1987S16- AMENDING THE SUBDIVISION ORDINANCE
I
ORDINANCE NO. '2? 7-5-/0
AN ORDINANCE
BY THE CITY COUNCIL OF THE CITY OF SCHERTZ,
TEXAS, AMENDING THE SUBDIVISION ORDINANCE NO.
87-S-11 BY ADDING EXHIBIT "D" FLOOD STUDY OF
DIETZ CREEK
BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF SCHERTZ, TEXAS:
THAT Subdivision Ordinance No. 87-S-11 of the City of
Schertz, Texas, is hereby amended adding the Flood Study of the
Dietz Creek for the City of Schertz as Exhibit "D".
PASSE~ROVED AND
. AI...d~
ADOPTED this the
, 1987.
Of__~
U-tft::::-
, 1987.
Approved on f hs treading theJl day
~,
day of
Texas
ATTEST:
Schertz
lJ1100b ~tuby
OF
1Birtz Q1r r p k
FOR THE
Ql ity of ~ r lr rrtz
PROJECT 1121.71
JUNE 1987
FORD ENGINEERING INC.
ENGINEERING
PLANNING
.
DEVELOPMENT
.
AWl< DRIVE. SUllE 110 (P,O. BOX 2906), UNIVERSAL CIT'f'. lEXAS 78148-1906, (512) 659-035~
Nloob g,tuhg
OF
1Birtz Qlrrpk
FOR THE
(!lily of ~rqrrt1!
PROJECT 1121_71
JUNE 1987
FORD ENGINEERING INC.
ENGINEERING . PLANNING . DEVELOPMENT
AWl< DRIVE, SUITE 110 (P.O_ BOX 2906), UNIVERSAL CITY, TEXAS 78148-1906, (512) 659-0357
FLOOD STUDY OF DIETZ CREEK
CITY OF SCHERTZ, TEXAS
BY FORD ENGINEERING INC,
1.0 INTRODUCTION
The purpose of this study is to investigate the severity of flood hazards
under the conditions of total development within the Dietz Creek catchment in
the City of Schertz and to aid in the planning of present and future drainage,
street and developmental improvements,
Data utilized in the study include U,S,G,S,- 7.5 minute series maps.
C.C,MA, contour and sewer maps, subdivision plats, the Flood Insurance Study
(Sept. 1977), Soil Conservation Service Soil Surveys, 1983 City Master Plan.
and information gathered in the field,
This study was conducted by Ford Engineering Inc, as authorized and
financed by the City of Schertz,
2.0 EFFECTS OF URBAN DEVELOPMENT
It has long been recognized that urban development has a pronounced effect
on the rate of runoff from a given rainfall. The hydraulic efficiency of a
drainage system with urbanization generally increases the speed of runoff and
reduces the storage capacity of the watershed, The reduction of storage
capacity is a direct result of the elimination of porous soils and surfaces,
small ponds, and natural holding areas, This comes about by grading and paving
of building sites, streets, drives. parking lots, and the construction of
rooftops,
Storm water management programs aimed at controlling increased runoff
generated by development are a top priority in watershed planning, More
frequent flooding, increased rates and volumes of storm water runoff, increased
soil and channel erosion. and increased water pollution are all problems
intensified by increased storm water runoff resulting from development,
3.0 ALTERNATIVE WATERSHED MANAGEMENT TECHNIQUES
Section 11.086 of the Texas Water Code states that it shall be unlawful for
any person to divert the natural flow of surface waters in this state or to
impound waters in a manner that damages the property of another, Statute also
grants remedies, both at law and in equity, to any party injured by such a
diversion, This Water Code establishes strict liability for these unlawful
diversions and the remedies include damages caused by diversion, Summarized,
this law requires that any development not change the manner or quantity of
storm runoff.
