HomeMy WebLinkAboutWaterline ReportWaterline Report
for
Tower Point Infrastructure Development
Private Drive A & B — Lots 7, 8, & 9
College Station, Texas
Prepared for:
Weiner Development Corporation
Prepared by::
Walter P. Moore & Associates, Inc.
920 Main Street, 10" Floor
Kansas City, Missouri 65104
TBPE Firm Registration No. 1856
June 7, 2010
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SIN31NOOJO DO9VI
WATERLINE OVERVIEW
Introduction
The waterline has been prepared for the Tower Point Infrastructure Development Private Drive
& B Lots 7, 8, &<9 located in College Station Texas:
The waterline has been prepared in general conformance with the requirements of College
Station.
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 1 ongitude 96' 15' 40" W
determined using the USES map. The site is located in the Wellborn SE Quadrangle Brazos
County, Texas. The site slopestothe north of the property.
Tower Point Infrastructure Development Lots 7, 8,.
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SNOLLIGNOO ONIlSIX3
Required and Design Waterline Criteria for Commercial Developments
2 The required fire hydrant demands are 25009pm per hydrant, or 1250gpm per hydrant fort
hydrants within 600 feet of each other. The design of each hydrant is1500gpm, which is
30009pm for 2hydrants and 4 hydrants are proposed within 600 feet of each other.
r The required fire hydrant; residual pressure is20psi.
`r The maximum velocity is 12fps, maximum velocity maybe increased on acase -by ease.
basis.
Existing Analysis
The existing 24" waterline noted as R-036 at the water tower has a flaw of 1350gpm and a
residual and static pressure of 88psi provided by the City of College Station. The existing 12"
waterline noted as R-06 has a flow of 1590gpm and a residual and static pressure of 104psi
and 106psi respectively at the south portion of Arrington Road round -about, The new waterline
analysis below utilized the existing waterline pressure from the Tower Point Infrastructure
Development Waterline Report dated November 10, 2009 to calculate pressures along the
waterline noted as BA within the calculations.
Proposed Analysis
The proposed 12" PVC waterline, is along Private Drive "A" with 2 fire hydrants with calculated
pressures, velocities, flaws; and flow demands. The residual pressures range from 88psi to
83psf. The residual pressures are much greater than the required 20psi for all the hydrant flow
demands The velocfties range from 1.Ofps to 8.Ofps which is lower than 12fps. The elevation
change within the system is less than the frictional losses reducing the pressures slightly from
the existing pressure at the connection point (see exhibit #3 for calculations).
Future Development
Waterline Report
Tower Point Infrastructure Development Lots 7, 8, & 9 .... ....... Page 4
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APPENDIX
Exhibit 1............... - .................. — ....... -- ...... ......:......Existing Waterline Data & Layout
Exhibit 2 ......... .......... ......... -- .... Proposed Waterline WNet Model Layout
Exhibit 3 ............... — ....... ...... ........... ............... Proposed Waterline Calcularions
Waterline Report
Tower Point infrastructure Development Lots 7, 8, & 9 ......... .................. .. Page 6
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