HomeMy WebLinkAboutWater and Sewer Report ill Water & Sanitary Sewer Report
FOR
BALD PRAIRIE SUBDIVISION
Lots 9R1 thru 9R9
College Station
Brazos County, Texas
September 1, 2010
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Prepared For:
Bryan Links, LLC
2020 Oakwood Trail
College Station, TX 77845
Prepared By:
RME Consulting Engineers
7607 Eastmark Drive, Suite 252A <77840>
P.O. Box 9253
College Station, TX 77845
Texas Firm Registration No. F -4695
RME No. 242 -0405
• Water & Sanitary Sewer Report
FOR
BALD PRAIRIE SUBDIVISION
Lots 9R1 thru 9R9
College Station
Brazos County, Texas
September 1, 2010
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Prepared For:
Bryan Links, LLC
2020 Oakwood Trail
College Station, TX 77845
Prepared By:
RME Consulting Engineers
7607 Eastmark Drive, Suite 252A <77840>
P.O. Box 9253
College Station, TX 77845
• Texas Firm Registration No. F -4695
RME No. 242 -0405
Water & Sanitary Sewer Report
BALD PRAIRIE SUBDIVISION
Lots 9R1 thru 9R9
College Station
Brazos County, Texas
TABLE OF CONTENTS: PAGE
1.0 General Information 1
1.1 Scope of Report 1
1.2 Site and General Location 1
1.3 Description of Existing Conditions 1
1.4 Existing Water Distribution System 2
1.5 Existing Sanitary Sewer Collection System 2
2.0 Water System Improvements 3
2.1 Proposed Water System Configuration 3
2.2 Domestic Water Supply Requirements 3
2.3 Fire Flow Requirements 4
2.4 Hydraulic Modeling Methodology 4
2.5 Modeling Results & Conclusions 4
3.0 Sanitary Sewer Improvements 5
3.1 Proposed Sanitary Sewer Configuration 5
• 3.2 Sanitary Sewer Flow Calculations 5
3.3 Hydraulic Modeling Methodology 6
3.4 Modeling Results & Conclusions 6
ATTACHMENTS:
Replat
Vicinity Map
Water — Key Map
Hazen - Williams: Hydraulic Analysis Data
Sewer — Key Map
WINSTORM Hydraulic Analysis Data
•
242 -0405 Water -Sewer Report.docx Page - i
• Water & Sanitary Sewer Report
BALD PRAIRIE SUBDIVISION
Lots 9R1 thru 9R9
College Station
Brazos County, Texas
1.0 GENERAL INFORMATION
1.1 Scope of Report:
This report addresses the water and sanitary sewer improvements for the Bald Prairie
Subdivision replat of Lots 9R1 -9R9. This subdivision is located within the city limits of
College Station, Texas. All of this development is in the College Station water and sewer
service area and will be provided utility service by the city.
The proposed development's water system and sanitary sewer improvements are
analyzed in accordance with the criteria outlined in the "B/CS Unified Technical
Specifications and Design Guidelines" (UTSDS) manual of the City of College Station
(CoCS) and Chapter 217 & 290 of the Texas Commission on Environmental Quality
(TCEQ) Rules & Regulations.
• 1.2 Site and General Location:
The replat development of Lot 9 of the Bald Prairie Subdivision consists of 2.93 acres of
land consisting of nine (9) residential lots with the construction of their associated
improvements of paving, drainage, and utilities. The existing and proposed
developments are depicted on the Replat which is provided in the "Attachment — Section
1.0" portion of this report.
Lot 9 of the Bald Prairie Subdivision has access to Renee Lane along its southwest
property line and access to Victoria Avenue along its northeast property line.
Developments adjacent to these lots are all residential consisting of single - family
residential (Edelweiss Gartens — Seection 6 & 7 and the remnant of the Bald Prairie
Subdivision).
A Vicinity Map, for this project site, is provided and is located in the "Attachment —
Section 1.0" portion of this manual. This map is being provided as an aid in locating the
site. Drawings describing the work and its specific locations are contained in the
Construction Drawings prepared by RME Consulting Engineers, College Station, Brazos
County, TX. These Construction Drawings are included as part of this Water & Sanitary
Sewer Report by reference.
