HomeMy WebLinkAboutWater & Sanitary Report Water & Sanitary Sewer Report
FOR
SUMMIT CROSSING SUBDIVISION
PHASE 2B
College Station
Brazos County, Texas
September 5, 2014
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Prepared For:
DWS Development, Inc.
PO Box 4508
Bryan,TX 77803
Prepared By:
RME Consulting Engineers
Texas Firm Registration No. F-4695
P.O. Box 9253
College Station,TX 77845
RME No. 298-0542
Water & Sanitary Sewer Report
SUMMIT CROSSING SUBIDIVISION
PHASE 2B
College Station
Brazos County, Texas
TABLE OF CONTENTS: PAGE
1.0 General Information 1
1.1 Scope of Report and Proposed Development 1
1.2 Site and General Location 2
1.3 Description of Existing Conditions 2
1.4 Existing Water Distribution System 2
1.5 Existing Sanitary Sewer Collection System 3
2.0 Water System Improvements 3
2.1 Proposed Water System Configuration 3
2.2 Domestic Water Supply Requirements 4
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:
Summit Crossing Subdivision—Master Development Plan
Vicinity Map
Proposed Water System Map
KYPIPE Hydraulic Analysis Data
Proposed Sanitary Sewer System Map
WINSTORM Hydraulic Analysis Data
298-0542 Water-Sewer Report-SC-Ph2B.docx Page-i
Water & Sanitary Sewer Report
SUMMIT CROSSING SUBIDIVISION
PHASE 2B
College Station
Brazos County, Texas
1.0 GENERAL INFORMATION
1.1 Scope of Report and Proposed Development:
This report addresses the water and sanitary sewer improvements for the Summit
Crossing, Phase 2B development conditions. This new development will consist of 34
lots (4.773 acres). This master planned subdivision which is approximately a 113-acre
development located within the city limits of College Station, Texas. The entire master
planned subdivision will consist of high density single family residential (89.64 acres),
light commercial/retail use (-7.37 acres), and the remainder consisting of open space and
parkland dedication. The detail usage and layout of the Summit Crossing development is
more fully illustrated on the Summit Crossing Subdivision — Master Development Plan,
which is contained in the"Attachment" section of this report. Currently Phase One of the
subdivision is all that is improved.
The proposed development and correlating water and sanitary sewer improvements are
designed and 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 Chapters 290 & 317 of the Texas Commission on Environmental
Quality(TCEQ)Rules & Regulations.
1.2 Site and General Location:
The proposed development, Summit Crossing, Phase 2B, consists of 4.773 acre tract of
land wholly contained within the 89.64 acre parent tract of the master planned
subdivision. The proposed subdivision has access to SH 30 (Harvey Road East) and
FM 158 (Boonville Road) along its north and east property lines. Adjacent existing
developments generally consist of the Crescent Pointe development to the south and the
Brazos Super Trac convenience center to the northeast. All of these developments are in
the College Station sewer service area and are provided utility service by CoCS. Land
adjacent to this development to the southwest is currently owned by the same
development group (The Summit Crossing, LLC) and is anticipated to experience
development of commercial, retail, office, and residential improvements in the near
future.
A Vicinity Map, for this project site, is provided and is located in the "Attachment"
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
298-0542 Water-Sewer Report-SC-Ph2B.docx Page-1
Summit Crossing,Phase 2B RME Consulting Engineers
Water&Sanitary Sewer Report September 5,2014
County, TX. These Construction Drawings are included as part of this Water& Sanitary
Sewer Report by reference.
1.3 Description of Existing Conditions:
The 113-acre parent tract, which contains the proposed development of Summit
Crossing Subdivision (Phase 2B), is a moderately well sloping (approximately 1.0%)
undeveloped site with natural and improved drainage systems that convey runoff to the
Harvey Hillsides Creek which is a tributary of Carters Creek. The proposed
development area is unimproved with land-cover general consists of open grassy areas
with some thick brush, weeds, and trees along the unnamed tributary. Elevations range
on the master planned subdivision from approximately 287' Mean Sea Level (MSL) to
approximately 342' MSL.
