NL Cypress-SY081231 •,
Freese and Nichols
DRAFT MEMORANDUM
TO: Ken Griffin, P.E., City of Coppell
FROM: Jessica Brown, P.E., Freese and Nichols, Inc.
Jessica Bradley, E.I.T., Freese and Nichols, Inc.
SUBJECT: Analysis of Water and Wastewater Systems for Service to Northlake
DATE: December 31, 2008
1.0 Introduction
Freese and Nichols, Inc. (FNI) was contracted by the City of Coppell to evaluate water and
wastewater system improvements needed to provide service to the Northlake development. The
development is located south of Coppell at the intersection of South Belt Line Road and East
Belt Line Road within the city limits of the City of Dallas. The existing water and wastewater
systems with the proposed improvements from the water and wastewater impact fee study were
analyzed to determine what additional improvements would be required to serve the
development. The projected water demands and wastewater flows for the development were
calculated using land use data provided by the developer shown in Figure 1. Freese and Nichols
and the City of Coppell attended a meeting in November with Trinity River Authority (TRA),
City of Irving, City of Dallas and the developer to discuss available capacity in TRA's
interceptor system.
2.0 Water Demands
Figure 2 displays the buildout water system with the study area highlighted. Several
assumptions from the Impact Fee Study, performed in 2005 by Freese and Nichols, were utilized
to determine the water demands. The historical population and water usage data are shown in
Table 1. The number of residential acres was used with a density of 13 people/acre and average
day usage of 185 gallons per capita per day (gpcd) to calculate water demands. The commercial
acreage and usage of 1250 gallons per acre per day (gpad) were utilized to determine the water
demands from commercial areas. For parks and open space, the water demand was calculated
using 250 gpad. The assumptions listed above were used to determine the average day water
demand. A maximum day to average peaking factor of 2.25 and a peak hour to maximum day
peaking factor of 2 were used to determine the maximum day and peak hour demands for the
city.
The buildout land use plan is displayed on Figure 1. The Northlake development is projected to
have 10,000 housing units, four school district campuses and 347 acres of commercial
development. The school district campuses will include a high school with approximately 2,966
[CP L08459]T:\M EM\CP L08439_Draft_Tech_Memo.docx
Freese and Nichols,Inc. • Engineers • Environmental Scientists • Architects
4055 International Plaza • Suite 200 • Fort Worth,Texas 76109-4895
(817)735-7300 • Metro(817)429-1900 • Fax(817)735-7491
students, two elementary schools with approximately 455 students each and an administration
building. The anticipated attendance of the schools was based on the current sizing of the
schools in Coppell ISD. The assumptions for the overall water system were used to calculate the
demands for Northlake. The school building usage was assumed to be 40 gpcd, and 2.3 people /
housing unit was assumed for residential development. The existing and buildout population and
land use assumptions are shown in Table 2. The resulting demands for the City of Coppell and
Northlake development are shown in Table 3.
[CPL08459]T:\M EM\CP L08439_D raft_Tech_Memo.docx
Freese and Nichols,Inc. • Engineers • Environmental Scientists • Architects
4055 International Plaza • Suite 200 • Fort Worth,Texas 76109-4895
(817)735-7300 • Metro(817)429-1900 • Fax(817)735-7491
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FIGURE 1
CITY OF COPPELL
BUILDOUT LAND USE PLAN
LEGEND
Landuse 1 1 Regional Retail
® Flood Plain L__-_I Neighborhood Retail
s 1 Historic Overlay Residential High Density
Light Indistrial Showroom 1 Residential Medium Density N
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Pump Station , m, I Development
Water Lines --- - - - - --
L j City Limits
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12" and Larger
91 ONE
Freese and Nichols
Nlch.1, In
LNNINMELIVEFPBMM-Dellvereble _(1231-08)619_ - RuiltloutW O Syrta.2w Wprt tMd
..ber 31, 2008
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Table 1: Historical Population and Water Usage Data
