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HomeMy WebLinkAboutWater Line ReportWater Line Report for Tower Point Infrastructure Development Phase 12, Lots 1-3, Block 2 College Station, Texas Prepared for: Weiner Development Corporation Prepared by: Walter P. Moore & Associates, Inc, 1301 McKinney, Suite 1100 Houston, TX 77010 Walter P_ 1•.1cpre mid Associates, Inc..T-3PE Firm .Registration NO, 1856 gN`?RES A. `>ALAZAR 5/27/2011 �/�31V May 2011 TABLE OF CONTENTS WATER LINE OVERVIEW ...... .......................... -..................................................... 2 PROJECT DESCRIPTION......................................................................................2 EXISTING CONDITIONS........................................................................................2 PROPOSED SITE CONDITIONS.............................................................................2 WATERLINE ANALYSIS.. .............. .................. .................................................. 3 APPENDIX.............................................................................................................6 Note: This report supersedes the reports dated May 13, 2011 and older. WATER LINE OVERVIEW The water line is to serve Tower Point Subdivision Phase 12, Lots 1-3, Block 2 located in College Station Texas. The water line has been prepared in general conformance with the requirements of College Station and TXDOT. The purpose of the report is to verify water line pressures and velocities of the proposed water line system serving the commercial development for this phase, This water line analysis consists of this narrative plan, the accompanying exhibits included in the appendices. PROJECT DESCRIPTION The site is located is at approximately Latitude 30' 33' 48" N and Longitude 96' 15' 57" W determined using the USGS map. The site is located in the Wellborn SE Quadrangle Brazos County, Texas. The site slopes from north to south of the property. L3C.��I►CcZ�Z�P►17��[7� The site of the project is located approximately 2,900 feet from the northwest corner of the intersection of Highway 6 and Highway 40 in College Station, Texas. The site is bounded by Arrington Road to the north, Highway 6 to the east, and the detention Area of Phase 14, Lot 4, Block 2 on the west and south. The project size is approximately 5.44 acres in size and is currently not developed. The site consists of primarily rocky soil with minimal vegetation. PROPOSED SITE CONDITIONS Proposed development consists of a restaurant and commercial retail shops with associated parking, drives, sidewalk, and landscaping. The public infrastructure being constructed consists of Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 2 new private roadways, public water mains, public storm sewer systems, and public sanitary sewer systems. The new 8" PVC public waterline to serve the proposed lots will be connected to an existing 12" PVC water line system running east - west along the south side of Arrington Road. The tie-in location will be approximately 325' west of Highway 6. The new water line extension will extend south to serve future development on lots 1, 2, and 3 (See Exhibit 1). WATERLINE ANALYSIS Analysis Procedures The analysis procedure used for this waterline system is using the Hardy Cross method determining the waterline flows (gpm), residual pressures (psi), and velocities (fps). Static pressures are higher than residual pressures as the system is impacted by a water flow demand. Calculations were performed with the program EPANET. Required and Design Waterline Criteria for Restaurant and Commercial