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HomeMy WebLinkAboutFire Flow AnalysisFor August 2012 Prepared by: GOOOWIN — LASITER, INC ENGINEERS — ARCHITECTS — SURVEYORS 4077 Cross Park Drive, Suite 100 Bryan, Texas 77802 Phone 979-776-9700 — Fax 979-776-3838 www.goodwinlasiter.com G-L Job No. 614002 mm-gillIlk usla inde11III is] Ie1IIII :1e[d xC] ae11L I�l The Barracks II Subdivision is a 108-acre development located midway between Rock Prairie Road and Cain Road in south College Station. It is bound on the west by Holleman Drive South and on the east by Old Wellborn Road. It is a multi -use development that has 424 residential lots and 6 commercial lots under its current configuration. The area's water supply is provided by Wellborn Special Utility District. To date, Phase 100, located in the northwest corner of the development, adjacent to Holleman Drive is the only completed section. The fire flow test, performed post construction, within Phase 100 has been incorporated into the analysis for the proposed phases. Phase 300 is 12.51 acres located northeast and adjacent to Phase 100. It involves the construction of a segment of Deacon Drive, associated infrastructure and a detention system. Phase 101 is 8.57 acres located southeast and adjacent to Phase 300. It involves the construction of Cullen Trail and all standard infrastructure associated with a residential subdivision. This report that follows analyzes the water system of Phases 101 and 300. WATER SYSTEM REPORT General Water System Improvement Description Phase 300 will tie to the existing 12-inch PVC line on the north side of Deacon Drive and continue the main northeast along Deacon Drive approximately 500 feet. An 8-inch PVC stub across Deacon will be provided for Cullen Trail. A 6-inch fire line and one commercial tap are proposed along this reach of main for the proposed Barrack II Recreation Center. No residential taps are expected. Existing flow data from Phase 100 (Existing Flow Data #1) was used as a pressure source in the analysis. Phase 101 will tie to the 8-inch PVC stub from Phase 300 and continue the main along the east side of Cullen Trail. At the end of Phase 101 the 8-inch main will be crossed to the west side to tie to stub provided in the Williams Gate subdivision. Total length along Cullen Trail is approximately 1,500 feet. 8- inch stubs, with 2-inch blow -offs, will be provided at Michelle Lynn Lane, Foxtrot Way, and Sniper Drive to the platting limits. Phase 101 will have a total of 73 residential units. No non-residential taps are expected. The pressure source on the existing 8-inch main within Williams Gate was assumed using the flow data from the adjacent subdivision (The Barracks, Existing Flow Data #2). Please note the ground