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HomeMy WebLinkAboutWater System ReportWater System Report for The Barracks Subdivision Phase 2 College Station, Texas April, 2009 Prepared By: HARLE ENGINEERING COMPANY TBPE Firm Reg istration No. 4538 3002 Texas Avenue South College Station , Texas 77845 979.693.7191 --~''-'1:11~'\, --'\'2-OF 'fl'-'" __ ,, ~ ••••••• <::: J... "" P"-'' •• * .. '1.<J· "" <16' 0 o• "•. ·" ll'i, ,, 00 • \,)' II'& "* ~· ·. * '~ " ..... : ':. * '.i ~eoeoo•••e·.-•••••••••••••••••••••••o~ ~ JOSEPH P. SCHULTZ ~ ~·••e•eeeeeee•••O•••••~•••••••··.··.·••;i;! "1...-0 • • Cc: l'Jl~ \-9. 65889 .: J ""o •. ~G , "•' ··~. ISTE • ·, " S •o.::e c lfl o~~:".i>~ 1 -3 ,.tJ 9 General Information Location: General Note: Land Use: The Barracks Subdivision, Phase 2, Lots 8-33, Block 2 and Lots 25-48, Block 3, is located adjacent to the Williamsgate Subdivision and the existing Phase lofThe Barracks Subdivision. The water line to serve these 50 residential lots will be a 6" line that will connect to the existing 6" water lines at each end of the Phase that were constructed with the development of Phase I of the Subdivision. Townhome residential Design Criteria/ Analysis Primary Water Supply: Domestic Demand: Avg Pop Density: Average Flow: PeakingFactor: Peak Flow: Design Flow: Fire Flow: Pipe: Roughness coeff: Hydraulic software: Existing 12" Wellborn SUD water line along Rock Prairie Road West 2.67 people per lot I 00 gpd/cap or 267 gpd per lot= 0.18 gpm per lot 4.0 0.74 gpm per lot 1.50 gpm per lot 1,000 gpm for Residential at proposed Fire Hydrant 3 PVC DR-14 C909 150 (Hazen Williams) KY Pipe Existing System Pressure Tests: Flow Hydrant: FH 1 Flowrate: 1,126 gpm Static Hydrant: FH 2 Static Pressure: 64 psi Residual Pressure: 48 psi Exhibits: Exhibit A -Water System Schematic Exhibit B -Water System Flow Test Report Water System Analysis: Conclusion The hydraulic model of the proposed water system was run with the system under peak mormal daily flow and for peak normal daily flow and fire hydrant flow of 1,000 gpm at FH 3. The results of the model indicate that the lowest residual pressure in the system would be 65.3 psi and 60.4 psi for each of these scenarios. The proposed 6" water line meets or exceeds all of the design criteria for the City of College Station. It will provide adequate water pressure and flowrate for both domestic and fire demands. KY PIPE COMPUTER ANALYSIS RES UL TS PEAK NORMAL FLOW BARFH3B 1 FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FOLLOWS 0 PIPE NO . NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE (FEET) (INCHES) 1 1 2 100.0 8.0 150 .0 .00 2 2 3 67.0 8 .0 150.0 .00 3 3 4 397.0 8.0 150.0 .00 4 4 5 322.0 8.0 150.0 .00 5 5 6 230.0 6.0 150.0 .00 6 6 7 384.0 6.0 150.0 .00 7 7 3 500.0 6.0 150.0 .00 8 0 1 10.0 12.0 150.0 .00 + 461.80 OJUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 314.00 1 8 2 9 .00 313. 00 1 2 3 21.00 313 . 00 2 3 7 4 33.00 311.00 3 4 5 27.00 310.00 4 5 6 34.00 309.00 5 6 7 37.50 311 . 