RD
S C H A E F E R R D
W
E
TZ R
D
H
A
E
C
K
E
R
VILL
E R
D
WEICHOLD RD
Schertz Planned and Existing Commericial Developments Comparison to Wastewater CCN Service Area
0 10,0005,000 Feet
8/16/2022
Legend
Schertz Wastewater CCN Service Area
Schertz City Limit
ETJCommercial Parcels
Planned and Existing Commercial Properties
Commercial Parcels
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\Land Use Assumptions\20220527 Exhibits\20220531_Commercial-SewerCCN.mxd
.
Attachment 7
APPENDIX 8 - PLANNED &
EXISTING COMMERCIAL
DEVELOPMENTS COMPARISON
TO WATER CCN
IH 35 N
F
M 3009
IH 1 0 E
F M 78
F M 482
E F
M 1518 N
F
M 1103
W EIL R D
F
M 2252
L O W E R S E G UIN R D
F
M 25
38
IH 35 S
E L
O
O
P 1604 N
FM 1516 N
I H 1 0 W
G R E E N V A LL E Y R D
IH 35 N A C C E S S R D
M
A
RIO
N R
D
S
C
H
E
R
TZ P
K
W
Y
FM 78 E
FM 1976
N A B B O TT R D
B O LT O N R D
W
A
R
E-S
E
G
UIN R
D
F M 7 8 W
CIB
O
L
O V
A
LLE
Y D
R
S
T
O
LT
E R
D
E
N
G
E
L R
D
W
EIR R
D
B
U
N
K
E
R ST
L O O K O U T R D
PVT
GIN R D
S A V A N N A H D R
C O U N T R Y L N
Z
U
E
H
L R
D
PFEIL RD
S C H A E F E R R D
S
C
H
W
A
B R
D
MIL LE R R D
C
O
Y
O
T
E R
U
N
FIFT
H S
T E
N S
A
N
TA C
L
A
R
A R
D
A RIZ P E R D
C
R
E
E
K R
D
WIE D E R ST EIN R D
W
E
TZ R
D
PAT BOOKER RD
T
O
L
L
E R
D
KIT T Y H A W K R D
D
E
A
N R
D
PFA
N
N
S
TIE
L LN
BOENIG DR
B
A
T C
A
VE R
D
T R AIN E R H A L E R D
H
A
E
C
K
E
R
VIL
L
E R
D
M A S K E R D
U
NIV
E
R
S
A
L C
IT
Y
B
L
V
D
WIE D N E R R D
N GRAYTOWN RD
E PE
RIM
E
T
E
R R
D
K
O
E
H
L
E
R R
D
IH 1 0 E A C C E S S R D
OLD NACOGDOCHES RD
FM 78 EAST
D
O
E
R
R L
N
N E
V
A
N
S R
D
C O L U M BIA
S
T
A
P
P
E
R R
D
M AIN S T
S
A
S
S
M
A
N R
D
LIV E O A K R D
A E R O AV E
IH 3 5 S A C C E S S R D
O L D WIE D E R S T EIN R D
WEICHOLD RD
WOODLAND OAKS DR
G O L F R D
SCHOENTHAL RD
S C H M O E K EL R D
H
A
L
LIE H
T
S
BIS
O
N L
N
DIE
T
Z R
D
W
E
ST
O
N R
D
E
C
K
H
A
R
D
T R
D
DIM R O C K
C U R TIS S A V E
W B Y R D B L V D
Y O U N G SF O R D R D
FIFT
H S
T W
N
O
R
T
H BLV
D
O
A
K ST
N M
AIN S
T
O
LD CIM
A
R
R
O
N T
R
L
R
O
N
R
D
KIS E R L N
G E R D ES R D
G O T HIC D R
FF S
T
L
A
U
R
A H
T
S
J S T W
SCENIC LAKE DR
E L B EL R D
GREAVES LN
M A PL E D R
F
O
U
R
T
H S
T E
M O R N I N G SID E D R
LA
Z
A
R P
K
W
Y
E A VIA TIO N B L V D
O
M
A
R D
R
H
O
M
E
S
T
E
A
D
P
K
W
Y
IK
E L
N
F A W N D R
W B OR G F E L D RD
B E Y E R P A T H
W A VIA TIO N B LV D
W
IN
N A
V
E
F
O
R
U
M R
D
H ST W
PLA NE LN
SEA WILLOW DR
C O Y L N
S M
AIN ST
W A H L L N
S S
A
N
T
A C
L
A
R
A R
D
T U R NIN G S T O N E
N SEGUIN RD
H
O
L
LY L
N
M A RIL Y N D R
F ST E
DEER CREEK BLVD
I H 1 0 W A C C E S S R D
R O C K E T L N
O PIE L N
A ST E
LOOP 539 E
T
H
O
R
N
T
O
N L
N
RIVE
R R
D
MAIN CIR
N
O
R-
T
E
X
D
R
CIB
O
L
O T
RL
H
O
LL
E
RIN
G VIN
E
R
U
S
C
H L
N
C S T E
S S
E
G
UIN R
D
STEPHENS LN
PATSY DR
BALBOA DR
S
T
ATIO
N S
T
PHOENIX AVE
A N T L E R D R
F S T W
H
O
Y
A L
N
PE C A N D R
S C H M U C K S R D
CORONADO BLVD
T
HIR
D S
T W
CREST
WAY RD
T
O
W
N C
R
EE
K R
D
D U STY FIE L D S
VOGES PASS
M
EA
D
O
W LA
R
K
H S T E
C
H
E
R
R
Y T
R
E
E D
R
PARKLANDS WAY
C O D Y L N
G L O XINIA D R
VAGABOND LN
R A F B U R N E TT E
D W L N
B
E
L
M
O
N
T P
K
W
Y
K
R
U
E
G
E
R C
A
N
Y
O
N
1
ST S
T E
HANOVER CV
B S T
D ST
E B Y R D B LV D
KIL
D
A
R
E
DONALAN DR
T
RI-C
O
U
N
TY P
K
W
Y
TO
N
K
A
W
A P
ASS
V A L H A L L A
A
U
T
H
O
RIT
Y L
N
COPPERGATE
C A V A N
SIL V E R WIN G
S
C
E
NIC HILL L
N
WINDSOCK LN
F
RIE
S
E
N
H
A
H
N L
N
J
O
S
H
S W
A
Y
M
A
RI
G
O
L
D W
A
Y
CIR C L E O A K D R
S
T
O
R
M K
IN
G
1
S
T S
T
TRIPL
E L LN
S PERIMETER RD
WILLOW DR
CYPRESS PT
B L A ZIN G S TA R TR L
AB
BEY RD
PARKVIEW DR
H
U
B
E
R
T
U
S R
D
R
E
G
E
N
C
Y R
U
N
MARIETTA LN
RIO L
N
C
O
R
P
O
R
A
T
E D
R
WIN B U R N A V E
S
C
H
N
EID
E
R LN
W IL L O W V W
F R O B O E S E L N
B RIS C O R D
A S H L E Y P A R K
V A LL E Y VIE W D R
W S C H A E F E R R D
KIN
G
S
W
A
Y
J S T E
B R O W A R D A V E
M O R G A N R U N
C
A
N
O
P
Y B
E
N
D
S H O R T W E Y E L R D
B E C K S T
P E C O S P T
F RITZ W A Y
IRONMILL CRK
K
N
E
U
P
P
E
R R
D
N
E
M
E
C L
N
F
O
U
R
T
H S
T W
BRUSH TRAIL BEND
R E A L R O C K R D
C
OVER
S CV
U LT R A LIG H T R D
CAFFEY RD
R E D TIP D R
H A R V E S T B E N D
R U S TIC WIL L O W
LIBERTY RD
I S T E
L
O
T
U
S P
A
R
K
T RIT O NE
E
VAN
S
R
D
P
O
S
E
Y P
A
S
S
G
U
A
D
A C
O
M
A D
R
CATTLE CREEK LN
ASIA G O
U
N
N
A
M
E
D
S
T
L O W E R V A LLE Y L N
D R A Y T O N
H A E C K E R FIE L D S
V E R D E P K W Y
L
O
ST M
E
A
D
O
W
S D
R
HINGE PATH
B O RG F ELD R D
NACO GD OCHES LOOP
C R E S T O A K D R
ROSE LN
P V T S T A T E N G E L R D
L O O P 539 W
T
R
O
Y L
N
J U S TI C E L N
E
A
G
L
E VA
L
L
E
Y S
T
S U M A C LN
J
A
S
O
N
S W
A
Y
F O U R O A K S L N
S
S
O
L
M
S
RD
DOBIE BLVD
CIN C H O N A T R L
B E L L N O R T H D R
VIC T O RIA PT
SCENIC DR
C
Y
L
A
M
E
N
WIL L O W B LF
B R A H M A W A Y
M
IL
L S
T
DAVIE LN
SIL O S T
ROYAL DR
IV Y L N
WATER WOOD DR
B L U E B ELL D R
M E S A V E R D E
WINKLE
R TRL
S A D D L E H O R N W A Y
WOMAN HOLLERING RD
IVY JADE
S P RIN G T R E E B L F
S A F A RI D R
PIG A
L
L
E
Y
B
A
T C
A
V
E L
O
O
P
E
A
G
L
E D
R
D
E
N-O
TT HILL
A S H W O O D R D
OAK BLOOM
B
R
O
O
K
LIN
E
MILLER LN
COPPER CV
H
A
N
A L
N
A
N
T
H
E
M L
N
R AY C O R B E T T D R
T
U
R
Q
U
OIS
E
TA
TE
S D
R
MOUNT OLYMPUS
ANN DR
IVY HORN
LIE C K C V
MIN E R A L S P G S
CIBO
L
O L
N
TIM
B
E
R S
P
G
S
J O N A S D R
T
RIP
L
E C
R
O
W
N
C
O
L
O
N
Y
S
E
N
N
A HILL
S D
R
RED IR ON
E L M ST
GAGE PARK
M
E
S
Q
UIT
E W
O
O
D
S
B
E
N E K
EIT
H
W
A
Y
A V E N U E B
O
LDE M
O
S
S
PIN
G W
A
Y
HIC
K
O
R
Y B
E
N
D
PVT RD AT 5890 FM 1516 N
CITA
DEL PEAK
IH 35 N RAMP
TE
X
A
S V
A
LL
E
Y
M
E
A
D
O
W
L
N
P RIC K L Y PE A R D R
L
U
C
K
SID
E
SHERRI DR
C O V E T R L
K O V E L N
G
R
A
N
D V
IS
T
A
GAMBELS QUAIL
B L U E S A G E L NOZUNA D R
A
L
A
M
O P
K
W
Y
SIOUX CIR
B E T H A N Y W AY
L
A
S CIM
A
S D
R
O A K R D G
B R O O K V W
S IL V E R B U C K L E
M
A
X
F
LI D
R
S T O N E B R O O K D R
SAHARA WOODS
P
E
R
SIA D
R
T E A K W O O D L N
I S T W
R
E
D O
A
K T
R
L
A R R O Y O V E R D E
C ATTLE R U N
LIG
U
RIA D
R
L O O K O V E R B A Y
SHAD
O
W
Y D
U
S
K
AUTUMN HOLW
C O LT T R AIL
GULF ST
T
U
M
B
L
E
B
R
O
O
K
WIN DIN G T R L
A
M
A
R
YLLIS
H
ALLIE LO
OP
F A W N P A S S
RIC H M O N D D R
BRITE RD
IR
O
L
A D
R
H
A
L
LIE VIE
W
S U N RID G E D R
M A YFL O W E R
R U STIC A C R E S
PIL O T P T
L
A
N
D
M
A
R
K O
A
K
B
RIC
K
EL
L R
D
RHODE DR
MCCOY LN
CONNELL POND
H
O
P
E L
N
K A Y L A L N
C
O
LIN
A
W
A
Y
F R E A D L N
R
O
B
E
R
T S
T
E
V
E
N
S
AIL
E
R
O
N D
R
S TILL B R O O K L N
P
E
V
E
R
O
P A R K V A LL E Y D R
PL A N T E R S P A S S
IDAMARIE
LENO WAY
PI N S E E K E R
LIA
N
A
WIL L O W R U N
PARRY PATH
TA
P
W
O
O
D L
N
SAVERNE WAY
ORO VIEJO CT
K
A
U
RI C
LI
F
F
S
C A N T E R B U R Y HIL L
R A W E A V E
GLEN CV
P
O
R
T
R
U
S
H L
N
HID D E N K N O LL
B
A
RTE
N
H
EIM D
R
RUSTIC TRL
P AT HFI ND E R
M
U
S
T
A
N
G V
A
LLE
Y
KLEIN CIR
NEWNING J
U
LIA
N P
T
SENECA CRK
LIN
C
O
L
N D
R
C
A
N
D
Y L
N
G
R
E
E
N
S
HIR
E
D
R
RH
E
A
S
T
N
OTTIN
G
S
HIR
E
A U T U M N A R B O R
TORONTO DR
GIN S B E R G D R
SADD LE SPO K E
CIB
O
L
O XIN
G
B RIA R K N O L L
M E D IA T O R R U N
CIB O L O T O L L E R D
TIF
F
A
N
Y L
N
SHAY PASS
T H U R B E R D R
A B E R C O R N
Q U A K E R R D G
H
E
A
V
E
N
L
Y V
W
GAGE CONNELL
IV
Y D
O
V
E
R OTH AU D R
A
L
A
B
A
S
TE
R
EL GIN P A R K
J
E
S
S
E
S CIR
A ST W
W
E
T
Z R
D
FM 78 W
W
E
TZ R
D
IH 1 0 E
N M
AIN ST
IH 35 N
K N E U P P E R R D
S C H A E FE R R D
O
A
K S
T
Y O U N G S F O R D R D
S PERIM E TER R D
E FM 1518 N
PFEIL RD
H
A
E
C
K
E
R
VIL
L
E R
D
I H 1 0 W
IH 35 S
Schertz Planned and Existing Commericial Developments Comparison to Water CCN Service Area
0 10,0005,000 Feet
8/16/2022
Legend
Schertz Water CCN Service Area
Schertz City Limit
ETJ
Planned and Existing Commercial Properties
Commercial Parcel
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.
Attachment 8
APPENDIX 9 - WASTEWATER
CCN SERVICE AREA &
COMPREHENSIVE LAND USE
PVT
F M 482
C
R
EE
K R
D
E P
E
RIM
E
T
E
R R
D
K
O
E
H
L
E
R
R
D
W
P
E
RIM
E
TE
R R
D
G E R D E S R D
G O LF R D
W
E
S
T
O
N R
D
ST
O
L
TE R
D
F M 78 E
ZUEHL RD
B E Y E R P AT H
F M 7 8
O PIE L N
EL B E L R D
LOOP 539 E
N
O
R-T
E
X D
R
C
O
Y
O
T
E R
U
N
STEPHENS LN
A
P
G L
N
BOENIG DR
BUNKER ST
D
E
A
N R
D
N A B B O T T R D
OLD GRAYTO
W
N RD
H O L M A N R D
TRIPLE L L
N
S
T
A
P
P
E
R R
D
S
C
H
N
EID
E
R L
N
F R O B O E S E L N
FM 78 EAST
VOGES PASS
OLD NAC O G D O C H E S R D
PFANNSTIEL LN
CAFFEY RD
F
M
2252
DAVIE LN
F
M 2
5
3
8
RETAMA PKWY
W
EIR R
D
S
C
H
W
A
B R
DABBEY RD
D
O
E
R
R L
N
F A W N D R
C A L E D R
MIL L E R R D
LAKE VIEW DR
D
O
L
L
Y
D
R
M A S K E R D
L O O K O U T R D
S C H M O E K E L R D
O
M
A
R D
R
FM 1103
G
R
E
E
N V
A
L
LE
Y R
D
PIP
E
S
T
O
N
E
GIN R D
T
O
LL
E R
D
ARIZPE RD
B O LT O N R D
L O W E R S E G UIN R D
K
RIE
W
A
L
D L
N
Y O U N G S F O R D R D
B AT C A V E R D
W
A
R
E-S
E
G
UIN R
D
E
L
O
O
P
1
6
04
N
FIFTH ST E
SHAY PASS
FM 78 W
MIDAS E F
M 15
18 N
WIE D N E R R D
IH 35 N ACCESS RD
KIS E R L N
FM 1516 N
W A L D R D
H
A
E
C
K
E
R
VIL
L
E R
D
W
E
T
Z R
D
T R AIN E R H A L E R D
C O D Y L N
PFEIL RD
F
M 3009
N S
A
N
TA C
L
A
R
A R
D
FF S
T
E EVANS RD
W EIL R D
I H 1 0 E A C C E S S R D
K
R
U
E
G
E
R C
A
N
Y
O
N
S
A
F
A
RI D
RCINNABAR C T
E
N
G
E
L R
D
M
A
RIO
N R
D
SCHOENTHAL RD
C O U N T R Y L N
E
F
M 1
51
8
N
B
U
N
K
E
R ST
E LOOP 1604 N
F
M 2538
E FM 1518 N
FM 78
F M 2252
B O LT O N R D
L O W E R S E G UIN R D
W
E
T
Z R
D
E F
M 1518 N
B
U
N
K
E
R S
T
N ABBOTT RD
FM 78 E
F M 2 25 2
FM 2538
F
M
2252
F M 1103
IH 35 N A C C E S S R D
FM 2538
A RIZ P E R D
M
A
RIO
N R
D
P
F
A
N
N
STIE
L L
N
FM 78
F M 7 8 W
ST
O
L
TE R
D
F M 7 8
F M 4 8 2
W EIL R D
F
M 3009
L O W E R S E G UIN R D
F M 48 2
W EIL R D
IH 1 0 E A C C E S S R D
F M 2252
F M 482
F
M 3009
FM 78
W A L D R D
FM 482
W EIL R D
F M 2 25 2
F
M 1103
E
F
M
1
5
1
8 N
IH 1 0 E A C C E S S R D
FM 482
F
M 3
0
0
9
F
M 3009
HAECKERVILLE RD
FM 22 5 2
FM 78 E
PFEIL RD
B O LT O N R D
FM 482
F M 4 8 2
N A B B O T T R D
F
M
3009
W
E
IR
R
D
F M 4 8 2
W
E
TZ R
D
L O WE R S EG UI N RD
FM 78
FM 482
D
E
A
N R
D
FM 482
ZUEHL RD
FM 78 W
FM 78
W EIL R D
FM 2538
FIF
T
H ST E
E
N
G
E
L
R
D
SCHOENTHAL RD
IH 35 N A C C E S S R D
F M 78
FM 482
F
M 3009
W EIL R D
A RIZ P E R D
T
O
LL
E R
D
Y O U N G S F O R D R D
F
M 3
00
9
I H 1 0 E A C C E S S R D
Legend
ETJSchertz City Limit
Schertz Sewer CCN Service Area
Schertz Sewer CCN Service Area
Future Land Use
Agricultural Conservation
Air Installation
Civic, Schools
Commercial
Industrial
Mixed Use
Multi-Family Residential
Parks, Open Space
Single Family Residential
Transition
SchertzCCN Sewer Service Area MapSupported Land Uses
.
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8/8/2022
0 10,0005,000 Feet
Attachment 9
APPENDIX 10 - WATER CCN
SERVICE AREA &
COMPREHENSIVE LAND USE
PVT
F M 482
C
R
E
E
K R
D
E P
E
RIM
ETE
R R
D
K
O
E
H
L
E
R R
D
W P
E
RIM
ETE
R R
D
G E R D E S R D
G O L F R D
W
E
ST
O
N R
D
S
T
O
LT
E R
D
F M 78 E
ZUEHL RD
B E Y E R P A T H
F M 7 8
O PIE L N
E L B EL R D
LOOP 539 E
N
O
R-T
E
X D
R
C
O
Y
O
T
E R
U
N
STEPHENS LN
BOENIG DR
RETAMA PKWY
BUNKER ST
D
E
A
N R
D
N A B B O T T R D
R A F B U R N E TT E
TRIP
LE L L
N
S
T
A
P
P
E
R R
D
S
C
H
N
EID
E
R L
N
F R O B O E S E L N
FM 78 EAST
O L D N A C O G D O C HES R D
PFANNSTIEL LN
CAFFEY RD
F
M 22
52
DAVIE LN
W
EIR R
D
S
C
H
W
A
B R
DABBEY RD
D
O
E
R
R L
N
F A W N D R
F
M 2
5
3
8
C A LE D R
MILL E R R D
LAKE VIEW DR
D
O
L
L
Y D
R
M A S K E R D
L O O K O U T R D
SC H M O E K E L R D
O
M
A
R D
R
FM 1103
G
R
E
E
N V
A
LL
E
Y R
D
PIP
E
S
T
O
N
E
GIN R D
T
O
LL
E R
D
ARIZPE RD
B O LT O N R D
L O W E R S E G U I N R D
K
RIE
W
A
L
D L
N
S M
AIN ST
Y O U N G SF O R D R D
W
A
R
E-S
E
G
UIN R
D
E L
O
O
P 1
6
04
N
FIFTH ST E
SHAY PASS
FM 78 W
MIDAS E F
M
15
18 N
WIE D N E R R D
IH 35 N AC C ESS RD
KIS E R L N
FM 1516 N
W A L D R D
H
A
E
C
K
E
R
VIL
L
E R
D
W
E
TZ R
D
T R AIN E R H A L E R D
C O D Y L N
PFEIL RD
F
M 3009
N S
A
NTA C
L
A
R
A R
D
F
F S
T
W EIL R D
IH 1 0 E A C C E S S R D
S
A
F
A
RI D
RCINNABAR C T
E
N
G
E
L R
D
M
A
RIO
N R
D
SCHOENTHAL RD
C O U N T R Y L N
T
O
L
L
E R
D
P
F
A
N
N
STIE
L L
N
W
E
T
Z R
D
S
T
O
LT
E R
D
E
FM 1
51
8 N
FM 78
F M 4 8 2
Y O U N G S F O R D R D
F M 2252
F M 4 8 2
W EIL R D
E FM 1518 N
LOW ER SE GU IN R D
E LOOP 1604 N
F M 482
E FM 1518 N
SCHOENTHAL RD
FM 78
A RIZ P E R D
L O W E R S E G UIN R D
N ABBOTT RD
W EIL R D
I H 1 0 E A C C E S S R D
FM 482FM 482
W
E
IR R
D
F
M 3009
F M 2 25 2
F M 2252
IH 35 N A C C E S S R D
F
M 1103
B O LT O N R D
IH 1 0 E A C C E S S R D
FM 482
E F
M 1
518 N
B
U
N
K
E
R S
T
W
ETZ R
D
PFEIL RD
HAECKERVILLE RD
F M 4 8 2
W EIL R D
FM 78
H
A
E
C
K
E
R
VIL
L
E R
D
ZUEHL RD
F M 1103
FM 2538
A RIZ P E R D
F
M 3009
W EIL R D
FM 78 W
F
M 2
252
N A B B O TT R D
B
U
N
K
E
R ST
M
A
RIO
N R
D
FIF
T
H S
T E
F M 4 8 2
FM 78
F
M 3
00
9
D
E
A
N R
D
I H 1 0 E A C C E S S R D
F M 2 2 52
F
M 3009
FM 2538
FM 78 E
IH 35 N A C CES S R D
FM 78 E
F M 7 8 W
W EIL R D
B O LT O N R D
L O W E R S E G UIN R D
F M 48 2
F M 7 8
FM 2538
F
M 3009
FM 482
E
N
G
E
L R
D
F
M 3009
FM 482
F
M 2538
E
F
M
1
5
1
8 N
F
M 3009
F M 2252
PFEIL RD
FM 78
Legend
ETJ
Schertz City LimitSchertz Water CCN Service AreaSchertz Water CCN Service Area
Future Land Use
Agricultural Conservation
Air Installation
Civic, Schools
Commercial
Industrial
Mixed Use
Multi-Family Residential
Parks, Open Space
Single Family Residential
Transition
SchertzCCN Water Service Area MapSupported Land Uses
.
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\Land Use Assumptions\20220527 Exhibits\20220527_Schertz Water CCN Map.mxd
0 10,0005,000 Feet
8/8/2022
Attachment 10
APPENDIX 11 - NEAR
TERM WATER CIP
MAP
NEAR TERM WATER CIP MAP
APPENDIX 12 - 2030
FIRE FLOW
ANALYSIS
LOCATIONS
FIRE FLOW ANALYSIS LOCATIONS
APPENDIX 13 - 2030
WATER CIP MAP
2030 WATER CIP MAP
APPENDIX 14 - 2050
FIRE FLOW
ANALYSIS
LOCATIONS
2050 FIRE FLOW ANALYSIS LOCATIONS
APPENDIX 15 - 2050
WATER CIP MAP
2050 WATER CIP MAP
APPENDIX 16 - FLOW
METER, METER
BASIN, & RAIN
GAUGE LOCATION
MAP
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ÔÕ
ÔÕ
ÔÕ
ÔÕ
ÔÕ
ÔÕ
!
!
!
!
!
!
!
!
!!
!
^_
^_
^_
^_
^_
^_
^_^_
^_^_
^_
^_
^_
^_
^_
FM01
FM04
FM02
FM03
FM12
FM14FM06
FM05FM13
FM08
FM09
FM07
FM15
FM10
FM11
RG01
RG02
RG06
RG05
RG04
RG03
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\WW\Attachment_1_RainGauge_FlowMeterBasins.mxd
Attachment 1
Flow Meter, Meter Basin, and Rain Gauge Location8/22/2022 .
0 21Miles
Legend
^_Flow Meter
ÔÕ Rain Gauge
")LiftStations
!Outfalls
Force Main
Gravity Main
CCMA
SchertzFlow Meter Basins
BasinID
FM01
FM02
FM03
FM04
FM05
FM06
FM07
FM08
FM09
FM10
FM11
FM12
FM13
FM14
FM15
8/26/2022
APPENDIX 17 - DRY
WEATHER
CALIBRATION
GRAPHS
APPENDIX 18 - WET
WEATHER
CALIBRATION
GRAPHS
APPENDIX 19 - EXISTING
SYSTEM EVALUATION
RESULTS, SURCHARGE, &
SSO LOCATION MAPS
")
")
")
")
")
")
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")")")
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!
!
!
!
!
!
!
!
!!
!
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\WW\Attachment_2-A_Surcharge_and_SSO.mxd
Existing System Evaluation Results - Surcharge and SSO Locations8/22/2022 .
