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HomeMy WebLinkAboutFire Flow Report , Design Report Waterline Fire Flow Analysis for Spring Creek Gardens Subdivision — Phase 2 Spring Creek Townhomes Subdivision — Phase 1B College Station, Texas September 2005 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764-7743 ....--c - u'.- .7 : •j' •••• * 9 s* `1' . '' JOSEPH.P; g* :.......................... S�H� J/1. 3 , �if Q / ,= � q, 7, oS 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed waterlines to be constructed with Spring Creek Gardens Subdivision, Phase 2 and Spring Creek Townhomes Subdivision, Phase IB, and to provide the results of the analysis of the waterlines under fire flow conditions. The proposed waterline to supply this site will connect to the existing 8" lines constructed with Spring Creek Gardens, Phase 1 and Spring Creek Townhomes, Phase 1. The water main will be constructed using 6" and 8" diameter pipe, which will be constructed of DR-14, PVC pipe meeting the requirements of AWWA C-909 with mechanical joint fittings 2.0 FIRE FLOW REQUIREMENTS The flow required for fire hydrant flow for the subdivision is 1,000 gallons per minute (gpm), for each fire hydrant proposed for this subdivision. 3.0 WATERLINE SYSTEM ANALYSIS The waterline system was analyzed using the WaterCAD computer program developed by Haestad Methods, Inc. Exhibit"A" is a schematic of the proposed waterline, which shows the locations of the fire hydrant. A normal domestic use flow of 1.5 gpm was included in the analysis for each residential lot and the future townhome lots. This results in a normal demand of 108 gpm, which was included in the analysis. The residual pressures in the existing 12" waterline was based on a flow of 1,500 gpm for the existing line. Exhibit"B" has the results of a pressure/flow test from a fire hydrant connected to the existing 12" waterline on Decatur Drive. A static pressure of 104 psi and a residual pressure of 102 psi with the hydrant flow at 1,500 gpm were determined by City of College Station Public Utility personnel for the fire hydrant nearest this project. The proposed waterline will also connect to the existing 8" line in Phase 1 of the Spring Creek Townhomes. This line connects to a 12" line on Arrington Road. To simplify the analysis, it was assumed the proposed line is supplied only from Phase 1 of Spring Creek Gardens. A conservative approach was taken and an assumed residual pressure of 70 psi at a flow of 1,000 gpm was used for this analysis instead of the 100+psi value determined by the flow test. The computer model was run with a fire flow of 1,000 gpm at each fire hydrant proposed for this project. Exhibit"C" is a summary of the pipe system junction nodes with a fire flow of 1,000 gpm from Fire Hydrant No. 2. The lowest residual pressure occurred in the system at Junction J-13, which is at the connection to the existing 8" waterline in Phase 1 of the Spring Creek Townhomes. The pressure at this point is estimated by the model to be 62.6 psi, which exceeds the minimum of 20 psi required by the TCEQ regulations. Exhibits "D" & "E" are summaries of the pipe sections for the system under this demand scenario. The maximum velocity for the 8" water main is 7.1 feet per second, and occurs in Pipe P-1. A separate analysis was run for the domestic use of 1.5 gpm per unit. The minimum pressure for this scenario, 69.2 psi at Junction .1-3 as shown on Exhibit"F." is well above the minimum requirement of 35 psi. Minor losses in this system were not calculated, as they were assumed to be insignificant. 