Developments i The required fire demand is 2,500 gpm. This demand can be split in 1,000 gpm at one existing hydrant on Arrington Dr and 1,600 gpm at the proposed hydrant in the development. In this case, the model included the existing fire hydrant. The required fire hydrant residual pressure is 20 psi. ➢ The maximum velocity is 12 fps, maximum velocity maybe increased on a case by case basis. Normal Flow (Average Daily Flow) is calculated using Method #3, Gross Area Determination, which assumes 7000 gallons/day per acre of lot. Fire hydrants are excluded in the normal flow scenario and only water service use from each lot is considered. Demands using Water Line Report Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 3 Method 42 were calculated, but the demands resulted in lower values than Method 43 and therefore, method #3 was adopted. Water demands are presented in Exhibit 2, ➢ The Peak Hourly Flow is four times the Average Daily Flow. Existing Analysis The existing 12" water line runs east -west along the south side of Arrington Road, near the intersection of Highway 6. A hydrant test conducted by the City of College Station on April 13, 2011 indicated a residual pressure of 90 psi for a flow of 1,500 gpm. The new waterline analysis below utilized this existing water line pressure information. Proposed Analysis The proposed 8" PVC waterline connects to the existing 12" water line running east -west along the south side of Arrington Road, near the intersection of Highway 6. The proposed line was analyzed under the following scenarios: Scenario 1: No demand. This results in the highest hydrostatic pressure in the system. Scenario 2: Peak hour demand. This reflects typical conditions during periods of high demand. Scenario 3: Peak hour demand plus fire flow. A worse -case scenario, stressing normal conditions with fire flow demand. The peak flow residual pressure is in the order of 88 psi. The residual pressures are much greater than the required 40 psi for the peak flow calculation. The velocity within the 8" waterline is less than 0.5 fps for the normal conditions. The maximum velocity adding fire flow is 10 fps, which is within the acceptable limits. Water Line Report Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 4 CONCLUSION The new waterline system as proposed has adequate pressure and velocities to provide the water services to the new lots under all scenarios analyzed. Water Line Report Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 5 APPENDIX Exhibit 1.....................................................................Proposed Waterline Layout Exhibit 2.......................................................................Input Data for Waterline Modeling Exhibit 3............................................................................ Results of Waterline Modeling Water Line Report Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 6 EXHIBIT 1 PROPOSED WATERLINE LAYOUT PROPOSED WATERLINE LAYOUT EXHIBIT 2 INPUT TO WATERLINE MODELING WE Calculations of Water Demands Demand by Method 2 Lot Area Daily Demand restaurants Daily demand retail Total Daily Demand Average Demand Peak Demand (acres) (gallons) gallons(gallons) m m Lot 1 1.87 6,732 1,403 8,135 5.65 22.6 Lot 2 1.56 5,616 1,170 6,786 4.71 18.9 Lot 3 2.01 7,236 1,508 8,744 6.07 24.3 Demand by Method 3 Lot Area Daily Average Peak Demand Demand Demand (acres) (gallons) (gpm) (gpm) Lot 1 1.87 13,090 9.09 36.36 Lot 2 1.66 10,920 7,58 30.33 Lot 3 2.01 14,070 9.77 39.08 Method 3 results in higher demand than Method 2 and is adopted for water demand RESULTS OF WATERLINE MODELING Scenario 1- No