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HomeMy WebLinkAboutWaterline Fire Flow AnalysisDesign Report Waterline Fire Flow Analysis for Williams Creek Subdivision Phase 3 College Station, Texas November 2005 Prepared By: TEXCON General Contractors 1 707 Graham Road College Station, Texas 77845 (979) 764-7743 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed waterlines to be constructed with the Williams Creek Subdivision, Phase 3, and to provide the results of the analysis of the waterlines under fire flow conditions. The proposed waterline for Phase 3 will connect to the existing Wellborn Special Utility District (SUD) 8" waterlines located along Johnson Creek Loop in Phase 2 of the subdivision. Wellborn SUD is the water supplier for this subdivision. The water main for the fire hydrant flow will be constructed using 8" diameter pipe. The waterlines for this project will be constructed of DR-14, PVC pipe meeting the requirements of A WW A C-909 with mechanical joint fittings. The water supply for the subdivision is from a 12" waterline along Williams Creek Drive that is connected to a 16" waterline on .the north side of Greens Prairie Road. 2.0 FIRE FLOW REQUIREMENTS The flow required for fire hydrant flow for the subdivision is 1,000 gallons per minute (gpm), for each fire hydrant. 3.0 WATERLINE SYSTEM ANALYSIS The waterline system was ~nalyzed using the WaterCAD computer program developed by Haestad Methods, Inc. Two computer models were run for this project. One model analyzes the flow in the proposed 12" waterline along Williams Creek Drive from the connection with 16" waterline to the street intersection of Williams Creek drive and Moses Creek Court and Joseph Creek Court in Phase 1 of the subdivision. Exhibit "l" is a schematic of this proposed waterline. The second model analyzes the flow in the water mains within Phases 1, 2 and 3 of the Subdivision. Exhibit "5" is a schematic of the proposed waterlines which shows the locations of the fire hydrants along Johnson Creek Loop. A normal domestic use flow of 1.5 gpm was included in the analysis for each of the proposed 112 residential lots in the Williams Creek Subdivision. This results in a normal demand of 168 gpm, which was included in the analysis. Also an additional 72 gpm was included in the analysis for future expansion of the subdivision. The residual pressure in the existing 16" waterline was determined by calculating the headloss at a flow of 1,240 gpm for the existing 16" line based on a fire hydrant flow test. Appendix A has data on the fire hydrant flow test on the existing 16" waterline. The test was performed by Wellborn SUD and City of College Station personnel. The static pressure in the line was 100 psi and there was a pressure drop of 13 psi at a flow of 1,350 gpm. The residual pressure at 1,240 gpm would be equal to or greater than the 87 psi determined by the flow test on the 16" waterline at 1,3 50 gpm. A conservative value of 65 psi was used in this analysis. The hydraulic grade was set at this pressure