HomeMy WebLinkAboutFire Flow Test ReportFIRE FLOW TEST REPORT
Date / (-7l y
Location
Flow Hydrant Desc.
Nozzle size 2.5
Pilot Reading y O
GPM �t� U13
Static Hydrant Desc.
Static PSI (n 5
Residual PSI 4J2
COMMENTS:
Title /
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Signature, Title Date
RME CONSULTING ENGINEERS
POST OFFICE BOX 9253
COLLEGE STATION, TEXAS 77842
OFF/FAX: (979) 690-0329
E-MAIL: CIVIL@RMENGINEER.COM
Creek Meadows Subdivision— Section 4, Phase 3A & 4
Water & Sanitary Sewer Report
RME Consulting Engineers
September 5, 2012
TABLE #1
FLOW TEST DATA
Flow
Pilot
Static Fire
Static
Residual
Hydrant
Reading Flow
Hydrant
Pressure
Pressure
No.
Location(psi) m
No.(psi)
(si
FH "A"
Greens Prairie Trail 67 1360
Res.
74
70
Note: The reported flow is from the 2.5- nozzle otthe identified flow hydrant;
LS Existing Sanitary Sewer Collection System:
The proposed subdivision will be served by the existing sanitary sewer collection lines
of the Castlegate Subdivision, Section 6. The proposed sanitary sewer collection system,
for Section 4, Phase 3A & 4, will discharge into a collection system and Regional Lift
Station, constructed in Section 1B. From the Regional Lift Station sanitary sewer is then
pumped, via a 6" PVC force main, to the existing collection system of the Castlegate
Subdivision. The Section IB sanitary sewer collection system, Regional Lift Station,
and associated improvements, have been approved by the CoCS-Planning and
Development Services and at the time of this report have been constructed, inspected
and accepted by CoCS.
2.0 WATER SYSTEM IMPROVEMENTS
2.1 Proposed Water System Configuration:
A existing 8" water line was installed and terminated with a blow -off valve at the existing
north end of Lowry Meadow Lane (Section 4, Phase 213). This terminus was intended for
the future extension of water distribution into the subject development. A proposed 8"
water line, within the subject development, will be extended and connect to the existing
8" water line.
The general requirements of the UTSDG for water line design layout are briefly listed as
follows:
• 4" water lines will be installed where the service length is less than or equal to
five hundred (500') feet;
6" water lines may be allowed up to a maximum of 1,500 feet in length and must
connect at each end to an 8 inch or larger main and shall have no more than 2 fire
hydrants or flushing points. Where it is not possible to meet this requirement, a 6-
inch main may be extended to a maximum of 800 feet in length and shall
terminate with a fire hydrant or blow -off assembly;
Fire hydrants will be installed so that no residence is greater than five hundred
(500') from a hydrant. Each fire hydrant will be analyzed to provide a fire flow
of 1,000 gpm.
As mentioned earlier the water distribution system will provide fire protection and
domestic water service. The Water System Map is included in the "Attachment" portion
of this report and more fully details the proposed water system improvements.
260-0471 Water -Sewer Report-S4P3A-4 Page - 3
Creek Meadows Subdivision — Section 4, Phase 3A & 4
Water & Sanitary Sewer Report
RME Consulting Engineers
September 5, 2012
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:
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.
During static conditions a minimum 35 psi pressure rating will be maintained.
2.3 Fire Flow Requirements:
The fire flow demand, for the proposed development, will require that each residence be
protected by a minimum 1,000 gpm. During fire flow conditions the minimum static
pressure shall not be less than 20 psi.
2.4 Hydraulic Modeling Methodology:
As allowed in the UTSDG a water distribution computer model was used to determine
pressure and flow results for the proposed water system. The hydraulic analysis and
corresponding results were determined by using the KYPIPE hydraulic program, for
water systems.
