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Home My WebLink About11-00500021- 00076699Water System Report for Saddle Creek Subdivision Phase 7B Brazos County, Texas February, 2010 Prepared By: Schultz Engineering, LLC TBPE Firm Registration No. 12327 2730 Longmire, Suite A College Station, Texas 77845 979.764.3900 * .................... . JOSEPH P. SCHULTZ .......................... . 65889 F -12327 SCHULTZ ENGINEERING, LLC. 2�y•ti �� Q-K General Information Location: Saddle Creek Subdivision, Phase 713, Lots 78-81B, Block 2, Lot 149, Block 6, Lots 114 -121, Block 7 and Lots 99 -103, Block 8 is located adjacent to the existing Phases 7A & 5. General Note: The water lines to serve these 19 residential lots will be a 12" along Saddle Creek Drive, 8" lines Stetson Drive, Vintage Oaks Drive, Ranch House Court & Bunkhouse Drive, and a 6" line along Ranch House Road. The 12" line along Saddle Creek Drive and the 8" line along Vintage Oaks Drive will connect to the 12" and 8" lines that were constructed in Phase 5. Land Use: Single family residential Design Criteria/Analysis Primary Water Supply: Existing 12" water line along Saddle Creek Drive. Existing System Pressure Tests: Flow Hydrant - See Exhibit B Flowrate: 1, 300 gpm Static Pressure: 86 psi Residual Pressure: 69 psi Exhibits: Exhibit A — Location Map Exhibit B — Hydrant Flow Test Results Exhibit C — WaterCAD Analysis Summary — Domestic Demand Exhibit D — WaterCAD Analysis Summary — Fire Flow Demand Fire Flow: 1,000 gpm for Single Family Residential Domestic Use 1.5 gpm per lot for Single Family Residential Phase 7B — 19 Lots = 28.5 gpm Future Development — 105 Lots = 157.5 gpm Total Domestic Demand = 186 gpm The proposed 12 ", 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, (1,186 gpm) which produced the lowest pressure in the system. The residual pressure with the fire flow and domestic demand is computed to be 66.3 psi. With the domestic demand only, the residual pressure is computed to be 81.7 psi. Each of these pressures exceed the 20 psi and 35 psi minimum pressure requirements, respectively. Conclusion The proposed 12 ", 8" and 6" water lines meet or exceed all of the design criteria for the City of College Station. It will provide adequate water pressure, Fowrate and velocity for both domestic and fire flow demands. t m W a O C� V O o � a W 4 � WZ W�U O W N A m R a s �s U a a z_ W z w g � H� g 0 O I CV I � L li LLJ L L- I� Z O A W =� 'r W V) 0 J Q i CL M w 3AllU UOSI3JS i v O O (> (n Cl) N l o Cu `O ca O a w CV N N � I 0 a w� I N z F — �3¢ O o U X J W d � O U iTi ti^ p U � U e� I � N un to 3AUU 3snogxung a °- 91 -d M z o CO _ r= I W w a = U c� W W O w V �Ce LD a o i � a- �v wa X Q_ W waa d J e 01 -d w 0 O N OD N a w 0`.d !t_d i I i i I t m W a O C� V O o � a W 4 � WZ W�U O W N A m R a s �s U a a z_ W z w g � H� g EXHIBIT B SCHULTZ ENGINEERING, LLC FIRM #12327 WATER SYSTEM FIRE HYDRANT FLOW TEST REPORT Date: November 12, 2010 Water