at the start of the proposed waterline, Junction R-1, Exhibit" I". Although only 1,240 gpm was required, the model was run with a total flow of 1,667 gpm. Exhibit "2" is a summary of the pipe system junction nodes for this model. The residual pressure at Junction J-10 is 63.3 psi. This pressure was used as the start of the second model, Junction R-1 on Exhibit "5". Ex hibits "3" and "4" are summaries of the pipe sections for the system under this demand scenario. The maximum velocity for the 12" water main is 4.7 fps. The second computer model was run with a fire flow of 1,000 gpm for each of the 2 ex istin g fire hydrants on Johnson Creek Loop and the 3 fire hydrants proposed fo r th is project. The lowest residu a l pressure occuned in the system at .Junction J-12 with a fire !lo"· of 1,000 gpm at Fire Hydrant No. 2-2. The pressure at this point is estimated by the model to be 41.1 psi, which exceeds the minimum of 20 psi required by the TCEQ regulations. Exhibit "6" is a summary of the pipe system junction nodes for this scenario. Exhibits "7" & "8" are summaries of the pipe sections for the system under this demand scenario. The maximum velocity for the 8" water mains is 4.4 feet per second, and occurs in Pipe P-10. A separate analysis was not run for the domestic use of 1.5 gpm per unit, since there will be very little pressure drop in the water mains since they are designed for the fire flow . The residual pressure under peak domestic use will be greater than 35 psi. Minor losses in this system were not calculated, as they were assumed to be insignificant. 4.0 CONCLUSIONS The waterlines proposed for this development should adequately provide the fire flow required with acceptable values for headloss and velocity. This analysis was done assuming adequate residual pressure in the existing 16" water main, as determined by the fire hydrant flow test. 2 Appendix A Fire Hydrant Flow Test Data Date: Location: Williams Creek Subdivision Flow Test Report Fire Hydrant on 16" Wellborn SUD Waterline August 6, 2004 Approximately 1,750' east of Rock Prairie Road on the north side of Greens Prairie Road Static Pressure* -l 00 psi *Air gauge on l" water service approximately 300' east of the Fire Hydrant Pitot Reading -65 psi 1,350 gpm Residual Pressure -87 psi Fire Hydrant opened by Wellborn SUD personnel. Flow Test and pressure readings performed by City of College Station personnel. Exhibits -1 / R-1 P-1 €.~·, «:,\',,... ~ Wc.~r \;""( J-1 P-2 Title : Willi;;111 1s C •eek Subclivisio11 c:\hvcst::1cl\vv1.-c".1:0~G· I :~i11.wc<I Scenario: Base J-3 P-4 J-4 P-5 J-5 P-6 J-6 P-7 J-7 P-8 J-8 f I I 11 !11 l(V\;'Oi.\- TEXCON GENERAL CONTRAC TORS ()7/(J 110 ·1 11 ~ ~(.) :.~:'.~ /\M •/.)I l:\f!