HomeMy WebLinkAboutWastewater ReportWASTEWATER DESIGN REPORT
Gateway Phase 3
Richard Carter Survey, A -8
College Station, Brazos County, Texas
October, 2007
O F r •% * 1
................:::
ALFRED A. PAINE
.. ..................
97221 a
a�26 /Z�'T
PREPARED BY:
Kling Engineering & Surveying
4101 Texas Ave., Suite A
Bryan, Texas 77802
(979) 846 -6212
WASTEWATER DESIGN REPORT
Gateway Phase 3
Richard Carter Survey, A -8
College Station, Brazos County, Texas
October, 2007
PURPOSE:
The purpose of this report is to analyze the existing and proposed sanitary sewer collection lines'
capability of handling the increased demand from Gateway Phase 3. The subdivision is approximately
6.2 acres however, due to portions of the tract being located within a FEMA floodway, only 4.0 acres of
proposed commercial use land are available for development.. The proposed public sanitary sewer
system is composed of approximately 435 LF of a 8" PVC sanitary sewer line. The proposed system
will connect to an existing 12" PVC sanitary sewer line running adjacent to the project site. The impact
of the sewer demand to the existing 12" public sanitary line due to development of Gateway Phase 3
commercial subdivision is included in this report. As part of this analysis, contributing areas upstream
of the proposed connection point were analyzed to calculate the existing flows through the downstream
system. Previous Wastewater Design Reports were used to obtain existing demands. This report is
being conducted in compliance with the B %CS unified Design Guidelines for Sanitary Sewer.
WASTEWATER DESIGN REPORT
Gateway Phase 3
DESIGN PARAMETERS:
EXISTING CONDITIONS:
Currently, a 12" PVC sanitary sewer line runs on the west side of the project site, flowing from south to
north. The contributing area is approximately 95 acres, including Gateway Phase 3. Information for the
contributing flows was obtained from prior reports in the area. Within the contributing area, the known
flows from previous reports include University Town Center, The Veranda, Cedarcreek Condominiums,
Homewood Suites, Hawthorne Suites, Post Oak Forest, McAlister's Deli, M.D.W. Centre, Grand Oaks,
Amerisuites, Mariott, Microage, Holiday Inn, residential lots in University Park and the Gateway Phase
4 Condominiums (see Appendix 2 - "Design Parameters "). The previous reports referenced:
Sanitary Sewer Impact Analysis "Bert Wheeler, Inc. 8.741 & 4.242 Acre Tracts ", Kling
Engineering & Surveying, August, 1997.
Wastewater Design Report "University Town Center, Phasel ", Kling Engineering & Surveying,
December, 2004.
Wastewater Design Report "University Town Center, Phase 2 & 3 ", Kling Engineering &
Surveying, May, 2005.
Water & Sanitary Sewer Report "M.D.W. Centre (Fully Developed) Commercial Development,
1200 University Drive East, College Station, Texas ", Rabon Metcalf Engineering,
January 23, 2006, Rev. April 5, 2006.
Wastewater Design Report "Gateway Phase 4 ", Kling Engineering & Surveying, November,
2006.
WASTEWATER DESIGN REPORT
Gateway Phase 3
The total existing flows can be seen in the following table.
Table 1
Usage
Avg. Daily
(gpm)
Peak Hourly
(gpm)
Report
Reference
Post Oak Forest
4.99
19.97
McAlister's Deli
0.78
3.12
**
University Town
Center, Ph. 1
3.40
13.60
**
Homewood Suites
5.76
23.06
* **
Veranda
Condominiums
7.50
30.00
* **
Cedarcreek
Condominiums
13.96
55.83
* **
Hawthorne Suites
(Quality Suites)
16.88
67.50
* **
Grand Oaks,
Townhouses, and
Duplexes
13.33
53.33
* **
University Town
Center, Ph. 2 & 3
30.21
120.84
* **
M.D.W. Centre
28.00
112.00
* * **
Commercial
0.63
2.50
Commercial - Office
1.77
7.08
* * * **
Commercial - Hotel
12.57
50.28
* * * **
Commercial -
Extended Stay Hotel
6.60
26.39
* * * **
Residential
8.19
32.78
* * * **
Gateway Phase 4
21.94
87.78
* * * **
Total
176.51
706.06
* Sanitary Sewer Impact Analysis "Bert Wheeler, Inc. 8.741 & 4.242 Acre
Tracts ", Kling Engineering & Surveying, August, 1997.
** Wastewater Design Report "University Town Center, Phase 1 ", Kling
Engineering & Surveying, December, 2004.
* ** Wastewater Design Report "University Town Center, Phase 2 & 3 ", Kling
Engineering & Surveying, May, 2005.
* * ** Water & Sanitary Sewer Report "M.D.W. Centre (Fully Developed)
Commercial Development, 1200 University Drive East, College
Station, Texas ", Rabon Metcalf Engineering, January 23, 2006, Rev.
April 5, 2006.
***** Wastewater Design Report Gateway Phase 4 ", Kling Engineering &
Surveying, November, 2006.