System Owner: Wellborn SUD Development Project: Saddle Creek Subdivision — Brazos, Texas Flow Test Location: Fire Hydrant on Saddle Creek Drive -Lot 148 Nozzle size (in.): 2.5 Pitot Reading (psi): 60 Flowrate (gpm): 1,300 Discharge Coeff: (c) = 0.90 Flowrate Formula: Q= 29.84cd c = discharge coeff. d = orifice size (in) P = pitot pressure (psi) Pressure Gauge Location: FH on Saddle Creek Drive — Lot 145 Static Pressure (psi): 86 Residual Pressure (psi): 69 Computed Discharge at 20 psi Residual Pressure: QR = 2,704 gpm 54 54 Discharge Formula: Q = Q X (hr 0.54 0. ) Note: The flow test and report were prepared in accordance with NFPA 291. Report Prepared by: Joseph P. Schultz Others Present: Clenden Adams — Wellborn SUD Britt Curless Jeremy Lyon Exhibit C WaterCAD Analysis Summary Junction Analysis - Domestic Demand Elevation Junction (ft) Demand (GPM) Pressure (PSI) EXISTING FH (FLOW TEST LOCATION) 27 0, 8 2.8 0 83.3 5 83. J1 278.5 J2 277 PROPOSED FH 1 282 0 81.7 J4 278.5 14 83. J5 274 6 85. PROPOSED FH 3 271.5 0 86.3 J6 270 0 8 7 - -- - J13 -_ __- 268 5 87.8 J7 273 0 85.7 EXISTING FH 274.5 0 85 J8 2 75 0 84.8 J9 - j -- --- 275 . 5 1221 84.5 J3 282 __.._ 0 81.7 _ J10 _ 282 J11 278.5 J12 267.5 PROPOSED FH 2 278 EXISTING FH (PRESSURE READING LOCATION) 276.39, 20 1 17 0� 0 81.7 83.2 88 83.5 0' 84.2 Exhibit C WaterCAD Analysis Summary Pipe Analysis - Domestic Demand Pipe Number i Length (ft) I Start Node 1 Pipe End Node Size (in) Material Hazen - William C- Value Pipe Flow ! Velocity (GPM) (ft /s) P -1 P -2 165 EXISTING FH (FLOW TEST LOCATION) J1 PROPOSED FH 1 J1 I J2 J I PROPOSE FH 3 12 12 8 8 PVC 150 150 0. 42 299 PVC 150 150 0.42 P -5 522 PVC 150 4 0.03 P -8 258 J PVC 150 -32 0.2 P -9 114 PROPOSED F 3 16 8 PVC 150 -32 0.2 P -17 158 16 4 PVC 150 5 _0 P -1 240 __ J6 _ J13 J7 8 P VC 150 -36 0.23 _ P -10 502 J7 EXISTING FH 8 PVC 150 -36 0.23 P -11 141 EXISTING FH J8 8 PVC 150 - 0.23 P-13 72 J2 J9 12 PVC 150 122 0.34 P -3 239 J2 J3 8 PVC 150 24 0. 15 P-4 9 J3 PR OPOSE D FH 1 8 PVC 150 4 0.03 P -14 75 13 J10 6 PVC 15 0 20 0 P -15 78 _ J 4 Jl 8 PVC 1_50 17 0.1 P -16 370 J5 J12 8 PVC 150 0 0 P -6 177 J 4 PROPOSED FH 2 6 P VC 15_0 -26 0.29 P -7 548 PROPOSED FH 2 J5 6 R -1 12_ EXISTING FH (PRESSURE READING LOCATION) 12 EXISTING FH (FLOW TEST LOCATION) 12 PVC 150 -26 0.2 P -21 40 J8 PVC 150 -186 0.53 P -22 276 J8 EXISTING FH (PRESSURE READING LOCATION) PVC 150 150 0.42 P -23 618 PVC 150 150 0.42 Exhibit D WaterCAD Analysis Summary Junction Analysis - Fire Flow Demand Junction Elevation (ft) Demand (GPM) Pressure (PSI) EXISTING FH (FLOW TEST LOCATION) 2 0 - 69.4 — _ --- - - - - 1 1 - - -- 278.5 0 69.7 J2 2 77 570.2 PRO POSED FH 1 _ 282 0 67.4 J4 _ 2 78.5 14 _67.6 - J5 2 _6 70.6 PROPOSED FH 3 271.5 _ 0 72 J6 270 0 72. J13 268 5 73.7 J7 273 071.8 EXISTING FH 274.5 0 71.8 275- 0 71.8 _ J9 27 5.5 122 70.9 _ J3 282 0 67.4 J10 282 20 67.4 J _ 278.5 1767.6 J12 267.5 0 73.5 PROP F H 2 EXISTING FH (PRESSURE READING LOCATION) 278 