elevation at both locations appear to be generally within S of each other. Both subdivisions, The Barracks and Williams Gate, are served off of Rock Prairie Road. Water System Design Parameters Pipe Materials: PVC C-900 Roughness Coefficient: 140 Maximum Pipe Length: 4" — 500 ft: 6" — 800 ft, Dead end line 6" — 1,500 ft w/8" or greater on both ends, no more than 2 FH > 8" — N/A Average Water Demands: Residential — 100 gpd/cap Commercial (Retail) — 25 gpd/cap Flow Demands Utilized., Residential — Land Use Determination Average Daily Flow: (2.67 Persons/Unit)*(100 Gal/Day) = 0.185 gpm/unit Peak Hourly Flow: (0.185 gpm/unit)*(4) = 0.742 gpm/unit Commercial — Barracks II Recreational Center Assumed 500 person Capacity Average Daily Flow: (500 Persons)*(25 gpd/person) = 8.681 gpm Peak Hourly Flow: (8.681 gpm)*(4) = 34.72 gpm Fire Hydrant Separation: Residential (< 5 acre) — 1,000 ft Residential (> 5 acre) — 1,500 ft Non -Residential — Per City Fire Code Fire Flow Requirements: Residential (Single Family or Duplex) —1,000 gpm each FH Commercial or Multi -family — 2,500 gpm; Between 2 adjacent FH Fire Flow System Design: Normal Flow Conditions — Minimum 35 psi Fire Flow Conditions — Residual Pressure > 20 psi, during Peak Conditions Maximum Velocity — 12 ft/sec Existing Flow Data: #1 - Fire Hydrant No. 4 Flow Test; The Barracks II — Phase 100, located on Deacon Dr. between Lots 14 and 15, Block 6. Flowrate: 1,233 gpm Static Hydrant: FH 7 Static Pressure: 75 psi Residual Pressure: 50 psi #2 - Fire Hydrant No. 3 Flow Test; The Barracks — Phase 2 located near the intersection of Sergeant and Lt. Avenue Flowrate: 1,210 gpm Static Hydrant: FH 1 on General Parkway Static Pressure: 75 psi Residual Pressure: 56 psi Design Software: KY Pipe 2010— Version 5.017, October 4, 2011 Results and Conclusion Based on the KY Pipe 2010 analysis, the proposed waterlines will have sufficient capacity to provide the domestic flows to the proposed development (Phases 101 and 300) with a minimum pressure of 75.32 psi during peak demand (peak demand: J-17). The two most hydraulically remote fire hydrants, H-8 and H-9, were analyzed under fire flow conditions in addition to peak hourly flows. The minimum residual pressure of 27.88 psi was experienced at Junction 16. This is just down from Hydrant No. 8 and is part of the proposed fire line serving the future Barracks Recreation Center. The second lowest residual pressure, 35.91 psi, was experienced at Junction No. 16 located on Deacon Drive. The maximum velocity experienced during fire flow conditions was also on the future Recreation Center fire line at 14.86 ft/sec. This exceeds the mandated 12 ft/sec. However, this will be a new line constructed of PVC C-900 pipe material and installed with