HomeMy WebLinkAboutWater Designs & Fire Flow AnalysisWater Design
Fire Flow Analysis Report
for
Wellborn Business Park
Phase 1 & 2
College Station, Texas
February, 2012
Schultz Engineering, LLC
TBPE Firm Registration No. 12327
2730 Longmire, Suite A
College Station, Texas 77845
979.764.3900
F-12327
SCHULTZ ENGINEERING, LLC.
/7
Water Design
Fire Flow Analysis Report
for
Wellborn Business Park
Phase 1 & 2
College Station, Texas
February, 2012
Rev. May, 2013
Prepared Bv.'
Schultz Engineering, LLC
TBPE Firm Registration No.12327
2730 Longmire, Suite A
College Station, Texas 77845
979.764.3900
F-12327
SCHULTZ ENGINEERING, LLC.
General Information
Location: Wellborn Business Park is located on McCullough Road, east of
Wellborn Road.
General Note: An 8" water line will connect to the existing 10" water line along
McCullough Road. A 6" waterline will connect to the 8" line and extend
into the property.
Land Use: Commercial/Office
Design Criteria/Analysis
Primary Water Supply: Existing 10" water line along the McCullough Road,
Domestic Demand:
Max. Demand Flow: 58.4 gpm
See Exhibit D - Fixture Unit Count
Fire Flow: 1,500 gpm — Maximum building size for a hydrant flow of 1500 gpm is 5900 sf
for type II-B Construction. All buildings proposed for this project are less than
5900 St.
A flow test from an existing hydrant was used to compute the residual pressure to use in the
WaterCad computer model.
Flow Hydrant: Proposed FHl & Future FH2
Flowrate: Scenario 1: 1500 gpm —FHl —Phases 1&2.
Scenario 2: 750 gpm each for FHl and Future FH2 for future development of the
site after Phase 2.
Exhibits: Exhibit A — Water System Layout — Scenario 1
Exhibit B — Water System Layout — Scenario 2
Exhibit C — Water System Fire Hydrant Flow Test Report
Exhibit D — Fixture Count Determination
Exhibit E — Pipe and Junction Analysis — Domestic Demand
Exhibit F — Pipe and Junction Analysis — Fire Flow Demand
Conclusion
The proposed 8" & 6" 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 & domestic conditions
for the proposed commercial buildings. The pressure and velocity values are computed by the
WaterCad software. The lowest residual pressure in the system with the fire flow and domestic
demands scenario 1(1,558 gpm) is 38.5 psi and scenario 2 (808 FH 2 & 750 FH 1) is 33.7. The
lowest residual pressure in the system with only the domestic demand (58 gpm) is 54 psi. Each of
these pressures exceeds the 20 psi and 35 psi minimum pressure requirements. The maximum
velocity in all pipes is less than 12 fps. The maximum velocity in the system will be 9.94 fps in
8" pipe P-4 with a fire flow of 1,500 gpm.
R_2 0
THE GARDENS SUBDIVISION
J-2
EXISTING 10'
N
WATERLINE
ROPOSED FH 1
1500 GPM
C J-3
Q'
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PROPOSED
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WATERLINE
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WELLBORN LANDING
SUBDIVISION �oW
z
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EXISTING 10'
FUTURE FH 2
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WELLBORN
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WATERLINE
PROPOSED FH I
PROPOSED
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y 750 GPM
J-3
8'
PROPOSED 6,
WATERLINE
— — — —
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WELLBORN LANDING
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FUTURE FH 2 750 GPM
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EXHIBIT C
SCHULTZ ENGINEERING, LLC
FIRM #12327
WATER SYSTEM FIRE HYDRANT FLOW TEST REPORT
Date: June 30, 2009
Water System Owner: Wellborn SUD
Development Project: Wellborn Landing Subdivision — Wellborn. Texas
Flow Test Location: Fire Hydrant on McCullough Road
Nozzle size (in.): 2.5
Pitot Reading (psi): 55
Flowrate (gpm): 1,245
Discharge Coeff: (c) = 0.90
Flowrate Formula: Q=29.84cd2p1/2
c = discharge coeff.
d = orifice size (in)
P = pitot pressure (psi)
Pressure Gauge Location: Fire Hydrant at the Intersection of Live Oak and Church
Static Pressure (psi): 60
Residual Pressure (psi): 56
Computed Discharge at 20 psi Residual Pressure: OR = 4,330 gpm
Discharge Formula: QR = QF X (hr0.54/hf .54)
Note: The flow test and report were prepared in accordance with NFPA 291.
