HomeMy WebLinkAboutWater ReportsWAL*MARTWATERSUPPLY SITE SURVEY
WAL*MART STORE #1150
1815 BROTHERS BLVD.
COLLEGE STATION TX 77845 TEST DATE: 01/03/08
Report was revised at the request of the Civil Engineering Consultant to address updated city
requirements. No new flow test was performed, since the date of the existing flow test is less than
one year old.
SUMMARY STATEMENT
This report provides the current available water supply for the proposed expansion of the Wal-Mart # 1150 located at
1815 Brothers Blvd. in College Station, TX, with a Finish Floor Elevation (FFE) of 274.6 ft AMSL. Required fire
sprinkler supply for this 195 prototype is 1400 gpm @ 33 psig and 2000 gpm @ 41 psig. Required domestic water
supply is 139 gpm @ 45 psig.
SUMMARY OF RESULTS (AS DESIGNED)
Fire line Base of Riser (BOR) static pressure at FFE:
Fire line BOR residual pressure at FFE:
Fire line BOR residual pressure at FFE:
Safety Factor Used in Minimum Target Demands:
Backflow Preventer Required: Assumed 8 inch Wilkins 350A outside in a vault
87.47 psig
82.27 psig@ 1400 gpm
74.88 psig@ 2000 gpm
5.0 psig
Domestic BOR static pressure at FFE: 82.97 psig
Domestic BOR residual pressure at FFE: 71.99 psig@ 139 gpm
Backflow Preventer Required: Assumed 3 inch Watts 909 inside building with 2-inch water meter.
SUMMARY OF RES UL TS (FIRE FLOW REQUIREMENTS)
Code Basis for Design Bryan I College Station Unified Design
Design Guidelines, 2008
Required Fire Flow at 20 psi and Duration 2500 gpm (total) from two adjacent hydrants
CONTACT INFORMATION
Backflow Prevention Contact
Name: Pete Garcia
Title: Environmental Technician
Address: 1601 Graham Road
College Station, TX, 77845
Phone: (979) 764-3663
Fax: (979 764-3452
City Representative present during test:
Fire Department Contact
Name: Steve Smith
Title: Deputy Fire Marshal
Address: 300 Krenek Tap Road
College Station, TX, 77842
Phone: (979) 764-6273
Fax: (979) 764-3403
Name: Charles Willis
Title: Maintenance Supervisor
Water Department Contact
Name: Charles Willis
Title: Maintenance Supervisor
Address: 1601 Graham Road
College Station, TX 77845
Phone: (979)764-3435
Fax: (979) 764-3452
Please consult with the Fire Protection Engin eer-of-Record to discuss design options prior to site layout.
REGISTRATION STATEMENT
I, Ricky N. Terrell, a registered Professional Engineer in the State of
Texas, do hereby certify that this water flow test is a true and correct
survey for the project location for the date and time of the testing, based
on flow test data provided by Charles Wi llis. It is understood that the
water supply infonn ation supplied in this report will become the design
basis for the water based fire suppression systems (fire sprinkler and hose
station).
Original Report Date: 0I/14/0f: Pag~ I or -l
Revised : 0911 2/08
WAL*MART WATER SUPPLY SITE SURVEY
WAL*MART STORE #1150
1815 BROTHERS BLVD.
COLLEGE STATION, TX 77845
EXISTING CONDITIONS
Site
TEST DATE: 01/03/08
The site is located at the north side of the inytersection of Brothers Boulevard and Longmire Drive. An existing 8
inch water line is located along the south side (rear) of the Wal-Mart store and it supplies an 8 inch fire service
lead-in to the building. Existing water mains are being abandoned or modified at the front and rear of the building,
to allow for construction of new building additions. The arrangement of these lines in the immediate vicinity of
the property is contained on Attachment #1 -Water Line Layout, provided by Doucet & Associates, Inc.
Water System
The City of College Station uses a combination system of both elevated tanks and direct pumping into the
distribution grid. Water is pumped from their wells to their 8 million gallons ground storage, and then into the
distribution system with excess going into the 5 million gallons of elevated storage. The volume of the elevated
storage tank within the closest proximity to the site is 3 million gallons and is 1.3 miles away. This tank has a
maximum water level elevation of 522 ft. AMSL, and a minimum water level elevation of 477 ft. AMSL. At the
tim e of the test, the water level elevation was 508.5 ft. AMSL. Four pumps service this area with a capacity of
30,000 gpm -three at 8,000 gpm and one at 6,000 gpm . The water system has backup pumps and backup power.
WATER FLOW TEST RESULTS
(Flow test data was provided by Charles W illis, Maintenance Supervisor for the City of College Station Water
Department, who conducted the testing. No personnel associated with Ricky N. Terrell, P.E. were present during
testing.) Flow for the test was made utilizing the hydrant located approximately 55 ft. from the south-west corner of
the existing Wal-Mart Store. Static and residual pressures were taken at the hydrant located approximately 85 ft. from
the south-east corner of the existing Wal-Mart Store. Flow and Gauge hydrant locations are indicated on Attachment
#1. One 2-1 /2 inch hydrant butt was opened and a pitot reading of90 psi was received, with a discharge coefficient of
0.90. This resulted in a total flow of 1590 gpm at a residual pressure of 102 psi. Static pressure before and after testing
was 104 psi. The static and residual pressure was taken at an elevation of approximately 276 ft., AMSL, which is 1.4
ft. above the finish floor elevation of the store (274.6 ft., AMSL). Please see enclosed Attachment #2 and Attachment
#3 for a graphical representation of this test and for necessary calculations. This test is effective at the base of the
pressure hydrant for friction loss purposes. The test was conducted at 11: 19 a.m . local time.
HYDRAULIC CALCULATIONS
Based upon the size of the building area, and its current classification as a Type II-B structure, per Appendix B of the
International Fire Code 2006 Edition, the required flow rate would be 2000 gpm at 20 psi from the remote hydrants on
the property shown on Attachment #1. However, per the Bryan I College Station Unified Design Guidelines, 2008, the
fire flow requirement for commercial projects is 2500 gpm at a minimum of 20 psi residual pressure, which may be
split between two adjacent fire hydrants within 600 feet of each other. Fire flow calculations were performed using the
two remote hydrants north of the building, as indicated on Attachment# 1, with a flow of 1250 gpm from each hydrant.
The city system can be considered a reliable supply, with respect to duration requirements. This acceptability is based
on the capability of the water supply to provide the required base ofriser (sprinkler + hose allowance) supply of 2000
gpm for the required 2 hour duration, per NFPA 13.
Adjusting to the lowest city pressures available from the water system (at minimum elevated tank water level) results in
a 13 .64 psi deduct and is included with the calculations.
For domestic calculation purposes, demand requirements for a 195 prototype were used. In addition, loss through a :2
inch Sensus SRH compound water meter was used. Since the domestic lead-in is not indicated on Attachment # 1, it i~
assumed th at it will be at th e same general location as the fire service lead-in; therefore, the calculations indicat~
identical pipe lengths for both services.
Pipe lengths used in the calculations include equivalent lengths of fittings, and all new and existing pipes are assumec
to be cement-lined ductile iron, except for the domestic lead-in, which is assumed to be Type K Copper. Calculation~
Origina l Report Date: 0 II14/08
R~visccl: 09/ 12/08
l'agc 2 or~
WAL*MART WATER SUPPLY SITE SURVEY
WAL*MART STORE #1150
1815 BROTHERS BLVD.
COLLEGE STATION , TX 77845 TEST DATE: 01/03/08
are based on the water line layout provided by Joe Grasso of Doucet & Associates, Inc. on 09/09/08, included as
Attachment #1 . (Hand-written notes on Attachment #I are by Ricky N. Terrell, P.E.)
BACKFLOW PREVENTION REQUIREMENTS
Backflow prevention infonnation provided by Pete Garcia, Backflow Prevention Contact. All devices must be
approved by the University of Southern California (USC) and installed per USC manual for orientation and installation.
