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Wa ter & Sewer Report
FOR
CRESCENT POINTE; TRACT 1
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REVISED DECEMBER, 2003 /•o3 �'
Prepared By: di CA°`�ee ,:, 4�,.-,
McClure Engineering, Inc. lk
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1008 Woodcreek Drive, Suite 103 N 4:
College Station, Texas 77845
(979) 693-3838 1z_/i o/03
REVISED WATER AND SEWER REPORT
for
FIRST AMERICAN PLAZA
GENERAL INFORMATION
First American Plaza is being constructed on a 21.7 acre tract of land in east
College Station located at the southeast corner of the intersection of Copperfield Parkway
and FM 60 (University Drive). It is a part of a 55.5 acre parent tract known as Crescent
Pointe, Tract 1. The proposed development calls for a 10-story office building that will
house the headquarters for The Adam Corporation. A motor bank and daycare facility
are also planned for the site. Plans for the remainder of the parent tract are uncertain at
this time, but will likely be developed with other commercial structures that are
compatible with the office complex.
The entire parent tract has recently been cleared in anticipation of construction,
but prior to clearing it consisted of moderately dense woods. The area surrounding the
site is mostly undeveloped pasture except for the property across FM 60 to the north.
That property is part of the Park Hudson Development, which is a commercial
subdivision consisting of office buildings and a small hospital. Park Hudson falls within
the city limits of Bryan.
WATER SYSTEM ANALYSIS
The City of College recently completed an 18" waterline along FM 60 to a point
east of the proposed site. Construction is currently underway on a 12" water line being
built in conjunction with Copperfield Parkway. This line will connect the new 18" line
on FM 60 to an existing 12" line on SH 30. Completion of this new 12" line is
anticipated prior to the development of Crescent Pointe, Tract 1. These two lines will
provide the water supply for the development. The internal water system of the site will
connect to both of these main lines and provide it with two water sources in the event that
one of the main lines must be taken out of service.
Computer modeling of the Crescent Pointe, Tract 1 water system was conducted
using the Kentucky Pipe Network Analysis (KYPIPES). The City of College Station
provided flow test data from a hydrant on the new 18" line near Veterans Park. A copy
WATER AND SEWER REPORT 1
FIRST AMERICAN PLAZA
of their report is shown in Exhibit D. A residual pressure of 80 psi was found at the
hydrant. Since that is the lowest pressure that is likely to be realized on the 18" line, it
was used as the beginning pressure for the computer model.
No pressure or flow data is available on the 12" line currently under construction,
so the model was prepared assuming that the 18" line was the only supply. A portion of
the 12" line adjacent to the proposed development was included in the computer model to
provide a looped connection back to the 18" line along FM 60. When the 12" line is
completed and a connection made to the existing system on SH 30, it will provide the
second water source for the development, which will improve pressure and flow
characteristics at the site.
Water demand for the site was estimated from fixture counts in the office
complex as provided by the architects and from standard commercial flowrate estimates.
The demands were estimated as follows:
• Office Complex 270 gpm
• Motor Bank 25 gpm
• Daycare Facility 25 gpm
A schematic diagram of the water system is shown in Exhibit A. Two computer
models of this system were prepared. The first model evaluates the system under fire
flow conditions in which 2750 gpm are flowing through two fire hydrants (1375 gpm
each). This flowrate was chosen following conversations with the College Station Fire
Marshall for a building of this size and design. In order to simulate a worst case scenario,
the two flowing hydrants are placed at locations where the greatest domestic flows are
anticipated in the building. The minimum pressure allowed by the Texas Commission on
Environmental Quality (TCEQ) is 20 psi. A printout of the model results is shown in
Exhibit B.
The second computer model is an evaluation of the system under static conditions
(peak demand, no fire flows). Under this scenario,the minimum pressure allowed by the
TCEQ is 30 psi. A printout of the model results is shown in Exhibit C.
WATER AND SEWER REPORT 2
FIRST AMERICAN PLAZA
Conclusion
Under both scenarios described above, the water system provides pressures that
greatly exceed the minimum pressures. Under fire flow conditions, the minimum
pressure is 34 psi, and under static conditions the minimum pressure is 62 psi. Both
occur at Node 8 adjacent to the TAC Office Building. These computer models
demonstrate that the proposed water system for First American Plaza is of adequate
size to meet static and fire demands of the proposed buildings. As indicated
previously,the pressure and flow characteristics can be expected to improve once the 12"
water line along Copperfield Parkway is placed in service.
