HomeMy WebLinkAbout37 DP COCS Veterans Park 05-61 3101 Harvey RdDEVELOPMENT PERMIT
PERMIT NO. 05-61
CITY OF COLLEGE STAT ION
Planning Cr Dewlopmmt ~rvice1
FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
City of College Station
Veterans Park and Athletic Complex
Vol. 4168, Page 75 & 76
DATE OF ISSUE: January 12, 2006
OWNER:
City of College Station Parks Department
1000 Krenek Tap Road
College Station, Texas 77840
SITE ADDRESS:
3101 Harvey Rd.
DRAINAGE BASIN:
Carter's Creek
VALID FOR 12 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: Full Development Permit
SPECIAL CONDITIONS:
All construction must be in compliance with the approved construction plans
All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section
7.5 .E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of
this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and
required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to, paint, oil , solvents,
asphalt , concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also
prohibited .
Full Development Permit
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site
in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design
Criteria . If it is determined the prescribed erosion control measures are ineffective to retain all sediment ons ite , it is the
contractors responsibility to implement measures that will meet City, State and Federal requirements. The Owner and/or
Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any
silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any
disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be
responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment
as well as erosion , siltation or sedimentation resulting from the permitted work.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure
that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage
facilit ies .
I hereby grant this permit for development of an area inside the special flood hazard area . All development shall be in
accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit
appl ication for the above named project and all of the codes and ordinances of the City of College Station that apply.
Date
z. -22 -0'
Date
CITY OF COLLEGE S TATI ON
Planning & Development Services
SITE PLAN APPLICATION
MINIMUM SUBMITTAL REQUIREMENTS
~Site plan application completed in full.
--1::!A._$200 .00 Application Fee . City of College Station
N/A $200.00 Development Permit Application Fee.
DATE SUBMITTED: I\
N/A $600.00 Public Infrastructure Inspection Fee if applicable . (This fee is payable if construction of a public
waterline, sewerline , sidewalk, street or drainage facilities is involved.)
__K_ Eleven (11) folded copies of site plan
_x_ One (1) folded copy of the landscape plan.
_x_ One (1) copy of building elevation for all buildings .
_x_ A list of building materials for all facades and screening for non-residential buildings.
N/A Color samples for all non-residential buildings.
N/A Traffic Impact Analysis (if applicable for non-residential buildings).
_x_A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they
are not checked off.
N/A Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of
approval (if applicable).
Date of Preapplication Conference:...;.A-'-u"'-g._..u"""s~t .--2 .... 9.._, 2=0 __ 0 __ 5;;.__ _______________ _
NAME OF PROJECT City of College Station Veterans Park & Athletic Complex
ADDRESS 3101 Harvey Road
LEGAL DESCRIPTION Vol. 4168. Page 75 & 76
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name Eric Ploeger. Asst. Director College Station PARO
Street Address 1000 Krenek Tap Road City College Station
State Texas Zip Code 77840 E-Ma il Address eploeger@ci.college-station-tx
Phone Number .:::..97.:....:9:..:.../7.:....:6~4'-'-3::..:7_:.7...:3 _________ Fax Number 979/764-3737
PROPERTY OWNER'S INFORMATION :
Name Same as applicant
Street Address------------------City __________ _
State _____ Zip Code ______ _ E-Mail Address-------------
Phone Number ___________ ~ Fax Number _____________ _
ARCHITECT OR ENGINEER'S INFORMATION :
Name Robert C . Schmidt. P.E.. O'Malley Engineers. L.L.P.
Street Address 203 S . Jackson City Brenham
State Texas Zip Code "'"""77-'-'8"-'3~3 ____ _
Phone Number 979/836-7937
6/13 /03
E-Mail Address rcs@omalleyengineers.com
Fax Number 979/836-7936
I of6
O'Malley Engineers, L.L.P.
CITY OF COLLEGE STATION
VETERANS PARK ATHLETIC COMPLEX, PHASE II
PK 0501
OE JOB NO . 675.02-RB
PUBLIC INFRASTRUCTURE COST ESTIMATE -11/4/05
WATER
1 6" C-909 Water Line 880 LF 20 .00 17,600.00
2 6" C-909 Inside Casinq 20 LF 60 .00 1,200.00
3 8" C-90 Water Line 1,710 LF 22.00 37 ,620 .00
4 6" Gate Valve 3 EA 600 .00 1,800.00
5 8" Gate Valve 8 EA 800 .00 6,400 .00
6 Air Release Valve 1 EA 3,000 .00 3,000 .00
7 Fire Hydrants 4 EA 2,500 .00 10,000.00
8 2" Water Meter 2 EA 2,000 .00 4,000 .00
9 D. I. Fittings 1.5 Tons 4 ,500 .00 6,750 .00
10 Conn. To Ex . Line 2 EA 500.00 1,000.00
11 Replace Concrete s/w/pvmt. 80 SY 60 .00 4,800 .00
12 Trench Safety 1,800 LF 1.50 2,700 .00
SUBTOTAL WATER
SANITARY SEWER
1 1 O" D.I. Line 2 ,180 LF 43.00 93,740.00
2 Manholes 7 EA 1,400.00 9 ,800 .00
3 Service Wyes 3 EA 200 .00 600 .00
4 Trench Safety LF 1.00 -
SUBTOTAL SANITARY SEWER
IRRIGATION MAINS
1 6" 1,170 LF 15 .00 17 ,550 .00
2 8" 1,140 LF 17 .00 19 ,380 .00
3 12" 1,770 LF 22 .00 38,940.00
4 6" Gate Valve 8 EA 600 .00 4 ,800.00
5 8" Gate Valve 4 EA 800 .00 3,200.00
6 12" Gate Valve 4 EA 1,200.00 4 ,800 .00
7 Fittings 3 Tons 4,500 .00 13,500.00
8 Auto lrrig . Valve Installations 1 LS 20,000.00 20,000.00
9 Replace Water Meter 1 LS 2 ,000 .00 2,000 .00
10 8" Pressure Reducing Valve 1 LS 8,000.00 8,000 .00
SUBTOTAL IRRIGATION MAINS
SMALL DIAMETER WATER LINES
1 1" 950 LF 4 .00 3,800 .00
2 1 1/2" 950 LF 4 .20 3,990 .00
3 2" 450 LF 5.00 2,250.00
4 Hose Bibbs 9 EA 200 .00 1,800.00
5 Quick Couplers 6 EA 350 .00 2, 100.00
6 Small Valves 5 EA 300 .00 1,500.00
SUBTOTAL SMALL DIAMETER WATER LINES
os-U-\
\I \'l \ o'S'
n · 00 Craig Konkel, P.E.
~ \ · l/v Robert C. Schmi d t, P.E.
Ed Addicks, P.E.
96 ,870 .00
104, 140.00
132,170.00
15,440.00
clerical/00675/675-02RB/letter/K:\00675\675-02RB\Letter\Public Infrastructure Cost Estimate 11-4-05.xls
203 S. Jackson P. 0. Box 1976 Brenham, Texas 77834 -1976 (979) 836-7937 FAX (979) 836-7936
PAVING (STREET)
1 Earthwork 1 LS 25,000.00 25,000.00
2 6" Stab. Subgrade 5 ,014 SY 6 .25 31,337 .50
3 6" Base 3,941 SY 11 .00 43,351.00
4 1 1/2" HMAC 3,941 SY 6 .50 25,616.50
5 Curb & Gutter 3,086 LF 12.50 38,575.00
6 sw3p/Erosion Control 1 LS 10,000.00 10,000.00
7 Dead End Barricade 1 EA 2,000.00 2,000.00
SUBTOTAL PAVING (STREET 175,880.00
DRAINAGE
1 4" PVC Storm Sewer 70 LF 12 .00 840.00
2 6" PVC Storm Sewer 674 LF 20.00 13,480.00
3 12" PVC Storm Sewer 454 LF 28 .00 12,712.00
4 12" RCP Storm Sewer 272 LF 32 .00 8,704 .00
5 15" RCP Storm Sewer 100 LF 40.00 4,000 .00
6 18" RCP Storm Sewer 644 LF 45.00 28,980.00
7 24" RCP Storm Sewer 441 LF 55.00 24,255.00
8 36" RCP Storm Sewer 720 LF 69.00 49,680 .00
9 42" RCP Storm Sewer 652 LF 115.00 74,980.00
10 5' X 2' Box Culvert 388 LF 175.00 67,900.00
11 5' Curb Inlet 5 EA 2 ,000.00 10,000.00
12 Junction Box 7 EA 1,500.00 10,500.00
13 2' X 2' Grate Inlet 16 EA 500 .00 8,000.00
14 2' X 3' Grate Inlet 1 EA 600 .00 600 .00
15 3' X 3' Grate Inlet 3 EA 750 .00 2,250 .00
16 4' X 6' Throat Inlet 1 EA 1,200.00 1,200.00
17 5' X 5' Throat Inlet 2 EA 1,500.00 3,000.00
18 4 :1 SET on 24" Pipe 6 EA 800.00 4 ,800.00
19 4 :1 SET on 18" Pipe 9 EA 700.00 6,300.00
20 4 :1 SET on 12" Pipe 1 EA 650.00 650.00
21 4 : 1 SET w/6' Apron on 12" 1 EA 1,000.00 1,000.00
22 4 :1 SET w/6' Apron on 15" 2 EA 1,200.00 2,400.00
23 4 :1 SET w/5' Apron on 24" 1 EA 1,500.00 1,500 .00
24 Headwall w/Flared Wings on 5'
X 2' Box 1 EA 3 ,500 .00 3,500.00
SUBTOTAL DRAINAGE 341,231 .00
TOTAL ESTIMATED PROBABLE COST-PUBLIC INFRASTRUCTURE $ 865,731 .00
Prepared for:
l
City of Coll~ge St~tion ,
P.O. Box 9960
College Station, Texas 77842
Prepared by:
O~'MA TuLEY ENGINEERS., L.L.P.
P.O. Box 1976
Bn~nham, Texas 77834-1976
OE Project No: 675.01 RB
DRAINAGE PLAN
FOR
VETERANS PARK AND ATHLETIC COMPLEX -PHASE II
Prepared for:
City of College Station
P.O. Box 9960
College Station, Texas 77842
Prepared by:
O'MALLEY ENGINEERS, L.L.P.