Average Historical Historical
Parks/Open Average Average
Day Park/Open Spaces Commercial Residential Day/Max
Water Max Day Commercial Space Residential Average Water Water Water Day
Usage Water Use Acres Acres Acres Residential Demand Demand Demand Peaking
Year Population (MGD) (MGD) (acres) (acres) (acres) Pop/Acre (gpad) (gpad)a (gpcd) Factor
2000 36,051 8.3 17.0 1,683 847 2,705 13 250 1,250 165 2.05
2001 36,867 8.0 17.0 1,707 859 2,766 13 250 1,250 153 2.12
2002 37,683 7.6 16.9 1,731 871 2,827 13 250 1,250 139 2.22
2003 38,499 8.4 17.8 1,755 883 2,888 13
2005 38,900 9.5 17.0 1,877 895 2,900 13 250 1,250 155 2.11
2006 39,200 7.9 18.2 1,974 895 2,900 13 250 1,250 177 1.80
250 1,250 134 2.29
2007 39,350 - 17.0 1,974 895 2,900 13 250 1,250
* Historical Average Residential Water Demand(gpcd) = (Average Day Water Usage - (Commercial Acres * Commercial Water Demand) - (Parks and
Open Spaces Acres * Parks/Open Space Water Demands))/Population
[CPL08459]T:\M EM\CPL08439_Draft_Tech_Memo.docx
Freese and Nichols,Inc. • Engineers • Environmental Scientists • Architects
4055 International Plaza • Suite 200 • Fort Worth,Texas 76109-4895
(817)735-7300 • Metro(817)429-1900 • Fax(817)735-7491
Table 2: City of Coppell Existing & Buildout Water Demands
Average Maximum Peak Hour
Day Day to to
Average Commercial Average Day Average Maximum
Parks/Open Residential Water Park/Open Day Day
Pop/Res Commercial Spaces Usage Usage Space Water Peaking Peaking
Year Population Acre Acres (acres) (gpcd) (gpad) Usage (gpad) Factor Factor
2008 39,192 13 2,379 941 185 1250 250
2.25 2
Buildout 40,118 13 3,719 1,017 185 1250 250 2.25 2
Table 3: Projected Water Demands
Average Maximum Peak
Day Day Hour
Demand Demand Demand
Year (MGD) (MGD) (MGD)
2008 10.5 23.5 47.1
City of
Coppell 12.3 27.7 55.5
Buildout Northlake 4.81 10.81 21.62
Total 17.11 38.51 77.12
[CPL08459jT:\M EM\CPL08439_Draft_Tech_Memo.docx
Freese and Nichols,Inc. • Engineers • Environmental Scientists • Architects
4055 International Plaza • Suite 200 • Fort Worth,Texas 76109-4895
(817)735-7300 • Metro(817)429-1900 • Fax(817)735-7491
3.0 Wastewater Flows
Figure 3 displays the buildout wastewater system. The historical population and wastewater
flow data are shown in Table 4. The projected wastewater flows were developed for the Dallas
County College Analysis performed by FNI in 2007. A residential per capita of 80 gpcd was
used. Commercial areas and parks and open space areas were projected using loads of 750 gpad
and 50 gpad, respectively. For the Northlake development, a residential per capita of 125 gpcd
was used, with a commercial wastewater loading of 500 gpad. The wastewater flow for the
schools was assumed to be 30 gpcd. Both the City and Northlake had wet weather peaking
factors of four. The existing and buildout populations are shown in Table 5. The projected
flows for Northlake and the total flows for the system are shown in Table 6.
[CPL08459]T:\M EM\CP L08439_Draft_Tech_Memo.docx
Freese and Nichols,Inc. • Engineers • Environmental Scientists • Architects
4055 International Plaza • Suite 200 • Fort Worth,Texas 76109-4895
(817)735-7300 • Metro(817)429-1900 • Fax(817)735-7491
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UptlMetl: Wetlneetlay, 0ecemEe\91, 2008
Table 4: Historical Population and Wastewater Flow Data
Historical
Parks/Open Average
Spaces Commercial Residential
Average Day Park/Open Residential Wastewater Wastewater Wastewater
Wastewater Commercial Space Acres Acres Production Production Production
Year Population Flow (MGD) Acres (acres) (acres) (acres) (gpad) (gpad) (gpcd)
2000 36,051 3.5 1683 847 2705 50 750 62
2001 36,867 3.9 1707 859 2766 50 750 71
2002 37,683 3.9 1731 871 2827 50 750 69
2003 38,499 3.9 1755 883 2888 50 750 67
2004 38,650 4.0 1779 895 2900 50 750 68
2005 38,900 3.7 1877 895 2900 50 750 58
2006 39,200 3.2 1974 895 2900 50 750 43
2007 39,350 3.4 1974 895 2900 50 750 48
* Historical Average Residential Wastewater Production (gpcd) = (Average Day Wastewater Production
- (Commercial Acres * Commercial Wastewater Flow Rate)
- (Parks and Open Spaces Acres * Parks/Open Space Wastewater Flow Rate))/Population
[CPL08459]T:\M EM\CPL08439_Draft_Tech_Memo.docx