0 21Miles
Legend
SSO
")LiftStations
!Outfalls
Force Main
Hydraulic Condition
Not Surcharged
Surcharged
Attachment 4
4.A
4.B
4.C
4.D
4.E
Surcharged lines highlighted in
GREEN are owned by the City
8/26/2022
")
")
")
")
")
")
")
")
")
")
")
!
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\WW\Attachment_2-A_Surcharge_and_SSO.mxd
Existing System Evaluation Results - Surcharge and SSO Locations8/22/2022 .
0 0.550.275 Miles
Legend
SSO
")LiftStations
!Outfalls
Force Main
Hydraulic Condition
Not Surcharged
Surcharged
Attachment 4.A
Surcharged lines highlighted in
GREEN are owned by the City
8/26/2022
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\WW\Attachment_2-A_Surcharge_and_SSO.mxd
Existing System Evaluation Results - Surcharge and SSO Locations8/22/2022 .
0 0.20.1 Miles
Legend
SSO
")LiftStations
!Outfalls
Force Main
Hydraulic Condition
Not Surcharged
Surcharged
Attachment 4.B
Surcharged lines highlighted in
GREEN are owned by the City
8/26/2022
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\WW\Attachment_2-A_Surcharge_and_SSO.mxd
Existing System Evaluation Results - Surcharge and SSO Locations8/22/2022 .
0 0.10.05 Miles
Legend
SSO
")LiftStations
!Outfalls
Force Main
Hydraulic Condition
Not Surcharged
Surcharged
Attachment 4.C
Surcharged lines highlighted in
GREEN are owned by the City
8/26/2022
")
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\WW\Attachment_2-A_Surcharge_and_SSO.mxd
Existing System Evaluation Results - Surcharge and SSO Locations8/22/2022 .
0 0.30.15 Miles
Legend
SSO
")LiftStations
!Outfalls
Force Main
Hydraulic Condition
Not Surcharged
Surcharged
Attachment 4.D
Surcharged lines highlighted in
GREEN are owned by the City
8/26/2022
")
Document Path: N:\120\120-11816-012\9-0-Data-GIS-Modeling\9-01-GIS\7-Working\WW\Attachment_2-A_Surcharge_and_SSO.mxd
Existing System Evaluation Results - Surcharge and SSO Locations8/22/2022 .
0 0.10.05 Miles
Legend
SSO
")LiftStations
!Outfalls
Force Main
Hydraulic Condition
Not Surcharged
Surcharged
Attachment 4.E
Surcharged lines highlighted in
GREEN are owned by the City
8/26/2022
APPENDIX 20 - NEAR
TERM WASTEWATER
GROWTH & SYSTEM
IMPROVEMENT
PROJECTS
NEAR TERM WASTE WATER GROWTH & SYSTEM IMPROVEMENT PROJECTS
APPENDIX 21 - 2030
WASTEWATER
SYSTEM GROWTH
PROJECTS
2030 WASTE WATER SYSTEM GROWTH PROJECTS
APPENDIX 22 - MAX
DEPTH TO DIAMETER
WITH 2030 DRY
WEATHER FLOWS
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
#
#
#
#
#
##
#
#
#
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China(Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS UserCommunity
Legend
#Outfall
Ö Lift Station
Force Main
SARA's System Lines
Sewer CCN Boundary
City Limits / ETJ
Max (d/D)
0 - 0.25
0.25 - 0.50
0.50 - 0.75
0.75 - 1.00
MAX DEPTH-TO-DIAMETER (d/D) WITH 2030 DRY WEATHER FLOW /0 1.5 30.75 Miles
MAX DEPTH-DIAMETER (d/D) WITH 2030 DRY WEATHER FLOW
APPENDIX 23 -
SANITARY SEWER
OVERFLOWS WITH
2030 WET WEATHER
FLOWS
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
#
#
#
#
#
##
#
#
#
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China(Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS UserCommunity
Legend
SSO
#Outfall
Ö Lift Station
Force Main
Sewer CCN Boundary
City Limits / ETJ
Gravity Line
Gravity Line
2030 New Growth CIP
SARA's System Lines
SANITARY SEWER OVERFLOWS (SSO) WITH 2030 WET WEATHER FLOWS /0 1.5 30.75 Miles
SANITARY SEWER OVERFLOWS (SSO) WITH 2030 WET WEATHER FLOWS
APPENDIX 24 - 2030
WASTEWATER
SYSTEM
IMPROVEMENT
PROJECTS
2030 WASTE WATER SYSTEM IMPROVEMENT PROJECTS
APPENDIX 25 - 2050
WASTEWATER
SYSTEM GROWTH
PROJECTS
2050
2050 WASTE WATER SYSTEM GROWTH PROJECTS
APPENDIX 26 - MAX
DEPTH TO DIAMETER
WITH 2050 DRY
WEATHER FLOWS
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
Ö
#
#
#
#
#
##
#
#
#
#
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China(Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS UserCommunity
Legend
#Outfall
Ö Lift Station
Force Main
Sewer CCN Boundary
City Limits / ETJ
SARA's System Lines
Max (d/D)
0 - 0.25
0.25 - 0.50
0.50 - 0.75
0.75 - 1.00
MAX DEPTH-TO-DIAMETER (d/D) WITH 2050 DRY WEATHER FLOW /0 1.5 30.75 Miles
MAX DEPTH-TO-DIAMETER (d/D) WITH 2050 DRY WEATHER FLOW
APPENDIX 27 - 2050
WASTEWATER
SYSTEM
IMPROVEMENT
PROJECTS
WASTE WATER SYSTEM IMPROVEMENT PROJECTS
APPENDIX 28 -
INFLATION RATE
CALCULATION
SOURCES
Year San Antonio
Index Difference
2024 249.7 -4.7
2023 254.4 21
2022 233.4 33.9
2021 199.5 4
2020 195.5 11
2019 184.5 3.5
2018 181 5.5
2017 175.5 2.4
2016 173.1 1.3
2015 171.8 2.3
2014 169.5 5.2
2013 164.3 3.6
2012 160.7 8.1
2011 152.6 4.7
2010 147.9 26.6
2005 121.3 21.9
2000 99.4 1.4
1999 98 3.2
1998 94.8 1.4
1997 93.4 4.5
1995 88.9 8.2
1990 80.7 6.8
1985 73.9 18.9
1980 55 -
Time Frame Total Inflation
Rate
Yearly
Inflation
Rate
2020 to 2024 128%6.31%
2010 to 2024 169%3.81%
2000 to 2024 251%3.91%
1990 to 2024 309%3.38%
1980 to 2024 454%3.50%
RSMeans Historical Inflation Indexes
Year National Index Difference
2023 Q4 182.5 0.1
2023 Q3 182.4 0.4
2023 Q2 182 2.3
2023 Q1 179.7 1.1
2022 178.6 11.2
2021 167.4 29.6
2020 137.8 2.8
2019 135 4.2
2018 130.8 8.5
2017 122.3 4.8
2016 117.5 3.6
2015 113.9 3
2014 110.9 3.6
2013 107.3 3.7
2012 103.6 2.6
2011 101 4.6
2010 96.4 2.6
2009 93.8 -
Time Frame Total Inflation
Rate
Yearly Inflation
Rate
2020 to 2023 132%9.65%
2010 to 2023 188%5.93%
Mortenson Historical Inflation Indexes
(Base 2009)
Year Average Index Difference
2023 1373 78
2022 1295 96
2021 1199 22
2020 1177 21
2019 1156 60
2018 1096 58
2017 1038 49
2016 989 46
2015 943 41
2014 902 38
2013 864 34
2012 830 18
2011 812 13
2010 799 -33
2009 832 -76
2008 908 54
2007 854 61
2006 793 76
2005 717 62
2004 655 34
2003 621 2
2002 619 6
2001 613 18
2000 595 25
1999 570 21
1998 549 24 2010-1996 rates are stored online and can be provided if desired
1997 525 20
1996 505 -
Time Frame Total Inflation
Rate
Yearly Inflation
Rate
2020 to 2023 117%5.27%
2010 to 2023 172%4.25%
2000 to 2023 231%3.70%
1996 to 2024 272%3.77%
Turner Historical Inflation Indexes
APPENDIX 29 - CIP
PROJECTS COST
ESTIMATES
Project Number Project Name Project Cost
2020-2030
Growth
Utilization
Impact Fee
Eligible Portion
NT-W1**Bubbling Springs 6" WL Replacement $763,000 27%$206,715
NT-W2 Corbett Pump Station & 3.0 MG GST $8,600,000 0%$0
NT-W3 Ware Seguin Pump Station Operational Improvement $175,000 0%$0
NT-W4 12" WL from Ware Seguin to Lower Seguin $1,538,000 0%$0
NT-W5 Fred Couples to Schwab $455,556 0%$0
NT-W6 Schwab to Eckhardt $1,600,000 0%$0
NT-W7**Graytown to Pfeil $1,550,000 69%$1,077,040
NT-W8**FM 78 Water Line Replacement $875,000 22%$194,778
NT-W9**Moonlight Meadow Dr & Lost Meadow Dr WL Replacement $3,000,000 0%$0
NT-W10**Robinhood Way WL Replacement $4,650,000 0%$0
$23,206,556 -$1,478,532
2030-W1 12" WL from Tri-County Extension to Cibolo Valley Drive $4,788,000 100%$4,788,000
2030-W2 Raf Burnette Rd 12" WL Improvements $1,438,000 89%$1,438,000
2030-W3 8" WL from Ray Corbett Dr to Lower Seguin Rd $3,688,000 97%$3,688,000
2030-W4**Trainer Hale Rd 2" WL Replacement & 8" WL Improvement $9,850,000 93%$9,192,317
2030-W5**Boenig Dr S 6" WL Replacement & 8" WL Improvement $6,388,000 69%$4,411,757
2030-W6 Live Oak to IH-35 24" Transmission Main $32,075,000 100%$32,075,000
2030-W7 Ware Seguin Pump Station Expansion Phase 1 $5,213,000 33%$5,213,000
2030-W8 IH-10 8" WL Improvements $6,063,000 100%$6,063,000
$69,503,000 -$66,869,073
2030-W9 PRV Installation for Proposed Southwest Pressure Plane $413,000.0 0%$0
2030-W10**River Rd 6" WL Replacement $2,325,000 58%$0
$2,738,000 -$0
$72,241,000 -$68,347,606
2050-W1 Corbett Pump Station Expansion $1,663,000
2050-W2 FM 2252 8" WL Improvements $8,800,000
2050-W3 Ware Seguin Pump Station Expansion Phase 2 $2,725,000
2050-W4 Beck St 6" WL Replacement $5,288,000
2050-W5 Raf Burnette Rd 8" WL Improvements $4,438,000
2050-W6 IH-35 Pump Station & 3.0 MG GST $42,188,000
2050-W7 IH-10 & FM 1518 8" WL Improvements $3,075,000
$68,177,000
2050-W8 Lower Seguin Rd 8" WL Replacement $4,775,000
$4,775,000
$72,952,000
$168,399,556 $69,826,138
** - Indicates that there are both growth & system improvement components to the project.
System Improvement Projects
System Improvement Projects
2050 Growth Subtotal:
Proposed 2050 CIP
Growth Projects
2050 CIP Projects are not
eligible to be included in this
impact fee total.
2050 System Improvement Projects Subtotal:
2050 TOTAL:
WATER CIP TOTAL:
2030 TOTAL:
2030 Growth Subtotal:
2030 System Improvement Projects Subtotal:
City of Schertz
2024 Impact Fee Update
Water CIP Estimate of Probable Cost Summary
Proposed 2030 CIP
Growth Projects
NEAR TERM TOTAL:
Near Term CIP
System Improvement Projects
Project
Number Project Name
Total Project
Cost
2020-2030
Growth
Utilization
Impact Fee
Eligible Portion
NT-S1 Town Creek Phase IV 24" - Section 1 $6,875,000 21%$1,440,972
NT-S2 Town Creek Phase IV 12" - Section 2 $2,925,000 0%$0
NT-S3 Town Creek Phase V 24"$10,425,000 23%$2,378,763
NT-S4**Upsize Lookout Line $3,838,000 20%$771,788
NT-S5**Upsize Tri County Line $2,084,800 25%$526,887
NT-S6 Cibolo West Main $16,213,000 83%$13,523,463
NT-S7 Woman Hollering Creek Lift Station, Gravity Lines, and Force Main $13,000,000 89%$11,632,450
$55,360,800 -$30,274,324
NT SI-1 Decommission Tri County Lift Station $88,000 0%$0
NT SI-2 Decommission Corbett Lift Station $1,500,000 0%$0
NT SI-3 Decommission Sedona Lift Station & Woman Hollering Creek WWTP $175,000 0%$0
$1,763,000 -$0
$57,123,800 -$30,274,324
2030-S1 Hope Lane 8" Gravity Line $2,025,000 67%$1,359,153
2030-S2 Old Wiederstein Road 8"$1,338,000 5%$68,849
2030-S3 Union Pacific Railroad 8" - Section 1 $2,563,000 10%$249,210
2030-S4 Union Pacific Railroad 8" - Section 2 $400,000 12%$47,722
2030-S5 Wiederstein Road 8"$1,663,000 83%$1,372,188
2030-S6 Schaefer Road 8" - Section 1 $4,913,000 33%$1,613,509
2030-S7 Schaefer Road 8" - Section 2 $1,938,000 100%$1,938,000
2030-S8 Aranda 8"$475,000 100%$475,000
2030-S9 Weir Road 10"$2,525,000 100%$2,522,465
2030-S10 Trainer Hale Road 10"$1,038,000 100%$1,034,756
2030-S11 Ware Seguin Road 8"$3,113,000 97%$3,012,264
2030-S12 FM 1518 8"$400,000 40%$160,000
2030-S13 I-10 8" - Section 1 $2,713,000 99%$2,677,145
2030-S14 Boenig Drive 8"$2,963,000 29%$849,531
2030-S15 N Greytown Road 8"$1,275,000 52%$661,379
$29,342,000 -$18,041,171
2030 SI-1**Friesenhahn West Line WW Upsize $8,175,000 22%$1,833,143
2030 SI-2**Fairlawn WW Upsize $1,375,000 9%$121,579
2030 SI-3**Cibolo Crossing WW Line Upsize $1,288,000 4%$46,406
2030 SI-4**Woodland Oak Drive Replacements $338,000 4%$13,741
2030 SI-5**Old Wiederstein WW Upsize $5,050,000 61%$3,099,614
2030 SI-6**Northcliffe Lift Station Upgrade $7,838,000 5%$392,686
2030 SI-7 Decommission Belmont Park Lift Station $463,000 0%$0
$24,527,000 -$5,507,169
$53,869,000 -$23,548,341
2050-S1 I-35 N 8"$9,088,000
2050-S2 Friesenhahn Lane 8"$6,500,000
2050-S3 Schaefer Road 8" - Section 3 $5,713,000
2050-S4 Corbett JH 8"$2,888,000
2050-S5 Lower Seguin Road 8"$1,338,000
2050-S6 I-10 8" - Section 2 $3,338,000
$28,865,000
2050 SI-1 Cypress Point Lift Station Upgrade $1,463,000
2050 SI-2 Decommission Schertz Parkway Lift Station $238,000
2050 SI-3 Decommission Park Lift Station $3,663,000
2050 SI-4 Decommission Cover's Cove Lift Station $238,000
$5,602,000
$34,467,000
$145,459,800 $53,822,665
** - Indicates that there are both growth & system improvement components to the project.
Near Term CIP
Growth Projects
System Improvement Projects
2030 TOTAL:
2050 Growth Subtotal:
2050 System Improvement Projects Subtotal:
NEAR TERM TOTAL:
Near Term Growth Subtotal:
Near Term System Improvement Projects Subtotal:
2050 TOTAL:
WASTE WATER CIP TOTAL:
System Improvement Projects
2050 CIP projects are not
eligible to be included in the
impact fee total.
Proposed 2050 CIP
Growth Projects
2030 Growth Subtotal:
2030 System Improvement Projects Subtotal:
City of Schertz
2024 Impact Fee Update
Waste Water CIP Estimate of Probable Cost Summary
System Improvement Projects
Proposed 2030 CIP
Growth Projects
City of Schertz
2024 Impact Fee Update
CCMA System Improvement Projects - Estimate of Probable Cost
Summary
Project
Number Project Name Project Cost
2030 C-1 Roy Richard Drive Replacements $1,588,000
2030 C-2 Valencia Lane Replacements $2,288,000
2030 C-3 Savannah Drive Replacements $12,425,000
2030 C-4 Build Out Project 25 - 36" Schertz Line $12,950,000
$29,251,000CCMA System Improvement Projects Total:
CCMA System Improvement Projects
Proposed 2030 CIP
NEAR TERM
WATER CIP
PROJECTS
Justification:
1 LF 1,320 135$ 179,000$
2 EA 3 7,000$ 21,000$
3 EA 3 8,500$ 26,000$
4 EA 27 2,100$ $56,700
4 LF 660 196$ 130,000$
5 LS 1 8,000$ 8,000$
6 LS 1 25,000$ 25,000$
446,000$
$23,000
$134,000
$610,000
$153,000
$763,000
TOTAL CONSTRUCTION
System Improvement
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
Service & System Connections
SWPPP
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
Capital Improvement Plan Estimate of Probable Cost
Date: August 2024
Phase: Near Term
Project Name:Bubbling Springs 6" WL Replacement
Project Number:NT-W1**
Project Category:Water
CIP Type:
Project Location:
City identified CIP.Replace leaking 6" from River Rd to just south of Cibolo Creek along Bubbling Springs with 12", approximately 1,320
LF.
Project Description:
UNIT COST TOTAL
PS&E & CONSTRUCTION MANAGEMENT (25%)
ESTIMATE TOTAL PROJECT COST
12" Water Line
Gate Valve
Fire Hydrant
Surface Replacement
Traffic Control
1 LS 1 8,600,000$ 8,600,000$
8,600,000$
Project Category:Water Phase: Near TermCIP Type:System Improvement
TOTAL
Project Location:
Project Description: Justification:
Corbett Pump Station (2,000 gpm, 183 TDH firm capacity) and 3.0 MG GST. Per “Corbett 3.0 MG GST Project” Preliminary
Engineering Report (2021), construction is currently
underway.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
2,000 gpm Pump Station & 3.0 MG GST
ESTIMATE TOTAL PROJECT COST
UNIT COST
Capital Improvement Plan Estimate of Probable Cost
Project Name:Corbett Pump Station & 3.0 MG GST Date: August 2024Project Number:NT-W2
1 LS 1 100,000$ 100,000$
100,000$
$5,000
$30,000
$140,000
$35,000
$175,000
Controls
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
UNIT COST
Project Category:Water Phase: Near TermCIP Type:System Improvement
TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Ware Seguin Pump Station Operational Improvement Date: August 2024Project Number:NT-W3
Project Description: Justification:
Control improvements at Ware Seguin Pump Station to be per GST level
rather than a timer.
Potentially zero cost project to improve pump station
performance in this service area.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
1 LF 5,150 135$ $696,000
2 EA 11 7,000$ $77,000
3 EA 11 8,500$ $93,500
4 LS 1 15,000$ $15,000
5 LS 1 25,000$ $25,000
907,000$
$46,000
$273,000
$1,230,000
$308,000
$1,538,000
SWPPP
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Project Description:
12" Water Line
Gate Valve
Fire Hydrant
Traffic Control
Capital Improvement Plan Estimate of Probable Cost
Project Name:12" WL from Ware Seguin to Lower Seguin Date: August 2024Project Number:NT-W4
Project Location:
Project Category:Water Phase: Near TermCIP Type:Growth
Justification:
Approximately 5,150 LF of 12" from Ware Seguin to Lower Seguin in open
field.
Currently in design.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
$455,555.79
Justification:
Approximately 2,270 LF of 12" from Fred Couples to Schwab. Total cost
shown is portion paid for by the City.
Currently under construction.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Fred Couples to Schwab Date: August 2024Project Number:NT-W5
Project Category:Water Phase: Near TermCIP Type:Growth
Project Description:
ESTIMATE TOTAL PROJECT COST
1 LF 5,400 135$ $729,000
2 EA 11 7,000$ $77,000
3 EA 11 8,500$ $93,500
*LS 1 16,000$ $16,000
6 LS 1 25,000$ $25,000
941,000$
$48,000
$283,000
$1,280,000
$320,000
$1,600,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
12" Water Line
Gate Valve
Fire Hydrant
Traffic Control
Justification:
Approximately 5,400 LF of 12" from Schwab to Eckhardt. Currently in design.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Schwab to Eckhardt Date: August 2024Project Number:NT-W6
Project Category:Water Phase: Near TermCIP Type:Growth
SWPPP
Project Description:
Justification:
1 LF 5,200 135$ $702,000
2 EA 11 7,000$ $77,000
3 EA 11 8,500$ $93,500
4 LS 1 15,000$ $15,000
5 LS 1 25,000$ $25,000
913,000$
$46,000
$274,000
$1,240,000
$310,000
$1,550,000
TOTAL
Currently in design.
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
CIP Type:System Improvement
SWPPP
12" Water Line
Gate Valve
Fire Hydrant
Traffic Control
Approximately 5,200 LF of 12" along IH-10 from N. Graytown Rd to Pfeil Rd.
Project Description:
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Date: August 2024
Phase: Near Term
Project Name:Graytown to Pfeil
Project Number:NT-W7**
Project Category:Water
Justification:
1 LF 2,300 135$ $310,500
2 EA 5 7,000$ $35,000
3 EA 5 8,500$ $42,500
4 EA 46 2,100$ $96,600
5 LS 1 8,000$ $8,000
6 LS 1 25,000$ $25,000
518,000$
$26,000
$156,000
$700,000
$175,000
$875,000
Capital Improvement Plan Estimate of Probable Cost
Date: August 2024
Fire Hydrant
Traffic Control
Service & System Connections
12" Water Line
Gate Valve
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Project Category:Water
CIP Type:System Improvement Phase: Near Term
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
CONTINGENCY (30%)
Needed for fire
flow.
Project Description:
Upsize existing 8"/10" to 12" along FM 78 from east of Bubbling Springs Rd to end of dead-end line,
approximately 2,300 LF.
SWPPP
Project Number:NT-W8**
MOBILIZATION (5%)
Project Name:FM 78 Water Line Replacement
Justification:
1 LF 4,970 85$ $423,000
2 EA 10 7,000$ $70,000
3 EA 10 8,500$ $85,000
4 EA 100 2,100$ $210,000
5 LF 4,970 190$ $945,000
6 LS 1 15,000$ $15,000
7 LS 1 25,000$ $25,000
1,773,000$
$89,000
$532,000
$2,400,000
$600,000
$3,000,000
Moonlight Meadow Dr & Lost Meadow Dr WL Replacement
SWPPP
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
UNIT
COST TOTAL
Needed for fire
flow.
Project Description:
Upsize existing 4" to 8" along Moonlight Meadow Dr and Lost Meadows Dr north of Schaefer Rd,
approximately 4,970 LF.
Surface Replacement
Traffic Control
Service & System Connections
ITEM NO. ITEM DESCRIPTION
CIP Type:System Improvement
8" Water Line
Gate Valve
Fire Hydrant
UNIT ESTIMATED
QUANTITY
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Date: August 2024
Phase: Near Term
Project Name:
Project Number:NT-W9**
Project Category:Water
Justification:
1 LF 6,670 135$ $901,000
2 EA 14 7,000$ $98,000
3 EA 14 8,500$ $119,000
4 EA 134 2,100$ $281,400
5 LF 6,670 196$ $1,307,320
6 LS 1 19,000$ $19,000
7 LS 1 25,000$ $25,000
$2,751,000
$138,000
$826,000
$3,720,000
$930,000
$4,650,000
SWPPP
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Gate Valve
Fire Hydrant
Surface Replacement
Traffic Control
Service & System Connections
CIP Type:System Improvement
12" Water Line
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Needed for fire
flow.
Project Description:
Upsize existing 8" to 12" along Robin Hood Way, approximately 6,670 LF.
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Date: August 2024
Phase: Near Term
Project Name:Robinhood Way WL Replacement
Project Number:NT-W10**
Project Category:Water
2030 WATER CIP
PROJECTS
1 LF 6,060 170$ $1,030,200
2 EA 13 8,900$ $115,700
3 EA 13 10,700$ $139,100
4 LF 6,060 247$ $1,496,000
5 LS 1 22,000$ $22,000
6 LS 1 32,000$ $32,000
$2,835,000
$142,000
$851,000
$3,830,000
$958,000
$4,788,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
12" Water Line
Gate Valve
Fire Hydrant
Surface Replacement
Traffic Control
Justification:
New 12" loop east of FM 3009, north of IH-35 (approximately 6,060 LF). Supplies new service area.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:12" WL from Tri-County Extension to Cibolo Valley Drive Date: August 2024Project Number:2030-W1
Project Category:Water Phase: 2030CIP Type:Growth
SWPPP
Project Description:
1 LF 1,750 170$ $297,500
2 EA 4 8,900$ $35,600
3 EA 4 10,700$ $42,800
4 LF 1,750 247$ $432,000
5 LS 1 7,000$ $7,000
6 LS 1 32,000$ $32,000
$847,000
$43,000
$255,000
$1,150,000
$288,000
$1,438,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
12" Water Line
Gate Valve
Fire Hydrant
Surface Replacement
Traffic Control
Justification:
Approximately 1,750 LF of 12" along Raf Burnette east of Authority Ln. Supplies new service area.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Raf Burnette Rd 12" WL Improvements Date: August 2024Project Number:2030-W2
Project Category:Water Phase: 2030CIP Type:Growth
SWPPP
Project Description:
1 LF 5,590 110$ $614,900
2 EA 12 3,800$ $45,600
3 EA 12 10,700$ $128,400
4 LF 5,590 239$ $1,337,000
5 LS 1 20,000$ $20,000
6 LS 1 32,000$ $32,000
$2,178,000
$109,000
$654,000
$2,950,000
$738,000
$3,688,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Water Line
Gate Valve
Fire Hydrant
Surface Replacement
Traffic Control
Justification:
New 8" loop north of Lower Seguin Rd, east of Ray Corbett Dr
(approximately 5,590 LF).