Demand Network Table - Links Len th Diameter Roughness Flow Velocity Unit I Headless Friction Factor Link ID ft in mft GPM fps ft/Kft Pipe 1 157 12 0.005 0 0 0 0 Pipe 2 43 8 0.005 0 0 0 0 Pipe 3 213 8 0.005 0 0 0 0 Pipe 4 12 8 0.005 0 0 0 0 Pipe 5 70 8 0.005 0 0 0 0 Pipe 6 1 8 0.005 0 0 0 0 Pipe 7 10 12 0.005 0 0 0 0 Network Table - Nodes Elevation Base Demand Demand Head Pressure Node ID ft GPM GPM ft psi JuncSta10+00 267.0 0 0 475 90.1 JuncSta12+56 262.5 0 0 475 92.1 Junc Lott 262.5 0 0 475 92.1 Junc Lotl 266.5 0 0 475 90.3 Junc Sta10+43 266.5 0 0 475 90.3 JuncLot3 262.5 0 0 475 92.1 Junc Hydl 267.0 0 0 475 90.1 Resvr PipeFeed 475.0 RN/A 0 475 0.0 Scenario 2 - Peak Hour Demand Network Table - Links Length Diameter Roughness Flow Velocity Unit Headloss Friction Factor Link ID ft in mft GPM fps ft/Kft Pipe 1 157 12 0.005 105.77 0.3 0.04 0.03 Pipe 2 43 8 0.005 105.77 0.68 0.4 0.037 Pipe 3 213 8 0.005 30.33 0.19 0.03 0.03 Pipe 4 12 8 0.005 -36.36 0.23 0.11 0.085 Pipe 5 70 8 0.005 39.08 0.25 0.05 0.037 Pipe 6 1 8 0.005 30.33 0.19 0.61 0.699 Pipe 7 10 12 0.005 105.77 0.3 0.03 0.024 Network Table - Nodes Elevation Base Demand Demand Head Pressure Node ID ft GPM GPM ft psi JuncSta10+00 267.0 0 0 474.99 90.1 JuncSta12+56 262.5 0 0 474.97 92.1 Junc Lot2 262.5 30.33 30.33 474.97 92.1 Junc Lott 266.5 36.36 36.36 474.97 90.3 JuncSta10+43 266.5 0 0 474.98 90.3 Junc Lot3 262.5 39.08 39.08 474.97 92.1 Junc Hyd1 267.0 0 0 475.00 90.1 ResvrPipeFeed 475.0 #N/A 1 -105.771 475.00 0.0 Scenario 3 - Peak Hour Demand Plus Fire Flow Network Table - Links - Length Diameter Roughness Flow Velocity Unit Headless Friction Factor Link ID ft in mft GPM fps ft/Kft Pipe 1 157 12 0.005 1605.77 4.56 6.44 0.02 Pipe 2 43 8 0.005 1605.77 10.25 69.09 0.028 Pipe 3 213 8 0.005 1530.33 9.77 28.53 0.013 Pipe 4 12 8 0.005 -36.36 0.23 0.11 0.085 Pipe 5 70 8 0.005 39.08 0.25 0.05 0.037 Pipe 6 1 8 0.005 30.331 0.191 0.61 0.699 Pipe 7 10 12 0.0051 2605.771 7.391 10.63 0.013 Network Table - Nodes Elevation Base Demand Demand Head Pressure Node ID ft GPM GPM ft psi Junc Sta10+00 267.0 0.00 0.00 473.88 89.6 Junc Sta12+56 262.5 1500.00 1500.00 464.83 87.7 Junc Lot2 262.5 30.33 30.33 464.83 87.7 Junc Lott 1 266.5 36.36 36.36 470.91 88.6 JuncSta10+43 266.5 0.00 0.00 470.91 88.6 Junc Lot3 262.5 39.08 39.08 470.91 90.3 Junc Hyd1 267.0 1000.00 1000.00 474.89 90.1 Resvr Pipe Feed 475.0 #N/A -2605.771 475.00 0.0 ZO o O N W ii1 O H o c f- a O o 0 �j m in `9 M tD V V m Oi E9 fA fA O O O O 080 O O O O O O O 0 0 0 0 o. o O o o O o 0 0 O O O o M O O 0000000 r O S M O S M r O M W O O o r cl m�nN L mr v 0 � 0 M 0 V N N V M (6 CJ l0 H EA EA fA E9 EA E9 EA fA fA H3 E9 K3 to 0000 OOO 0000000 O O o Io OOu. oo Oo OOO . O MOO . V V O d � W O N O O O W rto U N Lq E9 r r L ISO M M M a a t Z m m r O 0-0 r O { Z 0 OJ J W J J J J J J J J a a a I> n Z /� O a L-L 00 0 'a J � O� WIj~ m 00 N ($$n g M I z M W O C (n Z C Z KO f/7 N U � m JO~ m d - C CC O U O Y W N O Z° r O Q F�go �z O ���� �NW Q� fq Wcw o o O a o fr 0rov00io0No Z m >¢m ¢¢¢¢ 0�ro5)' -e w�2o io NM�7w0c� OIa Q O H WALTER P MOORE = — 61 0 HIGHWAY 6 r ` I 1 I II1ll�` lid { �I �I FUTURE FUTURE FUTURE - BLOCK 2 O1, i r �� /J 1 \�i ✓�� ��� 1� ".�� SCALE. 