P.O. Box 1976
Brenham, Texas 77834-1976
OE Project No. 675 .01 RB
November 2005
Veterans Park and Athletic Complex -Phase II Drainage Plan
TABLE OF CONTENTS
CERTIFICATION SHEET ............................................................................................................ 3
INTRODUCTION AND PROJECT DESCRIPTION ................................................................... 4
METHODOLOGY AND CALCULATION PROCEDURES ....................................................... 4
DRAINAGE SUMMARY DISCUSSION ..................................................................................... 6
SUMMARY OF DESIGN FEATURES ......................................................................................... 7
LIST OF FIGURES
FIGURE 1 -PROJECT LOCATION MAP ................................................................................... 4
LIST OF TABLES
TABLE 1 -RATIONAL EQUATION VALUES FOR BRAZOS COUNTY ............................... 4
LIST OF APPENDICES
APPENDIX A -FEMA MAP NOS. 48041C0161C & 48041C0142C WITH SITE
ILLUSTRATED ................................................................................................................. 9
APPENDIX B -USGS QUADRANGLE TOPOGRAPHIC MAP OF THE SITE ..................... 11
APPENDIX C -OVERALL SITE LAYOUT .............................................................................. 13
APPENDIX D -SYSTEM "A" DRAINAGE AREA AND STORM SEWER ........................... 15
APPENDIX E -SYSTEM "B" DRAINAGE AREA AND STORM SEWER ........................... 17
APPENDIX F -SYSTEMS "C'', "D", "F", "G", & "H'' DRAINAGE AREAS AND
STORM SEWERS ............................................................................................................ 19
APPENDIX G -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN FOR
STORM SEWER SYSTEM "A" ...................................................................................... 21
APPENDIX H -WINS TORM RESULTS FOR 10-YEAR STORM DESIGN WITH
100-YEAR STORM ANALYSIS FOR STORM SEWER SYSTEM "A" ...................... 25
APPENDIX I -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN FOR
STORM SEWER SYSTEM "B" ...................................................................................... 29
APPENDIX J -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN WITH
100-YEAR STORM ANALYSIS FOR STORM SEWER SYSTEM "B" ....................... 33
APPENDIX K -WINSTORM RESULTS FOR 10-YEAR INLET DESIGN "ClO" &
"C20" AND CULVERT RESULTS FOR 10-YEAR CULVERT DESIGN
FOR "D40" ....................................................................................................................... 37
APPENDIX L -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN FOR
STORM SEWER SYSTEM "GlO" .................................................................................. 41
APPENDIX M -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN WITH
100-YEAR STORM ANALYSIS FOR STORM SEWER SYSTEM "GlO" .................. 44
APPENDIX N -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN FOR
STORM SEWER SYSTEM "G20/G30" .......................................................................... 47
APPENDIX 0 -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN WITH
100-YEAR STORM ANALYSIS FOR STORM SEWER SYSTEM "G20/G30" .......... 50
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Veterans Park and Athletic Complex -Phas e II Drainage Plan
CERTIFICATION SHEET
I hereby certify that this plan for the drainage design of Veterans Park and Athletic Complex -
Phase II was prepared by under my supervision in accordance with the provisions of the City of
College Station Drainage and Design Standards for the owners thereof.
,
Ronald Wade Becker, P.E.
State of Texas No . 70992
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Veterans Park and Athletic Complex -Phase II Drainage Plan
INTRODUCTION AND PROJECT DESCRIPTION
This report discusses and documents the existing and proposed drainage conditions for the
second phase of development for the Veterans Park and Athletic Complex located in the City of
College Station, Brazos County, Texas . The project site is located between State Highway 30
and State Highway 60 and is bounded on the south side by Carters Creek flood plain. Also, the
northeast portion of the site is bounded by Hudson Creek. Furthermore, on the north side of the
property the land is mainly undeveloped except for the existing Texas A & M University facility
located to the northwest of this project site (see Figure 1).
Overall, the site contains approximately 150 acres . Phase I development of this park
encompassed slightly more than t/3 of this area and was completed in September of 2002 . In this
phase, six soccer fields, two softball fields, two parking lots, veteran's memorial area,
maintenance building, soccer/restroom building, and roadway/driveway access to these facilities
were constructed. The remainder of the site is not developed and was graded to its current
condition several years ago. This grading basically consisted of sloping the land's surface
toward Carters Creek at a very mild slope .
Phase II development will encompass approximately another t/3 of the total site area. This
phase of development is proposed to contain a parking lot addition to the existing softball field
lot, three softball fields, softball concession building, large pavilion building with a parking lot,
walking/running trail, three soccer fields with a parking lot and restroom building, maintenance
building addition, and an extension of Veterans Parkway.
Currently, the undeveloped portion of the site has very little topsoil or vegetation cover which
therefore results in a higher runoff coefficient. This portion of the site drains directly into
Carters Creek. Because the lower portion of this property is within the Carters Creek flood plain,
detention storage is not necessary and has been waived by the City of College Station. This
portion of the site is subject to both on-site and off-site storm water run-off. Part of the off-site
storm water will enter the proposed storm sewer System "A". The remaining portion of off-site
storm water runoff coming in from the northwest corner of the site remains in, or close to, it's
current drainage path and will therefore not affect this phase of the development.
METHODOLOGY AND CALCULA TlON PROCEDURES
Run-off calculations were performed using the Rational Method and b, d & e factors for Brazos
County (TxDOT Hydraulic Design Manual, dated 1 t/02). The rainfall intensity is a function of
frequency, geography, climatology, and the specific time of concentration for the watershed. The
time of concentration describes the longest time it takes for runoff from the most remote part of
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Veterans Park and Athletic Complex -Phase II Drainage Plan
the watershed to travel to the outfall of the watershed. TxDOT uses the following equation for
rainfall intensity:
where:
·· ...
. b
l =---
(t c + dy
i = rainfall intensity (in/hr);
tc =time of concentration (min); and
b , d , e =empirical factors that characteri ze the intensity-duration-frequency. b, d and e
are constants from T xDOT's Hydraulic D esign Manual (refer to Table 1 for 10-year
and 100-year b , d, and e values used for this proj e ct.)
cmrvER.siiYo ~~: ··········· ······
,/
-:7
~H JO ~VE Y ROAD r-·--------
F ig ur e 1. Project Location Map
T bl 1 R . I E f VI a e at10na ~qua 100 a u es ~ B or razos c t oun :y
Variab le 10-Year Value 100-Year Value
B 80 96
D 8.5 8.0
E 0 .763 0.730
' ' \
\
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Veterans Park and Athletic Complex -Phase II Drainage Plan
An example of the rainfall intensity calculation for the 10-year rainfall event, using a minimum
time of concentration of 10 minutes is a follows:
The runoff flow rate, Q, was detennined for the l 0-year storm event using the rational method
equation:
Q =ciA
where: c is the runoff coefficient;
i is the rainfall intensity (in/hr), and;
A is the land contained within the drainage area (acres).
The runoff coefficient, c, value used for grass areas was 0 .3 and a value of 0.9 was used for the
impervious areas such as pavements, sidewalks, and buildings. A weighted c value was
determined for each area as follows :
Cwt = (0.3 x grass area) + (0.9 x impervious area)
Total Area
An examp le of the runoff coefficient calculation for a total area of 13 acres with l 0 acres of grass
area and 3 acres of impervious area is as follows :
Cwt= (0.3 x JO acres )+ (0.9 x3 acres ) = 0.44
13 acres
An example of the rainfall run-off calculation for a 10-year storm intensity, using a runoff
coefficient of 0.44 and a drainage area of 13 .0 acres is a follows :
Q,0 = ci 10 A = 0.44 x 8 .6 x 13.0 = 49.2 c .f.s.
DRAINAGE SUMMARY DISCUSSION
Off-Site Drainage
Due to the location and limits of the Phase II portion of this overall development, the Hudson
Creek waterway prevents some of the upstream off-site storm water from directly affecting this
site. See Appendix A for FEMA flood map of this area and Appendix B for the USGS
topographic quadrangle map of the vicinity. However, within a portion of the limits of this phase
of development there is a swale located near the center of the north property line that has been
eroded from off-site storm water entering the overall tract of land. Proposed storm sewer System
"A" is designed to carry this off-site storm water underground from the north side of this site to
its outfall at the southern side of the site. See Appendix D for a layout of System "A". This
system will also drain on-site runoff within the Phase II area.
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Veterans Park and Athletic Complex -Phase II Drainage Plan
On-Site Drainage
Since this area is being developed as a park, the overall drainage design concept was to allow the
on-site storm water to flow as close to its natural conditions as possible . Therefore, the use of
both large and small swales was employed and general overland flow to allow the storm water to
enter the adjacent Carters Creek flood plain. However, it was not possible to accommodate all of
the storm water within grass-lined swales because of the need to oblige both vehicular and
pedestrian traffic. Where necessary, the use of reinforced concrete pipe, PVC pipe, and inlets
has been used to collect and carry the storm water from the roadway, parking lots and grass areas
around the buildings. The water carried within these closed system storm sewers will then be
released into either existing or proposed swales on the site to then be directed and dispersed into
the Carters Creek flood plain.
Appendix C is an illustration of the entire site showing the existing Phase I development, the
proposed grading and layout of Phase II and the proposed future development. The 100-year
flood plain boundary is also shown. Carter Creek water surface elevations of 254.0 for the 10-
year storm and 255.5 for the 100-year storm were used as the tail water elevations for the design
and analysis of System "A". These floodwater elevations were obtained from the City of
College Station. Note that the storm water discharge enters the Carters Cre ek floodwater prior to
crossing any adjacent property lines.