In recent years there has been considerable discussion of the use of
"nonstructural" meaSUres to minimize the impact of urban development on flood
flows, These measures are generally considered to include, but are not limited
to:
L Retention Ponds
2, Deten tion Ponds
3, Rooftop Storage
4, Parking Lot Storage
5, Porous Paving
6, Grassed Swales
In most cases these measures require some structural construction and are
referred as "nonstructural" in contrast to "structural" work on the major
drainage systems of a watershed,
The most successful "nonstructural" measure implemented, enforced and
maintained in the State is the detention pond system, Many municipalities in
an effort to comply with the Texas Water Code and gain control of flood
management have implemented a detention requirement for sites as small as an
acre, Watershed drainage systems based on numerous small detention facilities
prove difficult to manage or to define the actual combined effect on the peak
flood, This method is usually a short term crutch for development to continue
in a watershed with existing flooding problems, Such watershed management
usually move towards large regional detention facilities designed for thousands
of acres, Detention ponds, while technically feasible and can reduce the
amount of channel enlargement required, are usually not economical and will not
solve existing flooding, Detention ponds requirements can be detrimental to
development due to costs, loss of land, maintenance, and health hazards,
The goal of watershed management should be to provide adequate flood control
measures to eliminate the 100 year flood plain from areas outside the banks of
drainage channels in developed areas, Additionally the goal should include
insuring adequate facilities are provided to accommodate new developments such
that existing developments downstream would not be subject to flooding by the
100 year event
"Structural" channel improvements by deepening, widening, and straightening
to contain the 100 year 100 percent developed flood flow is the most realistic
and economic solution to flood controL
4.0 AREA STUDIED
This flood study covers the Dietz Creek area from 300 feet downstream of
EM 3009 to the corporate boundary of Schertz 2000 feet west of East Live Oak
Road (total length 8,675 feet), The total study catchment area is 6.59 square
miles (4,220 acres) and is defined on Exhibit A. The estimated percent
development is approximately 15 percent at the time of this report This
catchment is and will continue to be one of the fastest developing areas for
both residential and commercial uses, The City of Schertz population has grown
from 4,536 in 1970 to 7,262 in 1980 and the 1986 population is estimated at
12,800, Rapid population growth and economic development will occur quickly
within the study catchment due to:
L LH. 35 commercial and industrial frontage,
2, Existing Multi-phase Residential developments are constructing
new sections and expanding masterplans,
3, State Dept. of Highways and Public Transportation Expansion of
EM 3009 to five lanes from the present two lanes within the
next five years will accelerate growth,
4, Completion of the Schertz Parkway by 1989, which will be a
collector from LH. 35 to EM 78, will open a majority of the
catchment to development.
Soils for the catchment include dark colored calcareous clays, silty clays,
gravely loams, and outcroppings of limestone rock, For drainage and runoff
purposes the soils fall into the slow infiltration and high runoff potential
classifications.
The study area drainage system is largely natural unimproved channels with
some undersized channelization, Flood plains defined by the 1977 Flood Study
considered development thru 1982, Due to the existing condition of the water
conveying systems the flood plain is relatively wide and shallow,
There are two major drainage structures in the project area:
L EM 3009 - Two 8'x 8' concrete box culverts
2, Elbel Road - Four 10' x 6' concrete box culverts
Both the F,M 3009 and Elbel drainage structures are severely undersized
with high backwater and overtopping occurring with flows greater than the
existing 10 year flood (2,450 CFS),
5.0 ENGINEERING METHODS
5,1 Hydrological Analyses
Hydrologic analyses were carried out to establish the peak discharge
for the 100 year recurrence interval. The U,S, Army Corps of Engineers HEC-I
Flood Hydrograph computer model was used for analyses, Synthetic unit
hydrographs were developed considering 100 percent development within the
catchment. The Soil Conservation Service Unit Hydrograph method for ungaged
catchments was utilized to develop flood peaks, This method considers soil
type, rainfall distribution, channel slopes, drainage areas, and development
percentages,
Discharges were computed at three locations:
L East Live Oak Road
8,879 cubic feet per second
2, Elbel Road
9,114 cubic feet per second
3, F,M, 3009
9,175 cubic feet per second
Note that in the 1977 Flood Insurance Study, the 100 year flow = 4,760 cfs
at F,M 3009 for development up to 1982, Urban development of the watershed
will almost double the existing 100 year flood flow,
Discharges were routed using the Muskingum method to each location, Flood
hydrograph peaks are summarized on Exhibit B.