Supplies new service area.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:8" WL from Ray Corbett Dr to Lower Seguin Rd Date: August 2024Project Number:2030-W3
Project Category:Water Phase: 2030CIP Type:Growth
SWPPP
Project Description:
Justification:
1 LF 2,960 170$ $503,200
2 LF 9,650 110$ $1,061,500
3 EA 6 8,900$ $53,400
4 EA 20 3,800$ $76,000
5 EA 26 10,700$ $278,200
6 EA 253 2,650$ $670,450
7 LF 12,610 247$ $3,112,000
8 LS 1 46,000$ $46,000
9 LS 1 32,000$ $32,000
$5,833,000
$292,000
$1,750,000
$7,880,000
$1,970,000
$9,850,000ESTIMATE TOTAL PROJECT COST
SWPPP
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
12" Water Line
8" Water Line
12" Gate Valve
Service & System Connections
Traffic Control
Capital Improvement Plan Estimate of Probable Cost
Date: August 2024
Phase: 2030
Project Name:
Project Number:2030-W4**
Project Category:Water
CIP Type:Growth
Trainer Hale Rd 2" WL Replacement & 8" WL Improvement
Upgrades distribution
system to current min.
pipe size (8") to supply
new service area.
Project Description:
Upsize approximately 2,960 LF of 2" to 12" along Trainer Hale Rd east of FM 1518; and 9,650 LF of new 8" loop
north of Trainer Hale Rd, east of FM 1518.
Project Location:
Fire Hydrant
Surface Replacement
8" Gate Valve
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Justification:
1 LF 8,600 110$ $946,000
2 EA 18 3,800$ $68,400
3 EA 18 10,700$ $192,600
4 EA 172 2,650$ $455,800
5 LF 8,600 239$ $2,057,000
6 LS 1 31,000$ $31,000
7 LS 1 32,000$ $32,000
$3,783,000
$190,000
$1,135,000
$5,110,000
$1,278,000
$6,388,000
Boenig Dr S 6" WL Replacement & 8" WL Improvement
SWPPP
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
UNIT COST TOTAL
Needed to meet
growth in area and
provide fire flow.
Project Description:
Upsize approximately 5,300 LF of 6" to 8" along Boenig Dr south of N Graytown Rd, and 3,300 LF new 8" along
future Binz-Engleman Rd.
Surface Replacement
Traffic Control
Service & System Connections
ITEM NO. ITEM DESCRIPTION
CIP Type:Growth
8" Water Line
Gate Valve
Fire Hydrant
UNIT ESTIMATED
QUANTITY
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Date: August 2024
Phase: 2030
Project Name:
Project Number:2030-W5**
Project Category:Water
1 LF 20,000 570$ $11,400,000
2 EA 40 25,700$ $1,028,000
3 EA 40 10,700$ $428,000
4 EA 16 17,700$ $283,200
5 EA 16 23,200$ $371,200
6 LF 20,000 269$ $5,388,000
7 LS 1 72,000$ $72,000
8 LS 1 32,000$ $32,000
$19,003,000
$951,000
$5,701,000
$25,660,000
$6,415,000
$32,075,000
SWPPP
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Project Description: Justification:
Live Oak to IH-35 24" transmission line (approximately 20,000 LF). In progress, pending easement acquisition. Needed to
meet growth and provide redundancy.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Fire Hydrant
Surface Replacement
Traffic Control
ARV (1")
CAV (3")
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Live Oak to IH-35 24" Transmission Main Date: August 2024Project Number:2030-W6
Project Category:Water Phase: 2030CIP Type:Growth
24" Water Line
Gate Valve
1 LS 1 2,518,000$ $2,518,000
2 EA 2 189,000$ $378,000
3 EA 1 126,000$ $126,000
4 LS 1 63,000$ $63,000
$3,085,000
$155,000
$926,000
$4,170,000
$1,043,000
$5,213,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Capital Improvement Plan Estimate of Probable Cost
Project Name:Ware Seguin Pump Station Expansion Phase 1 Date: August 2024Project Number:2030-W7
Project Location:
Phase: 2030CIP Type:Growth
1,000 GPM GW Well
1,000 GPM Pump for PS
VFD
Yard Piping & Other Appurtenances
Project Category:Water
Project Description: Justification:
Ware Seguin Pump Station Improvements Phase 1 - Expand Ware
Seguin to firm pumping capacity of 1,000 gpm, 105 TDH; and new
groundwater well to provide supply to Ware Seguin.
Needed to meet new growth in Ware Seguin area.
ITEM NO.
1 LF 4,300 230$ $991,000
2 EA 9 8,200$ $73,800
3 EA 9 23,100$ $207,900
4 LF 4,300 515$ $2,215,000
5 LS 1 34,000$ $34,000
6 LS 1 68,000$ $68,000
$3,590,000
$180,000
$1,077,000
$4,850,000
$1,213,000
$6,063,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Water Line
Gate Valve
Fire Hydrant
Surface Replacement
Traffic Control
Justification:
4,300 LF of new 8" along IH-10 and Scenic Lake Dr. Needed to meet growth in area.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:IH-10 8" WL Improvements Date: August 2024Project Number:2030-W8
Project Category:Water Phase: 2030CIP Type:Growth
SWPPP
Project Description:
1 EA 2 70,000$ $140,000
2 EA 1 80,000$ $80,000
3 LS 1 19,000$ $19,000
$239,000
$12,000
$72,000
$330,000
$83,000
$413,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" PRV
Connection/Operations Expenses
Justification:
3 new PRVs (2-6", 1-8") to create new pressure zone in southwest part of
system.
Avoids high pressures and improves performance of
Ware Seguin Pump Station.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:PRV Installation for Proposed Southwest Pressure Plane Date: August 2024Project Number:2030-W9
Project Category:Water Phase: 2030CIP Type:System Improvement
Project Description:
6" PRV
1 LF 2,590 170$ $440,300
2 EA 6 8,900$ $53,400
3 EA 6 10,700$ $64,200
4 EA 52 2,650$ $137,800
5 LF 2,590 247$ $639,000
6 LS 1 10,000$ $10,000
7 LS 1 32,000$ $32,000
$1,377,000
$69,000
$414,000
$1,860,000
$465,000
$2,325,000
SWPPP
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Justification:
Upsize 2,590 LF of ex. 6" to 12" along River Rd from FM 78 to Bubbling
Springs Rd to remove bottleneck.
Removes system bottleneck.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Fire Hydrant
Surface Replacement
Traffic Control
Service & System Connections
Project Description:
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:River Rd 6" WL Replacement Date: August 2024Project Number:2030-W10**
Project Category:Water Phase: 2030CIP Type:System Improvement
12" Water Line
Gate Valve
2050 WATER CIP
PROJECTS
1 EA 1 543,000$ $543,000
2 EA 1 272,000$ $272,000
3 LS 1 163,000$ $163,000
$978,000
$49,000
$294,000
$1,330,000
$333,000
$1,663,000
Project Description: Justification:
Corbett Pump Station Expansion - Expand Corbett to 4,000 gpm, 183 TDH
firm capacity.
Prevents low pressures throughout southern part of
system.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
2050CIP Type:System Improvement
2,000 GPM Pump
VFD
Yard Piping & Other Appurtenances
Project Category:Water Phase:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Capital Improvement Plan Estimate of Probable Cost
Project Name:Corbett Pump Station Expansion Date: August 2024Project Number:2050-W1
1 LF 6,290 230$ $1,450,000
2 EA 13 8,200$ $106,600
3 EA 13 23,100$ $300,300
4 LF 6,290 515$ $3,240,000
5 LS 1 49,000$ $49,000
6 LS 1 68,000$ $68,000
$5,214,000
$261,000
$1,565,000
$7,040,000
$1,760,000
$8,800,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Water Line
Gate Valve
Fire Hydrant
Surface Replacement
Traffic Control
Justification:
Approximately 6,290 LF of 8" along FM 2252 and new loop. Supplies new service area.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:FM 2252 8" WL Improvements Date: August 2024Project Number:2050-W2
Project Category:Water Phase: 2050CIP Type:System Improvement
SWPPP
Project Description:
1 EA 2 461,000$ $922,000
2 EA 2 272,000$ $544,000
3 LS 1 147,000$ $147,000
$1,613,000
$81,000
$484,000
$2,180,000
$545,000
$2,725,000
Project Description: Justification:
Ware Seguin Pump Station Improvements Phase 2 - Expand Ware Seguin
to 1,200 gpm, 123 TDH firm capacity.
Prevents low pressures in Ware Seguin area.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
2050CIP Type:System Improvement
1,200 GPM Pump
VFD
Yard Piping & Other Appurtenances
Project Category:Water Phase:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Capital Improvement Plan Estimate of Probable Cost
Project Name:Ware Seguin Pump Station Expansion Phase 2 Date: August 2024Project Number:2050-W3
1 LF 3,270 230$ $754,000
2 EA 7 8,200$ $57,400
3 EA 7 23,100$ $161,700
4 EA 66 5,700$ $376,200
5 LF 3,270 515$ $1,685,000
6 LS 1 26,000$ $26,000
7 LS 1 68,000$ $68,000
$3,129,000
$157,000
$939,000
$4,230,000
$1,058,000
$5,288,000
SWPPP
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Justification:
Upsize 1,590 LF of 6" to 8" along Beck St east of Schertz Pkwy, 1,680 LF
of new 8".
Upgrades distribution system to current min. pipe size
(8") to serve new service area.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Fire Hydrant
Surface Replacement
Traffic Control
Service & System Connections
Project Description:
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Beck St 6" WL Replacement Date: August 2024Project Number:2050-W4
Project Category:Water Phase: 2050CIP Type:System Improvement
8" Water Line
Gate Valve
1 LF 3,100 230$ $715,000
2 EA 7 8,200$ $57,400
3 EA 7 23,100$ $161,700
4 LF 3,100 515$ $1,597,000
5 LS 1 24,000$ $24,000
6 LS 1 68,000$ $68,000
$2,624,000
$132,000
$788,000
$3,550,000
$888,000
$4,438,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Water Line
Gate Valve
Fire Hydrant
Surface Replacement
Traffic Control
Justification:
3,100 LF of new 8" along Raf Burnette east of Authority Ln. Needed to meet growth in area.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Raf Burnette Rd 8" WL Improvements Date: August 2024Project Number:2050-W5
Project Category:Water Phase: 2050CIP Type:Growth
SWPPP
Project Description:
1 EA 1 14,232,000$ $14,232,000
2 LS 1 3,031,000$ $3,031,000
3 LS 1 922,000$ $922,000
4 LS 1 85,000$ $85,000
5 LS 1 6,723,000$ $6,723,000
$24,993,000
$1,250,000
$7,498,000
$33,750,000
$8,438,000
$42,188,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Foundation for GST
Connect to 24" Main
Pump Station
Project Description: Justification:
IH-35 Pump Station (4,000 gpm, 183 TDH firm capacity) and 3.0
MG GST, new connection from SSLGC transmission main to the
Live Oak to IH-35 24" transmission main.
Needed to meet growth in area.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:IH-35 Pump Station & 3.0 MG GST Date: August 2024Project Number:2050-W6
Project Category:Water Phase: 2050CIP Type:Growth
3.0 MG GST
Yard Piping & Pumps for GST
1 LF 2,110 230$ $487,000
2 EA 5 8,200$ $41,000
3 EA 5 23,100$ $115,500
4 LF 2,110 515$ $1,087,000
5 LS 1 17,000$ $17,000
6 LS 1 68,000$ $68,000
$1,816,000
$91,000
$545,000
$2,460,000
$615,000
$3,075,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Water Line
Gate Valve
Fire Hydrant
Surface Replacement
Traffic Control
Justification:
2,110 LF of new 8" along IH-10 and FM 1518. Needed to meet growth in area.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:IH-10 & FM 1518 8" WL Improvements Date: August 2024Project Number:2050-W7
Project Category:Water Phase: 2050CIP Type:Growth
SWPPP
Project Description:
1 LF 2,500 366$ $915,000
2 EA 5 19,000$ $95,000
3 EA 5 23,100$ $115,500
4 EA 50 5,700$ $285,000
5 LF 2,500 531$ $1,329,000
6 LS 1 20,000$ $20,000
7 LS 1 68,000$ $68,000
$2,828,000
$142,000
$849,000
$3,820,000
$955,000
$4,775,000
SWPPP
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Justification:
Upsize 2,500 LF of 8" to 12" along Lower Seguin Rd.Needed for fire flow.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Fire Hydrant
Surface Replacement
Traffic Control
Service & System Connections
Project Description:
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Lower Seguin Rd 8" WL Replacement Date: August 2024Project Number:2050-W8
Project Category:Water Phase: 2050CIP Type:Capacity
12" Water Line
Gate Valve
NEAR TERM
WASTEWATER
CIP PROJECTS
1 LF 6,600 360$ 2,376,000$
2 EA 14 17,000$ 238,000$
3 LF 6,600 214$ 1,413,000$
4 LS 1 19,000$ 19,000$
5 LS 1 25,000$ 25,000$
4,071,000$
$204,000
$1,222,000
$5,500,000
$1,375,000
$6,875,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
24" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Town Creek Phase IV (section 1) with approximately 6,600 LF of 24-inch
gravity line.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Town Creek Phase IV 24" - Section 1 Date: August 2024Project Number:NT-S1
Project Category:Waste Water Phase: Near TermCIP Type:Growth
Project Description: Justification:
1 LF 4,470 130$ 582,000$
2 EA 9 17,000$ 153,000$
3 LF 4,470 214$ 957,000$
4 LS 1 13,000$ 13,000$
5 LS 1 25,000$ 25,000$
1,730,000$
$87,000
$519,000
$2,340,000
$585,000
$2,925,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
12" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Town Creek Phase IV (section 2) with approximately 4,470 LF of 12-inch
gravity line.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Town Creek Phase IV 12" - Section 2 Date: August 2024Project Number:NT-S2
Project Category:Waste Water Phase: Near TermCIP Type:Growth
Project Description: Justification:
1 LF 10,060 360$ 3,622,000$
2 EA 20 17,000$ 343,000$
3 LF 10,060 214$ 2,153,000$
4 LS 1 29,000$ 29,000$
5 LS 1 25,000$ 25,000$
6,172,000$
$309,000
$1,852,000
$8,340,000
$2,085,000
$10,425,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
24" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Town Creek Phase V with approximately 10,060 LF of 24-inch gravity line. Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Town Creek Phase V 24"Date: August 2024Project Number:NT-S3
Project Category:Waste Water Phase: Near TermCIP Type:Growth
Project Description: Justification:
Justification:
1 LF 3,910 200$ 782,000$
2 EA 8 17,000$ 133,000$
3 LF 3,128 100$ 313,000$
4 LS 1 203,000$ 203,000$
5 LF 3,910 205$ 802,000$
6 LS 1 12,000$ 12,000$
7 LS 1 25,000$ 25,000$
2,270,000$
$114,000
$681,000
$3,070,000
$768,000
$3,838,000
Surface Replacement
Traffic Control
SWPPP
ESTIMATE TOTAL PROJECT COST
Lateral Lines
Operational Expenses
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
TOTAL
Anticipated growth
based on Land Use
Plan.
18" Gravity Line
Standard Manhole (60" DIA.)
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST
Project Category:Waste Water
CIP Type:Growth
Project Location:
Project Description:
Lookout Line (8") upsized to 18-inch gravity line (~ 3,910 LF).
Capital Improvement Plan Estimate of Probable Cost
Date: August 2024
Phase: Near Term
Project Name:Upsize Lookout Line
Project Number:NT-S4**
Waste Water
Growth
Justification:
1 LF 3,910 234$ 916,000$
2 LS 1 1,168,800$ 1,168,800$
$2,084,800
UNIT COST TOTAL
18" Gravity Line
Anticipated
growth based on
Land Use Plan.
Project Description:
Tri County Line upsized from 8-inch gravity line to 18-inch gravity line (~ 1,760 LF).
Note: Costs provided by City.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
Remaining Costs
Project Location:
ESTIMATE TOTAL PROJECT COST
Capital Improvement Plan Estimate of Probable Cost
Date: August 2024
Phase: Near Term
Project Category:
CIP Type:
Project Name:Upsize Tri County Line
Project Number:NT-S5**
1 LF 21,680 200$ 4,336,000$
2 EA 43 17,000$ 738,000$
3 LF 21,680 205$ 4,445,000$
4 LS 1 62,000$ 62,000$
5 LS 1 25,000$ 25,000$
9,606,000$
$481,000
$2,882,000
$12,970,000
$3,243,000
$16,213,000
18" Gravity Line
Standard Manhole (60" DIA.)
Project Description:
Project Location:
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
ESTIMATE TOTAL PROJECT COST
Surface Replacement
Traffic Control
SWPPP
Justification:
Cibolo West Main with approximately 21,680 LF of 18-inch gravity line. Anticipated growth based on Land Use Plan.
TOTAL
Project Category:Waste Water Phase: Near TermCIP Type:Growth
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST
Capital Improvement Plan Estimate of Probable Cost
Project Name:Cibolo West Main Date: August 2024Project Number:NT-S6
$13,000,000
Project Location:
ESTIMATE TOTAL PROJECT COST
Project Description: Justification:
Approximately 1,940 LF of 18-inch gravity line serving Hallie’s Cove.
Approximately 12,550 LF of 30-inch gravity line, approximately 5,990 LF of
14-inch force main, and WHC lift station. Cost provided by the City.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: Near TermCIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Woman Hollering Creek Lift Station, Gravity Lines, and Force Main Date: August 2024Project Number:NT-S7
1 LS 1 50,000$ 50,000$
50,000$
$3,000
$15,000
$70,000
$18,000
$88,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Justification:
Tri County LS to go offline. Per City request.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Decommission Tri County Lift Station Date: August 2024Project Number:NT SI-1
Project Category:Waste Water Phase: Near TermCIP Type:Lift Station Removal
Decommission Lift Station
Project Description:
1 LS 1 50,000$ 50,000$
2 LF 2,410 105$ 254,000$
3 EA 5 17,000$ 85,000$
4 LF 2,410 193$ 466,000$
5 LS 1 8,000$ 8,000$
6 LS 1 25,000$ 25,000$
888,000$
$45,000
$267,000
$1,200,000
$300,000
$1,500,000ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Decommission Lift Station
10" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
Justification:
Corbett LS to go offline. Approximately 2,410 LF of 10-inch gravity line
installed to connect to existing system.
Part of the lift station elimination plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Location:
Capital Improvement Plan Estimate of Probable Cost
Project Name:Decommission Corbett Lift Station Date: August 2024Project Number:NT SI-2
Project Category:Waste Water Phase: Near TermCIP Type:Lift Station Removal
SWPPP
Project Description:
1 LS 1 50,000$ 50,000$
2 LS 1 50,000$ 50,000$
100,000$
$5,000
$30,000
$140,000
$35,000
$175,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Decommission Lift Station
Decommission WWTP
Project Description: Justification:
Sedona LS to go offline and Woman Hollering Creek (WHC) WWTP
decommissioned.
Part of the lift station elimination plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: Near TermCIP Type:Lift Station & WWTP Removal
Capital Improvement Plan Estimate of Probable Cost
Project Name:Decommission Sedona Lift Station & Woman Hollering Creek WWTP Date: August 2024Project Number:NT SI-3
2030
WASTEWATER
CIP PROJECTS
1 LF 2,950 107$ 316,000$
2 EA 6 21,400$ 129,000$
3 LF 2,950 239$ 706,000$
4 LS 1 11,000$ 11,000$
5 LS 1 32,000$ 32,000$
$1,194,000
$60,000
$359,000
$1,620,000
$405,000
$2,025,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 2,950 LF of 8-inch gravity line north of Old Wiederstein Rd
and along Hope Ln.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Hope Lane 8" Gravity Line Date: August 2024Project Number:2030-S1
1 LF 1,900 107$ 204,000$
2 EA 4 21,400$ 86,000$
3 LF 1,900 239$ 455,000$
4 LS 1 8,000$ 8,000$
5 LS 1 32,000$ 32,000$
$785,000
$40,000
$236,000
$1,070,000
$268,000
$1,338,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 1,900 LF of 8-inch gravity line along Old Wiederstein Rd
from Dean Rd to vicinity of Kaylee Chase.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Old Wiederstein Road 8"Date: August 2024Project Number:2030-S2
1 LF 3,750 107$ 402,000$
2 EA 8 21,400$ 172,000$
3 LF 3,750 239$ 897,000$
4 LS 1 14,000$ 14,000$
5 LS 1 32,000$ 32,000$
$1,517,000
$76,000
$456,000
$2,050,000
$513,000
$2,563,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 3,750 LF of 8-inch gravity line south of Union Pacific Rail
Road.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Union Pacific Railroad 8" - Section 1 Date: August 2024Project Number:2030-S3
1 LF 500 107$ 54,000$
2 EA 1 21,400$ 22,000$
3 LF 500 239$ 120,000$
4 LS 1 8,000$ 8,000$
5 LS 1 32,000$ 32,000$
$236,000
$12,000
$71,000
$320,000
$80,000
$400,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 500 LF of 8-inch gravity line south of Union Pacific Rail
Road.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Union Pacific Railroad 8" - Section 2 Date: August 2024Project Number:2030-S4
1 LF 2,400 107$ 257,000$
2 EA 5 21,400$ 107,000$
3 LF 2,400 239$ 574,000$
4 LS 1 9,000$ 9,000$
5 LS 1 32,000$ 32,000$
$979,000
$49,000
$294,000
$1,330,000
$333,000
$1,663,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 2,400 LF of 8-inch gravity line along Wiederstein Rd
between Jupe and Quail Ln.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Wiederstein Road 8"Date: August 2024Project Number:2030-S5
1 LF 7,300 107$ 782,000$
2 EA 15 21,400$ 321,000$
3 LF 7,300 239$ 1,746,000$
4 LS 1 27,000$ 27,000$
5 LS 1 32,000$ 32,000$
$2,908,000
$146,000
$873,000
$3,930,000
$983,000
$4,913,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 7,300 LF of 8-inch gravity line, along Schaefer Rd , Lisa
Meadows and Voges pass.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Schaefer Road 8" - Section 1 Date: August 2024Project Number:2030-S6
1 LF 2,800 107$ 300,000$
2 EA 6 21,400$ 129,000$
3 LF 2,800 239$ 670,000$
4 LS 1 11,000$ 11,000$
5 LS 1 32,000$ 32,000$
$1,142,000
$58,000
$343,000
$1,550,000
$388,000
$1,938,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 2,800 LF of 8-inch gravity line along Schaefer Rd west of
FM 1518.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Schaefer Road 8" - Section 2 Date: August 2024Project Number:2030-S7
1 LF 550 107$ 59,000$
2 EA 2 21,400$ 43,000$
3 LF 550 239$ 132,000$
4 LS 1 8,000$ 8,000$
5 LS 1 32,000$ 32,000$
$274,000
$14,000
$83,000
$380,000
$95,000
$475,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 550 LF of 8-inch gravity line along Aranda, north of Chalk
Stem.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Aranda 8"Date: August 2024Project Number:2030-S8
1 LF 3,500 132$ 463,000$
2 EA 7 21,400$ 150,000$
3 LF 3,500 239$ 838,000$
4 LS 1 13,000$ 13,000$
5 LS 1 32,000$ 32,000$
$1,496,000
$75,000
$449,000
$2,020,000
$505,000
$2,525,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
10" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 3,500 LF of 10-inch gravity line west of Weir Rd and north
of Trainer Hale Rd.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Weir Road 10"Date: August 2024Project Number:2030-S9
1 LF 1,350 132$ 179,000$
2 EA 3 21,400$ 65,000$
3 LF 1,350 239$ 323,000$
4 LS 1 8,000$ 8,000$
5 LS 1 32,000$ 32,000$
$607,000
$31,000
$183,000
$830,000
$208,000
$1,038,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
10" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 1,350 LF of 10-inch gravity line along Trainer Hale Rd, east
of E FM 1518 N.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Trainer Hale Road 10"Date: August 2024Project Number:2030-S10
1 LF 4,550 107$ 487,000$
2 EA 10 21,400$ 214,000$
3 LF 4,550 239$ 1,089,000$
4 LS 1 17,000$ 17,000$
5 LS 1 32,000$ 32,000$
$1,839,000
$92,000
$552,000
$2,490,000
$623,000
$3,113,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 4,550 LF of 8-inch gravity line along Ware Seguin Rd west
of FM 1518.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Ware Seguin Road 8"Date: August 2024Project Number:2030-S11
1 LF 500 107$ 54,000$
2 EA 1 21,400$ 22,000$
3 LF 500 239$ 120,000$
4 LS 1 8,000$ 8,000$
5 LS 1 32,000$ 32,000$
$236,000
$12,000
$71,000
$320,000
$80,000
$400,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 500 LF of 8-inch gravity line along E FM 1518 N. Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:FM 1518 8"Date: August 2024Project Number:2030-S12
1 LF 4,000 107$ 428,000$
2 EA 8 21,400$ 172,000$
3 LF 4,000 239$ 957,000$
4 LS 1 15,000$ 15,000$
5 LS 1 32,000$ 32,000$
$1,604,000
$81,000
$482,000
$2,170,000
$543,000
$2,713,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 4,000 LF of 8-inch gravity line north of I-10 E. Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:I-10 8" - Section 1 Date: August 2024Project Number:2030-S13
1 LF 4,350 107$ 466,000$
2 EA 9 21,400$ 193,000$
3 LF 4,350 239$ 1,041,000$
4 LS 1 16,000$ 16,000$
5 LS 1 32,000$ 32,000$
$1,748,000
$88,000
$525,000
$2,370,000
$593,000
$2,963,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 4,350 LF of 8-inch gravity line along Boenig Dr and Ware
Seguin Rd going north.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Boenig Drive 8"Date: August 2024Project Number:2030-S14
1 LF 1,800 107$ 193,000$
2 EA 4 21,400$ 86,000$
3 LF 1,800 239$ 431,000$
4 LS 1 8,000$ 8,000$
5 LS 1 32,000$ 32,000$
$750,000
$38,000
$225,000
$1,020,000
$255,000
$1,275,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 1,800 LF of 8-inch gravity line north of I-10 E and along N
Greytown Rd.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:N Greytown Road 8"Date: August 2024Project Number:2030-S15
Justification:
1 LF 6,500 252$ 1,637,000$
2 EA 13 21,400$ 279,000$
3 LF 5,200 126$ 655,000$
4 LS 1 535,000$ 535,000$
5 LF 6,500 258$ 1,678,000$
6 LS 1 24,000$ 24,000$
7 LS 1 32,000$ 32,000$
4,840,000$
$242,000
$1,452,000
$6,540,000
$1,635,000
$8,175,000ESTIMATE TOTAL PROJECT COST
SWPPP
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
UNIT COST TOTAL
18" Gravity Line
Standard Manhole (60" DIA.)