SUMMARY OF DESlGN FEATURES
The following is a general summary of the storm sewer elements and culverts that have been
included in the Phase II design. Two different TxDOT computer software programs were
utilized for the design of this projects drainage features. WinStorm version 3.05 was used for the
design of storm sewer Systems "A", "B", "G" and to size the curb inlets for System "C". Results
of the WinStorm computer runs are shown in Appendices G through 0. Inlet sizes are denoted
in the charts labeled "Inlet Configuration Data." Storm sewer pipe sizes are shown in the charts
labeled "Conveyance Configuration Data." WinStorm allows the input of critical elevations at
each of the inlets and junction boxes and uses this information in its analysis of the hydraulic
grade line. The critical elevations were set 0 .5 feet below the inlet opening elevation. The
WinStorm 10-year analysis shows that the hydraulic grade lines for each system are below the
critical elevations, thus meeting the City of College Station's design criteria. The 100-year
analysis of these storm sewer systems does show that some pipe run capacities and critical
elevations are exceeded, which is to be expected. A review of these locations determined that
the storm water would exit the top of the inlets, spread out and flow either overland or along
swales and enter Carters Creek without any impact to the building structures.
K :\006 75 \675-02RB\Report\Drainage Report Phase II.doc Page 7
Veterans Park and Athletic Complex -Phase II Drainage Plan
Texas Hydraulic Systems CULVERT version 1.2 was used for the culvert design and analysis .
Since there were several culverts involved with this project, only the CULVERT results for the
major culvert D40, which passes beneath Veterans Parkway, is shown in Appendix K as an
example of the analysis procedure. All proposed culverts are shown in Appendix F. These
culvert pipes were designed to have exit velocities less than 6 .0 feet per second for the 10-year
storm design. All of these culverts are designed to have slope end treatments (SETs) used on
both ends. These SETs were used instead of headwalls to provide a more gradual slope that
would be easier to maintain and minimize the slope gradients around the ends of the pipe, thus
reducing the potential of erosion.
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Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIX A
FEMA Map Nos. 48041C0161 C & 48041C0142 C With Site Illustrated
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City of College Station
4800 83
ZONE X
ZONE X
Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIXB
USGS Quadrangle Topographic Map of the Site
K:\00675\675-02RB\Report\Drainage Report Phase II.doc Page 11
'·
TO TEX . 507 17'30" .160 151ooom.[.
SCALE 1:24000
0 I MILE
Veterans Park and Athletic Complex -Phase II
K:\00675 \675-02RB \Report\Drainage Report Phase II .doc
APPENDIXC
Overall Site Layout
Drainage Plan
Page 13
Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIXD
System "A" Drainage Area and Storm Sewer
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Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIXE
System "B" Drainage Area and Storm Sewer
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Veterans Park and Athletic Complex -Phase II
APPENDIXF
Systems "C", "D", "F", "G", & "H"
Drainage Areas and Storm Sewer
K:\00675\675-02RB \Report\Drainage Report Phase II.doc
Drainage Plan
Pagel9
Veterans Park and Athletic Complex-Phase II
APPENDIXG
Winstorm Results for 10-Year Storm Design
for Storm Sewer System "A"
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Drainage Plan
Page 21
Veterans Park and Athletic Complex -Ph ase II Drainag e Plan
WinStorm (STORM DRAIN DESIGN)
Run@ 11/4/2005 7:12:36 AM
Version 3.05, Jan. 25, 2002
PROJECT NAME : VPAC PH II
JOB NUMBER 675.02RB
PROJECT DESCRIPTION : Storm Sewer Line A 10 YR Design
ANALYSYS FREQUENCY : 10 Years
MEASUREMENT UNITS: ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of: 10 Years
ID
A-10
A-20
A-30
A-40
A-50
A-60
A-70
A-80
A-90
A-95
A-94
A-97
Inlet
ID
A-10
A-20
A-3 0
A-40
A-50
A-60
A-70
A-80
A-90
A-95
A-94
A-97
Runoff Computation for Design Frequency .
C Value
0.63
0 .33
0.45
0 .45
0.33
0 .9
0.9
0.33
0.9
0.47
0.45
0.9
Area
(acre)
10.70
5 .70
0 .40
0.40
8.10
0.20
0.20
1. 80
0.10
0.70
0 .40
0.10
Tc
(min)
29.90
14.80
10.00
10.00
16.10
10.00
10.00
11 .90
10.00
10.00
10.00
10.00
Tc Used
(min)
29.90
14.80
10.00
10.00
16.10
10.00
10.00
11.90
10.00
10.00
10.00
10.00
Intensity
(in/hr}
4.95
7.24
8 .63
8.63
6.95
8.63
8 .63
8.01
8.63
8.63
8.63
8 .63
Supply Q
(cfs}
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0 .000
0 .0 00
0.000
Total Q
(cfs)
33 .340
13. 620
1.554
1 .554
18.570
1.554
1.554
4.760
0 .777
2.841
1.554
0.777
Sag Inlets Configuration Data .
Inlet Length/ Grate
Type Perim. Area
(ft} (sf )
Grate 20.00
Grate 12.00
Grate 8.00
Grate 8.00
Grate 17.00
Curb 5.00
Curb 5.00
Curb 10.00
Curb 5.00
Grate 12.00
Grate 8.00
Grate 8.00
10 .00
3.30
1. 50
1.50
6.60
n /a
n/a
n/a
n/a
3.30
1. 50
1. 50
Left-Slope
Long Trans
(%) (%}
25 .0025.00
0.50 2.00
0 .50 2 .00
0.50 2.00
0 .50 2.00
0.57 3 .00
0.50 3.00
0.64 3.00
0.56 3.00
0.50 2.00
0 .50 2.00
0 .50 2.00
Right -Slope
Long Trans
(%) (%)
Gutter
n DeprW
(ft}
25.00 25.00 0.024
0 .50 2.00 0.024
0.50 2.00 0.024
0.50 2 .00 0.024
0.50 2.00 0.014
0.50 3.00 0.014
0.57 3.00 0.014
0.56 3.00 0 .0 14
0 .64 3.00 0.014
0.50 2.00 0.014
0 .50 2.00 0.014
0.50 2.00 0.014
n/a
n/a
n/a
n/a
n/a
1. 50
1 .50
1. 50
1. 50
n/a
n/a
n/a
Sag Inlets Computation Data.
Depth
Allowed
(ft}
2.00
2.00
0 .50
0.50
1. 00
0.50
0.50
0.50
0 .50
1. 00
0 .50
0.25
Critic
Elev.
(ft}
271.06
264.10
265.50
265.50
260.50
260.89
260.89
260.78
260.78
258.50
260.42
262.00
================================================================================
Inlet
ID
A-10
A-20
A-30
A-40
A-50
Inlet
Type
Grate
Grate
Grate
Grate
Grate
Length Grate
Perim Area
(ft} (ft} (sf)
n/a 20.00 10.00
n/a 12 .00 3.30
n/a 8.00 1.50
n/a 8.00 1.50
n/a 17.00 6.60
K:\00675 \675-02RB\Report\Dra inage Report Phase II.doc
Total Q Inlet
Capacity
(cfs} (cfs}
33.340
13. 620
1 .554
1.554
18.570
76.008
25.082
5 .701
5 .701
35.472
Total
Head
(ft}
0.663
0.589
0.158
0.158
0.500
Ponded Width
Left Right
(ft} (ft}
2. 71
19 .60
8.70
8 .70
18.00
2. 71
19.60
8 .70
8.70
18 .00
Page 22
------__________________ _L
Veterans Park and Athletic Complex-Phase II
A-60
A-70
A-80
A-90
A-9S
A-94
A-97
Curb
Curb
Curb
Curb
Grate
Grate
Grate
S.00
S.00
10.00
S.00
n/a
n/a
n/a
n/a
n/a
n/a
n/a
12 .00
8.00
8.00
n/a
n/a
n/a
n/a
3.30
1. so
1. so
l.SS4
l .SS4
4.760
0.777
2.841
l.SS4
0.777
6 .261
6.261
10.327
6.261
1 7 .736
S.701
3.087
0.197
0.197
0.298
0.124
0 .181
0.1S8
0.100
Drainage Plan
S.37
s.so
8.00
4.17
8.90
7.10
S .4S
s.so
S.37
8.20
4.07
8.90
7.10
S.4S
Cumulative Junction Discharge Computations
Node
I.D.
A-10
A-20
A-30
A-40
A-48
A-49
A-SO
A-60
A-70
A-71
A-72
A-BO
A-90
A-91
A-9S
A-96
A-94
A-97
OU T
Node
Type
Weighted
C-Value
Grate 0 .630
Grate 0.330
Grate 0.4SO
Grate 0.34S
JnctBx O.S22
JnctBx O .S22
Grate 0.461
Curb 0.464
Curb 0.468
JnctBx 0 .468
JnctBx 0.468
Curb 0.330
Curb 0 .460
JnctBx 0.460
Grate 0.460
JnctBx 0.462
Grate 0 .4SO
Grate 0.900
Outlt 0.462
Cumulat . Cumulat.
Dr.Area Tc
(acres} (min)
10.70
S .70
0.40
6.SO
17.20
17.20
2S.30
2S.SO
2S.70
2S.70
2S.70
1. 80
27.60
27.60
28.70
28.80
0.40
0.10
28.80
29.90
14.80
10.00
lS.30
30.72
30.72
31. 76
31. 82
31.88
31. 88
31.88
11. 90
32.72
32.72
33.0S
33.39
10.00
10.00
33.39
Intens.
(in/hr)
4.9S
7.24
8.63
7.12
4 .8 7
4.87
4 .77
4.77
4.76
4.76
4.76
8.01
4.69
4.69
4.66
4.63
8.63
8.63
4.63
User
Supply Q
cfs}
0.000
0.000
0.000
0.000
0.000
0.000
0 .000
0 .000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Conveyance Configuration Data
Additional
Q in Node
(cfs}
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0 .00
0.00
0 .00
0.00
0.00
0 .00
0 .00
Total
Disch .
(cfs}
33.340
13. 620
l.SS4
lS. 967
43.714
43. 714
SS .S99
S6.396
S7.187
S7.187
S7.187
4.760
S9.S06
S9.S06
0 .00 61.Sl2
0.00 61.SSl
0.00 l.S S4
0.00 ~
0.00 ~
==================================================================================
us
10 A-10
20 A-20
30 A-30
40 A-40
SO A-4B
60 A-49
70 A-SO
BO A-60
90 A-70
100 A-71
110 A-72
120 A-BO
130 A-90
140 A-91
150 A-9S
160 A-96
170 A-94
lBO A-97
OS
A-4B
A-40
A-40
A-4B
A-49
A-SO
A-60
A-70
A-71
A-72
A-90
A-90
A-91
A-9S
A-96
OUT
A-9S
A-96
Run#
us
260.90
261.33
261.83
260.61
2S9.0l
2S6.60
2S6 .16
2SS .9B
2SS.79
2SS.39
2S4.87
2S6.47
254.24
2S3.69
2S3.4S
2S2.62
2SB.90
2S9.SO
Node I.D. Flowline Elev.
