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Home My WebLink AboutWater ReportWaterline Report for Tower Point Infrastructure Development College Station, Texas Prepared for: Weiner Development Corporation Prepared by: Walter P. Moore & Associates, Inc. 920 Main Street, 10 Floor Kansas City, Missouri 65104 October 7, 2009 INTERIM REVIEW ONLY Document Incomplete: Not intended for permit or construction. Engineer KEVIN P. SULLIVAN, P.E. P.E. Serial No : 1 0241 9 Date 10 — O7 - 09 Walter P. Moore and Associates, Inc. TBPE Firm Registration No. 1856 TABLE OF CONTENTS WATERLINE OVERVIEW 2 PROJECT DESCIPTION 2 EXISTING CONDITIONS 3 PROPOSED SITE CONDITIONS 3 WATERLINE ANALYSIS 4 APPENDIX 5 WATERLINE OVERVIEW Introduction The waterline has been prepared for the Tower Point Infrastructure Development project located in College Station Texas. The waterline has been prepared in general conformance with the requirements of College Station and TxDOT. The purpose of the report is to verify waterline pressures of the proposed waterline system serving the commercial development for this phase. This waterline analysis consists of this narrative plan, the accompanying exhibits included in the appendices. PROJECT DESCIPTION Location and Outfall Information The site is located is at approximately Latitude 30° 33' 31" N and Longitude 96° 15' 40" W determined using the USGS map. The site is located in the Wellborn SE Quadrangle Brazos County, Texas. The site slopes to the west and northwest of the property. EXISTING CONDITIONS The site of the project is located approximately at the west corner of the intersection of Highway 6 and Highway 40 in College Station, Texas. The site is bounded by Highway 6 to the north, Highway 40 to the east and private development to the south and west. The project size is approximately 32 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 commercial retail shops with associated parking, drives, sidewalk, and landscaping. The public infrastructure being constructed consists of new public roadways, public water mains, public storm sewer systems, and public sanitary sewer systems. The new 12.0" PVC public waterline #1 (W1) will be connected to an existing 24" transmission waterline system located along 40 Hwy, which is the south property, looping the system behind the new building of HEB with a connection point on Hwy 6 along the east property line. Another 12.0" PVC waterline extension (W2) will be extended to the northwest from (W1) Sta =10 +85.71 which terminates approximately 307 linear feet on the southwest of Private Drive "C" with a cap. Waterline #2 will be extended in the future to the round -about and connect to the existing waterline system for the future phases. A fire hydrant is connected at Sta =3 +00.49 (W2) and placed on the northeast side of Private Drive "C" (See Exhibit 1). HEB engineers will design the waterline services and fire protection lines within the HEB site. WATERLINE ANALYSIS Existing Analysis The existing 24" waterline along Hwy 40 has a flow of 1590gpm and pressure of 100psi provided by the city. The new waterline analysis below utilized the existing waterline pressure to calculate pressures along the waterlines #1 and #2 within the development. Proposed Analysis The proposed 12.0 PVC waterlines are designated as W1 and W2. W1 has 3 fire hydrants located along this line with pressures calculated and residual pressures. The pressures range from 100psi to 111 psi. W2 has 1 fire hydrant located on the new line with pressures ranging from 100.8psi to 106.8psi. The elevation change within the system is greater than the frictional losses increasing the pressures slightly from the existing pressure at the connection