1.3 Description of Existing Conditions:
The 2.93 acres of land, which contains the proposed development, is a moderately well
• sloping (approximately 2.0 %) substantially undeveloped site with natural overland
drainage that conveys runoff to a secondary drainage system of Lick Creek. This
242 -0405 Water -Sewer Report.docx Page - 1
-- I
Bald Prairie Subdivision — Lot 9 RME Consulting Engineers
Water & Sanitary Sewer Report September 1, 2010
secondary system consist of a minor natural drainage channel that collects runoff drains
to the northeast to an existing storm sewer system on Victoria Avenue. Runoff collected
to this point is conveyed in a 48" diameter storm sewer pipe, and then is conveyed into
the drainage and stormwater system of the Westfield Village. The
headworks /subdivision discharge point of minor natural drainage channel is located at the
subject property's northeast corner.
The subject development area is primarily an unimproved area with the exception of a
single residential development. Existing land -cover general consists of open grassy areas
with some thick brush, weeds, and trees along the fence lines. Elevations range on the
site from approximately 300' Mean Sea Level (MSL) to approximately 312' MSL. The
Brazos County soil maps indicate that this area is comprised of Type C and D soils which
consist of clays or silty clay /sand mixtures.
1.4 Existing Water Distribution System:
The project site is moderately well served by an existing water line. The existing water
supply lines are summarized as follows:
1. A 12" PVC water line extends parallel, running along the east side, and within the
right -of -way of Victoria Avenue;
2. A combination 8" and 3" PVC water line extends parallel, running along the east
side, and within the right -of -way of Renee Lane;
• Flow tests were obtained from the City of College Station — Public Utilities Department
from a fire hydrant existing along the 12" PVC water line that is located on the northeast
side of Victoria Avenue close to the subject property's northwest corner. This flow test
was conducted on July 2, 2010 by CoCS Public Utilities Department by Mr. Wyatt
Jefferson. The flow data is summarized below in Table #1 — Flow Test Data.
TABLE #1
FLOW TEST DATA
Flow Pilot Static Fire Static Residual
Hydrant Reading Flow Hydrant Pressure Pressure
No. Location (psi) (gpm) No. (psi) (psi)
S -080 Victoria Avenue 60 1300 S -101 88 86
Note: The reported flow is from the 2.5" nozzle of the identified flow hydrant;
1.5 Existing Sanitary Sewer Collection System:
The proposed subdivision will be served by the existing sanitary 8" sewer line located
along the properties southwest property line and located in the right -of -way of Renee
Lane.
•
242 -0405 Water -Sewer Report.docx Page - 2
Bald Prairie Subdivision — Lot 9 RME Consulting Engineers
Water & Sanitary Sewer Report September 1, 2010
2.0 WATER SYSTEM IMPROVEMENTS
2.1 Proposed Water System Configuration:
A 6" water line will tap the existing 12 "public water line near the northeast corner of the
subject property and be extended to the southwest, under Victoria Avenue, to the
proposed "knuckle" driveway of the development. For the development domestic and
fire water uses, a combination of the proposed 6" and existing 3" water lines will be
utilized.
Proposed 3" water lines will be installed where the service length is less than or equal to
five hundred (500') feet. All 6" water lines with a maximum length of 1500 feet, or less,
will connect at each end to an 8" water line or larger. These 6" water lines shall have no
more than two fire hydrants or flushing points. Water lines, 6" in size, which do not loop
into another waterline, shall not exceed a maximum length of eight hundred feet (800')
and will terminate with a fire hydrant or blow -off assembly.
In residential areas fire hydrants will be installed so that no residence is greater than five
hundred feet (500') from a hydrant. Each fire hydrant will be analyzed to provide a fire
flow of 1,000 gpm. Fire hydrants in commercial areas will be installed at approximately
six hundred feet (600') spacing or less. All proposed water lines will terminate with a
standard fire hydrant or a blow -off assembly.
• As mentioned earlier the water distribution system will provide fire protection and
domestic water service. The Water — Key Map is included in the "Attachment" portion
of this report and more fully details the proposed water system improvements.