1'-40' TOWER POINT INFRASTRUCTURE PLANS FOR PHASE 12, LOTS 1-3, BLOCK 2 WDC DI.4 f.I.OEMEN"I CORPORATION 520 POST OAK BOULEVARD sun 830 HOUSTON. TEXAS 77027 PHONE: 713-623-0188 FAX: 713-623-0178 iyPM1E OF ��isl .............. ..., �,a,µ ,..ISIT ; .al 11 fy, �CEx�E:.;x��i 12 R 20f0 CITY SUBMITTAL 0&2i 2011 CIttCOFIMENiS _ © o1�12.12 CITY fiENS10NS SUHAINIAL D1222012 CItt COMMENTS ,EEaIE,a. MJH_ EST eve, By $NP aP 2a.o6wo-lz . - EASE SHEET rmE CIVIL SITE PLAN � � � 6NFEQRADIN(i C5.0 1vi4_\Ni4l2di[9AIT HIGHWAY 6 EROSION CONTROL NOTES 1. INIB PROJECT IB SUBJECT TO ENVIRDNNENLL PROTECTION AGENCY (EPA) NATIONAL POLLUTION BINARIES ELIMINATIONAL SYSTEM (NPOESI CONSTRUCTION STORM WATER DISCHARGE REOMATIdR ANO REWIRE MEWS. THE CONTRACTOR WILL BE REWIRED TO EMECUM A NOTICE BF INTENT AM IMPLEMENT THE POLLUTION PREVENTION PLAN IND-WED IN THE CONTRACT DOCUMENTS AND COMPLY WITH ALL REPCRTIIM ANC INSPECTION REDUMPENTS SET FORTH IN THE APSES REGULATIONS. 2. REINFORCED SILT FENCES AND INLET PROTECTION TO BE PROVIDED ONTO CONSTRUCTION OF THIS PROJECT, AND REMOVED MGM CONSTRUCTION COMPLETION (SEE SPECS. AM DETAILS). 3, CONTRACTOR 10 PROVIDE STABILIZED CONSTAAIOLION EXIT PEfl DETAIL AT ALL POINTS M EGRESS DURING CONSTRUCTION, A. PRIOR TO REMOVAL OF EROSION COWIN. DEVICES. ALL AREAS DISTURBED ARE 10 BE WCM-MMLCH SEEMO. (A➢PROX 32 ACRES) S. CONSYWCTED EXITS ALONG HIGHWAYS SMALL MT BE USED BUT IL IMET PERMITS ME NARROWS B. ANY EXCESS SMILE NEED TO BE PLACED IN ACCORDANCE MIN THE FASTER PAWNS PLAN ae®O REINFORCED FILTER FABRIC BARRIER (RE 4/C6.1) SC STABRIZED CONSTRUCTN)N E (RE: 4/C6.1) IP INLET PROTECTION (RE: 4/C6.1) fim TOWER POINT INFRASTRUCTURE PLANS FOR PHASE 12, LOTS 1-3, BLOCK 2 WNW.� WT NER UVE(.OPMENF CORI OR VII( N 520 POST OAK BOULEVARD SURE 850 HOUSTON. TEX45 77027 PHONE: 713-623-0188 FAX: 713-623-0178 vaNSIXr iz v zmo cm suennrTAL 0-21-2011 clTYLONEENTS ®.1.12N2z ITIHFyISIa SSL.IOTTAL 01.27 1112 CITY c0Lm1ENTS 'I OENOM CONTRAM, FOR IRU TM POINT INRLLSCNRE DEVELOPMENT,, CERHFY THAT THE MOVEMENTS SHDWN ON THIS SHEET WERE ACULLY BUILT, AND THQ SAD IMPROVEMENTS ARE SHOWN SUBSTANTIALLY HEREON. I ROM CFRDFY THAT TO THE BEST OF MY KHONIFDOE, THAT THE UNIONS OF CONSTRUCTgN AND SIZES OF MANUFACNRED REMS, IF ANY ARE STATED CORRECNY HEREON.' m.H aY SP eam[onrwmER za.oswatt_ G.1G oloszalz EROSION CONTROL PLAN C6.0 Water Line Report Ell Tower Point Infrastructure Development Phase 12, Lots 1-3, Block 2 College Station, Texas Prepared for: Weiner Development Corporation Prepared by: Walter P. Moore & Associates, Inc. 1301 McKinney, Suite 1100 Houston, TX 77010 Walter P. Moore and Associates, Inc. TBPE Firm Registration No. 1856 y a AN A, SALAZAR 'a'_ 550io ;;r EN 5/27/2011 May 2011 TABLE OF CONTENTS WATERLINE OVERVIEW.......................................................................................2 PROJECTDESCRIPTION......................................................................................2 EXISTINGCONDITIONS.........................................................................................2 PROPOSEDSITE CONDITIONS.............................................................................2 WATERLINE ANALYSIS.........................................................................................3 APPENDIX.............................................................................................................6 Note: This report supersedes the reports dated May 13, 2011 and older. WATER LINE OVERVIEW The water line is to serve Tower Point Subdivision Phase 12, Lots 1-3, Block 2 located in College Station Texas. The water line has been prepared in general conformance with the requirements of College Station and TxDOT. The purpose of the report is to verify water line pressures and velocities of the proposed water line system serving the commercial development for this phase. This water line analysis consists of this narrative plan, the accompanying exhibits included in the appendices. PROJECT DESCRIPTION The site is located is at approximately Latitude 30' 33' 48" N and Longitude 960 15' 57" W determined