HomeMy WebLinkAboutSewer Sysytem Report and Water ReportSewer System Report
for
The Barracks II Subdivision
Section 200
College Station, Texas
March 2013
Prepared By:
Schultz Engineering, LLC
TBPE Firm No. 12327
P.O. Box 11995
College Station, TX 77842
2730 Longmire Drive, Suite A
College Station, Texas 77845
(979) 764-3900
F-12327
SCHULTZ ENGINEERING. LLC.
GENERAL INFORMATION
The Barracks II Subdivision Section is a 108-acre development in the area generally bounded by
Wellborn Road on the east, Holleman Drive South on the west, Cain Road to the north and Rock
Prairie Road to the south. It is zoned PDD and is comprised of a mixture of residential and
commercial land uses as shown on Exhibit A. There are 425 residential lots planned for the site
and 25.3 acres of commercial property. The area surrounding the site is generally undeveloped,
with the exception of three residential developments adjoining the tract on the south. The area
between Cain Road and Rock Prairie Road is described as General Suburban in the City's
Comprehensive Plan, which implies that it is likely to develop in a similar manner as The Barracks
II Subdivision
Sections 100, 101, 102 and 300 have been completed or are under construction. Section 200 is
unchanged from the Preliminary Plat and will add 28 new lots.
Sewer service to the area is provided by 18" and 12" lines running along Old Wellborn Road and
along the south property line of The Barracks II Subdivision. These lines will be the primary
outfall for this development, but they are also intended to serve other adjoining tracts in the same
sewer basin. These adjoining areas are identified as:
CSISD Tract -23 .50 acres
Mayo Tract -24.99 acres
Turner Tract (partial) -15.08 acres
Barger Tract (partial) -18.06 acres
All four of these tracts are presently zoned A-0. Only the Mayo Tract and the Turner Tract affect
this portion of the Sewer System.
Design Criteria:
Primary Sewer Outfall: Section 10 l -8" sewer line at existing terminus of Hayes Drive
Domestic Demand:
Avg. Pop Density:
Average Flow:
Peaking Factor:
Pipe:
Applicable Exhibits:
Conclusion:
2.67 people per lot
l 00 gpd/cap or 267 gpd per lot
4
PVC D3034 SDR 26
Exhibit A -Overall Sewer System Layout
Exhibit B -Sanitary Sewer Analysis Spreadsheet
The sewer system shown in Exhibit A has been laid out using the criteria in the Bryan/College
Station Design Guidelines and TCEQ. It is analyzed assuming peak flow conditions when this
portion of the subdivision is fully developed. The spreadsheet in Exhibit B shows all lines
depicted in Exhibit A to be capable of carrying the flows that come to them under these
conditions. This analysis will be used as the basis for all subsequent sewer line designs in the
subdivision. The system will function as intended as long as the line sizes and slopes are equal to
or greater than those shown herein. It should be noted that any significant additional flow from
off-site sources will likely exceed the capacity of several lines, so careful study is advised of any
changes to the contributing area.
Water System Report
for
The Barracks II Subdivision
Section 200
Brazos County, Texas
March 2013
Prepared By:
TBPE Firm Registration No. 12327
2730 Longmire, Suite A
College Station, Texas 77845
979.764.3900
F-12327
SCHULTZ ENGINEERING, LLC.
General Information
Location:
General Note:
Land Use:
Section 200 is located southeast of Section 100 of the Barracks II
Development. The Barracks II Subdivision is a 108-acre development
located midway between Rock Prairie Road and Cain Road in south
College Station. It is bounded on the west by Holleman Drive South and
on the east by Old Wellborn Road.
The water lines to serve these 28 residential lots will be a 8" along
Towers Parkway, a 6" line along Iron Horse Drive and a 6" & 8" line
along Hayes Drive. The 8" line along Towers Parkway will connect to
the 12" line that was constructed in Section 100. The 8" line along
Hayes will connect to the 8" line that was constructed in section 101.
Single family residential
Design Criteria/ Analysis
Primary Water Supply: Existing 12" water line along Deacon Drive.
