HomeMy WebLinkAboutWaterline Report . 1
Waterline Report
for
Tower Point Infrastructure Development
Private Drive G & H
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 07, 2010
Revised August 2, 2010
Revised September 7, 2010
Revised November 5 2010 : 0%i
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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 and velocities of the proposed
waterline system serving the commercial development for this phase.
I his 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.
Waterline Report
Tower Point Infrastructure Development Drive G Page 2
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 site of the project is located appr 600 feet from the west currier of the intersection of
Highway 6 and Highway 40 in College Station. Texas. The site is bounded by Private Drive "C" to
the north, Highway 40 to the south, and Arrington Road on the west.
The project size is approximately 11.89 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 private
roadways, public water mains, public storm sewer systems, and public sanitary sewer systems.
The new 12" PVC public waterline will be connected to an existing 12" waterline system located at
Private Drive "C ", extending along Private Drive "G ", connecting, and looping the existing 12"
waterline system on Arrington Road just north of Hwy 40. Two fire hydrant connections are at
Sta =14 +27 and Sta =19 +56 along Drive G and H (See Exhibit 1 for locations).
WATERLINE ANALYSIS
Analysis Procedures
Waterline Report
Tower Point Infrastructure Development Drive G Page 3
The analysis procedures used for this waterline system is using WNet software 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.
Required and Design Waterline Criteria for Commercial Developments
The required fire hydrant demands are 2500gpm per hydrant, or 1250gpm per hydrant for 2
hydrants within 600 feet of each other. The design of each hydrant is1500gpm, which is
3000gpm for 2 hydrants and 4 hydrants are proposed within 600 feet of each other.
• The required fire hydrant residual pressure is 20psi.
% The maximum velocity is 12fps, maximum velocity maybe increased on a case by case
basis.
• Normal Flow (Avg Daily Flow) is calculated using Method #3 Gross Area Determination =
Lot Area (acres) * 7000 gpd /acre ). Fire hydrants are excluded in this calculation only water
service use from each lot is considered. Disclaimer: Normal flow is not calculated using
Peak Hourly Flow as indicated in the Design Guidelines 2009 Domestic Waterline "Normal
Flow" section p.4 per the city's request. Normal flow is requested by the city to use Avg
Daily Flow.
• Peak Hourly Flow is ( Avg Daily Flow ' 4 ). Fire hydrants are included in this calculation.
Existing Analysis
The existing 24" waterline noted as R -036 at the water tower has a flow 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 per water
department records. The new waterline analysis below utilized the existing waterline pressure
from the Tower Point Infrastructure Development Waterline Report dated November 10, 2009
Waterline Report
Tower Point Infrastructure Development Drive G Page 4
and the Private Drive "A" Waterline Report to calculate pressures along the waterline noted as G
within the calculations.
Proposed Analysis
The proposed 12" PVC waterline is connected at the intersection of Private Drive "C" and "G ",
extends along Private Drive "G" to the west, and connects to the existing 12" waterline at the
intersection of Private Drive "G" and Arrington Road.
The normal flow (Avg Daily Flow) residual pressures range from 79.3psi to 102.7psi and
velocities 5.3fps to 5.5fps.
• The peak flow residual pressures range from 73.8psi to 101.0psi and velocities 0.5fps to 8.7fps.
The residual pressures are much greater than the required 20psi for the hydrant flow demands,
which is the peak flow calculation. The velocities within the 12" waterline range between 0.5fps
8.7fps for the normal and peak flow calculations. 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 #3 for calculations). An air relief valve is located at the high
point Sta= 15 +10.
Conclusion
The new waterline system has adequate pressure, flow demands, and velocities to provide
waterline services and fire flows to the proposed development. In addition, the new waterline
system will does not require an air release valve, but an air release valve has been add at the
high point Sta 15 +25.
Waterline Report
Tower Point Infrastructure Development Drive G Page 5
. .
. .
APPENDIX
Exhibit 1 Proposed Waterhne Layout
Exhibit Proposed Waterline VVNet Model Normal Flow (Avg Daily How) & Peak How
Exhibit Proposed Waterline GaIcuations Normal Flow (Avg Daily How) & Peak Flow
Waterline Report
Tower Point Infrastructure Development Drive G Page 6
, . .
EXHIBIT 1
Waterline Report
Tower Point Infrastructure Development Drive G Page 7
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Waterline Report
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EXHIBIT 3
Waterline Report
Tower Point Infrastructure Development Drive G Page 9
Normal Flow Per City Interpretation is Avg Daily Flow for All Service Lines Minus the Hydrants
(Avg Daily
Node Residual Flow) Base
Number Node Id. Head Pres. Head Elevation Demand Balance Notes
(ft) (psi) (ft) (gpm) (gpm)
11 BA 0 +00 492.6 94.3 275 0.0 0
15 BA 10 +00 482.4 87.3 281 -9.8 0
16 BA 11 +37 480.5 85.6 283 0.0 0 �.
17 BA 11 +72 479.2 85 283 -7.2 0
12 BA 4 +66 488.8 93.1 274 -8.1 0
13 BA 5 +69 487.1 91.5 276 0.0 0
14 BA 7 +24 485.1 89.8 278 -9.4 0
18 G 10 +00 493.1 84.3 298.5 0.0 0
30 G 11 +27 496 84.3 301.5 -4.7 0
19 G 12 +85 498.7 81.8 310 -5.5 0
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20 G 14 +71 502.9 79.7 319 -4.5 0
21 G 16 +00 505.5 81.5 317.5 -25.5 0
22 G 16 +95 507.9 83.6 315 -5.6 0
23 G 17 +82 509.8 85.5 312.5 0.0 0
24 G 19 +00 512.4 88.2 309 -3.5 0
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25 G 21 +00 516.8 92.9 302.5 -8.3 0 _--.
