ST9905DR-SY020118- ~Q~ P~Q.
DRAFT S'r 94-mS
DRAINAGE REPORT
EXECUTIVE SUMMARY-
BASIN G-1 IMPROVEMENTS
THE CITY OF COPPELL
COPPELL, TEXAS
PROJECT NO. 20000890
Prepared by
TzwvSysrEn~s
PO~?AT/ON ~=
3010 LBJ Freeway, Suite 990
Dallas, Texas 75234
(972) 280-9300
Introduction/Puruose
- The City of Coppell and TranSystems are in the process of preparing construction
documents to improve Bethel Road from the western Coppell/Grapevine city limits to
Freeport Parkway (approximately 1.2 miles). Improvements to Bethel Road will include
- the widening of the existing 2-lane roadway to a 4-lane divided parkway. The Bethel
Road widening project will also include significant modifications and improvements to
the existing storm drainage system.
- The City of Coppell as part of this roadway project wishes to explore opportunities to
improve the drainage characteristics of a tributary to Grapevine Creek, stream G-1. For
- the purposes of .this study stream G-1 (and its associated drainage area) is .defined (see
figure 1) by that portion of the stream extending from 200 feet downstream of the
Coppell Road crossing to the upper most reaches of the watershed located within the
- control of the Dallas Fort Worth International Airport.
Basin G-1 has undergone numerous studies including the 1991 City-Wide Storm Water
- Management Study performed by Halff Associates Inc., the August 1991 Conditional
Letter of Map Revision, CLOMR, the resultant August 1992 Letter of Map Revision,
LOMR, prepared by Goodwin and Marshall, Inc., and the recent Southwest Coppell
- Storm Water Management Plan dated February of 1999 prepared by Halff Associates,
Inc.
"' New development has occurred in the drainage basin for stream G-1 since the above-
mentioned studies were completed. These changes include new development north of
Bethel Road to include the Trade Point and the Duke Freeport developments. In addition
'- there 9~as been additional development south of Bethel Road adjacent to Freeport known
as the Koll Development. Each of these developments has been constructed with on-site.
detention facilities.
This study will first update previous studies to include the above-mentioned
developments (including onsite stormwater detention) and second will evaluate
- alternatives to alleviate flooding of stream G-l, resulting from future development,
within the scope and limits of this study.
- Existing Conditions
- TranSystems has limited detail design and hydraulic analysis of Basin G-1 to the area
defined as 200 feet downstream of the crossing of Coppell Road west to the upper
reaches of the drainage basin. The basin is currently comprised of several land uses
- including Heavy Industrial, Light Industrial and Residential. The existing industrial uses
are comprised of the USPS, Minyards and Koll Development south of Bethel Road and
Trade Point and Duke Freeport north of Bethel Road. Residential development begins
approximately extends 700 feet upstream from Coppell Road. Most of the remainder of
the basin is undeveloped.
The terrain in this area is mildly sloping to flat. General drainage is from southeast to
northwest. The groundcover at the headwater of the basin consists of non-maintained
_ natural grasses and trees (DFV1~ while much of the remaining area is characterized as
industriaUcommercial consisting of large wazehouses and pazking lots.
Drainage Basin G-1 consists of 11 sub-drainage azeas. Each of the sub-drainage areas
have been categorized and evaluated based on the existing development within the sub-
basin. Many of the existing drainage areas have been designed with onsite stormwater
detention ponds. Basin characteristics such as area, length and slopes were determined
using a combination of the City of Coppell Topographic mapping and the USGS 7.5
Minute Quadrangle map for the project area. Soil Conservation Service SCS curve
numbers, CN were determined based on field observations and current SCS soil maps.
Basin times of concentration were determined using TR-55 Urban Hydrology Method.
Table 1-1 summarizes the variables used in the hydrologic analysis of draina~e basin G-1 ~,
,yiv 5~E l
AREA
AREA
SIZE Ac
BASIN
LENGTH
SLOPE
GROUND
COVER CURVE
NUMBE
RCN RUNOFF
COEFFICIENT
'C'
TC
hr.