Using the calculated domestic water demand and fire flow requirements, the proposed
water system was analyzed, with KYPIPE, 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 original KYPIPE model and expanding it to include Section 4, Phase 3A &
4 water demands, and fire flow requirements, for the proposed water system
improvements, and adjacent infrastructure, it was determined to adequately meet or
positively exceed the minimum design standards. KYPIPE Hydraulic Analysis Data,
resulting from both domestic water demands and all fire flow conditions are contained in
this report in the "Attachment" portion. Resulting summary information for both
conditions are illustrated below in Table #2 — Water System Summary and identify the
"worse -case" location in the proposed distribution system (lowest pressure node or
260-0471 Water -Sewer Report-S4P3A-4 Page-4
Creek Meadows Subdivision — Section 4, Phase 3A & 4
Water & Sanitary Sewer Report
3.3
3.4
RME Consulting Engineers
September 5, 2012
TABLE #3 - SANITARY SEWER FLOWS
Average
Average
our
Daily Flow
Dwelling
Daily Flow
Peak Flow
Peak Flow
Section/Phase
(gpd/cap)
Units
(gpd)
(gph)
(cfs)
Sec. 1A, Ph. 1 & 2
100
96
25,632
4,272
0.16
Sec.1B, Phase 1-4
100
112
29,904
4,984
0.19
Sec. 2, Ph 1A,1B, & 3
100
89
23,763
3,961
0.15
Sec. 4, Ph 3A &.4
100
39
10,413
1,736
0.06
Sec. 5, Ph 1
100
32
8,544
1,424
0.05
Sec. 4, Ph 1, 2A, 2C
100
73
19,491
3,249
0.12
TOTAL EXPECTED FLOWS = 117,747 19,625 0.73
Flow Determination Notes:
1) Residential density is at 2.67 capita/Dwelling Unit;
2) Commercial uses were estimated at 30 capita/acre;
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;
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 inputted at manholes in lieu of flows being
generated by hydrological equations at logical locations along the proposed sewer lines.
Modeling Results & Conclusions:
Using the original WINSTORM model and expanding it to include Creek Meadows —
Section 4, Phase 3A & 4, sanitary sewer flows were input into the proposed sewer system
and it was determined that the proposed expanded system has adequate capacity.
WINSTORM Hydraulic Analysis Data, as 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.
As report above in Table #3 there are 371 dwelling units either platted or permitted for
platting (which includes Section 4, Phase 3A & 4). These dwelling units will be the
equivalent of 0.73 cfs (327 gpm) at Peak Flow. The subdivision Lift Station has a firm
pumping capacity of 315 gpm (and receiving system of Castle Gate) which is slightly less
than the anticipated total Peak Flow of current development of the master planned
subdivision. If a peaking factor of 3.85 is considered then this flow will be acceptable for
the current pumping system.
260-0471 Water -Sewer Report-S4P3A-4 Page - 6
3800 S.H. No. 6 South, Ste.108G <77845>
P.O. Box 9253, College Station, TX 77842
Off/Fax: (979) 764-0704
email: civil@rmengineer.com
January 17, 2014
Ericka Bridges, E.I.T.
Graduate Civil Engineer
City of College Station
Planning & Development Services
1101 Texas Avenue South
College, Station, 77840
RE: Creek Meadows, Section 4, Phase 3A & 4 — College Station, TX
Fire Flow Letter
RME No. 260-0471
Ericka Bridges:
A fire flow test was performed in accordance with National Fire Prevention Association (NFPA)
Standard 291, Chapter 4, for the above referenced project, on January 17, 2014. The results of
this test are shown on the attached Fire Flow Test Report, and are sufficient to meet the City of
College Station minimum design standards for fire flow requirements.
Please call should you have any questions or require assistance.
Sincerely,
i88583 .....,•Q.
Rabon A. Metcalf, P.E. No. 88583
Texas Firm Registration No. F-4695
rabon@rmengineer.com
CD1-260-0471-L10.doex Page 1 of I