00 6 7 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD 0 THIS SYSTEM HAS 8 PIPES WITH 7 JUNCTIONS , 1 LOOPS AND l FGNS 1 THE RESULTS ARE OBTAINED AFTER 6 TRIALS WITH AN ACCURACY = .00022 OThe Barracks Phase 2 Fire Hydrant3 04/03/09 New 6" Waterline & FH3 64 psi FGN@ 12" WL in Rock Prairie File BARFH3b JNH Rd Pk. Demand of 1 .5 gpm/lot (no fire flow) 0 PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS 1 1 2 161. 50 .05 .00 .00 2 2 3 152.50 .03 .00 .00 3 3 4 86 .26 .06 .00 .00 4 4 5 53.26 .02 .00 .00 5 5 6 26.26 .02 .00 .00 6 6 7 -7 . 7 4 . 00 . 00 . 00 7 7 3 -45.24 -.09 .00 .00 8 0 1 161.50 .00 .00 .00 VELOCITY 1.03 .97 .55 .34 .30 -.09 -.51 .46 0 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 461. 80 314 .00 64.05 2 9.00 461. 75 313. 00 64.46 3 21.00 461. 72 313.00 64.45 4 33.00 461 .66 311. 00 65 .29 5 27.00 461.64 310.00 65. 71 6 34.00 461.63 309.00 66.14 7 37 .50 461.63 311. 00 65.27 THE NET SYSTEM DEMAND 161.50 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER 8 FLOWRATE 161. 50 Page 1 HL/1000 .48 .43 .15 .06 .07 -.01 -.18 .07 THE THE D NET FLOW NET FLOW 65.29 5 6 7 BARFH3B INTO THE SYSTEM FROM FIXED GRADE NODES = OUT OF THE SYSTEM INTO FIX ED GRADE NODES 27.00 34.00 37.50 461.64 461 .63 461 .63 310.00 309.00 311.00 THE NET SYSTEM DEMAND= 161.50 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FI Page 2 161. 50 .00 65.71 66.14 65.27 KY PIPE COMPUTER ANALYSIS RES UL TS FLRE FLOW BARFH3 l FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG A SUMMARY OF THE ORIGINAL DATA FO LLOWS 0 PIPE NO. NODE NOS . LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE (FEET) (INCHES) 1 1 2 100.0 8.0 150.0 .00 2 2 3 67.0 8.0 150.0 .00 3 3 4 397 .0 8.0 150.0 .00 4 4 5 322 .0 8 .0 150.0 .00 5 5 6 230.0 6.0 150 .0 .00 6 6 7 384 .0 6.0 150 .0 .00 7 7 3 500.0 6.0 150.0 .00 8 0 1 10.0 12.0 150.0 .00 + 461.80 OJUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES 1 .00 314.00 1 8 2 9.00 313. 00 1 2 3 21.00 313 . 00 2 3 7 4 33.00 311. 00 3 4 5 27.00 310.00 4 5 6 1034.00 309 .00 5 6 7 37.50 311. 00 6 7 OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD 0 THIS SYSTEM HAS 8 PIPES WITH 7 JUNCTIONS , 1 LOOPS AND 1 FGNS 1 THE RESULTS ARE OBTAINED AFTER 4 TRIALS WITH AN ACCURACY = .00012 OThe Barracks Phase 2 Fire Hydrant3 04/03/09 File BARFH3 JNH New 6" Waterline & FH3 64 psi FGN @ 12" WL in Rock Prairie Rd Pk. Demand of 1.5 gpm/lot w/ 1000 gpm Fire Flow at FH3 (Node 6) 0 PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY 1 1 2 1161.50 1.85 .00 .00 7.41 2 2 3 1152.50 1.22 .00 .00 7.36 3 3 4 688 .70 2.79 .00 .00 4.40 4 4 5 655.70 2.07 .00 .00 4.18 5 5 6 628.70 5.54 .00 .00 7 .13 6 6 7 -405 . 30 -4 . 10 . 00 . 00 -4. 60 7 7 3 -442.80 -6.29 .00 .00 -5.02 8 0 1 1161.50 .03 .00 .00 3.29 0 JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE 1 .00 461. 77 314.00 64.04 2 9.00 459.93 313.00 63.67 3 21.00 458.70 313. 00 63.14 4 33 .00 455.91 311. 00 62.80 5 27.00 453.85 310 .00 62.33 6 1034.00 448. 31 309.00 60.37 7 37.50 452.41 311. 00 61. 