Fire line: A double check type backflow preventer would be required on the water line to the sprinkler system. The
existing backflow preventer is outside in a vault. For the purposes of this report, an 8 inch Wilkins 350A was used for
calculations.
Domestic: A reduced pressure type is required inside the building, in addition to the water meter. For the purposes of
this report, a 3 inch Watts 909 was used for calculations.
Irrigation: Double check or PVB is required on irrigation. Must be tested by an entity registered with the City of
College Station and the original test report must be given to the city.
CONCLUSIONS
FIRE WATER SUPPLY: The available public water supplies combined with the planned 8 inch fire protection lead-in
arrangement as shown on Attachment# I, should yield a base of riser supply, downstream of an assumed Wilkins 350A
8 inch double check backflow preventer of 87.47 psi static and 1400 gpm flowing at a 82.27 psi residual. The
calculated residual pressure is 74.88 psig @ 2000 gpm. This exceeds both minimum target demands of 1400 gpm at 33
psi and 2000 gpm at 41 psi. Minimum target demands include a 5 psig safety factor.
DOMESTIC SUPPLY: The avai lable public water supplies combined with the planned domestic water line sizing and
arrangement as shown on Attachment # 1, should yield a domestic supply at the stub-up above the finish floor,
downstream of an assumed Watts 909 3 inch reduced pressure backflow preventer and a 2 inch Sensus, SRH,
compound meter of 82.97 psi static and 139 gpm flowing at a 71.99 psi residual. This exceeds the target demand of
139 gpm at 45 psi for a 195 prototype rear entry. See Attachment #3 for a graphical representation and for necessary
calculations.
FIRE FLOW: The available public supplies combined with the existing main sizing and arrangement, as shown on
Attachment #1, should yield a combined fire hydrant flow rate of2500 gpm (1250 gpm from each of two hydrants) as
indicated on Attachment# l. The resulting residual pressure maintained at FH I is 73.8 psi, and at FH2 is 76.2 psi. This
exceeds the requirements of both the 2006 International Fire Code, Appendix B, and the Bryan I College Station
Unified Design Guidelines, 2008. During fire flow conditions, the maximum flow velocity in the underground mains
(not including the 6 inch hydrant laterals) is 8.71 feet per second (fps). See Attachment #4 for calculations.
Origi1wl R~pon Da te 0It14/08
R.:viscd: OlJ/ I ~/OX
Pagi.:: 3 nl' 4
WAL*MART WATER SUPPLY SITE SURVEY
WAL *MART STORE #1150
1815 BROTHERS BLVD.
COLLEGE STATION, TX 77845
INFORMATION REQUIRED IN SITE WATER FLOW TEST AND REPORT
TEST DATE: 01/03/08
This checklist is provided to assure that the site water flow test report includes all Wal-Mart required infonnation and
must be included in the Water Report.
(X) Wal -Mart store and project number
(X) Seal and signature of the Professional Engineer.
(X) Sprinkler contractor cannot conduct test.
(X) The City Fire Marshal or another city representative was present during test.
(X) Pressure test hydrant separate from flowing hydrant.
(X) Date and time of test provided.
(X) Water main size shown.
(X) Water main pipe type shown.
(X) Hydrant butt diameter shown.
(X) Pitot pressure shown.
(X) Hydrant coefficient shown.
(X) Hydrant elevation shown.
(X) Building pad elevation shown
(X) Static pressure shown.
(X) Residual pressure shown.
(X) Statement provided as to any proposed improvements to City's water system and date.
(X) Complete calcul ations, including water system model calculations (if applicable).
(X) Complete N -1.85 Graph.
(X) Provide sketch of area showing all water lines, project building, test location with test and flowing
hydrants identified.
(X) Cover page certification.
(X) Cover page summary statement.
(X) Fire Department Contact, Water Department Contact, and Cross Connection Control (Backflow
Prevention) Authority contact name and phone number (if applicable).
(X) Local jurisdiction sprinkler design safety factor indicated (if applicable).
(X ) This Checklist completed and included in report.
Checked By:
~·P~
Eddie Powelf
Ori ginal Repnn Date: (I 1114108
Revised: 09112/(J};
09/11 /08
Date
l'age 4 or 4
ATTACHMENT# 2
WATER SUPPLY FLOW TEST For: Wal*Mart Supercenter #11 50
FIRE LINE Location: 1815 Brothers Blvd. College Station, TX
Static: 104.0 psi Residual: 102.0 psi Date: 01/03/08
Pitot: 90.0 ·psi ·Flow: 1590 .gpm Time: 11 :19 AM
Nozzle: (1) 2-1/2 inch hydrant outlet Cd : 0.9
Gauge Hydrant Location: South East rea r side of the store
Flow Hydrant Location: South West rear side of the store
Hydrant Elevation: 276 .00 'Ft. AMSL (BOR) Elevation: 274.60 Ft. AMSL
Test Performed By.: Charles Willis • Company: Colleqe Station Utilities
Backflow Preventer Size I Mfg. I Model: Assumed 8" Wilkins 350A Type: Double Check
Backflow Preventer Location: In a vault outside
Base of Riser (BOR) Calculations: TARGET DEMANDS
Static Residual Residual
1. Target Demand Flow (gpm 0 1400 2000
2. Available Pressure at Target Demand Flow psi 104.00 102.42 100.94
3. Elevation Adjustment CBOR el.-Hvd el. x .433) psi) 0.61 0.61 0.61
4. Friction Loss in Piping to BOR psi) "See Attached Cales" 0.00 -4.12 -8.53
5. Base of Riser Supply Upstream of Backflow Preventer (psi 104.61 98.91 93.02
6. Backflow Preventer Loss and Preload psi) -3.50 -3.00 -4.50
7. Base of Riser Suoolv Downstream of Backflow Preventer (psi) 101.11 95.91 88.52
8. Low Tank Level I City Pressure Adjustment (psi) -13.64 -13.64 -13.64
9. Pressure Available at.Base of Riser Supply :psi 87.47 82.27 74.88
' <
150
140 r--
DESIRED DEMAND NOTES: r--
130 r--
I Flow Test r--
120 I Alternate (1): 2000 gpm @41 psi r--
1/ 110 I/
r--
Alternate (2): 1400 gpm@ 33 psi r--
r--
100
90 #9 Above I vv
~-~-= 80 r--CJ) ---e: 70 -r---Cll -r---:; 60 --Ill ---gi 50 ....
141 psi at I 0.. 40
I 30 " 20 " ' 10
,....._ 133psi at I
0 1200 1600 1900 2200 2500 2700 2900 3100 3300 3500 3700 3900
Flow IGPM) Graph X 1.85
General Calculation Program
Job -2500 Fire Flow Date -09/11/08
File -G:\119\11934\F\Wa ter Flow Report\091208 r eport\BOR1400.wx1Time -
09:20 :30
AREA CALCULATED -HEAD FLOW SUMMARY
Actual Req . De l ta Actual Req .
Delt a
I D K-factor Flow Flow Flow . Pre s s . Press .
Press
BOR n/a 1400 .00 1400.00 0 .00 0 .000 Pt 0.000
0 .000
Total K Factors . 0
Total Fixed Flows . 1
Sum Actual Fl ow. 1400 .00
Sum Required Flow . 1400.00
Sum Delta Flow 0 .00
Max Delta Flow 0.00
Max Delta Pressure 0.000
AREA CALCULATED -COMPLE TE SUMMARY
Start Finish Diam. Star t No r ma l Pf Elev/Fixed
Flow Vel
Point Point Pr e s . Pres . Pres .
