HomeMy WebLinkAboutFire Flow and Water ReportFIRE FLOW AND WATER REPORT
FOR
University Park
4.95 ACRE TRACT
(VOLUME 538, PAGE 721)
RICHARD CARTER LEAGUE, A-8
MDG JOB NO. 000292-3801
COLLEGE STATION, BRAZOS COUNTY, TEXAS
APRIL 25, 2006
2551 Texas Ave. South, Ste. A, College Station, TX 77 840
Ofc: 979.693.5359 Fax: 979.693.4243 Email: mdgcstx@yahoo.com
,
The proposed development consists of the 4.70-acres of The University Parks Development. The
site will be served by a 8" DIP main that currently runs parallel to Spring Loop, on the north side
of the development site. We intend to tie into this line with 6" lines at one location, connecting to
an existing line on the south east corner, creating a closed loop.
A fire flow analysis was conducted in conjunction with EPANET for the three proposed fire
hydrants at University Parks. The domestic water section of the Bryan/College Station· Unified
Design Guideline Manual was used to determine the required flow rates and pressures for the
proposed hydrants. This manual states that fire hydrants must provide a minimum of 1,000
gallons per minute in residential areas while holding a minimum pressure of 20 psi. We also used
the tables from the 2003 International Fire Code (see chart).
Flow data for the existing hydrant located on the project site (B-027) was obtained from the City
of College Station Utilities. The information is as follows:
Static Pressure: 92 psi
Residual Pressure: 88 psi
Flow Rate: 1350 gpm
Flow data for the existing hydrant located on Spring Loop (B-036) was obtained from the City of
College Station Utilities. The information is as follows:
Static Pressure: 92 psi
Residual Pressure: 90 psi
Flow Rate: 1500 gpm
For the analysis, pressures of 88 and 90 psi were used. According to the Unified Design
Guideline Manual, it must be determined if the proposed fire hydrants can hold a minimum
pressure of 20 psi.
From the gathered data on the on-site and spring loop hydrants, the Hydraulic Grade Line (HGL)
for the hydrant was determined using the equati9n:
HGL = z + P/d
Where
HGL =>Hydraulic Grade Line (ft)
z => Elevation (ft)
P => Pressure (psi)
d => Density (62.4 lbs/cf)
Knowing the HGL for the on site and spring loop hydrants, the HGL for every node 111 the
network was obtained using the calculation:
HGL2 = HGL1 -KQ2
Where
K =>
Q =>
Head loss coefficient
Flow rate ( cfs)
HGL2 =>Downstream HGL (ft)
HGL1 =>Upstream HGL (ft)
For this calcul ation, it is important to start at a known l-IGL, and move down the network
computing the HGL in order from upstreani to downstream. However, if the known HGL is
located downstream and upstream l-I GLs need to be determined, the calcul ation can be reversed
to accommodate the situation. T he equation for this instance is as follows:
HGL1 = HGL2 + KQ2
T he head loss coefficient (K) for each pipe section is calcul ated usin g:
K = (fL)/(2*DA2g)
Where
f => Friction factor
L => Le ng_th of pipe (ft)
D => Diameter of pipe (ft)
A => Area of pipe (ft)
g => Gravity (32.2 ft/s2)
The HGL for the proposed fire hydrant was determined using thi s method. The pressure at the
hydrant was determined by rearranging the above equation that solved for the HGL. Knowing the
pressure, the flow rate of the hydrant can be determined using the fo l lowing equation:
Q = 29.83cD"2*sqrt(P)
Where
Q => Flow Rate (gpm)
c => Friction Coefficient (0.7-0.9)
D => Diameter of Outlet (i n)
P => Pressure (psi)
The proposed hydrants were assumed to have an outlet diameter of 2.5 in.
Us in g th is method for calcul ating the l-IG L at each junction, the fl ow rate and pressure at the
proposed hydrants were computed. Further analys is of the network was also performed using the
computer simulation program EPANET. Thi s program can perform time simulati ons of the
system by entering the information fo r each node and pipe. f-fowever, fo r the program to properl y
work, the known fire hydrant must be entered as a tank rath er than a valve or junction. The
demand for the existing fi re hydrant, as· a tank, must be enough to supply the entire network.
After completio n of the analysis, it was determined that the proposed fire hydrants · for The
University Park hydrants will supply flow rates rangin g from 1087 to 11 47 gpm. The hydrants
can provid e a total of 3,997 gpm while stay in g above the minimum pressure requirement of 20
psi. Because this water distribution lin e meets the fire fl dw cri teria outlined in th e Unified
Design Guidelin e Manual, it will sufficiently supply University Park w ith domestic water.
An attached table indicates the total fire flow requirements for each building, and the coverage by
the fire hydrants. The required flow for each building was compared to the supplied flow, as
indicated on the table. Also, tables are included that indicate fire flow requirements in
accordance with Appendix C of the 2003 International Fire Code (tables Bl05.l and Cl05.l).
