HomeMy WebLinkAboutWater 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. Moore and
Associates, Inc. T3PE Firm
Registration No, 1856
OF ,re`ys'�1�
ANDRES A. SALAZAR,%
\► �e..... '~� 5/13/2011
e/3v
May 2011
TABLE OF CONTENTS
WATERLINE OVERVIEW.......................................................................................2
PROJECT DESCRIPTION......................................................................................2
EXISTING CONDITIONS........................................................................................2
PROPOSED SITE CONDITIONS.............................................................................3
WATERLINE ANALYSIS.........................................................................................3
APPENDIX............................................................................................................. 6
Note: This report supersedes the report dated April 27, 2011.
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 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 5.44 acres in size and is currently not developed. The site consists
of primarily rocky soil with minimal vegetation.
Water Line Report
Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 2
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
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 WNET.
,JCAJ fnS sViovjv) IV,
Required and Design Waterline Criteria for Restaurant a d Col
Required O fl C'1 rlc�1 T�
{
➢ The required fire hydrant demands are 1,500 gpm per hydrant, or 750 gpm per hydrant for
2 hydrants within 600 feet of each other. In this case, there is only one hydrant and a
demand of 1,500 gpm was used.
➢ 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.
Water Une Report
Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 3
➢ 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 this 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. 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"
Tower Point Infrastructure Development - Phase 12, Lots 1-3, Block 2 Page 4
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.
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
_00JOWNMW
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
FWAMIR-owns
PROPOSED WATERLINE LAYOUT
PROPOSED WATERLINE LAYOUT
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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
(gpm)
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
2.01
7,236
1,508
8,744
6.07
1 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
FVF
RESULTS OF WATERLINE MODELING
Scenario 1 : No Demand
Node
Number
Node Id,
Head
Pres.
Head
Pres.
Head
Base
Demand
Elevation
Balance
ft
(ft)(psi)
(gpm)
(ft)
(gpm
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
0
267.0
0
1
Sta10+00
474.6
207.6
90.00
0
267.0
0
2
Sta10+43.31
474.6
208.1
90.22
0
266.5
0
3
Sta12+56,74
474.E
212.1
91.95
0
262.6
0
Pipe Summar
Pipe
Number
Pipe Id.
From Node
To Node
Flow
V
Diameter
(gpm
(fps)
inches
1
P1
Sta10+00
Sta10+43,31
0
0
8
NDW
2
P2
Sta10+43.31
Sta12+56.74
0
0
8
3
P-Lott
Sta10+43.31
Lot-1
0
0
8
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 mary
Node
Number
Node Id.
Head
Pres.
Head
Pres.
Head
Base
Demand
Elevation
Balance
(ft)
(si
(gpm)
(ft)
g m
4
Lot-1
208.1
90.2
-36.36
266.5
0
5
Lot-2
K474.6
209.4
90.76
-30.33
265.2
0
6
Lot-3
207.6
89.99
-39,08
267
0
1
Sta10+00
207.6
90.00
105.77
267
0
2
Sta10+43,31.
208.1
90.21
0
266.5
0
3
Sta12+66.74
474.E
212.1
91.94
0
262.5
0
Pipe Summar
Pipe
Number
Pipe Id.
From Node
To Node
Q
V
Diameter
Friction
Formula
(gpm)f
s
(inches)
1
P1
Sta10+00
Sta10+43.31
66.69
0.43
8
DW
2
P2
Sta10+43.31
Sta12+56.74
0
0
8
DW
3
P-Lott
Sta10+43,31
Lot-1
36.36
0.23
8
DW
4
P-Lot2
Sta10+43.31
Lot-2
30.33
0.19
8
DW
5
P-Lot3
Sta10+00
Lot-3
39.08
0.25
8
DW
Scenario 3: Peak Hour Demand plus Fire Flow
IR.r.M- *5 iTi1 7,
Node
Number
Node Id.
Head
Pres.
Head
Pres.
Head
Base
Demand
Elevation
Balance
ft
(ft)
(psi)
(gpm
ft
(gpm)
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
Sta12+56.74
464.3
201.8
87.49
0
262.5
0
Pipe Summa
Pipe
Number
Pipe Id.
From Node
To Node
Q
V
Diameter
Friction
Formula
(gpm)
(fps)
(inches)
1
P1
Sta10+00
Sta10+43.31
1566.69
10.00
8
DW
2
P2
Sta10+43.31
Sta12+56.74
1500
9.57
8
DW
3
P-Lott
Sta10+43.31
Lot-1
36.36
0.23
8
DW
4
P-Lot2
Sta10+43.31
Lot-2
30.33
0.19
8
DW
5
1P Lot3
Sta10+00
Lot-3
39.08
0.25
8
DW
Water 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
P. Moore dnd
Inc. TOPE Firm
Hon No, 1858
ANDRES A. SALAZAR
5/27/2011
1/�zv
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 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 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 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 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 at one
existing hydrant on Arrington Dr and 1,500 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 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 Una 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.
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
/_1=00117►7
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
PROPOSED WATERLINE LAYOUT
PROPOSED WATERLINE LAYOUT
EXHIBIT 2
INPUT TO WATERLINE MODELING
MODELING AND NAMING CONVENTION
Dry 1. tzpa AM
Existing Hydrant
Modeling of friction loss uses Darcy-Weisbach equation with roughness equal to 0.005 milifeet.
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 7q4
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
EXHIBIT 3
RESULTS OF WATERLINE MODELING
Scenario 1- No 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
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 Lot2
262.5
0
0
475
92.1
Junc Lott
266.5
0
0
475
90.3
JuncSta10+43
266.5
0
0
475
90.3
Junc Lot3
262.5
0
0
475
92.1
Junc Hyd1
267.0
0
0
475
90.1
Resvr PipeFeed
475.0
kN/A
01
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
Junc Sta10+00
267.0
0
0
474.99
90.1
Junc Sta12+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
Junc Sta10+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
Resvr PipeFeed
475.0
#N/A
-105.77
475.00
0.0
Scenario 3 - Peak Hour Demand Plus Fire Flow
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
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
1 701
8
0.005
39.08
0.25
0.05
0.037
Pipe 6
1 11
8
0.005
30.33
0.191
0.61
0.699
Pipe 7
1 101
12
0.005
2605.771
7.391
10.63
O.o13
Network Table - Nodes
Elevation
Base
Demand
Demand
Head
Pressure
Node ID
ft
GPM
GPM
ft
psi
JuncSta10+00
267.0
0.00
0.00
473.88
89.6
JuncStal2+56
262.5
1500.00
1500.00
464.83
87.7
Junc Lott
262.5
30.33
30.33
464.83
87.7
Junc Lott
266.5
36.36
36.36
470.91
88.6
Junc Sta10+43
266.51
0.001
0.001
470.91
88.6
Junc Lot3
262.51
39.081
39.081
470.91
90.3
1uncHydl
267.01
1000.001
1000,001
474.89
90.1
Resvr PipeFeed
475.0
#N/A
1 -2605.771
475.00
0.0