Report Prepared by:
Joseph P. Schultz
Others Present: Stephen Cast — Wellborn SLID
Exhibit D
Fixture Count Determination
(Plumbing Code)
Fixture Unit Value
Fixture Type # of Fixtures I and M-6.- I1..:.
Water Closet
1
wa vnna
5
5
Lavatory
2
2
Service Sink
1
3
3
Total = 10
'Demand = 14.6 GPM
`The demand is calculated per building. There will be 4 buildings for a total
domestic demand of 58.4
Exhibit E
WaterCAD Analysis Summary
Junction Analysis - Domestic Flow for Commercial Building
Junction
Elevation
(ft)
Total
Demand
(gpm)
Pressure
(psi)
EXISTING FH 1
332
0
58.8
EXISTING FH 2
329
0
60.1
J-1
337
0
56.7
J-2
338
0
56.2
1-3
338.7
0
55.9
PROPOSED FH 1
338.7
0
55.9
PROPOSED FH 2
343.1
58
54
Exhibit E
WaterCAD Analysis Summary
Pipe Analysis - Domestic Flow for Commercial Building
Pipe
Number
Length (ft)
Size (in)
Material
Hazen-
Williams C
Flow
(gpm)
Velocity
NO
P-1
651
8
PVC
150
11
0.07
P-2
496
10
PVC
150
11
0.04
P-3
144
10
PVC
150
-47
0.19
P-4
82
8
PVC
150
58
0.37
P-5
5
8
PVC
150
0
0
P-6
292
6
PVC
150
58
0.66
P-RES1
11
10
PVC
150
Al
0.04
P-RE52
11
10
PVC
150
47
0.19
Exhibit F
WaterCAD Analysis Summary
Junction Analysis - Fire Flow for Commercial Building -
500 gpm - FH 1 & FH
Junction
Elevation
(ft)
Total y
Demand
(gpm)
Pressure
(psi)
EXISTING FH 1
332
0
45
EXISTING FH 2
329
0
45.9
1-1
337
0
42.3
J-2
338
0
42.4
J-3
338.7
0
40.5
PROPOSED FH 1
338.7
750
40.4
PROPOSED FH 2
343.1
808
33.7
Exhibit F
WaterCAD Analysis Summary
Pipe Analysis - Fire Flow for Commercial Building - 1 500 FH 1 & F
Pipe
Number
Length (ft)
Size (in)
Material
Hazen-
Williams C
gpm
Flow
(gpm)
H 2
Velocity
(ft/s)
P-1
651
8
PVC
150
287
1.83
P-2
496
10
PVC
150
287
1.17
P-3
144
10
PVC
150
-1,271
5.19
P-4
82
8
PVC
150
1,558
9.94
P-5
5
8
PVC
150
750
4.79
P-6
292
6
PVC
150
808
9.17
P-RES1
11
10
PVC
150
287
1.17
P-_RE S2
11
10
PVC 1
150
1,271
5.19
Exhibit F
WaterCAD Analysis Summary
Junction Analysis - Fire Flow for Commercial Building - 1,500 gpm - FH
Junction
Elevation
(ft)
Total
Demand
(gpm)
Pressure
(psi)
EXISTING FH 1
332
0
45
EXISTING FH 2
329
0
45.9
J-1
337
0
42.3
J-2
338
0
42.4
J-3
338.7
0
40.5
PROPOSED FH 1
338.7
1,500
40.4
PROPOSED FH 2
343.1
58
38.5
Exhibit F
WaterCAD Analysis Summary
Pipe Analysis - Fire Flow for Commercial Building -1 500 gpm - FH 1
Pipe
Number
Length (ft)
Size (in)
Material
Hazen-
Williams C
Flow
(gpm)
Velocity
NO
P-1
651
8
PVC
150
287
1.83
P-2
496
10
PVC
150
287
1.17
P-3
144
10
PVC
150
-1,271
5.19
P-4
82
8
PVC
150
1,558
9.94
P-5
5
8
PVC
150
1,500
9.57
P-6
292
6
PVC
150
58
0.66
P-RESl
—ES
11
10
PVC
150
287
1.17
P-R2
11
10
PVC
150
1,271
5.19
General Information
Location: Wellborn Business Park is located on McCullough Road, east of
Wellborn Road.