1000 66.3 276.39 0 71 Exhibit D WaterCAD Analysis Summary Pipe Analysis - Fire Flow Demand Pipe Number Length (ft) Start Node End Node Size (in) Pipe Material Hazen- j William C- I Value Pipe Flow (GPM) j Velocity (ft /s) P -1 P -2 165 299 522 EXISTING FH (FLOW TEST LOCATION) J1 J1 _ J2 P ROPOSED FH 1 J4 12 PVC 150 759 2.15 12 PVC 150 75 9 2.15 P -5 8 PVC 150 614 3.92 P -8 258 J5 PROPOSED FH 3 8 PVC 150 -422 2.69 P -9 114 P ROP O SED F 3 J6 8 PVC 150 -422 2. 69 P -17 158 J6 J13 4 PVC 150 5 0.11 P -10 240 J6 J7 8 PVC 150 -427 2.72 P -10 502 J7 EXISTING FH 8 PVC 150 -427 2.72 P -11 141 EXISTI FH J8 8 PVC 150 -427 2.72 P -13 72 J2 J9 12 PVC 150 12 2 0.34 P -3 239 J2 J3 _ 8 PVC 150 633 4.04 _ P-4 9 J3 PROPOSED FH 1 8 P VC 150 614 3.92 _ P -14 75 J3 J10 J11 6 PVC 150 20 0.22 P - 15 _ 78 J4 8 PVC 150 17 0.1 P - 3 _ J12 8 PVC 150 0 0 _ P -6 177 — J4 PROPOSED FH 2 6 PVC 150 584 6 P -7 548 PROPOSED FH 2 _ J5 6 PVC 150 -416 4.72 P -21 40 J8 R -1 12 PVC 150 -1186 3.36 P -22 P -23 276 618 EXISTING FH J8 (PRESSURE READING LOCA TION)_ 12 EXISTING FH EXISTING FH (PRESSURE READING (FLOW TEST LOCATION) LOCATION) 12 PVC 150 759 2. 759 2.15 PVC 150 SCHULTZ ENGINEERING, LLC. 2730 Longmire Drive, Suite A College Station, Texas 77845 Firm No. 12327 Saddle Creek Subdivision, Phase 713 Engineer's Estimate of Waterline Construction Item Description Unit Estimated Quanti Unit Price Total Water System 1 12" C909 Water Pipe, non - structural backfill LF 234 30.00 7,012 2 12" C909 Water Pipe, structural backfill LF 140 32.00 4,480 3 8" C909 Water Pipe, non - structural backfill LF 1597 24.00 38,335 4 8" C909 Water Pipe, structural backfill LF 234 26.00 6,071 5 6" C909 Water Pipe, non - structural backfill LF 798 20.00 15,952 6 4" C909 Water Pipe, non - structural backfill LF 157 16.00 2,512 7 18" PVC Sleeve for 6" & 8" Waterline LF 160 20.00 3,200 8 20" PVC Sleeve for 12" Waterline LF 80 30.00 2,400 9 Fire Hydrant Assembly (w /valve, vert. extension) EA 3 3000.00 9,000 10 12" x 8" M.J. Tee EA 1 650.00 650 11 8" x 8" M.J. Tee EA 3 400.00 1,200 12 8" x 6" M.J. Tee EA 1 350.00 350 13 8" x 4" M.J. Reducer EA 1 250.00 250 14 8" x 6" M.J. Reducer EA 2 275.00 550 15 12" M.J. Gate Valve EA 1 1,400.00 1,400 16 8" M.J. Gate Valve EA 8 950.00 7,600 17 6" M.J. Gate Valve EA 2 750.00 1,500 18 12" 45° M.J. Bend EA 4 450.00 1,800 19 8" 22.5° M.J. Bend EA 9 350.00 3,150 20 4" 45° M.J. Bend EA 3 150.00 450 21 2" Blowoff Assembly EA 4 550.00 2,200 22 4" Blowoff Assembly EA 1 650.00 650 23 Connect to Existing Water Line EA 2 500.00 1,000 24 1" Water Service - short side EA 3 300.00 900 25 1" Water Service - long side w/PVC sleeve EA 2 600.00 1,200 26 1.5" Water Service - short side EA 4 450.00 1,800 27 1.5" Water Service - long side w/PVC sleeve EA 3 800.00 2,400 28 Meter Boxes EA 19 75.00 1,425 ESTIMATED WATERLINE CONSTRUCTION 1 $119,437 e OF * : :* ............................. JOSEPH P. SCHULTZ 6588 A: n F -12327 SCHULTZ ENGINEERING, LLC. Zf N a � u