BOR <-UG7 8.270 0 .000 3 .408 2 .165
1400. 00 8 .36
UG2 <-UG3 8 .270 6 .297 0 .003 0 .000
127.69 0.76
UG3 <-UG4 8 .270 6 .300 0.225 0 .000
127 .69 0.76
UG4 <-UG8 8 .270 6 .525 0.364 0.00 0
373.52 2.23
UG2 -> UG9 8 .270 6 .297 -0 .104 0.000
127 .69 -0.76
UG9 -> UG l O 8 .270 6 .1 92 -0 .061 0.000
127 .69 -0 .76
UG4 -> UG5 8 .270 6 .525 -0 .314 0 .000
245.82 -1 .47
UG5 -> UG6 18 .490 6 . 211 -0 .004 0 .000
245 .82 -0 .29
UG6 -> UGlO 8.270 6 .207 -0 .075 0 .000
245 .82 -1 .47
UGlO -> UG7 8.270 6 .132 -0 .558 0 .000
373.52 -2.23
UG7 <-UG8 8.270 5 .574 1 .315 0 .000
1026.48 6 .13
UG8 <-SRC 8 .270 6 .889 0 .001 -2 .772
1400.00 8 .36
System Demand Pressure 4 .118
f FRICf!DN
LOS5
Total Flow 1400.000
Ricky N. Terrell, P.E. Page
2500 Fire Flow Date
Fitting Legend
Abbrev. Name y, :y. w. 1)1, 2 2Y, 3 3Y, 4 5 6 8 10 12 14 16 18 20 24 ----··--
E 90' Standard Elbow 2 2 2 3 4 5 6 7 8 10 12 14 18 22 27 35 40 45 50 61
F 45' Elbow 2 2 3 3 3 4 5 7 9 11 13 17 19 21 24 28
G Generic Gate Valve 0 0 0 0 0 2 2 3 4 5 6 7 8 10 11 13
T 90' Flow Thru Tee 3 4 5 6 8 10 12 15 17 20 25 30 35 50 60 71 81 91 101 121
II t;:;::;::;u1 t;j I r1uw 0UI 1111 ldl y -0 I f-\1\IUf-\r\U
Ricky N. Terrell, P.E.
2500 Fire Flow
Node Elevation
No.
SOR 0.0
UG2 -5.0
UG3 -5.0
UG4 -5.0
UG9 -5.0
UG5 -5.0
UG6 -5.0
UG10 -5.0
UG7 -5.0
UGB -5.0
SRC 1.4
K-Fact Pt
Actual
0.0
6.3
6.3
6.53
6.19
6.21
6.21
6.1 3
5.57
6.89
4.12
Pn
na
na
na
na
na
na
na
na
na
na
na
Flow
Actual
1400.0
The maxi mum velocity is 8.36 and it occurs in the pipe between nodes BOR and UG7
Density
Comouter Proarams bv Hvdratec Inc Route 111 Windham N.H USA 03087
Page 2
Date
Area Press
~~q.
rill di l..Jdll;UldLIUI 1::. -ndLt::11-vv lllldl 11::,
Ricky N. Terrell, P.E.
2500 Fire Flow
Hyd.
Ref.
Point
BOR
to
UG7
Qa
Qt
1400.00
1400.0
Dia. 11c11
Pf/Ft
8.27
140
0.0109 -------·---·-· ------····------· -·
0.0
1400.00
Fitting
or
Eqv. Ln.
3E 85.404
1G 6.326
1T 55.354 -------
Pipe
Ftng's
Total
166.000
147.084
313.084 .. -· ---------
Pt
Pe
Pf
0.0
2.166
3.408
5.574
UG2 127.69 8.27 1G 6.326 19.000 6.297
to 140 0.0 6.326 0.0
Pt
Pv
Pn
Page 3
Date
******* Notes
Qa = 1400
Vel = 8.36
K Factor= 592.99
UG3 127.69 0.0001 0.0 25.326 0.003 Vel = 0.76
******
------·--------------·-···---··--------------------------·---· ---·--·-----·-----------------
UG3 0.0 8.27 4F 56.936 1550.000 6.300
to 140 2T 110. 709 186.624 0.0
UG4 127.69 0.0001 3G 18.979 1736.624 0.225 Vel = 0.76 ---·----·
UG4 245.83 8.27 2T 110. 709 268.000 6.525
to 140 1G 6.326 117.035 0.0
UG8 373.52 0.0009 0.0 385.035 0.364 Vel = 2.23
0.0
373.52 6.889 K Factor= 142.31
UG2
to
UG9
-127.69
-127.69
8.27
140
-0.0001
-·-....... ----·-··--------------· ..
UG9 0.0 8.27
140
-0 .0001
to
UG10 -127.69 -------·
0.0
-127.69 ---______ ., ____ _
UG4
to
UG5
UG5
to
UG6 ·---···
UG6
to
UG10
UG10
to
UG7
UG7
to
UG8
UG8
to
SRC
-245.82
-245.82
0.0
-245.82
0.0
-245.82
8.27
140
-0.0004
18.49
140
0.0
8.27
140
-0.0004
-127.70 8.27
140
-373.52 -0.0009
1400.00 8.27
140
1026.48 0.0061 ·-----····. --· - ----···--·.
373.52 8.27
140
1400.0 0.0100
0.0
1400.00
1 E 28.468
1 F 14.234
1T 55.354
1G 6.326
2F 28.468
1T 55.354
2G 12.652
1F 14.234
1T 55 .354
0.0
0.0
0.0
0.0
2T 110.709
0.0
0.0
1T 55.354
1F 14.234
3G 18.979
2F 28.468
0.0
0.0
0.0
0.0
0.0
698.000
104.382
802.382
371 .000
96.474
467.474
652.000
69.588
721 .588
465.000
0.0
465.000
61.000
110.709
171.709
502.000
88.567
590.567
186.000
28.468
214.468 . --·-·-·---·
0.100
0.0
0.100
6.297
0.0
-0.105
6.192
0.0
-0.060
6.132
6.525
0.0
-0.314
6.211
0.0
-0.004
6.207
0.0
-0.075
6.132
0.0
-0 .558
5.574
0.0
1.315
6.889
-2.772
0.001
4.118
Vel = 0.76
Vel = 0.76
K Factor= -51 .57
Vel = 1.47
Vel = 0.29
Vel = 1.47
Vel = 2.23
Vel = 6.13
Vel = 8.36
K Factor = 689.90
Comouter Proorams bv Hvdratec Inc. Route 111 Windham N.H. USA 03087
General Calculation Program
Job -2500 Fire Flow Date -09/11/08
File - G:\119\11934 \F\Water Flow Report \091208 report\BOR2000.wx1Time -
09 :21:24
AREA CALCULATED -HEAD FLOW SUMMARY
Actual Req. Delta Actual Req.
Delta
ID K-factor Flow Flow Flow. Press. Press .
Press
BOR n/a 2000.00 2000 .00 0.00 0.000 Pt 0.000
0 .000
Total K Factors . 0
Total Fixed Flows . 1
Sum Actual Flow . 2000.00
Sum Required Flow. 2000.00
Sum Delta Flow 0.00
Max Delta Flow 0.00
Max Delta Pressure 0 .000
AREA CALCULATED -COMPLETE SUMMARY
Start Finish Diam. Start Normal Pf Elev/Fixed
Flow Vel
Point Point Pres . Pres. Pres .