4.0 CONCLUSIONS The waterlines proposed for this development should adequately provide the fire flow required with acceptable values for headloss and velocity. This analysis was done assuming adequate residual pressure in the existing 12" water main, as determined by the pressure/flow test. Also, the connection of the proposed lines to the existing line in the townhomes to form a loop was not included in this analysis. Exhibits Scenario: Base J-1 1 • \, A 0 J-8 J-7 FN .16 Q" J-9 Q" o J-12 J-2 J-10..}} ff� J-6 J-13 1� LI Ae. J-5 Qy J-1 -4 L1 r.t ; ;-t- `'PI I, I.:.I 1 :., 1 i t ,. 6. nlr.i i,; 1'..• .�.I I iif:i it�.�. ,I u,. FriniIt: :I.r nt•I;it i.i,1111, tt,i 1 11/18/2004 16:22 FAX 979 764 3452 COLLEGE STATION PUB.UTL. 1001 ofCollege Station Utilities Reliable,Affordable, Community Owned 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 18 NOVEMBER 2004 Number pages including cover sheet- 1 Fax to: 764-7759 Attention: JOE SCHULTZ Company: TEXCON From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Nozzle size: 2.5 inch Location: ALEXANDRIA AT DECATUR Flow hydrant number: R-048 Pitot reading: 80 (GPM): 1500 Static hydrant number: R-046 Static PSI: 104 Residual PSI: 102 E41\,.61f „B Scenario: Base Steady State Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) ,Calculatedhiydraulic Grade (psi) (gpm) (ft) J-1 282.00 Zone Demand 0.00 Fixed 0.00 436.73 66.95 J-2 278.00 Zone Demand 12.00 Fixed 12.00 428.55 65.14 J-3 284.00 Zone Demand 9.00 Fixed 9.00 441.03 67.94 J-4 282.50 Zone Demand 9.00 Fixed 9.00 438.15 67.34 J-5 281.00 Zone Demand 9.00 Fixed 9.00 434.74 66.52 J-6 279.00 Zone Demand 9.00 Fixed 9.00 431.23 65.86 J-7 272.00 Zone Demand 0.00 Fixed 0.00 424.37 65.92 J-8 272.00 Zone Demand 0.00 Fixed 0.00 424.20 65.85 J-9 270.00 Zone Demand 0.00 Fixed 0.00 420.43 65.08 J-10 270.00 Zone Demand 1,000.00 Fixed 1,000.00 419.77 64.80 J-11 274.00 Zone Demand 10.00 Fixed 10.00 424.20 64.98 J-12 269.00 Zone Demand 30.00 Fixed 30.00 420.42 65.51 J-13 275.00 Zone Demand 20.00 Fixed 20.00 419.77 62.63 1_ t( tI II< : 1:_II -, '.>I,fn., nb ', I ',I '. ,,.IiI IIJIIn. . , riif�, Scenario: Base Steady State Analysis Pipe Report Label Length Diameter Material Hazen- Check Minor Control Discharg®Ipstream Structdwnstream Structui@ressure Headloss (ft) (in) Williams Valve? Loss Status (gpm) Hydraulic Grade Hydraulic Grade Pipe Gradient C Coefficien (ft) (ft) Headloss(ft/1000f1) (ft) P-1 175.00 8.0 PVC 150.0 false 0.00 Open 1,108.00 444.00 441.03 2.97 16.94 P-3 173.00 8.0 PVC 150.0 false 0.00 Open 1,099.00 441.03 438.15 2.89 16.69 P-4 86.00 8.0 PVC 150.0 false 0.00 Open 1,090.00 438.15 436.73 1.41 16.44 P-5 121.00 8.0 PVC 150.0 false 0.00 Open 1,090.00 436.73 434.74 1.99 16.44 P-6 217.00 8.0 PVC 150.0 false 0.00 Open 1,081.00 434.74 431.23 3.51 16.19 P-7 168.00 8.0 PVC 150.0 false 0.00 Open 1,072.00 431.23 428.55 2.68 15.94 P-8 268.00 8.0 PVC 150.0 false 0.00 Open 1,060.00 428.55 424.37 4.18 15.61 P-9 11.00 8.0 PVC 150.0 false 0.00 Open 1,060.00 424.37 424.20 0.17 15.61 P-10 246.00 8.0 PVC 150.0 false 0.00 Open 1,050.00 424.20 420.43 3.77 15.34 P-11 45.00 8.0 PVC 150.0 false 0.00 Open 1,020.00 420.43 419.77 0.65 14.54 P-12 177.00 8.0 PVC 150.0 false 0.00 Open 10.00 424.20 424.20 0.00 0.00 P-13 84.00 6.0 PVC 150.0 false 0.00 Open 30.00 420.43 420.42 0.01 0.09 P-14 215.00 8.0 PVC 150.0 false 0.00 Open 20.00 419.77 419.77 0.00 0.01 tt i . Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0.00 hr Label Control Discharge Velocity Upstream Structure Downstream Structure Calculated Calculated Pressure Headloss Status (gpm) (ft/s) Hydraulic Grade Hydraulic Grade Friction Minor Pipe Gradient (ft) (ft) Headloss Headloss Headloss (ft/1000ft) (ft) (ft) (ft) P-1 Open 1,108.00 7.07 444.00 441.03 2.97 0.00 2.97 16.94 P-3 Open 1,099.00 7.01 441.03 438.15 2.89 0.00 2.89 16.69 P-4 Open 1,090.00 6.96 438.15 436.73 1.41 0.00 1.41 16.44 P-5 Open 1,090.00 6.96 436.73 434.74 1.99 0.00 1.99 16.44 P-6 Open 1,081.00 6.90 434.74 431.23 3.51 0.00 3.51 16.19 P-7 Open 1,072.00 6.84 431.23 428.55 2.68 0.00 2.68 15.94 P-8 Open 1,060.00 6.77 428.55 424.37 4.18 0.00 4.18 15.61 P-9 Open 1,060.00 6.77 424.37 424.20 0.17 0.00 0.17 15.61 P-10 Open 1,050.00 6.70 424.20 420.43 3.77 0.00 3.77 15.34 P-11 Open 1,020.00 6.51 420.43 419.77 0.65 0.00 0.65 14.54 P-12 Open 10.00 0.06 424.20 424.20 0.00 0.00 0.00 0.00 P-13 Open 30.00 0.34 420.43 420.42 0.01 0.00 0.01 0.09 P-14 Open 20.00 0.13 419.77 419.77 0.00 0.00 0.00 0.01 „ „ Scenario: Base Steady State Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) ;Calculatedl$lydraulic Grade (psi) (gpm) (ft) J-1 282.00 Zone Demand 0.00 Fixed 0.00 443.91 70.05 J-2 278.00 Zone Demand 12.00 Fixed 12.00 443.85 71.75 J-3 284.00 Zone Demand 9.00 Fixed 9.00 443.96 69.21 J-4 282.50 Zone Demand 9.00 Fixed 9.00 443.93 69.84 J-5 281.00 Zone Demand 9.00 Fixed 9.00 443.89 70.48 J-6 279.00 Zone Demand 9.00 Fixed 9.00 443.86 71.33 J-7 272.00 Zone Demand 0.00 Fixed 0.00 443.83 74.34 J-8 272.00 Zone Demand 0.00 Fixed 0.00 443.82 74.34 J-9 270.00 Zone Demand 0.00 Fixed 0.00 443.81 75.20 J-10 270.00 Zone Demand 0.00 Fixed 0.00 443.81 75.20 J-11 274.00 Zone Demand 10.00 Fixed 10.00 443.82 73.47 J-12 269.00 Zone Demand 30.00 Fixed 30.00 443.80 75.63 J-13 275.00 Zone Demand 20.00 Fixed 20.00 443.81 73.04 (,F ,t r :# 11'11 f=_'. ' ;•nirr l ( n-:LI, i', I I-ric 11'-ir r I E 1 ,,I.i,,,,. I,,, c.r lliilt, 1.. ,n(:hn11r,.11C1_1111 r11sr: -I. Design Report Waterline Fire Flow Analysis for Spring Creek Gardens Subdivision — Phase 2 Spring Creek Townhomes Subdivision — Phase 1B College Station, Texas September 2005 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764-7743 E�POF. T.....S I, e* 'o N . 0 . ...... .. . 1..JOEPH.P. .SiH, �?!I..ti .t.w .:. ....„, _j ' ®st 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed waterlines to be constructed with Spring Creek Gardens Subdivision, Phase 2 and Spring Creek Townhomes Subdivision, Phase JB, and to provide the results of the analysis of the waterlines under fire flow conditions. The proposed waterline to supply this site will connect to the existing 8" lines constructed with Spring Creek Gardens, Phase 1 and Spring Creek Townhomes, Phase 1. The water main will be constructed using 6" and 8" diameter pipe, which will be constructed of DR-14, PVC pipe meeting the requirements of AWWA C-909 with mechanical joint fittings 2.0 FIRE FLOW REQUIREMENTS The flow required for fire hydrant flow for the subdivision is 1,000 gallons per minute (gpm), for each fire hydrant proposed for this subdivision. 3.0 WATERLINE SYSTEM ANALYSIS The waterline system was analyzed using the WaterCAD computer program developed by Haestad Methods, Inc. Exhibit"A" is a schematic of the proposed waterline, which shows the locations of the fire hydrant. A normal domestic use flow of 1.5 gpm was included in the analysis for each residential lot and the future townhome lots. This results in a normal demand of 108 gpm, which was included in the analysis. The residual pressures in the existing 12"waterline was based on a flow of 1,500 gpm for the existing line. Exhibit"B" has the results of a pressure/flow test from a fire hydrant