~;t;-1(! tvl1:llt<HI~. l1H: ]l U11~f1k~~Hl(! f:!f1;1d W;1lf"~•l >111 y c I (11;/(I~~ 11 ::~1\ P-9 J-9 P-1 0 ~J-1 0 Pr1q<•<:I F.11~111H!C:f .IO L.:-~)C l llll I W;1li:fCAIJ ,_,·~ I 111 /I Node Elevation Demand label (ft) Type J-1 242.00 demand J-2 236.00 demand J-3 233.50 demand J-4 231 .00 demand J-5 229.00 demand J-6 226.00 demand J-7 235.00 demand J-8 230.00 demand J-9 220.00 demand J-10 234.00 demand Title: W illiarns Creek S1.1IJ<l1visir111 c:\l 1;:1esl<Hl\w lrc\<1< 121;_ 1 /in wed Demand (gpm) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1,667.00 Scenario: Base Steady State Analysis Junction Report Demand ~alculatec Hydraulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 0.00 390.40 64.17 Fixed 0.00 389.48 66.37 Fixed 0.00 388.55 67.05 Fixed 0.00 387.81 67.81 Fixed 0.00 387.00 68.32 Fixed 0.00 385.95 69.17 Fixed 0.00 384.37 64.59 Fixed 0.00 383.51 66.38 Fixed 0.00 382.59 70.31 Fixed 1,667.00 380.46 ..§ll1 ,, '' TEXCON GENERl\L CONTRACTORS P1rw·•.I E 119 i11e"r .JOE SCI IUl 17 \f'J'11• ·rC/\D \" I I 107 I c:I fJ.11 .lt · I 1'1 I Link Length Diameter Material Roughnes! Minor LOS! Label (ft) (in) P-1 318.00 12 PVC 150.0 0.00 P-2 183.00 12 PVC 150.0 0.00 P-3 183.00 12 PVC 150.0 0.00 P-4 14 7.00 12 PVC 150.0 0.00 P-5 162.00 12 PVC 150.0 0.00 P-6 208.00 12 PVC 150.0 0.00 P-7 313.00 12 PVC 150.0 0.00 P-8 171 .00 12 PVC 150.0 0.00 P-9 182.00 12 PVC 150.0 0.00 P-10 422.00 12 PVC 150.0 0.00 Scenario: Base Steady State Analysis Pipe Report Initial Current Discharge Start Status Status (gpm) Hydraulic Grade (ft) Open Open 1,667.00 392.00 Open Open 1,667.00 390.40 Open Open 1,667.00 389.48 Open Open 1,667.00 388.55 Open Open 1,667.00 387.81 Open Open 1,667.00 387.00 Open Open 1,667.00 385.95 Open Open 1,667.00 384.37 Open Open 1,667.00 383.51 Open Open 1,667.00 382.59 cl , , 3 r::"1 l 1;'1f 11.l;H r.·::'• ':'.· "1;:<: I:.·,, 1 1:;t:"( I Tr:~CON GENERAL CONTHAC row; (l~~./1 (.,f •·I 1•;· :.11 • {\ /,f\.'l ~'.)H~tt·S l;1cl f1.111!ll11Hh. '11( End Headloss Friction Hydraulic (ft) Slope Grade (fV1000ft) (ft) 390.40 1.60 5.04 389.48 0.92 5.04 388.55 0.92 5 04 387.81 0.74 5 04 387.00 0.82 5 04 385.95 1.05 5.04 384.37 1.58 5.04 383.51 0.86 5.04 382.59 0.92 5.04 380.46 2.13 504 \t\'. tlo ., {:/\I .I ._.·~ I If I/ '' I 1',t!ll' I 1•! 1 Label Status Constituent (mg/I) P-1 Open N/A P-2 Open N/A P-3 Open N/A P-4 Open N/A P-5 Open N/A P-6 Open N/A P-7 Open N/A P-8 Open N/A P-9 Open N/A P-10 Open N/A Tille: Willi;1r H!.~ Creek Subclivision '.. '.!1;1e:::;l ;-1!l 1wlr.:·1:1!::~!"i-1 2in wi:<f Flow (gpm) 1,667.00 1,667.00 1,667.00 1,667.00 1,667.00 1,667.00 1,667.00 1,667.00 1,667.00 1,667.00 Analysis Results Scenario: Base Steady State Analysis Pipes @ 0.00 hr Velocity From To Friction Minor Total Headloss (fVs) Grade Grade Loss Loss Headloss Gradient (ft) (ft) (ft) (ft) (ft) (fV1000ft) 4.73 392.00 390.40 1.60 0.00 1.60 5.04 4.73 390.40 389.48 0.92 0.00 0.92 5.04 4.73 389.48 388.55 0.92 0.00 0.92 5.04 4.73 388.55 387.81 0.74 0.00 0.74 5.04 4.73 387.81 387.00 0.82 0.00 0.82 5.04 4.73 387.00 385.95 1.05 0.00 1.05 5.04 4.73 385.95 384.37 1.58 0.00 1.58 5.04 4.73 384.37 383.51 0.86 0.00 0.86 5.04 4.73 383.51 382.59 0.92 0.00 0.92 5.04 4.73 382.59 380.46 2.13 0.00 2.13 5.04 t I It G-r-h :L :+ 4- Pro/<'!1:1 [r1pir1 cer JOE SCI IUL"I / l EXCON GFl·JEl~AL C:ONTRACTOr<S w .. 