5,2 Hydraulic Analyses
The U,S, Army Corps of Engineers HEC-2 Water Surface Profile computer
program was utilized to determine flood elevations, This is the same
step-backwater program used to establish the 1977 Flood Hazard Boundary and
Flood Insurance Rate Map, Cross sections along Dietz Creek were established
using contour maps ( 2 foot interval) taken from aerial photography, Field
measurements were taken for existing structures and utilities, Sections were
located in close proximity to bridges and culverts in order to compute the
significant backwater effects of these structures, Additional cross section
information was obtained from U.s. Geological Survey topographic maps,
The channel roughness factors for the backwater analyses range from 0,040 to
0,055, The starting water surface for Dietz Creek was developed using the
slope-area method, Peak flows for the Dietz Creek catchment will generally
occur while the main Cibolo flood is on the rising limb of the hydrograph and
therefore were selected at values not influenced by Cibolo backwaters,
The flooding pattern defined by the 1977 Flood Study for the 500 year event
in which a portion of the Cibolo Creek flood waters traverses Schertz by way of
the Dietz Creek was not considered and is outside the scope of this study,
However the Cibolo Creek watershed is also in a period of continuing
development and future studies for planning purposes would be advisable for a
watershed which affects this large an area,
Proposed improvements to bring the 100 year 100 percent development flood
within a defined channel were defined by mOdifying existing cross-sections,
The proposed channel will be earthen with 3:1 side slope banks for planning
purposes, A bottom width of 120 foot was chosen due to limited Right of Way
and velocity considerations. Consideration for existing sanitary sewer lines
and other utilities were taken into account for location and bottom elevations
of proposed improvements.
Three computer models were analyzed:
L Existing channel conditions ( 100 year. 100% developed)
2, Proposed channel improvements with no modification to the Elbel
drainage structure ( 100 year - 100% developed)
3, Proposed channel improvements with no backwater effect from structures
( 100 year - 100% developed)
6_0 COMPUTER MODEL RESULTS
100 Year Flood Elevations at Selected Locations
LOCA TION 1977 STUDY MODEL 1 MODEL 2 MODEL 3
FM 3009 700.6 701.8 694,8 694,8
ELBEL 702,9 704.0 701.6 699.4
1100 FT, N, OF ELBEL 703,9 705.4 702,5 701.4
E, LIVE OAK ROAD 712,9 713,6 711.0 711.0
Modell defines the effects that urbanization will have on the Dietz Creek
flood plain if no improvements are made, Model 2 improves the channel but
backwater effects of the Elbel structure is shown, Model 3 removes the
backwater effect assuming improved structures which are adequately designed for
flooding conditions, Summaries by station of each model are shown on Exhibits
C, D, and E. The 100 year - 100 percent development flood plain is delineated
on Exhibit G,
The ultimate 100-year event increases the flood elevation between 0,5 to 1.5
feet above the 1977 Study, Existing structures with a high risk of being
inundated by the ultimate 100-year flood include the Cibolo-Schertz School
Athletic Field House and Mechanic building, the Schertz Community Center and
E,MS, building, the Good Shepard Church facilities, and homes within the Val
Verde, Village and Parkland Village subdivisions, Small areas within or close
to the flood plain boundaries may be above or below the flood elevation, but
cannot be defined due to limitations of topographic data, Improvements of the
conveying channel will contain the ultimate flood within the banks except in
areas close to drainage culverts with a high backwater effect, Within the
project area approximately 250 acres of undeveloped flood plain land would be
removed from inundation by the 100-year ultimate flood,
Plans for widening of the F,M, 3009 drainage structure are within the 5-Year
Plan of the State Department of Highways and Public Transportation (SDHPT).