WASTEWATER DESIGN REPORT
Gateway Phase 3 4
The minimum slope in the existing 12" PVC sanitary sewer line is 0.46 %. This allows a full flow
capacity of 1,084.50 gpm.
PROPOSED DEMAND AVAILABILITY ANALYSIS:
The area of Gateway Phase 3 which is available for development is composed of approximately 4.0
acres of open commercial zoned property. The remaining portion of the property lies within the
floodway of an unnamed tributary to Burton Creek, or is not accessible. The proposed site
improvements at this time are to be served internally by one 8" sanitary sewer line that connects to the
existing 12" PVC sanitary sewer line. The following Table 2 shows the downstream leg of the
proposed 8" sanitary sewer line, its capacity, and the acreage served upstream. To determine the
flowrates for the project area, Method 2 - Land Use Determination, was used as described in the B /CS
Unified Design Guidelines for Sanitary Sewer (see Appendix 2 - "Design Parameters ").
Table 2
SS Line Size (in.)
Slope ( %)
Capacity
(gpm)
Acreage
Served
Avg. Daily
Flow (gpm)
Peak Hourly
Flow (gpm)
1 8
0.50
383.00
4.0
4.17
16.68
16.68
12" Line Total
180.68
722.74
*Refer to exhibit for line locations
The above Table 2 shows that the proposed 8" sanitary sewer line has sufficient capacity for flows from
the proposed Gateway Phase 3 commercial subdivision. As previously stated, the existing 12" line was
analyzed at the downstream line segment with the least amount of slope. The following Table 3 shows
the total flow in the downstream 12" PVC segment of evaluation.
Table 3
The above Table 3 shows that the existing 12" PVC sanitary sewer line has capacity to handle the
increase in flow from Gateway Phase 3. The calculations also show that there is additional capacity
remaining in the existing 12" sanitary sewer line.
WASTEWATER DESIGN REPORT
Gateway Phase 3
Avg. Daily
Flow
(gpm)
Peak Hourly
Flow (gpm)
Line Capacity
(gpm)
% Capacity Remaining @
Peak Hourly Flow
Existing Flow
(gpm)
176.51
706.06
Additional
Proposed (gpm)
4.17
16.68
12" Line Total
180.68
722.74
1084.50
33.4%
The above Table 3 shows that the existing 12" PVC sanitary sewer line has capacity to handle the
increase in flow from Gateway Phase 3. The calculations also show that there is additional capacity
remaining in the existing 12" sanitary sewer line.
WASTEWATER DESIGN REPORT
Gateway Phase 3
DISCUSSION OF RESULTS:
The existing sanitary system immediately downstream of the proposed Gateway Phase 3 has the
capacity available to handle the increased flow from the development. Additionally, the proposed 8"
sanitary sewer line has enough capacity to handle the flow generated by the entire commercial
development. Based on the analysis, both the proposed and existing systems have capacity to handle
the increased flow.
CONCLUSIONS:
Gateway Phase 3 is a proposed commercial subdivision with approximately 4.0 acres available for
development. The development includes an on -site public sanitary sewer system which will connect to
an existing public 12" PVC sanitary sewer line. As the analysis indicates, the existing and proposed
systems adequately handle the flows from the commercial development. This subdivision will have no
adverse affect on the existing sanitary sewer system.
WASTEWATER DESIGN REPORT
Gateway Phase 3
APPENDIX 1
VICINITY MAP
VICINITY Nwp
KLING ENGINEERING & SURVEYING
BRYAN, TEXAS
' I
SITE LOCATION,
lion ON ■
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VICINITY Nwp
KLING ENGINEERING & SURVEYING
BRYAN, TEXAS
APPENDIX 2
DESIGN PARAMETERS
SANITARY SEWER FLOW RATE CALCULATIONS
EXISTING SEWER DEMAND (FROM PREVIOUS REPORTS)
*A* Sanitary Sewer Impact Study "Bert Wheeler, Inc. 8.741 & 4.242 Acre Tracts ",
Kling Engineering & Surveying, August, 1997.
*B* Wastewater Design Report, "University Town Center, Phase 1 ", Kling Engineering &
Surveying, Decemeber, 2004.
*C* Wastewater Design Report, "University Town Center, Phase 2 & 3 ", Kling
Engineering & Surveying, May, 2005.
*D* Water & Sanitary Sewer Report "M.D.W. Centre (Fully Developed)
Commercial Development, 1200 University Drive East, College Station, Texas ",
Rabon Metcalf Engineering, January 23, 2006, Rev. April 5, 2006
*E* Wastewater Design Report, "Gateway Phase 4 ", Kling Engineering & Surveying,
November, 2006.