Existing System Pressure Tests:
Flow Hydrant -See Appendix A
Flowrate: 1,190 gpm
Static Pressure: 75 psi
Residual Pressure: 55 psi
Exhibits: Exhibit A -Water Layout
Appendix A-Hydrant Flow Test Results
Appendix B -WaterCAD Analysis Summary-Domestic Demand
Appendix C -WaterCAD Analysis Summary-Fire Flow Demand@ FHl
Appendix D -WaterCAD Analysis Summary-Fire Flow Demand @FH2
Fire Flow:
Domestic Use
1,000 gpm for Single Family Residential
1.5 gpm per lot for Single Family Residential
Section 201 -28 Lots= 42 gpm
Future Development (Section 202)-22 Lots= 33 gpm
Future Development (Section 201) -28 Lots = 42 gpm
Total Domestic Demand= 117 gpm
The proposed 8" & 6" water lines are in accordance with the BCS Water
Design Guidelines. This report provides the results of the water system
analysis under the fire flow and domestic demand requirements, (1117
gpm) which produced the lowest pressure in the system.
Conclusion
Summary of Calculations
Pressure 73.2
Domestic Demand Min.
Velocity Max .75
Pressure 45.9 Domestic Demand & Fire Min.
Hydrant 1 Velocity Max 7.69
Pressure 49 Domestic Demand & Fire Min.
Hydrant 2 Velocity Max 7.13
The minimum pressure (45.9 psi) for this system occurs when a Fire
Flow demand is set at Fire Hydrant Number 1. The Max Velocity for this
system occurs at the same demand when the velocity in Pipe P-7 has a
velocity of 7 .69 fps.
All of these pressures exceeds the 20 psi and 3 5 psi minimum pressure
requirements, respectively. The maximum pipe velocities are less than 12
fps.
The proposed 8" and 6" water lines meet or exceed all of the design
criteria for the City of College Station and the Wellborn Special Utility
District. It will provide adequate water pressure, flowrate and velocity
for both domestic and fire flow demands.
EXHIBIT A
WATER LAYOUT
APPENDIX A
FLOW TEST REPORT
Appendix A
GOODWIN -LASITER, INC.
TBPE # F-413
Water System Flow Test Report
Date: 2/12/2013
Water System Owner: We/lbQm SUD ------------------------0 eve Io pm en t Project: fhe Barracks II-Phase WJ
Flow Test Location: Intersection Cu/fen/Capps
Nozzle srze (in): 2.5
--------------~ Pitot Reading (psi): 50
Flowrate (gpm): 1,190
~-----------------------Pressure Guage location: Cullen/Nayes
----------------------~ Static (psi};; 75 -------------------------. Residual (psi}t 55
Discharge Coef: C:·
Flowrate.
Flormufa:
c = discharge coef.
d = orifice size (In)
p = pltot pres$ure (psij
0.9
This flow test was· conducted In accordahce with NFPA 291. Th!!~~~~ ~or 9l<Ci!~~.IJ!.l\J~~~!ll;~esign
standards a !'low requrrements of the City and the State ofTellas\: • ' . . . -:~}:!.; . . --:."\'O"i:')~h, '·;,:·b:-
·. ~ -..... , .......... .,~' ·:·.' "' .. .,r.• •· ,_, t .... .,
Report Prepared by: ·-k · '~/ * ··.... •1 ·• · f* :' : .... ,, signature , •.f . ... * l r······~······~·,··,·····,~···.······1·
John Rusk, PE ~· .. :·~.9.~.~ .. ~.~.~~ .. r-·l prlnttdnom~ '•t\°\ 87884 .{$: ,o..c-··~1ceH!»~~ .. ·~ .I' '\f .r$i"''••:"f:.~0~