Lowering of the flow line of the structure will be possible only if the
downstream channel is lowered, Present indications are that this lowering of
the downstream channel will be achieved through the local effort of a
downstream owner in need of fill.
Lowering and widening of the structure is critical to enable a majority of
the upstream project area to contain the 100 year flood, Widening without
lowering of the flow line will require very wide and shallow channel
improvements, increasing construction and right-of-way costs,
The Elbel drainage structure is situated approximately 2 feet below the flow
line of the existing channel and therefore a siltation problem reduces the
hydraulic efficiency, Proposed improvements will require lowering of the flow
line approximately 2,5 feet below the structure, The proposed structure would
include the existing four 10' x 6' boxes but would add the equivalent of seven
10' x 8' concrete boxes,
7.0 COST ESTIMATE
A comprehensive cost estimate for a major drainage project begins with
right-of-way acquisition, This area of estimation proves to be the most
flexible and therefore often results in considerable error, The study site is
bounded by land owned or controlled by private individuals, developers,
churches, public schools, and the City of Schertz and therefore negotiation for
right-of-way will vary tremendously, A cost of $10,000,00 per acre for flood
plain acreage was estimated, Note that a portion of the channel is presently
within drainage easement or right-of-way.
Construction costs are based on 1987 prices experienced in this area,
Clearing and grubbing of site includes removal offsite of spoil due to burning
ordinances. Earthwork costs include excavation, 1500 foot haul, and
stOCkpiling. Earthwork quantities are calculated from hydraulic sections and
accuracies are limited to such, Engineering fees are based on guidelines
established by ASCE Manual No, 45 of seven (7) percent engineering, one (I)
percent surveying, and two (2) percent contingencies,
Financing costs are not included but should be considered depending on
source of funding, Example: Costs for selling bonds will add to project
costs,
Total cost for the complete channelization of Dietz Creek within the project
area is as follows:
Right of Way - $ 338,000,00
Construction - $ 1.314,800,00
Engineering $ 131 480,00
TOT AL $ 1.784,280,00
For a detailed quantity estimate see Exhibit F.
8.0 PROJECT FINANCING AND ALTERNATIVES
L Bond issue with City wide tax increase to retire bonds,
2. Bond issue with Capital Recovery Fee attached to new developments within
the watershed (based on platted acreage) to retire bonds,
3, Capital Recovery Fees within the watershed with construction phased as
this fund allows,
4, Total cost to individual developers who own land in the flood plain of the
study area,
5, County, State or Federal Block Grants,
6, The null or do nothing financing plan,
7, Combination of any of the above,
A new system based on the source of increased runoff (new development) has
been implemented in some municipalities in Texas, This Capital Recovery system
is based on a per acre of development fee collected at the time of platting,
The Dietz Creek water shed is presently fifteen percent developed,
Approximately 2,430 undeveloped acres are within the city limits of Schertz,
The capital recovery fee for the Dietz Creek watershed would be approximately
$735/acre if the total burden were placed upon new development.
An average fifty (50) acre residential subdivision would pay a one time
drainage capital recovery fee of $36,750,00,
The alternative for developers is detention facilities, Costs for this would
include increased construction costs, loss of marketable land, and increased
engineering costs,
Estimated alternate detention system for fifty (50) acre development:
$20,000 cost for two acres of land
$40,000 construction (excavation, inlet and outlet structures, grassing)
$ 2,000 I year maintenance
$ 7,200 12% en2ineerin2 fee
$69,200 TOTAL
This does not include loss of profit if detention facility land were developed,
After one year the maintenance would become a liability of the City.