Lateral Lines
Traffic Control
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
Operational Expenses
Surface Replacement
System Improvement
To resolve 4 SSOs
upstream of
Friesenhahn
LS.
Project Description:
Replacing an existing 8-inch with 18-inch gravity line (~4,900 LF), parallel to Friesenhahn Ln
and an existing 12-inch with 18-inch gravity line (~1,600 LF) immediately upstream of the
Friesenhahn LS.
Capital Improvement Plan Estimate of Probable Cost
2030 SI-1**
Project Category:Waste Water
Project Location:
Date: August 2024
Phase: 2030
Project Name:Friesenhahn West Line WW Upsize
Project Number:
CIP Type:
Justification:
1 LF 1,320 132$ 175,000$
2 EA 3 21,400$ 57,000$
3 LF 1,056 126$ 133,000$
4 LS 1 87,000$ 87,000$
5 LF 1,320 243$ 321,000$
6 LS 1 8,000$ 8,000$
7 LS 1 32,000$ 32,000$
813,000$
$41,000
$244,000
$1,100,000
$275,000
$1,375,000
PS&E & CONSTRUCTION MANAGEMENT (25%)
Traffic Control
10" Gravity Line
Standard Manhole (60" DIA.)
Lateral Lines
Operational Expenses
Surface Replacement
SWPPP
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
Capital Improvement Plan Estimate of Probable Cost
Date: August 2024
Project Category:Waste Water
CIP Type:System Improvement
Project Name:Fairlawn WW Upsize
Project Number:2030 SI-2**
Project Location:
Phase: 2030
To resolve an SSO
upstream of Riata
LS.
Project Description:
Replacing an existing 8-inch with 10-inch gravity line (~1,320 LF) along Fairlawn Ave from
Ashwood Rd to Riata LS.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
ESTIMATE TOTAL PROJECT COST
Justification:
1 LF 1,150 164$ 189,000$
2 EA 2 21,400$ 50,000$
3 LF 920 126$ 116,000$
4 LS 1 81,000$ 81,000$
5 LF 1,150 247$ 284,000$
6 LS 1 8,000$ 8,000$
7 LS 1 32,000$ 32,000$
760,000$
$38,000
$228,000
$1,030,000
$258,000
$1,288,000
PS&E & CONSTRUCTION MANAGEMENT (25%)
Traffic Control
12" Gravity Line
Standard Manhole (60" DIA.)
Lateral Lines
Operational Expenses
Surface Replacement
SWPPP
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
Capital Improvement Plan Estimate of Probable Cost
Date: August 2024
Project Category:Waste Water
CIP Type:System Improvement
Project Name:Cibolo Crossing WW Line Upsize
Project Number:2030 SI-3**
Project Location:
Phase: 2030
To resolve an
SSO near I 35 N.
Project Description:
Replacing an existing 10-inch with 12-inch gravity line (~1,150 LF), south of I-35 N and east of
Hampton Inn & Suites of
Schertz.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
ESTIMATE TOTAL PROJECT COST
Justification:
1 LF 250 164$ 41,000$
2 EA 1 21,400$ 11,000$
3 LF 200 126$ 26,000$
4 LS 1 18,000$ 18,000$
5 LF 250 247$ 62,000$
6 LS 1 8,000$ 8,000$
7 LS 1 32,000$ 32,000$
198,000$
$10,000
$60,000
$270,000
$68,000
$338,000
Traffic Control
12" Gravity Line
Standard Manhole (60" DIA.)
Lateral Lines
Operational Expenses
Surface Replacement
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Capital Improvement Plan Estimate of Probable Cost
Project Category:Waste Water Phase: 2030CIP Type:System Improvement
Project Name:Woodland Oak Drive Replacements Date: August 2024Project Number:2030 SI-4**
Project Location:
Project Description:
Replacing an existing 8-inch with 12-inch gravity line (~250 LF), near Woodland Oak Dr. To resolve an
SSO near
Woodland Oak
Dr.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
ESTIMATE TOTAL PROJECT COST
SWPPP
Justification:
1 LF 3,330 378$ 1,258,000$
2 EA 7 21,400$ 143,000$
3 LF 2,664 126$ 336,000$
4 LS 1 330,000$ 330,000$
5 LF 3,330 263$ 877,000$
6 LS 1 12,000$ 12,000$
7 LS 1 32,000$ 32,000$
2,988,000$
$150,000
$897,000
$4,040,000
$1,010,000
$5,050,000
PS&E & CONSTRUCTION MANAGEMENT (25%)
Traffic Control
21" Gravity Line
Standard Manhole (60" DIA.)
Lateral Lines
Operational Expenses
Surface Replacement
SWPPP
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
Capital Improvement Plan Estimate of Probable Cost
Date: August 2024
Project Category:Waste Water
CIP Type:System Improvement
Project Name:Old Wiederstein WW Upsize
Project Number:2030 SI-5**
Project Location:
Phase: 2030
To increase line
capacity.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Project Description:
Replacing an existing 18-inch with 21-inch gravity line (~3,330 LF), along Old Wiederstein Rd.
ESTIMATE TOTAL PROJECT COST
1 LS 1 4,637,000$ 4,637,000$
$4,637,000
$232,000
$1,392,000
$6,270,000
$1,568,000
$7,838,000
Project Location:
TOTAL
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Upgrade Lift Station (2,750 gpm)
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST
Date:
Capital Improvement Plan Estimate of Probable Cost
August 2024
Project Category:Waste Water
CIP Type:System Improvement
Project Name:Northcliffe Lift Station Upgrade
Project Number:2030 SI-6**
2030Phase:
Northcliffe LS upgrade to firm capacity of 4,500 gpm.
Project Description: Justification:
To follow TCEQ requirement of peak
flow not to exceed firm capacity. This
upgrade is based on buildout flow of
4,485 gpm.
1 LS 1 63,000$ 63,000$
2 LF 420 107$ 45,000$
3 EA 1 21,400$ 22,000$
4 LF 420 239$ 101,000$
5 LS 1 8,000$ 8,000$
6 LS 1 32,000$ 32,000$
271,000$
$14,000
$82,000
$370,000
$93,000
$463,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
SWPPP
Project Description: Justification:
Belmont Park LS to go offline; install approximately 420 LF of 8-inch
gravity line to connect to the line along Livingston Dr.
Per City request.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Decommission Lift Station
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
Project Category:Waste Water Phase: 2030CIP Type:Lift Station Removal
Capital Improvement Plan Estimate of Probable Cost
Project Name:Decommission Belmont Park Lift Station Date: August 2024Project Number:2030 SI-7
1 LF 1,220 252$ 308,000$
2 EA 2 21,400$ 53,000$
3 LF 976 126$ 123,000$
4 LS 1 101,000$ 101,000$
5 LF 1,220 258$ 315,000$
6 LS 1 8,000$ 8,000$
7 LS 1 32,000$ 32,000$
940,000$
$47,000
$282,000
$1,270,000
$318,000
$1,588,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SWPPP
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Traffic Control
18" Gravity Line
Standard Manhole (60" DIA.)
Lateral Lines
Operational Expenses
Surface Replacement
Project Description: Justification:
Replacing an existing 15-inch with 18-inch gravity line (~1,220 LF), east of
Roy Richard Dr and south of Woodland Oaks Dr.
To resolve 2 SSOs near Woodland Oak Dr and
Valencia Ln.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:CCMA System Capacity
Capital Improvement Plan Estimate of Probable Cost
Project Name:Roy Richard Drive Replacements Date: August 2024Project Number:2030 C-1
1 LF 1,780 252$ 449,000$
2 EA 4 21,400$ 77,000$
3 LF 1,424 126$ 180,000$
4 LS 1 147,000$ 147,000$
5 LF 1,780 258$ 460,000$
6 LS 1 8,000$ 8,000$
7 LS 1 32,000$ 32,000$
1,353,000$
$68,000
$406,000
$1,830,000
$458,000
$2,288,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SWPPP
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Traffic Control
18" Gravity Line
Standard Manhole (60" DIA.)
Lateral Lines
Operational Expenses
Surface Replacement
Project Description: Justification:
Replacing an existing 10-inch with 18-inch gravity line (~1,780 LF), north of
Woodland Oaks Dr and east of Valencia Ln.
To resolve 2 SSOs near Woodland Oak Dr
and Valencia Ln.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:CCMA System Capacity
Capital Improvement Plan Estimate of Probable Cost
Project Name:Valencia Lane Replacements Date: August 2024Project Number:2030 C-2
1 LF 5,230 806$ 4,214,000$
2 EA 10 21,400$ 224,000$
3 LF 4,184 126$ 527,000$
4 LS 1 818,000$ 818,000$
5 LF 5,230 292$ 1,528,000$
6 LS 1 19,000$ 19,000$
7 LS 1 32,000$ 32,000$
7,362,000$
$369,000
$2,209,000
$9,940,000
$2,485,000
$12,425,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SWPPP
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Traffic Control
36" Gravity Line
Standard Manhole (60" DIA.)
Lateral Lines
Operational Expenses
Surface Replacement
Project Description: Justification:
Replacing an existing 30-inch with 36-inch gravity line (~5,230 LF), south
of Savannah Dr and north of Live Oak Rd.
To resolve an SSO near Maske Rd.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:CCMA System Capacity
Capital Improvement Plan Estimate of Probable Cost
Project Name:Savannah Drive Replacements Date: August 2024Project Number:2030 C-3
1 LF 5,450 806$ 4,391,000$
2 EA 11 21,400$ 234,000$
3 LF 4,360 126$ 549,000$
4 LS 1 852,000$ 852,000$
5 LF 5,450 292$ 1,592,000$
6 LS 1 20,000$ 20,000$
7 LS 1 32,000$ 32,000$
7,670,000$
$384,000
$2,301,000
$10,360,000
$2,590,000
$12,950,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SWPPP
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Traffic Control
36" Gravity Line
Standard Manhole (60" DIA.)
Lateral Lines
Operational Expenses
Surface Replacement
Project Description: Justification:
Replacing an existing 30-inch with 36-inch gravity line (~5,450 LF), near
Community Cir, from Buffalo Dr to Live Oak Rd.
To resolve 2 SSOs near Maske Rd.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Project Category:Waste Water Phase: 2030CIP Type:CCMA System Capacity
Capital Improvement Plan Estimate of Probable Cost
Project Name:Build Out Project 25 - 36" Schertz Line Date: August 2024Project Number:2030 C-4
2050
WASTEWATER
CIP PROJECTS
1 LF 6,250 230$ 1,441,000$
2 EA 13 46,100$ 600,000$
3 LF 6,250 515$ 3,220,000$
4 LS 1 49,000$ 49,000$
5 LS 1 68,000$ 68,000$
5,378,000$
$269,000
$1,614,000
$7,270,000
$1,818,000
$9,088,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 6,250 LF of 8-inch gravity line north of and along I-35 N. Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2050CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name: I-35 N 8"Date: August 2024Project Number:2050-S1
1 LF 4,460 230$ 1,028,000$
2 EA 9 46,100$ 415,000$
3 LF 4,460 515$ 2,298,000$
4 LS 1 35,000$ 35,000$
5 LS 1 68,000$ 68,000$
3,844,000$
$193,000
$1,154,000
$5,200,000
$1,300,000
$6,500,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 4,460 LF of 8-inch gravity line, along Friesenhahn Ln. Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2050CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Friesenhahn Lane 8"Date: August 2024Project Number:2050-S2
1 LF 3,910 230$ 901,000$
2 EA 8 46,100$ 369,000$
3 LF 3,910 515$ 2,014,000$
4 LS 1 31,000$ 31,000$
5 LS 1 68,000$ 68,000$
3,383,000$
$170,000
$1,015,000
$4,570,000
$1,143,000
$5,713,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 3,910 LF of 8-inch gravity line from Schaefer Rd north
parallel to Authority Ln.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2050CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Schaefer Road 8" - Section 3 Date: August 2024Project Number:2050-S3
1 LF 1,930 230$ 445,000$
2 EA 4 46,100$ 185,000$
3 LF 1,930 515$ 995,000$
4 LS 1 15,000$ 15,000$
5 LS 1 68,000$ 68,000$
1,708,000$
$86,000
$513,000
$2,310,000
$578,000
$2,888,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 1,930 LF of 8-inch gravity line, south of Corbett Junior
High School and north of Lower Seguin Rd.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2050CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Corbett JH 8"Date: August 2024Project Number:2050-S4
1 LF 830 230$ 192,000$
2 EA 2 46,100$ 93,000$
3 LF 830 515$ 428,000$
4 LS 1 8,000$ 8,000$
5 LS 1 68,000$ 68,000$
789,000$
$40,000
$237,000
$1,070,000
$268,000
$1,338,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 830 LF of 8-inch gravity line along Lower Seguin Rd. Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2050CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:Lower Seguin Road 8"Date: August 2024Project Number:2050-S5
1 LF 2,220 230$ 512,000$
2 EA 5 46,100$ 231,000$
3 LF 2,220 515$ 1,144,000$
4 LS 1 18,000$ 18,000$
5 LS 1 68,000$ 68,000$
1,973,000$
$99,000
$592,000
$2,670,000
$668,000
$3,338,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
SWPPP
Project Description: Justification:
Approximately 2,220 LF of 8-inch gravity line north of and parallel to
IH-10.
Anticipated growth based on Land Use Plan.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY
UNIT
COST TOTAL
Project Category:Waste Water Phase: 2050CIP Type:Growth
Capital Improvement Plan Estimate of Probable Cost
Project Name:I-10 8" - Section 2 Date: August 2024Project Number:2050-S6
1 LS 1 865,000$ 865,000$
865,000$
$44,000
$260,000
$1,170,000
$293,000
$1,463,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Upgrade Lift Station (~250 gpm)
Project Description: Justification:
Cypress Point LS upgrade to firm capacity of 1,250 gpm. To follow TCEQ requirement of Peak flow not to
exceed firm capacity. This upgrade is based on
buildout flow of 1,233 gpm.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Project Category:Waste Water Phase: 2050CIP Type:System Improvement
Capital Improvement Plan Estimate of Probable Cost
Project Name:Cypress Point Lift Station Upgrade Date: August 2024Project Number:2050 SI-1
1 LS 1 136,000$ 136,000$
136,000$
$7,000
$41,000
$190,000
$48,000
$238,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Decommission Lift Station
Project Description: Justification:
Schertz Pkwy LS to go offline. To convey flow to a new CCMA's line which will be
built by 2050.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Project Category:Waste Water Phase: 2050CIP Type:Lift Station Removal
Capital Improvement Plan Estimate of Probable Cost
Project Name:Decommission Schertz Parkway Lift Station Date: August 2024Project Number:2050 SI-2
1 LS 1 136,000$ 136,000$
2 LF 2,300 230$ 530,000$
3 EA 5 46,100$ 231,000$
4 LF 2,300 515$ 1,185,000$
5 LS 1 18,000$ 18,000$
6 LS 1 68,000$ 68,000$
2,168,000$
$109,000
$651,000
$2,930,000
$733,000
$3,663,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
SWPPP
Project Description: Justification:
Park LS to go offline; install approximately 2,300 LF of 8-inch
gravity line to connect to the line along E Aviation Blvd.
Per City request.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Decommission Lift Station
8" Gravity Line
Standard Manhole (60" DIA.)
Surface Replacement
Traffic Control
Project Category:Waste Water Phase: 2050CIP Type:Lift Station Removal
Capital Improvement Plan Estimate of Probable Cost
Project Name:Decommission Park Lift Station Date: August 2024Project Number:2050 SI-3
1 LS 1 136,000$ 136,000$
136,000$
$7,000
$41,000
$190,000
$48,000
$238,000
Project Location:
ESTIMATE TOTAL PROJECT COST
SUBTOTAL
MOBILIZATION (5%)
CONTINGENCY (30%)
TOTAL CONSTRUCTION
PS&E & CONSTRUCTION MANAGEMENT (25%)
Decommission Lift Station
Project Description: Justification:
Cover’s Cove LS to go offline. Per City request.
ITEM NO. ITEM DESCRIPTION UNIT
ESTIMATED
QUANTITY UNIT COST TOTAL
Project Category:Waste Water Phase: 2050CIP Type:Lift Station Removal
Capital Improvement Plan Estimate of Probable Cost
Project Name:Decommission Cover's Cove Lift Station Date: August 2024Project Number:2050 SI-4
APPENDIX 30 - CIP
PROJECTS
UTILIZATION
CALCULATIONS
Project Number Project Name
Existing Peak
Flow (gpm)
2030 Peak
Flow (gpm)
2050 Peak
Flow (gpm)
2020-2030 %
Utilization
NT-W1**Bubbling Springs 6" WL Replacement 185.86 269.83 309.94 27%
NT-W2 Corbett Pump Station & 3.0 MG GST N/A N/A N/A N/A
NT-W3 Ware Seguin Pump Station Operational Improvement N/A N/A N/A N/A
NT-W4 12" WL from Ware Seguin to Lower Seguin N/A N/A N/A N/A
NT-W5 Fred Couples to Schwab N/A N/A N/A N/A
NT-W6 Schwab to Eckhardt N/A N/A N/A N/A
NT-W7**Graytown to Pfeil - 32.61 46.93 69%
NT-W8**FM 78 Water Line Replacement 369.10 500.30 589.39 22%
NT-W9**Moonlight Meadow Dr & Lost Meadow Dr WL Replacement 18.83 18.83 18.83 0%
NT-W10**Robinhood Way WL Replacement 46.06 46.06 46.06 0%
2030-W1 12" WL from Tri-County Extension to Cibolo Valley Drive - 316.47 229.95 100%
2030-W2 Raf Burnette Rd 12" WL Improvements - 177.06 200.02 89%
2030-W3 8" WL from Ray Corbett Dr to Lower Seguin Rd - 594.20 613.97 97%
2030-W4**Trainer Hale Rd 2" WL Replacement & 8" WL Improvement - 530.42 568.37 93%
2030-W5**Boenig Dr S 6" WL Replacement & 8" WL Improvement 2.43 117.51 166.63 69%
2030-W6 Live Oak to IH-35 24" Transmission Main - 5,346.49 4,000.00 100%
2030-W7 Ware Seguin Pump Station Expansion Phase 1 600.00 1,000.00 1,200.00 33%
2030-W8 IH-10 8" WL Improvements - 15.11 11.35 100%
2030-W9 PRV Installation for Proposed Southwest Pressure Plane N/A N/A N/A N/A
2030-W10**River Rd 6" WL Replacement 115.65 311.01 335.23 58%
Near Term CIP
System Improvement Projects
City of Schertz
2024 Impact Fee Update
Water CIP Project Growth Utilization Calculations
Proposed 2030 CIP
Growth Projects
N/A indicates that the project is not eligble to be included for impact fees.
Utilizations in red indicate that it is an adjusted value because it was over 100% due to the build out flow occuring in 2030 instead of 2050.
System Improvement Projects
Project
Number Project Name
Existing Peak
Flow (gpm)
2030 Peak Flow
(gpm)
2050 Peak
Flow (gpm)
2020-2030 %
Utilization
NT-S1 Town Creek Phase IV 24" - Section 1 - 33.20 158.4 21%
NT-S2 Town Creek Phase IV 12" - Section 2 - - 11.6 0%
NT-S3 Town Creek Phase V 24"- 33.20 145.5 23%
NT-S4**Upsize Lookout Line 275.40 223.80 256.6 20%
NT-S5**Upsize Tri County Line 273.90 216.00 229.1 25%
NT-S6 Cibolo West Main - 1,052.90 1,262.3 83%
NT-S7 Woman Hollering Creek Lift Station, Gravity Lines, and Force Main - 702.60 785.2 89%
NT SI-1 Decommission Tri County Lift Station N/A N/A N/A N/A
NT SI-2 Decommission Corbett Lift Station N/A N/A N/A N/A
NT SI-3 Decommission Sedona Lift Station & Woman Hollering Creek WWTP N/A N/A N/A N/A
2030-S1 Hope Lane 8" Gravity Line - 59.40 88.50 67%
2030-S2 Old Wiederstein Road 8"- 0.53 10.30 5%
2030-S3 Union Pacific Railroad 8" - Section 1 - 11.60 119.30 10%
2030-S4 Union Pacific Railroad 8" - Section 2 - 5.50 46.10 12%
2030-S5 Wiederstein Road 8"- 160.90 195.00 83%
2030-S6 Schaefer Road 8" - Section 1 - 42.30 128.80 33%
2030-S7 Schaefer Road 8" - Section 2 - 7.20 7.20 100%
2030-S8 Aranda 8"- 3.20 3.20 100%
2030-S9 Weir Road 10"- 597.00 597.60 100%
2030-S10 Trainer Hale Road 10"- 31.90 32.00 100%
2030-S11 Ware Seguin Road 8"- 122.60 126.70 97%
2030-S12 FM 1518 8"- 9.80 24.50 40%
2030-S13 I-10 8" - Section 1 - 67.20 68.10 99%
2030-S14 Boenig Drive 8"- 12.30 42.90 29%
2030-S15 N Greytown Road 8"- 45.70 88.10 52%
2030 SI-1**Friesenhahn West Line WW Upsize 769.20 1,114.10 1,538.10 22%
2030 SI-2**Fairlawn WW Upsize 658.40 722.70 727.20 9%
2030 SI-3**Cibolo Crossing WW Line Upsize 1,439.40 1,382.60 1,576.50 4%
2030 SI-4**Woodland Oak Drive Replacements 784.00 820.60 900.30 4%
2030 SI-5**Old Wiederstein WW Upsize 1,908.30 5,034.00 5,092.50 61%
2030 SI-6**Northcliffe Lift Station Upgrade 3,824.00 4,048.70 4,485.00 5%
2030 SI-7 Decommission Belmont Park Lift Station N/A N/A N/A N/A
City of Schertz
2024 Impact Fee Update
Wastewater CIP Project Growth Utilization Calculations
N/A indicates that the project is not eligble to be included for impact fees.
Utilizations in red indicate that it is an adjusted value because it was over 100% due to the build out flow occuring in 2030 instead of 2050.
Near Term CIP
System Improvement Projects
Growth Projects
System Improvement Projects
Proposed 2030 CIP
Growth Projects
APPENDIX 31 -
OCTAVE METER
SPECIFICATIONS
Master Meter // 101 Regency Parkway // Mansfield, TX 76063 // www.mastermeter.com
Bottom load multi-Jet meters
1
Master Meter’s Multi-Jet meter exceeds
the AWWA C708 standard. With sensitivity
to measure water flowing as low as 1/8
gallon per minute and accuracy unaffected
by common particulates and build-up that
would freeze other types, you can count on
our Multi-Jet technology.
Technical Specifications:
AWWA Standard -Meets or exceeds all sections of AWWA
Standard C-708, most recent revision. Compliant with SDWA,
NSF ANSI 372 and NSF ANSI 61 standards.
Register - Standard Direct Read, DIALOG® 3G AMR System
registers, AccuLinx Encoder, and IP 68 Electrical Output
registers available. Together, an integrated and migratable
technology environment is attained; direct, proximity (touch),
mobile AMR, and Fixed Network AMI.
Register Sealing - Direct Read and DIALOG registers
are permanently sealed with a scratch resistant glass
lens, stainless steel base and wrap-around gasket to
prevent intrusion of dirt or moisture.
Features & Benefits:
• Rugged basket strainer built from advanced polymer
materials for superior wear mitigation.
• Proprietary design produces smooth, laminar flow
profile for improved accuracy
• Award-winning DIALOG 3G register design houses
all vital components - encoder, RF transmitter,
battery and antennae - safely within the register’s
stainless steel and tempered glass enclosure. Free of
external wires, components and connections - the #1
cause of field related issues on competitive
designs.
• Assures compliance with the Safe Drinking Water Act
(SDWA).
• Measures with only one moving part that is hydro-
dynamically balanced on a sapphire bearing to
preserve accuracy and promote a positive bottom line.
• Exceptional performance in passing entrained solids
and operating in environments with high mineral
content.
• Clean, elegant measurement design is highly sensitive
to leaks and low flow while limiting wear for excellent
revenue protection.
Master Meter // 101 Regency Parkway // Mansfield, TX 76063 // www.mastermeter.com
Bottom load multi-Jet meters
2
Accuracy and Head Loss Chart
0 5 10 15 20 25 30 35 40 45 50
ACCURACY%
HEAD LOSS
NO
R
M
A
L
AW
W
A
C
7
0
8
L
O
W 103.0%
101.5%
100%
98.5%
97.0%10 P.S.I.
3/4”5/8”
987
6
54321
1”
5/8 and 3/4”
1”
0
METER
OPERATING
CHARACTERISTIC/DIMENSION 5/8"3/4"
x
7-‐1/2"3/4"
x
9"3/4"
x
9"
x
1"1”
Flow
Rating
(gpm)20 30 30 30 50
Continuous
Flow
(gpm)15 20 20 20 30
Normal
Flow
Range
(gpm)1-‐20 2-‐30 2-‐30 2-‐30 3-‐50
Extended
Low
Flow
(gpm)1/4 1/2 1/2 1/2 3/4
Maximum
Working
Pressure
(psi)150 150 150 150 150
Maximum
Working
Temperature
(F)120 120 120 120 120
Length
(A
below)7-‐1/2"7-‐1/2"9"9"10-‐3/4"
Width
(B
below)3-‐5/8"3-‐5/8"3-‐5/8"3-‐5/8"4"
Height,
standard
register
with
lid
(C
below)5"5"5"5"5-‐1/4"
Height,
bottom
to
center
line
(D
below)1-‐1/2"1-‐1/2"1-‐1/2"1-‐1/2"1-‐3/4"
Weight
(lbs)3.95 4.0 4.1 4.6 5.25
Packed
To
Carton 6 6 6 4 4
Carton
Weight
(lbs)25.1 25.4 26 19.8 22.4
Technical Specs (Cont’d):
• Register Unit - Registration available in U.S. gallons, cubic
feet or cubic meters.
• Test Circle - Large center sweep hand with one hundred
(100) clearly marked gradations on the periphery of the
dial face (available on Direct Read and DIALOG 3G
registers).
• Design/Operation - Velocity-type flow measurement.
Water that is evenly distributed by multiple converging
inlet ports flows past an impeller in the measuring
chamber, creating an impeller velocity directly
proportional to water flow rate. The meter’s register
integrates that velocity into totalized flow.
An inherent advantage for this design is unparalleled
wear mitigation leading to sustained revenues.
The register assembly is removable under line pressure
permitting seamless, simplified upgrades in
reading technology.