Freese and Nichols,Inc. • Engineers • Environmental Scientists • Architects
4055 International Plaza • Suite 200 • Fort Worth,Texas 76109-4895
(817)735-7300 • Metro(817)429-1900 • Fax(817)735-7491
Table 5: City of Coppell Existing& Buildout Wastewater Flows
Average Average Peak Wet
Average Daily Daily Weather Average
Daily Commercial Park/Open to Average Annual Peak Wet
Parks/Open Residential Water Space Water Daily Daily Weather
Pop/Res Commercial Spaces Loading Loading Loading Peaking Flow Flow
Year Population Acre Acres (acres) (gpcd) (gpad) (gpad) Factor (MGD) (MGD)
2008 39,192 13 2,379 941 80 750 50 4 5.0 _ 19.9
Buildout 40,118 13 3,719 1,017 80 750 50 4 6.0 24.2
Table 6: Buildout Wastewater Flows
Average Peak
Annual Wet
Daily Weather
Flow Flow
(MGD) (MGD)
City of
Coppell 6.0 24.2
Northlake 3.2 12.7
Total 9.2 36.9
[C PL08459]T:\M EM\CPL08439_Draft_Tech_Me mo.docx
Freese and Nichols,Inc. • Engineers • Environmental Scientists • Architects
4055 International Plaza • Suite 200 • Fort Worth,Texas 76109-4895
(817)735-7300 • Metro(817)429-1900 • Fax(817)735-7491
4.0 Water System Analysis and Recommendations
The water model built for the analysis of service to southwest Coppell was used to analyze the
available capacity for the existing and buildout water systems. The existing system model was
analyzed for three demand conditions: maximum day, peak hour, and maximum day plus fire
flow. The development was assumed to initially tie in to the 12" line along Beltline Road. The
peak hour analysis indicated that the City can provide up to 0.25 MGD to Northlake for
elevations of up to 550 feet while maintaining pressures of 35 psi. The initial phases of
development are projected to occur adjacent to Beltline on the west side of the development,
according to information provided by the developer. There are some areas in the far
southwestern portion of the development that have elevations above 550 feet, which would
experience pressures less than 35 psi without additional system improvements. Fire flow
analysis indicated that all areas of the system are able to maintain a residual pressure of 20 psi
with 1,000 gpm of fire flow demand superimposed on maximum day demands. The study area is
able to provide up to 9,722 gpm of fire flow under maximum day demand conditions. There was
no excessive velocity or headloss under existing system conditions.
The buildout model was run under for the same three demand conditions: maximum day, peak
hour, and maximum day plus fire flow. The impact fee improvements were added to the model,
and the Star Leaf Pump Station was moved to the northeast corner of the development to
minimize the length of new transmission line to the development. There is available capacity in
DWU's transmission mains in that area; however, it will require DWU reallocating capacity that
is currently allocated for other entities in those lines. Coppell currently has water rights for 29
MGD of supply; however, the buildout maximum day demand with Northlake is 38.5 MGD,
which will require additional supply.
A 5 MG ground storage tank and 13.5 MGD of pumping capacity will be required at the Star
Leaf Pump Station for the development. These capacities are solely needed for serving the
Northlake development. Additional storage and pumping capacity will be needed at this site to
serve Coppell's future growth. The required ground storage capacity was calculated assuming
10 hours of storage capacity is needed for maximum day demand conditions. The required
pumping capacity was calculated using 125% of maximum day demands. A 1.5 MG elevated
storage tank was added at the highest elevation in the southwest corner of the development. The
required elevated storage capacity was calculated using 40% of peak hour demands for a 3 hour
duration plus storage for fire flow conditions. A 30-inch water line connects the pump station
and the elevated storage tank, and a 16-inch connects to the existing 16-inch west of the
development for redundancy and looping into Coppell's system. The proposed improvements
are displayed on Figure 4. A cost estimate for the water system improvements required to serve
the Northlake development only is shown in Table 7.