SEWER SYSTEM ANALYSIS
The City of College Station is currently constructing a 12" sewer line in
conjunction with the Copperfield Parkway project. This line will serve as the primary
sewer outfall for First American Plaza. The connection point to the sewer line is at Node
9 on the Sewer Line Schematic shown in Exhibit E.
Sewage flow from the proposed development is computed by fixture counts for
the office complex and by standard commercial flow estimates for undeveloped lots. The
flowrates and line sizes are computed using the spreadsheet shown in Exhibit F. Peaking
factors are also computed by the spreadsheet. They range from 3.09 to 3.64.
Sewer flow from the 22.7 acre site (formerly the hotel/conference center site) is
not included in this analysis. It is assumed all flows from that site will flow directly into
the 12" line being installed under Copperfield Parkway by the City of College Station.
The slopes for each line indicate the computed slopes required to achieve a
velocity of 2.0 feet/sec. In each case, the computed slope is compared to the minimum
slope allowed by TCEQ. As long as the computed slope is lower than the required slope,
the lines can be constructed at the TCEQ minimum slope and still be expected to function
appropriately. Slopes shown in red on Exhibit F meet these criteria.
WATER AND SEWER REPORT 3
FIRST AMERICAN PLAZA
Conclusion
All of the lines in the spreadsheets on Exhibit E have computed slopes shown in
red that are less than the minimum required by TNRCC. Therefore, we conclude that
the lines are adequately sized and will easily carry the sewage flows that are
expected to pass through them.
WATER AND SEWER REPORT 4
FIRST AMERICAN PLAZA
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Exhibit B-Fire Flow Analysis
* * * * * * * * * * * * * * K Y P I P E * * * * * * * * * * * * * *
* University of Kentucky Hydraulic Analysis Program
*
* for the Distribution of Pressure and Flows in Pipe Network Systems **
* FORTRAN VERSION - 3.40 (01/02/91)
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
DATE: 12/ 9/2003
TIME: 15:51: 8
INPUT DATA FILENAME 0018fire.dat
TABULATED OUTPUT FILENAME 0018fire.out
************************************************
SUMMARY OF ORIGINAL DATA
************************************************
U NITS SPECIFIED
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
P IPELINE AND PUMP DATA
PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE
(FEET) (INCHES)
1 0 1 2000.0 18.0 150.0 .00 455.00
2 1 2 1280.0 18.0 150.0 .80
3 2 3 310.0 8.0 150.0 2.30
4 3 4 270.0 8.0 150.0 .80
5 4 5 1160.0 8.0 150.0 .90
6 5 6 100.0 8.0 150.0 2.30
7 5 7 410.0 8.0 150.0 3.10
8 7 8 235.0 8.0 150.0 .80
9 7 9 230.0 8.0 150.0 .80
10 9 10 410.0 8.0 150.0 .80
11 10 11 280.0 8.0 150.0 .80
12 1 11 960.0 12.0 150.0 2.30
13 11 12 250.0 12.0 150.0 .80
14 12 13 300.0 8.0 150.0 2.30
A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED
JUNCTION NODE DATA
JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES
1 .00 293.00 1 2 12
2 .00 306.00 2 3
3 .00 308.00 3 4