OS Shape # Span Rise
(ft) (ft} (ft}
2S9 .11
260. 71
261.71
260 .11
2S7.20
2S6.26
2S6.0B
2SS.B9
2SS .49
2S4.97
2S4 .34
2S6.34
2S3 .79
253.SS
2S2.72
2Sl.Sl
2S6 .0S
253 .72
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Box 1
Box 1
Circ 1
Circ 1
0.00
0.00
0 .00
0.00
0.00
0.00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0.00
0.00
S.00
S .00
0.00
0.00
3.00
2 .00
1. 00
2.00
3.00
3.SO
3.SO
3.SO
3.SO
3.SO
3.SO
1. so
3.SO
3.SO
2.00
2.00
1. 00
1. 00
K:\00675 \675-02RB\Report\Dra inage Report Phase II.doc
Length Slope
(ft) (ft}
3SB.OO
15S.OO
2B.00
B4.00
362.00
97.00
24 .00
26.00
85 .0 0
120.00
150 .00
26.00
113. 00
37.00
1S6 .00
232.00
Bl.00
102.00
o.so
0 .40
0.43
0.60
o.so
0.3S
0.33
0.3S
0.3S
0.3S
0.3S
o.so
0.40
0.3B
0.47
0 .48
3.S2
S.6B
n value
(%}
0. 013
0. 013
0 .011
0 . 013
0 . 013
0. 013
0 . 013
0 . 013
0. 013
0 . 013
0.013
0. 013
0. 013
0 . 013
0 . 013
0 . 013
0 . 011
0 . 013
Page 23
Vetera ns Park and A thletic Complex -Ph ase II Dra in age Plan
Conveyance Hydraulic Computa ti ons. Ta ilwa t er = 254.000 (ft)
Hydraulic Gradel i ne Dept h
Run# US Elev OS Elev Fr.Slope Unif. Actual
(ft) (ft} (%} (ft} (ft)
10* 26 3 .19 262.08 0.250 1. 85 2.97
20 263.44 262.60 0 .362 1.56 1.89
30 262.66 262.60 0.136 0.54 0.89
40 262.60 262.08 0 .498 1.50 1.97
so 262 .08 260.34 0.429 2.30 3.00
60 260 .34 260.00 0.189 2 .24 3.50
70 260.00 259 .67 0.305 2.73 3 .50
80 259.67 259.33 0.314 2.73 3.44
90 259.33 258.82 0.323 2.73 3.33
100 258 .82 258.22 0.323 2.73 3.25
llO 258.22 257.53 0 .323 2.73 3 .19
120 257.76 257.53 0.205 0.87 1.19
130 257.53 256.88 0.350 2.68 3.09
140 256.88 256.35 0.350 2.73 2 .80
150* 256.35 255.35 0.454 1. 59 2 .00
160 * 255.35 254.00 0 .454 1.59 2.00
170 * 260.39 256.35 0 .136 0.30 0.30
180* 259.89 255 .35 0.048 0 .20 1. 00
Velocity
Un if. Actual
(f /s) (f /s)
7.28 4. 72
5 .17 4.4 3
3 .60 2.10
6 .32 5.10
7 .53 6.18
6.71 4.54
6.89 5.7 8
6 .99 5.88
7.09 6.05
7.09 6.14
7.09 6.21
4.46 3.1 5
7.53 6 .61
7.38 7 .21
Q
(cfs }
33.34
13 . 62
1. 55
15.97
43. 71
43.71
55.60
56.40
57.19
57.19
57.19
4.7 6
59.5 1
59 .5 1
q:H ~-~61.51 6 .1[ 61. 55
. 1 1 .55
6.75 0 .99 0.78
Cap
(cfs}
47.17
14.3 1
2.76
17.46
47.17
59.57
58.10
59.20
59.78
59.53
59.81
7 .43
63.50
61.90
62 .48
63.18
7.90
8.49
June
Loss
(ft}
0.434
0 .381
0.034
0.202
0.297
0.160
0 .259
0.269
0.284
0 .293
0.299
0.193
0.340
0 .404
0.294
0 .294
1 .186
0.019
===================================END============================================
* Super critical flow .
NORMAL TERMINATION OF WINSTORM .
Warning Messages for current project :
Runoff Frequency of: 10 Years
Discharge decreased downstream node Id= A-49 Previous intensity used .
Discharge decreased downstream node Id= A-71 Previous intensity used.
Discharge decreased downstream node Id= A-72 Previou s intensity used.
Disch arge decreased downstream node Id= A-91 Prev i o u s intensity used .
Decreasing conduit size @ downstream Run II 150
K:\0067 5\67 5-02 RB \Report \Drainage Report Phase I I.doc Pa ge 24
Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIXH
Winstorm Results for 10-Year Storm Design
with 100-Year Storm Analysis for Storm Sewer System "A"
K:\00675\675-02RB\Report\Drainage Report Phase II.doc Page 25
Ve tera ns Pa rk and A thlet ic Complex -Ph ase II Drainage Plan
WinStorm (STORM DRAIN DESIGN) Version 3.0S, Jan. 2S , 2002
Run@ l l /4/200S 7 :18:S7 AM
PROJECT NAME : VPAC PH II
JOB NUMBER 67S .02RB
PRO J ECT DESCRIPTION : Storm Sewer Line A 100 YR Ch eck
ANALYSYS FREQUENCY
MEAS UREMENT UNITS:
100 Years
ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years
ID
A-10
A-20
A-30
A-40
A-SO
A-60
A-70
A-80
A-90
A-9S
A-94
A-97
Inlet
ID
A-10
A-20
A-3 0
A-40
A-SO
A-60
A-70
A-80
A-90
A-9S
A-94
A-97
Runoff Computation for Design Frequency.
C Value Area
(acre)
Tc
(min)
Tc Used
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(cfs)
0.63
0.33
0.4S
0.4S
0.33
0.9
0.9
0.33
0.9
0.47
0.4S
0.9
10 .70
S.70
0.40
0.40
8.10
0.20
0.20
1.80
0.10
0.70
0.40
0.10
29.90
14.80
10.00
10.00
16.10
10.00
10 .00
11 . 90
10 .00
10.00
10.00
10.00
29.90
14.80
10 .00
1 0 .00
16.10
10.00
10 .00
11. 90
1 0 .00
10 .00
10.00
10.00
6.76
9.79
11. 64
11.64
9.41
11. 64
11 . 64
10.82
11 . 64
11. 64
11. 64
11 .64
Sag Inlets Configuration Data.
0.000
0.000
0.000
0.000
0.000
0 .000
0.000
0.000
0.000
0 .000
0.000
0.000
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Left -S lope
Long Trans
(%) (%)
Right-Slope
Long Trans
(%) (%)
Gutter
n DeprW
(ft)
Depth
Allowed
(ft)
Grate 20.00
Grate 12 .00
Grate 8.00
Grate 8.00
Grate 17.00
Curb S.00
Curb S.00
Curb 10.00
Curb S .00
Grate 1 2.00
Grate 8.00
Grate 8.00
10.00 2S .002S.OO
3.30 o.so 2.00
1. so 0 . so 2. 00
1.50 o.so 2.00
6.60 o.so 2.00
n /a 0.57 3.00
n/a 0.50 3.00
n/a 0.64 3.00
n/a O.S6 3.00
3.30 o.so 2.00
1.50 o.so 2.00
1.SO o .s o 2.00
2S.OO 2S.OO 0.024
o.so 2.00 0 .02 4
0 .50 2.0 0 0.024
o.so 2.00 0.024
o.so 2.00 0.014
o.so 3 .00 0.014
O .S7 3.00 0.014
O.S6 3.00 0 .014
0 .64 3.00 0.014
o.so 2.00 0.014
o.so 2.00 0.014
o.so 2 .00 0.014
Sag Inlets Computation Data.
n/a
n/a
n/a
n/a
n/a
1.SO
1. so
1.SO
1. so
n/a
n /a
n/a
2 .00
2.00
o.so
o .s o
1. 00
o .so
o.so
o.so
o.so
1. 00
o.so
0.2S
4S.S61
18 .423
2.09S
2.09S
2S.142
2.09S
2.09S
6.42S
1.048
3.829
2.09S
1.048
Critic
Elev.
(ft)
273.7S
264.60
266.00
266.00
261.00
261.39
261.39
261.28
261 .28
2S9.00
260.92
262.SO
================================================================================
I nlet
ID
A-10
A-20
A-30
A-40
Inlet
Type
Grate
Grate
Grate
Grate
Length
(ft)
n/a
n/a
n/a
n/a
Grate
Perim Area
(ft) (sf)
20 .00 10 .00
12.00 3.30
8 .00 1.SO
8 .00 1.SO
K:\006 75 \6 7 5-02 RB \Report \Drainage Report Phase I !.doc
Total Q Inlet
Capacity
(cfs) (cfs)
4S.S61
18 .423
2.09S
2.095
76 .008
2S.082
S .701
5.701
Total
Head
(ft)
0.817
1.078
0.193
0.193
Ponded Width
Left Right
(ft) (ft)
3.06
21.9S
9.70
9.70
3 .06
21.9S
9.70
9.70
Page 26
Veterans Park and Athletic Complex -Phas e II Drainage Plan
A-50
A -6 0
A-70
A-80
A-90
A-95
A-94
A-97
Node
I.D.
