HomeMy WebLinkAboutUtility Availability Analysis Revision No.1---~
P.O. Box 9253, College Station, TX 77842
Off/Fax: (979) 690-0329
email: civil@rmengineer.com
September 17, 2007 ,
' ~-I
Josh N ortoh; Ed:1 .
. Graduate. Engineer
City of College Station
1101 Texas Avenue South
College Station, TX 77842
RE: Utility Availability Analysis for A&M Super Storage-Revision No. 1
17333 S.H. No. 6 South, College Station, TX
RME No. 213-0308
Josh Norton:
There is sufficient capacity in the existing water distribution system to support the above
referenced development. The existing and proposed improvements and projected demands, for
both water and sanitary sewer, are summarized below:
•!• The subject property has accessibility to existing public water for both domestic and fire
use at the following locations:
o Existing 12" and 8" PVC public water line approximately twenty feet (20') inside
the TxDOT right-of-way (west property line) that parallels the East Frontage
Road of the State Highway No. 6;
o A proposed 12" PVC public water line will extend approximately 822 L.F. east
into the property, near the north property line, which will accommodate fire flows
to three (3) new fire hydrants set within the property;
o Flow test from existing fire hydrant Y-002, located south of the property and
located across the road at Windrift , yields a flow of 1,160 gpm, from the 2.5"
nozzle, with a residual pressure of 74 psi (see attached CSU Flow Report);
o The existing 12" water line will be tapped to provide domestic water to the new
facility via a 1" private water line;
•!• Projected daily water demands are as follows (peaking factor of 4.0):
o Average water demand of 5 gpm and a peak demand of 20 gpm (as determined by
CoCS Fixture Count & Loading Factors). At average demand the proposed l"
service line would experience an approximate velocity of 2.05 fps with a pressure
loss of approximately 1.5 psi. At peak demand the proposed 1" service line
would experience an approximate velocity of 8.18 fps with a pressure loss of
approximately 19.2 psi;
o . The fire flow demand, for the proposed development, was derived by the use of
the 2000 International Fire Code: Appendix B & C (see attached experts of IFC).
At the largest building square-footage of 11,775, constructed at Type IIB, the
required fire flow requirement was determined to be 2,250 gpm. Per Table
CDI-213-0308-Ll2 Page I of2
Of-;
D1·1C<X2
A&M Super Storage -College Station, TX
Utility Availability Letter -Rev. No. 1
September 17, 2007
C105.l of the IFC two fire hydrants will be required to service this flow.
Therefore, this flow will be split between two adjacent fire hydrants;
o The hydraulic model, used for the master development of the Animate Habitate
development, was obtained from McClure & Brown Engineering (MB). This
hydraulic model was modified to include this project's proposed 12" fire line at
node J-6. Node J-6 and J-8 were connected by pipe P-30 (per MB drawings) and
pipes P-13, P-27, and P-28 were either modified or added to reflect this project's
water system improvements. Subsequent nodes that were added were FH-1 , FH-
2, and FH-3 which correspond with RME's construction drawings for these water
system improvements. The modified KYPIPE model revealed that pipe P-13
would experience an approximate velocity of 6.46 fps, at a flow of 2,279 gpm,
with a resulting pressure of 88.05 psi (see attached KYPIPE report). Other pipes
and modeled nodes, contained in this KYPIPE hydraulic model, reported
acceptable velocities and pressures per the B/CS Unified Guidelines Manual and
Chapter 290 of the TCEQ Rules & Regulations.
•!• The subject property has accessibility to public sanitary sewer at the following locations:
o A proposed 6" PVC public sanitary sewer line is proposed to be extended for the
platting of this subdivision (Animate Habitat, Phase One) which will be located
parallel to the west property line;
o A proposed 4" PVC Sanitary Sewer service line, laid at approximately a 2.00%
grade, will be installed to the proposed public sanitary sewer;
•!• Projected daily sanitary sewer demands, for this development, are as follows (peaking
factor of 4.0):
o Average daily wastewater flow of2,400 GPD and a 2-hour peak flow of 0.02 cfs
(as determined using the calculated water demand);
Please call should you have any questions or require assistance.