1.4 Existing Water Distribution System:
The project site is moderately well served by existing water lines. The utility provider,
for water service, will be the City of College Station. The existing water supply lines are
summarized as follows:
1. 12"DIP that is located on the north side of Harvey Road East(SH No. 30);
2. Two 8" PVC water lines that extend to the current terminus of Buena Vista and
Lonetree Drive (installed with the Phase One development and extended with Phase
2A);
ORIGINAL flow tests were obtained from the CoCS Public Utilities Department(CoCS-
PUD) from a fire hydrant existing on a 12" stub-out from the 12" DIP Harvey Road
waterline and is located on the southeast corner of the intersection of SH 30 and Pamela
Lane. This flow test was conducted on January 16, 2008 under the direction of Mr.
Matthew Matcek and witnessed by Mr. Sergio Vasquez. The flow data is summarized
below in Table #1 — Flow Test Data. The original KYPIPE model for the Phase One
development will be utilized and expanded to include these proposed water system
improvements.
TABLE #1
FLOW TEST DATA
Flow Pilot Static Fire Static Residual
Hydrant Reading Flow Hydrant Pressure Pressure
No. Location (psi) (gpm) No. (psi) (psi)
G-068 Pamela Ln @ Harvey Rd. 75 1455 G-013 108 104
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 sewer collection lines
installed with Phase One of this development and extended with Phase 2A. The
proposed sanitary sewer collection system, for Phase 2B, will discharge into two (2)
separate collection system but all sewer will eventually discharge into the sewer main
interceptor located south and parallel with SH No. 30.
298-0542 Water-Sewer Report-SC-Ph2B.docx Page-2
Summit Crossing,Phase 2B RME Consulting Engineers
Water&Sanitary Sewer Report September 5,2014
2.0 WATER SYSTEM IMPROVEMENTS
2.1 Proposed Water System Configuration:
Two (2) existing 8" water lines where installed and terminated with a blow-off valves at
the existing north end of Buena Vista and Lonetree Drive (Phase 2A). These terminuses
will be intended for the proposed water distribution and into/thru the subject
development.
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 Man 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 and TCEQ Chapter 290. Unless specifically identified on
the Construction Drawings, the proposed water lines will be of type PVC AWWA C900
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
298-0542 Water-Sewer Report-SC-Ph2B.docx Page-3
Summit Crossing,Phase 2B RME Consulting Engineers
Water&Sanitary Sewer Report September 5,2014
corresponding results were determined by using the KYPIPE hydraulic program, for
water systems, and also utilized the original hydraulic model expanded to include these
proposed water distribution improvements.
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 Phase 2A 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 highest velocity in pipe). The
entire water system model, for each scenario is fully contained with the KYPIPE
Hydraulic Analysis Data.
TABLE #2
WATER SYSTEM SUMMARY
PIPE DATE NODE DATA
Residual
Scenerio KYPIPE Section/ Pipe Size Flow Velocity Node Pressure
Number Name Phase (in) (gpm) (fps) Name (psi)
DOMESTIC FLOW CONDITION
P-3 I ONE I 8 I 146.73 I 0.94 I J-9 I 93.27
FIRE FLOW CONDITIONS
1 I P-3 I ONE I 8 I 685.39 I 4.37 I FH-6 I 88.46
Domestic Flow Scenario:
1. Domestic design flows at completion of Phase 2B;
Fire Flow Scenario:
1. 1,000 gpm from FH-6—Intersection of Buena Vista and Lonetree;
298-0542 Water-Sewer Report-SC-Ph2B.docx Page-4
Summit Crossing,Phase 2B RME Consulting Engineers
Water&Sanitary Sewer Report September 5,2014
3.0 SANITARY SEWER IMPROVEMENTS
3.1 Proposed Sanitary Sewer Configuration:
The proposed sanitary sewer collection system, for Summit Crossing, Phase 2B, will
consist of an 8" and 6" sanitary sewer line extension. These sanitary sewer line
extensions will be expansions of the existing Summit Crossing collection system which
conveys sewer in a generally southerly direction to the sewer main interceptor located
south and parallel with SH No. 30. The Sanitary Sewer System Map is included in the
"Attachment" portion of this report and more fully details the proposed sanitary sewer
system improvements. The sewer is conveyed to the main interceptor by two (2) means
as identified below:
(1) Extensions of the 6" sanitary sewer line (along Lonetree Dr.) conveys
wastewater to the 15" VCT inceptor line located near the main detention
facility of Summit Crossing (near the intersection of SH 30 & Pamela Lane).