1.,, c1\n ·1:1 ' I''" 1 · ! l'.1111·. R-1 J-1 P-1 P-3 J-3 P-4 P-2 8 Scenario: Base P-2 4 P-2 3 P-2 5 J-23 J-24 P-2 6 J-25 P-2 7 J-26 FH 1.-l J-27 P-2 9 J-2 8 J-4 P-5 J-29 P-2 P-3 0 J-5 P-6 J-6 J-2 P-7 J-7 J-30 P-3 1 P-3 2 J-31 Title: Williams Creek Subdivision -Phase 1 c:l'1aestadlwtrcle14 1-phase3.wcd -11 J 0 P-1 0 P-8 P-9 J-8 J-9 TEXCON GENERAL CONTRACTORS (-r\ 3 -I J-22 P-2 2 J-13 P-1 3 J-2 1 J-19 FH 3 _ z. J-18 P-1 9 P-1 8 P-1 7 J-17 J-16 P-1 6 P-1 4 P-1 5 J-14 J-15 FH3-3 Project Engineer: JOE SCHULTZ WalerCAD v3. 1 [07 lcj 11 /11 /05 10:33:15 AM © Haestacl Metllocls. Inc. 37 Brookside Roacl W;c11erlJury. CT 06708 USA (203) 755-1()(:;1) Page 1 of 1 Node Elevation Demand Demand Label (ft) Type (gpm) J-1 227.00 demand 14.00 J-2 242.00 demand 23.00 J-3 233.00 demand 0.00 J-4 237.00 demand 0.00 J-5 245.00 demand 0.00 J-6 259.00 demand 0.00 J-7 266.00 demand 0.00 J-8 268.00 demand 0.00 J-9 268.00 demand 0.00 J-10 275.00 demand 0.00 J-11 275.00 demand 12.00 J-12 276.00 demand 1,000.00 r- J-13 273.00 demand 0.00 J-14 263.00 demand 0.00 J-15 245.00 demand 15.00 J-16 240.00 demand 0.00 J-17 239.00 demand 0.00 J-18 239.00 demand 15.00 J-19 235.00 demand 0.00 J-20 228.00 demand 0.00 J-21 225.00 demand 18.00 J-22 230.00 demand 0.00 J-23 231 .00 demand 0.00 J-24 235.00 demand 0.00 J-25 239.00 demand 0.00 J-26 241 .00 demand 0.00 J-27 243.00 demand 18.00 J-28 244.00 demand 0.00 J-29 244.00 demand 113.00 J-30 275.00 demand 0.00 J-31 276.00 demand 12.00 Tille: W illiams Creek Subdivision -Phase 1 c:lhaesladl wtrcle141-phase3.wcd 11 111105 10:33:36 AM © Haestad Melhods. Inc. Scenario: Base Steady State Analysis Junction Report Demand Calculated Hydraulic Pressure Pattern Demand Grade (psi) (gpm) (ft) Fixed 14.00 380.50 66.38 Fixed 23.00 380.49 59.89 Fixed 0.00 380.12 63.62 Fixed 0.00 379.74 61 .73 Fixed 0.00 379.24 58.05 Fixed 0.00 378.96 51 .87 Fixed 0.00 378.83 48.79 Fixed 0.00 378.64 47.85 Fixed 0.00 378.54 47.80 Fixed 0.00 376.02 43.68 Fixed 12.00 374.02 42.82 Fixed 1,000.00 371.09 41 .12 Fixed 0.00 371 .60 42.64 Fixed 0.00 372.11 47.18 Fixed 15.00 372.60 55.18 Fixed 0.00 372.93 57.48 Fixed 0.00 373.14 58.01 Fixed 15.00 373.39 58.11 Fixed 0.00 373.56 59.92 Fixed 0.00 373.87 63.08 Fixed 18.00 374.20 64.52 Fixed 0.00 375.28 62.82 Fixed 0.00 376.27 62.82 Fixed 0.00 376.57 61 .22 Fixed 0.00 376.86 59.62 Fixed 0.00 377.05 58.83 Fixed 18.00 377.35 58.10 Fixed 0.00 378.05 57.97 Fixed 113.00 378.45 58.14 Fixed 0.00 378.66 44.83 Fixed 12.00 378.61 44.37 TEXCON GENERAL CONTRA CTORS 37 Bruokside RoacJ WalerlJury. CT 06708 USA Projecl Engineer: JOE SCHULTZ WalcrCAO v3. 1 107 1 cl (203) 755-1666 Scenario: Base Steady State Analysis Pipe Report Link Length Dia mete Material Roughness Minor Losi Initial Current DischargE Start End Label (ft) (in) P-1 215.00 8 PVC 150.0 P-2 721 .00 8 PVC 150.0 P-3 138.00 12 PVC 150.0 P-4 137.00 12 PVC 150.0 P-5 183.00 12 PVC 150.0 P-6 280.00 12 PVC 150.0 P-7 124.00 12 PVC 150.0 P-8 191 .00 12 PVC 150.0 P-31 355.00 3 PVC 150.0 P-9 109.00 12 PVC 150.0 P-10 358.00 8 PVC 150.0 P-11 285.00 8 PVC 150.0 P-12 430.00 8 PVC 150.0 P-13 290.00 8 PVC 