BOR <-UG7 8.270 0 .000 6 .594 2 . 165
2000.00 11 .95
UG2 <-UG3 8 .270 10 .157 0 . 006 0.000
182.42 1. 09
UG3 <-UG4 8 .270 10 .163 0. 4 36 0.000
182 .42 1. 09
UG4 <-UG8 8 .270 10.599 0 . 704 0 .000
533 .60 3 .19
UG2 -> UG9 8.270 10 .157 -0 .201 0 .000
182.42 -1 .09
UG9 -> UGlO 8.270 9 .956 -0 .117 0.000
182.42 -1 .09
UG4 -> UG5 8 .270 10.599 -0 .608 0.000
351 .18 -2.10
UG5 -> UG6 18 .490 9 .991 -0 .008 0.000
351.18 -0 .42
UG6 -> UGlO 8 .270 9 .983 -0 .145 0 .000
351 .18 -2.10
UGlO -> UG7 8.270 9.838 -1.079 0.000
533.60 -3.19
UG7 <-UG8 8.270 8 .759 2 .544 0 .000
1466 .40 8.76
UG8 <-SRC 8.270 11 . 303 0 .002 -2 .772
2000 .00 11 .95
System Demand Pressure 8.533
J........-FRICTION
LO SS
Total Flow 2000.000
Fittings L . J Summary
Ricky N. Terrell, P.E. Page
2500 Fire Flow Date
Fitting Legend
Abbrev. Name y, :y. 1Y-1Yi 2 2Y, 3 3Y, 4 5 6 8 10 12 14 16 18 20 24 -------------------·----
E 90' Standard Elbow 2 2 2 3 4 5 6 7 8 10 12 14 18 22 27 35 40 45 50 61
F 45' Elbow 2 2 3 3 3 4 5 7 9 11 13 17 19 21 24 28
G Generic Gate Valve 0 0 0 0 0 2 2 3 4 5 6 7 8 10 11 13
T 90' Flow Thru Tee 3 4 5 6 8 10 12 15 17 20 25 30 35 50 60 71 81 91 101 121
II t::i::i::iUI tj I r IUW vUll 111 ldl y -0 I f-\1'1 U/-\r\U
Ricky N. Terrell, P.E.
2500 Fire Flow
Node Elevation
No.
BOR 0.0
UG2 -5.0
UG3 -5.0
UG4 -5.0
UG9 -5.0
UG5 -5.0
UG6 -5.0
UG10 -5.0
UG7 -5.0
UG8 -5.0
SRC 1.4
K-Fact
----·-
Pt
Actual
0.0
10.16
10.16
10.6
9.96
9.99
9.98
9.84
8.76
11.3
8.53
Pn Flow
Actual
na 2000.0
na
na
na
na
na
na
na
na
na
na
The maximum velocity is 11 .95 and it occurs in the pipe between nodes BOR and UG7
Density
Comouter Proarams bv Hvdrater: Inc. Route 111 Windham N.H USA 03087
Page 2
Date
Area Press
Req.
rllldl vdl\.,UldllUll::> -ndLt::ll-VVlllldlll::>
Ricky N. Terrell , P.E.
2Ei00 Fi re Flow
Hyd. Qa
Ref.
Point Qt
BOR 2000.00
to
UG7 2000.0
Dia.
"Cu
Pf/Ft
8.27
140
0.0211 -----·--.. -------·--------·-·-·---
0.0
2000.00
Fitting
or
Eqv. Ln .
3E 85.404
1G 6.326
1T 55 .354 ·-··---
Pipe
Ftng's
Total
166.000
147.084
313.084
-------------------.... -----------------~--· ··-------. -·
UG2 182.42 8.27 1G 6.326 19.000
to 140 0.0 6.326
UG3 182.42 0.0002 0.0 25.326 -·---------------------···
UG3 0.0 8.27 4F 56.936 1550.000
to 140 2T 110.709 186.624
UG4 182.42 0.0003 3G 18.979 1736.624 ··----------··. ----··-------------
UG4 351 .18 8.27 2T 110.709 268.000
to 140 1G 6.326 117.035
UG8 533.6 0.0018 0.0 385.035
0.0
533.60 -· .. _. .. _ .. ·-··--------·-----------·----·· ..
UG2 -182.42 8.27 1E 28.468 698.000
to 140 1F 14.234 104.382
UG9 -182.42 -0.0003 1T 55.354 802.382
1G 6.326 ------------·-···· -------·----
UG9 0.0 8.27 2F 28.468 371 .000
to 140 1T 55.354 96.474
UG10 -182.42 -0.0003 2G 12.652 467.474
0.0
-182.42 ----------·--·-··-·--
UG4 -351 .18 8.27 1F 14.234 652 .000
to 140 1T 55.354 69.588
UG5 -351 .18 -0.0008 0.0 721.588 ·-·---·-···· -· ----------···-------
UG5 0.0 18.49 0.0 465.000
to 140 0.0 0.0
UG6 -351 .18 0.0 0.0 465.000 ··-----·----------------·-·-------·-· --------
UG6 0.0 8.27 2T 110.709 61 .000
to 140 0.0 110.709
UG10 -351 .18 -0.0008 0.0 171 .709 ------------------------··-----·-------·-··--··---·--·---------·------
UG10 -182.42 8.27 1T 55 .354 502.000
to 140 1 F 14.234 88.567
UG7 -5 33.6 -0.0018 3G 18.979 590.567
UG7 2000.00 8.27 2F 28.468 186.000
to 140 0.0 28.468
UG8 1466.4 0.0119 0.0 214.468 ----......... -···--·. --··--· -----------····-------------
UG8 533.60 8.27 0.0 0.100
to 140 0.0 0.0
SRC 2000.0 0.0200 0.0 0.100 -----------·-·
0.0
2000.00 -.. --. ---
Pt
Pe
Pf
0.0
2.166
6.593
8.759
10.157
0.0
0.006
10.163
0.0
0.436
10.599
0.0
0.704
11 .303
10.157
0.0
-0.201
Pt
Pv
Pn
Page 3
Date
******* Notes ******
Qa = 2000
Vel = 11.95
K Factor= 675.78
Vel = 1.09
Vel = 1.09
Vel = 3.1 9
K Factor= 158. 72
Vel = 1.09
------·-·---------·---·· -·-. -·----------··---·------
9.956
0.0
-0.118 Vel = 1.09
9.838 K Factor= -58.16
10.599
0.0
-0.608 Vel = 2.1 0
9.991
0.0
-0.008 Vel = 0.42
9.983
0.0
-0.145
9.838
0.0
-1 .079
8.759
0.0
2.544
11 .303
-2.772
0.002
8.533
Vel = 2.10
Vel = 3.19
Vel = 8.76
Vel= 11 .95
K Factor= 684.67
Comouter Proarams bv Hvdratec Inc Route 111 Windham N.H. USA 03087
ATTACHMENT #3
WATER SUPPLY FLOW TEST For: Wal*Mart Supercenter #1 150
DOMESTIC L/N,E Location: 1815 Brothers Blvd. College Station, TX
Static: 104.0 psi Residual: 102.0 psi Date: 01/0 3/08
Pitot: 90.0 ipsi Flow: 1590 gpm Time: 11 :19 a.m.
Nozzle: (1) 2-1 /2 inch hydrant outlet Cd: 0.9
Gauge Hydrant Location: South East corner of buildinQ
Flow Hydrant Location: South West corner of building
Hydrant Elevation: 276.00 Ft. AMSL (FFE) Elevation: 274.60 Ft. AMSL
Test Performed By: Charles Willis l Company: Colleqe Station Utilities
Backflow Preventer Size I Mfg. I Model: 3" Watts 909 Type: Reduced Pressure
Meter Size I Mfg. I Model: 2" Sensus SRH Tvpe: Compound
Backflow Preventer I Meter Location: Inside building -·-··--
Base of Riser (BOR) Calculations: TARGET DEMANDS
' Static Residual Residual
1. Taraet Demand Flow (aom) 0 139 139
2. Available Pressure at Target Demand Flow (psi) 104.00 103.98 103.98
3. Elevation Adiustment <FFE el.-Hyd el.) x .4331 (psi) 0.61 0.61 0.61
4. Friction Loss in Pipina to FFE (psi) "See Attached Cales" 0.00 -3.95 -3.95
5. FFE Supply Upstream of Backflow Preventer I Meter (psi 104.61 100.63 100.63
6. Backflow Preventer Loss and Preload (psi) -8.00 -12.00 -12.00
7. Meter Loss and Preload (psi 0.00 -3.00 -3.00
8. FFE Suoolv Downstream of Backflow Preventer I Meter (psi) , ' 96 .61 85.63 85.63
9. Low Tank Level I City Pressure Adjustment (psi) -13.64 -13.64 -13.64
10. Pressure Available at FFE Supply (psi) 82.97 71 .99 71.99
170
160
150 >--
>--
140 DESIRED DEMAND NOTES: >---130 1FlowTest -/ 139 gpm @45 psi >--
120 / -/
110 /
/
100
::::: 90 en #10 Above !!: 80 -_,,..---...... GJ ---~ 70 --"' --"'60 --GJ ... --a.. 50 ---40 ........... ----........... 45psi at 139gpm 1 ~~ ---30 --20 -----10 ------0 100 200 300 400
Flow (GPM) Graph X 1.85
•
General Calculation Program
Job -2500 Fire Flow Date -09/11/08
Fil e -G:\119\11934\F\Water Flow Report\091208 report\DOM139 .wx1Time -
09 :17:06
AREA CALCULATED -HEAD FLOW SUMMARY
Actual Req . Delta Actual Req.