Per phone conversation with Ericka Bridges (CoCS P&DS) this inceptor line
has capacity to receive additional sewer flow from this development;
(2) Extension of the 8" sanitary sewer (rear of Block Five) conveys wastewater
through the Cresent Pointe development and eventually to the 18" VCT
inceptor line south of SH No. 30 and parallel to Harvey Hillsides Creek.
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 master planned development, were derived by
Method 2 —"Land Use Determination" of the UTSDS. Resulting average sanitary sewer
flow values were calculated, for all complete, permitted phases and/or proposed
developments, and the results are summarized in Table #3 — "Sanitary Sewer Flows"
shown below. As calculated, the ultimate Average Daily Flow (ADF) for this phase of
the Summit Crossing is 9,078 gpd and a 2-Hour Peak Flow (PF) at 0.06 cfs. Total
estimated flows, for the entire master planned development, and surrounding areas, were
reported in Section 3.2 (Table #1) of the original Water-Sewer Report for Summit
Crossing(dated February 4, 2008).
298-0542 Water-Sewer Report-SC-Ph2B.docx Page-5
Summit Crossing,Phase 2B RME Consulting Engineers
Water&Sanitary Sewer Report September 5,2014
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)
Phase one 100 114 30,438 5,073 0.19
Phase 2A 100 46 12,282 2,047 0.08
Phase 2B 100 34 9,078 1,513 0.06
TOTAL EXPECTED FLOWS= 51,798 8,633 0.32
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;
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 inputted 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 original WINSTORM model, of Summit Crossing, and expanding it to include
Phase 2B, 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.
298-0542 Water-Sewer Report-SC-Ph2B.docx Page-6
Summit Crossing, Phase 2B RME Consulting Engineers
Water&Sanitary Sewer Report September 5,2014
TABLE #4
SANITARY SEWER COLLECTION SYSTEM
Upstream Downstream Line Pipe Size Slope Q Capacity Velocity
Element Element No. (in) (%) (cfs) (cfs) (fps)
EX-MH1 EX-MH2 1 12 0.60 0.29 2.75 2.27
MH-1 EX-MH1 2 12 2.12 0.29 5.19 3.56
MH-2 MH-1 3 10 0.31 0.29 1.20 1.81
iii MH-3 MH-2 4 10 0.97 0.29 2.15 2.76
c MH-4 MH-3 5 10 0.76 0.18 1.89 2.19
-' MH-5 MH-4 6 6 0.77 0.15 0.46 2.07
MH-6 MH-5 7 6 0.80 0.12 0.50 2.09
MI-I-7 MH-6 8 6 0.80 0.10 0.50 1.97
"S2„ MH-8 MH-3 9 6 1.57 0.11 0.70 2.58
MH-9 M14-8 10 6 1.88 0.04 0.77 2.05
"S3" MH-10 MH-7 11 6 0.80 0.03 0.50 1.35
„S4,. MH-11 MH-8 12 6 0.80 0.05 0.50 1.65
PHASE 2A
„Si„ MH-12 MH-7 13 6 1.00 0.06 0.56 0.31
MH-13 MH-12 14 6 1.00 0.04 0.56 0.81
"S3" MH-14 MH-10 15 6 1.25 0.02 0.63 1.44
PHASE 2B
S2.. MH-19 MH-14 I 16 6 1.25 I 0.01 0.68 I 1.26
Sanitary Sewer Notes:
1) Velocities within a proposed pipe runs (highlighted) that are below the required 2.0 fps
meet or exceed the minimum required slope for a 6" sanitary sewer, but have so little Q
from the upstream lots that it is impractical to achieve the required 2.0 fps. This deviation
from the B/CS standards will be noted in the B/CS Acknowledgement Letter prepared by
this office;
2) Manning's"N"utilized for PVC pipe is 0.013;
298-0542 Water-Sewer Report-SC-Ph2B.docx Page-7
SUMMIT CROSSING SUBDIVISION
MASTER DEVELOPMENT PLAN
VICINITY MAP
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WATER SYSTEM MAP
KYPIPE HYDRAULIC ANALYSIS DATA
SUMMIT CROSSING,PH 2B
DOMETIC FLOW CONDITION
* * * * * * * * * * K Y PI P E 5 * * * * * * * * * *
* *
* Pipe Network Modeling Software *
* *
* Copyrighted by KYPIPE LLC *
* Version 5 - February 2010 *
* *
* * * * * * * * * * * * * * * * * * * * * * * * * * * * *
Date & Time: Fri Sep 05 10:38:52 2014
Master File : c:\users\rabon metcalf\rme\projects\298-0542 dws-summit cross-
ph2b\engineering\0542w1ra.KYP\0542w1ra.P2K
************************************************
SUMMARY OF ORIGINAL DATA
************************************************
U NITS SPECIFIED
FLOWRATE = gallons/minute
HEAD (HGL) = feet
PRESSURE = psig .