29 G 22 +75 519.8 97 296 -5.4 0
26 G 23 +80 522.3 100 291.5 -8.4 0
27 G 24 +93 524.4 102.7 287.5 0.0 0
28 R 062 527 104 287 1940.6 0 Connection to main
9 R -036 475 65 325 - 3127.4 0 Connection to main
8 R -06 492.6 90 285 1292.7 0 Connection to main
6 W1 -10 +00 482.9 72.8 315 0.0 0
5 W1 -10 +57 482 73.7 312 0.0 0
4 W1 -16 +04 479.5 76.9 302 0.0 0
3 W1 -20 +96 477.1 75.5 303 0.0 0
2 W1 -22 +14 476 81.1 289 0.0 0
1 W1 -24 +38 475.6 80.9 289 0.0 0
7 W2 -13 +00 484.6 80 300 0.0 0
10 W3 -10+94 484.6 77.4 306 0.0 0
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Normal Flow Per City Interpretation is Avg Daily Flow for All Service Lines Minus the Hydrants
Average
peak WNET
Acres of Demand demand in demand In
Station Property gpd gpm cfs Notes
11 +27 11 +27 0.97 6790 4.7 - 0.01051 Lot 15
12 +85 12 +85 1.14 7980 5.5 - 0.01235 Lot 16
14 +71 14 +71 0.93 6510 4.5 - 0.01007 Lot 17
16 +00 16 +00 5.24 36680 25.5 - 0.05676 Lot 27
16 +95 16 +95 1.15 8050 5.6 - 0.01246 Lot 18
17 +82 17 +82 0 0 0.0 0.00000 Hydrant
19 +00 19 +00 0.71 4970 3.5 - 0.00769 Lot 19
19 +56 19 +56 0 0 0.0 0.00000 Hydrant
21 +00 21 +00 1.71 11970 8.3 - 0.01852 Lot 20
22 +75 22 +75 1.12 7840 5.4 - 0.01213 Lot 21
23 +80 23 +80 1.73 12110 8.4 - 0.01874 Lot 22
14.70
Average Demand = 7000 gpd /acre
PEAK FLOW WATERLINE CALCULATIONS w /SERVICE & HYDRANT DEMANDS
(Peak Hourly
Node Residual Flow)
Number Node Id. Head Pres. Head Elevation Demand Balance Notes
(ft) (psi) (ft) (gpm) (gpm)
11 BA 0 +00 492.1 94.1 275 0 0
15 BA 10 +00 475.8 84.5 281 -39 0
16 BA 11 +37 474.8 83.1 283 -1499 0
17 BA 11 +72 474.8 83.2 283 -29 0
12 BA 4 +66 482.9 90.6 274 -32 0
13 BA 5 +69 478.5 87.8 276 -1499 0
14 BA 7 +24 477.3 86.4 278 -38 0
18 G 10 +00 488.4 82.3 298.5 0 0
30 G 11 +27 488.3 81 301.5 -19 0
19 G 12 +85 488.3 77.3 310 -22 0
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20 G 14 +71 z
.W!Y $ S&u w• - - -_ Hr i (§^ , 4'i 'Y .6.". % v_:i- • . J "4 , � 489.3 73.8 319 -18 _ 0
21 G 16 +00 490.6 75 317.5 -102 0
22 G 16 +95 492 76.7 315 -22 0
23 G 17 +82 493.2 78.3 312.5 0 0
24 G 19 +00 494.7 80.5 309 -14 0
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25 G 21 +00 502.2 86.6 302.5 -33.3 0
29 G 22 +75 509.3 92.4 296 -21.8 0
26 G 23 +80 515.4 97.1 291.5 -33.6 0
27 G 24 +93 520.6 101 287.5 0 0
28 R 062 527 104 287 3073.9 0 Connection to main
9 R -036 475 65 325 497.1 0 Connection to main
8 R -06 492.6 90 285 4350.9 0 Connection to main
6 W1 -10 +00 479.8 71.4 315 0 0
5 W1 -10 +57 479 72.4 312 0 0
4 W1 -16 +04 476.9 75.8 302 0 0
3 W1 -20 +96 474.9 74.5 303 -1500 0 Hydrant
2 W1 -22 +14 474.9 80.6 289 0 0
1 W1 -24 +38 474.9 80.6 289 0 0
7 W2 -13+00 481.2 78.6 300 0 0
10 W3 -10 +94 481.2 76 306 0 0 -■_
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PEAK FLOW WATERLINE CALCULATIONS w /SERVICE & HYDRANT DEMANDS
Houly
peak WNET
Acres of Demand demand in demand In
Station Property gpd gpm cfs Notes
11 +25 11 +25 0.97 6790 19 0.042 Lot 15
12 +75 12 +75 1.14 7980 22 0.049 Lot 16
14 +75 14 +75 0.93 6510 18 0.040 Lot 17
16 +00 16 +00 5.24 36680 102 0.227 Lot 27
16 +95 16 +95 1.15 8050 22 0.050 Lot 18
17 +82 17 +82 0 1500 3.342 Hydrant
19 +00 19 +00 0.71 4970 14 0.031 Lot 19
19 +56 19 +56 0 1500 3.342 Hydrant
21 +00 21 +00 1.71 11970 33 0.074 Lot 20
22 +75 22 +75 1.12 7840 22 0.049 Lot 21
23 +80 23 +80 1.73 12110 34 0.075 Lot 22
Average Demand = 7000 gpd /acre
Max Demand in gpm = Average demand in gpm x 4.0