HomeMy WebLinkAboutWaterline Report Water Line Report
for
Tower Point Infrastructure Development
Lots 4,5 and 6
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
OF 7
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j ANDRES A. SALAZAR ■
4 950'
04 I,li \� ,,,� A ` ��„: 6/27/2012
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Revised June 27, 2012
TABLE OF CONTENTS
WATER LINE OVERVIEW 2
PROJECT DESCRIPTION 2
EXISTING CONDITIONS 2
PROPOSED SITE CONDITIONS 2
WATERLINE ANALYSIS 3
RESULTS 5
CONCLUSION 5
APPENDIX 6
TOWER POINT DEVELOPMENT
LOTS 4, 5, AND 6
WATER LINE REPORT
WATER LINE OVERVIEW
A new 6 -inch PVC water line is to serve Tower Point Subdivision Phase 15, Lots 4, 5, and 6 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 that the pressures
and velocities of the proposed water line system are within acceptable limits under normal
operations and fire flow conditions.
PROJECT DESCRIPTION
The 4.2 -acre commercial development project is located approximately 1 /4 mile south from the
intersection of Highway 6 and Arrington Road in College Station, Texas. The site is bounded by
Arrington Road to the north, Highway 6 to the east, and the recently constructed "Tower Point Drive
A" to the south.
The geographic coordinates are approximately Latitude 30° 33' 42" N and Longitude 96° 15' 44" W
as determined using georeferenced maps in ArcGIS. The site is located in the Wellborn SE
Quadrangle Brazos County, Texas.
EXISTING CONDITIONS
The project site is currently not fully developed. The site consists of primarily rocky soil with minimal
vegetation.
PROPOSED SITE CONDITIONS
Proposed development consists of commercial retail shops with associated parking, drives,
sidewalk, and landscaping. The public infrastructure being constructed consists of new private
roadways, public water mains, public storm sewer systems, and public sanitary sewer systems.
Water Line Report
Tower Point Infrastructure Development - Phase 15, Lots 4,5 and 6 Page 2
The new 6 -inch PVC public waterline will be connected to an existing 12" PVC pipe on the recently
constructed "Tower Point Private Drive A ". The tie -in location will be approximately 137 feet south.
of the intersection of Private Drive A and Private Drive B (See Exhibit 1).
WATERLINE ANALYSIS
Analysis Procedures
The analysis procedure for this waterline system is using a flow network solution method to
determine the waterline flows (gpm), residual pressures (psi), and velocities (fps) under different
scenarios. 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.
➢ The required fire hydrant residual pressure is 20 psi.
➢ The maximum velocity is 12 fps, which may be increased on a case by case basis.
➢ Normal Flow (Average Daily Flow) is calculated using Method #3, Gross Area Determination,
which assumes 7,000 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
Method #2 were calculated, but the demands resulted in lower values than Method #3 and
therefore, method #3 was adopted.
➢ The peak hourly flow is four times the Average Daily Flow.
Peak Hour Demand
The peak hourly flows for each lot are as follows:
Table 1. Peak Hour Demand
Method 2 Method 3 (Adopted)
Average Peak Average Peak
Daily Flow Demand Daily Flow Demand
Lot Acres People (gpm) (gpm) (g /day) (gpm)*
4 2.00 60 6,000 16.7 14,000 38.9
5 0.75 22.5 2,250 6.3 5,250 14.6
6 1.46 43.8 4,380 12.2 10,220 28.4
Water Line Report
Tower Point Infrastructure Development - Phase 15, Lots 4,5 and 6 Page 3
Hydrant Test Results
The existing 12" water line to which the proposed 6 -inch line ties to runs parallel to "Tower Point
A ". A hydrant test was conducted by the City of College Station on Tuesday June 26, 2012 on
Hydrants R094 and R095, both located along "Tower Point Drive A ". This test had a flow of
approximately 1,500 gpm at hydrants R094 and R095 and indicated a residual pressure of 85 psi
at both hydrants. These values are representative of the pressure available to the new 6 -inch
waterline system. Both hydrants are relatively close to the site and were included in the analysis.
Analysis of Proposed Conditions
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 the fire flow demand of 2,500 gpm.
Based on the hydrant test results, the analysis for each scenario assumed the following:
• For Scenario 1, a pressure of 98 psi (static pressure) was assumed at Hydrants R094 and R095.
All demands from the system are zero.