Fire Flow Requirements and Supply
Hydrant Supply
Phase Building Height* Area (sq. ft.) NFF1 (gpm) Spacing3
I 2001-2005 27' -9" 6392 1500 4100 500
I 2101-2107 27' -9" 8942 1750 4100 500
I 1101-1109 27' -9" 11526 2000 2750 450
ll 1201-1209 27' -9" 11526 2000 2750 450
III 1801-1806 27' -9" 7718 1500 1500 500
III 1901-1904 27' -9" 5100 1500 4100 500
IV clubhouse 27' -9" 1750 1500 4100 500
v 1501-1509 27' -9" 11526 2000 4100 450
v 1701-1708 27' -9" 10200 1750 4100 500
VI 1301-1308 27' -9" 10200 1750 4100 500
VI 1401-1408 27' -9" 10234 1750 4100 500
VI 1601-1609 27' -9" 11492 2000 2600 450
*NFF1 : The Needed Fire Flow (gpm) according of to Table B 105. l of the International Fire Code (at 2 hr.
duration)
Dist3
250
250
225
225
250
250
250
225
250
250
250
225
*Spacing3 : Average spacing (feet) between hydrants according to table Cl05.l of the International Fire Code is
600'
*Dist3 : Maximum Distance (feet) from any point on street or road frontage to a hydrant according to table Cl05. l
is 300'
Height* : Maximum building height for construe · n type i 5 feet according to the 2006 IBC (table 503)
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FIRE FLOW AND WATER REPORT
FOR
University Park
4.95 ACRE TRACT
(VOLUME 538, PAGE 721)
RICHARD CARTER LEAGUE, A-8
MDG JOB NO. 000292-3801
COLLEGE STATION, BRAZOS COUNTY, TEXAS
OCTOBER 17, 2005
255 1 Texas Ave. South, Ste. A, College Station, TX 77840
Ofc: 979.693.5359 Fax: 979.693.4243 Email: mdgcstx@yahoo.com
JS ,lii
\\\\L\ \D~
i\'.S 0 (~~(
The proposed d~opment consists of the 4.70-acres of The University Parks Development. The
site will be served y a 12" DIP main that currently runs in a loop around the development site.
We intend to tie in C: this line with 8" lines at two locations, creating a closed loop. ,
A fire flow analysis was conducted in conjunction with EPANET for the three proposed fire
hydrants at University Parks. The domestic water section of the Bryan/College Station Unified
Design Guideline Manual was used to determine the required flow rates and pressures for ~
proposed hydrants. This manual states that fire hydrants must provide a minimum of 1,0 0
gallons per minute in residential areas while holding a minimum pressure of 20 psi. ~
Flow data for the existing hydrant located on the project site (B-027) was obtained from the City /~
of College Station Utilities. The information is as follows:
Static Pressure: 92 psi
Residual Pressure: 88 psi
Flow Rate: 1350 gpm
Flow data for the existing hydrant located on Spring Loop (B-036) was obtained from the City of
College Station Utilities. The information is as follows:
Static Pressure: 92 psi
Residual Pressure: 90 psi
Flow Rate: 1500 gpm
For the analysis, pressures of 88 and 90 psi were used. According to the Unified Design
Guideline Manual, it must be determined if the proposed fire hydrants can hold a minimum
pressure of 20 psi.
From the gathered data on the on-site and spring loop hydrants, the Hydraulic Grade Line (HGL)
for the hydrant was determined using the equation:
HGL = z + P/d
Where
HGL =>Hydraulic Grade Line (ft)
z => Elevation (ft)
P => Pressure (psi)
d => Density (62.4 lbs/ct)
Knowing the HGL for the on site and spring loop hydrants, the HGL for every node in the
network was obtained using the calculation:
Where
K =>
Q =>
Head loss coefficient
Flow rate (cfs)
HGL2 =>Downstream HGL (ft)
HGL1 =>Upstream HGL (ft)
For this calculation, it is important to start at a known HGL, and move down the network
computing the HGL in order from upstream to downstream. However, if the known HGL is
located downstream and upstream HGLs need to be determined, the calculation can be reversed
to accommodate the situation. The equation for this instance is as follows:
HGL1 = HGL2 + KQ2
The head loss coefficient (K) for each pipe section is calculated using:
K = (fL)/(2*DA2g)
Where
f => Friction factor
L => Length of pipe (ft)
D => Diameter of pipe (ft)
A => Area of pipe (ft)
g => Gravity (32.2 ft/s2)
The HGL for the proposed fire hydrant was determined using this method. The pressure at the
hydrant was determined by rearranging the above equation that solved for the HGL. Knowing the
pressure, the flow rate of the hydrant can be determined using the following equation:
Q = 29.83cD"2*sqrt(P)
Where
Q => Flow Rate (gpm)
c => Friction Coefficient (0.7-0.9)
D => Diameter of Outlet (in)
P => Pressure (psi)
The proposed hydrants were assumed to have an outl.et diameter of 2.5 in.