• Strainer - A rugged, 360-degree advance polymer
basket strainer protects the critical measuring
element from damage. The unique strainer design
smoothes the flow of water entering into the meter
creating a laminar flow that is gentle on the meter’s
internal components. Tough materials operating in a
smooth, balanced environment enable the meters
to perform more accurately over time. Utilities’
investments last longer while capturing more revenue.
• Measuring Chamber - The measuring chamber housing
and measurement element are built with an advanced
synthetic polymer. Measurement surfaces are not
wear surfaces, providing sustained accuracy despite
the presence of entrained solids in the water. A long
life, synthetic sapphire bearing serves as a wear
surface with radially balanced water flows. The
chamber housing is constructed in two parts to
allow access to the impeller. Bottom plates available in
Bronze, Cast Iron (CI) or Engineered Plastic.
B
D
C
A
Master Meter // 101 Regency Parkway // Mansfield, TX 76063 // www.mastermeter.com 1
OCTAVE ULTRASONIC METER®
Features & Benefits:
• Grade 316 Stainless Steel (2"-8") or Epoxy Coated
Ductile Iron (10"-12") body design provides full
compliance with ANSI/NSF 372 (AB1953 or NSF61G).
• No moving parts. Minimal flow intrusion. Enduring
accuracy.
• Easy to install Floating Flanges on 2"-8" and Integrated
Flanges on 10"-12".
• No required strainer.
• Wide beam ultrasonic measurement sensors for high
accuracy and reliable operation.
• Industry standard communication protocol for
integration with most third-party AMR/AMI systems.
• Active leak, burst, reverse flow, empty pipe,
measurement failure, and low battery. LCD also displays
rate of flow and water temperature.
• Ruggedized NEMA 6P/IP-68+ construction; fully
submersible design.
• Designed to meet standards for both North American
and International C&I water meters.
• Optional flow measurements; Forward Only, Net
Volume or Alternating Display (Forward and Reverse
Consumption displayed separately).
Octave brings the latest in ultrasonic metering
technology to Commercial/Industrial (C&I)
water meters and puts precise measurement
where the real flows exist. An excellent
alternative to mechanical compound,
single-jet, floating ball, fire-service type and
turbine meters, Octave excels at maintaining
sustained accuracy for the life of the meter
while providing smart AMR capabilities.
Technical Specifications:
Working Pressure - 175 PSI
Liquid Temperature - 33° - 122 °F
Metrological Characteristics - Meets ANSI/AWWA Standards
C715-18, C750-19, ISO 4064 rev. 2014
Configuration - Compact-Display built into unit
Power Source - 2 x D Size Lithium Thionyl Chloride batteries -
10 year warranted life time
Environmental Protection - NEMA 6P+ (IP68+), Ambient operation
temp. -13 °F / +131 °F for the display
Display Units - Multi line 12 digit LCD (Programmable USG, Cubic
Feet, Cubic Meters, Acre Feet for volume and GPM, Lt/s, or M³/h for
rate of flow)
Output - Programmable Encoder, Pulse, 4-20, or Modbus; Optional
dual output available in encoder + pulse
Available in sizes 1.5", 2", 3", 4", 6", 8", 10", and 12"
UL Certification is available on 1.5" through 8" only.
FM Approval is available on all sizes.
Master Meter // 101 Regency Parkway // Mansfield, TX 76063 // www.mastermeter.com 2
OCTAVE ULTRASONIC METER®
Performance Data & Dimensions
NOTE — For Performance charts please see Engineering Document - Octave | Version 10.17.
v1202.20F
1.5"x13"2"x10"2"x15.25"2"x17"
(40 mm)(50 mm)(50 mm)(50 mm)
250 GPM 250 GPM 250 GPM 250 GPM
(57 m3/h)(57 m3/h)(57 m3/h)(57 m3/h)
0.50 – 250 GPM 0.50 – 250 GPM 0.50 – 250 GPM 0.50 – 250 GPM
(0.11 – 57 m3/h)(0.11 – 57 m3/h)(0.11 – 57 m3/h)(0.11 – 57 m3/h)
0.25 GPM 0.25 GPM 0.25 GPM 0.25 GPM
(0.06 m3/h)(0.06 m3/h)(0.06 m3/h)(0.06 m3/h)
13"10"15.25"17"
(330 mm)(250 mm)(390 mm)(432 mm)
5-3/4"5-3/4"5-3/4"5-3/4"
(146 mm)(146 mm)(146 mm)(146 mm)
6-3/4"6-3/4"6-3/4"6-3/4"
(172 mm)(172 mm)(172 mm)(172 mm)
2-1/8"2-1/8"2-1/8"2-1/8"
(54 mm)(54 mm)(54 mm)(54 mm)
20 lbs 15 lbs 22 lbs 24 lbs
(9 kg)(7 kg)(10 kg)(11 kg)
• +/- 1.5% in the Normal Operating Range
• +/- 5% in the Extended Low Flow
Height
Height from Center Pipe
Weight
* In the water temperature of 45° to 85° F (7° to 30° C), meter consumption is accurately measured at:
Octave Operating Characteristics and Dimensions
Safe Maximum Operating Capacity
Normal Operating Range (98.5% - 101.5% Accuracy)*
Extended Low Flow (95% - 105% Accuracy)
Length
Width
3"4"6"8"10"12"
(80 mm)(100 mm)(150 mm)(200 mm)(250 mm)(300 mm)
500 GPM 1,000 GPM 1,600 GPM 2,800 GPM 5,500 GPM 5,500 GPM
(114 m3/h)(227 m3/h)(363 m3/h)(636 m3/h)(1,250 m3/h)(1,250 m3/h)
1 – 500 GPM 1.5 – 1,000 GPM 3 – 1,600 GPM 5 – 2,800 GPM 14 – 5,500 GPM 14 – 5,500 GPM
(0.23 – 114 m3/h)(0.34 – 227 m3/h)(0.68 – 363 m3/h)(1.5 – 636 m3/h)(3.2 – 1,250 m3/h)(3.2 – 1,250 m3/h)
0.5 GPM 0.75 GPM 2 GPM 4 GPM 8 GPM 8 GPM
(0.11 m3/h)(0.17 m3/h)(0.45 m3/h)(0.9 m3/h)(1.8 m3/h)(1.8 m3/h)
12"14"18"20"17-3/4"19-3/4"
(305 mm)(356 mm)(457 mm)(508 mm)(451 mm)(502 mm)
7-1/2"9"11"13-1/2"16"19-3/4"
(190 mm)(229 mm)(280 mm)(343 mm)(406 mm)(502 mm)
8-1/2"9-7/8"10-7/8"12-7/8"16-1/2"19-3/4"
(216 mm)(250 mm)(276 mm)(327 mm)(419 mm)(502 mm)
3-1/2"4-1/2"5-1/8"6-3/8"8"9-7/8"
(90 mm)(115 mm)(130 mm)(162 mm)(203 mm)(251 mm)
23 lbs 35 lbs 51 lbs 78 lbs 150 lbs 210 lbs
(10.5 kg)(16 kg)(23 kg)(35 kg)(68 kg)(96 kg)
• +/- 1.5% in the Normal Operating Range
• +/- 5% in the Extended Low Flow
Height
Height from Center Pipe
Weight
* In the water temperature of 45° to 85° F (7° to 30° C), meter consumption is accurately measured at:
Octave Operating Characteristics and Dimensions
Safe Maximum Operating Capacity
Normal Operating Range (98.5% - 101.5% Accuracy)*
Extended Low Flow (95% - 105% Accuracy)
Length
Width
MMPCS090111
The Octave vs. Compounds & Turbines
Product Comparison Sheet
The origin of the modern day turbine meter dates back to the late 18th century and has evolved into a reliable way of measuring high volumes of water. Since 1914 compound meters have served a place in the market by capturing
unaccounted for water in many applications when compared to traditional turbine meters. While changes in both designs have improved meter accuracy there is still room for improvement due to poor low flow
registration (in turbines), costly repairs, head loss, decreased accuracy in the changeover flow rates (in compounds), and short term sustained accuracy. With the introduction of the Octave ultrasonic water meter, the industry now has a
meter capable of accurately measuring both high volume water usage while still capturing low flows and providing leakage alerts with none of the limitations of a compound or turbine.
Benefits:
1. No moving parts: Compound meters require water to be measured through 2 separate measuring elements; one for high flows and a secondary meter for low flows. In addition the compound meter requires an
automatic valve mechanism for diverting flow through the appropriate measuring device. Traditional compound meters can have upwards of 50-75 moving parts. Turbine meters have one measuring element for capturing intermediate and high flows. Most turbine meters can have upwards of 25 moving parts. The Octave meter has absolutely no moving parts and thus eliminates the need of any maintenance or repair
or the requirement of installing a strainer. However if the utility would like to prevent larger suspended particles from entering the customer’s line a strainer may be installed without adversely affecting the meter.
2. Sustained meter accuracy: As with all mechanical devices, compound and turbine meters are subject
to damage or wear which has a negative effect on meter accuracy and the utility’s revenue. Using the latest in ultrasonic transit time technology the Octave meter is capable of maintaining new meter accuracy for the life of the meter without the need for calibration or routine maintenance. 3. Low flow accuracy & starting flow: With flow sensitivity starting as low as 1/16 gpm, the Octave is the only solid state meter capable of matching the minimum test flow rates of the AWWA standard for compound meters (2”
– 4”) and far exceeds the low flow rates of the AWWA standard for typical turbines (all sizes). Size Octave Low Flow *C701 Low Flow ** C702 Low Flow
2” ¼ gpm @ 95% 4 gpm @ 98.5% ¼ gpm @ 95%
3” ½ gpm @95% 8 gpm @ 98.5% ½ gpm @ 95 %
4” ¾ gpm @95% 15 gpm @ 98.5% ¾ gpm @ 95%
6” 2 gpm @ 95% 30 gpm @ 98.5% 1 ½ gpm @ 95%
8” 4 gpm @ 95% 50 gpm @ 98.5% 2 gpm @ 95%
*C701 is the AWWA Standard for Cold Water Meters, Turbine Type **C702 is the AWWA Standard for Cold Water Meters, Compound Type
4. No changeover: An inherent weakness with compound meters is the point when flow begins to changeover from one chamber to the other. Depending on the make and model, meter accuracy can drop as low as 90% on older compound models and approximately 94% - 97% on newer compound models. The Octave eliminates changeover and provides optimal meter accuracy at all flow that should result in more revenue for the utility. 5. High flow: Occasionally a compound is not the right meter for the job when a customer’s flow demand exceeds the meter’s safe maximum flow. To prevent unwanted wear to the compound the utility would
typically install a turbine meter and hope the customer was not also operating below the meter’s low flow capacity during non-peak demand.
The Octave meter allows you to accurately measure both low and high flows without sacrificing meter accuracy.
MMPCS090111
Size Octave Safe Maximum Flow *C701 Safe Maximum Flow *C701 % of Improvement **C702 Safe Maximum Flow **C702 % of Improvement
2” 250 gpm 190 gpm 24% 160 gpm 36% 3” 500 gpm 435 gpm 13% 350 gpm 30%
4” 1,000 gpm 750 gpm 25% 600 gpm 40% 6” 1,600 gpm 1,600 gpm 20% 1,350 gpm 32.5% 8” 2,800 gpm 2,800 gpm 20% 1,600 gpm 54.3%
*C701 is the AWWA Standard for Cold Water Meters, Turbine Type **C702 is the AWWA Standard for Cold Water Meters, Compound Type 6. Head loss: With no internal parts to cause friction the Octave by design decreases head loss which in turn lowers pumping costs for the utility and decreases the number of complaints of poor pressure by the customer. Compared to a typical compound meter, the head loss of the Octave can decrease head loss by up to 93% at
comparable flow rates and up to 90% in turbines.
At C701 Safe Max Flow Improvement At C702 Safe Max Flow Improvement Size Turbines vs. Octave vs. Turbines Compounds vs. Octave vs. Compounds
2" 5.08 PSI 0.80 PSI 84% 7.05 PSI 0.74 PSI 90%
3" 5.44 PSI 2.00 PSI 63% 6.88 PSI 1.15 PSI 83%
4" 7.30 PSI 3.00 PSI 59% 8.90 PSI 1.89 PSI 79%
6" 6.14 PSI 0.69 PSI 89% 8.32 PSI 0.55 PSI 93% 8" 3.48 PSI 1.87 PSI 46% 7.70 PSI 0.66 PSI 91%
#Head loss improvements are determined by taking an average head loss for each meter type at the Safe Maximum Flow per the applicable standard then comparing it to the Octave at the same rate of flow. Results
vary based on the specific model when compared to the Octave. 7. Meter Oversizing / Undersizing / Improper Application: Lost revenue and/or meter damage can occur if the meter is not sized properly or if the meter installed is not best suited for the customer’s usage profile. The Octave operates well in almost every application, eliminating the question of which meter to use or what size to use.
8. Technology: The Octave comes with built in standard display alerts such as leak detection, flow direction, empty pipe, and battery level icon, and offers the scalability to include data logging, impact alerts such as tampering, backflow, theft and zero consumption when connected to Master Meter’s XTR endpoint. The
technology advantages of the Octave far exceed the capabilities of today’s compound and turbine meters. 9. Weight: Less parts needed to build a meter equates to manufacturing a meter that weighs considerably less than compounds and turbines resulting in reducing the number of field staff and equipment needed to install or replace meters and environmental benefits such as reducing your carbon footprint.
Size Octave Weight ##Turbine Avg. Weight Improvement vs. Turbine ##Compound Avg. Weight Improvement vs. Compound 2" 26 lbs 25 lbs +4% 39 lbs 33%
3" 36 lbs 40 lbs 10% 68 lbs 47% 4" 48.5 lbs 54 lbs 10% 86 lbs 44%
6" 99 lbs 108 lbs 8% 155 lbs 36% 8" 136 lbs 186 lbs 27% 379 lbs 64% ## Comparisons of weight are between various compound and turbine models. The level of improvement was
based on average weight per size and type. Results vary based on the specific model when compared to the Octave.
10. Price: For all of these added features you would expect to pay much more for a superior product but that
is not the case. Priced between a turbine and a compound the Octave exceeds all the advantages of a traditional compound or turbine.
Octave Installation
Guide
Category: C & I Metering
Type: Installation Manual
Issue: Operation
Version 01.19
Master Meter, Inc. 101 Regency Parkway, Mansfield, TX 76063 T: 817-842-8000 MasterMeter.com Page 2 of 16
Table of Contents Octave Installation Manual
1 General Information Page 1. Introduction 3 2. Package Contents 3 3. General Safety 3 4. Unpacking Instructions 3 2 Technical Data 1. Measurement Method 4 2. Mechanical Data 4 3. Dimensions and Scaled Drawings 5 4. Performance Data 5 5. Pressure Loss Charts 6 3 Installation Requirements 1. Pre-Installation 7 2. Handling the Octave 7 3. Installation Notes 7 4. Installation Location & Position 8 5. Additional Installation Requirements 9 4 Register Display and Output 1. Digital Display 10 2. Pulse Output (Open Drain) 11 3. Pulse Output (SSR Dry Contact) 12 4. 4-20 mA (Analog) 13 5. Encoder Output (Serial) 14 6. No Output (Manual read) 14 7. Installation of Output Module 15 8. Wire Connectivity Chart 16
Master Meter, Inc. 101 Regency Parkway, Mansfield, TX 76063 T: 817-842-8000 MasterMeter.com Page 3 of 16
Octave Installation Manual Chapter 1 – General Information
1.1 Introduction
Thank you for choosing Master Meter’s Octave Ultrasonic Meter. This unique design delivers precise flow measurement without any moving parts for long life, sustained accuracy and exceptional performance. The following information within this guide will help you gain a better understanding of the many features and capabilities your new Octave Ultrasonic meter has to offer.
1.2 Package Contents and Documentation • One complete Octave Ultrasonic Flow Meter (meter body with integral electronics), size as indicated on the
packaging box.
• Octave User Installation Guide
• Certificate of calibration data (adhered to the inside of the meter lid)
• (Optional) If specified at the time of order; one output module
1.3 General Safety
Prior to installation of your new Octave Ultrasonic Meter please consider the following; • Do not install, operate or maintain this flow meter without reading, understanding and following the
factory-supplied instructions. Otherwise, injury or damage may result.
• Read instructions carefully before beginning installation and save them for future reference.
• Observe all warnings and instructions marked on the product.
• Consider handling and lifting instructions to avoid damage.
• If the product does not operate normally, refer to the service instructions or to a qualified Master Meter
representative.
• There are no operator-serviceable parts inside this product.
1.4 Unpacking Instructions and Inspection
This product has been thoroughly inspected and tested prior to shipment and is ready for operation. After carefully unpacking the meter, inspect all contents for shipping damage before attempting to install. If here is any indication of physical damage found, immediately contact the responsible transportation service and your local Master Meter representative. Note: The LCD display remains active for the life of the meter. If the
display is not on, this may be an indication of damage during shipment.
Master Meter, Inc. 101 Regency Parkway, Mansfield, TX 76063 T: 817-842-8000 MasterMeter.com Page 4 of 16
Octave Installation Manual Chapter 2 – Technical Data
2.1 Measurement Method The Octave’s measurement method is based on an ultrasonic, transit time, dual beam sensor array which
determines the length of time it takes an ultrasonic sound wave to travel the distance between the two sensors located in the meter’s body. The two sensors function as both the transmitter and the receiver, each one alternating these functions so that the ultrasonic wave travels both with and against the direction of the flow. Ultrasonic waves travel slower against the flow than with the flow, thus the time difference of two waves traveling with and against the flow leads to determining the velocity and volume of the water. Note: These sensors are ultra-sensitive; they are not designed to be modified by the user. Any modifications void warranty on this product. • The Octave ultrasonic flow meter is a battery-powered, precision flow meter designed for linear, bidirectional flow measurement of water. • Flow measurement data is communicated through the output module. • The Octave can be set up for a wide range of applications.
2.2 Mechanical Data
Maximum Working Pressure 175 PSI
Liquid Temperature 32.1° F - 122° F (0.1° C to 50° C)
Referenced Standards Meets ANSI / AWWA Standard C715-18 & C750-10; ISO 4064 rev. 2005
Configuration Compact - Display built into unit
Power Source 2 x D size Lithium Thionyl Chloride batteries - 10 year warranted life time
Environmental Protection NEMA 6P (IP68), Ambient operation temperature -13° F to 131° F (- 25° C to 55° C)
Data Units Multi-line 12 digit Liquid Crystal Display (LCD) - Programmable USG,
Imperial Gallons, Cubic Feet, Cubic Meters, Barrels, Acre Feet or Acre Inch for Volume and GPM, Lt/s,Lt/m or M3/h for rate of flow.
Volume Display Options 1. Net Volume (Forward measurement minus reverse) 2. Forward Only 3. Alternating Flow (Forward and Reverse flow displayed separately)
Flanges
ANSI / AWWA C702
• 2” Oval Type – Cast Iron Floating Flange
• 3” – 8” Round Type – Cast Iron Floating Flange
• 8 – 12” Round Type – Cast Iron Fixed Flange
Meter Body Construction 2” – 8” Grade 316 Stainless Steel 10” – 12” Ductile Iron Epoxy Coated
Output (optional)
1. Dual Digital Pulses (Open Drain or Dry Contact) 2. 4-20 mA (Powered loop) 3. Encoder Output (up to 8 digit encoded readings)
Certifications/Listings
• UL Certified – Safety US EX29710 on 2” – 8” Stainless Steel Floating Flange
• FM Approved on 2” – 12” Stainless Steel and Ductile Iron
• ANSI / NSF 372 (AB1953 or NSF61G)
Master Meter, Inc. 101 Regency Parkway, Mansfield, TX 76063 T: 817-842-8000 MasterMeter.com Page 5 of 16
Octave Installation Manual Chapter 2 – Technical Data
2.3 Dimensions
2.4 Performance Data
Model
2" x 10"2"x13"2"x15.25"2"x17"3"4"6"8"10"12"
(50 mm)(50 mm)(50 mm)(50 mm)(80 mm)(100 mm)(150 mm)(200 mm)(250 mm)(300 mm)
10"13"15.25"17"12"14"18"20"17 3/4"19 3/4"
(250 mm)(330 mm)(390 mm)(432 mm)(305 mm)(356 mm)(457 mm)(508 mm)(451 mm)(502 mm)
5 3/4"5 3/4"5 3/4"5 3/4"7 1/2"9"11"13 1/2"16"19 3/4"
(146 mm)(146 mm)(146 mm)(146 mm)(190 mm)(229 mm)(280 mm)(343 mm)(406 mm)(502 mm)
6 3/4"6 3/4"6 3/4"6 3/4"8 1/2"9 7/8"10 7/8"12 7/8"16 1/2"19 3/4"
(172 mm)(172 mm)(172 mm)(172 mm)(216 mm)(250 mm)(276 mm)(327 mm)(419 mm)(502 mm)
2 1/8"2 1/8"2 1/8"2 1/8"3 1/2"4 1/2"5 1/8"6 3/8"8"9 7/8"
(54 mm)(54 mm)(54 mm)(54 mm)(90 mm)(115 mm)(130 mm)(162 mm)(203 mm)(251 mm)
150 lbs.210 lbs.
(68 kg)(96 kg)
15 lbs 20 lbs 22 lbs 24 lbs 23 lbs 35 lbs.51 lbs. 78 lbs.
(7 kg)(9 kg)(10 kg)(11 kg)(10.5 kg)(16 kg)(23 kg)(35 kg)
2" Octave is offered in 10" length with an optional add-on of a 3", a 5.25" or a 7" spool. Gaskets, nuts, bots, & washers are included in weights of 13", 15.25" and 17".
Octave
-
-
C - Center Pipe
Height
Weight -
Stainless Steel
Weight -
Ductile Iron
-
-------
W - Width
H - Height
Nominal Size
L - Length
Solid FlangeFloating Flanges
Octave Extended Low Flow Normal Flow Range ‡ Continuous Linearity Range
Nominal Size 95% - 105% Accuracy 98.5% - 101.5% Accuracy Safe Max Flow +/- 0.5% Maximum Deviation
inch (mm)GPM (Lt/s)GPM (Lt/s)GPM (Lt/s)GPM (Lt/s)
2"(50mm)1/4(.016)1/2 - 250(.032 - 15.77)250(15.77)4 - 200(.25 - 12.62)
3"(80 mm)1/2(.032)1 - 500(.06 - 31.54)500 (31.54)5 - 350(.32 - 22.08)
4"
(100 mm)
3/4
(.047)
1-1/2 - 1,000
(.09 - 63.09)
1000
(63.09)
15 - 700
(.94 - 44.16)
6"
(150 mm)
2
(.13)
3 - 1,600
(.19 - 100.94)
1,600
(100.94)
20 - 1,150
(1.26 - 72.55)
8"(200 mm)4(.25)5 - 2,800(.32 - 176.65)2,800(176.65)50 - 2,000(3.15 - 126.18)
10"
(250 mm)
8
(.50)
14 - 5,500
(.88 - 346.99)
5,500
(346.99)
400 - 4,000
(25.24 - 252.36)
12"
(300 mm)
8
(.50)
14 - 5,500
(.88 - 346.99)
5,500
(346.99)
400 - 4,000
(25.24 - 252.36)
‡ Continuous Safe Max Flow ranges listed for the Octave are for accurate flow measurement only and do not limit the Octave from meeting the Short-term Deluge Flow for fire services.
Master Meter, Inc. 101 Regency Parkway, Mansfield, TX 76063 T: 817-842-8000 MasterMeter.com Page 6 of 16
Octave Installation Manual Chapter 2 – Technical Data
2.5 Pressure Loss Charts
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Octave Installation Manual Chapter 3 – Installation Requirements
3.1 Pre-Installation
Prior to installation check the following: • Flow rate and volume units are correctly programmed. • The flow meter is correctly installed per the installation location and position recommendations. • Output modules are correctly attached.
3.2 Handling of Octave IMPORTANT: • DO NOT use chains or wire cable to lift the Octave. To protect the epoxy coating, only
use a nylon lifting strap with appropriate weight capacity. • DO NOT lift the Octave by the electronic housing unit. • DO NOT carry the Octave by its lid. • DO NOT use bolt holes for grip when carrying the Octave. • DO NOT position the flow meter on its electronic housing unit. • When bolting the meter to pipe flanges, use washers on both nuts and bolts to protect the epoxy coating of the Octave. • When handling the flow meter avoid hard blows, jolts or impact. 3.3 Installation Notes
The measuring tube should be completely full at all times for proper flow measurements. When sensors are not wet this will show a loss of signal. Though this will not cause damage to the meter, it will however not measure flow. FLOW DIRECTION: The Octave is a bi-directional flow meter. Note the indicating arrow for forward and backward flows. Master Meter recommends keeping the lid closed in case of direct sunlight exposure. However, no direct damage will occur while the lid is open temporarily. Do not expose the meter to excessive vibration. To prevent this from occurring, support the connection pipe spools on both ends of the flow meter. To avoid measuring errors due to air or an empty pipe, please observe the following precautions: • Installation of the flow meter should be at the lowest point of the system, if possible, since air will be collected at the highest point of a system. • If possible, maintain positive back pressure in meter outlet piping. • In order to avoid cavitation, always install control valves downstream of the flow meter and never install the flow meter on a pump suction side.
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Octave Installation Manual Chapter 3 – Installation Requirements
3.4 Installation Location & Position
Proper Installation
Improper Installation Conditional Installation
Recommended: If this is not the highest point in the system or a hydraulic jump has been installed to keep the flow meter full. The system has back pressured. Not recommended: If this is the highest point in a system or if pipeline and/or flow meter is subject to being emptied between uses avoid this installation.
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Octave Installation Manual Chapter 3 – Installation Requirements
3.5 Additional installation requirements
Two (2) pipe diameters before & after elbows (90°) Minimum of two (2) pipe diameters before or after isolation valves Open bore valves, such as resilient wedge gate valves can be bolted directly to the meter.
Minimum of ten (10) pipe diameters after pump discharge. Minimum of two (2) pipe diameters before tee connections, including test tees.
Minimum of two (2) pipe diameters before or after strainers for ISO version Octaves (primarily sold outside North American Market). AWWA length Octaves (primarily sold in North American markets) may be bolted directly to a strainer.