appropriate thrust blocking to account for the higher than average velocities. The second highest fire flow related velocity in the model is 8.76 ft/sec. The flow rates of Hydrant No. 8 and No. 9 are 1,310 gpm and 1,491 gpm, respectively. Each are capable of handling residential fire demands of 1,000 gpm and the combination of handling commercial demand of 2,500 gpm. Therefore, the proposed water system is in conformance with the Bryan/College Station Unified Design Guidelines. A map of the proposed system model as it was input into KY Pipe is included as Exhibit A. KY Pipe 2010 output files for the Peak Demand Analysis and Fire Flow Analysis are included as Appendix A and B, respectively. EXHIBIT A WATER NETWORK SYSTEM MAP LH I - I H 1 - 1 1 1 1 rn 9 , , w 4FRSPA LU IL -6 1 DwnY Z r H-3 , L_ 1 P-g GUNNEM1TT H-6 p-2 2riT -1�-�- 0-A-11 Lu IT�MfORFl,)TLOOP ' IT �I-1 -�II�--TIC! T I 1� 1 1 I 1 � A I IRON HORSE DRIAR? ; 16 z LL — -- F U T�U LOT ...a -- , I 1 I H-1 r NETWORK\WATER NETWORK - PHASE 101 & 300.DWG 2012/07/31 0 14:40 I__I__1__L__I_I____ LEGEND PRESSURE SUPPLY ��X-p HW FIRE HYDRANT ® BLOW OFF VALVE JUNCTION NODE — SSW 6" WATER LINE — 81W 8" WATER LINE - 12'W - 12" WATER LINE G L GCODWIN-LASITER, INC. ENGINEERS - ARCHITECTS SURT�FF FIRM�VEYAORS 1413 4077 CROSS PARK WIVE, SUITE 10- 9RYML TEXAS 778M, (979) n6-9700 JIM S. CHESTNUT ST., SUITE 202-LUFKIN, TEM 1 04 Coo) 637-FISD ©2012 ALL RIGHTS RESERVED BY GOOONIN-LASITER, INC. UNAUTHORIZED USE OR REPRODUCTION IS PROHIBITED WITHOUT WRITTEN CONSENT MOM GOODWIN-LASITER. INC. 7-30-12 1 CWY I CAE 1:1 614002 The Barracks II SHEET NO, Heath Phillips Investments, LLC A College Station H Water Network APPENDIX A r-r�:a»aaarrN_lMil WM601 x+ x x x x x x x x r Y P I P E 5 F x x x e x x x x z F Pipe Network Modeling Software F x Copyrighted by KYPIPE. LLC'. Version 5 - Februacv2010 * X Date s. Time: Fri Jul 27 08:46:55 2012 Master File w:\614\614002\water network\phase 101 and 37) - the. Laccackz li:.KYF\phase 101 and 30R the barracks ii.:22K %X k F FRxk>x*x xx x11*x z xx%k,fi xF x k x s Y F x#*I.,.. x I x xY S U M M.A A. Y OF ORICIVAL DATA % As.f SXZ XkXkkkF k'F a*x'x xx zx YXxS%fF F.F xk k: ss %k Xi U 14 r TS S P E C I F T E D FLOWRATE ... .......... = oil lons/minute HEAD (Emil) ....... .... = feet PRESSURE .......... ... ..= PsiG P r. P E L 1: N E D A T A. STATUS CODE: 1':i -CLOSED PIPE CV-CNECF VALVE P I P E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E ql A2 fft) _--.-- (ire) ,_._ COEFF.. LOSS ._._-. CiEF'.F. _-._-._ ------------------------------- ----__-- P-1 _------_ J-1 -._--_ J-6 731.98 12.CQ 140.0000 0.00 P-..2 J-2- 5-1 141,33 8,.00 140..0000 0.00 P-3 J-2. 