• For Scenario 2, a pressure of 85 psi (residual pressure) was assumed at Hydrants R094 and
R095, with all lots demanding the peak hour demand from Table 1.
• For scenario 3, the fire demand of 2,500 gpm can be split in 1,000 gpm at the proposed
hydrant at the end of the waterline (near Lot 4) and 1,500 gpm at the existing Hydrant R095
near the connection point in "Tower Point Drive A ". A pressure of 85 psi (hydrant residual
pressure operating at 1,500 gpm) was assumed at location R094 and R095, with all lots
demanding the peak hour demand from Table 1 and an additional fire flow demand of 1,000
gpm at the proposed hydrant near Lot 4. Notice that the residual pressure of 80 psi at R094
and R095 already includes the impact of a demand of 1,500 gpm at that point and therefore,
this demand does not need to be included in the model input.
Water Line Report
Tower Point Infrastructure Development - Phase 15, Lots 4,5 and 6 Page 4
RESULTS
Detailed results are included in Exhibit 3. The pressures for Scenario 1, No Demand, are within
acceptable levels, between 95 and 99 psi. Maximum velocities for Scenario 3, Maximum Demand,
stay below the allowable 12 fps. Pressures are above 68 psi.
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.
i
Water Line Report
Tower Point Infrastructure Development - Phase 15, Lots 4,5 and 6 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 15, Lots 4,5 and 6 Page 6
EXHIBIT 1
PROPOSED WATERLINE LAYOUT
WALTER P MOORE
N 'A_,ER Ar
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PROJECT NAME
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HIGH1 SCALE: 1• -30
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LEGEND
TOWER POINT
- -
' % EXISTING PROPOSE) INFRASTRUCTURE
------ / - . °= of Pavement PLANS FOR
--
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Number O PHASE 15, LOTS
m Sewer/MH Inlet �-- 4,5,6 BLOCK 3
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w Line/Fire Hydrant/Volve - -s —k} - ---Q4.- IN ASSOCIATION wlrR
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,tp r 1 4 0 ! k t PROPOSED 25 WIDE + TP 42.25 ,� �- WEINER R hed Grade ♦'� "61 PRIVATE ACCESS _EASEMENT ' / .5 FG 42.25 DEVELOPMENT
& PUBLIC UTILITY EASEMENT % Linerate + " 4225
;, Number r CORPORATION FL
w o � 11 Sheet Number ®i 520 POST OAK BOULEVARD
STM SWR LINE, ST -2 SUITE 850
R
L. SHEET C5.4) ` C ,
NaO° HOUSTON, TEXAS 77027
/ ` , J PHONE: 713 - 623 -0188
-- '� FAX: 713 - 623 -0178
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SEE SITE PACKAGE FOR ONSITE UTILITY CONSTRUCTION DETAILS
PROPOSED 15' f SEE SITE PACKAGE FOR ROADWAY CONSTRUCTION DETAILS.
WIDE PUBLIC
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(RE: SHEET C5.6) . r -- .
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(RE: SHEET C5.5) = '.4,----/
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(RE: SHEET C5.1) ° c \� NO DATE REVISION
, \ i - 01 -03 -2012 CITY SUBMITTAL
s Y 01-27-2012 CITY SUBMITTAL
STIU SWR LINE ST -1
(RE: SHEET C5.3)
\ \ \ �. � DESIGNED BY - -
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REVIEWED BY _....... ___. ...-
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GENERAL CONTRACTOR FOR DATE
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; 12 -26 -2011
ENIS SHOWN ON THIS SHEET WERE ACTUALLY BUILT, AND THAT S HEET TITLE
NOVEAENIS ARE SHOWN SUBSTANTIALLY HEREON. I FER®Y
THAT TO TFE BEST OF TAY KNOWLEDGE THAT THE YATT]ZIALS CIVIL SITE
. Y SIZES OF wwUFACIMS) IBS. 1 ANY ARE
OVERALL
UTILITY PLAN
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CONTRACTOR C5.0
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1 0 2012 WALTER 0 MOOPE ALES INC
EXHIBIT 2
INPUT TO WATERLINE MODELING
MODELING SCHEMATIC AND NAMING CONVENTION
Lot4_And_Hydr
4 \3
Lots
2
Lath
1
5 R095
Tee12x6
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EXHIBIT 3
RESULTS OF WATERLINE MODELING
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