Sincerely,
CD1-213-0308-L12 Page2 of2
College Station U iii ies
Reliable, Aff ordab/e, Community Owned
WATER SERVICES DEPARTMENT
P.O. BOX 9960
COLLEGE STATION TEXAS 77842
BUTCH WILLIS, FIELD SERVICES DIVISION
PHONE 979-764-3435 FAX: 979-764-3452
FLOW TEST REPORT
Date 28-Feb-07
Nozzle size 2.5
Location 1203 WINDRIFT
Flow Hydrant Number Y-002
Pitot Reading 48
GPM 1160
Static Hydrant Number Y-001
Static PSI 108
Residual PSI 74
COMMENTS
01/.ZJ /O.J THJ Hl: 15 F . .U 979 i64 340.J CS FIRE DEPT.
APP£NODC 8 ARE-FLOW REQUIRE ENTS FOR BUil.DiNGS
TABle f3WS.l
E FLOW AND FLOW OUR~TIOI" ~OR BUILDINGS
Type IA "'"'rs• T'JPe llA "'nd lllA •
0-::~.100 O-J:::.700
22.70!-30.:.:rn 12,701-17.01.lO
30.201 -38.700 l 7.COl-21,800
31UO 1-48.300 21.801-24 .. 200
'1!3.301-59.00() 2·l,20l-33.200
59.(){)J.70.90\j 33.201-'l':l,1'1)0
70.9Ul -~J.7(l!J }9. iOl-4'),l {)t)
FIRE FLOW I Fl...OW J 1-..!!.!~::..:::~~-+_:.u:.::.=..::.:.:.::..:.::::::-+-T~.;;.:..~;,::...::...:.:..-i'--'.=..::.. ~-----_ __;_T,,,,yp:...:e:...v_-e ... • __ µ.\sa=-H--'OJU_•:._J:>,_er;_;::minutel" DURATION (hour:H l---~c=:..:~~·4--~~:..:::.::;.._~,__-~u~,s~.2=0~0-~11---::.t).~5~.9~0_n _ __.r--_..;..\~~3..;...61.:...:·~~'-__,1--~--'1...;..s~..;..·..;..J~--tl I
i-=~:....::.:=~--1---'~~_;_;.:..:;.;..:;_-+---'&.:::.:11::.' -=' 1'--..;..10:.:.9::.(;;.;liiJ::.....+.....:5-..9:....o_i_. 7,;_; .• 9_oo_~ -+--3.6DI -4_.so_o_-+-___ i._1_~0 __ --1
10.901-12.900 7.~Ul-9.XOO 4.80i-6.2f,{J ~ II
12. 901 -17 ,J(lO 6,20 I-7. 700
17.JOl-:21.300 12.601-15.400 7.701-9.400 _J
f--.:..:..;~=--.:..:..:....:....:..-1-__:...:..:.::.:...;....;..;...:.....;:...:_~-"'1..;..l.::.34.J..:....:..J--~-.S~,5--'00-+--'-'15~,40----'l--'-..;..l8~',-~~l-+~9~.-~_H_-~l..;..l ~.3-00~-+-~~i~.7-5_o ___ _,____ (
::!5.501-30.100 H:l.401-21.aOO 11.301-13.400 3.001.)