The proposed water lines, and appurtenances, will be constructed and installed in
accordance with the UTSDG. Unless specifically identified on the Construction
Drawings, the proposed water lines will be of type PVC AWWA C909 DR14 water line
pipe. Public utility lines will be installed in existing public utility easements or placed in
proposed public utility easements which will be dedicated by plat or by separate
instruments.
2.2 Domestic Water Supply Requirements:
With residential developments, an average daily water consumption of 1.5 gpm per
connection or dwelling unit will be utilized for analysis of the proposed water distribution
system at normal conditions. Commercial development's domestic flow requirements
will be evaluated on a case -by -case basis at the time of site development. These
estimated domestic flows should be generated in accordance with the UTSDG with one
of the three (3) preset methods.
At static conditions, whether residential or commercial, a minimum 35 psi pressure rating
will be maintained.
242 -0405 Water -Sewer Report.docx Page - 3
Bald Prairie Subdivision — Lot 9 RME Consulting Engineers
Water & Sanitary Sewer Report September 1, 2010
S 2.3 Fire Flow Requirements:
The fire flow demand, for residential developments, will require that each residence can
be protected by a minimum 1,000 gpm. The fire flow demand, for commercial
developments, will require that the development can be protected by a minimum 2,500
gpm (this flow will be split between two fire hydrants that have a separation distance of
600' or less).
During fire flow conditions, whether residential or commercial, the minimum static
pressure shall not be less than 20 psi.
2.4 Hydraulic Modeling Methodology:
As allowed in the UTSDG, a simple Hazen - Williams Equation was used to determine
pressure and flow results for the proposed water system. This method was selected due
to the simplicity of the proposed improvements.
Using the calculated domestic water demand and fire flow requirements, the proposed
water system was analyzed to determine if it met the minimum design criteria set forth in
the UTSDG. These minimum criteria are summarized as follows. Since the irrigation is
relatively small in comparison to other flows, and infrequent in use, it was not considered
in the analysis.
1. Under normal flow conditions, the residual pressures in the area, serviced by the
• proposed system, must meet TCEQ requirements at all times thus providing a
minimum static pressure of 35 psi;
2. During fire flow conditions, the proposed system and adjacent infrastructure must
provide the required fire flow with a minimum residual pressure of 20 psi;
3. At all analyzed conditions, no water line shall have a velocity greater than 12 fps in
both existing and proposed mains;
2.5 Modeling Results & Conclusions:
Utilizing the Hazen - Williams equation, water demands and fire flow requirements, for
the proposed water system improvements for the Bald Prairie Subdivision, and adjacent
infrastructure, was determined to adequately meet or positively exceed the minimum
design standards. Hazen Williams - Hydraulic Analysis Data, resulting from all fire flow
conditions are contained in this report in the "Attachment" portion. Resulting summary
information for each fire flow scenario are illustrated below in Table #2 — Water System
Summary and identify the "worse -case" location in the proposed distribution system
(lowest pressure node or highest velocity in pipe). The entire water system model, for
each scenario, is fully contained with the Hazen Williams - Hydraulic Analysis Data.
•
242 -0405 Water -Sewer Report.docx Page - 4
Bald Prairie Subdivision — Lot 9 RME Consulting Engineers
Water & Sanitary Sewer Report September 1, 2010
• TABLE #2
WATER SYSTEM SUMMARY
PIPE DATE NODE DATA
Residual
Fire Flow Plan Pipe Size Flow Velocity Node Pressure
Scenerio Identifier (in) (gpm) (fps) Name (psi)
DOMESTIC FLOW CONDITION
W1 1 6 14 0.15 1 FH -1 85
FIRE FLOW CONDITIONS
1 1 W1 1 6 1000 11.36 1 FH -1 82
Fire Flow Scenarios:
1. 1,000 gpm from FH -1;
3.0 SANITARY SEWER IMPROVEMENTS
3.1 Proposed Sanitary Sewer Configuration:
The proposed sanitary sewer collection system will consist of a single 6" line extension.
This collection system will convey sewer in a generally westerly direction to the existing
8" PVC sanitary sewer line. The Sewer — Key Map is included in the "Attachment"
portion of this report and more fully details the proposed sanitary sewer collection system
improvements.