Two (2) pipe diameters before and after elbows (90°) in vertical installations
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Octave Installation Manual Chapter 4 – Register & Output Mode
4.1 Digital Display The Octave meter comes with a factory programmable digital display built to your specifications. At the time
of order you can select:
• Volume units in US gallons, Imperial gallons, Cubic Feet, Cubic Meters, Barrels, Acre Feet or Acre Feet o US Gallons will display a constant GAL on the LCD o Imperial Gallons will display a constant IGAL on the LCD
• Rate of flow measurement in US Gallons per Minute, Imperial Gallons per Minute, Liters per Second, Liters per Minute or Cubic Meters per Hour • A programmable decimal with flow measurement as low as 1/1000th of a measurement unit. • Single output mode in either encoder (UI1203), digital pulse (open drain or dry contact), 4-20 mA, or no output mode
• Dual output mode (optional) in encoder + open drain digital pulse
• Volume Display Option in either Net Flow, Forward Only, or Alternating. o Net Volume – The meter measures both forward and reverse flow. If backward flow is detected, the totalizer will begin to decrease.
o Forward Flow Only – The meter measures forward flow only. Reverse flow is disregarded. o Alternating Flow – The totalizer will display only forward flow, then toggle to display only reverse flow. The timing of the how long each measurement is displayed is programmable with this software version.
Flow Direction Communication Volume Units
Flow Rate Units Empty Pipe / Error Pulse Resolution
Accumulation Mode Water Temperature Alarms / Alerts
Additional Output Modes
Sleep Mode – After 24 hours of an empty
pipe the meter will switch to sleep pipe.
Checksum – After 1 minute of no flow, the
meter will flash a series of letters and numbers
in place of the rate of flow to show the
checksum of the software version.
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Octave Installation Manual Chapter 4 – Register & Output Mode
4.2 Pulse Output (Open Drain)
Pulse Type: Open Drain that allows current loading of 200 mA, and up to 30 VDC.
Output Type Open drain
Cable Length - Supplied 9 feet
Maximum Cable Length* 1,640 feet
Maximum Supply Voltage 30 VDC
Wire Color Function
Long cable
Red Pulse Out #1
Green Pulse Out #2
Black Common
Bare Wire Shield
Pulse Module Wire Colors Output Characteristics
Warning: Signal connection polarity is mandatory * The maximum cable length depends on: cable type, controller, and electrical noise level.
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Octave Installation Manual Chapter 4 – Register & Output Mode
4.3 Pulse Output (SSR Dry Contact)
Pulse Type: Dry Contact that allows current loading of 120 mA, and up to 35 volts.
Output Type SSR Dry Contact
Cable Length - Supplied 9 feet
Maximum Cable Length* 1,640 feet
Output Voltage max. + 400 (V)
Output Current max. 120 mA (.12 A)
Supply Voltage 3-35 VDC
Wire Color Function
Long cable
Red Output #1
Orange Output #1
Black Output #2
Brown Output #2
Short cable
Red 24V +
Black 24V -
Yellow GROUND
Pulse Module Wire Colors Output Characteristics
Warning: Signal Polarity is mandatory on Short Cable wires but is not mandatory on Long Cable wires. * The maximum cable length depends on: cable type, controller, and electrical noise level.
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Octave Installation Manual Chapter 4 – Register & Output Mode
4.4 4-20 mA Output (Analog Communication) The current output is a passive 4-20 mA. Power must be provided by the customer. 4 mA is always “0” (zero) flow and the 20 mA is factory programmable according to the customer’s requirements. (If the customer has not specified the 20 mA at the time of order, the Octave will be programmed with the 20 mA at the max flow of the meter.)
Output Type 4-20 mA passive current output
Cable Length - Supplied 9 feet
Maximum Cable Length* 1,640 feet
Loop Supply Voltage 12 - 24 VDC
Output Impedance 25 (mΩ) typ.
Wire Color Function
Long cable
Red Current loop +
Black Current loop -
Bare Wire Shield
Warning: Signal connection polarity is mandatory
4-20 Module Wire Colors Output Characteristics
* The maximum cable length depends on: cable
type, controller, and electrical noise level.
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Octave Installation Manual Chapter 4 – Register & Output Mode
4.5 Encoder Output
• UI1203 encoder open communication, with a maximum reading up to 8 digits, depending on the programming of the attached output module
• Encoder digits are represented by lines above each digit transmitted to an AMR or AMI on the volume totalizer.
• Serial communication collector • Data output line is a solid state switch requiring external pull-up
• AMI Type for Encoder is : 0
Wire Function
Red Power
Green Data
Black Ground
4.6 No Output (Manual Read) The Octave meter can be programmed to not send a communication signal at the customer’s request; however Master Meter recommends selecting a communication mode for future migration to AMR or AMI.
Output Type Encoder
Cable Length - Supplied 9 feet
Maximum Supply Voltage 15 Vdc
Maximum Power Load .04 Vdc
Output Characteristics Encoder Module Wire Colors
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Octave Installation Manual Chapter 4 – Register & Output Mode
2 Allen Screws 3mm x 20mm
Washer
Pic. 1 3mm Allen Key
Octave Module
Pic. 2 Pic. 3
Pic. 4 Pic. 5
Pic. 6 Pic. 7
Pic. 8 Pic. 9
4.7 Output Module Installation (Optional)
All Octave water meters are shipped with either a cover plate or communication module installed on the side of each meter. Even if the meter is not going to be read by radio or some other electronic unit, it is important to leave one of these devices installed on the Octave to prevent damage to the communication port. Installing an Octave without a cover plate or communication module would void any warranty. If you received an Output Module separate from your Octave meter, please follow the steps below to ensure proper installation of the module. Read through these instructions before attempting to remove the cover plate. Your module came as a complete installation kit with the supplies shown in Pic. 1. Octave Output Module Installation Parts
Step 1: Remove the Sealing Cap from the cover plate (Pic. 2). Step 2: Using the 3mm Allen Key provided, remove the cover plate (Pic. 3). Keep the cover plate and 3mm x 15mm screws for future use. The communication port is now exposed. (Pic. 4) Step 3: Place washer around the 4-prong plug of the output module. (Pic. 5 & 6) Step 4: Insert Output Module into the communication port (Pic. 7), with the cable pointing down. This will allow the slot inside the communication port to align with the groove on the module. Do not force the module into the communication port. This may cause damage to the pins. Secure into place using the 3mm x 20mm screws provided. Tighten until the screws stop. (Pic. 8) Step 5: Push the Sealing Cap into the lower screw hole (Pic. 9). Lock the Sealing Cap in place by firmly pushing in into place or gently tapping it in with a small hammer. Note: If at any time the module needs to be removed, take caution not to allow dirt or water into the communication port. If the module is going to be removed for an extended period of time, reinstall the cover plate and the 3mm x 15mm screws.
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Octave Installation Manual Chapter 4 – Register & Output Mode
4.8 Wire Connectivity Chart
The following chart is designed to assist in wiring the Octave module to various AMR/AMI Radios. The Octave transmits up to 8 digit output encoder output. Pulse output resolution is available in resolutions of x0.1, x1, x10, x1,000, or x10,000. By default Octave encoder modules are provided with Nicor connectors, however you may also select Itron
Connectors, magnetic inductor coils for wall or pit mount, for bare wire. Nicor connectors are factory potted. All other connectors are spliced with water resistant heat shrink wrap.
Manufacturer Model Communication Type Octave Red Wire Octave Green Wire Octave Black Wire
Aclara Star 3000 Series Encoder Red White Black
Star 3000 Series Pulse Red N/A Black or White
Badger Orion Encoder Red Green Black
Datamatic Firefly Encoder Red White Black
Mosaic Encoder Red Green Black
Elster MTU Encoder White Red Black
MTU Pulse Red White Green
Hersey Hot Rod Encoder Red Green or White Black
Itron 60w Encoder Green Red Unshielded
60wp Pulse Red N/A White
100w Encoder Grey Brown Yellow
Kemp Meeks Visu-Link VL-9S Pulse Polarity does not matter - Connect Red and Black Wires to either terminal, disregard green wire Visu-Link VL-9 Encoder Red Green Black
Master Meter Allegro PT Encoder Red Green Black
Universal XTR Encoder Red Green Black
Fast Pulse XTR Pulse Red N/A Black
Metron Farnier (T2) T2 M2w Encoder Red Green Black
Neptune R900 Encoder Black Red Green
Sensus MXU Pit Unit Encoder Red Green Black
MXU Wall Unit Encoder Red Green Black
Touch Pad Encoder Red Green Black
*Note – when connecting to Master Meter’s Allegro PT or 3G XTR, the Octave will typically output an 8 digit reading, unless otherwise specified. When connecting to another manufacturer’s radio or read device, it is recommended to confirm with that provider what the actual reading resolution of the connecting device is.
APPENDIX 32 -
WILLDAN REVENUE
CREDIT
CALCULATIONS &
SUMMARY
November 25 2024
Mr. James Walters
Finance Director
City of Schertz
1400 Schertz Parkway Bldg. 2
Schertz TX 78154
Dear Mr. Walters:
Per your request, we have completed a calculation of the credit from utility revenues that would
be generated by new service units during the ten-year period of the City’s proposed water and
wastewater impact fees. This credit to the growth-related cost component of the impact fee
calculation is required under Local Government Code Chapter 395 to ensure that new service
units are not double-charged for impact fee related capital improvements. Our scope of services
is limited to this credit calculation; the City’s total water and wastewater impact fees are
calculated by its consulting engineers.
Summary Calculation
Our credit calculation is summarized in the model presented as Appendix A to this letter. As
shown in the appendix, we calculate the following impact-fee direct revenue credits:
WATER Revenue Credit -- $3,365,530
WASTEWATER Revenue Credit -- $4,611,802
Key Assumptions
As stated above, our contribution to the City’s impact fee calculations is limited to the water and
wastewater revenue credit only; we bear no responsibility for the overall impact fee calculations.
However, we coordinated our assumptions and calculations with City staff and the City’s
consulting engineers. Specifically, we relied on the following critical assumptions in developing
our revenue credits:
1) We assumed a ten-year period for the calculation, FY 2025 – FY 2034, consistent with
guidelines set by Chapter 395.
2) We utilized Capital Improvement Plan cost estimates and percentages of each project
allocable to growth developed by City staff and its consulting engineers.
3) Growth estimates were based on the latest forecasts as presented by the City’s consulting
engineers.
4) Terms and interest rates for new debt forecast to be issued for growth-related
improvements were based on estimates used in the City’s 2023 water and wastewater
rate study.
5) We are interpreting Chapter 395 so that the debt allocable to growth-related projects
includes both principal and interest.
6) Current debt allocable to growth-related projects was based on estimates provided by
City staff.
7) The totals represent Net Present Values of the ten year cash flows utilizing a discount rate
of 6.0%.
In summary, we believe that the use of the revenue credits estimated in this summary letter and
detailed in Appendix A are reasonable and in accordance with Chapter 395 guidelines.
Thank you for this opportunity to serve you and the City of Schertz. Please let me know if you
have any comments or questions.
Respectfully submitted,
WILLDAN FINANCIAL SERVICES
Dan V. Jackson
Vice President
APPENDIX A
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
1 2 3 4 5 6 7 8 9 10
2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Revenue Credit Summary Calculation
Scenario:2023 11 21 -- Scenario 1
WATER REVENUE CREDIT CALCULATION
WATER LUEs
Total LUEs 30,182 31,054 31,951 32,875 33,825 34,802 35,808 36,843 37,908 39,003
New LUEs
Annual 848 872 897 923 950 978 1,006 1,035 1,065 1,096
Cumulative 848 1,720 2,617 3,541 4,491 5,468 6,474 7,509 8,574 9,669
WATER Debt Service
Current
Principal 1,057,500$ 880,000$ 450,000$ 470,000$ 492,500$ 515,000$ 537,500$ 560,000$ 562,500$ 495,000$
Interest 382,755 338,481 306,869 286,019 265,281 243,956 221,931 200,019 178,519 157,806
Reserve - - - - - - - - - -
Total 1,440,255 1,218,481 756,869 756,019 757,781 758,956 759,431 760,019 741,019 652,806
Future
Principal - 185,227 190,784 884,493 911,028 2,049,721 2,111,213 2,174,549 2,239,786 2,306,979
Interest - 149,314 143,757 692,627 666,092 1,534,643 1,473,151 1,409,814 1,344,578 1,277,384
Reserve - - - - - - - - - -
Total - 334,541 334,541 1,577,120 1,577,120 3,584,364 3,584,364 3,584,364 3,584,364 3,584,364
Total
Principal 1,057,500 1,065,227 640,784 1,354,493 1,403,528 2,564,721 2,648,713 2,734,549 2,802,286 2,801,979
Interest 382,755 487,795 450,625 978,645 931,373 1,778,599 1,695,082 1,609,833 1,523,097 1,435,190
Reserve - - - - - - - - - -
Total 1,440,255 1,553,022 1,091,409 2,333,139 2,334,901 4,343,320 4,343,795 4,344,382 4,325,382 4,237,170
Utility Revenue Credit Calculation
Total Debt Service 1,440,255$ 1,553,022$ 1,091,409$ 2,333,139$ 2,334,901$ 4,343,320$ 4,343,795$ 4,344,382$ 4,325,382$ 4,237,170$
Total LUEs 30,182 31,054 31,951 32,875 33,825 34,802 35,808 36,843 37,908 39,003
Debt Service Per LUE
Annual 47.72$ 50.01$ 34.16$ 70.97$ 69.03$ 124.80$ 121.31$ 117.92$ 114.10$ 108.64$
Monthly 3.98$ 4.17$ 2.85$ 5.91$ 5.75$ 10.40$ 10.11$ 9.83$ 9.51$ 9.05$
New LUEs -- Cumulative 848 1,720 2,617 3,541 4,491 5,468 6,474 7,509 8,574 9,669
Water Revenue Credit
Current Dollars 4,108,768$ 40,454$ 86,018$ 89,408$ 251,296$ 310,005$ 682,462$ 785,375$ 885,445$ 978,303$ 1,050,448$
Net Present Value 6.0%3,365,530$
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
1 2 3 4 5 6 7 8 9 10
2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Revenue Credit Summary Calculation
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
WASTEWATER REVENUE CREDIT CALCULATION
WASTEWATER LUEs
Total LUEs 32,744 33,631 34,543 35,479 36,440 37,428 38,442 39,484 40,554 41,653
New LUEs
Annual 864 887 911 936 961 988 1,014 1,042 1,070 1,099
Cumulative 864 1,751 2,663 3,599 4,560 5,548 6,562 7,604 8,674 9,773
WASTEWATER Debt Service
Current
Principal 642,500$ 680,000$ 710,000$ 745,000$ 782,500$ 815,000$ 847,500$ 880,000$ 892,500$ 835,000$
Interest 508,655 477,156 444,043 409,818 374,955 340,380 307,705 276,343 244,887 213,493
Reserve - - - - - - - - - -
Total 1,151,155 1,157,156 1,154,043 1,154,818 1,157,455 1,155,380 1,155,205 1,156,343 1,137,387 1,048,493
Future
Principal - 846,752 872,155 1,771,533 1,824,679 2,726,171 2,807,956 2,892,195 2,978,961 3,068,330
Interest - 682,576 657,174 1,334,916 1,281,770 1,909,606 1,827,821 1,743,582 1,656,817 1,567,448
Reserve - - - - - - - - - -
Total - 1,529,329 1,529,329 3,106,449 3,106,449 4,635,777 4,635,777 4,635,777 4,635,777 4,635,777
Total
Principal 642,500 1,526,752 1,582,155 2,516,533 2,607,179 3,541,171 3,655,456 3,772,195 3,871,461 3,903,330
Interest 508,655 1,159,732 1,101,216 1,744,734 1,656,725 2,249,986 2,135,526 2,019,925 1,901,703 1,780,941
Reserve - - - - - - - - - -
Total 1,151,155 2,686,485 2,683,371 4,261,266 4,263,904 5,791,157 5,790,982 5,792,120 5,773,164 5,684,270
Utility Revenue Credit Calculation
Total Debt Service 1,151,155$ 2,686,485$ 2,683,371$ 4,261,266$ 4,263,904$ 5,791,157$ 5,790,982$ 5,792,120$ 5,773,164$ 5,684,270$
Total LUEs 32,744 33,631 34,543 35,479 36,440 37,428 38,442 39,484 40,554 41,653
Debt Service Per LUE
Annual 35.16$ 79.88$ 77.68$ 120.11$ 117.01$ 154.73$ 150.64$ 146.70$ 142.36$ 136.47$
Monthly 2.93$ 6.66$ 6.47$ 10.01$ 9.75$ 12.89$ 12.55$ 12.22$ 11.86$ 11.37$
New LUEs -- Cumulative 864 1,751 2,663 3,599 4,560 5,548 6,562 7,604 8,674 9,773
Wastewater Revenue Credit
Current Dollars 5,540,163$ 30,373$ 139,895$ 206,847$ 432,245$ 533,604$ 858,409$ 988,529$ 1,115,461$ 1,234,800$ 1,333,688$
Net Present Value 6.0%4,611,802$
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Current 1 2 3 4 5 6 7 8 9 10
2024 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
LUE and Account Totals
Scenario:2023 11 21 -- Scenario 1
WATER LUES
Forecast Annual Growth Rate 2.9%2.9%2.9%2.9%2.9%2.9%2.9%2.9%2.9%2.9%
Total LUEs 29,334 30,182 31,054 31,951 32,875 33,825 34,802 35,808 36,843 37,908 39,003
Annual New LUEs
New LUEs 848 872 897 923 950 978 1,006 1,035 1,065 1,096
Cumulative 848 1,720 2,617 3,541 4,491 5,468 6,474 7,509 8,574 9,669
Monthly Bills 352,008 362,181 372,648 383,418 394,498 405,899 417,630 429,699 442,118 454,895 468,041
WASTEWATER LUES
Forecast Annual Growth Rate 2.7%2.7%2.7%2.7%2.7%2.7%2.7%2.7%2.7%2.7%
Total LUEs 31,880 32,744 33,631 34,543 35,479 36,440 37,428 38,442 39,484 40,554 41,653
Annual New LUEs
New LUEs 864 887 911 936 961 988 1,014 1,042 1,070 1,099
Cumulative 864 1,751 2,663 3,599 4,560 5,548 6,562 7,604 8,674 9,773
Monthly Bills 382,561 392,929 403,577 414,514 425,747 437,285 449,136 461,307 473,809 486,649 499,837
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Current Debt Service
Scenario:2023 11 21 -- Scenario 1
1 Series: 2013 GO Refunding Bonds
1A Total Bond 2,160,000$
Principal 215,000$ 215,000$ -$ -$ -$ -$ -$ -$ -$ -$ -$
Interest 2,774 - - - - - - - - -
Reserve - - - - - - - - - -
Total 217,774$ -$ -$ -$ -$ -$ -$ -$ -$ -$
1B Percent Water/WW
Water 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Wastewater 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
1C Water Debt Service
Principal 215,000$ -$ -$ -$ -$ -$ -$ -$ -$ -$
Interest 2,774 - - - - - - - - -
Reserve - - - - - - - - - -
Total 217,774$ -$ -$ -$ -$ -$ -$ -$ -$ -$
1D Water Percent Growth and Replacement
Growth 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Replacement 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
1E Water Growth-Related Debt Service
Principal 215,000$ -$ -$ -$ -$ -$ -$ -$ -$ -$
Interest 2,774 - - - - - - - - -
Reserve - - - - - - - - - -
Total 217,774 - - - - - - - - -
1F Wastewater Debt Service
Principal -$ -$ -$ -$ -$ -$ -$ -$ -$ -$
Interest - - - - - - - - - -
Reserve - - - - - - - - - -
Total -$ -$ -$ -$ -$ -$ -$ -$ -$ -$
1G Wastewater Percent Growth and Replacement
Growth 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Replacement 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
1H Wastewater Growth-Related Debt Service
Principal -$ -$ -$ -$ -$ -$ -$ -$ -$ -$
Interest - - - - - - - - - -
Reserve - - - - - - - - - -
Total - - - - - - - - - -
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Current Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
2 Series:2018 CO's
2A Total Bond 10,440,000$
Principal 2,910,000$ 235,000$ 250,000$ 260,000$ 275,000$ 290,000$ 300,000$ 310,000$ 320,000$ 330,000$ 340,000$
Interest 162,049 149,925 137,174 123,799 109,674 96,424 85,774 76,324 66,368 55,687
Reserve - - - - - - - - - -
Total 397,049$ 399,925$ 397,174$ 398,799$ 399,674$ 396,424$ 395,774$ 396,324$ 396,368$ 395,687$
2B Percent Water/WW
Water 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Wastewater 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
2C Water Debt Service
Principal -$ -$ -$ -$ -$ -$ -$ -$ -$ -$
Interest - - - - - - - - - -
Reserve - - - - - - - - - -
Total -$ -$ -$ -$ -$ -$ -$ -$ -$ -$
2D Water Allocation Percentages
Growth 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Replacement 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
2E Water Growth-Related Debt Service
Principal -$ -$ -$ -$ -$ -$ -$ -$ -$ -$
Interest - - - - - - - - - -
Reserve - - - - - - - - - -
Total - - - - - - - - - -
2F Wastewater Debt Service
Principal 235,000$ 250,000$ 260,000$ 275,000$ 290,000$ 300,000$ 310,000$ 320,000$ 330,000$ 340,000$
Interest 162,049 149,925 137,174 123,799 109,674 96,424 85,774 76,324 66,368 55,687
Reserve - - - - - - - - - -
Total 397,049$ 399,925$ 397,174$ 398,799$ 399,674$ 396,424$ 395,774$ 396,324$ 396,368$ 395,687$
2G Wastewater Allocation Percentages
Growth 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Replacement 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
2H Wastewater Growth-Related Debt Service
Principal -$ -$ -$ -$ -$ -$ -$ -$ -$ -$
Interest - - - - - - - - - -
Reserve - - - - - - - - - -
Total - - - - - - - - - -
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Current Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
3 Series:2018 GO and Refunding Bonds
3A Total Bond 8,570,000$
Principal 885,000$ 435,000$ 450,000$ -$ -$ -$ -$ -$ -$ -$ -$
Interest 33,375 11,250 - - - - - - - -
Reserve - - - - - - - - - -
Total 468,375$ 461,250$ -$ -$ -$ -$ -$ -$ -$ -$
3B Percent Water/WW
Water 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Wastewater 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
3C Water Debt Service
Principal 435,000$ 450,000$ -$ -$ -$ -$ -$ -$ -$ -$
Interest 33,375 11,250 - - - - - - - -
Reserve - - - - - - - - - -
Total 468,375$ 461,250$ -$ -$ -$ -$ -$ -$ -$ -$
3D Water Allocation Percentages
Growth 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Replacement 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
3E Water Growth-Related Debt Service
Principal 435,000$ 450,000$ -$ -$ -$ -$ -$ -$ -$ -$
Interest 33,375 11,250 - - - - - - - -
Reserve - - - - - - - - - -
Total 468,375 461,250 - - - - - - - -
3F Wastewater Debt Service
Principal -$ -$ -$ -$ -$ -$ -$ -$ -$ -$
Interest - - - - - - - - - -
Reserve - - - - - - - - - -
Total -$ -$ -$ -$ -$ -$ -$ -$ -$ -$
3G Wastewater Allocation Percentages
Growth 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Replacement 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
3H Wastewater Growth-Related Debt Service
Principal -$ -$ -$ -$ -$ -$ -$ -$ -$ -$
Interest - - - - - - - - - -
Reserve - - - - - - - - - -
Total - - - - - - - - - -
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Current Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
4 Series:2019 CO's
4A Total Bond 7,495,000$
Principal 1,730,000$ 145,000$ 155,000$ 160,000$ 165,000$ 170,000$ 175,000$ 180,000$ 185,000$ 195,000$ 200,000$
Interest 87,100 81,100 74,800 68,300 62,875 58,125 52,800 47,325 41,625 35,700
Reserve - - - - - - - - - -
Total 232,100$ 236,100$ 234,800$ 233,300$ 232,875$ 233,125$ 232,800$ 232,325$ 236,625$ 235,700$
4B Percent Water/WW
Water 50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%
Wastewater 50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
4C Water Debt Service
Principal 72,500$ 77,500$ 80,000$ 82,500$ 85,000$ 87,500$ 90,000$ 92,500$ 97,500$ 100,000$