using the USGS map. The site is located in the Wellborn SE Quadrangle Brazos County, Texas. The site slopes from north to south of the property. EXISTING CONDITIONS The site of the project is located approximately 2,900 feet from the northwest corner of the intersection of Highway 6 and Highway 40 in College Station, Texas. The site is bounded by Arrington Road to the north, Highway 6 to the east, and the detention Area of Phase 14, Lot 4, Block 2 on the west and south. The project size is approximately 6.44 acres in size and is currently not developed, The site consists of primarily rocky soil with minimal vegetation. PROPOSED SITE CONDITIONS Proposed development consists of a restaurant and commercial retail shops with associated parking, drives, sidewalk, and landscaping. The public infrastructure being constructed consists of Water Tower Point Infrastructure Development - Phase 12, Lots 1-:5, new private roadways, public water mains, public storm sewer systems, and public sanitary sewer systems. The new 8" PVC public waterline to serve the proposed lots will be connected to an existing 12" PVC water line system running east - west along the south side of Arrington Road. The tie-in location will be approximately 325' west of Highway 6. The new water line extension will extend south to serve future development on lots 1, 2, and 3 (See Exhibit 1). WATERLINE ANALYSIS Analysis Procedures The analysis procedure used for this waterline system is using the Hardy Cross method determining the waterline flows (gpm), residual pressures (psi), and velocities (fps). Static pressures are higher than residual pressures as the system is impacted by a water flow demand. Calculations were performed with the program EPANET. Required and Design Waterline Criteria for Restaurant and Commercial Developments ➢ The required fire demand is 2,500 gpm. This demand can be split in 1,000 gpm in one existing hydrant in Arrington Dr and 1,500 gpm in one proposed hydrant in the development. In this case, the model included the existing fire hydrant. ➢ The required fire hydrant residual pressure is 20 psi. The maximum velocity is 12 fps, maximum velocity maybe increased on a case by case basis. ➢ Normal Flow (Average Daily Flow) is calculated using Method #3, Gross Area Determination, which assumes 7000 gallons/day per acre of lot. Fire hydrants are excluded in the normal flow scenario and only water service use from each lot is considered. Demands using Line ower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 3 Method #2 were calculated, but the demands resulted in lower values than Method #3 and therefore, method #3 was adopted. Water demands are presented in Exhibit 2, ➢ The Peak Hourly Flow is four times the Average Daily Flow. Existing Analysis The existing 12" water line runs east -west along the south side of Arrington Road, near the intersection of Highway 6. A hydrant test conducted by the City of College Station on April 13, 2011 indicated a residual pressure of 90 psi for a flow of 1,500 gpm. The new waterline analysis below utilized this existing water line pressure information. Proposed Analysis The proposed 8" PVC waterline connects to the existing 12" water line running east -west along the south side of Arrington Road, near the intersection of Highway 6. The proposed line was analyzed under the following scenarios: Scenario 1: No demand. This results in the highest hydrostatic pressure in the system. Scenario 2: Peak hour demand. This reflects typical conditions during periods of high demand. Scenario 3: Peak hour demand plus fire flow. A worse -case scenario, stressing normal