Delta
ID K-factor Flow Flow Flow. Press . Press .
Press
DOM n/a 139 . 00 139.00 0 .00 0 .000 Pt 0 .000
0 .000
Total K Factors . 0
Total Fixed Flows . 1
Sum Actual Flow. 139 .00
Sum Required Flow. 139 . 00
Sum Delta Flow 0.00
Max Delta Flow 0.00
Max Delta Pressure 0.000
AREA CALCULATED -COMPLETE SUMMARY
Start Finish Diam. Star t Normal Pf Elev/Fixed
Flow Vel
Point Point Pres . Pres. Pres .
DOM <-UG7 2 .907 0.000 4 .541 2 .165
139 .00 6 .72
UG2 <-UG3 8 .270 6 .716 0.000 0 .000
12 . 68 0 .08
UG3 <-UG4 8 .270 6 .716 0 .003 0 .000
12.68 0.08
UG4 <-UG8 8.270 6.719 0 .005 0.000
37 .08 0 .22
UG2 -> UG9 8 .270 6.716 -0 .001 0.000
-12 .68 -0 .08
UG9 -> UGlO 8 .270 6.715 -0.001 0.000
-12.68 -0.08
UG4 -> UG5 8 .270 6.719 -0 .004 0 .000
-24 .41 -0 .15
UG5 -> UG6 18 .490 6.715 -0 .000 0.000
-24.41 -0 .03
UG6 -> UGlO 8.270 6 .715 -0.001 0.000
-24 .41 -0 .15
UGlO -> UG7 8 .270 6 .714 -0 .008 0 .000
-37 .08 -0 .22
UG7 < UG8 8 . 270 6 .706 0 .018 0 .000
101.92 0 .61
UG8 <-SRC 8 .270 6 .724 0 .000 -2 .772
139 . 00 0.83
System Demand Pressure 3.953 r F"f< \C:\ION L.D$5' Total Flo w 139 .00 0
Fittings Used Summary
Ricky N. Terrell, P.E. Page 1
2500 Fire Flow Date
Fitting Legend
Abbrev. Name y, o/. 1Y4 rn 2 2Y, 3 3/'2 4 5 6 8 10 12 14 16 18 20 24 -------------·-----··--··-~--·---------------
E 90' Standard Elbow 2 2 2 3 4 5 6 7 8 10 12 14 18 22 27 35 40 45 50 61
F 45' Elbow 2 2 3 3 3 4 5 7 9 11 13 17 19 21 24 28
G Generic Gate Valve 0 0 0 0 0 2 2 3 4 5 6 7 8 10 11 13
T 90' Flow Thru Tee 3 4 5 6 8 10 12 15 17 20 25 30 35 50 60 71 81 91 101 121
i---ressure / riuw 0u111111d1 y -0 1 Kl'llUMr<..u
Ricky N. Terrell, P.E.
2500 Fire Flow
Node Elevation
No.
DOM 0.0
UG2 -5.0
UG3 -5.0
UG4 -5.0
UG9 -5.0
UG5 -5.0
UG6 -5.0
UG10 -5.0
UG7 -5.0
UGB -5.0
SRC 1.4
K-Fact Pt
Actual
0.0
6.72
6.72
6.72
6.71
6.72
6.71
6.71
6.71
6.72
3.95
Pn
na
na
na
na
na
na
na
na
na
na
na
Flow
Actual
139.0
The maximum velocity is 6.72 and it occurs in the pipe between nodes DOM and UG7
Density
Comouter Proorams bv Hvdratec Inc. Route 111 Windham N H. USA 03087
Page 2
Date
Area Press
Req.
11na1 \...,CllCUICILIUfl::) -MdLe11-VVlllldlll~
Ricky N. Terrell, P.E.
2500 Fire Flow
Hyd .
Ref.
Point
DOM
to
UG7
Qa
Qt
139.00
139.0
Dia. uc"
Pf/Ft
2.907
150
0.0217
Fitting
or
Eqv. Ln.
3E 24.406
1G 1.162
1T 17.433
Pipe
Ftng's
Total
166.000
43.001
209.001 -----·------·---·----· -------·------·---------------·--··--·--·· ----····
UG2
to
UG3 ---------
UG3
to
UG4 --··· -----
UG4
to
UG8
0.0
139.00
12.68
12.68
0.0
12.68
24.40
37.08
0.0
37.08
8.27
140
0.0
8.27
140
0.0
8.27
140
0.0
. ----·-----·-·-------
UG2 -12.68 8.27
to 140
UG9 -12.68 0.0
·-----·----
UG9
to
UG10
0.0
-12.68
8.27
140
0.0
1G 6.326
4F
2T
3G
0.0
0.0
56.936
110.709
18.979 ---·------... --------
2T 110.709
1G 6.326
0.0
1 E 28.468
1 F 14.234
1T 55.354
1G 6.326
2F 28.468
1T 55.354
2G 12.652
19.000
6.326
25.326
1550.000
186.624
1736.624 ---------------------
268.000
117.035
385.035
698.000
104.382
802.382
371 .000
96.474
467.474 -----------·------·
0.0
-12.68
UG4 -24.41 8.27
to 140
UG5 -24.41 0.0 ------·-·
UG5 0.0 18.49
to 140
UG6 -24.41 0.0 -------------------------..
UG6 0.0 8.27
to 140
UG10 -24.41 0.0
UG10 -12.67 8.27
to 140
UG7 -37.08 0.0 --------------------
UG7 139.00 8.27
to 140
UG8 101 .92 0.0001 ··•··-----·· -------···--·-···-
UG8 37.08 8.27
to 140
SRC 139 .0 0.0100 -----··-·----
0.0
139.00
1 F 14.234
1T 55.354
0.0
2T
0.0
0.0
0.0
110.709
0.0
0.0
652.000
69.588
721 .588 ·----····
465.000
0.0
465.000
61.000
110.709
171 .709 ---------------________ ., ___
1T 55.354 502.000
1F 14.234 88.567
3G 18.979 590.567 __ .. ___________________ ,.
2F 28.468 186.000
0.0 28.468
0.0 214.468 -·---·--·---·-··--·-
0.0 0.100
0.0 0.0
0.0 0.100
Pt
Pe
Pf
0.0
2.166
4.540 ···--.. --------
6.706
6.716
0.0
0.0
6.716
0.0
0.003
6.719
0.0
0.005
6.724
6.716
0.0
-0.001
Pt
Pv
Pn
--·-·-·· --
Pag e 3
Date
******* Notes ******
Qa= 139
Vel = 6.72 ----· --------------·---------·---· ----
K Factor= 53.68
Vel = 0.08
Vel = 0.08
Vel = 0.22
K Factor= 14.30
Vel = 0.08
·-------·-·--·-·-----·-------__ ,. ........ -.. --... .