P IPELINE DATA
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE
P IPE NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR
N AME #1 #2 (ft) (in) COEFF. LOSS COEFF.
P-1 3-1 R-1 480.00 12.00 123.7472 0.00
P-2 J-2 J-1 602.00 12.00 123.7472 0.00
P-3 J-1 J-3 263.00 8.00 136.8736 0.74
P-4 J-2 FH-1 142.00 8.00 136.8736 0.74
P-5 FH-1 J-4 120.00 8.00 136.8736 0.57
P-6 J-3 FH-3 181.00 8.00 136.8736 0.57
P-7 FH-3 J-5 124.00 8.00 136.8736 0.57
P-8 J-5 J-7 210.00 8.00 136.8736 0.57
P-9 J-4 J-6 304.00 8.00 136.8736 0.57
P-10 J-6 FH-2 191.00 8.00 136.8736 0.57
P-11 J-4 J-3 578.00 6.00 136.8736 0.34
P-12 J-6 J-5 550.00 6.00 136.8736 0.34
P-13 FH-2 J-8 95.50 8.00 139.4518 0.57
P-14 J-8 FH 4 232.69 8.00 139.4518 0.57
P-15 J-7 FH 5 95.64 8.00 139.4518 0.57
P-16 FH 5 FH 6 344.00 8.00 139.4518 0.57
P-17 J-8 FH 5 522.67 6.00 139.4518 3.34
P-18 FH 4 FH 6 570.00 8.00 139.4518 2.24
N ODE DATA
NODE NODE EXTERNAL JUNCTION EXTERNAL
NAME TITLE DEMAND ELEVATION GRADE
(gpm) (ft) (ft)
FH 4 24.00 300.00
FH 5 31.50 304.00
FH 6 37.50 306.50
FH-1 6.00 293.50
SUMMIT CROSSING,PH 2B
DOMETIC FLOW CONDITION
NODE RESULTS
NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE
NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
gpm ft ft ft psi
FH 4 24.00 521.60 300.00 221.60 96.03
EH 5 31.50 521.60 304.00 217.60 94.30
FH 6 37.50 521.60 306.50 215.10 93.21
FH-1 6.00 521.74 293.50 228.24 98.91
FH-2 0.00 521.61 300.00 221.61 96.03
FH-3 18.00 521.66 296.50 225.16 97.57
J-1 30.00 521.84 288.50 233.34 101.12
J-2 13.50 521.80 290.50 231.30 100.23
J-3 33.00 521.71 294.00 227.71 98.67
J-4 36.00 521.70 295.50 226.20 98.02
J-5 18.00 521.64 297.00 224.64 97.34
J-6 37.50 521.63 298.00 223.63 96.91
J-7 4.50 521.61 301.00 220.61 95.60
J-8 25.50 521.60 302.50 219.10 94.95
R-1 FH=G013 ---- 522.00 282.00 240.00 104.00
SUMMARY OF INFLOWS AND OUTFLOWS
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE FLOWRATE NODE
NAME gpm TITLE
R-1 315.00 FH=G013
NET SYSTEM INFLOW = 315.00
NET SYSTEM OUTFLOW = 0.00
NET SYSTEM DEMAND = 315.00
***** HYDRAULIC ANALYSIS COMPLETED *****
SUMMIT CROSSING,PHASE 2B
FIRE FLOW SCENARIO#1
* * * * * * * * * * K Y P I P E 5 * * * * * * * * * *
*
* Pipe Network Modeling Software *
*
* Copyrighted by KYPIPE LLC *
* Version 5 - February 2010 *
*
*
* * * * * * * * * * * * * * * * * * * * * * * * * * * * *
Date & Time: Fri Sep 05 10:42:23 2014
Master File : c:\users\rabon metcalf\rme\projects\298-0542 dws-summit cross-
ph2b\engineering\0542w1ra.KYP\0542w1ra.P2K
************************************************
SUMMARY OF O R I G I NAL DATA
************************************************
UNITS SPECIFIED
FLOWRATE = gallons/minute
HEAD (HGL) = feet
PRESSURE = psig
PIPELINE DATA
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE
P IPE NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR
N AME #1 #2 (ft) (in)
COEFF. LOSS COEFF.