connected to the existing 12" waterline on Decatur Drive. A static pressure of 104 psi and a residual pressure of 102 psi with the hydrant flow at 1,500 gpm were determined by City of College Station Public Utility personnel for the fire hydrant nearest this project. The proposed waterline will also connect to the existing 8" line in Phase 1 of the Spring Creek Townhomes. This line connects to a 12" line on Arrington Road. To simplify the analysis, it was assumed the proposed line is supplied only from Phase 1 of Spring Creek Gardens. A conservative approach was taken and an assumed residual pressure of 70 psi at a flow of 1,000 gpm was used for this analysis instead of the 100+psi value determined by the flow test. The computer model was run with a fire flow of 1,000 gpm at each fire hydrant proposed for this project. Exhibit"C" is a summary of the pipe system junction nodes with a fire flow of 1,000 gpm from Fire Hydrant No. 2. The lowest residual pressure occurred in the system at Junction J-13,which is at the connection to the existing 8" waterline in Phase 1 of the Spring Creek Townhomes. The pressure at this point is estimated by the model to be 62.6 psi, which exceeds the minimum of 20 psi required by the TCEQ regulations. Exhibits"D" & "E" are summaries of the pipe sections for the system under this demand scenario. The maximum velocity for the 8" water main is 7.1 feet per second, and occurs in Pipe P-1. A separate analysis was run for the domestic use of 1.5 gpm per unit. The minimum pressure for this scenario, 69.2 psi at Junction .1-3 as shown on Exhibit "F." is well above the minimum requirement of 35 psi. Minor losses in this system were not calculated, as they were assumed to be insignificant. 4.0 CONCLUSIONS The waterlines proposed for this development should adequately provide the fire flow required with acceptable values for headloss and velocity. This analysis was done assuming adequate residual pressure in the existing 12" water main, as determined by the pressure/flow test. Also, the connection of the proposed lines to the existing line in the townhomes to form a loop was not included in this analysis. Exhibits Scenario: Base J-1 1 • 0) J-8 J-7 Fti Q" \ J-9 f �3 J-12 J-2 J-1,00 t t Q J-6 J-13 fi Li e�y �1S4 1 nc "5 J-5 h' ' J-1 -a 3 E k;b „ 1.•„ i f , , , „. �.i u... I. I:. . II II. 11/18/2004 16:22 FAX 979 764 3452 COLLEGE STATION PUB.UTL. 1001 CI College station Utilities Reliable,Affordable, Community Owned 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 18 NOVEMBER 2004 Number pages including cover sheet - 1 Fax to: 764-7759 Attention: JOE SCHULTZ Company: TEXCON From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 FLOW TEST REPORT Nozzle size: 2.5 inch Location: ALEXANDRIA AT DECATUR Flow hydrant number: R-048 Pitot reading: 80 (GPM): 1500 Static hydrant number: R-046 Static PSI: 104 Residual PSI: 102 Cch� bif „B. " Scenario: Base Steady State Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) ,Calculatedltlydraulic Grade (psi) (gpm) (ft) J-1 282.00 Zone Demand 0.00 Fixed 0.00 436.73 66.95 J-2 278.00 Zone Demand 12.00 Fixed 12.00 428.55 65.14 J-3 284.00 Zone Demand 9.00 Fixed 9.00 441.03 67.94 J-4 282.50 Zone Demand 9.00 Fixed 9.00 438.15 67.34 J-5 281.00 Zone Demand 9.00 Fixed 9.00 434.74 66.52 J-6 279.00 Zone Demand 9.00 Fixed 9.00 431.23 65.86 J-7 272.00 Zone Demand 0.00 Fixed 0.00 424.37 65.92 J-8 272.00 Zone Demand 0.00 Fixed 0.00 424.20 65.85 J-9 270.00 Zone Demand 0.00 Fixed 0.00 420.43 65.08 J-10 270.00 Zone Demand 1,000.00 Fixed 1,000.00 419.77 64.80 J-11 274.00 Zone Demand 