1-5 965.34 €.00 140.0060 0.00 P-4 17-5 c-2 131_01 e.OU 140.0U00 0.00 P-5 J-5 7-16 316.26 6.0.0 140.0000 "0.00. P-5 •7-eS J-2 306.25 8.00 140:13000 0.00 P-7 J-7 J-6 330.98 12.00 140.0000 0..00 P-9 J-7 J-4 99.38 8.00 140.0000 0..00, P-9 YP-1 J.-7 364.82 12.00 140.0000 0.00. P-.10 J-9 •7-30. 96.59 8.00. 140.0000 0.ra0, P-18 J-14 J-15 171.53 8.00 140.0000 0.00 P-19 J-16 VP-1 232.70 12.K1 140.0000 0.00 P-20 J-16 J-.30 455.50 12.00 140.0000 0.00 P-21 J-15 J-12 251.57 8.00 140.000U 0.00 P-26 J-22 5--4 E39.38 6.00 140.0000 0.00'. P-27 J-21 J-22.. 127.36 8.00 140.00nO 0.00; P-32 J-15 7-: 359.46 8.00 140,0000 0.00 P-33 J-32 J-30 129.27 12.00: 140.0000 0..00 P-38 J-30 C-31 202.04 6.00 140.0000 0.00 P-75 J-17 J-3 97.66 6.R0 1411.0000 0.00 A-77 7-3 vP-2 155.97 6.00 140.0000 0.00` L' M P/L u i S ELEKENT DATA THERE IS A DEVIC4. AT NODE VP-1 DESCR.IBED BY THE FOLLOWING DATA: (1L:= 1) HEAD FLOWRATE EFFICIENCY (ft) (4pw,) (27 173..08 0.00 75.00 7 5.39 1233..00 75.00 -:35.19 24Gg.0G 75.00 THERE 15'A DEVSCF AT NODE - .HEAD FLOWRATE (ft) Wpm) 1.7-1.08 0.00 129.23 1210.,OU VD-2 DESCRIBED BY: THE FOLLOWING DATA: (ID- 2) EFFICIENCY 75.00 7S.G0 KYIPE N P D E D A T A. NODE NODE EXTERNAL. OUNCTION EXTERNAL NAME TITTLE DEMAND ELEVATION GRADE . ('3Em) _-_-_--.-- (ft) --__ (ft). -_-_---.--�_ _ ______ _____ -_ 0:00 312.00 20.03. 309.00 J-3 16.3.2. 306.00 J-4 0.00 310.00 J-5 20.18 304.00 0-6 6.68 304.00 -7 7.05 310.00 J-9 7.42 302..0V J-14 0.00 305.00 :5-15 1_0.39 304.00 J-i6 6.31 306.00 J-.17 0.74 307.00 J-21 0.00 33G.+00 J-22 17..81 305.00 J-,30 25.36'. 301.00 :T-31 0.00 J03.10 S-1 ---- 308.U0 306:00 5- -- 304.00 304.00 VP-1 ---._ 30e_D0 308.0E VP-2 ---- 306.00 308.00 ? U T P U T O P T 10 N D A T A OUTPUT SELECTION:: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT MAXIMUM AND MINIMUM PRESSURES = 5 MAXIMUM AND MINIMUM VELOCITIES 5 NUY IMUM ANE MINIMUM HEAD LOSS/1000 .. S Y S T E M C. O N E I G U R A T I 0 N NUMBER OF PIPES ....... ............. (P) = 21 NUMBER OF .. END NODES .................(l) -_ = 17 NUMBER OF PRIMARY LOOPS .., .... ...,(1) = 1 NUMBER OF SUPPLY NODES. ... ......... (f) = 4 NUMBER OF SUPPLY ZONES ............ CZ) = 1 Case: 0 RESULTS OBTA.INEL AFTER. lU TRIALS:. AC'UPACP = 0.00003 S I M U L A: I 0 N D E S C H I P T 1 €'' N (L A R E L) P II T' E L I: N E A E t U L T S STATUS CODE: Y8-CLJSED PIPE CV CHECK VALVE P I P E .NODE NUMBERS. FAOWRATE HEAD MINOR LINE FIL+ML/ HL/ N A M E iil %2 LOSS LOSS: VELD. 1000 1000 (gPin) (ft) (ft) (ft/s) (ft/ft) (ft/ft) - ------------ _----- ----------------------------------------------------- P- 1 0-1 0-6 0.00 0.00. 3.00 0.00 0.00 0.00 P-2 J-.2. $-1 0.00 0.00 0.00 0.00 0:.00 0:00 P-3 6-5. J-2 0.58 0.00 0.00 0..01 0.00 0.00 P-4 J-5 9-2 0.00 0..00 0.00 0.00 0.00 0.00 KYPIP P-6 J-'6 :J-2 19.45 0.00 0.00. 0.12 0,01 0.01 P-7 .7-7 J-6. 