HomeMy WebLinkAboutWater and Sewer System ReportWater and Sewer System Report
for
Greens Prairie Center, Phase 1
College Station, Texas
June 2006
Prepared By:
Civil Development, Ltd.
2900 Longmire Drive, Suite K
College Station, Texas 77845
(979) 764-7743
General Information
Location:
Land Use:
Design Criteria
Greens Prairie Center, Phase I is a 5.8 acre tract located on the north side or new
Arrington Road near its intersection with SH 40. It encompasses a sin gle,
undivided lot. Water service will be provided by Wellborn Special Utility District
and sewer service will be provided by the City of College Station.
Commercial -Office
WATER SYSTEM ANALYSIS
Primary Water Supply: Existing 16" line along Anington Road (Wellborn SUD)
Domestic Demand:
Avg. Pop Density:
Daily Flow:
Working Day:
Average Flow:
Peaking Factor:
Peak Flow:
Fire Demand:
Fire Flow:
Pipe:
Roughness Coeff:
Hydraulic Software:
30 persons/acre
50 gpd/cap x 30 persons/ac x 5.8 acres= 8700 gpd
10 hrs
14.5 gpm
4
58 gpm
2500 gpm
PVC DR-14 C909
150 (Hazen Williams)
Haestad Methods WaterCAD v.6.0
Existing City System Pressure Tests
Flow Hydrant#: Ex. Hydrant at Greens Prairie Rd/Arrington Road intersection
Flowrate: 3300 gpm
Static Pressure: 70 psi (162 ft water)
Residual Pressure: 65 psi (150 ft water)
Applicable Exhibits: Exhibit B -Flow Test Report
Water System Analysis Summary
Criteria Required
Min. Pressure -fire (psi) 20
Max. Velocity (fps) 12
Max. Length of 6" pipe (ft)
(connected to~ 8 "on both 1500
ends)
Max Length of 6" pipe (ft) 800 (not connected on both ends
Max. Length of 3 "pipe (ft) 500
Applicable Exhibits: Exhibit A -Water System Schematic
Exhibit C -Summary of Results
Conclusion
As Location Desi ned
65 GPCl FHl
7.26 P-1
NA
NA
NA
The proposed water system fo r Greens Prairie Center, Phase I meets or exceeds all
or the design criteri a for the City of College Stati on. It will provide <1dcqualL· \\«ltcr
pressure and now ror co111111ercia I and fire demands.
,•
SEWER SYSTEM ANALYSIS
Design Criteria:
Primmy Sewer Outfall: 8" sewer line along Greens Prairie Road
Domestic Demand:
Avg. Pop Density:
Average Flow:
Peaking Factor:
Pipe:
Applicable Exhibits:
Conclusion:
2.67 people per lot
100 gpd/cap or 267 gpd per lot
4
PVC 03034 SOR 26
Exhibit D -Sanitary Sewer Analysis Spreadsheet
The sewer system that will serve Greens Prairie Center, Phase 1 is simply an
extension of the existing 8" City line on Greens Prairie Road. When Phase 1
develops, it will be the only significant user on the system. There is plenty of
capacity in the line to serve this development and subsequent projects in the area.
" .·
Exhibit A
Greens Pruirie Center Ph 1
w °' ter SysteM ScheMu tic
GPCl 01
<(/'\ GPCl FHl
Tested Hydrunt
Exhibit B
Water System Flow Test Report
Date: June 29, 2006
Water System Owner: Wellborn Special Utility District
Development Project: Greens Prairie Center, Phase 1
Flow Test Location:, Existing fire hydrant at Greens Prairie/Arrington Rd intersection
Nozzle size (in.): 5 Discharge Coef: (c): 0.9 ----
Pitot Reading (psi): 25 2 1/2 Flowrate fommla: Q=29.84cd p
c =discharge coef.
d =orifice size (in)
p = pitot pressure (psi)
Flowrate (gpm): 3357 computed --------
Pressure Guage Location: Adjacent residence (1775 Greens Prairie Rd.)
Static (psi): 70
Residual (psi): 65
Report prepared by:
Kent Laza
printed name
Others present: Steven Cast
---~~~~~~~~
' '
Label
P-1
P-2
EXHIBIT C
Greens Prairie Center, Phase 1
Water System Analysis -Summary of Results
June 29, 2006
Pipe Summary
Length Diameter
I
Hazen-Williams Discharge Material (ft) (in) c (gpm)
124 12
I
PVC 150 2,558.00
253 12 PVC 150 58
Junction Summary
Label Elevation
I
Demand Hydraulic Grade I Pressure
(ft) (gpm) (ft) (psi)
GPC1 01 300
I
58 452.37
I
65.92
GPC1 FH1 301 2,500.00 452.37 65.49
I Velocity
I (ft/s)
i 7.26
'
0.16
Lml· Arca of Contributing Lond Uses
! : I g ~ I ~ N .., 15 -
I
-8 . 0 E I -' "' ~ ~ ..: .. ·~ ~ -~ ~ " I .~ "'u " 8 z" ...... ti
F11Ull fo ~ ~ s ~~ ·~ !'8 ~ ... :; ~~ "" ... :::> 0 .:.; ~ ~o ~Q ... ... 'S g z g> c c ~ : <ii <ii <ii 0 l5.:: ..: u
267 I 401 I S34 801 ISOO JS
GPD per GPD per GPD per GPO per GPO per GPDper
\Ill, MH # Lot I Acre Acre Acre Acre Penon GPD
I ----·--
\ B 0 0 I 0 0 S.8 0 8,700 . -; I -· __ l I ·-· I ··---·---i---_l_ --~ I
I
i ·----·----
-;---:
Exhibit D
Greens Prairie Center, Phase 1
Sanitary Sewer Analysis
June 29, 2006
Flow Calculations
A vernge Doily Infiltration Peaking Peale ln5idc Size Material Flows (ADF) (10%ADF) Factor Flows Diameter
GPD CFS CFS CFS (in.) inches
8,700 O.OJ3S 0.0013 4.00 0.06 8 03034 7.7S4
Manning Min.
Friction Design
Slope Slope
ADF ADF
"lo •;.
0.0007 0.40
.. ~
•
Pi>< Calculations
I MonnlnK Actual Min. Slope for Ave. Daily Daily friction Design Pipe Peale I Peak Ave. Existing Slope Slope Slope Flow flow Flow Flow or
Check i Velocity I Velocity Depth Peale Peale Designed Dep1h
Flows Flows Systems
I i I I fps Inches "lo I % % I fos Inches
I I
LJ7 0.00 0.0024 i 0.40 1.00 OK l 1.71 I 0.78
I ! I I
I !
i I
I I i I
I i I i i
I i I