[CPL08459]T:\M EM\CPL08439_Draft_Tech_Memo.docx
Freese and Nichols,Inc. • Engineers • Environmental Scientists • Architects
4055 International Plaza • Suite 200 • Fort Worth,Texas 76109-4895
(817)735-7300 • Metro(817)429-1900 • Fax(817)735-7491
Table 7: Northlake Water System Cost Estimate
Construction Item Quantity Units Unit Price Costs
1.5 MG Elevated Tank 1 LS $2,250,000 $2,250,000
30"WL&Appurtenances 16,000 LF $180 $2,880,000
16"WL&Appurtenances 2,500 LF $96 $240,000
5 MG Ground Storage Tank 1 LS $2,250,000 $2,250,000
13.5 MGD Pump Station 1 LS $3,000,000 $3,000,000
Subtotal $10,620,000
Contingency @ 20% $2,124,000
Total Construction Cost $12,744,000
Engineering, Surveying& Geotech @ 15% $1,911,600
Total Project Cost $14,655,6001
5.0 Wastewater System Analysis and Recommendations
A hydraulic model of the lines along Beltline Drive was utilized in the H2OMap Sewer modeling
software. Loads were distributed using buildout land use assumptions, and the wastewater
system was analyzed for peak wet weather flow. There is no available capacity for additional
flow in the 12/15-inch gravity line along Beltline Road. If the City desires to phase in the 24-
inch force main, there is approximately 3.5 MGD of available capacity in the 30" interceptor
north of Beltline under peak wet weather flows. The 24-inch force main could initially be
extended north to tie into the 30-inch interceptor north of Beltline until the rest of the project is
constructed; however, this cost is not included the cost estimates in Table 8.
The buildout model was run for peak wet weather wastewater flow conditions. Due to the
topography within the development, two lift stations in the development will be required to
pump flows into Coppell's wastewater system. New lines will be required from the development
to the existing TRA wholesale meter station. A 24-inch force main is required from the
development to and along Beltline Road up to Mockingbird Lane, with a 36-inch gravity line
paralleling the existing 30-inch line in Beltline Road from Mockingbird Lane to the TRA meter
station. TRA is currently in the process of evaluating available capacity in the existing
interceptors downstream of Coppell's wholesale meter; however, the results of the analysis were
not available at the time of this memorandum. The improvements shown in Figure 5 assume
that improvements will be constructed in TRA's system to provide for the buildout flows as a
system cost. The proposed improvements are displayed on Figure 5. A cost estimate for the
water system improvements required to serve the Northlake development only is shown in Table
8. The lift station cost estimates do not include the cost of bringing electrical supply to the site.
[CPL08459]T:\M EM\CPL08439_Draft_Tech_Memo.docx
Freese and Nichols,Inc. • Engineers • Environmental Scientists • Architects
4055 International Plaza • Suite 200 • Fort Worth,Texas 76109-4895
(817)735-7300 • Metro(817)429-1900 • Fax(817)735-7491
V, ��) 630 610 C, <So 4�10 ll
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SCALE IN FEET
Table 8: Northlake Wastewater System Cost Estimate
Construction Items Quantity Units Unit Price Costs
24"Force Main 22,400 LF $168 $3,763,200
Lift Station- New 11 MGD 1 LS $4,000,000 $4,000,000
Lift Station- New 2.75 MGD 1 LS $2,000,000 $2,000,000
36"Sanitary Sewer 11,400 LF $216 $2,462,400
72"Diameter Manhole 29 EA $6,500 $185,250
50"Boring and Casing 500 LF $925 $462,500
Pavement Repair 11,400 LF $50 $570,000
Subtotal $13,443,350
Contingency @ 20% $2,688,670
Total Construction Cost $16,132,020
Engineering, Surveying&Geotech @ 15% $2,419,803
Total Project Cost I $18,551,8231
6.0 Conclusions
The required water and wastewater improvements for serving the buildout demands and flows of
the Northlake development are shown on Figures 4 and 5. The projects listed below include
major transmission lines, force mains and interceptors needed to provide service to the
development and do not include internal, smaller lines. These improvements are listed below
with a total water system cost of$14,655,600 and a total wastewater cost of$18,551,823.
Water System Improvements
• 5 MG ground storage tank and 13.5 MGD pumping capacity at Star Leaf Pump Station
• 30-inch transmission line from Star Leaf Pump Station to development
• 1.5 MG elevated tank
Wastewater System Improvements
• 2 Lift Stations within Development(11 MGD & 2.75 MGD)
• 24-inch force main from Lift Stations in Northlake Development to Beltline and
Mockingbird Lane
• 36-inch line along Beltline Road from Mockingbird Lane to the TRA meter station
[CP L08459]T:\M EM\CP L08439_Draft_Tech_Memo.docx
Freese and Nichols,Inc. • Engineers • Environmental Scientists • Architects
4055 International Plaza • Suite 200 • Fort Worth,Texas 76109-4895
(817)735-7300 • Metro(817)429-1900 • Fax(817)735-7491