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Home My WebLink AboutWater ReportWater System Report for Saddle Creek Subdivision Phase 6 Brazos County, Texas June,2013 Prepared By., Schultz Engineering, LLC TBPE Firm Registration No. 12327 2730 Longmire, Suite A College Station, Texas 77845 979.764.3900 F-12,521 SCHULTZ ENGINEERING, LLC: S-1'3 General Information Location: Saddle Creek Subdivision, Phase 6, Lots 130-143, Block 6 General Note: The water lines to serve these 15 residential lots will be a 6" & 4" along Vintage Oaks Court. The 6" line along Vintage Oaks Court will connect to the 8" line that was constructed in Phase 3 with a reducer. Land Use. Single family residential Design Criteria/Analysis Primary Water Supply: Existing 8" water line along Vintage Oaks Court which connects to a 12" waterline on Saddle Creek Drive. Existing System Pressure Tests: Flow Hydrant - See Exhibit B Flowrate: 1340 gpm Static Pressure: 87 psi Residual Pressure: 65 psi Exhibits: Exhibit A — Location Map Exhibit B — Hydrant Flow Test Results Appendix A — WaterCAD Analysis Summary — Domestic Demand Appendix B — WaterCAD Analysis Summary — Fire Flow Demand @ FHl Fire Flow: 1,000 gpm for Single Family Residential Domestic Use 1.5 gpm per lot for Single Family Residential Total Domestic Demand 15 Lots = 22.5 gpm The proposed 6" & 4" water lines are in accordance with the BCS Water Design Guidelines. This report provides the results of the water system analysis under the fire flow and domestic demand requirements, which produced the lowest pressure in the system. Conclusion Summary of Calculations Domestic Demand Pressure Min. 80.9 Velocity Max 0.47 Domestic Demand & Fire Pressure Min. 54.7 Hydrant 1 Velocity Max 11.52 Domestic Demand &Fire Pressure 38.9 Hydrant 2 Velocity Max 11.52 The minimum pressure (38.9 psi) for this system occurs when a Fire Flow demand is set at Fire Hydrant Number 2. The Max Velocity for this system occurs at the same demand when the velocity in Pipe P-11 has a velocity of 11.52 fps. All of these pressures exceeds the 20 psi and 35 psi minimum pressure requirements, respectively. The maximum pipe velocities are less than 12 fps. The proposed 6" and 4" water lines meet or exceed all of the design criteria for the City of College Station and the Wellborn Special Utility District except as previously noted. It will provide adequate water pressure, flowrate and velocity for both domestic and fire flow demands. Exhibit A WATER SYSTEM LAYOUT 1 43 / 37 / I 4(i \ 1 45 \ I 44 1 1 72R ` \ / 73 `/ 74 i' BL(C'K2 i 83 � / 76 / \ 77 79 I 1 78 BLOCK 2 r 81B \\ t'oJSe�Je 9� \ 99 1 I 47 I 48 51 1 4`1 I 50 1 1 I I , _ 1 I _ R-1 High Meadow Trail r 56 1 1 54 1 57 I 1 55 I , 53 27 I I I I I 1 I I I I BL CK 4 1 - - u 26 59 .SS 1 1 60 9f De V image Oakes 125 V 126 08 ' 127 n _ 45 ` IN \ / LOCK. (i / 146 110 1 121 47 149 120 BLOCK 7 , / 112 119 /113 d`iie / •y i N 118 / Q 0® 25 r'inta`` � i�`u 128 / 1491i k \ 129 L ltz Engineering, LLC B1W 4rymYa.3W A hMg Slgbn, ]X)]015 ma.)&.3BOJ lYE M0. 