28 THE NET SYSTEM DEMAND= 1161.50 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FIXED GRADE NODES PIPE NUMBER FLOWRATE 8 1161. 50 Page 1 HL/1000 18.49 18.23 7.02 6.41 24.09 -10 . 68 -12.58 2.57 BARFH3 THE NET FLOW INTO THE SYSTEM FROM FIXED GRADE NODES = THE NET FLOW OUT OF THE SYSTEM INTO FIXED GRADE NODES 0 62.80 5 6 7 27.00 1034.00 37.50 THE NET SYSTEM DEMAND= 1161.50 453.85 448. 31 452.41 SUMMARY OF INFLOWS(+) AND OUTFLOWS(-) FROM FI Page 2 310.00 309.00 311. 00 1161.50 .00 62.33 60. 37 61. 28 r-----------, : 33 : I I 32 1 --BLoCKl- 1 ll I I L---------.,, I I 29 28 27 26 24 © KYPIPE NODE NUMBER (1] KYPIPE PIPE NUMBER ALLEY 2 ----___ i ___ ----- ------i----t-----,---~--1----,) 1 I 7 I If, I I .' I 1 .: I 13 I ! ~~ I 1 ! I l 11 I t1 I ::; I 7 I 1· I 5 I ·I : I --1--~l~l-~l-~--·-I ---'---~---~~-·--~-! -~ '---1---1 ___ ' ____ J GENERAL PARKWAY 4 ,-------------_ _:_4_ I n I .':' I 21 I .!\: I 111 I I:-I I; I I (WATER LIN E W-1 -----------'...3 ------- I I,' I 11 I l!t I I! I :'\ I I " I I I I --r--1--- I ~ l -l I .: I I I ----t-------~--~---i--'~' ·~L-.f ---~--~---1 --~----{----~--1 ---i ---~-- I 32 ll I )4 I ll I p LIEUTENANT A VENUE ALLEY 3 36 I 37 I 1 39 I 40 I 4 l I 38 I 42 1 43 44 4S 46 47 I BL Kl CZJ WATER LINE W-2 ALLEY 2 ,-- ' ' . ~--------H , •I -_jl ------II -:-__'.'.'...'.'~"..::-;?I. . I I I~ -+---------H T!=R)-INEW-2 :\ -------1~ I ,, lj \------~1 '·. ---1t / I I 12 ······-~ ·············,·2:····:0····-~---------,~2 0 --r-----------T---I : : i 22 : 21 i 20 I 19 I I I I I 18 I 17 I 16 I ll I 14 I ll I I I I I II I 10 I 9 I 8 I I I I I I I I I I I I : I I I I I I I I I I I I I I L ___________ J ____ -----------------:0€K ---------------------~ SCALE IN FEET I I I THE BARRACKS SUBDIVISION PHASE 2 COLLEGE STATION, TEXAS WATER SYSTEM REPORT EXHIBIT A ' I r Water System Flow Test Report Date: January 21, 2009 Water System Owner: Wellborn Special Utility District Development Project: The Barracks on Rock Praire Road Flow Test Location: FH 1 between lots 13 & 14 Nozzle size (in.): 2.5 Discharge Coef: ( c ): 0.9 ---- Pilot Reading (psi): 45 2 112 Flowrate formula: Q=29.84cd p c = discharge coef. d =orifice size (in) p = pitot pressure (psi) Flowrate (gpm): 1126 --------computed Pressure Guage Location: FH 2 at corner of General Parkway and Corporal Road Static (psi): 64 Residual (psi): 48 Repo1t prepared by: Kent Laza pr/11/ed name Others present: Clendon Adams, Wellborn SUD Keith Tinker, City of CS Dan Dyess, Texcon Note: This flow test and report were prepared in accordance with NFPA 291. GENERAL Emergency Outfall: Spillway Length: Side slopes: Spillway Elev.: Top of Berm Elev.: Cross slope: Manning 's n: HEC-HMS Analysis Summary Detention Pond As-Built Summary The Barracks Subdivision -Phase 2 March,2009 This addendum is issued to address the as-built condition of the completed detention pond at the Barracks Subdivision. The detention pond was constructed larger than the ori ginal des ign in order to provide additional fill for the streets and building lots in Phase 1. However, the pond side slopes were steeper than the original design and