26.13 0_00 0.00: 0,07 0.00 0.00 P-+a J-7 J-4 0.00 0.00 0.00 0.00 0.00 0.00 P-9 YF-1 J-7 23..18 0.00 0.00 0.39 0:00 0.00. P-10 17-9 J-30 20.93 0.00 0-.00 0.13 011L1 U.01 P-18 3-14 0'-15 0.00 0.00 0.00 0.00 O:U.O 0.00 P-L VP-1 T-16 42.94'. 0.00 0.-00.. 0.12 O D': 0.01 P-.20 3-1.6 J-30 115.27 0.00 0.00 0.04 ().no 11,00 P-:21 J-22 15 38.74 U.01 0.00 0.25 0.04 0.04 P-16 S-3 .7-22 56.55 0..05 p.CrO 0.36 0..08 0.06 P-27 J-21 d-22 0.00 0.00 0.00 0.00 O_Dn 0.00 P-.32 J-15 .1-9 28.35 0.01 0.00. 0.18 0.02, 0102 P-33 J-30. 7-32 10.85 0.,00 0.00: 0.33 0.00 0.00 P-38 J-30 J-31 0.00 n. nD 0.00 0.00 0.00 0.90 P-75 J-3- 7-17 0.74 C.00 0.00 0.00. 0.00 0:00 P-77 YP-2 J-:3 73.0l 0..02 C.00 0.47 0..13 0.13 PUMP/LOSS E L E M E ii T RESULTS INLET OUTLET PUMP EFET-C- USEFUL INCREMTL TOTAL -COST #PUMPS #PUMP S NPSi NAME :ELOWRATE ITEAD DEAD HEAD ENCY POWER COST xARALLET, SERIES' AvzuI. ---- (9pcn).. �y (Ft) (£t} (fir) (85 CDP) .57 ($) ___: (.ft) VP-tom-� 76.12. 0.00 172.74 172., 75.00 C,. 0.0 0.0 '--_ * x 33.2 VP-2 73.6I C.00 172.83 172.8 75.0U 0,. 0.0 0,0 =3 xz 832 N OD E R SU L T S NODE TIODE EXTERNAL- HYDRAULIC: NODE PRESSURE NODE NAME TITLE DEMAltlD GRADE EI.EVAT I OD READ PRESSURE (gpm) ('ft) (:Et) lftr (pi) J-1 0.00 480.74 312,00 168..74 73.12 J-2 20.03 480.74: 309.00 171-74 74..42 J-3 16.32 480.81 306,00 174:01 75.75 J-4 0.00 480.74 310.00 170.74 73.99 11-5 a0.78 460.74 304.00 176.74 76,59 11'-6 6:.08. 480.74 304.00 176.74 76.59 J-7 7.05 480.74 310.00 170.74 73,.59 J-9 7.42 481.74. 302.00 176.74 77.4E ..-14 Il:00: 430.75. 305.00 175.75 76.16 J-15 10.39 4Y.0.75 304.00 176.75 76.59 J-16 6.31 480,74 305.00 174.7E 75.72 J-17 0.74 48n.81 307.00 173.81 7;".32 J-21 O,. DO 480.76 306.00 174.76 75,-3 J-22 -17.81 480.75 305.00 175.76 7-6..16 J-30 25.36 400.74 301.00 179:74 77.89 J-'31 0:00 480.74. 303.00 177.74 77.02 J-32 10.85 480.74 302.00 178.74 77.46 S-1 ---- 480.74. 308.00 172.74 74.85 S-2 ---- 480.74 304.U0 176.74 ,g.59 VP-1. 480.14 308.00 172.74 74.?6 VP-2 ---- 480.83 308.00 172.;3. 74.89 M.A 7 1 14 U M A N D M I N I M U.M V A L U E S- P. A: E S S U R E :S JUNCTION MAXIMUM JUNCTION MI IMUM NUMBER PRESSURES NUMBER PRESSURES J 30. 77.89 u7-1.--� 73.12�.� 77.46 J-4 -7`3-.99 J-32 77.4E .J-7 73:99 J-31. 77..02 J-2 74.42' ,J-:15 76.59 S-1 74..85 V E L 6 7 1 T I E S KYPIPE P I P E 2 0 1 0 FIRE FLOW ANALYSIS K Y P I P E 5 * Pipe Netiti c-rk: Modeling Sc•ftware. x F Copyr_.ghte1 by KYPIPE LLC. * Version 5 - February 2010 Wed Aug 01 11:57:1i 2012' Master File : w:\E14\614002\water network\phase LCI and 300 - the barracks ii.KYP\F11_,5Yi.F2K *zzxx.I+*S*]x*x**.SIIIx***#t*:t*.*zt.*I+***.I*I}*xx4x. S.0 M M A R Y G F O R I G :I N A L: D A T A S P E C I F I E D FLOWRATE ._..... - gallons/Minute F?EAAD (YiGL) . feet. PRESSURE ... = esiq. F I'. P E L I N E XX -CLOSED PIPE. ev CHECx CALVE P TJ M P/L 0 S S E L E M E N'T THERE IS.A DEVICE AT NODE VP -I DESCRIBED BY THE FOLLOWING DATA: � KYPIPE .