Others Present: Mike Marks, Contractor '''°~~~-; ;,qi'£./ '.i.o 13
2 Operators, Wellborn SUD
APPENDIX B
PIPE & JUNCTION ANALYSIS-DOMESTIC FLOW
Pipe
Number
P-1
P-2
P-3
P-4
P-5
P-6
P-7
P-8
P-9
P-10
P-11
P-12
P-13
P-res
Length (ft)
831
457
1,053
119
79
186
85
670
287
76
75
18
269
44
Appendix B
WaterCAD Analysis Summary
Pipe Analysis -Domestic Demand
Size (in) Material Hazen-
Williams C
8 PVC 150
8 PVC 150
12 PVC 150
8 PVC 150
8 PVC 150
8 PVC 150
6 PVC 150
6 PVC 150
6 PVC 150
8 PVC 150
6 PVC 150
8 PVC 150
8 PVC 150
8 PVC 150
WaterCAD Analysis Summary
Junction Analysis -Domestic Demand
Junction
Junction Elevation Demand Pressure
(gpm) (psi)
EX-FH 306.97 0 74.6
J-2 304 0 75.8
J-3 303.27 0 76.1
J-4 309.37 0 73.4
J-5 309.5 0 73.4
J-6 310 0 73.2
J-7 309.57 36 73.3
FH-1 309.36 18 73.4
J-9 305 18 75.3
J-10 304.48 0 75.6
J-11 305.21 24 75.2
J-12 304.6 15 75.5
FH-2 304.67 6 75.5
Flow Velocity
(gpm) (ft/s)
117 0.75
49 0.31
49 0.14
49 0.31
49 0.31
36 0.23
13 0.15
-5 0.05
-23 0.26
24 0.15
-15 0.17
-62 0.39
-68 0.43
117 0.75
APPENDIXC
PIPE & JUNCTION ANALYSIS-FIRE FLOW FH-1 & DOMESTIC FLOW
Pipe
Number
P-1
P-2
P-3
P-4
P-5
P-6
P-7
P-8
P-9
P-10
P-11
P-12
P-13
P-res
Length (ft)
831
457
1,053
119
79
186
85
670
287
76
75
18
269
44
Appendix C
WaterCAD Analysis Summary
Pipe Analysis -Fire Flow Demand (FH-1)
Size (in) Material Hazen-
Williams C
8 PVC 150
8 PVC 150
12 PVC 150
8 PVC 150
8 PVC 150
8 PVC 150
6 PVC 150
6 PVC 150
6 PVC 150
8 PVC 150
6 PVC 150
8 PVC 150
8 PVC 150
8 PVC 150
WaterCAD Analysis Summary
Junction Analysis -Fire Flow Demand (FH-1)
Junction
Junction Elevation Demand Pressure
(gpm) (psi)
EX-FH 306.97 0 56.8
J-2 304 0 51.9
J-3 303.27 0 50.7
J-4 309.37 0 47.6
J-5 309.5 0 47.2
J-6 310 0 46.7
J-7 309.57 36 46.9
FH-1 309.36 1,018 45.9
J-9 305 18 50.1
J-10 304.48 0 51.3
J-11 305.21 24 51
J-12 304.6 15 51.3
FH-2 304.67 6 51.3
Flow Velocity
(gom) (ft/s)
1,117 7.13
714 4.55
714 2.02
714 4.55
714 4.55
36 0.23
678 7.69
-340 3.86
-358 4.07
24 0.15
-15 0.17
-397 2.54
-403 2.58
1,117 7.13
APPENDIX D
PIPE & JUNCTION ANALYSIS-FIRE FLOW FH-1 & DOMESTIC FLOW
Pipe
Number
P-1
P-2
P-3
P-4
P-5
P-6
P-7
P-8
P-9
P-10
P-11
P-12
P-13
P-res
Length (ft)
831
457
1,053
119
79
186
85
670
287
76
75
18
269
44
Appendix D
WaterCAD Analysis Summary
Pipe Analysis -Fire Flow Demand (FH-2)
Size (in) Material Hazen-
Williams C
8 PVC 150
8 PVC 150
12 PVC 150
8 PVC 150
8 PVC 150
8 PVC 150
6 PVC 150
6 PVC 150
6 PVC 150
8 PVC 150
6 PVC 150
8 PVC 150
8 PVC 150
8 PVC 150
WaterCAD Analysis Summary
Junction Analysis -Fire Flow Demand (FH-2)
Junction
Junction Elevation Demand Pressure
(gpm) (psi)
EX-FH 306.97 0 56.8
J-2 304 0 51.9
J-3 303.27 0 52
J-4 309.37 0 49.3
J-5 309.5 0 49.2
J-6 310 0 49
J-7 309.57 36 49.1
FH-1 309.36 18 49.1
J-9 305 18 50.4
J-10 304.48 0 50.4
J-11 305.21 24 50
J-12 304.6 15 50.3
FH-2 304.67 1,006 50.3
Flow Velocity
(gpm) (ft/s)
1,117 7.13
229 1.46
229 0.65
229 1.46
229 1.46
36 0.23
193 2.19
175 1.99
157 1.79
24 0.15
-15 0.17
118 0.76
-888 5.67
1,117 7.13