P-1 3_1 R-1 480.00 12.00 123.7472 0.00
P-2 3-2 3-1 602.00 12.00 123.7472 0.00
P-3 J-i J-3 263.00 8.00 136.8736 0.74
P-4 J-2 FH-1 142.00 8.00 136.8736 0.74
P_5 FH-1 3-4 120.00 8.00 136.8736 0.57
P-6 J-3 FH-3 181.00 8.00 136.8736 0.57
P_7 FH-3 3-5 124.00 8.00 136.8736 0.57
P-8 3-5 J-7 210.00 8.00 136.8736 0.57
P-9
3-4 3-6 304.00 8.00 136.8736 0.57
P-10 3-6 FH-2 191.00 8.00 136.8736 0.57
P-11 J-4 J-3 578.00 6.00 136.8736 0.34
P-12 J-6 3-5 550.00 6.00 136.8736 0.34
P-13 FH-2 J-8 95.50 8.00 139.4518 0.57
P-14 3-8 FH 4 232.69 8.00 139.4518 0.57
P-15 3-7 FH 5 95.64 8.00 139.4518 0.57
P-16 FH 5 FH 6 344.00 8.00 139.4518 0.57
P-17 3-8 FH 5 522.67 6.00 139.4518 3.34
p-18 FH 4 FH 6 570.00 8.00 139.4518 2.24
NODE DATA
NODE NODE EXTERNAL JUNCTION EXTERNAL
NAME TITLE DEMAND ELEVATION GRADE
(gpm) (ft) (ft)
FH 4 24.00 300.00
FH 5 31.50 304.00
FH 6 1037.50 306.50
FH-1 6.00 293.50
SUMMIT CROSSING, PHASE 2B
FIRE FLOW SCENARIO#1
NODE RESULTS
NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE
NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
ppm ft ft ft Ps1
FH 4 24.00 512.63 300.00 212.63 92.14
FH 5 31.50 513.12 304.00 209.12 90.62
FH 6 1037.50 510.64 306.50 204.14 88.46
FH-1 6.00 518.10 293.50 224.60 97.33
FH-2 0.00 514.09 300.00 214.09 92.77
FH-3 18.00 516.08 296.50 219.58 95.15
J-1 30.00 519.79 288.50 231.29 100.22
J-2 13.50 519.14 290.50 228.64 99.08
J-3 33.00 517.40 294.00 223.40 96.81
J-4 36.00 517.25 295.50 221.75 96.09
J-5 18.00 515.19 297.00 218.19 94.55
J-6 37.50 515.21 298.00 217.21 94.12.
