HomeMy WebLinkAboutFire Flow AnalysisM��IT�/C�,H ELL
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MORGAN
April 30, 2012
Carol Cotter, PE
City of College Station
Planning & Development Services
P.O. Box 9960
College Station, TX 77840
RE: Copper Falls Executive Suites - Fire Flow Analysis
Dear Carol:
Below is the fire flow analysis for the new Mitchell & Morgan, LLP Office Building to be
located along SH 6 West Frontage Road between Mile Drive and Texas Avenue. The
development will contain two structures, both 2,876 square feet and will be classified as
Type III-B construction with no sprinkler installation.
A domestic flow of 2.35 gpm was calculated by using Method 2 from the Bryan/College
Station Unified Design Guidelines. A population factor of 30 persons per acre was used
for commercial land use. The fire code requires a 1500 gpm fire flow as calculated
using the Fire Flow Requirements as shown on page 10 of the May 2006 City of College
Station Site Design Standards (Exhibit 1). The site will be served by 1 hydrant as shown
on Exhibit 2.
The updated City of College Station water system InfoWater model, compiled by Nick
Dons at Freese & Nichols in January 2008, was checked against a flow test performed
on Texas Avenue and Deacon Exit off SH 6 West Frontage Road. It was found that
model results (average day conditions) were reasonably close to those found by flow
tests under both static and residual conditions. Please see Exhibit 3 for the hydrant flow
test report and Exhibit 4 for a map showing the tested hydrants.
Flow Test and InfoWater Comparison
Method
Static
Residual
IDemand
Flow Test
100.00 psi
96.00 psi
1500 gpm
InfoWater
108.93 psi
100.91 psi
1500 gpm
511 UNIVERSITY DRIVE EAST, SUITE 204 • COLLEGE STATION, TX 77840 • I 979.260.6963 • 979.260.3564
CIVIL ENGINEERING HYDRAULICS HYDROLOGY UTILITIES STREETS SITE PLANS SUBDIVISIONS
'info@mhchellandmorgan.com • www, mi[chellandmorgan.com
The City of College Station water system InfoWater model was updated with the
proposed waterlines and then used to model fire flow conditions. The proposed
waterlines will connect to an existing eight (8") inch waterline.
Eight (8") inch waterlines will serve the site as shown in Exhibit 2. The 1500 gpm fire
flow was assigned to the proposed hydrant and the InfoWater model was analyzed.
The results, found in Exhibit 5, show that velocities do not exceed maximum velocity
allowed and all pressures meet minimum requirements given the required fire flow.
If you have any comments, or would like to discuss our findings further, please feel free
toxontact me.
Veronica J."o(g PE, CFM
Managing Partne
:rvzk4F- )44t)
Cc: File
limited to banquet halls night clubs, restaurants, taverns, and bars that exceed 5,000
square feet in area shA require an automatic sprinkler system. A Fire Department
Connection (FDC) is required for all buildings utilizing an automatic sprinkler system.
The FDC must be located within 150 feet of a fire hydrant.
Fire Flow Requirements
In general, the calculation area for fire flow requirements is based on the total gross
area of the structure, including any area under the horizontal projections of the roof of
the structure. Portions of the building that are separated by fire walls without
openings and constructed in accordance with the International Building Code, may be
considered as separate areas for the purposes of fire flow calculations. For type IA
and type IB construction, the calculation shall be based on the area of the three
largest successive floors.
A@W UN REWIRED FIRE FLOW AND FLOW DURATION FOR SUIIDWOS•
PM941 WCALCUTAVgNARY
I" FLOW
m9iw
FLOW
DURATION
Awdeb
rNONA&WSO
No~
NY wM No
706 W
0• 700
042,700
0-8200
0-590D
036DO
I500
22 701.30 200
1 701.17 000
8 201.10,900
3 901.7 900
3 6014 900
1750
30.20138700
17,001.21A00
10,901.12,900
7901.9,800
4.801-6200
2ODD
38,70148.300
2101-24,200
12901.17,400
9801.12600
6201.7,70D
2.250
2
301.39000
24201.33
17401.21
12601-15400
7.701-9AOD
2500
59 1- 900
3320I.39.700
21 1.25500
13401.18
9401-11300
2750
70,90143 700
39.70147.100
25,501 I00
1 I8 1.21 11M
11 301.13
310D0
$3701.97700
47101-34900
3%I01-332DO
21801.25900
13401-1S600
3250
97701-112700
3490WAM
3320140600
25901-29 00
15601.1300D
3,500
)
112701.128700
63401.72.400
40,60146,400
29301.33
18001.10600
3750
128,701.145.900
7 401.82.100
46.401.32,500
33.501.37900.