(ft) ..... g:a: > 115.38 1233 . e -35.19 asi THERE IS A DEVICE AT NODE HEAD FLOWRATE (ft) ( « 173.08 , e,«, 0. @c, a».e :«_: DATA w « a : DESCRIBED e = DATA: « NODE NODE EXTERNAL jUNCTION EXTERNAL NAME TITLE DEMAND ELEVATION GRADE ------ -------------------------- c m m1 ) ®_ 302.00 ,v.« _ _ :o.» 30200 c« . e a s 7-3 9�3 ,«.s a, 0.00 3 ,w 20.78 .e Ge 3 s J-7 to ,«zR 5.94 ,» e« 0.00 30S.00 i-is « 304.00 J-i6 «a 316.00 J-i7 s> 307.00 _ 0.00 :« z 17.81 ,a.e ± a 3 » ! «9: ,a, ».x 3011.00 — -x«« — - A=« «<« VP-1 - 308.00 &«« VP-2 ®- :+ « suw a«=!r« 0 P T 1 0 N DATA OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TAPUILATED OUTPUT KAXIMUM AND MINIni IN PRESSURES , > MAXIMUM AND MINIMUM VELOCITIES , > MAXIMUM AN MINIMUM HEAD 6109 = : «:STEM <«,r::URAT10s NUMBER OF PIPES ........ e.m= « NUMBER OF END NODES ...,.=m= « NUMBER OF PRIMARY a........... wx : NUMBER OF SUPPLY NODES&....wat= ; NUMBER IF » y .,z,w = : &a::,a_h-, II RESULTS OBTAINED AFTER 9 TRIALS: ACCURACY = 0.00004 S I M U L A T I O N .D E S C R I P T I O N (L A H E 'L) P I P E L I: N E R E S U L.T S STATUS CODE: Y.X -CLOSED PIPE CV CHECK VALVE El I P E NODE NUMBERS FLOWRATE HEAD M114OR LINE HL+ML/ HL/ N A Al E #1 4:2. LOSS. LOSS VELD.. 1000 1000 ------ ----- ¢gpm) ------- (ft) ----- (ft) ----- (ist/W) ----- (ft/ft). --------- (£t/ft) -- ------------ F-1 -1 4_6 0.70 0.00 G.70 0.00 0.00 0.00 P-2 r-2 S-1 0.00 0.00 0.00 0.00 0.00 0.00 P-3 J-2 J-.5 98,15 0.85 0.00 1.11 O.S8 O..88 F-4 T.-S S-2 0.00 0.00 0.00 0.00 0.00 0.00 P-5 :J-S J 16 77.37 0.04 0,07 0.49 0.1E 0.14 P-C 7-6 J-2 118.18 0.09 0.00 0.75 0.31. 0.31 P-7 J-7. J-6 1114.86 0.02 0.00. O135 0.05-. 0.05 P-.8 ,-7 J-4 0.0C1 0.00 0.00 0.00 0.DO 0..00 P-9 VP-1. J-7 1-1.91 0.02 i).00 0.37 0.95 0.05 P-10 l7-9 H-9. 1320.55 0.27 0.00 8.43 26.65 26..65 P-11 H-3 J 31 0.00 0.00 0.00 0.DO 0.00 0.00 P--12 T-36i 11-9 17.0.28 0.05 0.00 1.09 0.60 0-..60 a-18 1-14 J-15 0.00 0.00 0.00 0.00 0.10 0.00 P-19 VP-1 J-16 144.6.81 1..02 0.00 4.10 4.38 4.3.5 P-20 J-16 J-30 1517.87 2.18 0.09 4.31 4.79 4.7.9. D-2:1 J-122 J-15 1336.88. 6.86 0.00 8.53 27.27 27. 27 P-26 J-3 J-22- 1354.69 17.87 0.00 8.65 27.94 27.94 P 27 J-21 T-22 0.00 0..00 0.00 0.110 0.00 0.00 P 32 J-15 J-9 1326.49 9.166 0.00 8.47 26.87 26..81 P-33 �7-30 J-32 10.85 0.00 0.00 0.03 0.00 0.00 P--38 T-30 H-`i 1309,90 19.35 0.00 14.86 106.58 106.58 P-75 1-3 J-.17 0.74 0.00 0.00 0.00 0.00 0.00 -77 VP-:2 J-3 1371.75 4.46 0.00 8.76 28.60 28.60 P U M P/L 0 S S. L L E M.E N T R.E S U L T S INLET OUTLET PUMP EFFIC- USEFUL INCR;EHTL TOTAL #PUMPS 4PUMPS NPSH NAME. FLOWRATE HEAD HEAD HEAD ENCx POiItER COST COST PARALLEL SERIES Avail, (gpm) (tt) (tc.) ift) M (Hp)... _____ i:6) ______ {$:) _______ ____-__._ (tt) _ ______- VP-1 1513.X2 0.00 Si.89 81.9 71.00 0.. n.0 0.0 ** * 33.2. VP-2 1371.75 0.00 117.76 1-17.8 75,00 0.. n.0 0.0 *Y *x 33.2 11 O D E R.E S U L T 3 NODE NODE EXTERNAL HYDPLAULIC: NODE PRESSURE NODE NAME TITLE: DEMAND. GRADE ELEVATION HEAD PRESSURE I gpm) __-_-. (ft) (tt) (ft.). (UWi) ___.