Interest 43,550 40,550 37,400 34,150 31,438 29,063 26,400 23,663 20,813 17,850
Reserve - - - - - - - - - -
Total 116,050$ 118,050$ 117,400$ 116,650$ 116,438$ 116,563$ 116,400$ 116,163$ 118,313$ 117,850$
4D Water Allocation Percentages
Growth 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Replacement 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
4E Water Growth-Related Debt Service
Principal 72,500$ 77,500$ 80,000$ 82,500$ 85,000$ 87,500$ 90,000$ 92,500$ 97,500$ 100,000$
Interest 43,550 40,550 37,400 34,150 31,438 29,063 26,400 23,663 20,813 17,850
Reserve - - - - - - - - - -
Total 116,050 118,050 117,400 116,650 116,438 116,563 116,400 116,163 118,313 117,850
4F Wastewater Debt Service
Principal 72,500$ 77,500$ 80,000$ 82,500$ 85,000$ 87,500$ 90,000$ 92,500$ 97,500$ 100,000$
Interest 43,550 40,550 37,400 34,150 31,438 29,063 26,400 23,663 20,813 17,850
Reserve - - - - - - - - - -
Total 116,050$ 118,050$ 117,400$ 116,650$ 116,438$ 116,563$ 116,400$ 116,163$ 118,313$ 117,850$
4G Wastewater Allocation Percentages
Growth 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Replacement 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
4H Wastewater Growth-Related Debt Service
Principal 72,500$ 77,500$ 80,000$ 82,500$ 85,000$ 87,500$ 90,000$ 92,500$ 97,500$ 100,000$
Interest 43,550 40,550 37,400 34,150 31,438 29,063 26,400 23,663 20,813 17,850
Reserve - - - - - - - - - -
Total 116,050 118,050 117,400 116,650 116,438 116,563 116,400 116,163 118,313 117,850
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Current Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
5 Series:2021 GO Refunding Bonds
5A Total Bond 6,015,000$
Principal 1,650,000$ 160,000$ 165,000$ 175,000$ 180,000$ 190,000$ 195,000$ 205,000$ 210,000$ 170,000$ -$
Interest 45,450 38,950 32,150 25,950 20,400 14,625 9,650 5,500 1,700 -
Reserve - - - - - - - - - -
Total 205,450$ 203,950$ 207,150$ 205,950$ 210,400$ 209,625$ 214,650$ 215,500$ 171,700$ -$
5B Percent Water/WW
Water 50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%
Wastewater 50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
5C Water Debt Service
Principal 80,000$ 82,500$ 87,500$ 90,000$ 95,000$ 97,500$ 102,500$ 105,000$ 85,000$ -$
Interest 22,725 19,475 16,075 12,975 10,200 7,313 4,825 2,750 850 -
Reserve - - - - - - - - - -
Total 102,725$ 101,975$ 103,575$ 102,975$ 105,200$ 104,813$ 107,325$ 107,750$ 85,850$ -$
5D Water Allocation Percentages
Growth 33.0%33.0%33.0%33.0%33.0%33.0%33.0%33.0%33.0%33.0%
Replacement 67.0%67.0%67.0%67.0%67.0%67.0%67.0%67.0%67.0%67.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
5E Water Growth-Related Debt Service
Principal 26,400$ 27,225$ 28,875$ 29,700$ 31,350$ 32,175$ 33,825$ 34,650$ 28,050$ -$
Interest 7,499 6,427 5,305 4,282 3,366 2,413 1,592 908 281 -
Reserve - - - - - - - - - -
Total 33,899 33,652 34,180 33,982 34,716 34,588 35,417 35,558 28,331 -
5F Wastewater Debt Service
Principal 80,000$ 82,500$ 87,500$ 90,000$ 95,000$ 97,500$ 102,500$ 105,000$ 85,000$ -$
Interest 22,725 19,475 16,075 12,975 10,200 7,313 4,825 2,750 850 -
Reserve - - - - - - - - - -
Total 102,725$ 101,975$ 103,575$ 102,975$ 105,200$ 104,813$ 107,325$ 107,750$ 85,850$ -$
5G Wastewater Allocation Percentages
Growth 33.0%33.0%33.0%33.0%33.0%33.0%33.0%33.0%33.0%33.0%
Replacement 67.0%67.0%67.0%67.0%67.0%67.0%67.0%67.0%67.0%67.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
5H Wastewater Growth-Related Debt Service
Principal 26,400$ 27,225$ 28,875$ 29,700$ 31,350$ 32,175$ 33,825$ 34,650$ 28,050$ -$
Interest 7,499 6,427 5,305 4,282 3,366 2,413 1,592 908 281 -
Reserve - - - - - - - - - -
Total 33,899 33,652 34,180 33,982 34,716 34,588 35,417 35,558 28,331 -
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Current Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
6 Series:2022 CO's
6A Total Bond 9,390,000$
Principal 2,095,000$ 165,000$ 175,000$ 185,000$ 195,000$ 205,000$ 215,000$ 225,000$ 235,000$ 245,000$ 250,000$
Interest 141,837 133,337 124,337 114,837 104,837 94,337 83,337 73,012 64,637 57,212
Reserve - - - - - - - - - -
Total 306,837$ 308,337$ 309,337$ 309,837$ 309,837$ 309,337$ 308,337$ 308,012$ 309,637$ 307,212$
6B Percent Water/WW
Water 50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%
Wastewater 50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
6C Water Debt Service
Principal 82,500$ 87,500$ 92,500$ 97,500$ 102,500$ 107,500$ 112,500$ 117,500$ 122,500$ 125,000$
Interest 70,919 66,669 62,169 57,419 52,419 47,169 41,669 36,506 32,319 28,606
Reserve - - - - - - - - - -
Total 153,419$ 154,169$ 154,669$ 154,919$ 154,919$ 154,669$ 154,169$ 154,006$ 154,819$ 153,606$
6D Water Allocation Percentages
Growth 42.6%42.6%42.6%42.6%42.6%42.6%42.6%42.6%42.6%42.6%
Replacement 57.4%57.4%57.4%57.4%57.4%57.4%57.4%57.4%57.4%57.4%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
6E Water Growth-Related Debt Service
Principal 35,144$ 37,274$ 39,404$ 41,534$ 43,663$ 45,793$ 47,923$ 50,053$ 52,183$ 53,248$
Interest 30,210 28,400 26,483 24,459 22,329 20,093 17,750 15,551 13,767 12,186
Reserve - - - - - - - - - -
Total 65,354 65,673 65,886 65,993 65,993 65,886 65,673 65,604 65,950 65,434
6F Wastewater Debt Service
Principal 82,500$ 87,500$ 92,500$ 97,500$ 102,500$ 107,500$ 112,500$ 117,500$ 122,500$ 125,000$
Interest 70,919 66,669 62,169 57,419 52,419 47,169 41,669 36,506 32,319 28,606
Reserve - - - - - - - - - -
Total 153,419$ 154,169$ 154,669$ 154,919$ 154,919$ 154,669$ 154,169$ 154,006$ 154,819$ 153,606$
6G Wastewater Allocation Percentages
Growth 42.6%42.6%42.6%42.6%42.6%42.6%42.6%42.6%42.6%42.6%
Replacement 57.4%57.4%57.4%57.4%57.4%57.4%57.4%57.4%57.4%57.4%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
6H Wastewater Growth-Related Debt Service
Principal 35,144$ 37,274$ 39,404$ 41,534$ 43,663$ 45,793$ 47,923$ 50,053$ 52,183$ 53,248$
Interest 30,210 28,400 26,483 24,459 22,329 20,093 17,750 15,551 13,767 12,186
Reserve - - - - - - - - - -
Total 65,354 65,673 65,886 65,993 65,993 65,886 65,673 65,604 65,950 65,434
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Current Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
7 Series:2022A CO's
7A Total Bond 18,530,000$
Principal 4,365,000$ 345,000$ 365,000$ 380,000$ 400,000$ 420,000$ 445,000$ 465,000$ 490,000$ 515,000$ 540,000$
Interest 418,825 401,075 382,450 362,950 342,450 320,825 298,075 274,200 249,075 222,700
Reserve - - - - - - - - - -
Total 763,825$ 766,075$ 762,450$ 762,950$ 762,450$ 765,825$ 763,075$ 764,200$ 764,075$ 762,700$
7B Percent Water/WW
Water 50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%
Wastewater 50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%50.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
7C Water Debt Service
Principal 172,500$ 182,500$ 190,000$ 200,000$ 210,000$ 222,500$ 232,500$ 245,000$ 257,500$ 270,000$
Interest 209,413 200,538 191,225 181,475 171,225 160,413 149,038 137,100 124,538 111,350
Reserve - - - - - - - - - -
Total 381,913$ 383,038$ 381,225$ 381,475$ 381,225$ 382,913$ 381,538$ 382,100$ 382,038$ 381,350$
7D Water Allocation Percentages
Growth 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Replacement 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
6E Water Growth-Related Debt Service
Principal 172,500$ 182,500$ 190,000$ 200,000$ 210,000$ 222,500$ 232,500$ 245,000$ 257,500$ 270,000$
Interest 209,413 200,538 191,225 181,475 171,225 160,413 149,038 137,100 124,538 111,350
Reserve - - - - - - - - - -
Total 381,913 383,038 381,225 381,475 381,225 382,913 381,538 382,100 382,038 381,350
7E Wastewater Debt Service
Principal 172,500$ 182,500$ 190,000$ 200,000$ 210,000$ 222,500$ 232,500$ 245,000$ 257,500$ 270,000$
Interest 209,413 200,538 191,225 181,475 171,225 160,413 149,038 137,100 124,538 111,350
Reserve - - - - - - - - - -
Total 381,913$ 383,038$ 381,225$ 381,475$ 381,225$ 382,913$ 381,538$ 382,100$ 382,038$ 381,350$
7F Wastewater Allocation Percentages
Growth 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Replacement 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
6H Wastewater Growth-Related Debt Service
Principal 172,500$ 182,500$ 190,000$ 200,000$ 210,000$ 222,500$ 232,500$ 245,000$ 257,500$ 270,000$
Interest 209,413 200,538 191,225 181,475 171,225 160,413 149,038 137,100 124,538 111,350
Reserve - - - - - - - - - -
Total 381,913 383,038 381,225 381,475 381,225 382,913 381,538 382,100 382,038 381,350
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Current Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
11 Series:Total Current Debt Service
11A Total Current Debt Service
Principal 1,700,000$ 1,560,000$ 1,160,000$ 1,215,000$ 1,275,000$ 1,330,000$ 1,385,000$ 1,440,000$ 1,455,000$ 1,330,000$
Interest 891,410 815,637 750,911 695,836 640,236 584,336 529,636 476,361 423,405 371,299
Reserve - - - - - - - - - -
Total 2,591,410$ 2,375,637$ 1,910,911$ 1,910,836$ 1,915,236$ 1,914,336$ 1,914,636$ 1,916,361$ 1,878,405$ 1,701,299$
Water Total Debt Service
Principal 1,057,500$ 880,000$ 450,000$ 470,000$ 492,500$ 515,000$ 537,500$ 560,000$ 562,500$ 495,000$
Interest 382,755 338,481 306,869 286,019 265,281 243,956 221,931 200,019 178,519 157,806
Reserve - - - - - - - - - -
Total 1,440,255$ 1,218,481$ 756,869$ 756,019$ 757,781$ 758,956$ 759,431$ 760,019$ 741,019$ 652,806$
Water Growth-Related Debt Service
Principal 956,544$ 774,499$ 338,279$ 353,734$ 370,013$ 387,968$ 404,248$ 422,203$ 435,233$ 423,248$
Interest 326,821 287,164 260,413 244,366 228,358 211,981 194,780 177,221 159,398 141,386
Reserve - - - - - - - - - -
Total 1,283,365$ 1,061,663$ 598,691$ 598,100$ 598,371$ 599,950$ 599,028$ 599,424$ 594,631$ 564,634$
Wastewater Total Debt Service
Principal 642,500$ 680,000$ 710,000$ 745,000$ 782,500$ 815,000$ 847,500$ 880,000$ 892,500$ 835,000$
Interest 508,655 477,156 444,043 409,818 374,955 340,380 307,705 276,343 244,887 213,493
Reserve - - - - - - - - - -
Total 1,151,155$ 1,157,156$ 1,154,043$ 1,154,818$ 1,157,455$ 1,155,380$ 1,155,205$ 1,156,343$ 1,137,387$ 1,048,493$
Wastewater Growth-Related Debt Service
Principal 306,544$ 324,499$ 338,279$ 353,734$ 370,013$ 387,968$ 404,248$ 422,203$ 435,233$ 423,248$
Interest 290,672 275,914 260,413 244,366 228,358 211,981 194,780 177,221 159,398 141,386
Reserve - - - - - - - - - -
Total 597,216$ 600,413$ 598,691$ 598,100$ 598,371$ 599,950$ 599,028$ 599,424$ 594,631$ 564,634$
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Percent Percent Total CIP/Total Total 1 2 3 4 5 6 7 8 9 10
Growth Replacement Project Growth Replacement 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- UNFUNDED Capital Improvement Plan
Scenario:2023 11 21 -- Scenario 1
WATER CIP
NT-W1 Bubbling Springs 6" WL Replacement 27.0%73.0%763,000$ 206,010$ 556,990$ 254,333$ 254,333$ 254,333$ -$ -$ -$ -$ -$ -$ -$
NT-W2 Corbett Pump Station and 3.0 MGD GST 0.0%100.0%8,600,000 - 8,600,000 2,866,667 2,866,667 2,866,667 - - - - - - -
NT-W3 Ware - Seguin and Pump Station Operation Imp 0.0%100.0%175,000 - 175,000 58,333 58,333 58,333 - - - - - - -
NT-W4 12" WL from Ware Seguin to Lower Seguin 0.0%100.0%1,538,000 - 1,538,000 512,667 512,667 512,667 - - - - - - -
NT-W5 Fred Couples to Schwab 0.0%100.0%455,556 - 455,556 151,852 151,852 151,852 - - - - - - -
NT-W6 Schwab to Eckhardt 0.0%100.0%1,600,000 - 1,600,000 533,333 533,333 533,333 - - - - - - -
NT-W7 Graytown to Pfeil 69.0%31.0%1,550,000 1,069,500 480,500 516,667 516,667 516,667 - - - - - - -
NT-W8 FM 78 Water Line Replacement 22.0%78.0%875,000 192,500 682,500 291,667 291,667 291,667 - - - - - - -
NT-W9 Moonlight Meadow Dr & Lost Meadow WL Replace 0.0%100.0%3,000,000 - 3,000,000 1,000,000 1,000,000 1,000,000 - - - - - - -
NT-W10 Robinhood Way WL Replacement 0.0%100.0%4,650,000 - 4,650,000 1,550,000 1,550,000 1,550,000 - - - - - - -
2030-W1 12" WL from Tri-County Extension 100.0%0.0%4,788,000 4,788,000 - - - - 1,596,000 1,596,000 1,596,000 - - - -
2030-W2 Raf Burnette Rd 12" WL Imp 89.0%11.0%1,438,000 1,279,820 158,180 - - - 479,333 479,333 479,333 - - - -
2030-W3 8" WL from Ray Corbett DL to Lower Seguin 97.0%3.0%3,688,000 3,577,360 110,640 - - - 1,229,333 1,229,333 1,229,333 - - - -
2030-W4 Trainer Hale Rd 2" WL Replace & Imp 93.0%7.0%9,850,000 9,160,500 689,500 - - - 3,283,333 3,283,333 3,283,333 - - - -
2030-W5 Boenig Dr 6" WL Replace & Imp 69.0%31.0%6,388,000 4,407,720 1,980,280 - - - 2,129,333 2,129,333 2,129,333 - - - -
2030-W6 Live Oak to IH-35 24" Trans Main 100.0%0.0%32,075,000 32,075,000 - - - - 10,691,667 10,691,667 10,691,667 - - - -
2030-W7 Ware Seguin Pump Station Expansion I 33.0%67.0%5,213,000 1,720,290 3,492,710 - - - 1,737,667 1,737,667 1,737,667 - - - -
2030-W8 IH-10 8" WL Imp 100.0%0.0%6,063,000 6,063,000 - - - - 2,021,000 2,021,000 2,021,000 - - - -
2030-W9 PRV Installation for SW Pressure Plane 0.0%100.0%413,000 - 413,000 - - - 137,667 137,667 137,667 - - - -
2030-W10 River Rd WL Replace 58.0%42.0%2,325,000 1,348,500 976,500 - - - 775,000 775,000 775,000 - - - -
2030-W11 Future Project 100.0%0.0%- - - - - - - - - - - - -
2030-W12 Future Project 100.0%0.0%- - - - - - - - - - - - -
2030-W13 Future Project 100.0%0.0%- - - - - - - - - - - - -
2030-W14 Future Project 100.0%0.0%- - - - - - - - - - - - -
2030-W15 Future Project 100.0%0.0%- - - - - - - - - - - - -
2030-W16 Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Future Project 100.0%0.0%- - - - - - - - - - - - -
Total Unfunded Water CIP 95,447,556 65,888,200 29,559,356 7,735,519 7,735,519 7,735,519 24,080,333 24,080,333 24,080,333 - - - -
69.0%31.0%
95,447,556 68,347,605
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Percent Percent Total CIP/Total Total 1 2 3 4 5 6 7 8 9 10
Growth Replacement Project Growth Replacement 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- UNFUNDED Capital Improvement Plan
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Water and Sewer Fund 202 -- Financing
Beginning Balance 3,320,378$ 5,171,777$ 150,601$ 21,052,750$ 313,247$ 21,029,856$ 448,524$ 3,412,973$ 6,551,639$ 9,872,214$
Plus Interest 99,611 155,153 4,518 631,582 9,397 630,896 13,456 102,389 196,549 296,166
Impact Fee Revenue
Estimated Impact Fee 2,934$ 2,934$ 2,934$ 2,934$ 2,934$ 2,934$ 2,934$ 2,934$ 2,934$ 2,934$
Annual LUEs 848 872 897 923 950 978 1,006 1,035 1,065 1,096
Total Impact Fees 2,487,306 2,559,189 2,633,150 2,709,248 2,787,545 2,868,105 2,950,993 3,036,277 3,124,026 3,214,310
Plus Contributions from Developers - - - - - - - - - -
Plus ARP - - - - - - - - - -
Plus Contributions from Water Impact Fees - - - - - - - - - -
Plus Contributions from Sewer Impact Fees - - - - - - - - - -
Plus Conributions from Water Reserves - - - - - - - - - -
Plus Conributions from Sewer Reserves - - - - - - - - - -
Plus Amount Funded by W/WW Rate Revenue - - - - - - - - - -
Plus Funded from EDC - - - - - - - - - -
Plus Funded from TxDOT - - - - - - - - - -
Sub-Total 5,907,295 7,886,119 2,788,269 24,393,580 3,110,190 24,528,857 3,412,973 6,551,639 9,872,214 13,382,690
Plus Amount Funded by Long-Term Debt 7,000,000 - 26,000,000 - 42,000,000 - - - - -
Total Funds Available 12,907,295 7,886,119 28,788,269 24,393,580 45,110,190 24,528,857 3,412,973 6,551,639 9,872,214 13,382,690
Less Capital Improvement Plan 95,447,556 65,888,200 29,559,356 7,735,519 7,735,519 7,735,519 24,080,333 24,080,333 24,080,333 - - - -
Ending Balance 5,171,777 150,601 21,052,750 313,247 21,029,856 448,524 3,412,973 6,551,639 9,872,214 13,382,690
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Percent Percent Total CIP/Total Total 1 2 3 4 5 6 7 8 9 10
Growth Replacement Project Growth Replacement 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- UNFUNDED Capital Improvement Plan
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
WASTEWATER CIP
NT-S1 Town Creek Phase IV 24" Section 1 21.0%79.0%6,875,000$ 1,443,750$ 5,431,250$ 2,291,667$ 2,291,667$ 2,291,667$ -$ -$ -$ -$ -$ -$ -$
NT-S2 Town Creek Phase IV 12" Section 2 0.0%100.0%2,925,000 - 2,925,000 975,000 975,000 975,000 - - - - - - -
NT-S3 Town Creek V 24"23.0%77.0%10,425,000 2,397,750 8,027,250 3,475,000 3,475,000 3,475,000 - - - - - - -
NT-S4 Upsize Lookout Line 20.0%80.0%3,838,000 767,600 3,070,400 1,279,333 1,279,333 1,279,333 - - - - - - -
NT-S5 Upsize Tri County Line 25.0%75.0%2,084,800 521,200 1,563,600 694,933 694,933 694,933 - - - - - - -
NT-S6 Cibolo West Main 83.0%17.0%16,213,000 13,456,790 2,756,210 5,404,333 5,404,333 5,404,333 - - - - - - -
NT-S7 Woman Hollering Creek Lift Station, Gravity Lines 89.0%11.0%13,000,000 11,570,000 1,430,000 4,333,333 4,333,333 4,333,333 - - - - - - -
NT-SI-1 Decommission Tri County Lift Station 0.0%100.0%88,000 - 88,000 29,333 29,333 29,333 - - - - - - -
NT-SI-2 Decommission Corbett Lift Station 0.0%100.0%1,500,000 - 1,500,000 500,000 500,000 500,000 - - - - - - -
NT-SI-3 Decommission Sedona Lift Station 0.0%100.0%175,000 - 175,000 58,333 58,333 58,333 - - - - - - -
2030-S1 Hope Lane 8" Gravity Line 67.0%33.0%2,025,000 1,356,750 668,250 - - - 675,000 675,000 675,000 - - - -
2030-S2 Old Wiederstein Rd 8"5.0%95.0%1,338,000 66,900 1,271,100 - - - 446,000 446,000 446,000 - - - -
2030-S3 Union Pacific RR 8" - Sec 1 10.0%90.0%2,563,000 256,300 2,306,700 - - - 854,333 854,333 854,333 - - - -
2030-S4 Union Pacific RR 8" - Sec 2 12.0%88.0%400,000 48,000 352,000 - - - 133,333 133,333 133,333 - - - -
2030-S5 Wiederstein Rd -- 8"83.0%17.0%1,663,000 1,380,290 282,710 - - - 554,333 554,333 554,333 - - - -
2030-S6 Schaefer Rd 8" Sec 1 33.0%67.0%4,913,000 1,621,290 3,291,710 - - - 1,637,667 1,637,667 1,637,667 - - - -
2030-S7 Schaefer Rd 8" Sec 2 100.0%0.0%1,938,000 1,938,000 - - - - 646,000 646,000 646,000 - - - -
2030-S8 Aranda 8"100.0%0.0%475,000 475,000 - - - - 158,333 158,333 158,333 - - - -
2030-S9 Weir Rd 10"100.0%0.0%2,525,000 2,525,000 - - - - 841,667 841,667 841,667 - - - -
2030-S10 Trainer Hale Rd 10"100.0%0.0%1,038,000 1,038,000 - - - - 346,000 346,000 346,000 - - - -
2030-S11 Ware Seguin Rd 8"97.0%3.0%3,113,000 3,019,610 93,390 - - - 1,037,667 1,037,667 1,037,667 - - - -
2030-S12 FM 1518 8"40.0%60.0%400,000 160,000 240,000 - - - 133,333 133,333 133,333 - - - -
2030-S13 I-10 8" Section 1 99.0%1.0%2,713,000 2,685,870 27,130 - - - 904,333 904,333 904,333 - - - -
2030-S14 Boenig Drive 8"29.0%71.0%2,963,000 859,270 2,103,730 - - - 987,667 987,667 987,667 - - - -
2030-S15 N Greytown Rd 8"52.0%48.0%1,275,000 663,000 612,000 - - - 425,000 425,000 425,000 - - - -
2030-SI - 1 Friesenhahn West Line WW Upsize 22.0%78.0%8,175,000 1,798,500 6,376,500 - - - 2,725,000 2,725,000 2,725,000 - - - -
2030-SI - 2 Fairlawn WW Upsize 9.0%91.0%1,375,000 123,750 1,251,250 - - - 458,333 458,333 458,333 - - - -
2030-SI - 3 Cibolo Crossing WW Line Upsize 4.0%96.0%1,288,000 51,520 1,236,480 - - - 429,333 429,333 429,333 - - - -
2030-SI - 4 Woodland Oak Drive Replacement 4.0%96.0%338,000 13,520 324,480 - - - 112,667 112,667 112,667 - - - -
2030-SI - 5 Old Wiederstein WW Upsize 61.0%39.0%5,050,000 3,080,500 1,969,500 - - - 1,683,333 1,683,333 1,683,333 - - - -
2030-SI - 6 Northcliffe Lift Station Upgrade 5.0%95.0%7,838,000 391,900 7,446,100 - - - 2,612,667 2,612,667 2,612,667 - - - -
2030-SI - 7 Decommission Belmont Park Lift Station 0.0%100.0%463,000 - 463,000 - - - 154,333 154,333 154,333 - - - -
Future Project 0.0%100.0%- - - - - - - - - - - - -
Future Project 0.0%100.0%- - - - - - - - - - - - -
Future Project 0.0%100.0%- - - - - - - - - - - - -
Total Unfunded Wastewater CIP 110,992,800 53,710,060 57,282,740 19,041,267 19,041,267 19,041,267 17,956,333 17,956,333 17,956,333 - - - -
110,992,800
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Percent Percent Total CIP/Total Total 1 2 3 4 5 6 7 8 9 10
Growth Replacement Project Growth Replacement 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- UNFUNDED Capital Improvement Plan
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Water and Sewer Fund 202 -- Financing
Beginning Balance 3,320,378$ 17,819,793$ 793,244$ 16,296,010$ 389,990$ 16,049,104$ 221,454$ 1,919,947$ 3,715,243$ 5,611,490$
Plus Interest 99,611 534,594 23,797 488,880 11,700 481,473 6,644 57,598 111,457 168,345
Impact Fee Revenue
Estimated Impact Fee 1,668$ 1,668$ 1,668$ 1,668$ 1,668$ 1,668$ 1,668$ 1,668$ 1,668$ 1,668$
Annual LUEs 864 887 911 936 961 988 1,014 1,042 1,070 1,099
Total Impact Fees 1,441,071 1,480,124 1,520,235 1,561,433 1,603,748 1,647,210 1,691,849 1,737,698 1,784,790 1,833,158
Plus Contributions from Developers - - - - - - - - - -
Plus ARP - - - - - - - - - -
Plus Contributions from Water Impact Fees - - - - - - - - - -
Plus Contributions from Sewer Impact Fees - - - - - - - - - -
Plus Conributions from Water Reserves - - - - - - - - - -
Plus Conributions from Sewer Reserves - - - - - - - - - -
Plus Amount Funded by W/WW Rate Revenue - - - - - - - - - -
Plus Funded from EDC - - - - - - - - - -
Plus Funded from TxDOT - - - - - - - - - -
Sub-Total 4,861,060 19,834,511 2,337,276 18,346,323 2,005,438 18,177,787 1,919,947 3,715,243 5,611,490 7,612,993
Plus Amount Funded by Long-Term Debt 32,000,000 - 33,000,000 - 32,000,000 - - - - -
Total Funds Available 36,861,060 19,834,511 35,337,276 18,346,323 34,005,438 18,177,787 1,919,947 3,715,243 5,611,490 7,612,993
Less Capital Improvement Plan 110,992,800 53,710,060 57,282,740 19,041,267 19,041,267 19,041,267 17,956,333 17,956,333 17,956,333 - - - -
Ending Balance 17,819,793 793,244 16,296,010 389,990 16,049,104 221,454 1,919,947 3,715,243 5,611,490 7,612,993
Date: 11/25/2024 2024 11 25 Schertz Debt Credit Model 2.0
Percent Percent Total CIP/Total Total 1 2 3 4 5 6 7 8 9 10
Growth Replacement Project Growth Replacement 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- UNFUNDED Capital Improvement Plan
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Total CIP
Total Water Unfunded CIP 95,447,556$ 65,888,200$ 29,559,356$ 7,735,519$ 7,735,519$ 7,735,519$ 24,080,333$ 24,080,333$ 24,080,333$ -$ -$ -$ -$
Total Wastewater Unfunded CIP 110,992,800 53,710,060 57,282,740 19,041,267 19,041,267 19,041,267 17,956,333 17,956,333 17,956,333 - - - -
Total Unfunded CIP 206,440,356 119,598,260 86,842,096 26,776,785 26,776,785 26,776,785 42,036,667 42,036,667 42,036,667 - - - -
Water and Sewer Fund 202 -- Financing
Beginning Balance 6,640,756$ 22,991,570$ 943,845$ 37,348,760$ 703,237$ 37,078,961$ 669,978$ 5,332,920$ 10,266,883$ 15,483,704$
Plus Interest 199,223 689,747 28,315 1,120,463 21,097 1,112,369 20,099 159,988 308,006 464,511
Impact Fee Revenue
Estimated Impact Fee NA NA NA NA NA NA NA NA NA NA
Annual LUEs NA NA NA NA NA NA NA NA NA NA
Total Impact Fees 3,928,377 4,039,313 4,153,385 4,270,681 4,391,293 4,515,315 4,642,843 4,773,975 4,908,815 5,047,468
Plus Contributions from Developers - - - - - - - - - -
Plus ARP - - - - - - - - - -
Plus Contributions from Water Impact Fees - - - - - - - - - -
Plus Contributions from Sewer Impact Fees - - - - - - - - - -
Plus Conributions form Water Reserves - - - - - - - - - -
Plus Conributions form Sewer Reserves - - - - - - - - - -
Plus Amount Funded by W/WW Rate Revenue - - - - - - - - - -
Plus Funded from EDC - - - - - - - - - -
Plus Funded from TxDOT - - - - - - - - - -