J-7 4.50 513.79 301.00 212.79 92.21
J-8 25.50 513.49 302.50 210.99 91.43
R-1 FH=G013 ---- 522.00 282.00 240.00 104.00
SUMMARY OF INFLOWS AND OUTFLOWS
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE FLOWRATE NODE
NAME ppm TITLE
R-1 1315.00 FH=G013
NET SYSTEM INFLOW = 1315.00
NET SYSTEM OUTFLOW = 0.00
NET SYSTEM DEMAND = 1315.00
***** HYDRAULIC ANALYSIS COMPLETED *****
SANITARY SEWER SYSTEM MAP
WINSTORM HYDRAULIC ANALYSIS DATA
stmOutput.txt
WinStorm (STORM DRAIN DESIGN) Version 3. 05, Jan. 25, 2002
Run @ 9/5/2014 10: 54 : 51 AM
PROJECT NAME : 298
JOB NUMBER : 0542
PROJECT DESCRIPTION : Summit Crossing, Phase 2B
DESIGN FREQUENCY 2 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 3 0 .0 0. 00 10.00 0 . 00 0. 00 0 . 005 0 . 005
MH 4 0. 0 0. 00 10.00 0 . 00 0. 00 0. 028 0 . 028
MH 5 0. 0 0. 00 10. 00 0 . 00 0. 00 0. 030 0. 030
MH 8 0.0 0. 00 10. 00 0. 00 0. 00 0. 018 0 . 018
MH 9 0. 0 0.00 10. 00 0. 00 0 . 00 0. 018 0 . 018
MH 10 0 . 0 0. 00 10. 00 0 . 00 0 . 00 0. 025 0 . 025
MH 11 0. 0 0. 00 10 . 00 0 . 00 0 . 00 0 . 053 0 . 053
MH 6 0 .0 0 . 00 10 . 00 0 . 00 0 . 00 0 . 020 0 . 020
MH 7 0. 0 0 . 00 10 . 00 0. 00 0. 00 0 .012 0.012
MH 12 0 . 0 0.00 10 . 00 0 . 00 0 . 00 0 . 020 0.020
MH 13 0 . 0 0. 00 10 .00 0 .00 0.00 0 .040 0 .040
MH 14 0 . 0 0 .00 10.00 0 . 00 0. 00 0 . 020 0. 020
MH 19 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)
EX-MH2 CircMh 0.000 0 . 00 21. 53 4 .25 0.299 0. 00 0. 299
EX-MH1 CircMh 0. 000 0 . 00 21 .53 4 .25 0.299 0 . 00 0.299
MH 1 CircMh 0 .000 0 .00 21. 41 4 .26 0.299 0. 00 0.299
MH 2 CircMh 0. 000 0. 00 17 . 45 4 .79 0. 299 0 . 00 0 . 299
MH 3 CircMh 0 . 000 0. 00 16. 92 4 . 87 0 . 299 0 .00 0 . 299
MH 4 CircMh 0 . 000 0. 00 14 . 63 5. 26 0. 175 0. 00 0. 175
MH 5 CircMh 0.000 0. 00 12 . 13 5.78 0 . 147 0. 00 0. 147
MH 6 CircMh 0.000 0. 00 10. 00 6. 33 0 . 117 0. 00 0. 117
MH 7 CircMh 0. 000 0. 00 10. 00 6. 33 0. 097 0. 00 0. 097
MH 8 CircMh 0. 000 0. 00 10. 00 6. 33 0 . 119 0. 00 0. 119
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MH 9 CircMh 0. 000 0. 00 10. 00 6. 33 0. 048 0. 00 0 . 048
MH 10 CircMh 0. 000 0. 00 0. 00 0 . 00 0. 025 0. 00 0 . 025
MH 11 CircMh 0. 000 0 . 00 0. 00 0. 00 0 . 053 0. 00 0 . 053
MH 12 CircMh 0 .000 0 . 00 10. 00 6. 33 0 . 060 0. 00 0. 060
MH 13 CircMh 0 . 000 0 . 00 0 . 00 0 .00 0 . 040 0. 00 0. 040
MH 14 CircMh 0.000 0 .00 10. 00 6.33 0 . 030 0 .00 0. 030
MH 19 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) (6)
1 EX-MH1 EX-MH2 273. 38 272 . 78 Circ 1 0. 00 1. 00 100. 79 0. 60 0. 013
2 MH 1 EX-MH1 274 .00 273 . 45 Circ 1 0 . 00 1. 00 25. 97 2. 12 0 . 013
3 MH 2 MH 1 275.78 274 . 43 Circ 1 0 . 00 0 . 83 437 . 57 0. 31 0 . 013
4 MH 3 MH 2 281. 66 280 .78 Circ 1 0. 00 0. 83 89. 34 0. 99 0 . 013