conditions with fire flow demand. The peak flow residual pressure is in the order of 88 psi. The residual pressures are much greater than the required 40 psi for the peak flow calculation. The velocity within the 8" waterline is less than 0.5 fps for the normal conditions. The maximum velocity adding fire flow is 10 fps, which is within the acceptable limits. Water ower Point Infrastructure Development - Phase 12, Lots 1-3, CONCLUSION The new waterline system as proposed has adequate pressure and velocities to provide the water services to the new lots under all scenarios analyzed. Tower Point Infrastructure 2, Lots 1-3, Block 2 Page 5 Exhibit 1....................................................................Proposed Waterline Layout Exhibit 2................................................................... Input Data for Waterline Modeling Exhibit 3......................................................................... Results of Waterline Modeling ow— er Point Infrastructure Development -Phase 12, Lots 1-3, Block 2 Page 6 EXHIBIT 1 PROPOSED WATERLINE LAYOUT PROPOSED WATERLINE LAYOUT N Q i 1' WO 2 I I I ` I TRw Al -41 II JneJ i x tl (M0b ,00 1\10 L9NIP'INV x o� _m EXHIBIT 2 INPUT TO WATERLINE MODELING E LO 0 0 0 0 c a m N N N G O) D O L 0 O 7 6 N U ro 4 N U c6 N N N 7 N N O C O U O O) C 0 O X W Calculations of Water Demands Area Daily Daily Lot Demand demand Total Daily I Average I Peak Lot 1 137 6,732 1,403 8,135 5.65 Lot 2 1.56 5,616 1,170 6,786 4.71 Lot 3 2.01 7,236 1,508 8,744 6.07 Demand b Method 3 Lot Area Daily Average Peak Demand Demand Demand (acres) (gallons) (gpm) (gpm) Lot 1 1.87 13,090 9.09 36.36 Lot 2 1.56 10,920 7.58 30.33 Lot 3 2.01 14,070 9.77 39.08 i[ 0 Method 3 results in higher demand than Method 2 and is adopted for water demand EXHIBIT 3 Scenario 1 : No Demand Node Su Node Number Node Id. Head Pres, Head Pres. Head Base Demand Elevation Balance ft) ft(psi) m ft m 4 Lot-1 474.6 208.1 90.22 0 266.5 0 5 Lot-2 474.6 209.4 90.78 0 265.2 0 6 Lot-3 474.6 207.6 90.00 01 267.01 0 1 Sta10+00 474.6 207.6 90.00 0 1 267.0 1 0 2 Sta10+43.31 474.6 208.1 90.22 01 266.5 1 0 3 Sta12+56.74 474.6 212.1 91.95 01 262.5 1 0 Pine Summary pipe Number Pi e Id. From Node To Node Flow V Diameter Friction Formula (g m) ((fps) inches 1 P1 Sta10+00 Sta10+43.31 0 0 8 DW 2 P2 Sta10+43.31 Sta12+56.74 0 0 8 DW 3 P-Lott Sta10+43.31 Lot-1 0 0 8 DW 4 P-Lot2 Sta10+43.31 Lot-2 0 0 8 DW 5 P-Lot3 Sta10+00 Lot-3 0 0 8 DW Scenario 2: Peak Hour Demand Node Pres. I Pres, I Base Head Head ft ft 474.6 208.1 474.6 209.4 474.6 "Lot-3474.6 207.6 474.6 207.E3.31 474.6 208.16.74 474.E 212.1 To 90.2ft36266090.76 089.99 090.00 090.21 091.94 0 Friction P1 Sta10+00 Sta10+43.31 66.69 0.43 8 DW P2 Sta10+43.31 Sta12+56.74 0 0 8 DW P-Lot1 Sta10+43.31 Lot-1 36.36 0.23 8 DW P-Lot2 Sta10+43.31 Lot-2 30.33 0.19 8 DW P-I nt8 Sta10+00 Lot-3 39.08 0.25 8 DW Scenario 3: Peak Hour Demand plus Fire Flow I1.._ _r,,T... Node Number Node Id, Head Pros. Head Pres. Head Base Demand Elevation Balance ft ft(psi) m ft m 7 Fire nozzle 268.5 0 0.00 -1500 268.5 0 4 Lot-1 471.8 205.3 88.97 -36.36 266.5 0 5 Lot-2 471.8 206.6 89.53 -30.33 265.2 0 6 Lot-3 474.6 207.6 90.00 -39.08 267 0 1 Sta10+00 474.6 207.6 90.00 1605.77 267 0 2 Sta10+43.31 471.8 205.3 88.97 0 266.5 0 3 Stall 2+56.74 464.3 201.8 87.49 0 262.5 0 Pipe Summary Pipe Number Pipe Id. From Node To Node Q V Diameter Friction Formula (OPM)(fps) inches 1 P1 Sta10+00 Sta10+43.31 1566.69 10.00 8 DW 2 P2 Sta10+43.31 Stall 2+56.74 1500 9.57 8 DW 3 P-Lott Sta10+43.31 Lot-1 36.36 0.23 8 DW 4 P-Lot2 Stall 0+43.31 Lot-2 30.33 0.19 8 DW 5 P-Lot3 Sta10+00 Lot-3 39.08 0.25 8 DW Water