20,601 33W
4000
145901.1
8 101.92,400
52 1-59100
3790142700
23,301-26.3W
4250
160 201-193,400
401.103 100
59 101 000
42,70147,700
26 301.29 300
4.500
163 1.203 700
103 101-114 600
001.73 300
47 701.53 000
29 30132 .
4,750
203 701-225
114 601.126.11M
73 301.81 100
53 I-58 600
32,601-36AW
5AW
225201.247700
I 701.139400.
91,10149200
58.601.6.3400
3001-39,6w
S250
247701.271
139401.152A00
$9201-97700
65401770600
3960143400
55W
271201.205900
152601.166
701-106500
70.601.77000
43,4014740D
5750
295901-Orewr
166 143rawr
106501.115800
77001.8370D
47.401.51 OD
600D
4
115801.123 00
83701.90.600
511.55700
6250
12S 1.133
90.001-97900
55.701-60.200
6
135 1.143,8DO
97,901-106,800
60201.64800
6.730
143 801.156700
106.901.113200
64 801.69 600
7 000
156701.167900
113201-IV M
69601.14600
7.250
167 901.179 40D
121.301.129 600
74 601.79 800
7.500
174401-191400
129601.138300
79801.85100
7750
19I401.Omma
138 01.Oraar
$5101-0rewr
11,:
For 51: 1 aluue faX • 0.0929 mr, 1 plbn W+mhwle • 3.785 Um, 1 pwnd pw spwrc IaA • 6.895 kn.
I AThe Wal mm mgaW Arc Rlow dn11 be permlped M be M6JeW by 25 pemem for Omop R.
A 7yp& dmn Jlm we bwed m Nw 101~i& W $WU19 Cods.
r. Mnw W a 20 psi.
10-
EXHIBIT 1
P9aCer DoBeliv M: ewne. er Cea"ele dwrew", .' ]auwvslOzmff.if" oev= mn.A
BATENSLOT PERMEABLE
CONCRETE PAVEMENT SYSTEM
STORAGE& DETENTION WITH CURB
6' In<k Cearad P of r/ 6' 1nIIX [enable Pov<menl x/
of Bon O Is of .0 . Blow R<Inlw<emenl oo i. r 4
fi 1Mek Il 51 N end b11ed Pembor O 5 F W.
t n.,..,n. a Be Floc¢ xN J. Heber of 5
6. nNED meSm Milei6
RCP"'IDs) WROPP. IN
OEOIEI(BIL SLOPED TO DRVN A
LtlMFR Rem." '. doe s IN
ONNERT NABD E0 YHO.
6' Thek Ceovele Pmmnl eer/
/4 Max O Ior OCEW
of I. Took Ume SLablaeE
"u 'Ue E'Pomlon Jolnle O
60 0 C, onI Ce-d-ru.n Je n4
O 30 O C.