5 MH 4 MH 3 283. 99 281. 71 Circ 1 0 .00 0 . 83 300 .72 0 .76 0 .013
6 MH 5 MH 4 286. 16 284 .09 Circ 1 0 .00 0 . 50 311.13 0 . 67 0 . 013
7 MH 6 MH 5 289. 87 287 .02 Circ 1 0.00 0. 50 357 . 19 0 . 80 0 .013
8 MH 7 MH 6 291. 98 289. 97 Circ 1 0.00 0 . 50 250. 81 0 . 80 0 . 013
9 MH 8 MH 3 287 . 80 283. 00 Circ 1 0 . 00 0. 50 305.26 1 . 57 0 . 013
10 MH 9 MH 8 294 . 08 287 . 90 Circ 1 0 . 00 0 . 50 327 . 75 1. 89 0. 013
11 MH 10 MH 7 295.78 292 . 08 Circ 1 0 . 00 0 . 50 463. 50 0 . 80 0. 013
12 MH 11 MH 8 291. 81 287 . 90 Circ 1 0 . 00 0. 50 488 . 82 0. 80 0. 013
13 MH 12 MH 7 293. 28 290. 22 Circ 1 0. 00 0 . 50 306. 00 1. 00 0 . 013
14 MH 13 MH 12 297 .74 293. 38 Circ 1 0 . 00 0 . 50 435. 16 1.00 0. 013
15 MH 14 MH 9 299. 69 294 . 37 Circ 1 0 . 00 0 . 50 426. 00 1.25 0. 013
16 MH 19 MH 14 301 . 36 299.77 Circ 1 0 . 00 0 . 50 127 . 85 1 .24 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) (9,5) (ft) (ft) (f/s) (f/s) (cfs) (cfs) (ft)
1* 273. 60 273. 00 0. 007 0 . 22 0. 22 2 . 29 2 .29 0. 30 2 . 75 0. 000
2* 274 . 16 273. 61 0. 007 0 . 16 0. 16 3. 59 3. 59 0. 30 5. 19 0 . 000
3 276. 06 274 . 68 0. 019 0. 28 0.28 1. 84 1.84 0. 30 1. 20 0 . 000
4* 281.87 280. 99 0. 019 0 . 21 0.21 2. 80 2 . 80 0. 30 2. 15 0 . 000
5* 284 . 16 281. 88 0 . 007 0 . 17 0 . 17 2 . 19 2 . 19 0 . 18 1. 89 0 . 000
6* 286.36 284 .29 0. 069 0 .20 0.20 2 . 07 2 . 07 0. 15 0. 46 0. 000
7* 290 .03 287 . 18 0. 043 0. 16 0. 16 2.09 2 . 09 0 . 12 0. 50 0. 000
8* 292 . 13 290. 12 0. 030 0 . 15 0. 15 1. 97 1. 97 0 . 10 0. 50 0 .000
9* 287 . 94 283. 14 0. 045 0. 14 0. 14 2 . 65 2. 65 0. 12 0.70 0 . 000
10* 294 . 16 287 . 98 0. 007 0. 08 0.08 2 . 17 2 . 17 0 . 05 0.77 0 . 000
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11* 295. 86 292. 16 0.002 0.08 0. 08 1. 35 1. 35 0. 03 0. 50 0. 000
12* 291. 92 288 .01 0 . 009 0. 11 0 . 11 1. 65 1. 65 0 . 05 0 . 50 0. 000
13* 293. 53 292. 13 0. 011 0 . 11 0. 50 1. 86 0. 31 0. 06 0. 56 0. 000
14* 297 . 83 293. 53 0. 005 0. 09 0. 15 1. 64 0. 81 0 . 04 0. 56 0. 000
15* 299.77 294 . 45 0. 003 0. 08 0. 08 1 . 62 1. 62 0. 03 0. 63 0. 000
16* 301. 40 299. 81 0. 000 0. 04 0. 04 1.26 1.26 0 . 01 0 . 68 0 . 000
END
* Super critical flow.
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 2 Years
Tailwater set to uniform depth elevation = 273. 00 (ft)
Drop flowline elevation. Downstream HGL set to critical depth elevation at Run# 3
Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 4
Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 9
Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 7
Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 15
Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 16
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