General Note: A 10" water line will connect to the existing 10" water line along
McCullough Road. An 8" waterline will connect to the 10" line and
extend into the property.
Land Use: Commercial/Office
Design Criteria/Analysis
Primary Water Supply: Existing 10" water line along the McCullough Road.
Domestic Demand:
Max. Demand Flow: 58.4 gpm
See Exhibit C - Fixture Unit Count
Fire Flow: 1, 750 gpm — Maximum building is 4000 sf. for type V-B Construction, the
required flow is 1,750.
A flow test from an existing hydrant was used to compute the residual pressure to use in the
WaterCad computer model.
Flow Hydrant: Proposed FHI & FH2
Flowrate: 875 gpm each
Exhibits: Exhibit A — Water System Layout
Exhibit B
— Water System Fire Hydrant Flow Test Report
Exhibit C
— Fixture Count Determination
Exhibit D
— Pipe and Junction Analysis — Domestic Demand
Exhibit E
— Pipe and Junction Analysis — Fire Flow Demand
Conclusion
The proposed 10" & 8" 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 & domestic
conditions for the proposed commercial buildings. The pressure and velocity values are
computed by the WaterCad software. The lowest residual pressure in the system with the fire
flow and domestic demands (1,808 gpm) is 37.5 psi. The lowest residual pressure in the system
with only the domestic demand (58 gpm) is 54 psi. Each of these pressures exceeds the 20 psi and
35 psi minimum pressure requirements. The maximum velocity in all pipes is less than 12 fps.
The maximum velocity in the system will be 7.39 fps in 10" pipe P-4 with a fire flow of 1,750
gpm.
Li
THE GARDENS SUBDIVISION EXISTING 10-
WATERLINE
ih
a
WELLBORN LANDING
SUBDIVISION
/EXISTING
EXISTING FH 1
EXISTING 10-
WATERLINE
PROPOSED FH 11
J-3
PROPOSED
WATERLINE
PROPOSED FH 2
WELLBORN
BUSINESS PARK
Schultz Engineering, LLC
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EXHIBIT B
SCHULTZ ENGINEERING, LLC
FIRM #12327
WATER SYSTEM FIRE HYDRANT FLOW TEST REPORT
Date: June 30, 2009
Water System Owner: Wellborn SLID
Development Project: Wellborn Landing Subdivision —Wellborn, Texas
Flow Test Location: Fire Hydrant on McCullough Road
Nozzle size (in.): 2.5
Pitot Reading (psi): 55
Flowrate (gpm): 1,245
Discharge Coeff: (c) = 0.90
Flowrate Formula: Q=29.84cd2p1/2
c = discharge coeff.
d = orifice size (in)
P = pitot pressure (psi)
Pressure Gauge Location: Fire Hydrant at the Intersection of Live Oak and Church
Static Pressure (psi): 60
Residual Pressure (psi): 56
Computed Discharge at 20 psi Residual Pressure: QR = 4,330 gpm
Discharge Formula: QR = QF X (hr0.54/hf .54)
Note: The flow test and report were prepared in accordance with NFPA 291.
