HomeMy WebLinkAboutWater Report• Schultz Engineering, LLC
Office: 979.764.3900
Fax: 979.764.3910
October 25, 2011
Alan Gibbs, P.E.
City Engineer
Development Services
City of College Station
College Station, Texas
RE: Letter Acknowledging City Standards — Saddle Creek Subdivision — Phase 9
Dear Mr. Gibbs:
The purpose of this letter is to acknowledge that the construction plans for the water line
for the above - referenced project, to the best of my knowledge, do not deviate from the
B /CS Design Guideline Manual
I also acknowledge that, to the best of my knowledge, the details provided in the
construction plans are in accordance with the B /CS Standard Details.
Sincerely,
Jo eph P. Schultz, P.E.
Civil Engineer
B 6 K
JOSEPH P. SCHULTZ. .
It ....... 6 ..- ...............
C, 88F� 1
/p 0 7J - _/ /
P.O. Box 11995 • College Station, Texas 77842
schultzengineeringllc.com
Water System Report
for
Saddle Creek Subdivision
Phase 9
Brazos County, Texas
October, 2011
Prepared BV:
Schultz Engineering, LLC
TBPE Firm Registration No. 12327
2730 Longmire, Suite A
College Station, Texas 77845
979.764.3900
s '
JOSEPH P. SCHULTZ
..................6....664....
- (00 -11 '1 �
F -12327
ENGINEERING, LLC.
General Information
Location: Saddle Creek Subdivision, Phase 9, Lots 104 -107, Block 8 and Lots
157 -176, Block 9.
General Note: The water lines to serve these 24 residential lots will be 6" and 4" lines
along Martingale Court that will connect to a stub out off of Stetson
drive and an 8" line along Ranch House Road that connects to a stub out
at the intersection of Ranch House Road and Stetson Drive.
Land Use: Single family residential
Design Criteria/Analysis
Primary Water Supply: Existing 8" water line along Stetson Drive and an existing 8" water line
at the intersection of Stetson Drive and Ranch House Road.
Existing System Pressure Tests:
Flow Hydrant - See Exhibit B
Flowrate: 1300 gpm
Static Pressure: 86 psi
Residual Pressure: 69 psi
Exhibits: Exhibit A — Location Map
Exhibit B — Hydrant Flow Test Results
Exhibit C — WaterCAD Analysis Summary — Domestic Demand
Exhibit D — WaterCAD Analysis Summary — Fire Flow Demand @ FH1
Exhibit E — WaterCAD Analysis Summary — Fire Flow Demand @ FH2
Fire Flow: 1,000 gpm for Single Family Residential
Domestic Use 1.5 gpm per lot for Single Family Residential
Phase 9 — 24 Lots = 36 gpm
Phase 7b — 19 Lots = 28.5 gpm
Future Development — 81 Lots = 121.5 gpm
Total Domestic Demand = 186 gpm
The proposed 8 ", 6" & 4" water lines are in accordance with the BCS
Water Design Guidelines. This report provides the results of the water
system analysis under the fire flow and domestic demand requirements,
(1186 gpm) which produced the lowest pressure in the system. The
residual pressure with the fire flow at FH No. 1 and domestic demand is
computed to be 45.8 psi. The maximum velocity is 11.69 fps in pipe no.
14 and no. 24 The residual pressure with the fire flow at FH No. 2 and
domestic demand is computed to be 62.8 psi. The maximum velocity is
6.48 fps in pipe no. 15. With the domestic demand only, the residual
pressure is computed to be 77.5 psi. Each of these pressures exceeds the
20 psi and 35 psi minimum pressure requirements, respectively. The
maximum pipe velocities are less than 1.2 fps.
Conclusion
The proposed 8 ", 6" and 4" water lines meet or exceed all of the design
criteria for the City of College Station and the Wellborn Special Utility
District. It will provide adequate water pressure, flowrate and velocity
for both domestic and fire flow demands.
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EXHIBIT B
SCHULTZ ENGINEERING, LLC
FIRM #12327
WATER SYSTEM FIRE HYDRANT FLOW TEST REPORT
Date: November 12, 2010
Water System Owner: Wellborn SUD
Development Project: Saddle Creek Subdivision — Brazos Texas
Flow Test Location: _ Fire Hydrant on Saddle Creek Drive -Lot 148
Nozzle size (in.): 2.5
Pitot Reading (psi): 60
Flowrate (gpm): 1.300
Discharge Coeff: (c) = 0.90
Flowrate Formula: Q= 29.84cd
c = discharge coeff.
d = orifice size (in)
P = pitot pressure (psi)
Pressure Gauge Location: FH on Saddle Creek Drive — Lot 145
Static Pressure (psi): 86
Residual Pressure (psi): 69
Computed Discharge at 20 psi Residual Pressure: QR = _ 2,704 gpm
54
Discharge Formula: QR = QF X (hr 0. /hf 0.54 )
Note: The flow test and report were prepared in accordance with NFPA 291.
Report Prepared by:
Joseph P. Schultz
Others Present: Clenden Adams — Wellborn SUD
Britt Curless
Jeremy Lyon
Exhibit C
WaterCAD Analysis Summary
Junction Analysis - Domestic Demand
Junction
Elevation
(ft)
Demand
(GPM)
Pressure
(PSI)
EXISTING PH FLOW TEST LOCATION
279.5
0
0
78.6
J2
278.5
277
79
5
79.7
EXISTING PH 1
J4
J5
282
278.5
274
0
77.5
14
6
0
0
81
EXISTING FH 3
271.5
--- -------
270
268
82.1
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J13
82.7
5
83.6
........ .. - J7
EXISTING FH
273
274.5 --
------- -
0
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0
81.4
80.8
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275
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275.5
...... 282
282
122
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80.3
B
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278.5
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79
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83.8
EXISTING FH 2
278
0
79.2
EXISTING FH PRESSURE READING
276.39
271.5
0
0
PROPOSED _ __ _ FH-1
82
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. .... .. - --------
J-15
269.1
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83
PROPOSED FH-2
273.67
7
7
81.1
82.8
J-16
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Exhibit D
WaterCAD Analysis Summary
Junction Analysis - Fire Flow Demand @ FH 1
Elevation
Demand
Pressure
Junction
(ft)
(GPM)
(PSI)
EXISTING FH FLOW TEST LOCATION
279.5
0
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278.5
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67.7
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68.2
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EXISTING FH 1
282
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278.5
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. ... . ... 71.1
EXISTING FH 3
271.5
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270
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J13
268
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72.7
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273
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EXISTING FH
274.5
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70.2
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70
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J3
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278.5
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66.7
-------------- . ......
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267.5
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EXISTING FH 2
278
276.39
271.5
0
0
69.2
EXISTING FH PRESSURE READING
PROPOSED FH -1
1,000
4 - 5 -. 8 .-,--
J-14
271.5
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45.8
---- - - - ----- ------- ----
J-15
269.1
46.8
PROPOSED FH-2
273.67
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68.8 ---
J-16
269.8
1 7
70.5
Exhibit E
WaterCAD Analysis Summary
Junction Analysis - Fire Flow Demand @ FH 2
Junction
Elevation
(ft)
Demand
(GPM)
Pressure
(PSI)
EXISTING FH FLOW TEST LOCATION
0
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278.5
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67.9
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277
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68.3
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282
278.5
274
271.5
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70.7
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69.9
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EXISTING FH PRESSURE READING
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