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HomeMy WebLinkAboutFire Flow & Water Report C'IWL DE 1/E L td.* CIVIL ENGINEERING&DESIGN-BUILD SERVICES P.O. Box 11929 • College Station, Texas 77842 • Phone: 979-764-7743 • Fax: 979-764-7759 May 25, 2006 Carol Cotter City of College Station P.O. Box 1000 College Station, TX 77842 RE: Sendera Subdivision Fire Flow Test Dear Carol: Earlier today, Mr. Steven Cast of the Wellborn SUD and I conducted a fire flow test on the Sendera Subdivision water system. The test produced a flow of 1055 gpm at a residual pressure of 75 psi. Attached is a copy of the flow test report and an excerpt from the NFPA 291 Technical Publication. Please accept this letter as certification that the system meets the fire flow requirements of the City of College Station. Since y Yours, . . • op j� ., , Kent Laza, P.E. „Irak* • Project Manager = =,:I '• Va. �- 3 ••f t %, •• �w v$s attachments . , , .0' 06 Water System Flow Test Report Date: May 25, 2006 Water System Owner: Wellborn Special Utility District Development Project: Sendera Subdivision Flow Test Location: Sendera Court (in front of Lot 13) - FH 3 Pitot Reading: 32 psi on 2.5" nozzle Flowrate: 1055 (gpm from chart) Pressure Guage Location: 17940 La Posada Drive, Bentwood Subdivision Static (psi): na Residual (psi): 75 psi Report prepared by: signature Kent Laza printed name Others present: Steven Cast 291-8 FIRE FLOW TESTING AND MARKING OF HYDRANTS 4.8.3 These coefficients are applied in addition to the coeffi- 4.9.3 The readings obtained from a gauge so located,and the cient in Equation 4.1 and are for average type hydrants. stream,eadinare obtained from ealy ga game.e on aa pitot tube held in the appro 4.9 Determination of Discharge Without a Pitot 4.9.1 If a pitot tube is not available for use to measure the 4.10 Calculation Results. hydrant discharge, a 50- or 60-psi (3.5- or 4.0-bar) gauge 4.10.1 The discharge in gpm(L/min) for each outlet flowed tapped into a hydrant cap can be used. is obtained from Table 4.10.1(a)and Table 4.10.1(b) or by the 4.9.2 The hydrant cap with gauge attached is placed on one use of Equation 4.1. outlet,and the flow is allowed to take place through the other outlet at the same elevation. Table 4.10.1(a) Theoretical Discharge Through Circular Orifices(U.S.Gallons of Water per Minute) i 1 Orifice Size(in.) Pitot Velocity Pressure* Discharge (Psi) Feett (ft/sec) 2 2.25 2.375 2.5 2.625 2.75 3 3.25 3.5 3.75 4 4.5 1 2.31 12.20 119 151 168 187 996 22631 269 380 446 515 17 593 675 855 420 477 604 2 4.61 17.25 169 214 23 3 6.92 21.13 207 262 292 323 356 391 465 546 633 727 827 1047 4 9.23 24.39 239 302 337 373 411 451 537 630 731 839 955 1209 5 11.54 27.26 2427.26 267 338 376 417 460 505 601 705 817 938 1068 1351 5 11.54 6 13.84 29.87 292 370 412 457 504 553 658 772 895 1028 1169 1480 7 16.15 32.26 316 400 445 493 544 597 711 834 967 1110 1263 1599 760 891 1034 1187 1350 9 8 18.46 34.49 338 427 476 528 582 20.76 36.58 358 453 505 560 617 677 806 946 1097 1259 1432 1813 9 10 23.07 38.56 377 478 532 590 650 714 849 997 1156 1327 1510 