150.0 P-14 284.00 8 PVC 150.0 P-1 5 278.00 8 PVC 150.0 P-16 174.00 8 PVC 150.0 P-17 111 .00 8 PVC 150.0 P-18 127.00 8 PVC 150.0 P-19 81 .00 8 PVC 150.0 P-20 148.00 8 PVC 150.0 P-21 160.00 8 PVC 150.0 P-22 474.00 8 PVC 150.0 P-23 435.00 8 PVC 150.0 P-24 130.00 8 PVC 150.0 P-25 129.00 8 PVC 150.0 P-26 81 .00 8 PVC 150.0 P-27 131.00 8 PVC 150.0 P-28 280.00 8 PVC 150.0 P-29 164.00 8 PVC 150.0 P-30 197.00 8 PVC 150.0 P-32 106.00 3 PVC 150.0 Title: Williams Creek Subdivision -Phase 1 c:lhaest;idlwtrcle 141-phcise3. wccl 11 111 105 10 :n :26 AM (c) H;iestacl Melhocls. tnc Status Status (gpm) Hydraulic Hydraulic Grade Grade (ft) (ft) 0.00 Open Open 14.00 380.50 380.50 0.00 Open Open 23.00 380.50 380.49 0.00 Open Open 1,203.00 380.50 380.12 0.00 Open Open 1,203.00 380.12 379.74 0.00 Open Open 1,203.00 379.74 379.24 0.00 Open Open 698.42 379.24 378.96 0.00 Open Open 698.42 378.96 378.83 0.00 Open Open 686.42 378.83 378.64 0.00 Open Open 12.00 378.83 378.66 0.00 Open Open 686.42 378.64 378.54 0.00 Open Open 686.42 378.54 376.02 0.00 Open Open 686.42 376.02 374.02 0.00 Open Open 674.42 374 .02 371 .09 0.00 Open Open -325.58 371 .09 371 .60 0.00 Open Open -325.58 371 .60 372.11 0.00 Open Open -325.58 372.11 372.60 0.00 Open Open -340.58 372.60 372.93 0.00 Open Open -340.58 372.93 373.14 0.00 Open Open -340.58 373.14 373.39 0.00 Open Open -355.58 373.39 373.56 0.00 Open Open -355.58 373.56 373.87 0.00 Open Open -355.58 373.87 374.20 0.00 Open Open -373.58 374 .20 375.28 0.00 Open Open -373.58 375.28 376.27 0.00 Open Open -373.58 376.27 376.57 0.00 Open Open -373.58 376.57 376.86 0.00 Open Open -373.58 376.86 377.05 0.00 Open Open -373.58 377.05 377.35 0.00 Open Open -391 .58 377.35 378.05 0.00 Open Open -391 .58 378.05 378.45 0.00 Open Open -504.58 378.45 379.24 0.00 Open Open 12.00 378.66 378.61 " I I 7 TEXCON GENERAL CONTRACTORS 37 Brooks1<1r, r~""d Walerbury. CT 06708 USA Head loss (ft) 0.11e-2 0.01 0.38 0.38 0.50 0.28 0.12 0.19 0.17 0.11 2.52 2.00 2.93 0.51 0.50 0.49 0.33 0.21 0.24 0.17 0.31 0.33 1.08 0.99 0.30 0.29 0.18 0.30 0.70 0.41 0.78 0.05 Friction Slope (ft/1 OOOft) 0.01 0.01 2.76 2.76 2.76 1 01 1.01 0.98 0.47 0.98 7.03 7 03 6.81 1.77 1.77 1.77 1.92 1.92 1.92 2.08 2.08 2.08 2.28 2.28 2.28 2.28 2.28 2.28 2.49 2.49 3.98 0.47 Project Engineer: JO E SCHULTZ WriterCAD v3 1 i07 1c:I (203) 7S~>-166G Pi!(jC I ol I Note: Analysis Results Scenario The input data may have been modified since the last calculation was performed. ·The calculated results may be outdated. Title: Project Engineer: Williams Creek Subdivision -Phase 1 JOE SCHULTZ Project Date: 06/23/04 Comments: Scenario Summary Label Base Demand Alternative Base-Average Daily Physical Alternative Base-Physical Initial Settings Alternative Base-Initial Settings Operational Alternative Base-Operational Age Alternative Base-Age Alternative Constituent Alternative Base-Constituent Trace Alternative Base-Trace Alternative Fire Flow Alternative Base-Fire Flow Liquid Characteristics Liquid Water at 20C(68F) Kinematic Viscosity 0.108e-4 ft2/s Network