Sub-Total 10,768,355 27,720,630 5,125,545 42,739,904 5,115,627 42,706,644 5,332,920 10,266,883 15,483,704 20,995,683
Plus Amount Funded by Long-Term Debt 39,000,000 - 59,000,000 - 74,000,000 - - - - -
Total Funds Available 49,768,355 27,720,630 64,125,545 42,739,904 79,115,627 42,706,644 5,332,920 10,266,883 15,483,704 20,995,683
Less Capital Improvement Plan 206,440,356 119,598,260 86,842,096 26,776,785 26,776,785 26,776,785 42,036,667 42,036,667 42,036,667 - - - -
Ending Balance 22,991,570 943,845 37,348,760 703,237 37,078,961 669,978 5,332,920 10,266,883 15,483,704 20,995,683
Date: 11/25/2024
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Future Debt Service
Scenario:2023 11 21 -- Scenario 1
Debt Financing Variables
Issuing Cost Percentage 1.0%
Initial Reserve Cost Percentage 2.0%
Interest Rate 3.00%
Term (Years)20
Annual Reserve Years Funded -
Debt Issues
Total
Water 75,000,000$ 7,000,000$ -$ 26,000,000$ -$ 42,000,000$ -$ -$ -$ -$ -$
Wastewater 97,000,000 32,000,000 - 33,000,000 - 32,000,000 - - - - -
Total 172,000,000 39,000,000 - 59,000,000 - 74,000,000 - - - - -
Percent Growth-Related 69.0%69.0%69.0%69.0%69.0%69.0%69.0%69.0%69.0%69.0%
Growth-Related Debt Issues
Water 51,773,091$ 4,832,155$ -$ 17,948,005$ -$ 28,992,931$ -$ -$ -$ -$ -$
Wastewater 66,959,864 22,089,852 - 22,780,160 - 22,089,852 - - - - -
Total 118,732,955 26,922,007 - 40,728,165 - 51,082,783 - - - - -
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Date: 11/25/2024
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Future Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Series:2025
Principal 26,922,007$ -$
Issuing/Initial Reserve Costs 807,660
Total Debt 27,729,668
Interest Rate 3.0%
Term 20
P&I 1,863,869
1 2 3 4 5 6 7 8 9
Beginning Principal 27,729,668 26,697,688 25,634,750 24,539,923 23,412,251 22,250,750 21,054,403 19,822,166 18,552,962
Interest 831,890 800,931 769,042 736,198 702,368 667,522 631,632 594,665 556,589
Principal 1,031,979$ 1,062,939$ 1,094,827$ 1,127,672$ 1,161,502$ 1,196,347$ 1,232,237$ 1,269,204$ 1,307,280$
Interest 831,890 800,931 769,042 736,198 702,368 667,522 631,632 594,665 556,589
Annual Reserve - - - - - - - - -
Total 1,863,869$ 1,863,869$ 1,863,869$ 1,863,869$ 1,863,869$ 1,863,869$ 1,863,869$ 1,863,869$ 1,863,869$
Percent Water/WW
Water 17.9%17.9%17.9%17.9%17.9%17.9%17.9%17.9%17.9%
Wastewater 82.1%82.1%82.1%82.1%82.1%82.1%82.1%82.1%82.1%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Water Debt Service
Principal 185,227$ 190,784$ 196,507$ 202,403$ 208,475$ 214,729$ 221,171$ 227,806$ 234,640$
Interest 149,314 143,757 138,033 132,138 126,066 119,812 113,370 106,735 99,901
Annual Reserve - - - - - - - - -
Total 334,541$ 334,541$ 334,541$ 334,541$ 334,541$ 334,541$ 334,541$ 334,541$ 334,541$
Wastewater Debt Service
Principal 846,752$ 872,155$ 898,319$ 925,269$ 953,027$ 981,618$ 1,011,066$ 1,041,398$ 1,072,640$
Interest 682,576 657,174 631,009 604,060 576,302 547,711 518,262 487,930 456,688
Annual Reserve - - - - - - - - -
Total 1,529,329$ 1,529,329$ 1,529,329$ 1,529,329$ 1,529,329$ 1,529,329$ 1,529,329$ 1,529,329$ 1,529,329$
Total Less Principal 682,576 657,174 631,009 604,060 576,302 547,711 518,262 487,930 456,688
Date: 11/25/2024
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Future Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Series:2026
Principal -$
Issuing/Initial Reserve Costs -
Total Debt -
Interest Rate 3.0%
Term 20
P&I -
1 2 3 4 5 6 7 8
Beginning Principal - - - - - - - -
Interest - - - - - - - -
Principal -$ -$ -$ -$ -$ -$ -$ -$
Interest - - - - - - - -
Annual Reserve - - - - - - - -
Total -$ -$ -$ -$ -$ -$ -$ -$
Percent Water/WW
Water 0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Wastewater 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Water Debt Service
Principal -$ -$ -$ -$ -$ -$ -$ -$
Interest - - - - - - - -
Annual Reserve - - - - - - - -
Total -$ -$ -$ -$ -$ -$ -$ -$
Wastewater Debt Service
Principal -$ -$ -$ -$ -$ -$ -$ -$
Interest - - - - - - - -
Annual Reserve - - - - - - - -
Total -$ -$ -$ -$ -$ -$ -$ -$
Total Less Principal - - - - - - - - -
Date: 11/25/2024
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Future Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Series:2027
Principal 40,728,165$
Issuing/Initial Reserve Costs 1,221,845
Total Debt 41,950,010
Interest Rate 3.0%
Term 20
P&I 2,819,700
1 2 3 4 5 6 7
Beginning Principal 41,950,010 40,388,811 38,780,775 37,124,499 35,418,534 33,661,391 31,851,533
Interest 1,258,500 1,211,664 1,163,423 1,113,735 1,062,556 1,009,842 955,546
Principal 1,561,199$ 1,608,035$ 1,656,276$ 1,705,965$ 1,757,144$ 1,809,858$ 1,864,154$
Interest 1,258,500 1,211,664 1,163,423 1,113,735 1,062,556 1,009,842 955,546
Annual Reserve - - - - - - -
Total 2,819,700$ 2,819,700$ 2,819,700$ 2,819,700$ 2,819,700$ 2,819,700$ 2,819,700$
Percent Water/WW
Water 44.1%44.1%44.1%44.1%44.1%44.1%44.1%
Wastewater 55.9%55.9%55.9%55.9%55.9%55.9%55.9%
Total 100.0%100.0%100.0%100.0%100.0%100.0%100.0%
Water Debt Service
Principal 687,986$ 708,626$ 729,884$ 751,781$ 774,334$ 797,564$ 821,491$
Interest 554,593 533,954 512,695 490,798 468,245 445,015 421,088
Annual Reserve - - - - - - -
Total 1,242,579$ 1,242,579$ 1,242,579$ 1,242,579$ 1,242,579$ 1,242,579$ 1,242,579$
Wastewater Debt Service
Principal 873,213$ 899,410$ 926,392$ 954,184$ 982,809$ 1,012,293$ 1,042,662$
Interest 703,907 677,711 650,728 622,937 594,311 564,827 534,458
Annual Reserve - - - - - - -
Total 1,577,120$ 1,577,120$ 1,577,120$ 1,577,120$ 1,577,120$ 1,577,120$ 1,577,120$
Total Less Principal 703,907 677,711 650,728 622,937 594,311 564,827 534,458
Date: 11/25/2024
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Future Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Series:2028
Principal -$
Issuing/Initial Reserve Costs -
Total Debt -
Interest Rate 3.0%
Term 20
P&I -
1 2 3 4 5 6
Beginning Principal - - - - - -
Interest - - - - - -
Principal -$ -$ -$ -$ -$ -$
Interest - - - - - -
Annual Reserve - - - - - -
Total -$ -$ -$ -$ -$ -$
Percent Water/WW
Water 0.0%0.0%0.0%0.0%0.0%0.0%
Wastewater 100.0%100.0%100.0%100.0%100.0%100.0%
Total 100.0%100.0%100.0%100.0%100.0%100.0%
Water Debt Service
Principal -$ -$ -$ -$ -$ -$
Interest - - - - - -
Annual Reserve - - - - - -
Total -$ -$ -$ -$ -$ -$
Wastewater Debt Service
Principal -$ -$ -$ -$ -$ -$
Interest - - - - - -
Annual Reserve - - - - - -
Total -$ -$ -$ -$ -$ -$
Total Less Principal - - - - - -
Date: 11/25/2024
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Future Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Series:2029
Principal 51,082,783$
Issuing/Initial Reserve Costs 1,532,483
Total Debt 52,615,267
Interest Rate 3.0%
Term 20
P&I 3,536,572
1 2 3 4 5
Beginning Principal 52,615,267 50,657,152 48,640,294 46,562,931 44,423,246
Interest 1,578,458 1,519,715 1,459,209 1,396,888 1,332,697
Principal 1,958,114$ 2,016,858$ 2,077,364$ 2,139,684$ 2,203,875$
Interest 1,578,458 1,519,715 1,459,209 1,396,888 1,332,697
Annual Reserve - - - - -
Total 3,536,572$ 3,536,572$ 3,536,572$ 3,536,572$ 3,536,572$
Percent Water/WW
Water 56.8%56.8%56.8%56.8%56.8%
Wastewater 43.2%43.2%43.2%43.2%43.2%
Total 100.0%100.0%100.0%100.0%100.0%
Water Debt Service
Principal 1,111,362$ 1,144,703$ 1,179,044$ 1,214,415$ 1,250,848$
Interest 895,882 862,541 828,200 792,828 756,396
Annual Reserve - - - - -
Total 2,007,244$ 2,007,244$ 2,007,244$ 2,007,244$ 2,007,244$
Wastewater Debt Service
Principal 846,752$ 872,155$ 898,319$ 925,269$ 953,027$
Interest 682,576 657,174 631,009 604,060 576,302
Annual Reserve - - - - -
Total 1,529,329$ 1,529,329$ 1,529,329$ 1,529,329$ 1,529,329$
Total Less Principal 682,576 657,174 631,009 604,060 576,302
Date: 11/25/2024
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Future Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Series:2030
Principal -$
Issuing/Initial Reserve Costs -
Total Debt -
Interest Rate 3.0%
Term 20
P&I -
1 2 3 4
Beginning Principal - - - -
Interest - - - -
Principal -$ -$ -$ -$
Interest - - - -
Annual Reserve - - - -
Total -$ -$ -$ -$
Percent Water/WW
Water 0.0%0.0%0.0%0.0%
Wastewater 100.0%100.0%100.0%100.0%
Total 100.0%100.0%100.0%100.0%
Water Debt Service
Principal -$ -$ -$ -$
Interest - - - -
Annual Reserve - - - -
Total -$ -$ -$ -$
Wastewater Debt Service
Principal -$ -$ -$ -$
Interest - - - -
Annual Reserve - - - -
Total -$ -$ -$ -$
Total Less Principal - - - -
Date: 11/25/2024
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Future Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Series:2031
Principal -$
Issuing/Initial Reserve Costs -
Total Debt -
Interest Rate 3.0%
Term 20
P&I -
1 2 3
Beginning Principal - - -
Interest - - -
Principal -$ -$ -$
Interest - - -
Annual Reserve - - -
Total -$ -$ -$
Percent Water/WW
Water 0.0%0.0%0.0%
Wastewater 100.0%100.0%100.0%
Total 100.0%100.0%100.0%
Water Debt Service
Principal -$ -$ -$
Interest - - -
Annual Reserve - - -
Total -$ -$ -$
Wastewater Debt Service
Principal -$ -$ -$
Interest - - -
Annual Reserve - - -
Total -$ -$ -$
Total Less Principal - - -
Date: 11/25/2024
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Future Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Series:2032
Principal -$
Issuing/Initial Reserve Costs -
Total Debt -
Interest Rate 3.0%
Term 20
P&I -
1 2
Beginning Principal - -
Interest - -
Principal -$ -$
Interest - -
Annual Reserve - -
Total -$ -$
Percent Water/WW
Water 0.0%0.0%
Wastewater 100.0%100.0%
Total 100.0%100.0%
Water Debt Service
Principal -$ -$
Interest - -
Annual Reserve - -
Total -$ -$
Wastewater Debt Service
Principal -$ -$
Interest - -
Annual Reserve - -
Total -$ -$
Total Less Principal - -
Date: 11/25/2024
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Future Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Series:2033
Principal -$
Issuing/Initial Reserve Costs -
Total Debt -
Interest Rate 3.0%
Term 20
P&I -
1
Beginning Principal -
Interest -
Principal -$
Interest -
Annual Reserve -
Total -$
Percent Water/WW
Water 0.0%
Wastewater 100.0%
Total 100.0%
Water Debt Service
Principal -$
Interest -
Annual Reserve -
Total -$
Wastewater Debt Service
Principal -$
Interest -
Annual Reserve -
Total -$
Total Less Principal -
Date: 11/25/2024
Input 1 2 3 4 5 6 7 8 9 10
Area 2025 2026 2027 2028 2029 2030 2031 2032 2033 2034
Input Area -- Future Debt Service
Scenario:2023 11 21 -- Scenario 1
CITY OF SCHERTZ
WATER/WW IMPACT FEE UTILITY REVENUE CREDIT CALCULATION
Series:Total Future Debt Service
Water Future Debt Service
Total
Principal -$ 185,227$ 190,784$ 884,493$ 911,028$ 2,049,721$ 2,111,213$ 2,174,549$ 2,239,786$ 2,306,979$
Interest - 149,314 143,757 692,627 666,092 1,534,643 1,473,151 1,409,814 1,344,578 1,277,384
Annual Reserve - - - - - - - - - -
Total - 334,541 334,541 1,577,120 1,577,120 3,584,364 3,584,364 3,584,364 3,584,364 3,584,364
Wastewater Future Debt Service
Total
Principal -$ 846,752$ 872,155$ 1,771,533$ 1,824,679$ 2,726,171$ 2,807,956$ 2,892,195$ 2,978,961$ 3,068,330$
Interest - 682,576 657,174 1,334,916 1,281,770 1,909,606 1,827,821 1,743,582 1,656,817 1,567,448
Annual Reserve - - - - - - - - - -
Total - 1,529,329 1,529,329 3,106,449 3,106,449 4,635,777 4,635,777 4,635,777 4,635,777 4,635,777
APPENDIX 33 -
IMPACT FEE
COMPARISON
SOURCES
CITY OF BOERNE -
2023
NEW BRAUNFELS
UTILITIES - 2022
Water & Wastewater Impact Fee Update Report
New Braunfels Utilities
ES-1
EXECUTIVE SUMMARY
In 2021, New Braunfels Utilities (NBU), authorized Freese and Nichols, Inc. (FNI) to perform an impact fee
analysis on the water and wastewater systems. The purpose of this report is to summarize the
methodology used in the development and calculation of water and wastewater impact fees for NBU. The
methodology used herein satisfies the requirements of the Texas Local Government Code Section 395 for
the update of water and wastewater impact fees.
As part of this study, land use assumptions, growth projections, and water/wastewater loading criteria
from the 2021 Water & Wastewater Master Plan Update by FNI were used to develop 10-year load
projections for both the water and wastewater systems. Impact fee capital improvements plans (CIP) were
developed for both systems to serve projected growth through 2032. The hydraulic models of the water
and wastewater systems, along with pumping and storage planning criteria developed by FNI, were
employed to calculate the percentage of each project’s capacity projected to be utilized in the 10-year
planning period (2022-2032). A summation of each project’s estimated cost, including financing costs less
credits for existing projects partially funded through rate increases, multiplied by the percentage of that
project being utilized in the 10-year planning period was used to calculate a total impact fee eligible CIP
cost for both water and wastewater. These costs were divided by the projected growth in living unit
equivalents (LUE) for water and wastewater, respectively, to determine the maximum allowable impact
fees. Table ES-1 and Table ES-2 summarize the maximum allowable impact fee calculations for water and
wastewater, respectively. Table ES-3 shows the maximum allowable impact fee for each meter size
distributed by NBU.
Table ES-1 Maximum Water Impact Fee Calculation
Water Impact Fee
Total Eligible Capital Improvement Costs $228,540,978
Total Eligible Financing Costs $168,389,936
Total Eligible Impact Fee Costs $396,930,914
Total Impact Fee Credits ($837,433)
Maximum Allowable Cost $396,093,481
Growth in Service Units 20,367
Maximum Allowable Water Impact Fee $19,448
Water & Wastewater Impact Fee Update Report
New Braunfels Utilities
ES-2
Table ES-2 Maximum Wastewater Impact Fee Calculation
Wastewater Impact Fee
Total Eligible Capital Improvement Costs $85,710,012
Total Eligible Financing Costs $37,415,837
Total Eligible Impact Fee Costs $123,125,849
Total Impact Fee Credits ($2,813,220)
Maximum Allowable Cost $120,312,629
Growth in Service Units 19,269
Maximum Allowable Wastewater Impact Fee $6,244
Table ES-3 Maximum Allowable Impact Fee by Meter Size
Meter
Size
Maximum Flow Rate
for Continuous Duty
(gallons per minute)
Service
Unit
Equivalent
Maximum
Allowable
Water
Maximum
Allowable
Wastewater
Maximum
Allowable
Total
5/8" 10 1.0 $19,448 $6,244 $25,692
1" 25 2.5 $48,620 $15,610 $64,230
1 1/2" 50 5.0 $97,240 $31,220 $128,460
2" 80 8.0 $155,584 $49,952 $205,536
3" 175 17.5 $340,340 $109,270 $449,610
4" 300 30.0 $583,440 $187,320 $770,760
6" 675 67.5 $1,312,740 $421,470 $1,734,210
8" 2,400 240.0 $4,667,520 $1,498,560 $6,166,080
10" 3,500 350.0 $6,806,800 $2,185,400 $8,992,200
CITY OF SEGUIN -
2023
Water and Wastewater Impact Fee Update
City of Seguin
ES-1
EXECUTIVE SUMMARY
1.0 Background
In August 2022, the City of Seguin, Texas (City), authorized Freese and Nichols, Inc. (FNI) to perform an
impact fee analysis on the City’s water and wastewater systems, including a portion of the Spring Hills
Water Supply Corporation (SHWSC) Service Area that will be transferred to the City as part of the ongoing
Certificate of Convenience and Necessity (CCN) Transfer. The purpose of this report is to summarize the
methodology used in the development and calculation of water and wastewater impact fees for the City
of Seguin. The methodology used herein satisfies the requirements of the Texas Local Government Code
Section 395 for the establishment and update of water and wastewater impact fees.
2.0 Land Use Assumptions
Population and land use are important elements in the analysis of water and wastewater systems.
Through collaboration between FNI and the City, FNI developed growth projections using land use
assumptions from the ongoing Seguin Comprehensive Plan and proposed development according to the
City’s Planning Department to estimate service connections for the 2023 and 2033 planning periods. Table
ES-1 presents the growth projections for the City of Seguin Water and Wastewater Service Areas including
the CCN area to be transferred from SHWSC to the City, hereafter referred to as the “Transfer Area.”
Table ES-1: Growth Projections
Service Area 2023 Connections 2033 Connections Growth Rate
Existing Water 8,272 11,012 2.90%
Transfer Area 1,305 7,370 18.90%
Water Total 9,577 18,382 6.74%
Wastewater Total 10,741 28,319 10.18%
3.0 Capital Improvement Plan
Water and wastewater impact fee capital improvement plans (CIP) were developed for the City of Seguin
based on the land use assumptions and growth projections. The recommended improvements will provide
the required capacity to meet projected water demands and wastewater flows through 2033. The CIPs
are based on recommendations from the 2022 Water and Wastewater Master Plans and include
improvements identified to provide service to the Transfer Area. For each existing or proposed project,
the impact fee eligible cost is calculated as a percentage of the project cost, based upon the portion of
Water and Wastewater Impact Fee Update
City of Seguin
ES-2
the project’s capacity required to serve growth projected to occur between 2023 and 2033, the 10-year
period used for impact fee analysis. The cost associated with the portion of projects required to serve
growth beyond this 10-year period are not included in the current impact fee calculations but will be
eligible for impact fee cost recovery in the next impact fee update. The total cost for each eligible project
includes the project’s capital cost to serve 10-year growth, the projected finance cost for the capital
improvements, and the consultant cost for preparing and updating the CIP. Table ES-2 shows a summary
of the total capital cost and impact fee-eligible cost for all Impact Fee CIP projects for the Water and
Wastewater Service Areas.
Table ES-2: CIP Cost Summary
Service
Area
Total Capital Cost of
Impact Fee Eligible
Projects
Total 10-Year (2023-2032)
Cost of Impact Fee
Eligible Projects
Water $173,881,062 $87,766,441
Wastewater $339,567,626 $194,769,279
4.0 Impact Fee Analysis
According to Chapter 395 of the Texas Local Government Code, the maximum impact fee may not exceed
the amount determined by dividing the cost of required capital improvements by the total number of
service units attributed to new development during the impact fee eligibility period. A water service unit
is defined as the service equivalent to a water-only connection or a water/wastewater connection for a
single-family residence. A wastewater service unit is defined as the service unit equivalent to a
water/wastewater connection for a single-family residence. The current impact fee ordinance was
adopted in 2020. This ordinance set the water impact fee for a single-family meter at $1,386.86 including
a pass-through fee of $354.54 from Schertz-Seguin Local Government Corporation (SSLGC) and the
wastewater impact fee for a single-family meter at $7,757.77. This project is an update to the 2020
ordinance. Table ES-3 displays the updated maximum allowable impact fee per service unit for the Water
and Wastewater Service Areas, including the $354.54 SSLGC pass-through fee.
Water and Wastewater Impact Fee Update
City of Seguin
ES-3
Table ES-3: Maximum Allowable Impact Fees
Service Area
Maximum Allowable
Impact Fee Per Service Unit
Water $7,308
Wastewater $9,250
Sub-Total $16,558
SSLGC Water Supply
Impact Fee $354
Total Maximum
Allowable Impact Fee $16,912
CITY OF SAN
MARCOS - 2018
2018 Update of the Water and Wastewater
Impact Fees for the City of San Marcos
Table 8.
Derivation of Alternative Maximum Water and Wastewater
Impact Fee Amounts
Capital Cost
Optional Adjustments Highest
of Option A Option B of
New Service Rate 50%Cost Option A
Item per LUE Credit Adjustment Option A Option B or B
WATER
Supply 2,495 $ 208 $ 1,247 $ 2,287 $ 1,247
Treatment 609 10 305 599 305
Pumping 128 18 64 110 64
Ground Storage 298 1 149 297 149
Elevated Storage 163 8 82 155 82
Transmission 455 113 228 342 228
Allocated Impact Fee Study Cost 10 10 10
Total Water 4,159 358 2,074 3,801 $2,085 $3,801
WASTEWATER
Treatment 1,470 86 $ 735 $ 1,385 $ 735
Pumping 705 78 352 627 352
Interceptors 774 112 387 662 387
Allocated Impact Fee Study Cost 10 10 10
Total Wastewater 2,960 276 1,475 2,684 $1,485 $2,684
TOTAL WATER/WASTEWATER 7,119 634 3.549 6,485 $3,570 $6,485
The fee methodology was replicated for each major facility type in the utility system
e.g., supply,treatment, pumping, elevated storage, ground storage, and transmission) so that the
total fee amount is the sum of the component facility fees. This provides a basis for extending
the fee to wholesale customers of the City or granting fee offsets if a developer cost-participates
with the City on CIP projects.
For comparison purposes, the current impact fees of other near-by cities are listed in
Table 9.
City ofSan Marcos 15 1.)January 2018
CITY OF AUSTIN -
2023
SAWS - 2024
2800 U.S. Hwy. 281 North • P.O. Box 2449 • San Antonio, TX • 78298-2449 • www.saws.org
March 18, 2024
TO INTERESTED PARTIES:
Texas Local Government Code Chapter 395 necessitates the updating of the San Antonio
Water System (SAWS) impact fees by June 2024. The Capital Improvements Advisory
Committee (CIAC), SAWS staff, and consultant Carollo Engineers began the update
process for all water and wastewater impact fees in July 2023, and the CIAC finalized its
recommendations in a findings report on January 31, 2024. The findings report and all
other CIAC meeting documents are available at: www.saws.org/CIAC .
The update involves a projection of increased demand and resulting increased capacity in
the water and wastewater systems for the next ten-year planning period. The costs
associated with the capacity necessary to serve the projected growth determine the impact
fee rate. The CIAC recommended impact fees are show below.
SUMMARY OF RECOMMENDED IMPACT FEES
2800 U.S. Hwy. 281 North • P.O. Box 2449 • San Antonio, TX • 78298-2449 • www.saws.org
The recommended impact fees were approved by the SAWS Board of Trustees on March
5, 2024. It is anticipated that the San Antonio City Council will hold a public hearing and
consider adoption of the recommended impact fees on May 16, 2024. When the
recommended impact fees are approved by the San Antonio City Council, they are
expected to become effective on June 1, 2024.
The determination on whether current impact fees or the recommended impact fees will
be charged for service to a particular property is based on the date of plat recordation. In
accordance with current state law, the impact fees in effect at the time the plat is recorded
are the fees that will be charged. An individual may pay current impact fees for a
property prior to plat recordation under the following conditions:
• The plat has been approved by the Planning Commission,
• All impact fees are paid prior to the effective date of the new impact fees.
If you have any questions concerning the update process, please do not hesitate to contact
me at tlehmann@saws.org, 210-233-3492, or Bob Johnson at bobby.johnson@saws.org,
210-233-3493.
Sincerely,
Tracey B. Lehmann, P.E.
Interim Vice President
Engineering and Construction
CITY OF
PFLUGERVILLE -
2023