1911 11 25.38 40.45 396 501 558 619 682 748 891 1045 1212 1392 1583 2004 12 27.68 42.24 413 523 583 646 712 782 930 1092 1266 1454 1654 2093 13 29.99 43.97 430 545 607 672 741 814 968 1136 131318 8 151513 3 172 1721 2179 1005 1179 84414 32.30 45.63 447 565 630 698 769 23401 15 34.61 47.22 462 585 652 722 796 874 1040 1221 1416 1625 1849 167 36.912 48.78 477 604 673 769 848 930 13 107 1300 1 07 1730 1969 2491 74 1261 1462 1679 1910 2417 17 39.22 50.28 492 623 6 18 41.53 51.73 506 641 714 791 872 957 1139 1337 1551 1780 2026 2564 2081 2634 1046 14 54.54 534 676 753 834 920 1009 1201 1410 1635 1877 2135 53.15 520 658 734 813 896 984 1171 1374 1593 0 2702 2 22 50.75 57.19 560 709 789 875 964 1058 1260 1478 1715 1968 2239 2834 24 55.37 59.74 585 740 825 914 1007 1106 1316 1544 1791 2056 2339 2960 26 59.98 62.18 609 770 858 951 1048 1151 1369 1607 1864 2140 2434 3081 88 1194 2526 3197 28 69.21 64.52 632 799 891 987 66.79 654 827 922 1022 1126 1236 1471 1726 2002 2298 2615 3310 i 73.82 68.98 675 855 952 1055 1163 1277 1519 1783 2068 2374 2701 3418 -i. 1199 1316 1566 1838 2131 2447 2784 3523 • 78.44 71.10 696 881 981 36 83.05 73.16 716 906 1010 1119 1234 1354 1611 1891 2193 2518 2865 3626 38 92.28 77.11 755 4087.67 75.17 7 931 1038 1150 1268 1391 1656 1943 2253 2587 2943 3725 955 1065 1180 1300 1427 1699 1993 2312 2654 3020 3822 42 96.89 79.03 774 979 1091 1209 1333 1462 1740 2043 2369 2719 3094 3916 44 101.51 80.88 792 1002 1116 1237 1364 1497 1781 2098 242425 28465 2783 3238 4098 3167 4008 46 106.12 82.70 810 1025 1142 1265 1395 1531 1821 2 1348 110.74 84.48 827 1047 1166 1292 1425 1563 1861 2184 2533 2907 3308 4186 50 115.35 86.22 844 1068 1190 1319 1454 1596 1899 2229 2585 2967 3376 4273 52 119.96 87.93 861 1089 1214 1345 1483 1627 1937 2273 2636 3084 3508 4440 636 3026 3443 4357 54 124.58 89.61 877 1110 1237 1370 1511 1658 1974 2316 2735 3140 3573 4522 56 133.81 92 87 909 1150 1282 1420 1566 1719 204529 58129.1 893 1130 1260 1396 1539 2359 00 2784 3196 3636 4602 2002 Edition WELLBORN S PECIAL UTILITYDISTRICT Board of Directors Jerry Ransom, President Gary Spence,Vice President Charles Robertson,Treasurer Theresa Schehin, Secretary A.P. Boyd 06- S Kenneth Goodman o Mary Herron SP-41,011/4.12 John Winder Jack Winslow May 11, 2006 :�� To Whom It May Concern: Re: Sendera Subdivision Waterlines have been installed and inspected in the above subdivision and meet Wellborn Special Utility District and the City of College Station specifications. Service is available for use in the subdivision. Please contact me at(979) 690-9799 if you should have any other questions. Sincerely, ...011.11110e,„_,"'ast Ge. al Manager P.O. Box 250 • 4118 GREENS PRAIRIE RD. • WELLBORN, TX 77881 • PHONE (979) 690-9799 • FAX (979) 690-1260 Water System Report for Sendera Subdivision Brazos County, Texas March 2006 Prepared By: TEXCON General Contractors Engineering Division 2900 Longmire Drive, Suite K College Station, Texas 77845 (979) 764-7743 -407ritt. • _„ • . ' 659 2311 lc' Jr 3A/p6 General Information Location: The Sendera Subdivision is located in southern Brazos