• The proposed sanitary sewer lines, and appurtenances, will be constructed and installed in
accordance with the UTSDG. Unless specifically identified on the Construction
Drawings, the proposed sanitary sewer lines will be of type PVC SDR -26, ASTM D3034
sewer line pipe. Public utility lines will be installed in existing public utility easements
or placed in proposed public utility easements which will be dedicated by plat or by
separate instruments.
3.2 Sanitary Sewer Flow Calculations:
The sanitary sewer requirements, for the proposed development, were derived by Method
2 — "Land Use Determination" of the UTSDS. Land use coverage was assigned to the
subdivision based on the Replat (see "Attachment" portion of report). Resulting average
sanitary sewer flow values were calculated and are summarized in Table #3 — "Sanitary
Sewer Flows" shown below. As calculated, the proposed Average Daily Flow (ADF) for
this subdivision is 2,136 gpd and a 2 -Hour Peak Flow (PF) at 0.01 cfs.
TABLE #3 - SANITARY SEWER FLOWS
Average Average 2 -Hour
Daily Flow Dwelling Daily Flow Peak Flow Peak Flow
Section/Phase (gpd /cap) Units (gpd) (gph) (cfs)
N/A 100 8 2,136 356 0.01
TOTAL EXPECTED FLOWS = 2,136 356 0.01
Flow Determination Notes:
• 1) Residential density is at 2.67 capita/Dwelling Unit;
2) Commercial uses were estimated at 30 capita/acre;
242 -0405 Water -Sewer Report.docx Page - 5
Bald Prairie Subdivision — Lot 9 RME Consulting Engineers
Water & Sanitary Sewer Report September 1, 2010
• 3) Average Daily flows, for each use, were assigned per Table III "Average
Wastewater Generations" per the UTSDS;
4) Peaking factor of 4.0 was applied to the Average Daily Flows to determine the
Peak Flow which is used for line sizing;
3.3 Hydraulic Modeling & Methodology:
As allowed in the UTSDG, a hydraulic computer model was used to determined flow
results for the proposed sanitary sewer collection lines. The hydraulic analysis and
corresponding results were determined by using the WINSTORM hydraulic program, for
stormwater modeling. Though this TxDOT program's typical use is for modeling gravity
stormwater systems it can easily be applied for hydraulic modeling of gravity sewer
systems. Peak sewer flows were directly input at manholes in lieu of flows being
generated by hydrological equations at logical locations along the proposed sewer lines.
3.4 Modeling Results & Conclusions:
Using the WINSTORM model for the subject development, at ultimate development
conditions, sanitary sewer flows were input into the proposed sewer system and it was
determine that the proposed sanitary sewer collection system, and adjacent downstream
major trunk line, has adequate capacity. WINSTORM Hydraulic Analysis Data, resulting
from sanitary sewer analysis, is contained in this report in the "Attachment" portion.
Resulting summary information is illustrated below in Table #4 — Sanitary Sewer
Summary.
• TABLE #4
SANITARY SEWER COLLECTION SYSTEM
Upstream Downstream Line Pipe Size Slope Q Capacity Velocity
Element Element No. (in) ( %) (cfs) (cfs) (fps)
MH -2 MH -1 1 6 0.80 0.01 0.54 1.04
Hydraulic Analysis Notes:
1. A roughness coefficient of 0.013 was used;
2. Peak flows where applied at reasonable location, at manholes, along the trunk line at
respective development areas;
As demonstrated above, the proposed sanitary sewer system will be sufficient and meet
the requirements of the UTSDS and the TCEQ Rules & Regulations. It should be noted
that as future development actually occurs, within the proposed service area, new sanitary
sewer studies should be performed to illustrate adequate ability of the existing sanitary
sewer system to accommodate the expected sewer loadings.