Using this method for calculating the HGL at each junction, the flow rate and pressure at the
proposed hydrants were computed. Further analysis of the network was also performed using the
computer simulation program EPANET. This program can perform time simulations of the
system by entering the information for each node and pipe. However, for the program to properly
work, the known fire hydrant must be entered as a tank rather than a valve or junction. The
demand for the existing fire hydrant, as a tank, must be enough to supply the entire network.
After completion of the analysis, it was determined that the proposed fire hydrants for The
University Park hydrants will supply flow rates ranging from 1087 to 1147 gpm. The hydrants
can provide a total of 3,366 gpm while staying above the minimum pressure requirement of 20
psi. Because this water distribution line meets the fire flow criteria outlined in the Unified
Design Guideline Manual, it will sufficiently supply University Park with domestic water.
Junction Elevation (
1 279.00
2 311.00
3 313.70
4 313.75
5 315.10
6 312.50
7 314.20
8* 312.00
9 302.40
10 302.50
11 303.00
12 310.60
13 309.40
14 311 .85
15 312.05
16 309.50
17 310.50
18 310.00
FHB-027 311 .10
FHB-036 303.43
FH1 315.50
FH2 309.20
FH3 311 .95
Krenek Crossing Subdivision
Job # 000790-3687
(ft) P (psi) Q( m)
514.18 101 .91
514.18 88.04
504.81 82.81
499.04 80.29
495.12 78.01
486.11 75.23
484.70 73.88
490.13 77.19
492.33 82.31
492.33 82.26
492.33 82.05
479.36 73.13
469.67 69.45
483.56 74.41
484.04 74.53
514.18 88.69
495.44 80.14
495.44 80.36
514.18 88.00 1350
495.44 83.21 1500
493.82 77.27
469.21 69.34
485.60 75.25
Pipe Dia. (ft) Length (ft) K Q (apm) V (ft/s)
A 0.50 68.54 0.497 0 0.00
B 0.50 10.14 0.074 0 0.00
0.50 117.39 0.851 1489 10.~U
D 0.50 72.34 0.524 1489 16.90
E 0.50 49.09 0.356 1489 16.90
F 0.50 112.89 0.818 1489 16.90
l.j 0.50 14.29 0.104 1000 11 .35
H 0.50 164.82 1.195 489 5.55
I 0.67 152.27 0.262 1000 6.38
J* 0.67 10 0.017 935 5.97
K* 0.67 295.33 0.508 935 5.97
L 0.67 41.9 0.072 0 0.00
M 0.67 34.03 0.059 0 0.00
N 0.50 157.95 1.145 1511 17.15
0 0.50 117.87 0.855 1511 17.15
p 0.50 12.83 0.093 1000 11 . .JO
a 0.50 58.97 0.428 511 5.80
R 0.50 50.55 0.366 511 5.80 s 0.50 69.94 0.507 511 5.80
T 0.67 159.46 0.274 151 1 9.64
u 0.67 198.09 0.341 0 0.00
v 0.67 71.08 0.122 0 0.00
w 0.67 87.71 0.151 0 0.00
Project Manager: Lee Adams
Calculations: Celeste Slaughter and Katie McKenzie
Flow Hydrant Number B-027
Static Pressure: 92 psi
Residual Pressure: 88 psi
Flowrate: 1350 gpm
3.008 cfs
HGL: 514.18ft
Flow Hydrant Number B-036
Static Pressure: 92 psi
Residual Pressure: 90 psi
Flowrate: 1500 gpm
3.342 cfs
HGL: 511.12 ft
K = (fl)/(2*DA2g)
f => Friction factor
L => Length of pipe (ft)
D => Diameter of pipe (ft)
A => Area of pipe (ft)
g => Gravity (32 .2 ft/s•)
HGL = z+ P/d
HGL => Hydraulic Grade Line (ft)
z => Elevation (ft)
P => Pressure (psi)
d => Densi (lbs/cf)
K => Headloss coefficient
Q => Flowrate (cfs)
HGL2 => Downstream HGL (ft)
HGL1 => Upstream HGL (ft)
Q = 29.83cD"2*sqrt(P)
Q => Flow Rate (gpm)
c => Friction Coefficient (.7-.9)
D => Diameter of Outlet (in)
P => Pressure (psi
10/17/2005
~ Day 1, 12:00 J
-
9 L 10 M 11 T FHB-036 u 16 w 18
~ v
N ~ 17
p ~
12 13p FH2 .
Q .c
15 R 14
s
FH1 H 6 G FH3 4 ~
f"--
....,.g
~
2
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