the surface material was hard clay which made it difficult to establish vegetation. As part of Phase 2, fill material was placed in the pond to reduce the steepness of the side slopes and improve soil characteristics so that vegetation can be established . The final grading of the pond is shown on Sheet 6 of the construction drawings. A private sidewalk was constructed on top of the pond berm around the entire pond . Also, 4 concrete flumes were constructed at locations with concentrated runoff from the adjacent development to help control erosion of the side slop es. The pond was surveyed upon completion and the volume of the pond calculated . The as-built pond vo lum e is very similar to the original design. The emergency spillway fo r the pond was modified from its original design to allow for flatter side slopes tb accommodate the private sidewalk. The dimensions of the spi I I way are as foll ows. 92.4 ft . 40H:1V 31 2.55 ft 31 3.4 ft 0.50% 0.025 (short gra ss) and 0.012 (concrete sidewalk) The final pond volume and the spillway parameters were input into the HEC-HMS computer model and a summary of the results is as follows: Condition _ 2 Y'_~L2_s*--: 100 ci_ '""s:;,~~OC: ! ___ --·--+--c_fs [ cfs ! cfs cfs cfs i cfs ! Pre-Dev. 55.3" . 114.1 J 144.-8 I 180.5 / i l0.2 l • Post-Dev. 54.I 110.6 137.5 ; 166.5 ! 184.9 ! .._ ____ _ i Pond WSF.:L 309.9 'l l0.7 3111 I 311.7 312.3 31 2.9 Emergency Spillway Elev.= 312. 55 ft Top of Berm Elevation = 313.4 Ji Available Freebocrd = 0. 5 ft. As shown abo ve, the post development project discharge is less than the pre-development discharge for all storm events. Page I of 2 CONCLUSION The detention pond in The Barracks Subdivision as constructed will function as originally designed. E GINEERING ATTESTATION: Joseph P. Schultz Licensed Professional En gineer State o f Texas No. 65889 Page 2 0 12 HARLE ENGINEERING COMPANY flRM#4538 WATER SYSTEM FIRE HYDRANT FLOW TEST REPORT Date: 2-9-10 Water System Owner: _W~e_ll_bo_r_n_S_U_D ___________________ _ Development Project: The Barracks Subdivision -Phase 2 -College Station, Texas Flow Test location: FH 3 in Phase 2 near the intersection of Sergeant and Lt. Avenue Nozzle size (in.): 2.5 Pitot Reading (psi): 52 Flowrate (gpm): 1,210 Pressure Gauge Location: FH 1 on General Parkway Static Pressure (psi): 75 Residual Pressure (psi): 56 Discharge Coeff: (c) = 0.90 Flowrate Formula: Q=29.84cd2p112 c = discharge coeff. d = orifice size (in) P = pitot pressure (psi) Computed Discharge at 20 psi Residual Pressure: QR=_ 2.148 gpm Note: The flow test and report were prepared in accordance with NFPA 291. Report Prepared by: Joseph P. Schultz Others Present: Stephen Cast -Wellborn SUD Wallace Phillips ____ _ _ ... ~"\.~"!>.'<!,\ ---<\-;. OF r \\ ,t:':,,,_ i>-\ •••••••• ~-f-'• ;' 0 •• ••• *····.;'u• '• 1'* ... •• * , .. ~:*• ,, !I :i••,.•••••••o••••••••••••"'•••-.• •• -J;.,.~ ~~~Q~.~f.~.l:..?.9.~.Y.~g .... J ~i" ... '.9 6588~g/.C1::J. ;.-(\ o,/:'0 .• 0' '•'tJ T~~ ~ <• c ~ I . "i . -••.. -.. -:;.. .~ ..... · ...... Z-JZ-/b