point. See Exhibit #2 for calculations. Future Development The waterline for the future development to the north, northwest, and west of HEB will be designed and submitted to the city for approval as lots are developed for each phase. Conclusion The new waterline system has adequate pressure to provide waterline services and fire flows to the proposed development. APPENDIX Exhibit 1 Waterline Layout Exhibit 2 Proposed Waterline Calculations EXHIBIT 1 EXHIBIT 2 10 +00 W1 Connection 0.00 0.32 318.00 0.00 0.31 230.77 100.00 548.77 549.09 100.00 10 +85.7 W1 Tee 85.70 0.32 315.50 0.60 0.39 232.67 100.83 548.17 548.49 100.83 11 +47.77 W1 22.5° Bend 62.07 0.32 316.00 0.43 0.45 232.34 100.68 548.34 548.65 100.68 12 +32.85 W1 Fire Hydrant 85.08 0.32 312.00 0.59 0.77 236.18 102.34 548.18 548.49 100.39 16 +95.86 W1 Fire Hydrant 463.01 0.32 302.00 3.22 1.08 243.55 105.54 545.55 545.87 103.58 18 +07.79 W1 45° Bend 111.93 0.32 300.50 0.78 1.21 247.49 107.25 547.99 548.31 107.25 19 +13.32 W1 45° Bend 105.53 0.32 297.80 0.73 1.35 250.24 108.44 548.04 548.35 108.44 21 +79.90 W1 45° Bend 266.58 0.32 304.00 1.85 1.48 242.92 105.26 546.92 547.23 105.26 21 +99.9 W1 Fire Hydrant 20.00 0.32 303.00 0.14 1.80 245.63 106.44 548.63 548.95 104.48 22 +86.88 W1 45° Bend 86.98 0.32 299.00 0.60 1.93 249.16 107.97 548.16 548.48 107.97 23 +05.42 W1 45° Bend 18.54 0.32 297.00 0.13 2.06 251.64 109.04 548.64 548.96 109.04 25 +29.31 W1 Connection 223.89 0.32 289.00 1.56 2.38 258.21 111.89 547.21 547.53 111.89 v (fps) = 4.51 4.26 4.26 Initial Pressure = 100.00 psi K(s) or (E) (table p.248) = 0.000084 0.000084 0.000084 Pressure Head = (P(1) -P(2)) + P /gamma From Moody diagram (HEB) p247 f = 0.022 0.022 0.022 HGL = Elev Head + Pressure Head EGL = Elev Head + Pressure Head + Vel. Head Project: Tower Point Waterline Date: 9/30/2009 File: TP Pressure Line 10- 5- 09.xis WALTER P MOORE (HEB) Hydraulic Eng. Book (Handbook) Handbook of PVC Pipe Determining HGL. EGL. and Pressure Head Fire Flows Q (9pm) = (Needed for Fire Flow) Pressure P (psi) = Assume a Dia (ft) = Q (cfs) _ #9 1500 1.96 1.00 3.54 #2 1500 1.96 1.00 3.34 #3 1500 1.96 1.00 3,34 h (ft) =S * Length of Line A (ft"2? = 0.79 (v) from (HEB) p.648 9(ft/s "2)= s 32.2 6.95E -03 32.2 6.19E -03 32.2 6.19E -03 Kinematic Viscosity v (ft"2 /s) = 1.66E -05 1.66E -05 1.66E -05 0 / s/ a ga Z02 o "0 ti 0 1 c ry O o ,e Calculated By: Shawn Cessna P.E. K Values from 0.79 0.79 Handbook p.282 (Page no.'s referenced by Hydraulic Engineering (Roberson, Cassidy, & Chaudhry) a - a ti� ,0 ° a �r1 O� c 1 (( Initial Pressure from Hwy 40 )) 10 +00 W2 Tee 0.00 0.32 315.50 0.00 0.07 232.68 100.83 548.18 548.50 100.83 13 +00.49 W2 Tee /Fire Hydrant 300.49 0.32 299.50 2.09 0.15 246.60 104.90 546.10 546.41 104.90 13 +07.96 W2 Cap 307.96 0.32 299.50 2.14 0:15 246.54 106.84 546.04 546.36 106.84 6.95E -03 Fire Flows #1 Q (gpm) = 1500 (Needed for Fire Flow) Pressure P (psi) = 1.96 h (ft) =S *Length of Line I Assume a Dia (ft) = 1.00 Q (cis) = 3.54 K Values from Handbook p.282 A (ftA2) = 0.79 v (fps) = 4.51 Initial Pressure = 100.83 psi K(s) or (E) (table p.248) = 0.000084 Pressure Head = ( P(1) -P(2) ) + P /gamma From Moody diagram (HEB) p.247 f = 0.022 HGL = Elev Head + Pressure Head EGL = Elev Head + Pressure Head + Vel. Head Kinematic Viscosity v (ft ^2 /s) = (v) from (HEB) p.648 1.66E -05 g(ft/s ^2)= 32.2 St = 6.95E -03 Project: Tower Point Waterline Date: 9/30/2009 File: TP Pressure Line 10- 5- 09a.xls Calculated By: Shawn Cessna R.E. (HEB) Hydraulic Eng. Book (Handbook) Handbook of PVC Pipe Determining HGL, EGL, and Pressure Head WALTER P MOORE (Page no.'s referenced by Hydraulic. Engineering (Roberson, Cassidy, & Chaudhry) (( Initial Pressure from Waterline #1 at Sta =10 +85.70 ))