8),701-97,700 47.10 J-54.SIOO 30.J•Jl·35,200 'l!J'Ol-25.900 13,401 -15.600 3.2:\0
3
97.701-111.700 .'14.901-63.40£1 35,101-40.600 25 901-2'1.300 15,601-JH.000 :5.SOO
l 12.7Ul-ll8,700 6 3.-!0 I-72,400 40.601-46,4()() 2!1.301-3.3.500 l l!.(/(JJ-20,60'J 3.750
lZ8.70l-l45.900 i2,J01-l!2.llJQ 46.401-52.500 .33..501-37,900 20,60l-2J.3(l0 4.(KJO
145.901-lf>.1..200 82.10\-92.400 52.501-59.IOC) 37.901-42,700 23.301-26.300 4.2."iV
164,201-183,4()(} n.~1-103.ioo 59.101-66,UOI) 42.701-47,700 26.301 -29300 4.500
llB.401-203.700 ltl3. l OH l .+.6!JO 66,001-13.300 47.701-53.000 29.301-32.,600 4.750
203.101-125.10(1 11.; 601-i.Xi.iOO 73.301-81,JO(; 5).001-5&.600 52li01·36.000 5,0UO -·
.225.201-247, 700 126.701-l.19,400 81.JOI-89.200 58,601-6.5.400 36.001-3'9.600 5.250
2'17.70!-27} ,100 139.401-1:52.600 li9.201-97. 700 65.401-70,61){] 551>0
27LWl-295.900 152.601-106.500 97,701-106 . .)0U 70,601-77.0(1() 4:~.JOl-l-7.400 5.75()
295,901-Greacr:r 166.50!-Grcater l0ti,501-ll5.800 77.001-4!3.700 47.401-.'i 1.500 6.000
l 15.801-115.500 83.701-9().600 51.301-55,700 6,250
125.501 • B 5.SOO 90,601-97 .900 55.701 -60.200 6,.51)0
1-------+-------+--1~3=-5•:;.5-"0..;..l-,..:;l..;;4;;,5•:.;:8c:;00""-1~91.901-! 06.800 60.201-64.800
64,Wl-69.600
6.750
14.5.801-156.700 106,801-l lJ 200 7,<'<lO
156,701-167.900 I I3.:.?0l-12I.300 69.601-74.600 7~{)
121,301-129,600 7~.60 l-79.WO 750rt
179.401·191.,400 129.601 -138.300 7'>.801-!!.'UOO 1,1:.0
19l.401-Grcal.:r 138,301-Creatcr ~5. IGJ-Grearer 8.000
for Sl: l sq;,:Jr<> fo,,. =' 0.09~9 m2, l gallQ11 po;r minute:: 3.78~ Um. J po1Jnd pcrsqnarc: inch ::o 6.89:'1 k?a.
a. Typ;:s oJf construction arc ba.:st'.d oh rhc Jnicrn.iti<..,,J.al Buildin g Cc"1£.
b. Measured "' 10 P•i.
358 2000 INTERNATIONAL FIRE COD!;®
•:
AppendixC
FIRE HYDRANT LOCATIONS AND DISTRIBUTION
SECTION C101
GENERAL
c101.1 Scope. Fue hydrants shall be provided in acccxdancc
with thi:i oppendix fot the protection ofb\iildingw.. or pastiona of
buildings, hereafter consuucled.
SECTION C102
LOCATION
Cl02.l Fire bydraot locations. fire hydnmu shall be pn>-
vided along equired fire apparatu1 access .roads and adjac:eot
puhlic ~~-
SECTION C103
NUMBER OF RRE HYDRANTS
CIOl.lFire.hydnntsa'flllable. Thcminimwnnomberoffh'e
hydrants available to a building &ball not be I.es$ than lbat listed
ill Table CIOS. l. The nwnba of ~ hydrant& available to a
complex or subdi.visiOll shall not bo less than that derermiDcd
by spacingrequiremcdtslisredin TableC105.1 when applied to
fire apparatus access roads and perimeter public streets ftom
which fire operations could be condttct.ed.
SECTION C104
CONSIDERATION OF EXISTING FIRE HYDRANTS
Cl04.1 Emthlg Dre hydrants. Existing fire hydranu on pul>-
Uc StRetS are llllowql to be com.il.lcn:d •:i ;mUlabk. BIU:i&UJ8
fire hydrants on acljacent properties shall not be considered
available unless fire apparaws access roads extend between
properde& and easements are established to prevCAt obstruction
of such roads.
SECTION c ·1os
DISTRIBUTION OF ARE HYDRANTS
C10S.1 lbdrant SPICID£ The average 61)acing between fire
hydrants shall not CJICCCd that listed in Table Clo.5.1.
lxceptioll: The fire chief is authorized to accept a dcfi·
ciency of up to 10 percent where existing fire hydrants pro-
vide all or a portion of the required fire bydlant suvice.
~of the average spacin8. fire hydrants shall be lo-
cared &llCh tbar all points on sueets and access roads adjacent to
a boilding are within the distances listed in Table ClOS.1.