9.0 SUMMARY
The Dietz Creek watershed has a high development potential and this
urbanization changes the response to precipitation, The increased peak
discharge will aggravate existing inundation by flood waters, Urbanization of
the watershed will effectively double the existing 100-year flood discharge, As
the population increases and land values increase, the effects of uncontrolled
runoff will become an economic burden and a serious threat to the health and
well-being of the community,
Management of the runoff will require far sighted planning and strategies
before increased flooding occurs, Improvements to the major drainage conveying
channels can remedy existing flooding, allow for upstream development, and
bring lower watershed land out of the flood plain,
Financing of drainage projects may be drawn from a number of resources, A
combination of capital recovery development fees, matching grant funds, and
city participation will all be required to ensure the common goal of protecting
the well-being of the community,
Now is the time to begin both short and long term planning for watershed
drainage management to encourage continued safe growth of the community,
GLOSSARY OF TERMS
DISCHARGE - As applied to a stream, the rate of flow or volume of water flowing
in a given stream at a given place and within a given period of time,
DRAINAGE AREA. The area tributary to a lake, stream, sewer, or drain, Also
called catchment area, watershed or river basin,
ENCROACHMENT LIMITS - A limit of obstruction to flood flows, Encroachment
limits are normally established on the ground through the use of markers, These
encroachment "lines" are roughly parallel to a stream but do not have to be
equidistant from the centerline of a stream channel on each bank, Encroachment
lines are established by assuming that the area landward (outside) of the lines
will be ultimately developed in such a way that it will not be available to
convey flood flows,
FLOOD - An overflow of land not normally covered by water and that are used or
usable by man, Floods have two essential characteristics: The inundation of
land is temporary; and the land is adjacent to and inundated by overflow from a
river or stream or an ocean, or other body of standing water.
Normally, a "flood" is considered as any temporary rise in streamflow or stage,
but not the ponding of surface water, that results in significant adverse
effects in the vicinity, Adverse effects may include damages from overflow of
land areas, temporary backwater effects in sewers and local drainage channels,
creation of unsanitary conditions or other unfavorable situation by deposition
of materials in stream channels during flood recessions, rise of ground water
coincident with increased streamflow and other problems,
FLOOD PEAK. The maximum instantaneous discharge of a flood at a given
location, It usually occurs at or neat the time of the flood crest
FLOOD PLAIN - The relatively flat area or low lands adjOining the channel of a
river, stream or watercourse or ocean, lake or other body of standing water,
which has been or may be covered by flood water,
FLOOD PROFILE - A graph showing the relationship of water surface elevation to
location. the latter generally expressed as distance above mouth for a stream
if water flowing in an open channeL It is generally drawn to show surface
elevation for the crest of a specific flood, but may be prepared for conditions
at a given time or stage,
FLOODW A Y - The minimum area of a flood plain required to convey a flood peak of
a selected magnitude, This usually consists of the most hazardous area of the
flood plain where water velocities are appreciable, Areas on the landward side
of a flood way normally convey little or no flood flow although they are
inundated by water during floods,
INTERMEDIA TE REGIONAL FLOOD - A flood having an average frequency of occurrence
in the order of once in 100 years although the flood may OCcur in any year,
LOW STEEL - The lowest point of a bridge or other structure over or across a
river, stream, or watercourse that limits the opening through which water
flows,
MEAN SEA LEVEL - A determination of mean sea level that has been adopted as a
standard datum for heights, Elevation in feet and decimals thereof is a
measurement vertically above the datum as used in surveys and engineering
reports,
STANDARD PROJECT FLOOD - The flood that may be expected from the most severe
combination of meteorological and hydrological conditions that are considered
reasonably characteristic of the geographical area in which the drainage basin
is located, excluding extremely rare combinations,
WATERSHED - (I) The area contained within a divide above a specified point on a
stream; (2) the divide between drainage basins,
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. .
