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HomeMy WebLinkAboutWater Report Water System Report for Equinox Subdivision, Phase 1 College Station, Texas July, 2014 Prepared By Schultz Engineering, LLC TBPE Firm Registration No. 12327 2730 Longmire, Suite A College Station, Texas 77845 979.764.3900 Torte 4..........,..».�. . alr. Jt? # P. SCHULTZ • 4 � 1 7, I5-f es/ F-12327 SCHULTZ ENGINEERING, LLC. General Information Location: The Equinox Subdivision, Phase 1 is a 9.269-acre residential subdivision being developed immediately southwest of the existing Buena Vida Subdivision. The Final Plat shows a total of 51 lots in this section. Primary Water Supply: Water service to the Equinox Subdivision is provided by an existing 8" line on Kate Lane. The waterlines provide a closed loop within Phase 1. Phase 2 of Equinox Subdivision will tie into the future development of Barracks Phase 202. An 8"waterline is stubbed out to the end of Towers Parkway for service to the Mayo tract and to be looped back to Towers Parkway on the CSISD tract. Land Use: Single family residential Design Criteria/Analysis Primary Water Supply: Existing 8"water line along Kate Lane. Existing System Pressure Tests: Flow Hydrant-See Exhibit B Flowrate: 1,244 gpm Static Pressure: 65 psi Residual Pressure: 55 psi Exhibits: Exhibit A—Water Layout Exhibit B—Wellborn SUD Flow Test Report Exhibit C—Analysis Summary Fire Flow: 1,000 gpm for Single Family Residential Domestic Use 1.5 gpm per lot for Single Family Residential Phase 1 — 51 Lots=76.5 gpm The proposed 8"&6"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,(1076.5 gpm)which produced the lowest pressure in the system. Water System Summary of Phase 1 Summary of Calculations Pressure Min. 56.3 psi Domestic Demand Velocity Max. 0.49 fps Pressure Min. 37.5 psi Fire Flow Demand FH 1 Velocity Max. 6.87 fps Pressure Min. 40.0 psi Fire Flow Demand FH 2 Velocity Max. 6.87 fps As shown above the system exceeds the minimum required pressures of 35 psi for domestic flow and 20 psi for fire flow in both analyses. The maximum velocity of 6.87 fps is less than the required maximum of 12 fps. Conclusion The proposed 8" and 6" water lines meet or exceed all of the design criteria for the City of College Station. They will provide adequate water pressure, flowrate and velocity for both domestic and fire flow demands. EXHIBIT A WATER LAYOUT EXHIBIT B WELLBORN SUD FLOW TEST REPORT EXHIBIT B SCHULTZ ENGINEERING, LLC FIRM#12327 WATER SYSTEM FIRE HYDRANT FLOW TEST REPORT 5-23-2014 Date: Water System Owner: _Wellborn SUD Equinox Subdivision Development Project: Capps Drive and General Parkway Flow Test Location: Nozzle size (in.): 2.5 Discharge Coeff: (c) =0.90 55 z i/z Pitot Reading(psi): Flowrate Formula: Q=29.84cd p 1244 c=discharge coeff. Flowrate(gpm): d=orifice size (in) P= pitot pressure(psi) Capps Drive and Cullen Trail Pressure Gauge Location: 65 Static Pressure(psi): 55 Residual Pressure (psi): 2802 Computed Discharge at 20 psi Residual Pressure: OR= 0 54 0.54 Discharge Formula: OR =OF X(hr ' /hf ) Note: The flow test and report were prepared in accordance with NFPA 291. Joe Schultz Report Prepared by: Ricky Flores Others Present: Clenden Adams —Wellborn SUD_ Britt Curless EXHIBIT C PIPE & JUNCTION ANALYSIS Exhibit C WaterCAD Analysis Summary Pipe Analysis-Domestic Demand Pipe Hazen- Flow Velocity Length (ft) Size (in) Material Number Williams C (gpm) (ft/s) P-1 950 8 PVC 150 77 0.49 P-2 119 8 PVC 150 77 0.49 P-3 172 8 PVC 150 77 0.49 P-4 325 8 PVC 150 29 0.19 P-5 197 8 PVC 150 0 0 P-6 218 8 PVC 150 15 0.1 P-7 15 8 PVC 150 0 0 P-8 27 8 PVC 150 0 0 P-9 264 6 PVC 150 0 0 P-10 536 6 PVC 150 14 0.16 P-11 204 6 PVC 150 -16 0.18 P-res 19 8 PVC 150 77 0.49 WaterCAD Analysis Summary Junction Analysis- Domestic Demand Junction Junction Elevation Demand Pressure (gpm) (psi) 1-1 308.98 0 64.8 J-2 320.86 0 59.6 J-3 323.47 0 58.5 J-4 326.89 18 57 J-5 328.57 14 56.3 J-6 325.8 0 57.5 1-7 323.3 15 58.6 FH-2 322.97 0 58.7 J-9 322.37 0 59 J-10 325.15 0 57.8 FH-1 328.1 30 56.5 Exhibit C WaterCAD Analysis Summary Pipe Analysis- Fire Flow Demand (FH-1) Pipe Hazen- Flow Velocity Length (ft) Size (in) Material Number Williams C (gpm) (ft/s) P-1 950 8 PVC 150 1,077 6.87 P-2 119 8 PVC 150 1,077 6.87 P-3 172 8 PVC 150 1,077 6.87 P-4 325 8 PVC 150 614 3.92 P-5 197 8 PVC 150 0 0 P-6 218 8 PVC 150 15 0.1 P-7 15 8 PVC 150 0 0 P-8 27 8 PVC 150 0 0 P-9 264 6 PVC 150 0 0 P-10 536 6 PVC 150 429 4.87 P-11 204 6 PVC 150 -601 6.82 P-res 19 8 PVC 150 1,077 6.87 WaterCAD Analysis Summary Junction Analysis- Fire Flow Demand (FH-1) Junction Junction Elevation Demand Pressure (gpm) (psi) J-1 308.98 0 57.1 1-2 320.86 0 45.4 J-3 323.47 0 43.4 J-4 326.89 18 40.7 1-5 328.57 14 39.2 J-6 325.8 0 40.4 J-7 323.3 15 42.3 FH-2 322.97 0 42.4 J-9 322.37 0 42.7 1-10 325.15 0 41.5 FH-1 328.1 1,030 37.5 Exhibit C WaterCAD Analysis Summary Pipe Analysis- Fire Flow Demand (FH-2) Pipe Hazen- Flow Velocity Number Length (ft) Size (in) Material Williams C (gpm) (ft/s) P-1 950 8 PVC 150 1,077 6.87 P-2 119 8 PVC 150 1,077 6.87 P-3 172 8 PVC 150 1,077 6.87 P-4 325 8 PVC 150 29 0.19 P-5 197 8 PVC 150 0 0 P-6 218 8 PVC 150 1,015 6.48 P-7 15 8 PVC 150 1,000 6.38 P-8 27 8 PVC 150 0 0 P-9 264 6 PVC 150 0 0 P-10 536 6 PVC 150 14 0.16 P-11 204 6 PVC 150 -16 0.18 P-res 19 8 PVC 150 1,077 6.87 WaterCAD Analysis Summary Junction Analysis- Fire Flow Demand (FH-2) Junction Junction Elevation Demand Pressure (gpm) (psi) 1-1 308.98 0 57.1 J-2 320.86 0 45.4 J-3 323.47 0 43.4 1-4 326.89 18 40.7 J-5 328.57 14 40 1-6 325.8 0 41.2 1-7 323.3 15 40.9 FH-2 322.97 1,000 41 J-9 322.37 0 41.2 J-10 325.15 0 40.1 FH-1 328.1 30 40.2