DA-1 149.86 5400 0.004 Undeveloped 93 0.6 0.23
DA-2 92.51 220 ~ 0.004 Undeveloped 89 0.6 0.56
DA-3 46.99 3500 0.01 Developed 95 0.9 0.23
DA-4 35.75 3380 0.01 Developed 95 0.9 0.23
DA-5 34.95 2517 0.005 Developed 80 0.6 0.37
DA-6 46.04 2720 0.005 Developed 95 0.9 0.23
DA-7 4.51 200 0.003 Undeveloped 80 0.6 0.15
DA-8 20.46 2017 0.004 Developed 85 0.9 0.17
DA-9 32.99 2640 0.004 Undeveloped 89 0.6 0.25
DA-10 113.52 4100 0.006 Developed 95 0.9 0.6
DA-11 98.21 3900 0.006 Developed 95 0.9 0.57
DA-12 38.57 1440 0.007 Developed 95 0.9 0.15
DA-13 16.76 1210 0.008 Developed 95 0.9 0.15
DA-14 57.54 1935 0.01 Undeveloped 89 0.6 0.2
Table 1; Summary of Sub-Basin Characteristics, Existing Conditions, Basin G-1
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Haestads Methods Pond Pack mputer program was used for the computation of design
discharges and the routing of;runoff through Basin G-1. This software computes
hydrographs for each of the drainage basins and also routes the hydrographsthroughout
the basin Table 2 below summarizes the peak 100-year discharges associated with each
of the sub-basins. The discharges shown in Table 2 take into account the newly
constructed detention ponds located on the Koll, Trade Point,~or the Duke Fseopert (,:),r~, kS
.- developments.
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Table 2; Summary of Sub-Basin Existing 100 Year Discharges, Bann G-1
* Detention ponds located in these sub-basins
** Sub-basins draining to Cottonwood Creek ,~ / ~`~
AREA AREA
SIZE
Ac . CURVE
NUMBER
CN RUNOFF
COEFFICIENT
'C' DISCHARGE
(cfs)
DA-1 149.86 93 0.6 11 1
DA-2 92.51 89 0.6 314
DA-3 46.99 95 0.9 380
DA-4 35.75 95 0.9 349
DA-5 34.95 80 0.6 2~3
DA-6 46.04 95 0.9 472
DA-7 4.51 80 0.6 36
*DA-8 20.46 85 0.9 78
DA-9 32.99 89 0.6 - 263
*DA-10 113.52 95 0.9 240
*DA-11 98.21 95 0.9 153
**DA-12 38.57 ~ 95 0.9 308
**DA-13 16.76 95 0.9 133
**DA-14 57.54 89 0.6 306
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The following table summarizes existing condition discharges at various locations along
stream G-1.
STREAM LOCATION DRAINAGE DISCHARGE
AREA (cfs)
Acres
G_1 200' Downstream 700 2450
of Co ell Road
G-1 Confluence of G-1 676 2423
and Unnamed
Trib.
G-1 Upstream of 464 2338
Bethel Road
G_1 Upstream of 406 2260
Free ort Parkwa
G-1 Outfall From 325 2088
USPS
G_1 Upstream of Royal 242 1496
Lane
Unnamed Outfall from Pond 212 240
Tributa
Table 3; Summary of Fully Developed 100 Year Discharges, along Stream G-1
Future Conditions
The future conditions provide for full basin development along with the proposed
_ roadway modifications proposed for Bethel Road. The following table summarizes the
drainage area characteristics.