A-10
A-20
A-30
A-40
A-48
A-49
A-50
A-60
A-70
A-71
A-7 2
A-80
A-90
A-91
Grate
Curb
Curb
Curb
Curb
Grate
Grate
Grate
n/a
5.00
5.00
10.00
5.00
n/a
n/a
n/a
17.00
n/a
n/a
n/a
n/a
12.00
8 .00
8.00
6.60
n/a
n/a
n/a
n/a
3.30
1. 50
1 .50
25.142
2 .095
2.095
6.425
1.048
3.8 29
2.095
1.048
35.472
6 .261
6.261
10.327
6.261
17 .736
5.701
3 .087
0.612
0.241
0.241
0.364
0 .15 2
0.220
0.193
0.122
20.15
6.00
6.17
8 .97
4.67
9.95
7.95
6.10
Cumulative Junction Discharge Computations
Node
Type
Weighted
C-Value
Grate 0.630
Grate 0.330
Grate 0.450
Grate 0.345
JnctBx 0.522
JnctBx 0.522
Grate 0.461
Curb 0.464
Curb 0.468
JnctBx 0 .4 68
JnctBx 0.468
Curb 0.330
Curb 0.460
JnctBx 0 .460
Cumulat. Cumu l at. Intens.
Dr.Area
(acres)
10 .70
5.70
0.40
6.5 0
17.20
17 .2 0
25.30
25 .50
25.70
25.70
25 .70
1. 80
27.60
27.60
Tc
(min)
29.90
14.80
10 .00
15.24
30.69
30.69
31.63
31. 68
31. 73
31.7 3
31.7 3
11. 90
32.46
32.46
(in/hr )
6.76
9.79
11. 64
9.66
6.66
6 .66
6.54
6.54
6.53
6.53
6.53
10.82
6.44
6.44
User
Supply Q
cfs)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0 .000
0.000
0.000
Additional
Q in Node
(cfs)
0 .00
0.00
0 .00
0 .00
0.00
0.00
0.00
0.00
0.00
0 .00
0.00
0.00
0.00
0.00
20.15
6.17
6.00
9 .20
4.53
9.95
7 .95
6.10
Total
Disch .
(cfs)
45.561
18.423
2.095
21. 645
59.798
59 .798
76.247
77.35 3
78.451
78.451
78.451
6 .425
81 .829
81 .829
A-95 Grate 0.460 28.70 32.75 6 .41 0.000 0.00 84 .661
A-96 JnctBx 0.462 28 .80 33.06 6.37 0 .0 00 0 .0 0 84.772
A-94 Grate 0.450 0 .40 10.00 11.64 0 .000 0.00 2.095
-~;-~_7_ ----~-~-~-~-~----~-:-~_~}_ ----_2_~_:_~-~----~-~_:_~-~----_l_~_:_~-~-----~-:-~-~-~----------~-:-~-~~
us
10 A-10
20 A-20
30 A-30
40 A-40
50 A-48
60 A-49
70 A-50
80 A -60
90 A-70
100 A-71
110 A-72
120 A-80
130 A -90
140 A-91
150 A-9 5
.l._60 A-96
170 A-94
180 A-97
OS
A-48
A-40
A-40
A-48
A-49
A-50
A-60
A-70
A-71
A-7 2
A-90
A-90
A-91
A-95
A-96
OUT
A-95
A-96
Conveyance Configuration Data
Run#
us
260.90
261.33
261.83
260.61
259.01
256 .60
256 .16
255.98
255.79
255.39
254.87
256 .47
254.24
253.69
253.45
252.62
258.90
259.50
Node I.D. Flowline Elev.
OS S h ape # Span Rise
(ft) (ft) (ft)
259 .11
260. 71
261.71
260 .11
25 7 .20
256.26
256.08
255.89
255.49
254.97
254.34
256.34
253.79
253.55
252. 72
251.51
256.05
253.72
Circ 1 o .oo
Circ 1 0.00
Circ 1 0.00
Circ 1 0.00
Circ 1 0.00
Circ 1 0.00
Circ 1 0.00
Circ 1 0 .00
Circ 1 0.00
Circ 1 0.00
Circ 1 0.00
Circ 1 0.00
Circ 1 0. 00
Circ 1 0 .00
Box 1 5.00
Box 1 5.00
Circ 1 0.00
Circ 1 0 .0 0
3 .00
2.0 0
1. 00
2.00
3.00
3.50
3.50
3 .50
3.50
3.50
3.50
1. 50
3.50
3.50
2.00
2.00
1. 00
1. 00
K:\00675\675 -0 2RB \Report\Drainage Report Phase II.d oc
Lengt h Slope
(f t) (ft)
358 .00
1 55.00
28.00
84.00
362.00
97.00
24 .00
26 .00
85 .00
120.00
150.00
26.00
113. 00
37.00
156.00
232.00
81.00
1 02.00
0.50
0.40
0.43
0 .60
0.50
0.35
0.33
0.35
0.35
0.35
0.35
0.50
0.40
0.38
0.47
0.48
3.52
5.68
n value
(%)
0. 013
0 . 013
0 .011
0. 013
0 . 013
0. 013
0. 013
0. 013
0. 013
0 . 013
0. 013
0. 013
0. 013
0. 013
0 . 013
0. 013
0. 011
0 . 013
Pa ge 27
Veterans Park and Athletic Complex -Phas e II Drainage Plan
Run II
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
Conveyance Hydraulic Computations. Tailwater = 255.500 (ft)
Hydraulic Gradeline Depth
US Elev OS Elev Fr .Slope Unif. Actual
(ft) (ft) (%) (ft ) (ft)
273.64
274.00
272.43
272.31
271.17
267.70
267.06
266.43
265.78
264.74
263.50
262.42
262.0 7
260.76
259.95
258.06
271. 1 7
272. 31
272. 31
271.17
267.70
267.06
266 .43
265.78
264.74
263.50
262.07
262.07
260.76
259.95
258.06
0.466
0 .663
0 .248
0.915
0 .80 4
0.353
0.574
0. 591
0.608
0 .608
0.608
0.374
0.661
0.661
0.859
255.50 0.861
2.39
2.00
0.66
2.00
3 .00
2.84
3.50
3.50
3.50
3.50
3 .50
1. 08
3.5 0
3.50
2.00
1. 98
3.00
2.00
1. 00
2.00
3.00
3.50
3.50
3.50
3.50
3.50
3.50
1. 50
3.50
3.50
2.00
2.00
Velocity
Unif . Actual
(f/s ) (f/s)
7 .54
5.86
3.83
6 .89
8.46
7 .14
7 .92
8.04
8.15
8.15
8.15
4.73
8.51
8.51
8
6.45
5.86
2.6 7
6.89
8.46
6.22
7.92
8 .04
8.15
8.15
8.15
3.6 4
8.51
8 .51
Q
(cfs)
45.56
18.42
2.10
21.64
59.80
59.80
76.25
77.35
78.45
78.45
7 8.45
6.43
81.83
81.83
Cap
(cfs)
47.17
14.31
2 .76
17.46
47.17
59.57
58.10
59.20
59.78
59.53
59.81
7 .43
63.50
61 .90
June
Loss
(ft)
0.807
0.668
0 .055
0.369
0.556
0.300
0 .4 88
0.502
0.517
0.517
0.517
0.257
0.562
0.562
0 .55 7
0 .558
170* 260.29 259.95 0.248 0.35 1.00 7.90 0.138
180 * 259.9 7 258.06 0 .086 0.24 1 .00 7.34 1 .33 1.05 8.49 0 .035
===================================END============================================
* Super critical flow.
NORMAL TERMINA TI ON OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 100 Years
Comp uted right ponded width exceeds a llowab l e width at inlet Id= A-2 0
Comp uted left ponded width exceeds allowable width at inlet Id= A-20
Disc harge decreased downstream node Id= A-49 Previous intensity used.
Discharge decreased downstream node Id= A-7 1 Previ ous intensity used.
Discharge decreased downstream node Id= A-72 Previous intensity used .
Disc h arge decreased downstream node Id= A-9 1 Previous intensity used.
Decreasing conduit size @ downstream Runll 150
Ru nll 16 0 Insuff i cient capacity.
Runll 150 Insuff i cient capacity .
Upstream hydraulic gradeline exceeds cri t ical elevation at node Id= A-95
Runll 14 0 Insufficient capacity .
Upstream hydraulic gradeli n e exceeds critical elevati on at node Id= A-9 1
Runll 1 30 Insuffi cient capacity.
Upstream hydrauli c gradeline exceeds critical elevation at node Id= A-90
Runll 110 Insufficient capac ity .
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-72
Upstream hydrauli c gradeline exceeds critical eleva t ion at node Id= A-80
Runll 10 0 Insuffi cient capaci ty .
Upstream hydrauli c gradeline exceeds criti cal eleva tion at node Id= A-71
Runll 90 Insuff ici ent capacity.
Upstream hydraulic gradeline exceeds crit i cal elevation at node Id= A-70
Runll 80 Insuf fi cient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-60
Runll 70 Insuff ici e nt capacity .
Upstream hydraulic gradeline exceeds cri ti cal eleva tion at node Id= A-5 0
Runll 60 Insuff ici ent capacity.
Ups tream hydraulic gradeline exceeds crit i cal elevation at node Id= A-49
Runll 50 Insufficient capaci ty .
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-48
Run ll 40 Insuffici ent capac ity .
Upstream hydraulic gradeline exceeds criti cal eleva tio n at n o de Id= A-40
Runll 20 Insufficient capacity.
Upstream hydraul i c gradeline exceeds c ritical elevation at node Id= A-20
Upstream hydraulic gradeline exceeds cr itical elevation at node Id= A-30
K:\00675\675 -02RB \Report\Drainage Report Phase II.d oc Page 28
Veterans Park and Athletic Complex -Phase II
APPENDIX I
Winstorm Results for 10-Y ear Storm Design
for Storm Sewer System "B"
K :\00675\675-02RB\Report\Drainage Report Phase II.doc
Drainage Plan
Page 29
Veterans Park and Ath letic Com plex-Ph ase II Drainage Plan
WinStorm (STORM DRAIN DESIGN) Version 3.0S, Jan. 2S, 2002
Run@ 10/14/200S 9:11:03 AM
PROJECT NAME : VPAC PH II
JOB NUMBER 67S.02RB
PROJECT DESCRIPTION : Storm Sewer Line B 10 YR Design
ANALYSYS FREQUENCY 10 Years
MEASUREMENT UNITS: ENGLISH
==================================================================================
ID
B-10
B-2 0
B-2S
B-30
B-40
B-SO
B-SS
B-60
B-6 S
B-70
B-7S
Inlet
ID
B-10
B-20
B-2S
B-30
B-40
B-SO
B-SS
B-60
B-6S
B-70
B -7S
OUTPUT FOR ANALYSYS FREQUENCY of: 10 Years
Ru noff Computation for Design Frequency .