6.715
0.0
-0.001
6.714
6.719
0.0
-0.004 ·----------.. -·----··
6.715
0.0
0.0
6.715
0.0
-0.001
Vel = 0.08
K Factor= -4.89
Vel= 0.15
Vel = 0.03
Vel = 0.15 ·····-----------------·----·--------------.. ------·------·---···
6.714
0.0
-0.008 Vel = 0.22 ------
6.706
0.0
0.018 Vel = 0.61 -. -·· --··-· ---·
6.724
-2.772
0.001 Vel = 0.83
3.953 K Factor= 69.91
Comouter Proorams bv Hvdra tec Inc. Route 111 Windham N.H. USA 03087
•
ATTACHl'1ENT ~ 4
FIRE (LOW CALCULATIONS
General Calculation Program
Job -2500 Fire Flow Date -09/11/08
File -G:\119\11934\F\Water Flow Report\091208 report\FF2500.wx1Time -
09:00:38
AREA CALCULATED -HEAD FLOW SUMMARY
Actual Req . Delta Actual Req .
De l ta
ID K-factor Flow Flow Flow. Press. Press .
Press
FH 2 n/a 1250 .00 1250 .00 0 .00 76 .1 91 Pt 76.191
0 .000
FHl n/a 1250 .00 1250 .00 0.00 73 .832 Pt 73.832
0 .000
Total K Factors . 0
Total Fixed Flows . 2
Sum Actual Flow . 2500 .00
Sum Required Flow . 2500 .00
Sum Delta Flow 0 .00
Max Delta Flow 0 .00
Max Delta Pressure 0.000
AREA CALCULATED -COMPLETE SUMMARY
Start Finish Diam. Start Normal Pf Elev/Fixed
Flow Vel
Point Point Pres . Pres. Pres.
FH2 <-UG3 6 .160 76 .191 5 .086 3.032
1250 .00 13 . 46
FHl <-UGl 6 .1 60 73 .832 2 .529 4 .331
1250 .00 13 . 46
UGl <-UG2 8 .270 80 .692 3 .618 0 .000
1250 .00 7 .47
UG2 -> UG3 8 .270 84 .310 -0 .002 0 .000
-91.21 -0 .54
UG3 <-UG4 8 .270 84 .308 13 .325 0 .000
1158 .79 6 .92
UG4 <-UG8 8 .270 97 .633 4.516 0 .000
1457 .48 8 .71
UG2 <-UG9 8 .270 84 .310 8 .069 0 .000
1341.21 8 .01
UG9 <-UGlO 8 .270 92 .379 4.691 0.000
1341 .21 8.01
UG4 -> UG5 8 .270 97 .633 -0.451 0 .000
298 .69 -1 .78
UG5 -> UG6 18 .490 97 .183 -0 .006 0 .000
298 .69 -0.36
UG6 -> UGlO 8 .270 97 . 1 77 -0.107 0 .000
298.69 -1 .78
UGlO <-UG7 8.270 97 .070 3 .726 0 .000
1042.52 6 .23
UG7 <-UG8 8.270 100 .796 1 .353 0.000
1042.52 6 .23
UG8 <-SRC 8.270 102.149 0.003 -2 .772
•
2500.00 14.93
System Demand Pressure 99.380
WARNING Demand Exceeds Available Pressure by
Total Flow . . . . . . . . . . . . . . . . .
Water Supply Summary @ Point SRC
Total Flow From Water Supply Curve
Pressure From Water Supply Curve
System Pressure Demand At Supply Curve
0.000
2500 .000
2500 .000
99.380
99.380
•
Fittings Used Summary
Ricky N. Terrell, P.E . Page
2500 Fire Flow Date
Fitting Legend
Abbrev. Name y, :y. rn 111, 2 2Y, 3 3y, 4 5 6 8 10 12 14 16 18 20 24 ·------------------------
E 90' Standard Elbow 2 2 2 3 4 5 6 7 8 10 12 14 18 22 27 35 40 45 50 61
F 45' Elbow 2 2 3 3 3 4 5 7 9 11 13 17 19 21 24 28
G Generic Gate Valve 0 0 0 0 0 2 2 3 4 5 6 7 8 10 11 13
L Long Turn Elbow 2 2 2 3 4 5 5 6 8 9 13 16 18 24 27 30 34 40
T 90' Flow Thru Tee 3 4 5 6 8 10 12 15 17 20 25 30 35 50 60 71 81 91 101 121
t-'ressure / r-1ow 0ummary -0 1 Al\IUAKU
Ricky N. Terrell, P.E.
2500 Fire Flow
Node Elevation K-Fact
No. ----------·-.
FH2 2.0
FH1 5.0
UG1 -5.0
UG2 -5.0
UG3 -5.0
UG4 -5.0
UG9 -5.0
UG5 -5.0
UG6 -5.0
UG10 -5.0
UG7 -5.0
UG8 -5.0
SRC 1.4
Pt
Actual
76.19
73.83
80.69
84.31
84.31
97.63
92.38
97.18
97.18
97.07
100.8
102.15
99 .38
Pn
na
na
na
na
na
na
na
na
na
na
na
na
na
Flow
Actual
1250.0
1250.0
The maximum velocity is 14.93 and it occurs in the pipe between nodes UG8 and SRC
Density
Comouter Proorams bv Hvdratec Inc. Route 111 Windham N.H. USA 03087
Page 2
Date
Area Press
.. f3~Sl·.
r-1na1 Ga1cu1at1ons -Hazen-vv1111ams
Ricky N. Terrell, P.E.
2500 Fire Flow
Hyd. Qa
Ref.
Point Qt
FH2 1250.00
to
UG3 1250.0
Dia.
"C"
Pf/Ft
6.16
140
0.0370
Fitting Pipe
or Ftng's
Eqv. Ln . Total
1L 12.911 77.000
1G 4.304 60.252
1T 43 .037 137.252 ·--------·-···---------·-···---····---· --------·--·-··----------
0.0
1250.00 ·------------· -----------------------------------··-·-----·----
FH1 1250.00 6.16
140 to
UG1 1250.0 0.0371
UG1 0.0 8.27
to 140
UG2 1250.0 0.0088
UG2 -1341 .21 8.27
~ 140
UG3 -91.21 -0.0001
UG3 1250.00
to
UG4 1158.79 ----·----------
U G4 298.69
to
UG8 1457.48 -------·---
0.0
1457.48
8.27
140
0.0077
8.27
140
0.0117
1L 12.911
1G 4.304
1T 43.037
8.000
60 .252
68.252 ----------·----------.. --
1L 20.56 383.000
1G 6.326 26 .886
0.0 409.886 -·-·----
1G 6.326 19.000
0.0 6.326
0.0 25.326
4F 56.936 1550.000
2T 110.709 186.624
3G 18.979 1736.624 ----·-····-------
2T 110.709 268.000
1G 6.326 117.035
0.0 385.035 --------· --·-·-····-----·--
-----------·-----------·-----------
UG2 1341 .21
to
UG9 1341.21
UG9 0.0
to
UG10 1341 .21
0.0
1341 .21
8.27
140
0.0101
8.27
140
0.0101
1 E 28.468
1 F 14.234
1T 55.354
1 G 6.326
2F 28.468
1T 55.354
2G 12.652
---------------------------------------------·-·-···
UG4 -298.69
to
UG5 -298.69
UG5 0.0
to
UG6 -298.69 -------·-----·.
UG6 0.0
to
UG10 -298.69 --·-·-· --·-·----. .
UG10 1341.21
to
UG7 1042.52
UG7 0.0
to
UG8 1042.52
UG8 1457.48
to
SRC 2500.0
8.27
140
-0.0006
18.49
140
0.0 ---·-···--·-·
8.27
140
-0.0006 ·---·-···--
8.27
140
0.0063
8.27
140
0.0063
8.27
140
0.0300
1 F 14.234
1T 55.354
0.0
0.0
0.0
0.0 ------··--··-··----------
2T 110.709
0.0
0.0 ··········--·-
1T 55.354
1F 14.234
3G 18 .979
2F 28.468
0.0
0.0
0.0
0.0
0.0
698.000
104.382
802.382
370.000
96.474
466.474
652.000
69 .588
721 .588
467.000
0.0
467.000 ------·---·-·----....