PROPOSED SEWER DEMAND
COMMERCIAL AREA CONTRIBUTING
4.0 ACRES
PERSONS /ACRE 30
USAGE 50 GPD /PERSON
PROP. 8"
SS LINE
AVG. DAILY
PEAK HOURLY
REPORT
4.17
(GPM)
(GPM)
REFERRAL
POST OAK FOREST
4.99
19.97
*A*
MCALISTER'S DELI
0.78
3.12
*B*
UNIVERSITY TOWN CENTER PH. 1
3.40
13.60
*B*
HOMEWOOD SUITES
5.76
23.06
*C*
VERANDA CONDOMINIUMS
7.50
30.00
*C*
CEDARCREEK CONDOMINIUMS
13.96
55.83
*C*
HAWTHORNE SUITE (QUALITY SUITES)
16.88
67.50
*C*
TOWNHOUSES, DUPLEXES, AND GRAND OAKS
13.33
53.33
*C*
UNIVERSITY TOWN CENTER PH. 2 & 3
30.21
120.84
*C*
M.D.W. CENTRE
28.00
112.00
*D*
COMMERCIAL
0.63
2.50
*E*
COM- OFFICE
1.77
7.08
*E*
COM -HOTEL
12.57
50.28
*E*
COM -EX. HOTEL
6.60
26.39
*E*
RESIDENTIAL
8.19
32.78
*E*
GATEWAY PHASE 4
21.94
87.78
*E*
TOTAL:
176.51
706.06
*A* Sanitary Sewer Impact Study "Bert Wheeler, Inc. 8.741 & 4.242 Acre Tracts ",
Kling Engineering & Surveying, August, 1997.
*B* Wastewater Design Report, "University Town Center, Phase 1 ", Kling Engineering &
Surveying, Decemeber, 2004.
*C* Wastewater Design Report, "University Town Center, Phase 2 & 3 ", Kling
Engineering & Surveying, May, 2005.
*D* Water & Sanitary Sewer Report "M.D.W. Centre (Fully Developed)
Commercial Development, 1200 University Drive East, College Station, Texas ",
Rabon Metcalf Engineering, January 23, 2006, Rev. April 5, 2006
*E* Wastewater Design Report, "Gateway Phase 4 ", Kling Engineering & Surveying,
November, 2006.
PROPOSED SEWER DEMAND
COMMERCIAL AREA CONTRIBUTING
4.0 ACRES
PERSONS /ACRE 30
USAGE 50 GPD /PERSON
PROP. 8"
SS LINE
PROP. AVG.
DAILY GPM
PROP. PEAK
HOURLY GPM
1
4.17
16.68
LINE CAPACITIES
AVERAGE DAILY DEMAND
REMAINING
PROPOSED CAPACITY CAPACITY
8" SS LINE SLOPE ( %) (GPM) (GPM) (GPM)
1 1.00 4.17 542.00 537.83
PEAK HOURLY DEMAND
REMAINING
PROPOSED CAPACITY CAPACITY
8" SS LINE SLOPE ( %) (GPM) (GPM) (GPM)
1 1.00 16.68 542.00 525.32
COMBINED EXISTING AND PROPOSED DEMANDS AT SEGMENT OF EVALUATION
EXISTING 12" PVC @ 0.46%
AVERAGE DAILY DEMAND
REMAINING
TOTAL FLOW CAPACITY CAPACITY
LINE SLOPE ( %) (GPM) (GPM) (GPM)
EXISTING 12" 0.46 180.68 1084.50 903.82
PEAK HOURLY DEMAND
REMAINING
PROPOSED CAPACITY CAPACITY
LINE SLOPE ( %) (GPM) (GPM) (GPM)
EXISTING 12" 0.46 722.74 1084.50 361.76
EXISTING 12"
Worksheet for Circular Channel
Project Description
Project File h: \engineering projects \gateway phase 3 \sanitary sewer \sanitary.fm2
Worksheet EXIST 12" SAN
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope 0.004600 ft/ft
Diameter 12.00 in
Results
Depth
1.00
ft
Discharge
1,085
gal /min
Flow Area
0.79
ft 2
Wetted Perimeter
3.14
ft
Top Width
0.00
ft
Critical Depth
0.67
ft
Percent Full
100.00
Critical Slope
0.007518
ft/ft
Velocity
3.08
ft/s
Velocity Head
0.15
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
2.60
cfs
Full Flow Capacity
2.42
cfs
Full Flow Slope
0.004600 ft/ft
FlowMaster v5.12
10/09/07 Page 1 of 1
09:35:59 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666
SANITARY SEWER LINE "1"
Worksheet for Circular Channel
Project Description
Project File
h: \engineering projects \gateway phase 3 \sanitary sewer \sanitary.fm2
Worksheet
8" SANITARY
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope 0.005000 ft/ft
Diameter 8.00 in
Results
Depth
0.67
ft
Discharge
383
gal /min
Flow Area
0.35
ft 2
Wetted Perimeter
2.09
ft
Top Width
0.00
ft
Critical Depth
0.44
ft
Percent Full
100.00
Critical Slope
0.008483 ft/ft
Velocity
2.45
ft/s
Velocity Head
0.09
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
0.92
cfs
Full Flow Capacity
0.85
cfs
Full Flow Slope
0.005000 ft/ft
FlowMaster v5.12
10/26/07 Pa e 1 of 1
11:00:55 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 -1666 9
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