C Value Area
(acre)
Tc
(min)
Tc Us e d
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(cfs)
0.39
0 .9
0.9
0.9
0.9
0.9
0.9
0.9
0 .9
0.7
0.4
1. 30
a.OS
a.as
a.as
a.as
a.as
a.as
a.as
a .as
0.20
O.S4
10.00
10 .00
10.00
10 .00
10.00
10 .00
10 .00
10.00
10.00
10 .00
10 .00
10.00
10 .00
10.00
10.00
10.00
10 .00
10 .00
10.00
10 .00
10 .00
10.00
8.63
8.63
8 .63
8.63
8.63
8 .63
8.63
8.63
8.63
8.63
8.63
0.000
0.000
0 .000
0.000
0.000
0 .000
0.000
0.000
0 .000
0.000
0 .000
Sag Inlets Configuration Data .
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Grate 12.00
Grate 8.00
Grate 8.00
Grate 8.00
Grate 8.00
Grate 8.00
Grate 8.00
Grate 8.00
Grate 8.00
Curb 10.33
Curb 10.33
3.30
l.SO
1. so
1. so
1. so
1. so
l.SO
1. so
l.SO
n/a
n/a
Left-Slope
Long Trans
(%) (%)
a.so 2.00
a .so 2.00
a .so 2.00
a .so 2.00
a.so 2.00
a.so 2.00
a.so 2.00
a.so 2.00
a.so 2.00
2.00 2.00
2.00 2.00
Right-Slope
Long Trans
(%) (%)
Gutter
n DeprW
(ft)
a.so 2.00 0.014
a.so 2 .00 0.014
a.so 2.00 0.014
a.so 2.00 0 .0 14
a .s o 2.00 0.014
a .so 2.00 0.014
a .so 2.00 0.014
a.so 2.00 0.014
a .so 2 .00 0.014
2.00 2.00 0.014
2.00 2.00 0.014
n/a
n/a
n/a
n /a
n/a
n/a
n/a
n/a
n/a
2.00
2.00
Sag Inlets Computation Data.
Depth
Allowed
(ft)
1. 00
a.so
a.so
a.so
a .so
a.so
a.so
a .s o
a.so
0.46
0 .46
4.378
0.3SO
0.3SO
0.389
0 .389
0.389
0.389
0.389
0.389
1.209
l .86S
Critic
Elev.
(ft)
264.SO
267.20
267.20
267 .46
266.66
266.SO
266 .SO
266.SO
266.SO
266.20
263.SO
================================================================================
Inlet
ID
B-10
B-20
B-2S
B-30
B-40
B-SO
Inlet
Type
Grate
Grate
Grate
Grate
Grate
Grate
Length
(ft)
Grat e
Perim Area
(ft) (sf)
n/a 12 .00 3.30
n/a 8.00 l.SO
n/a 8.00 l .SO
n/a 8.00 l .SO
n/a 8.00 l.SO
n/a 8.00 l.S O
K:\00675\6 75 -02RB \Report \Dra inage Report Phase II.doc
Total Q Inlet
Capacity
(cfs) (cfs)
4 .3 78
0.3SO
0.3SO
0.389
0.389
0.389
17.736
S.701
S.701
S.701
S.701
S.701
Total
Head
(ft)
0.241
O.OS9
O.OS9
0.063
0.063
0.063
Ponded Width
Left Right
(ft) (ft)
10.4S
4.0S
4.0S
4.20
4.20
4.20
10.4S
4 .0S
4.0S
4.20
4.20
4.20
Page 30
Veterans Park and Athletic Complex -Phase II Drainage Plan
B-55
B-60
B-65
B-70
B-75
Grate
Grate
Grate
Curb
Curb
n/a
n/a
n/a
10.33
10.33
8.00 1.50
8.00 1.50
8.00 1.50
n/a n/a
n/a n/a
0.389
0.38 9
0 .389
1 .209
1.865
5.701
5.701
5.701
9.996
9.996
0.063
0.063
0.063
0 .112
0.150
4 .20
4.20
4.20
5.00
5.85
4.20
4.20
4.20
5.00
5.85
Cumula tive Junction Discharge Computations
=================================================================================
Node
I .D.
B-10
B-20
B-25
B-30
B-40
B-50
B-55
B-60
B-65
B -66
B-70
B -71
Node
Type
Weighted
C-Value
Grate 0.390
Grate 0.900
Grate 0.900
Grate 0.440
Grate 0 .455
Grate 0.508
Grate 0.900
Grate 0.900
Grate 0.900
JnctBx 0 .508
Curb 0 .528
JnctBx 0.528
Cumulat. Cumulat. Intens.
Dr.Area Tc
(acres) (min) (in/hr)
1. 30
0.05
0.09
1. 44
1. 49
1. 69
0 .15
0.10
0.05
1. 69
1. 89
1. 89
10.00
10 .00
10 .13
11. 48
11. 75
11. 89
10.28
10 .11
10 .00
11. 89
12.42
12.42
8 .63
8.63
8.59
8.14
8.06
8.02
8.53
8.60
8.63
8.02
7.86
7 .8 6
User
Supply Q
cfs)
0.000
0.000
0.000
0 .0 00
0.000
0.000
0 .000
0.000
0.000
0.000
0.000
0.000
Additional
Q in Node
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0 .00
0.00
0.00
0.00
0.00
0.00
Total
Disch.
(cfs)
4.378
0 .35 0
0 .69 6
5.154
5 .464
6 .879
1 .152
0. 774
0.389
6.879
7.84 5
7 .845
B-75 Curb 0.500 2.43 13.53 7.56 0.000 0.00 9.174
OUT Outlt 0.500 2.43 13.53 7 .5 6 0.000 0.00 ~
~<------------~---------------------------------------------------------~
10
20
25
30
35
40
45
50
55
60
65
70
75
us
B-10
B-20
B-25
B-30
B-40
B-65
B-60
B-55
B-50
B-66
B-70
B-71
B-75
OS
B-30
B-25
B-30
B-40
B-50
B-60
B-55
B-50
B-66
B-70
B -71
B-75
OUT
Conveyance Configuration Data
Run#
us
262. 72
263.89
263.17
261.87
261.59
264.52
263.98
262 .90
261.40
261.03
260.25
259.68
258.10
Node I.D. Flowl ine Elev.
OS S h ape # Span Rise
(ft) (ft) (ft)
261.97
263.27
262.47
261.69
261.50
264 .08
263 .00
262.00
261.13
260.35
259.78
258.20
257.63
Circ 1 0 .00 1 .50
Circ 1 0.00 1 .00
Circ 1 0.00 1 .00
Circ 1 0 .00 1 .5 0
Circ 1 0 .00 1.50
Circ 1 0 .00 1.00
Circ 1 0.00 1.00
Circ 1 0.00 1.00
Circ 1 0.00 1 .50
Circ 1 0.00 1 .50
Circ 1 0 .0 0 1.50
Circ 1 0.00 1 .50
Circ 1 0.00 1.50
Length Slope
(ft) (ft)
300.00
31.00
35.00
60 .00
31 .00
26 .00
49 .00
45 .00
41.00
121.60
78 .10
264.00
61.00
0 .25
2 .00
2.00
0 .30
0.29
1. 69
2.00
2 .00
0 .66
0 .56
0.60
0.56
0 .77
Conveyance Hydraulic Computations . Tailwater = 252.107 (ft)
n value
(%)
0 .013
0 .011
0. 013
0 . 013
0. 013
0 . 011
0. 013
0.013
0. 013
0 . 013
0 .013
0. 013
0 .013
==================================================================================
Run#
10
20
25*
30
35
40*
45*
Hydraulic Gradeline Depth
US Elev OS Elev Fr.Slope Unif. Actual
(ft) (ft) (%) (ft) (ft)
263.95
264.39
263.44
263. 11
262.87
264.76
264.4 1
263 .11
263.44
263. 11
262 .87
262.60
264.41
263.2 7
0.174
0.007
0.038
0.241
0. 271
0.009
0 .047
1.03
0.17
0.25
1.10
1.17
0.18
0 .2 6
1.14
0 .17
0.64
1 .18
1.17
0.33
0.27
K:\00675 \6 75 -02RB \Report \Drai nage Report Pha se II.doc
Vel ocity
Unif. Actual
(f/s) (f/s)
3 .38
4 .12
4 .51
3. 71
3.69
4 .02
4.65
3.03
4.12
1. 30
3.46
3.69
1. 74
4.56
Q
(cfs)
4.38
0 .35
0.70
5.15
5.46
0.39
0.77
Cap
(cfs)
June
Loss
(ft)
5.25 0.178
5 .96 0.330
5.04 0 .013
5.75 0.093
5.66 0.106
5 .48 0.059
5.04 0.162
Page 31
Veterans Park and Athletic Complex -Phase II
50*
55
60
263.2 7
262.60
262.26
262.60 0.105
262.26 0.429
261. 63 0. 429
* Super critica l flow.
NORMAL TERMINATION OF WINSTORM.
0 .33
1.02
1. 09
Warning Messages for current project :
Runoff Frequency of: 10 Years
0 .60
1.13
1. 28
5.20
5.38
5.00
2.35
4.80
4.27
1.15
6.88
6.88
Disc h arge decreased downstream node Id= B-66 Previous intensity used.
Disc harg e decreased downstream n ode Id= B-7 1 Previous intensity used.