Inventory Number of Pipes 32 Number of Reservoirs Number of Junctions 31 Number of Pumps 0 -Constant Power: 0 -One Point (Design Point): 0 -Standard (3 Point): 0 -Standard Extended: 0 -Custom Extended: 0 -Multiple Point: 0 Pipe Inventory Total Length 7,306.00 ft 3 in 461 .00 ft Bin 5,683.00 ft Specific Gravity Number of Tanks -Constant Area: -Variable Area: Number of Valves -FCV's: -PBV's: -PRV's: -PSV's: -TCV's: Number of Spot Elevations 12in I Q I\ 0 Title: Williams Creek Subdivision - Pt1ase 1 c:\haestadlwtrc\e 141-phase3. wed TEXCONGENERAL CONTRACTORS 0 0 0 0 0 0 0 0 0 0 11 111 105 10:34:07 AM © Haestricl Mell1ods. Inc. 37 Brooksicle Road W;-1ter!Jury. CT 06708 USA 1.00 1,162.00 ft Proiect Engineer: JOE SCHULTZ WaterCAD v3. 1 107 1 cl (203) 755-1r;1>G Label Status Constituent (mg/I) Flow (gpm) P-1 P-2 P-3 P-4 P-5 Open Open Open Open Open P-6 Open P-7 Open P-8 Open P-9 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-30 Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open P-31 Open P-32 Open N/A N/A 14.00 23.00 N/A 1,203.00 N/A 1,203.00 N/A 1,203.00 N/A 698.42 N/A 698.42 N/A 686.42 N/A N/A N/A N/A N/A N/A N/A N/A 686.42 686.42 686.42 674.42 -325.58 -325.58 -325.58 -340.58 N/A -340.58 N/A -340.58 N/A -355.58 N/A -355.58 N/A -355.58 N/A -373.58 N/A -373.58 N/A -373.58 N/A -373.58 N/A -373.58 N/A -373.58 N/A -391 .58 N/A -391 .58 NIA -504.58 N/A N/A 12.00 12.00 Title: Williams Creek Subdivision -Phase 1 c:\haestacl\wtrc\e 14 1-phase3. wed Analysis Results Scenario: Base Steady State Analysis Pipes @ 0.00 hr Velocity From To (ft/s) Grade Grade Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft) (ft) (ft/1 OOOft) 0.09 380.50 380.50 0.15 380.50 380.49 3.41 380.50 380.1 2 3.41 380.12 379.74 3.41 379. 7 4 379.24 1.98 379.24 378.96 1.98 378.96 378.83 1.95 378.83 378.64 1.95 378.64 378.54 4.38 378.54 376.02 4.38 376.02 374.02 4.30 374.02 371.09 2.08 371 .09 371 .60 2.08 371 .60 372.11 2.08 372.11 372.60 2.17 372.60 372.93 2.17 372.93 373.14 2.17 373.14 373.39 2.27 373.39 373.56 2.27 373.56 373.87 2.27 373.87 374.20 2.38 374.20 375.28 2.38 375.28 376.27 2.38 376.27 376.57 2.38 376.57 376.86 2.38 376.86 377.05 2.38 377.05 377.35 2.50 377.35 378.05 2.50 378.05 378.45 3.22 378.45 379.24 0.54 378.83 378.66 0.54 378.66 378.61 0.11e-2 0.01 0.38 0.38 0.50 0.00 0.00 0.00 0.00 0.00 0.28 0.00 0.12 0.00 0.19 0.00 0.11 2.52 2.00 2.93 0.51 0.50 0.49 0.33 0.21 0.24 0.17 0.31 0.33 1.08 0.99 0.30 0.29 0.18 0.30 0.70 0.41 0.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.17 0.00 0.05 0.00 TEXCON GENERAL CONTRACTORS 0.11e-2 0.01 0.38 0.38 0.50 0.28 0.12 0.19 0.11 2.52 2.00 2.93 0.51 0.50 0.49 0.33 0.21 0.24 0.17 0.31 0.33 1.08 0.99 0.30 0.29 0.18 0.30 0.70 0.41 0.78 0.17 0.05 0.01 0.01 2.76 2.76 2.76 1.01 1.01 0.98 0.98 7.03 7.03 6.81 1.77 1.77 1.77 1.92 1.92 1.92 2.08 2.08 2.08 2.28 2.28 2.28 2.28 2.28 2.28 2.49 2.49 3.98 0.47 0.47 " I "L Project Engineer: JOE SCHULTZ WaterCAD v3.1 1071cl 11/11 /05 10:3·1:0B AM © Haeslad Mell1ods. Inc. 37 Brookside Roacl w a1r,i1x iry, CT 06708 USA (203) 755-1 666 Page 2