DIETZ CREEK CHANNELIZATION ESTIMATE 5/20/87
ITEM DESCRIPTION QUANTITY UNIT UNIT PRICE TOTAL
1. RIGHT OF WAY
300 FT DOWNS TEAM - FM 3009 1.0 ACRES $10,000.00 $10,000.00
FM 3009 - ELBEL 7.0 ACRES $10,000.00 $70,000.00
ELBEL - 1400 FT UPS TEAM 4.5 ACRES $10,000.00 $45,000.00
1400 FT - LIVE OAK ROAD 13.0 ACRES $10,000.00 $130,000.00
LIVE OAK - 2000 FT UPSTREAM 8.3 ACRES $10,000.00 $83,000.00
2. CLEAR AND GRUB SUBTOTAL $338,000.00
300 FT DOWNS TEAM - FM 3009 1.0 ACRES $1,000.00 $1,000.00
FM 3009 - ELBEL 7.0 ACRES $1,000.00 $7,000.00
ELBEL - 1400 FT UPSTEAM 4.5 ACRES $1,000.00 $4,500.00
1400 FT - LIVE OAK ROAD 13.0 ACRES $1,000.00 $13,000.00
LIVE OAK - 2000 FT UPSTREAM 8.3 ACRES $1,000.00 $8,300.00
3. CHANNEL EXCAVATION BY LOCATION
300 FT DOWNS TEAM - FM 3009 23,500 C.Y. $2.00 $47,000.00
FM 3009 - ELBEL 110,000 C.Y. $2.00 $220,000.00
ELBEL - 1400 FT UPSTEAM 80,200 C.Y. $2.00 $160,400,00
1400 FT - LIVE OAK ROAD 207,860 C.Y. $2.00 $415,720.00
LIVE OAK - 2000 FT UPSTREAM 109,440 C.Y. $2.00 $218,880.00
4. SEED CHANNEL 36.0 ACRES $1,500.00 $54,000.00
5. STRUCTURAL IMPROVEMENTS
5.1 ENLARGE ELBEL CULVERT 1 L.S. $110,000.00 $100,000.00
5.2 DROP STRUCTURES 3 L.S. $15,000.00 $45,000.00
5.3 UTILITY ADJUSTMENTS 1 L.S. $20,000.00 $20,000.00
SUBTOTAL $1,314,800.00
6. ENGINEERING & CONTINGENCIES
(10% OF CONSTRUCTION) $131,480.00
TOTAL PROJECT
$1,784,280.00
NOTE: CLEAR AND GRUB COST BASED ON REMOVAL FROM SITE.
EARTHWORK QUANTITIES BASED ON HYDRAULIC SECTIONS AND
ACCURACIES ARE LIMITED TO SUCH.
EARTHWORK COSTS INCLUDE EXCAVATION,1500 FT. HAUL, AND STOCKPILED
EXHIBIT F
II
.~~;:;.R"J~~:r>""'1~ _
""'~~-:.~
,gll_.ill~g_li'i;;!,~,i).........."..'..
;4f,;, f'" 'Jf/
122 East Byrd
p, 0, 80x 2789
Universal City, Texas 78148
(512) 658-7424
PUBLISHER'S AFFIDAVIT
(COUNTY OF BEXAR)
lSTATE OF TEXAS)
I, Lori Robinson, authorized representative of the Herald Newspaper Group,
do solemnly swear that the notice, a printed copy of which is hereto attached,
was published once a week for ~ consecutive week(s) in the Northeast
Herald published at Universal City, Bexar County, Texas, on the following
date(s), to wit: July 30 A.D., 19 ~
~~~~
Subscribed and sworn to before me, this 29th
My commission expires October 20, 1990
day of
July
19 87 .
/1 .,
(d flU./'< ~7L<~/
Notary public in and for Bexar County,
Texas
t'/'_
Yb
(NOTARY SEAL)
AN ORc:N4NCE
BY THE CITY COUN-
CIL OF THE CITY OF
SCHERTZ, TEXAS,
AMENDING THE
SUBDIVISION ORDI-
NANCE NO, 87-S-11
BY ADDING EXHIBIT
"0" FLOOD STUDY
OF DIETZ CREEK.
Approved Dn first
reading the 21st day
of July, 1987,
June G, Krause
City Secretary
A Division of H8~t6.H5nks Communlcatiofls, Inc.