OEOIIXIXL
.1 Re l red, exb wle
eM bared, to Om n Ol RS
The forms sno0 he placed of 5 as
.an
...h way and .... red u n DI...
bit"
dowels. The forms must be
se ed both horizontally and
_d"lly Tne aawele as ed to e
the farms must be rem used after a
they nave served their pumas¢
FORMWORKFOR SLOTS
` ry wr<
fibsB'N.C.to
rn 'b aof
lumber
omburdened coorto,
I"r6' Pine Lumber a ambled to prwiae
Lr'x4' Slal 1n ConcretesPoaemenl. Lumber
shall be coal.' with bond breaker and
Proused man me .anar<t. is -L
4' Thick Concrete Sidewalk .y
w/ NJ Oere 0 12' OC.EW.
n On Thick Lima stonleee
Shegrade
XXXX \
X X >�
o� X � X
6' Thick Concrete Pavement w/ X X X
fiber Re nlorce 0 and,E k 4 X X X
Raml. Pollem®R OFat W. X X ')� x
Re EVE vi lh {'5 Reber of 5
oc.EW ipaa tomss the slots. Zi X "><
Be C. on J.i
nts 060 oc om
Na COnlmct on Jo nis.
6' PERFORATED 03034 SIR � ^{
zfi PVC PIPE(S) SLOPED TO /
DRAIN PPRTIAuv EMBEDDED
IN CEMENT STABILIZED SAND. 3/6 3/4' River brovel with
6eoteane Eabrc Above and
Coax 36' depth 23'
W'lh (entire drive I.le)
6' Thick Concrete Pavement W/ #4
Bars 015'OCEW
n 6- Thck Lime Stabilized Suhgraae.
Erpaneo. JOnle ® 6U NO, oad
cerebration J.Irta ® 20 oC
Vegetated Slope (4a Max)
:C
I i \ we
PROPOSE[
BUILDING
2876BLDG HT SF 2E
FF=102.30
I we
f/ 90.99
2876 SF
FF=105.30he
Omj I I 1 ` ` / ] 0'%141 Owe E/L 99,45
V MJ Bentlan
U'lia _
�E/Le9B.issl6o 1. leEditor e
—�<ss 9I0' PVE l T1 Ea slled'ne 'n9 Wo
Erulin_to
Curb Inlet Section
ad g9C nn
TeP .1
WATER LINE
8" PVC (AWWA C900—CL 200)
SEE DETAIL SHEET FOR EMBEDMENT
lU
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F.979.260.3564
own.—anpN.OID¢ si>9
UP
EXHIBIT 2
College Station Utilities
Reliable, Affordable, Community Owned
Date Friday, May 30, 2008
Time 10:12AM
Test
completed by
Matthew Matcek
Witness
Aaron Matthews
Location
3101 Texas
Nozzle size
2.5
Flow hydrant
F-091
Pitot reading
80
G.P.M.
1600
Static hydrant
F-090
Static PSI
100
Residual PSI
96
Comments
EXHIBIT 3
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EXIUBIT 5
FIRE FLOW ANALYSIS
Analysis Type:
Water Quality
Project Description: Copper Falls Executive Suites
Horizontal Plan
rResults - Junctions
Time Level: 0; 0 day 0:00 hr
Number of Junctions: 6(Selection)
Junction
ID
Description
Elevation
Demand
Grade
Pressure
IN
[gpm]
[ft]
[psi]
1249
WPIPEFIT
277.349
10.256
485.808
90.325
1404
WPIPEFIT
274.409
90.696
482.222
90.045
59289
275.879
0.000
472.723
85.293
59290
276.000
8.672
472.359
85.082
59291
277.00
0.000
471.234
84.162
59292
hydrant
275.750
1500.00
469.162
83.805
Results - Pipes
Time Level: 0; 0 day 0:00 hr
Number of Pipes: 5(Selection)
Pipe
ID
Description
Node
1
Node
2
Dia.
Length
Roughness
Flow
Velocity
Headloss
Headlos
s/1000
[in]
[ftl
[millift]
[gpm]
[ft/s]
[ft]
[ft]
53
WMAIN
1404
1249
8
1346.3
120
-381.33
-2.434
4.783
3.553
55
WMAIN
1249
59289
8
830.93
125
1034.88
6.605
17.391
20.93
3981
WMAIN
59289
1404
8
1168
125
-621.18
-3.97
9.499
8.113
3982
59289
59290
8
9.30
130
1508.67
9.63
0.364
39.112
3983
59290
59291
8
29.06
130
1500
9.574
1.125
38.705
3984
59291
59292
1 8
53.55
130
1500
9.574
2.073
38.705
0
1
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