Tail wat er set to un iform d ept h e levation = 258 .85 {ft)
K:\00675\675 -02RB \Report\Dra ina ge Report Ph ase II.d oc
Drainage Plan
5.04 0.043
8.53 0.179
7 .86 0.142
Page 32
Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIXJ
Winstorm Results for 10-Year Storm Design
with 100-Year Storm Analysis for Storm Sewer System "B"
K:\00675\675-02RB\Report\Drainage Report Phase II.doc Page 33
Ve terans Park and A thletic Complex -Phase II Drainage Plan
WinStorm (STORM DRAIN DESIGN) Version 3.0S, Jan . 2S, 2002
Run @ 10/17/200S 7:40:32 AM
PROJECT NAME : VPAC PH II
JOB NUMBER 67S .02RB
PROJECT DESCRIPTION : Storm Sewer Line B 100 YR Check
ANALYSYS FREQUENCY 100 Years
MEASUREMENT UNITS: ENGLISH
==================================================================================
ID
B-1 0
B-2 0
B-2S
B-30
B-40
B-SO
B-SS
B-60
B-6S
B-70
B-7S
Inlet
ID
B-10
B-20
B-2S
B-30
B-40
B-SO
B-SS
B-60
B-6S
B-70
B-7S
OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years
Runoff Computation for Design Frequency.
C Value Area
(acre)
Tc
(min)
Tc Used
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(cfs)
0.39
0.9
0.9
0.9
0.9
0.9
0.9
0.9
0.9
0.7
0.4
1. 30
o.os
o.os
o.os
o.os
o.os
o.os
o.os
o.os
0.20
O .S4
10 .00
10 .00
10.00
10.00
10 .00
10.00
10 .00
10.00
10.00
10 .00
10 .00
10.00
10.00
10.00
10 .00
10.00
10 .00
10.00
10.00
10.00
10.00
10 .00
11.64
11 . 64
11. 64
11. 64
11. 64
11 . 64
11.64
11. 64
11. 64
11. 64
11 .6 4
0.000
0.000
0.000
0.000
0.000
0 .000
0 .000
0.000
0 .000
0.000
0 .0 00
Sag Inlets Configuration Data .
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Grate 12.00
Grate 8 .00
Grate 8.00
Grate 8. 00
Grate 8.00
Grate 8.00
Grate 8.00
Grate 8.00
Grate 8.00
Curb 10 .33
Curb 10.33
3.30
1. so
1. so
1. so
1.SO
1.SO
1. so
1. so
l.SO
n/a
n/a
Left -S l ope
Long Trans
(%) (%)
o .so 2.00
o.so 2.00
o .s o 2.00
o.so 2 .00
o.so 2.00
o.so 2.00
o.so 2.00
o.so 2.00
o .so 2.00
2.00 2.00
2.00 2.00
Right-Slope
Long Trans
(%) (%)
Gutter
n DeprW
(ft)
o.so 2.00 0.014
o .so 2.00 0 .014
o.so 2.00 0.014
o.so 2.00 0.014
o.so 2.00 0.014
o .so 2 .00 0.014
o.so 2.00 0.014
o.so 2.00 0.014
o.so 2.00 0.014
2.00 2 .00 0.014
2 .00 2.00 0.014
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
2.00
2.00
Sag Inlets Computation Data .
Depth
Allowed
(ft)
1. 00
o .so
o.so
o.so
o.so
o.so
o.so
o.so
o.so
0.46
0.46
S.901
0. 471
0. 471
0.S24
0.S24
O.S24
0.S24
O.S24
0.S24
1. 629
2.S14
Critic
Elev .
(ft)
264 .SO
267.20
267.20
267.46
266.66
266.SO
266.SO
266.SO
266.SO
266.20
263.SO
In l et
ID
Inlet
Type
Length Grate
Perim Area
(ft) (sf)
Total Q I nlet
Capacity
Total
Head
(ft)
Ponded Width
Left Right
B-10
B-20
B-2S
B-30
B-40
B-SO
Grate
Grate
Grate
Grate
Grate
Grate
(ft)
n/a 12 .00 3.30
n/a 8.00 l.SO
n/a 8.00 l.SO
n/a 8.00 l.SO
n/a 8.00 1.SO
n/a 8.00 l.SO
K:\00675\6 75-02RB \Report \Dra inage Report Phase II.doc
(cfs) (cfs)
S.901
0 .471
0 .4 71
0.S24
0.S 24
0.S24
17.736
S.701
S.701
S.701
S .701
S.701
0.294
0.071
0. 071
0 .077
0.077
0.077
(ft) (ft)
11. 70
4.SS
4.SS
4.70
4.70
4.70
11. 70
4 .SS
4.SS
4 .70
4.70
4.70
Page 34
Veteran s Park and A thlet ic Complex -Ph ase II Drainage Plan
B-55
B-60
B-65
B-7 0
B-75
Grate
Grate
Grate
Curb
Curb
n/a
n/a
n/a
10.33
10.33
8 .00 1.50
8 .00 1.50
8.00 1.50
n/a n/a
n/a n/a
0.524
0 .524
0.524
1.629
2.514
5.701
5.701
5.701
9 .996
9.996
0.0 7 7
0.077
0 .077
0 .137
0.183
4.70
4.70
4 .70
5.55
6.55
4 .70
4.70
4 .70
5 .55
6.55
Node
I.D .
B-10
B -20
B-25
B-30
B-40
B-50
B-55
B-60
B-65
B -66
B-7 0
B-7 1
B-75
OUT
Node
Type
Cumulative Junction Discharge Computations
Weighted
C-Value
Cumulat. Cumulat. Intens.
Dr.Area Tc
(acres) (min ) (in/hr)
User
Supply Q
cfs)
Additional
Q in Node
(cfs)
Total
Disch.
(cfs)
Grate 0.390 1.30 10 .00 11.64 0.000 0.00 5.901
Grate 0.900 0 .05 10.00 11.64 0.000 0.00 0.471
Grate 0 .900 0.09 10.11 11.59 0.000 0 .00 0.938
Grate 0 .440 1.44 11.50 10 .98 0.000 0.00 6.950
Grate 0 .455 1.49 11.75 10.88 0 .0 00 0.00 7.374
Grate 0.508 1.69 11.88 10 .83 o.ooo 0.00 9.289
Grate 0.900 0 .15 10.26 11.52 0.000 0.00 1.555
Grate 0.900 0 .10 10.10 11.59 0.000 0.00 1.043
Grate 0.900 0 .05 10 .00 11 .6 4 0.000 0.00 0.524
JnctBx 0.508 1.69 11.88 10 .83 0.000 0.00 9.289
Curb 0.528 1 .89 12 .39 10.63 0.000 0 .00 10.605
JnctBx 0.528 1 .89 12.39 10.63 0.000 o .oo 10.605
Outlt 0.500 2.43 13.34 10.28 0 .000 0.00 12.479
Curb 0 .5 00 2.43 13.34 10.28 0.000 0.00 ~
~~~--~-~-~-~-~---------------------------------------------------------------
10
20
25
30
35
40
45
50
55
60
65
70
75
us
B-10
B-20
B-25
B -30
B-40
B-65
B-60
B-55
B-50
B-66
B-70
B -71
B-75
OS
B-30
B-25
B-30
B-40
B-50
B-60
B-55
B-50
B-66
B-7 0
B-7 1
B-7 5
OUT
Conveyance Configuration Data
Ru nit
us
262.72
263.89
263.17
261.87
261.59
264.52
263.98
262.90
261 .40
261.03
260.25
259.68
258.10
Node I.D. Flowline Elev.
OS Shape ff Span Rise
(ft) (ft) (ft)
261 .97
263.27
262.47
261.69
261.50
264.08
263.00
262.00
261 .13
260.35
259 .78
258.20
257.63
Circ l o.oo 1 .5 0
Circ 1 o.oo 1 .0 0
Circ 1 o .oo 1 .00
Circ 1 0.00 1.50
Circ 1 0 .00 1.50
Circ 1 0.00 1 .0 0
Circ 1 o.oo 1.00
Circ 1 0.00 1.00
Circ 1 0.00 1.50
Circ 1 0.00 1.50
Circ 1 0.00 1.50
Circ 1 0.0 0 1.50
Circ 1 0 .0 0 1.50
Length Slope
(ft) (ft)
300.00
31.00
35.00
60.00
31. 00
26.00
49 .00
45.00
41. 00
121.60
78.10
264.00
61.00
0.25
2.00
2.00
0.30
0.29
1. 69
2.00
2.00
0.66
0.56
0 .60
0.56
0.77
n value
(%)
0. 013
0. 011
0. 013
0. 013
0. 013
0 . 011
0. 013
0. 013
0 . 013
0. 013
0. 013
0. 013
0 . 013
----------------------------------------------------------------------------------
Conveyance Hydraulic Computations. Tai l water = 252.128 (ft)
==================================================================================
Hydrau l ic Gradeline De p th
Ru nit US Elev OS Elev Fr.Slope Unif. Actual
(ft) (ft) (%) (ft ) (ft)
Velocity
Un if. Actual
(f /s) (f/s)
Q
(cfs)
Cap
(cfs)
June
Loss
(ft)
----------------------------------------------------------------------------------
10
20*
25*
30
35
40*
45*
267.96
266.84
266.83
266.80
266.41
266.31
266.30
266.80
266.83
266.80
266.41
266.12
266 .30
266.24
0.316
0 . 013
0.069
0.438
0.493
0.015
0.086
K:\006 7 5\67 5-02 RB \Report\Dra inage Report Phase II.doc
1. 50
0.19
0.29
1. 50
1 .50
0.21
0.31
1. 50
1. 00
1. 00
1. 50
1. 50
1. 00
1. 00
3 .34
4 .52
4.92
3 .93
4.17
4.40
5.06
3 .34
0 .60
1.19
3. 93
4 .17
0.67
1.33
5.90
0 .4 7
0.94
6.95
7.37
0.52
1.04
5.25 0.217
5.96 0.007
5.04 0 .011
5 .75 0.120
5.66 0 .135
5.48 0.009
5.04 0.014
Page 35
Veterans Park and Athletic Complex -Phase II
50*
55
60
266 .24
266 .12
265 .59
266 .12 0 .190
265 .59 0 .782
264 .42 0 .782
0.38
1. 50
1. 50
1. 00
1. 50
1. 50
5.66
5.26
5.26
65 264.42 263 .35 1 .019 1.50 1 .50 6.00
75 2 60.38 259 .13 1.411 1 .50 1 .50 7 .06
Drainage Plan
1. 98 1.55 5 .04 0 .030
5.26 9.29 8.53 0.215
5.26 9.29 7.86 0.215
6.00 10 .61 8.15 0.280
6 .~.61 7.87 0.280 7.: 1 .48 9.22 0 .387
---==================
70 263 .35 260 .38 1.019 1 .50 1.50~0
===================================END ========~,._,~....,,"""-!~-;-;;"~
* Super criti c al flow .