TABLE C105.1 NUMBER AND DIS1RIBUTION OF FIRE HYDRAN'IS
FIRE-FLOW REQUIREMENT MINIMUM NUMBEA ,_, OFHYDMNTS
_odeu l ,_._ " ,, . .. ... -2.§00 3
3.000 3
3,S00-4.000 4
4,.SOO..S,000 s
s.soo 6
G,000 G
6.SOO-7 .000 7
7.SOOot-&otG«e"
For SI: 1 fooc"' 304.8 111111. I pllon _per minula '"3.7115 Um.
11. RCl!uoi:: by 100 feet for dead-cad at=u or roads.
"
AVERMJE 8NCING llllTWllN HYDRANTS8· .. G lfMll
~
.. ..
450
400
350
300
300
250
250
1,00
IWOMUll DISTAMCC FROM
ANY llOINT ON STR2ET OR AOAD FAC>fn'AGE 10 A HYDRANT'
250
" """·
225
22$
210
180
180
150
lSO
120
I>. Wlll!resueets are J)tollldil4 wilhlMdiu t1ividl:rs which Cllll bo~ lly ttns liplm¥ pullillJ&lwK lines, oc wbcnswteciul 5lrrl:l5 ano provillcd wltll touror more
1r.ifflcl'1ncundh;,veain.fficcamtof._INllJO.OOOvebiclesperdl.)',llydnnlapaGiag5hallavmFSOOlccconeaduidcnfllleA=tllllObemrin~onanal
• g buis ap to a fiR.flow requireme.nl of 7,000&llJonsper111in111B and 400 feet rot~ fim.tlow iequirmlems.
c. wi.cn. ...... _,.,,..........,...,~along4tnieU~b)"llraft1urc-DCCd&dfw~ol,,_or_.,,.llar~,,.,t>kms.fircky~aballbepro
vided it sp;icU.e nOl 10 --.cl 1.000 ... IO~ far lrlllSpCll1BtiOD bazlrds.
d. Red11Ce by SO f.ei ft)r deiid-cad ~or ma.ck.
e. Orul llYdrant f« tach 1,000 j!llJI01111 per minUllC or fraClioA dlucof.
2000 INTEANAl10NAL RAE CODE9 359
* * * * * * * * * * K Y P I P E 4 * * * * * * * * * *
* *
* University of Kentucky Network Modeling Software *
* *
* Copyrighted by KYPIPE LLC *
* Version 3 -11/01/2005 *
* *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * *
Date & Time: Mon Sep 17 14:17 :10 2007
INPUT DATA FILENAME --------------C:\Users\user\RME\Projects\213-
03-2\ENGINE-l\0308W1RA.DT2
TABULATED OUTPUT FILENAME --------C:\Users\u ser\RME\Projects\213-
03-2 \ENGINE-1\0308W1RA.OT2
POSTPROCESSOR RESULTS FILENAME --- C:\Users\user\RME\Projects\213-
03-2\ENGINE-1\0308W1RA.RS2
************************************************
S U M M A R Y 0 F 0 R I G I N A L D A T A
************************************************
------------------------------------
U N I T S S P E C I F I E D
FLOWRATE ........... . gallons/minute
HEAD (HGL) ......... . feet
PRESSURE ........... . psig
+----------------------------------------------------------------+
Pipe2000 Educational/Demo Version -Not for professional use
+----------------------------------------------------------------+
P I P E L I N E
STATUS CODE :
P I P E
MINOR
N A M E
COEFF.