10.00 Fixed 10.00 424.20 64.98 J-12 269.00 Zone Demand 30.00 Fixed 30.00 420.42 65.51 J-13 275.00 Zone Demand 20.00 Fixed 20.00 419.77 62.63 1( 11 lulu ��� r i l'I. ., � i � . Scenario: Base Steady State Analysis Pipe Report Label Length Diameter Material Hazen- Check Minor Control DischargtJpstream StructUwnstream Structur ressure Headloss (ft) (in) Williams Valve? Loss Status (gpm) Hydraulic Grade Hydraulic Grade Pipe Gradient C Coefficien (ft) (ft) Headloss(ft/1000ft) (ft) P-1 175.00 8.0 PVC 150.0 false 0.00 Open 1,108.00 444.00 441.03 2.97 16.94 P-3 173.00 8.0 PVC 150.0 false 0.00 Open 1,099.00 441.03 438.15 2.89 16.69 P-4 86.00 8.0 PVC 150.0 false 0.00 Open 1,090.00 438.15 436.73 1.41 16.44 P-5 121.00 8.0 PVC 150.0 false 0.00 Open 1,090.00 436.73 434.74 1.99 16.44 P-6 217.00 8.0 PVC 150.0 false 0.00 Open 1,081.00 434.74 431.23 3.51 16.19 P-7 168.00 8.0 PVC 150.0 false 0.00 Open 1,072.00 431.23 428.55 2.68 15.94 P-8 268.00 8.0 PVC 150.0 false 0.00 Open 1,060.00 428.55 424.37 4.18 15.61 P-9 11.00 8.0 PVC 150.0 false 0.00 Open 1,060.00 424.37 424.20 0.17 15.61 P-10 246.00 8.0 PVC 150.0 false 0.00 Open 1,050.00 424.20 420.43 3.77 15.34 P-11 45.00 8.0 PVC 150.0 false 0.00 Open 1,020.00 420.43 419.77 0.65 14.54 P-12 177.00 8.0 PVC 150.0 false 0.00 Open 10.00 424.20 424.20 0.00 0.00 P-13 84.00 6.0 PVC 150.0 false 0.00 Open 30.00 420.43 420.42 0.01 0.09 P-14 215.00 8.0 PVC 150.0 false 0.00 Open 20.00 419.77 419.77 0.00 0.01 ct Analysis Results Scenario: Base Steady State Analysis Pressure Pipes @ 0.00 hr Label Control Discharge Velocity Upstream Structure Downstream Structure Calculated Calculated Pressure Headloss Status (gpm) (ft/s) Hydraulic Grade Hydraulic Grade Friction Minor Pipe Gradient (0) (ft) Headloss Headloss Headloss (ft/1000ft) (0) (ft) (ft) P-1 Open 1,108.00 7.07 444.00 441.03 2.97 0.00 2.97 16.94 P-3 Open 1,099.00 7.01 441.03 438.15 2.89 0.00 2.89 16.69 P-4 Open 1,090.00 6.96 438.15 436.73 1.41 0.00 1.41 16.44 P-5 Open 1,090.00 6.96 436.73 434.74 1.99 0.00 1.99 16.44 P-6 Open 1,081.00 6.90 434.74 431.23 3.51 0.00 3.51 16.19 P-7 Open 1,072.00 6.84 431.23 428.55 2.68 0.00 2.68 15.94 P-8 Open 1,060.00 6.77 428.55 424.37 4.18 0.00 4.18 15.61 P-9 Open 1,060.00 6.77 424.37 424.20 0.17 0.00 0.17 15.61 P-10 Open 1,050.00 6.70 424.20 420.43 3.77 0.00 3.77 15.34 P-11 Open 1,020.00 6.51 420.43 419.77 0.65 0.00 0.65 14.54 P-12 Open 10.00 0.06 424.20 424.20 0.00 0.00 0.00 0.00 P-13 Open 30.00 0.34 420.43 420.42 0.01 0.00 0.01 0.09 P-14 Open 20.00 0.13 419.77 419.77 0.00 0.00 0.00 0.01 a� Ev ��,: k it Ir Ir i.I 4 ,,, Scenario: Base Steady State Analysis Junction Report Label Elevation Zone Type Base Flow Pattern Demand Calculated Pressure (ft) (gpm) ;CalculatedMydraulic Grade (psi) (gpm) (ft) J-1 282.00 Zone Demand 0.00 Fixed 0.00 443.91 70.05 J-2 278.00 Zone Demand 12.00 Fixed 12.00 443.85 71.75 J-3 284.00 Zone Demand 9.00 Fixed 9.00 443.96 69.21 J-4 282.50 Zone Demand 9.00 Fixed 9.00 443.93 69.84 J-5 281.00 Zone Demand 9.00 Fixed 9.00 443.89 70.48 J-6 279.00 Zone Demand 9.00 Fixed 9.00 443.86 71.33 J-7 272.00 Zone Demand 0.00 Fixed 0.00 443.83 74.34 J-8 272.00 Zone Demand 0.00 Fixed 0.00 443.82 74.34 J-9 270.00 Zone Demand 0.00 Fixed 0.00 443.81 75.20 J-10 270.00 Zone Demand 0.00 Fixed 0.00 443.81 75.20 J-11 274.00 Zone Demand 10.00 Fixed 10.00 443.82 73.47 J-12 269.00 Zone Demand 30.00 Fixed 30.00 443.80 75.63 J-13 275.00 Zone Demand 20.00 Fixed 20.00 443.81 73.04 (tF „ r,, \„,1, ,,4_ I ill, 6:1 tt 3prirrI(nrri: (' I-ri• I-'r(jt Fr .ir: ^ .In.• �;rinilt,• .I '.Ir•.°. II .. ..`IILii T ,,,,Geu,r;I C, ntia,t1,1, .I.