AREA SIZE AC CURVE
NUMBER CN RUNOFF
COEFFICIENT C DISCHARGE (cfs)
DA-1 149.86 95 0.9 1542
DA-2 92.51 95 0.9 1040
DA-3 46.99 95 0.9 380
DA-4 35.75 95 0.9 349
DA-5 34.95 80 0.6 253
DA-6 46.04 95 0.9 471.5
DA-7 4.51 80 0.6 36
"DA-8 20.46 85 0.9 180
DA-9 32.99 89 0.6 263
a
AREA SIZE AC CURVE
NUMBER CN RUNOFF
COEFFICIENT C DISCHARGE (cfs)
*DA-10 113.52 95 0.9 _ 360
*DA-11 98.21 95 0.9 150
**DA-12 38.57 95 0.9 308
**DA-13 16.76 95 0.9 133
**DA-14 57.54 89 0.6 306
DA-15A 0.774 N/A 0.9 6.19
DA-15B 0.31 N/A 0.9 2.48
DA-16A 0.512 N/A 0.9 4.09
DA-16B 0.693 N/A 0.9 5.54
DA-16C 0.358 N/A 0.9 2.86
DA-17A 0.584 N/A 0.9 4.67
DA-176 0.864 N/A 0.9 6.91
DA-17C 0.52 N/A 0.9 4.16
DA-17D 0.367 N/A 0.9 2.93
DA-17E 0.442 N/A 0.9 3.53
DA-18A 0.563 N/A 0.9 4.50
DA-186 0.751 N/A 0.9 6.00
DA-18C 0.33 N/A 0.9 2.64
DA-18D 0.231 N/A 0.9 1.85
DA-19A 0.413 N/A 0.9 3.30
DA-19B 0.434 N/A 0.9 3.47
DA-19C 0.271 N/A 0.9 2.17
DA-20A 0.458 N/A 0.9 ~ 3.66
DA-20B 0.244 N/A 0.9 1.95
DA-21 0.45 N/A 0.9 3.60
DA-22 0.245 N/A 0.9 1.96
DA-23 0.22 NIA 0.9 1.76
DA-24 0.123 N/A 0.9 0.98
DA-25 0.2 N/A 0.9 1.60
DA-26 0.127 N/A 0.9 1.01
DA-27 0.206 N/A 0.9 1.65
DA-28 0.165 N/A 0.9 1.32
DA-29 0.191 N/A 0.9 1.53
DA-30 0.189 N/A 0.9 1.51
DA-31 A 0.45 N/A 0.9 3.60
DA-31 B 0.388 N/A 0.9 3.10
DA-32A 0.502 N/A 0.9 4.01
DA-326 0.436 N/A 0.9 3.48
AREA SIZE AC CURVE
NUMBER CN RUNOFF
COEFFICIENT C DISCHARGE (cfs)
DA-33 0.388 N/A 0.9 3.10
DA-34 0.327 N/A 0.9 2.61
DA-35A 0.418 N/A 0.9 3.34
DA-356 0.397 N/A 0.9 3.17
DA-35C 0.326 N/A 0.9 2.61
DA-36A 0.401 N/A 0.9 3.20
DA-366 0.312 N/A 0.9 2.49
DA-36C 0.179 N/A 0.9 1.43
DA-37 0.227 N/A 0.9 1.81
DA-38 0.162 N/A 0.9 1.29
DA-39 3.44 N/A 0.9 27.49
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Table 4; Summary of quo-~sasln r ulty Levr,~yau ~~~ ~ vaa L1J...a.,a bw, .....~... ... i
* Detention ponds located in these sub-basins
** Sub-basins draining to Cottonwood Creek
The following table summarizes existing condition discharges at various locations along
stream G-l.
STREAM LOCATION DRAINAGE DISCHARGE
AREA ACRES CFS
G-1 200' Downstream 700 3500
of Co ell Road
G-1 Confluence of G-1 676 3434
and Unnamed
Trib.
G-1 Upstream of 464 3194
Bethel Road
G_1 Upstream of 406 3249
Free ort Parkwa
G-1 Outfall From 325 2558
USPS
G-1 Upstream of Royal 242 2541
Lane
Unnamed Outfall from Pond 212 240
Tributa
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_ Table 5; Summary of 100 Year Future Discharges, locations along Stream G-1
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Alternatives Considered
Three alternatives were considered to address future development along Stream G-1.
These alternatives are outlined and discussed below.