1]311 autumn xzaxm oxAwrr Arreovm ,rofl xo. art KEflR JPS RCF JPS 13-255 JUNE 2013 Y / 'Fl- / / I 137 / 138 I / `� I / 136 139 140 F 2 BLOCK 6 135 143 Q 1411'c� 134 \ N 1 142 1 I \ BLOCK6 -11 H-2 133 132 �\ � 131 � I I ]30 I I / 1 I 152 &d' 250 125 0 250 154 1SCALE IN FEET B SCALE EXHIBIT SADDLE CREEK PHASE 6 W" BRYAN, TEXAS WA EXHIBIT namm wu, t11 n¢ NW[] 13-255 Exhibit B HYDRANT FLOW TEST RESULTS EXHIBIT B SCHULTZ ENGINEERING, LLC FIRM #12327 WATER SYSTEM FIRE HYDRANT FLOW TEST REPORT Date: 4-4-2013 Water System Owner: Wellborn SUD Development Project: Saddle Creek Subdivision Phase 6 Flow Test Location: Between Lot 29 and 30, Block 3 on Prairie Dawn Trail Nozzle size (in.): _2.5_ Discharge Coeff: (c) = 0.90 Pitot Reading (psi): 65 Flowrate Formula: Q=29.84cd2p1/2 1340 c = discharge coeff. Flowrate (gpm): d = orifice size (in) P = pitot pressure (psi) Pressure Gauge Location: Between Lot 51 and 52, Block 3 on High Meadow Trail Static Pressure (psi): 87_ Residual Pressure (psi): 65 Computed Discharge at 20 psi Residual Pressure: QR = 2440 Discharge Formula: QR = QF X (hr0.54/hf .54) ------------------------------------------------------------------------------------------------------ Note: The flow test and report were prepared in accordance with NFPA 291, Report Prepared by: Joe Schultz Ricky Flores Others Present: _ Clenden Adams — Wellborn SUD Britt Curless OiAr � L 'a d J F-12327 ENGINEERING. LLG. Appendix A WATERCAD ANALYSIS SUMMARIES Domestic Demand Appendix A WaterCAD Analysis Summary Pine Analysis - DnmPcrir namnnri Pipe Number Length (ft) Size (in) Material Hazen- Williams C Flow ( m)NO Velocity P-1 272 4 PVC 150 -9 0.23 P-3 P-4 525 568 8 8 PVC PVC 150 150 -26 -12 0.16 0.08 P-5 646 12 PVC_ 150 -20 0.06 P-6 1,013 8 PVC 150 -41 _ 0.26 P-7 118 8 PVC 150 22 0.14 -- P-8 814 6 PVC 150 22 0.25 P-9 19 8 PVC_ 150 74 — 0.47 P-10 628 6 PVC 150 -15 0.17 P-11 155 6 PVC 150 -15 0.17 Appendix A WaterCAD Analysis Summary Junction Analysis - Domestic Demand Junction Elevation Junction Demand (gpm) Pressure (psi) _J-2 295 9 80.9 FH-2 290 6 83 J-4 282 11 86.5 — J-5 280 9 87.4 J-6 _ 274.5 7 89.7 J-7 273 21 90.4 J-8 281.5 11 86.7 J-9 282.5 0 86.3_ FH-2 283.59 0 85.8 Appendix B WATERCAD ANALYSIS SUMMARIES Fire Flow Demand Appendix 8 WaterCAD Analysis Summary Pine Analvsis - Fira rImA, I[u_i i Pipe Number Length (ft) Size (in) Material Hazen- Williams C Flow ( m) Velocity (ft/s P-1 P-3 P-4 272 525 568 4 8 8 PVC PVC PVC 150 150 150 9 -1,026 -609 0.23 6.55 3.89 P-5 _ _ 646 12 PVC 150 -616 1.75_ P-6 1,013 8 PVC 150 -637 _ 4.07 P-7 118 — _ 8 PVC 150 426_ 2.72 P-8 — 814 6_ PVC 426 4.83 P-9 19 8 PVC _150 150 1,074_ 6.85 P-10 _628 6 PVC 150 -15 0.17 P-11 1 155 6 PVC 150 -1,015 11.52 mPNenu!x n WaterCAD Analysis Summary Junction Analysis - Fire Flow Demand (FH-11 Junction Elevation Junction Demand (gpm) Pressure (psi) J-2 295 9 54.7 FH-2 _ 290 6 J-4 282 11 _56.9 _ 64.3 J-5 280 9 88.5 J-6 274.5 7 72.3 J-7 273 21 73.1_ J-8 281.5 _ 11 72.1 _J-9 282.5 0 71.5 FH-2 283.59 1,000 59.7 Appendix B WaterCAD Analysis Summary Pipe Analysis - Fire Flow Demand Pipe Length (ft) Size (in) Material Hazen- Flow Velocity Number Williams C g m NO P-1 272 4 PVC 150 -9 0.23 P-3 525 8 PVC 150 1,026 6.55 P-4 568 8 PVC 150 -609 3.89 P-5 646 12 PVC 150 -616 1.75 P-6 1,013 8 — — PVC --._ 150 --- -637 4.07 P-7 118 8 PVC _ 150 426_ 2.72 - -P-8 814 _ 6 PVC 150 426 P_g -- 19 - 8 _ PVC 150_ 1,074 _4.83 6.85 _ P-10 628 6 PVC 150 -1,015 _ 11.52 P-11 155 6 PVC 150 -1,015 11.52 Appendix is WaterCAD Analysis Summary Junction Analvsis - Fire Flow Demand lFNat Junction Elevation Junction Demand (gpm) Pressure (psi) J-2 _ _ 295 9 38.9_ FH-2 290 1,006 41 1-4 282 64.3 J-5 280 _11 9 68.5 J-6 274.5 7 72.3_ J-7 273 21 73.1 1-8 281.5 11 72.1 J-9 282.5 0_ 71.5 FH-2 283.59 0 59.7