Report Prepared by:
Joseph P. Schultz
Others Present: Stephen Cast — Wellborn SLID
Exhibit C
Fixture Count Determination
(Plumbing Code)
Fixture Unit Value
Fixture Type # of Fixtures Load Factor Fixture Units
Water Closet
1
5
5
Lavatory
1
2
2
Service Sink
1
3
3
Total = 10
*Demand = 14.6 GPM
*The demand is calculated per building. There will be 4 buildings for a total
domestic demand of 58.4
Exhibit D
WaterCAD Analysis Summary
Junction Analysis - Domestic Flow for Commercial Building
Junction
Elevation
(ft)
Total
Demand
(gpm)
Pressure
(psi)
EXISTING FH 1
332
0
58.8
EXISTING FH 2
329
0
60.1
J-1
337
0
56.7
J-2
338
0
56.2
A
338.7
0
55.9
PROPOSED FH 1
338.7
0
55.9
PROPOSED FH 2
343.1
58
54
Exhibit D
WaterCAD Analysis Summary
Pipe Analysis - Domestic Flow for Commercial Buildine
Pipe
Number
Length (ft)
Size (in)
Material
Hazen-
Williams C
Flow
(gpm)
Velocity
(ft/s)
P-1
651
8
PVC
150
11
0.07
P-2
496
10
PVC
150
11
0.04
P-3
144
10
PVC
150
-47
0.19
P-4
82
10
PVC
150
58
0.24
P-5
5
10
PVC
150
0
0
P-6
292
8
PVC
150
58
0.37
P-RES1
11
10
PVC
150
-11
0.04
P-RES2
11
10
PVC
150
47
0.19
Exhibit E
WaterCAD Analysis Summary
Junction Analysis - Fire Flow for Commercial Building - 1,750 gpm
Junction
Elevation
(ft)
Total
Demand
(gpm)
Pressure
(psi)
EXISTING PH 1
332
0
45
EXISTING PH 2
329
0
45.8
J-1
337
0
42.2
J-2
338
0
42.4
J-3
338.7
0
40.9
PROPOSED PH 1
338.7
875
40.9
PROPOSED PH 2
343.1
933
37.5
Exhibit E
WaterCAD Analysis Summary
Pipe Analysis - Fire Flow for Commercial Buildine -1.750 Rom
Pipe
Number
Length (ft)
Size (in)
Material
Hazen-
Williams c
Flow
(gpm)
Velocity
(ft/s)
P-1
651
8
PVC
150
333
2.12
P-2
496
10
PVC
150
333
1.36
P-3
144
10
PVC
150
-1,475
6.03
P-4
82
10
PVC
150
1,808
7.39
P-5
5
10
PVC
150
875
3.57
P-6
292
8
PVC
150
933
5.96
P-RES1
11
10
PVC
150
-333
1.36
P-RES2
11
10
PVC
150
1,475
6.03
UNRIM,
SCHULTZ ENGINEERING, LLC
FIRM #12327
WATER SYSTEM FIRE HYDRANT FLOW TEST REPORT
12-17-13
Date:
Water System Owner: _Wellborn SUD
Development Project: Wellborn Business Park
Flow Test Location: Wellborn Business Park FH # 2
Nozzle size (in.): _2.5_
Pitot Reading (psi): 46
1140
Flowrate (gpm): _
Discharge Coeff: (c) = 0.90
Flowrate Formula: Q=29.84cd2p1/2
c = discharge Coeff.
d = orifice size (in)
P = pitot pressure (psi)
Pressure Gauge Location: Wellborn Business Park FH #1
56
Static Pressure (psi):
Residual Pressure (psi): 52_
Computed Discharge at 20 psi Residual Pressure: OR = 3734
Discharge Formula: OR = QF X (hr 0.54/hf 0.54)
Note: The flow test and report were prepared in accordance with NFPA 291.
Report Prepared by: Joe Schultz
Deven Doyen
Others Present: Clenden Adams — Wellborn SUD
Britt Curless