-______.__-_-_-_-__`___-___ H--9 -_-_. ______ 3F7.34 _______ 302.00 ______ _________ 65.34 28.32 H_9 ____ 3.86.64 302.00 84.6E 35.68 J-1 0.01) 389.86 312.00 77.86 33.74 J-2 20.03 389.77 309.00 80.77 35,00 KYPIPI= P I P E 2 0 1 0 pll3 L. ICl eJ,Cj sfl f,) - rllp PjraCj, II J 3..... _ 16.32 421.30 306.00 115.30 49.96 J-4 0.00 389.88 310.00 79..88 34.61 J-5 20.78 388.92 304.00 84.92 36.80 J-6 6.68 389.8-E 3OMO 85...86 37.21 J-7 7.05 389.88 31C.n0 79.88 34.61 J-9. 5..94 386,92 302.00 84.92 36 A0. J-14 0.00 39+6.58 305.00 91.58 39.68 J-15 10._39 395.58 304.00. 92.58 40.12: J-1G 6_.31 328.187 306:00 82.87 .35.91. J-17 0.74 421.30 307.00 114.3+0.. 49.53 J-21 0..00. 403.44 306.00 97,44 42.22 J 22 17.81 403.44 305.00 98..44 42.6E.. J 30 26_84 386.69 301.00 85.0 31..1.3 1 31 0.00 367.34 303.00 64..34 2.88 J-32 10.85 386.69 302.00 S4.69 36.70 S-1 ---- 389.77 308.00 81.77 35.43 S-.2 ---- 388.92 304.00 84.92. 36.80 VP-L -- - 389.89 308.00: 81..09 35.49" UP-2 ---- 425,7E 308.00 117.76 91.03 MI A.X I M U M AND T.M 1 N 1 M U M VA LU ES PRESSURES .JUNCTION YAXIMUM JUNCTION MININUM NUMBER PRESSURES NUMBER PRESSURES (psi) .___.__ ________-__- (psi) ___-._.-._--.__ VP 2 ---__-_ 51..03 J-31 2-1 88 J-3 49.96 FI-8 28..32 J-17 49_53 J-1 33,74 J-22 42.66 v-4 34.61 J-21 42.22 7-7 34.61. V E L C C T T I E'S PIPE MAYIifi1M PIPE MINIMUMS NUMBER VELOCITY NUMBER `JELOCITY Itt(s.+. ---------_--____-___- (tt/s). --------------------- P-38 14.86 P-75 0_00 P-77 8.76 P-33 0..03 P-26 8.65 P-7 0.35 P-21 8.53 P9 0.57 P-32 8..47 P-5 0.,49 PIL+M.L / 10 0 0 PIPE MPXIMPJM PIPE MINIMUM NUMBER IIL+ML/1000 NJI,BEF HL+ML/1000 ift/Tt) ----------- (ft/ft) ---------- ---------------- P-38 706_58, P-75 0_00 P-77 28.60. P-33 0.00 P-.26 3-1i.94 P-7 0105 P-:21 27 . '27. P-9 O..k1.5 P-32 26.87 P-5 0.14 H L f 1 0 0 0 PIPE MAXIIiUM PIPE MINIMUM NUMBER HL/1000 NUMBER HL/1000 (ft./ft) --------------------- (ft/ft) -------------- P-33. 1------- 06.58- P-75 0100 P-77 118.GO P-33 0100 -:]KYPlPE P-26 27.94 P-7 0.05 PP-21 27...27 P-9 0.05 P-32. 26..87 P-5 0.14 S U M M A R Y O F I N. E L O W S A N.D O U T F L 0 W S INFLOWS: INTO THE. SYSTEM FROM SUPPLY NODES (—) OUTFLObVS FROM. THE SYSTEM INTO SUPPLY '_BODES NODE FLOWRATE NCDE NAME. ------------------------------------------ (gpn) TITLE H-8 -1309.90 H-9 —1490,.89 VP —.I 1578.72 vP-2 13?1.75 NET SYSTEM INFLOW 2950.47 NET SYSTEM. OUTFLOW = 2800.71 NET SYSTEM DEMAND 149.73 **F** HYDRAULIC. AANALYSIS COMPLETED ***** KYPIP P IPE2010