Line Report ISM Tower Point Infrastructure Development Phase 12, Lots 1-3, Block 2 College Station, Texas Prepared for: Weiner Development Corporation Prepared by: Walter P. Moore & Associates, Inc. 1301 McKinney, Suite 1100 Houston, TX 77010 Walter P. Moore and Associates, Inc. TBPE Firm Registration No. 1856 req�s��l n, ,a 4 4 ANDRES A. SALAZAR "all. 95010 : ,o 5/27/2011 �/;V May 2011 TABLE OF CONTENTS WATERLINE OVERVIEW.......................................................................................2 PROJECT DESCRIPTION......................................................................................2 EXISTINGCONDITIONS.........................................................................................2 PROPOSED SITE CONDITIONS.............................................................................2 WATERLINE ANALYSIS.........................................................................................3 APPENDIX.............................................................................................................6 Note: This report supersedes the reports dated May 13, 2011 and older. WATER LINE OVERVIEW The water line is to serve Tower Point Subdivision Phase 12, Lots 1-3, Block 2 located in College Station Texas. The water line has been prepared in general conformance with the requirements of College Station and TxDOT. The purpose of the report is to verify water line pressures and velocities of the proposed water line system serving the commercial development for this phase. This water line analysis consists of this narrative plan, the accompanying exhibits included in the appendices. PROJECT DESCRIPTION The site is located is at approximately Latitude 300 33' 48" N and Longitude 96' 15' 57" W determined using the USGS map. The site is located in the Wellborn SE Quadrangle Brazos County, Texas. The site slopes from north to south of the property. EXISTING CONDITIONS The site of the project is located approximately 2,900 feet from the northwest corner of the intersection of Highway 6 and Highway 40 in College Station, Texas. The site is bounded by Arrington Road to the north, Highway 6 to the east, and the detention Area of Phase 14, Lot 4, Block 2 on the west and south. The project size is approximately 5.44 acres in size and is currently not developed. The site consists of primadly rocky soil with minimal vegetation. PROPOSED SITE CONDITIONS Proposed development consists of a restaurant and commercial retail shops with associated parking, drives, sidewalk, and landscaping. The public infrastructure being constructed consists of Water Line Report Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 2 new private roadways, public water mains, public storm sewer systems, and public sanitary sewer systems. The new 8" PVC public waterline to serve the proposed lots will be connected to an existing 12" PVC water line system running east - west along the south side of Arrington Road. The tie-in location will be approximately 325' west of Highway 6. The new water line extension will extend south to serve future development on lots 1, 2, and 3 (See Exhibit 1). WATERLINE ANALYSIS Analysis Procedures The analysis procedure used for this waterline system is using the Hardy Cross method determining the waterline flows (gpm), residual pressures (psi), and velocities (fps). Static pressures are higher than residual pressures as the system is impacted by a water now demand. Calculations were performed with the program EPANET. Required and Design Waterline Criteria for Restaurant and Commercial Developments ➢ The required fire demand is 2,500 gpm. This