61.000
110.709
171 .709 ·-----------··
502.000
88.567
590.567
186.000
28.468
214.468
0.100
0.0
0.1 00
Pt Pt
Pe
Pf
76 .191
3.032
5.085
84.308
Pv
Pn
Page 3
Date
******* Notes ******
Qa = 1250
Vel = 13.46
K Factor= 136.14 ---··-----~---------------····--··---------·-
73.832
4.331
2.529
80.692
0.0
3.618
84.310
0.0
-0.002
84.308
0.0
13.325
97.633
0.0
Qa = 1250
Vel = 13.46
Vel = 7.47
Vel = 0.54
Vel = 6.92
4.516 Vel= 8.71 --·----------------------.....:.C..C--'------·---·--·---
102.149
84.310
0.0
8.069
92 .379
0.0
4.691
97.070
97 .633
0.0
-0.450
97.183
0.0
-0.006 ----------
97 .177
0.0
-0.107 ------·-
97 .070
0.0
3.726
100.796
0.0
1.353
102.149
-2 .772
0.003
K Factor= 144.21
Vel = 8.01
Ve!= 8.01
K Factor= 136.13
Ve!= 1.78
Ve!= 0.36
Ve!= 1.78
Ve!= 6.23
Ve!= 6.23
Vel = 14.93
Comouter Proorams bv Hvdratec Inc. Route 111 Windham N.H. USA 03087
•
r-1na1 Ga1cu1auons -vrnnaaru
Ricky N. Terrell, P.E.
2500 Fire Flow
Hyd.
Ref.
Point
Qa
Qt
0.0
2500.00
Dia.
"C"
Pf/Ft
--------------
Fitting
or
Eqv. Ln.
Page 4
Date
Pipe Pt Pt
Ftng's Pe Pv ******* Notes
Total Pf Pn
99.380 K Factor= 250.78
Comouter Proorams bv Hvdratec Inc. Route 111 Windham N.H. USA 03087
******
WASTEWATER REPORT
For
College Station Wal-Mart #1150 Expansion
1815 Brothers Blvd
College Station, Texas
Report -February 16, 2009
z-/7-acr
Prepared by:
Doucet & Associates, Inc.
7401 B Hwy. 71 W., Suite 160
Austin, Texas 78735
Project No. 001-402
TABLE OF CONTENTS
Introduction ..................................................................................... 3
Existing Conditions ............................................................................ .4
Proposed Conditions ........................................................................... 5
Conclusion ....................................................................................... 6
Appendix A -Utility Plan .................................................................. 7
Appendix B -Pipe Calculations for Existing Sanitary Effluent Flows .................. 8
Appendix C -Pipe Calculations for Proposed Sanitary Effluent Flows .................. 9
2
INTRODUCTION
The existing College Station Wal-Mart project encompasses 23.24 acres of property, lots
1-4 located at the intersection of Longmire Street and Brothers Blvd in College Station,
Texas. This property is currently in the city limits and will be replatted in the future to
better accommodate the new development. Wal-Mart is proposing a 63,936SF expansion
to the existing Wal-Mart Store #1150 to make it a Supercenter. There currently resides
within the development a vacant Albertson's building in which Wal-Mart has purchased.
The expansion area will occur in the direction of Albertsons engulfing approximately
6500sf of the Albertsons building. The remainder of the Albertsons building is to be
converted to retail and storage. There is also proposed outlots 1 & 2 that are to be
developed as well totaling 3.4 acres, which is part of the 23 .24 acre property.
EXISTING CONDITIONS
The existing Wal-Mart is currently being served by an existing 8" public wastewater line
running directly in front of the building. The existing Albertsons is being served at the
rear of the building by an existing 8" wastewater line running between the two structures
then tying into the aforementioned Wastewater line at the front of the existing Wal-Mart.
From this point the existing 8" wastewater line flows to the east and ultimately into a
manhole within Brothers Lane and continuing east. The entire development as well as
additional development across Longmire Drive to the West drains to this mainline.
PROPOSED CONDITIONS
The 63 ,936SF Wal-Mart expansion would occur to the West of the existing store and take
up a portion of the Albertsons building. Approximately 420' of the existing wastewater
lines that run between the buildings will require relocation to accommodate the proposed
expansion and will be rerouted and tie back into the existing wastewater network further
downstream. The existing wastewater line currently in front of the Wal-Mart serving the
development would require relocating out from under the proposed building expansion at
the front. The new line will be rerouted further out into the parking field and ultimately
back into an existing manhole downstream. The Albertsons building will continue
service from the rear with the main line being rerouted within the Brothers Blvd. ROW
and tying to an existing downstream manhole then running east.
The proposed expansion and the development of outlots 1 &2, will ultimately generate
additional effluent volume. Since there are currently no designated tenants for the
outlots, assumptions have been made regarding proposed effluent flows for the outlots.
(Refer to Appendix A for Utility Plan.)
3
Based on assumptions made for the current flows within the 8" wastewater line from the
existing Wal-Mart, Albertsons, and the development across Longmire Drive, the existing
and proposed total flows are as follows:
E 0 f Fl Dt XIS mg ow aa
Average GPO
Use Design Unit GPO Units Quantity Total
Single Family Per House/Lot 35 0 Lot 19 6,650
Multi Family (Two
Bedroom) Per Dwelling 300 Dwelling 20 6,000
Office Per 400 s.f. (qross) 25 s.f. 41 ,700 2,606
General Retail Per 1000 s.f. (gross) 100 s.f. 79,961 7,996
Restaurants Per Seat 40 Seat 152 6,080
Per Bay (Pump
Service Stations Island) 1000 Bay 5 5,000
Warehouse/Storaqe Per 1000 s.f. (qross) 25 s.f. 2,500 63
0
0
Wal-Mart SC Loads Per WM 0.032245 128,394 4,140
Total Existing Flows for 8" East of Brothers
Blvd. 38 ,535
cf s 0.'06
Total Exist Flows to Brothers Blvd. '25,535
cf s 0.04
The 25 ,535 is an estimated gallons per day served by the existing 8" sanitary sewer line
directly to the front of the existing Wal-Mart extending to Brothers Blvd. The estimated
2 hour peak flow through this pipe is 0.16cfs. The pipe is currently running at 25%
capacity at an average slope of 0.85%.
The 2 hour peak flow rate = 4,256 gph
(4x hourly flow rate) = 0.16 cfs
The 38,535 is an estimate gallons per day flow for the existing 8" sanitary sewer east of
Brothers Blvd. The estimated 2 hour peak flow through this pipe is 0.23cfs. This pipe is
currently running at 29% capacity at an average slope of 1.00%.
The 2 hour peak flow = 6,423 gph
(4x hourly flow rate) = 0.23 cfs
(See Appendix B for Existing Sanita1y Flows.)
4
'
.
P d Fl D ropose ow ata
College Station Wastewater Loads -Proposed Conditions
Average GPO
Use Design Unit GPO Units Quantity Total
Sinqle Family Per House/Lot 350 Lot 19 6,650
Multi Family (Two
Bedroom) Per Dwelling 300 Dwellinq 20 6,000
Office Per 400 s .f. ( qross) 25 s.f. 41,700 2,606
General Retail Per 1000 s.f. (qross) 100 s.f. 44,094 4,409
Restaurants Per Seat 40 Seat 212 8,480
Per Bay (Pump
Service Stations Island) 1000 Bay 5 . 5,000
Warehouse/Storaqe Per 1000 s.f. (qross) 25 s.f. 38,367 959
0
0
Wal-Mart SC Loads Per WM 0.032245 202,355 6,525
Total Proposed Flows -8" East of Brothers
Blvd downstream 18" WW line 40,630
cf s 0.06
Total Proposed Flows to Brothers Lane :27,980
cf s 0.04
The estimated proposed gallons per day served by the reconfigured 8" sanitary sewer line
directly to the front of the existing Wal-Mart extending to Brothers Blvd. is 21,614gpd.
The estimated 2 hour peak flow through this pipe is 0.17cfs. The pipe will run at 23%
capacity at an average slope of 0.92%.