P-1
0.00
P-10
0.00
D A T A
XX -CLOSED PIPE
NODE NAMES
#1 #2
VP-1 J-4
J-1 J-9
CV -CHECK VALVE
LENGTH DIAMETER ROUGHNESS
(ft) (in) COEFF . LOSS
235.67 8.00 140 .0000
1984.28 8.00 140.0000
P-11 J-1 J-5 1200 .00 6.00 140.0000
0 .00
P-12 J-6 J-14 1551. 79 12.00 140.0000
0 .00
P-13 J -6 FH-1 1 41. 63 12.00 140.0000
0.00
P-14 J-10 J-18 1197. 02 12.00 140 .0000
0.00
P-15 J-10 J-11 268.39 8.00 140 .0000
0.00
P-16 J-13 J-3 819 .83 8 .00 140 .0000
0 .00
P-17 J-12 J-13 148.41 8 .00 140 .0000
0 .00
P-18 J-14. J-10 786.31 12 .00 140 .0000
0.00
P-19 J-14 J-15 2352.44 8.00 140.0000
0.00
P-2 J-2 J-8 687.67 8 .00 140 .0000
0 .00
P-20 J-15 J-20 896 .49 8.00 140 .0000
0.00
P-21 J-15 J-17 187.81 8.00 140 .0000
0 .00
P-22 J-18 J-9 82.30 12 .00 140.0000
0.00
P-23 J-18 J-12 445 .10 12.00 140.0000
0.00
P-24 J-18 J-20 1558 .98 8 .00 140.0000
0.00
P-25 J-20 J-16 958 .40 8.00 140 .0000
0 .00
P-26 J-14 J-1 72.18 12 .00 140.0000
0 .00
P-27 FH-1 FH-2 354.58 12 .00 140.0000
0.00
P-28 FH-2 FH-3 349.54 12.00 140.0000
0 .00
P-29 J-8 J-1 1671 . 84 8.00 140.0000
0 .00
P-3 J-2 J-7 82 .45 8.00 140. 0000
0 .00
P-30 J-6 J-8 10.00 8.00 140.0000
0 .00
P-4 J-4 J-2 1595.74 8.00 140 . 0000
0.00
P-5 VP-2 VP-3 1585 .17 12 .00 140.0000
0 .00
P-6 VP-3 J-4 870 .54 8 .00 140.0000
0.00
P-7 J-7 VP-2 830.85 12.00 140.0000
0.00
P-8 J-7 J-6 805 .43 12 .00 140 .0000
0.00
P-9 J-9 J-13 447.46 8 .00 140.0000
0 .00
P U M P/L 0 S S E L E M E N T DAT A
THERE IS A DEVICE AT NODE
(ID= 1)
HEAD FLOW RATE
(ft) (gpm)
VP-1 DESCRIBED BY THE FOLLOWING DATA:
EFFICIENCY
(%)
212.31 0 .00 75.00
+----------------------------------------------------------------+
Pipe2000 Educational/Demo Version -Not for professional use
+----------------------------------------------------------------+
193.85 1455.00
145 .66 2910 .00
THERE IS A DEVICE AT NODE
(ID= 2)
HEAD FLOW RATE
(ft) (gpm)
230.77 0 .00
207 .69 1590.00
147 .46 3180.00
THERE IS A DEVICE AT NODE
(ID= 3)
HEAD FLOWRATE
(ft) (gpm)
212.31 0 .00
75 .00
75 .00
VP-2 DESCRIBED BY THE FOLLOWING DATA:
EFFICIENCY
(%)
75.00
75 .00
75 .00
VP-3 DESCRIBED BY THE FOLLOWING DATA:
EFFICIENCY
(%)
75 .00
193.85
145 . 66
END NODE
NODE
NAME
FH-1
FH-2
FH-3
J-1
J-2
J-3
J-4
J-5
J-6
J-7
J-8
J-9
1500 .00
3000 .00
DAT A
NODE
TITLE
EXTERNAL
DEMAND
(gpm)
29 .00
1125 . 00
1125.00
0 .00
0 .00
0 .00
0 .00
46 .50
0 .00
0 .00
0 .00
0 .00
75 .00
75 .00
JUNCTION
ELEVATION
(ft)
260 .00
260 .00
260 .00
250 .00
262.00
288 .00
278.00
275 .00
260.00
262.00
260 .00
270 .00
EXTERNAL
GRADE
(ft)
J-10 0.00 250.00
J-11 94 .00 250.00
J-12 41.00 280.00
J-13 0.00 280.00
J-14 0.00 250.00
J-15 0.00 254.00
J-16 165 .00 270 .00
+----------------------------------------------------------------+
Pipe2000 Educational/Demo Version -Not for professional use
+----------------------------------------------------------------+
J-17
J-18
J-20
VP-1
VP-2
VP-3
0 U T P U T 0 P T I 0 N
54 .00
0 .00
0.00
DAT A
254.00
270 .00
260 .00
282 .00
274 .00
272. 00
282.00
274.00
272. 00
OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
S Y S T E M C o· N F I G U R A T I 0 N
NUMBER OF PIPES •••••.•.••••••••••• (p) 30
NUMBER OF END NODES •.•.•.••••••••• (j) 22
NUMBER OF PRIMARY LOOPS ..•....•••• ( 1) 6
NUMBER OF SUPPLY NODES .••.••.•••.. (f) 3
NUMBER OF SUPPLY ZONES •••••••••••• (z) 1
=========================================================================
Case: 0
RESULTS OBTAINED AFTER 4 TRIALS: ACCURACY 0. 00196
S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L)
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE
p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE
HL+ML/ HL/
N AME #1 #2 LOSS LOSS VELO .