demand can be split in 1,000 gpm in one existing hydrant in Arrington Dr and 1,500 gpm in one proposed hydrant in the development. In this case, the model included the existing fire hydrant. ➢ The required fire hydrant residual pressure is 20 psi. The maximum velocity is 12 fps, maximum velocity may be increased on a case by case basis. ➢ Normal Flow (Average Daily Flow) is calculated using Method #3, Gross Area Determination, which assumes 7000 gallons/day per acre of lot. Fire hydrants are excluded in the normal flow scenario and only water service use from each lot is considered. Demands using Water Line Report Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 3 Method #2 were calculated, but the demands resulted in lower values than Method #3 and therefore, method #3 was adopted. Water demands are presented in Exhibit 2, The Peak Hourly Flow is four times the Average Daily Flow. Existing Analysis The existing 12" water line runs east -west along the south side of Arrington Road, near the intersection of Highway 6. A hydrant test conducted by the City of College Station on April 13, 2011 indicated a residual pressure of 90 psi for a flow of 1,500 gpm. The new waterline analysis below utilized this existing water line pressure information. Proposed Analysis The proposed 8" PVC waterline connects to the existing 12" water line running east -west along the south side of Arrington Road, near the intersection of Highway 6. The proposed line was analyzed under the following scenarios: Scenario 1: No demand. This results in the highest hydrostatic pressure in the system. Scenario 2: Peak hour demand. This reflects typical conditions during periods of high demand. Scenario 3: Peak hour demand plus fire flow. A worse -case scenario, stressing normal conditions with fire flow demand. The peak flow residual pressure is in the order of 88 psi. The residual pressures are much greater than the required 40 psi for the peak flow calculation. The velocity within the 8" waterline is less than 0.5 fps for the normal conditions. The maximum velocity adding fire flow is 10 fps, which is within the acceptable limits. Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 4 CONCLUSION The new waterline system as proposed has adequate pressure and velocities to provide the water services to the new lots under all scenarios analyzed. Water Line Report Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 5 APPENDIX Exhibit 1....................................................................Proposed Waterline Layout Exhibit 2................................................................... Input Data for Waterline Modeling Exhibit 3......................................................................... Results of Waterline Modeling Water Line Report Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 6 EXHIBIT 1 PROPOSED WATERLINE LAYOUT PROPOSED WATERLINE LAYOUT C INPUT TO WATERLINE MODELING E m 0 0 6 0 m 0 N N 0 c s 0 s 3 c 0 o- 0 s U N Mo N T U co N O N 3 N N _O c 0 U O cm C 0 O 10 EXHIBIT 3 RESULTS OF WATERLINE MODELING Calculations of Water Demands Demand by Method 2 Lot Area Daily Demand restaurants Daily demand retail Total Daily Demand Average Demand Peak Demand (acres) (gallons) allons gallons (gpm) (gpm) Lot 1 1.87 6,732 1,403 8,135 5.65 22.6 Lot 2 1.56 5,616 1,170 6,786 4.71 18.9 Lot 3 2.01 7,236 1,508 8,744 6.07 24.3 Demand by Method 3 Lot Area Daily Average Peak Demand Demand Demand (acres) (gallons) (gpm) (gpm) Lot 1 1.87 13,090 9.09 36.36 Lot 2 1.56 10,920 7.58 30.33 Lot 3 2.01 14,070 9.77 39.08 Method 3 results in higher demand than Method 2 and is adopted for water demand