County, immediately south of the Bentwood Subdivision and approximately 3.7 miles south of Wellborn. Land Use: Low density-single family residential. There are 23 that lots that range from 1.3 to 8.8 acres in size. WATER SYSTEM ANALYSIS Design Criteria Primary Water Supply: Existing 6" line along Wellborn Road. This line is owned and operated by Wellborn Special Utility District Domestic Demand: #of Lots: 23 Est. Peak Demand: 1.5 gpm per lot Fire Demand: 1000 gpm at the most hydraulically remote fire hydrant Pipe Material: 8" PVC DR-14 C909,Class 200 3" PVC SDR-21,ASTM D2241,Class 200 Roughness Coeff 150(Hazen Williams) Hydraulic Software: Haestad Methods WaterCAD v.6.0 Existing System Pressure Tests Flow Hydrant: Located on Wellborn Road on the north end of the property. Flowrate: 1090 gpm Static Pressure: 75 psi(173 ft water) Residual Pressure: 75 psi(for design purposes,a residual pressure of 70 psi,or 162 ft of water,was used) Note: The flow test was observed by Steven Cast(Wellborn SUD),Joe Schultz(Texcon), and Kent Laza (Texcon). No written report was prepared by Wellborn SUD. System Analysis Summary Criteria Required Provided Location Min. Pressure-fire(psi) 20 30 @ FH 4 Max. Velocity(fps) 12 I 11.74 I Pipe P1 Max. Length of6"pipe(ft) • 1500 NA (connected to > 8"on both ends) Max Length of 6"pipe(ft) 800 I• NA (not connected on both ends Max. Length of 3"pipe(ft) 500 I 280 I Sendera Ct. Applicable Exhibits: Exhibit A—Water System Schematic Exhibit B—Summary of Results from WaterCAD Model Conclusion The water system for the Sendera Subdivision meets or exceeds all of the design criteria for the City of College Station. It will provide adequate water pressure and flow for both domestic and fire demands. Scenario: Base Exhibit A Water System Schematic J-9 -0 0. � FH 3 J-7 co LL A LL FH 4 Ex FH R1 A9� Al FH 2 J-4 M A� Q, , FH 1 (1/ J-1 Title: E181 - Sendera Subdivision Project Engineer: Kent Laza g:\...\e181 water system analysis.wcd Texcon General Contractors WalerCAD v6.5 16.512011 02/28/013 06:05:57 PM ©Haestad Methods, Inc. 37 Brookside Road Walerl ccry, CT 06708 USA • I-203-755-1Or23 Page 1 nl I Exhibit B Sendera Subdivision Water System Analysis March, 2006 Summary of Results - Pipes Lable Length Diameter' Materials Hazen- Discharge' Velocity gWilliams C ft in gpm , fps P-2 P-2 ! 364 8 PVC ' 150 1,034.50! 6.60 P-3 P-3 366 8 PVC , 150 1,033.001 6.59 P-4 P-4 50 8 PVC 150 15.00, 0.10 P-5 P-5 745 8 PVC 150 15.00 0.10 P-6 P-6 269 1 3 1 PVC j 150 7.501 0.34 P-7 P-7 643 ' 8 1 PVC 1 150 1,015.00. 6.48 P-8 P-8 285 3 PVC 150 7.501 0.34 P-9 P-9 20 6 PVC 150 1,034.50 11.74 * P-10 P-10 1,320.00 6 PVC I 150 1,034.501 11.74 * * Highest Velocity Summary of Results -Junction Nodes Label Base Flowl ElevationI Demand 1 HGL Pressure j gpm ft gpm ft psi FH 1 FH 1 1.5 ! 301 1.5 j 386.01 ! 36.78 FH 2 FH 2 0 298 0 380.56 35.72 FH 3 FH 3 7.5 ! 285 7.5 380.56! 41.34 FH 4 FH 4 1,007.50 301 1,007.50 371.31 30.42 ** J-1 J-1 0 294 0 391.44 42.16 J-4 J-4 3 300 3 380.57 34.86 J-7 J-7 7.5 j 295 7.5 371.25' 32.99 J-9 J-9 7.5 292 1 7.5 1 380.511 38.29 ** Lowest Pressure