•
242 -0405 Water -Sewer Report.docx Page - 6
• REPEAT
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• HAZEN WILLIAMS
HYDRAULIC ANALYSIS DATA
BALD PRAIRIE
HYDRAULIC ANALYSIS
•
6" WATER LINE EXTENSION - EVALUATION
HEAD FRICTION STATIC
FLOW FLOW DIST. ID C LOSS LOSS VELOCITY HEAD TDH
(gpm) (cfs) (ft) (in) VALUE (ft/100) (ft) (fps) (ft) (ft)
I I
13.5 0.03 70 6 140 0.00 0.00 0.15 2.00 2.00
1000.0 2.23 70 6 140 6.54 4.58 11.36 2.00 6.58
5
HEAD FRICTION STATIC
FLOW FLOW DIST. ID C LOSS LOSS VELOCITY HEAD TDH
(gpm) (cfs) (ft) (in) VALUE (ft/100) (ft) (fps) (ft) (ft)
1 I
13.5 0.03 70 6 100 0.00 0.00 0.15 2.00 2.00
1000.0 2.23 70 6 100 12.20 8.54 11.36 2.00 10.54
•
•
Domestic -Fire Water - Hydraulic Analysis.xlsx
•
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• WINSTORM HYDRAULIC ANALYSIS DATA
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stmOutput.txt
WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002
Run @ 8/31/2010 9:37:10 AM
1 110
PROJECT NAME : 242
JOB NUMBER 0405
PROJECT DESCRIPTION : Bald Prairie
DESIGN FREQUENCY 2 Years 1
ANALYSYS FREQUENCY : 5 Years
MEASUREMENT UNITS: ENGLISH
OUTPUT FOR DESIGN FREQUENCY of: 2 Years
Runoff Computation for Design Frequency.
ID C Value Area Tc Tc Used Intensity Supply Q Total Q
(acre) (min) (min) (in /hr) (cfs) (cfs)
MH -2 0.0 0.00 10.00 0.00 0.00 0.010 0.010
Cumulative Junction Discharge Computations
de Node Weighted Cumulat. Cumulat. Intens. User Additional Total
D. Type C -Value Dr.Area Tc Supply Q Q in Node Disch.
(acres) (min) (in /hr) cfs) (cfs) (cfs)
MH -1 CircMh 0.000 0.00 0.00 0.00 0.010 0.00 0.010
MH -2 CircMh 0.000 0.00 0.00 0.00 0.010 0.00 0.010
Conveyance Configuration Data
Run# Node I.D. Flowline Elev.
US DS US DS Shape # Span Rise Length Slope n_value
(ft) (ft) (ft) (ft) (ft) ( %)
1 MH -2 MH -1 302.04 299.82 Circ 1 0.00 0.50 277.00 0.80 0.012
Conveyance Hydraulic Computations. Tailwater = 0.000 (ft)
Hydraulic Gradeline Depth Velocity Junc
Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss
110
stmOutput.txt
11, 302.09 299.87 0.000 0.05 0.05 1.04 1.04 0.01 0.54 0.000
OUTPUT FOR ANALYSYS FREQUENCY of: 5 Years
Runoff Computation for Analysis Frequency.
ID C Value Area Tc Tc Used Intensity Supply Q Total Q
(acre) (min) (min) (in /hr) (cfs) (cfs)
MH -2 0.0 0.00 10.00 0.00 0.00 0.010 0.010
Cumulative Junction Discharge Computations
Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total
I.D. Type C -Value Dr.Area Tc Supply Q Q in Node Disch.
(acres) (min) (in /hr) cfs) (cfs) (cfs)
MH -1 CircMh 0.000 0.00 0.00 0.00 0.010 0.00 0.010
� H_2 CircMh 0.000 0.00 0.00 0.00 0.010 0.00 0.010
Conveyance Configuration Data
Run# Node I.D. Flowline Elev.
US DS US DS Shape # Span Rise Length Slope n_value
(ft) (ft) (ft) (ft) (ft) ( %)
1 MH -2 MH -1 302.04 299.82 Circ 1 0.00 0.50 277.00 0.80 0.012
Conveyance Hydraulic Computations. Tailwater = 0.000 (ft)
Hydraulic Gradeline Depth Velocity Junc
Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss
(ft) (ft) ( %) (ft) (ft) (f /s) (f /s) (cfs) (cfs) (ft)
1* 302.09 299.87 0.000 0.05 0.05 1.04 1.04 0.01 0.54 0.000
END
* Super critical flow.
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stmOutput.txt
NORMAL TERMINATION OF WINSTORM.
•arning Messages for current project:
Runoff Frequency of: 2 Years
Tailwater set to uniform depth elevation = 299.87(ft)
Runoff Frequency of: 5 Years
Tailwater set to uniform depth elevation = 299.87(ft)
110
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