-- Alternate 1
This alternate provides for improvements to accommodate proposed development within
drainage basin G-1 utilizing the existing detention facilities (north of Bethel Road) and
no upstream detention. This alternate includes the following (see figure 2):
-- • Improved storm drainage system for the proposed Bethel Road widening at a cost
of $377,260.
• Upgrading the currently undersized 10' X 5' box culvert between Freeport
'-' Parkway and the USPS channel to add 7-2,0401inear feet of 10' X 5' box culverts
at a cost of $4,998,000.
• Re-configuration of the existing channel between Freeport Parkway to Bethel
"- Road to a 60' wide by 7' deep pavestone lined channel, at a cost of $1,304,350.
• Upgrade the existing crossing of Bethel Road to accommodate upstream
development by placing 5-10' X 6' box culverts at a cost of $178,185
• Upgrade and reconfigure the existing channel from Bethel Road to Coppell Road
to a 60' wide by 7' deep pavestone lined channel at a cost of $858,980.
- • Upgrade the existing crossing of Coppell road to a 8-10' X 7' box culverts at a cost
of $394,275.
• Reconfigure Stream G-1 downstream of Coppell road to a 60' wide by 7' deep
_ pavestone lined channel at a cost of $275,820.
The total cost of Alternate 1 is $8,386,870 plus 15% contingency =$9,644,900
Alternate 2
- This alternate provides for improvements to G-1 to accommodate future development
within the basin through the combination of upgrading the existing storm sewer, channel
widening adjacent to the USPS and detention storage in the upper reaches of the drainage
- basin (DFW property). These improvement include (see figure 3):
• Construction of two detention ponds within the DFW property at a cost of
$1,214,600.
• Improved storm drainage system for the proposed Bethel Road widening at a cost
of $377,260 (identical to alternate 1).
- • Re-configuring the drainage channel adjacent to the USPS, by modifying existing
channel to a 90' wide by 12' deep concrete lined channel at a cost of $926,130.
7
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r- • Upgrading the currently undersized 10' X 5' box culvert between Freeport
Parkway and the USPS channel to add 5-2,0401inear feet of 10' X 5' box culvert
,~ at a cost of $3,570,000.
• Reconfiguration of the existing channel between Freeport Parkway to Bethel Road
to a 30' wide by 7' deep pavestone lined channel at a cost of $1,218,900.
-- • Upgrade the existing crossing of Bethel Road to accommodate upstream
development by placing 3-10' X 6' box culverts at a cost of $102,777.
• Upgrade and reconfigure the existing channel from Bethel Road to Coppell Road
to a 30' wide by 7' deep pavestone lined channel at a cost of $802,430.
• Upgrade the existing crossing of Coppell road to 4-10' x 7' box culverts at a cost
of $208,074.
• Reconfigure Stream G-1 downstream of Coppell road to a 30' wide by 7' deep
pavestone lined channel at a cost of $257,050.
The total cost of alternate 2 is estimated to be $8,677,221 plus 15% contingency =
$9,978,804.
A significant cost associated with each of the alternatives discussed above, is upgrading
the existing 10' X 5' box culvert between Freeport Parkway and the USPS channel.
_ TranSystems is providing the following for consideration, with each of the options above,
a pavestone-lined channel.
Alternate 1 would require 1,980 linear feet of 60' wide by 7' deep pavestone lined
r channel and 7-10 x 5 culverts under Freeport Parkway for a cost of $2,776,913, which
would be a total cost reduction of $2,221, 087. The revised total cost of Alternate 1
would be $6,165783 plus 15% contingency=$7,090,650.
Alternate 2 would require 1,980 linear feet of 30' wide by 7' deep pavestone lined
channel and 5-10 X 5 box culverts under Freeport Parkway for a cost of $2,495,906,
which would be a total cost reduction of $1,074,094. The revised total cost of
Alternate 2 would be $7,603,127 plus 15% contingency=$8,743,596.
The following table summarizes the costs associated with each alternate
ALTERNATE COST
Alternate 1 $9,644,900
Alternate 1-O en Channel $7,090,650
Alternate 2 $9,978,804
Alternate 2 O en Channel ~ °'' $8,743,596
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