1000 1000
(gpm) (ft) (ft) (ft/s )
(ft/ft) (ft/ft)
-----------------------------------------------------------------------------------------
P-1 VP-1 J-4 849.94 2.78 0.00 5.42
11. 78 11. 78
P-10 J-1 J-9 51.51 0.13 0.00 0.33
0.07 0 .07
P-11 J-1 J-5 46 .50 0.26 0 .00 0.53
0 .22 0 .22
P-12 J-6 J-14 293.96 0 .36 0.00 0.83
0.23 0 .23
P-13 J-6 FH-1 2279 .00 1. 44 0.00 6 . 46
10.16 10 .16
+----------------------------------------------------------------+
Pipe2000 Educational/Demo Version -Not for professional use
+----------------------------------------------------------------+
P-14 J-10 J-18 106.52 0.04 0 .00 0.30
0.03 0 .03
P-15 J-10 J -11 94 .00 0.05 0 .00 0.60
0 .20 0.20
P-16 J -13 J-3 0.00 0.00 0.00 0.00
0 .00 0 .00
P-17 J-13 J-12 10.48 0 .00 0.00 0.07
0 .00 0.00
P-18 J-14 J -10 200 .52 0.09 0.00 0.57
O.il 0.11
P-19 J-14 J -15 101 . 97 0.55 0 .00 0.65
0.23 0 .23
P-2 J-2 J-8 726 .09 6.05 0.00 4.63
8 .80 8.80
P-20 J-15 J-20 47 . 97 0.05 0.00 0.31
0.06 0.06
P-21 J-15 J-17 54 .00 0 .01 0 .00 0 .34
0.07 0.07
P-22 J-9 J-18 41. 03 0 .00 0 .00 0 .12
0 .01 0 .01
P-23 J-18 J-12 30 .52 0 .00 0.00 0.09
0.00 .o.oo
P-24 J-18 J-20 117.03 0 .47 0.00 0.75
0 .30 0 .30
P-25 J -2 0 J -16 165.00 0 .54 0 .00 1.05
0 .57 0.57
P-26 J-1 J-14 8 .53 0.00 0.00 0.02
0.00 0 .00
P-27 FH-1 FH-2 2250 .00 3 .52 0 .00 6.38
9 .93 9.93
P-28 FH-2 FH-3 1125 . 00 0 .96 0.00 3.1 9
2 .75 2.75
P-29 J-8 J-1 106.54 0.42 0.00 0.68
0 .25 0.25
P-3 J-7 J-2 138 . 62 0.03 0 .00 0.88
0 .41 0 .41
P-30 J-8 J-6 619.56 0.07 0.00 3.95
6 .56 6.56
P-4 J-4 J-2 5 8 7.47 9.49 0 .00 3.75
5 .95 5 .95
P-5 VP-3 VP-2 530 .85 1.08 0.00 1. 51
0 .68 0 .68
P-6 J-4 VP-3 262.47 1.16 0.00 1. 68
1. 34 1. 34
P-7 VP-2 J-7 2092 .03 7.21 0.00 5 .93
8 . 67 8.67
P-8 J-7 J-6 1953.41 6 .15 0 .00 5.54
7.64 7.64
P-9 J-9 J-13 10. 48 0.00 0.00 0.07
0 .00 0 .00
P U M P/L 0 S S E L E M E N T R E S U L T S
INLET OUTLET PUMP EFFIC-USEFUL
INCREMTL TOTAL #PUMPS #PUMPS NPSH
NAME FLOWRATE HEAD HEAD HEAD ENCY POWER COST
COST PARALLEL SERIES Avail.