4 .00 309.00 4 5
5 .00 308.00 5 6 7
6 .00 308.00 6
7 1375.00 304.00 7 8 9
8 1645.00 311.00 8
9 .00 301.00 9 10
10 .00 297.00 10 11
11 .00 296.00 11 12 13
12 .00 299.00 13 14
13 50.00 303.00 14
Page B - 1
Exhibit B-Fire Flow Analysis
OUTPUT OPTION DATA
OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD
SYSTEM CONFIGURATION
THIS SYSTEM HAS 14 PIPES WITH 13 JUNCTIONS , 1 LOOPS AND 1 FGNS
*************************************
SIMULATION RESULTS
*************************************
THE RESULTS ARE OBTAINED AFTER 3 TRIALS WITH AN ACCURACY = .00029
SIMULATION DESCRIPTION (LABEL)
FIRE FLOW TEST VERIFICATION
Fire Flow Condition of Crescent Pointe Tract One
October, 2003 McCLURE ENGINEERING
PIPELINE RESULTS
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
1 0 1 3070.00 4.31 .00 .00 3.87 2.16
2 1 2 1214.38 .50 .00 .03 1.53 .39
3 2 3 1214.38 6.23 .00 2.15 7.75 20.08
4 3 4 1214.38 5.42 .00 .75 7.75 20.08
5 4 5 1214.38 23.30 .00 .84 7.75 20.08
6 5 6 .00 .00 .00 .00 .00 .00
7 5 7 1214.38 8.23 .00 2.89 7.75 20.08
8 7 8 1645.00 8.28 .00 1.37 10.50 35.23
9 7 9 -1805.62 -9.63 .00 -1.65 -11.52 -41.87
10 9 10 -1805.62 -17.17 .00 -1.65 -11.52 -41.87
11 10 11 -1805.62 -11.72 .00 -1.65 -11.52 -41.87
12 1 11 1855.62 5.87 .00 .99 5.26 6.11
13 11 12 50.00 .00 .00 .00 .14 .01
14 12 13 50.00 .02 .00 .00 .32 .05
JUNCTION NODE RESULTS
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
1 .00 450.69 293.00 68.33
2 .00 450.16 306.00 62.47
3 .00 441.79 308.00 57.98
4 .00 435.62 309.00 54.87
5 .00 411.49 308.00 44.85
6 .00 411.49 308.00 44.85
7 1375.00 400.36 304.00 41.76
8 1645.00 390.72 311.00 34.54 * Lowest Pressure
9 .00 411.64 301.00 47.95
10 .00 430.46 297.00 57.83
11 .00 443.83 296.00 64.06
12 .00 443.83 299.00 62.76
13 50.00 443.81 303.00 61.02
Page B -2
Exhibit B—Fire Flow Analysis
SUMMARY OF INFLOWS AND OUTFLOWS
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 3070.00
NET SYSTEM INFLOW = 3070.00
NET SYSTEM OUTFLOW = .00
NET SYSTEM DEMAND = 3070.00
DATA CHANGES FOR NEXT SIMULATION
DEMAND CHANGES
DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.00
Page B -3
Exhibit C-Static Flow Analysis
* * * * * * * * * * * * * * KYPIPE * * * * * * * * * * * * * *
* University of Kentucky Hydraulic Analysis Program *
* for the Distribution of Pressure and Flows in Pipe Network Systems *
* FORTRAN VERSION - 3.40 (01/02/91) *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
DATE: 12/ 9/2003
TIME: 15:53:27
INPUT DATA FILENAME 0018stat.dat
TABULATED OUTPUT FILENAME 0018stat.out
************************************************
SUMMARY OF ORIGINAL DATA
************************************************
U NITS SPECIFIED
FLOWRATE IS EXPRESSED IN GPM AND PRESSURE IN PSIG
P IPELINE AND PUMP DATA
PIPE NO. NODE NOS. LENGTH DIAMETER ROUGHNESS MINOR LOSS K FIXED GRADE
(FEET) (INCHES)
1 0 1 2000.0 18.0 150.0 .00 455.00
2 1 2 1280.0 18.0 150.0 .80
3 2 3 310.0 8.0 150.0 2.30
4 3 4 270.0 8.0 150.0 .80
5 4 5 1160.0 8.0 150.0 .90
6 5 6 100.0 8.0 150.0 2.30
7 5 7 410.0 8.0 150.0 3.10
8 7 8 235.0 8.0 150.0 .80