The 2 hour peak flow rate = 3,602 gph
(4x hourly flow rate) = 0.13 cfs
The estimated proposed gallons per day served by the new 8" sanitary sewer line at the
back of the store running partially within Brother Blvd. ROW is 6,366gpd. The estimate
2 hour peak flow through this pipe is 0.04cfs. The pipe will run at 15% capacity at an
average slope of 0.39%
The 2 hour peak flow rate = 1,061 gph
( 4x hourly flow rate) = 0.04 cfs
The proposed reconfigured 8" at the front of the building and the proposed 8" at the rear
of the proposed Wal-Mart expansion will tie to an existing manhole in Brothers Blvd. and
continue running east. The combined 40,630 is an estimated proposed gallons per day
flow for the existing 8" sanitary sewer east of Brothers Blvd. The estimated peak flow
through this pipe is 0.25cfs. This pipe is currently running at 30% capacity at an average
slope of 1.00%.
The 2 hour peak flow
(4x hourly flow rate)
= 6,772 gph
= 0.25 cfs
5
CONCLUSION
The proposed effluent flows should be accommodated by the proposed sanitary sewer
improvements. The existing downstream 8" sanitary sewer pipe, East of Brothers Blvd.
will accommodate the proposed flows.
(See Appendix C for Proposed Sanitary Flows for reroute of 8" at th e fi'ont of store and
new 8 "sanitmy line in Brothers Blvd. and proposed flows for existing 8 " sanitary
downstream, East of Brother Blvd..)
6
APPENDIX A
1. Utility Plan.
7
APPENDIXB
Pipe Calculations for Existing Sanitary Effluent Flows
8
8'" Sanitary Sewer Pipe Exist Conditions -To Brothers Blvd.
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Normal Depth
Diameter
,Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
:GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headless
Average End Depth Over Rise
Manning Formula
Discharge
Supercritical
Composite S1 -> S2
0.01 3
0.00850 ft/ft
0.17 ft
0.67 ft
0.16 ft3/s
0.07 ft2
0.71 ft
0.58 ft
0.18 ft
25.5 %
0.00642 ft/ft
2.26 ft/s
0.08 ft
0.25 ft
1.15
1.20 ft'/s
1.12 ft'/s
0.00017 ft/ft
0.67 ft
820.00 ft
0.18 ft
6.48 ft
63.91 %
Normal Depth Over Rise 25.49 %
Downstream Velocity 0.45 ft/s
Upstream Velocity 2.05 ft/s
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
2/17/2009 2:56:18 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
8" Sanitary Sewer Pipe Exist Conditions -To Brothers Blvd.
GVF Output Data
Normal Depth 0.17 ft
Critical Depth 0.18 ft
Channel Slope 0.00850 ft/ft
Critical Slope 0.00642 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01 .066.00]
2117/2009 2:56:18 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
8" Sanitary Sewer Existing Conditions · East of Brothers Blvd.
·Project Description
Friction Method
Solve For
Input D?ta
Roughness Coefficient
Channel Slope
Normal Depth
Diameter
Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Average End Depth Over Rise
Normal Depth Over Rise
Downstream Velocity
Upstream Velocity
Manning Formula
Discharge
Supercritical
Composite S1 -> S2
0.013
0.01000 ft/ft
0.20 ft
0.67 ft
0.23 ft'/s
0.09 ft'
0.76 ft
0.61 ft
0.22 ft
29.2 %
0.00642 ft/ft
2.65 ft/s
0.11 ft
0.30 ft
1.25
1.30 ft'/s
1.21 ft'/s
0.00035 ft/ft
0.83 ft
400.00 ft
0.22 ft
3.39 ft
78.62 %
29.24 %
0.65 ft/s
2.26 ft/s
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
2/17/2009 2:57 :14 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
8" Sanitary Sewer Existing Conditions -East of Brothers Blvd.
GVF Output Data
Normal Depth 0.20 ft
Critical Depth 0.22 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.00642 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01 .066.00]
2/17/2009 2:57:14 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
APPENDIXC
Pipe Calculations for Proposed Sanitary Effluent Flows
9
Reconfigured 8"' Sanitary Sewer Proposed Conditions
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.013
Channel Slope 0.00920 ft/ft
Normal Depth 0.15 ft
Diameter 0.67 ft
Results
Discharge 0.13 ft'/s
Flow Area 0.06 ft2
Wetted Perimeter 0.66 ft
Top Width 0.56 ft
Critical Depth 0.16 ft
Percent Full 22.5 %
Critical Slope 0.00644 ft/ft
Velocity 2.19 ft/s
Velocity Head 0.07 ft
Specific Energy 0.22 ft
Froude Number 1.19 ,..
Maximum Discharge 1.25 ft' ls
Discharge Full 1.16 ft' ls
Slope Full 0.00011 ft/ft
Flow Type Supercritical
GVF Input C?ata
Downstream Depth 0.67 ft
Length 1010.00 ft
Number Of Steps
GV,F C?.~tput Data
Upstream Depth 0.16 ft
Profile Description Composite S1 -> S2
Profile Headloss 8.79 ft
Average End Depth Over Rise 62.29 %
Normal Depth Over Rise 22.49 %
Downstream Velocity 0.37 ft/s
Upstream Velocity 1.93 ft/s
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00]
2/17/2009 2:58:03 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Reconfigured 8"' Sanitary Sewer Proposed Conditions
GVF Output Data
Normal Depth 0.15 ft
Critical Depth 0.16 ft
Channel Slope 0.00920 ft/ft
Critical Slope 0.00644 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08 .01.066.00]
2/17/2009 2:58:03 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
Proposed 8" Sanitary Sewer -In Brothers Blvd. ROW
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Normal Depth
Diameter
Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
Downstream Depth
Length
Number Of Steps
GVF Output pata
Upstream Depth
Profile Description
Profile Headless
Average End Depth Over Rise
Normal Depth Over Rise
Downstream Velocity
Upstream Velocity
Manning Formula
Discharge
SubCritical
M1
0.013
0.00390 ft/ft
0.10 ft
0.67 ft
0.04 ft' ls
0.03 ft2
0.53 ft
0.48 ft
0.09 ft
15.0 %
0.00719 ft/ft
1.12 ft/s
0.02 ft
0.12 ft
0.75
0.81 ft3/s
0.76 ft'/s
0.00001 ft/ft
0.34 ft
101 0.00 ft
0.10 ft
3.70 ft
32.98 %
14.99 %
0.20 ft/s
1.12 ft/s
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [OB.01.066.00]
2/17/2009 2:59:24 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Proposed 8" Sanitary Sewer -In Brothers Blvd. ROW
GVF Output Data
Normal Depth 0.10 ft
Critical Depth 0.09 ft
Channel Slope 0.00390 tuft
Critical Slope 0.00719 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00]
2/17/2009 2:59:24 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
•
8" Sanitary Sewer Proposed Conditions -East of Brother Blvd.
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Normal Depth
Diameter
Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
GVF In put Data
.... >)
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headless
Average End Depth Over Rise
Normal Depth Over Rise
Downstream Velocity
Upstream Velocity
Manning Formula
Discharge
SuperCritical
Composite S 1 -> S2
0.013
0.01000 ft/ft
0.21 ft
0.67 ft
0.25 ft'/s
0.09 ft2
0.78 ft
0.62 ft
0.23 ft
30.7 %
0.00644 ft/ft
2.72 ft/s
0.12 ft
0.32 ft
1.25
1.30 ft'/s
1.21 ft•/s
0.00042 ft/ft
0.83 ft
400.00 ft
0.23 ft
3.40 ft
79.46 %
30.73 %
0. 71 ft/s
2.32 ft/s
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
2/17/2009 2:59:59 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1 666 Page 1 of 2
8'" Sanitary Sewer Proposed Conditions -East of Brother Blvd.
GVF Output Data
Normal Depth 0.21 ft
Critica l Depth 0.23 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.00644 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01 .066.00]
2/1 7/2009 2:59:59 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2