(gpm) (ft) (ft) (ft) (%) (Hp) ($)
( $) (ft)
--------------------------------
-1 849.94 0.00 205.49 205.5
** ** 33 .2
-2 1561 .18 0.00 208.46 208 .5
** ** 33 .2
-3 268 .37 0.00 211. 54 211.5
** ** 33 .2
E N D N 0 D E
NODE
NODE
NAME
PRESSURE
(psi)
FH-1
89.99
FH-2
88 .46
R E S U L T S
NODE EXTERNAL HYDRAULIC
TITLE DEMAND GRADE
(gpm) (ft)
29 .00 467.66
1125. 00 464.14
NODE PRESSURE
ELEVATION HEAD
(ft) (ft)
260 .00 207.66
260.00 204.14
+----------------------------------------------------------------+
Pipe2000 Educational/Demo Version -Not for professional use
+----------------------------------------------------------------+
FH-3 1125 . 00 463.18 260 .00 203.18
88 .05
J-1 0.00 468.75 250.00 218.75
94.79
J-2 0.00 475.22 262.00 213.22
92.40
J-3 0.00 468 .61 288.00 180.61
78.27
J-4 0 .00 484. 71 278.00 206. 71
89 .57
J-5 46 .50 468 .48 275 .00 193 .48
83.84
J-6 0 .00 469 .10 260 .00 209.10
90 .61
J-7 0 .00 475 .25 262 .00 213.25
92 .41
J-8 0 .00 469 .17 260 .00 209.17
90 .64
J -9 0.00 468. 62 270 .00 198 .62
86 .07
J-10 0 .00 468 .66 250 .00 218.66
94 .75
J-11 94.00 468 .60 250 .00 218.60
94 .73
J-12 41.00 468 .61 280 .00 188.61
81.73
J-13 0 .00 468.61 280 .00 188 .61
81 .73
J-14 0 .00 468. 75 250 .00 21 8 .75
94.79
J-15 0.00 468.20 254 .00 214.20
92 .82
J-16 165.00 467 .61 270.00 197 .61
85 .63
J-17 54 .00 468 .19 254 .00 214 .19
92 .81
J-18 0.00 468 .62 270 .00 198 .62
86.07
J-20 0.00 468.15 260 .00 208 .15
90.20
VP-1 487 .49 282 .00 205 .49
89.04
VP-2 482.46 274 .00 208 .46
90.33
' I
VP-3 483 .54 272 . 00
91 .67
S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM I NTO SUPPLY NODES
NODE
NAME
FLOW RATE
(gpm)
VP-1 849 .94
VP-2 1561.18
VP-3 268 .37
NET SYSTEM INFLOW 2679 .5 0
NET SYSTEM OUTFLOW 0.00
NET SYSTEM DEMAND 2679 .50
NODE
TITLE
***** HYDRAULIC ANALYSIS COMPLETED *****
211 . 54
From:
To:
Date:
Subject: l
Attachments:
Charles Willis
Alan Gibbs; Edwin Savage; Spencer Thompson
5/16/2007 8:05 AM
Re: Nantucket FH
Windrift dual flow.xis
This test was fine on a single hydrant but a total failure when we opened the second hydrant. The
readings for the simultaneous two hydrant flow may not be exact but are close. The guys took a quick
look as they shut the hydrant down but did not have a chance to look closely so they could be off 2 -5 psi
with the exception of the residual which did drop to 20 before the hydrant could be closed.
South Hampton Flow Test (Windrift)
STATIC HYDRANT IS Y-004
Y-001 Y-002 TOTAL FLOW
STATIC 104 N/A
PITOT 50 N/A
FLOW 1190 N/A 1190
RESIDUAL 58 N/A
PITOT 25 22
FLOW 840 750 1590
RESIDUAL 20 20
The second hydrant took the line down to 22 psi at which
time we terminated the test. After we shut down both
hydrants we had surges on the system that took the
pressure from 82 up to 118 for a few minutes after
shutdown. This kind of flow on a dead end line can be
detrimental to the system causing line breaks. If two
trucks are tied to hydrants and we have this kind of flow,
there is a slight chance of collapsing a line rendering fire
fighting equipment useless. If both trucks shut down their
water lines at once there is a good chance, which has
happened in this city, of a water main break which would
have a major impact on fire fighting capabilities.