9 7 9 230.0 8.0 150.0 .80
10 9 10 410.0 8.0 150.0 .80
11 10 11 280.0 8.0 150.0 .80
12 1 11 960.0 12.0 150.0 2.30
13 11 12 250.0 12.0 150.0 .80
14 12 13 300.0 8.0 150.0 2.30
A SUCCESSFUL GEOMETRIC VERIFICATION HAS BEEN COMPLETED
JUNCTION NODE DATA
JUNCTION NUMBER DEMAND ELEVATION CONNECTING PIPES
1 .00 293.00 1 2 12
2 .00 306.00 2 3
3 .00 308.00 3 4
4 .00 309.00 4 5
5 .00 308.00 5 6 7
6 .00 308.00 6
7 .00 304.00 7 8 9
8 270.00 311.00 8
9 .00 301.00 9 10
10 .00 297.00 10 11
11 .00 296.00 11 12 13
12 .00 299.00 13 14
13 50.00 303.00 14
Page C-1
Exhibit C-Static Flow Analysis
OUTPUT OPTION DATA
OUTPUT SELECTION: ALL RESULTS ARE OUTPUT EACH PERIOD
SYSTEM CONFIGURATION
THIS SYSTEM HAS 14 PIPES WITH 13 JUNCTIONS , 1 LOOPS AND 1 FGNS
*************************************
SIMULATION RESULTS
*************************************
THE RESULTS ARE OBTAINED AFTER 5 TRIALS WITH AN ACCURACY = .00009
SIMULATION DESCRIPTION (LABEL)
FIRE FLOW TEST VERIFICATION
Fire Flow Condition of Crescent Pointe Tract One
October, 2003 McCLURE ENGINEERING
PIPELINE RESULTS
PIPE NO. NODE NOS. FLOWRATE HEAD LOSS PUMP HEAD MINOR LOSS VELOCITY HL/1000
1 0 1 320.00 .07 .00 .00 .40 .03
2 1 2 111.38 .01 .00 .00 .14 .00
3 2 3 111.38 .07 .00 .02 .71 .24
4 3 4 111.38 .06 .00 .01 .71 .24
5 4 5 111.38 .28 .00 .01 .71 .24
6 5 6 .00 .00 .00 .00 .00 .00
7 5 7 111.38 .10 .00 .02 .71 .24
8 7 8 270.00 .29 .00 .04 1.72 1.24
9 7 9 -158.62 -.11 .00 -.01 -1.01 -.46
10 9 10 -158.62 -.19 .00 -.01 -1.01 -.46
11 10 11 -158.62 -.13 .00 -.01 -1.01 -.46
12 1 11 208.62 .10 .00 .01 .59 .11
13 11 12 50.00 .00 .00 .00 .14 .01
14 12 13 50.00 .02 .00 .00 .32 .05
JUNCTION NODE RESULTS
JUNCTION NUMBER DEMAND GRADE LINE ELEVATION PRESSURE
1 .00 454.93 293.00 70.17
2 .00 454.93 306.00 64.54
3 .00 454.84 308.00 63.63
4 .00 454.76 309.00 63.16
5 .00 454.48 308.00 63.47
6 .00 454.48 308.00 63.47
7 .00 454.36 304.00 65.15
8 270.00 454.03 311.00 61.98 * Lowest Pressure
9 .00 454.47 301.00 66.51
10 .00 454.68 297.00 68.33
11 .00 454.82 296.00 68.82
12 .00 454.82 299.00 67.52
13 50.00 454.80 303.00 65.78
Page C-2
Exhibit C—Static Flow Analysis
SUMMARY OF INFLOWS AND OUTFLOWS
(+) INFLOWS INTO THE SYSTEM FROM FIXED GRADE NODES
(-) OUTFLOWS FROM THE SYSTEM INTO FIXED GRADE NODES
PIPE NUMBER FLOWRATE
1 320.00
NET SYSTEM INFLOW = 320.00
NET SYSTEM OUTFLOW = .00
NET SYSTEM DEMAND = 320.00
DATA CHANGES FOR NEXT SIMULATION
DEMAND CHANGES
DEMANDS ARE CHANGED FROM ORIGINAL VALUES BY A FACTOR = 1.00
Page C-3
Wateris�fe Exhibit D
Power is Progress
Service is Pride
College Station T rilMg
Gommunlry Ownod
•
1601 GRAHAM ROAD
COLLEGE STATION TEXAS 77845
Date: 20 MAY 2003
Number pages including cover sheet- 1
Fax to: 693-2554
Attention: KENT LAZA
Company: MCCLURE ENGINEERING
From: Butch Willis Water Wastewater Division
Phone: 979-764-3435 Fax: 979-764-3452
FLOW TEST REPORT
Location: HWY 60 NEAR VETERANS PARD
Flow hydrant number: G-059
Pitot reading: 70
(GPM): 1095
Static hydrant number: C-058
Static PSI: 100
Residual PSI: 80
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