NORMAL TERMINATION OF WINSTORM .
Warning Me ssages for current project :
Runo ff Frequency of: 100 Years
Discharge decreased d o wnstream n o de Id= B-66 Previous intensity used.
Discharge decreased downstream node Id= B-71 Previous intensity used .
Ta ilwater set to uniform depth elevatio n = 259 .13 (ft)
Run# 75 Insufficient capacity .
Run# 70 Insufficient capacity.
Run# 65 Insufficient capacity.
Run# 60 Insufficient capacity .
Run# 55 Insufficient capacity.
Run# 35 Insufficient capacity .
Run# 30 Insufficient capacity.
Run# 10 Insufficient capacity.
Up s tre am hydraulic gradeline exceeds critical elevation at node Id= B-10
K:\00675 \675-02RB \Report \Dra in age Report Ph ase II.doc Page 36
Veterans Park and Athletic Complex -Phase II
APPENDIXK
Winstorm Results for 10-Year Inlet Design for C 10 & C20 and
CULVERT Results for 10-Year Culvert Design for D40
K:\00675\675 -02RB\Report\Dra inage Report Phase II.doc
Drainage Plan
Page 37
Veterans Park and Athletic Complex-Phas e II
WinStorm (STORM DRAIN DESIGN}
PROJECT NAME : VPAC Ph II
JOB NUMBER 675.02 RB
Drainage Plan
Version 3.05, Jan. 25 , 2002
Run @ 1 1/4/2005 11:18:57 AM
PROJECT DESCRIPTION : Curb Inlet Analysis for Major Culv Xing Vet Prkwy
ANALYSYS FREQUENCY
MEASUREMENT UNITS:
10 Years
ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of: 10 Years
Runoff Computation for Design Frequency.
ID
C-10
C-20
D-40
C Value
0 .9
0 .9
0.44
Area
(acre}
0 .20
0.20
12.69
Tc
(min}
10 .00
10.00
27.70
Tc Used
(min}
10 .00
10.00
27.70
Sag Inlets Configuration Data.
Inlet
ID
Inlet Length/ Grate
Type Perim . Area
(ft} (sf}
Left -Slope
Long Trans
(%} (%}
Intensity
(in/hr)
8.63
8.63
5.17
Right -Slope
Long Trans
(%} (%}
Supply Q
(cfs}
Total Q
(cfs}
0.000
0.000
0 .000
Gutter
n DeprW
(ft}
1. 554
1. 554
28.887
Depth
Allowed
(ft}
Critic
Elev .
(ft}
C-10
C -20
Curb
Curb
5 .00
5.00
n/a
n/a
0.50 3.00
0.50 3.00
0.50 3.00 0.014 1 .50
0.50 3.00 0.014 1.50
0.50
0.50
261. 33
261.35
Sag Inlets Comp ut ation Data.
Inlet
ID
C-10
C-20
Inlet
Type
Curb
Curb
Length
(ft}
5.00
5 .00
Grate
Perim Area
(ft} (sf}
n/a
n/a
n/a
n/a
NORMAL TERMINATION OF WINSTORM .
K:\00675 \675-02RB \Report\Dra in age Report Phase II.doc
Total Q Inlet
Capacity
(cfs} (cfs}
1.554
1.554
6 .261
6 .26 1
Total
Head
(ft}
0.19 7
0.19 7
Ponded Width
Left Right
(ft} (ft}
5.50
5.50
5 .50
5 .50
Page 38
Vet erans Park and Athletic Complex -Phase II Drainage Plan
TEXAS HYDRAULIC SYSTEM, CULVER T (ver . 1.2. Feb/2002)
Fri Nov 04 11:53:37 2005
CULVERT HYDRAULIC COMPUTATIONS
CULV ERT NAME: VetPrk2
PROJECT NAME: VPAC Phase II
I nput Units: English
Ou tput Units: English
PROJECT CONTROL: 0675.02 RB
COUNTY: Brazos County
DESC RIPTI ON : Culvert for Vet erans Parkway
ANALYZE MULTIPLE OPENING
MATERIAL : CONCRETE
SHAPE: RCP CIRC ULAR PIPE.
ENTRANCE: MITER
PROF ILE : STRA IGHT CULVERT
FREQUENCY: 10 Yr
FREQUENCY: 100 Yr
DISCHARGE:
DISCHARGE:
TAILWATER ELE VATION (computed} .
CULVERT
30.00 cfs
41 .00 cfs
n value: 0.0120 Ke va lue: 0 .7000
CULVERT DIAM. = 2.00 ft
INLET station:
OUT LET station:
45.40
-42.56
Cross section profile (XY
x y
135 .00 262.00
158 .00 259.00
169 .00 258 .00
18 4 .0 0 261.00
BARRELS = 2
elevation:
elevation :
Coordina tes) f t
x
148.00
163 .00
17 4 .00
190.00
Road profile (XY Coordinates} ft
x y x
91. 32 263.31 100.00
166.23 262 .45 200.00
250 .00 263.09 300.00
CULVERT OUTPUT RUN NO => 1
y
25 7 .59 ft
257.40 ft
2 6 1 .00
258 .00
259.00
262 .00
y
263 .22
262.83
263.34
TAILWATER ELEVATION: 259.19 ft (computed).
ANALYSIS for discharge frequency of : 10 Yr
x
1 5 4 .00
166.0 0
179 .00
x
150.00
207 .00
y
2 6 0.00
257.39
260 .0 0
y
262.63
262.88
Barls. Qpb Ri se Span Length Max .HW Cal c.HW HW Contro l Veloc. Out.depth
cfs ft ft ft
2 15 .00 2.00 0.00 71. 96
Inlet control depth 2 .36
Outlet control depth 2.51
Norma l depth 2.00 ft
Critical depth 1. 40 ft
K:\0067 5\675-02 RB \Report \Drainage Report Pha se I I.doc
elev
ft
0 .00
ft
ft
Culvert
Critical
elev
ft
260 .08
slope
s l ope
ft ft/s ft
2.5 1 Outlet 4.77 2.00
0 .00216
0 .00538
Pag e 39
Veterans Park and Athletic Complex-Phas e II
Road top width => 36.00 ft . Road p avement type =>asphalt
Computed Weir Coefficient => 3.00.
No discharge o v er the road.
CULVERT OUTPU T RUN NO => 2
TAILWA TER ELEVATION: 259.41 ft (computed} .
ANALYSIS for discharge frequency of : 100 Yr
Drainage Plan
Barls. Qpb Rise Span Length Max .HW Calc.HW HW Control Vel oc . Out.depth
elev elev
cf s ft ft ft ft ft ft
2 20.50 2 .00 0.00 7 1 .96 0.00 261.05 3.47 Outlet
Inlet control depth
Outlet control depth
Normal depth 2.00 ft
Critical depth 1.62 ft
Road top width => 36.00 ft.
Comp uted Weir Coefficient =>
No discharge over the road.
RUNI NG MESSAGES LIST:
3 .37 ft
3.47 ft
Culvert slope
Critical slope
Road paveme n t type =>
3.00.
0.00216
0 .00712
asphalt
*Computation: Outlet velocity is bas ed on the cu lvert rise.
NORMA L TERMINATION OF THYSYS, CULVERT.
ft/s ft
6 .53 2.00
K:\00675\675-02RB\Re port\Drainage Report Ph ase II.d oc Page 40
Veterans Park and Athletic Complex-Phase II
APPENDIXL
Winstorm Results for 10-Y ear Storm Design
for Stom1 Sewer System "G 1 O"
K:\00675\675-02RB\Report\Drainage Report Phase II.doc
Drainage Plan
Page 41
Vet erans Park and A thletic Co mplex -Phase II Drainag e Plan
WinStorm (STORM DRAIN DESIGN) Version 3.05 , Jan. 25, 2002
Run@ 10/31/20 0 5 4:10:20 PM
PROJECT NAME :
JOB NUMBER
VPAC PH II
675.02 RB
PROJEC T DESCRIPTION : Storm Sewer Line GlO 10 Yr Design
ANALYSYS FREQUENCY 10 Years
MEASUREMENT UNITS : ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of: 10
Runoff Computation for Design Frequency .
Years
ID C Value Area
(acre)
Tc
(min)
Tc Used
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(cfs)
G -10 0.47 0.25 10.00 10.00 8.63 0.000
Inlet
ID
G-10
Sag Inlets Configuration Data.
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Grate 8.00 1. 50
Le ft-Slope
Long Trans
(%) (%)
0.50 2.00
Right -S lope
Long Trans
(%) (%)
Gutter
n DeprW
(ft)
0.50 2.00 0 .014 n/a
Sag Inlets Computation Data .
Inlet
ID
Inlet
Type
Length Grate
Perim Area
(ft) (sf)
Total Q Inlet
Capacity
(cfs)
Total
Head
(ft) (ft) (cfs)
G-10 Grate n/a 8.00 1.50 1.015 5.701 0.119
Cumulative Junction Discharge Computations
Depth
Allowed
(ft)
0.50
Ponded
Left
(ft)
6.05
1.015
Critic
Elev.
(ft)
261.07
Width
Right
(ft)
6.05
=================================================================================
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)
---------------------------------------------------------------------------------
G-10 Grate 0.470 0.25 10.00 8.63 0 .000 0 .00 1.015
OUT Outlt 0.470 0.25 10 .00 8.63 0.000 0.00 1.015
Conveyance Configuration Data
==================================================================================
us OS
Run#
us
Node
OS
(ft)
I .D. Flowline Elev.
Shape # Span Rise
(ft) (ft)
Length Slope
(ft ) (ft)
n value
(%)
----------------------------------------------------------------------------------
10 G-10 OUT 258.57 257.10 Circ 1 0.00 1.00 141 .00 1.04 0. 011
----------------------------------------------------------------------------------
K:\00675 \6 75-02RB \Report\Drainage Report Phase II.doc Page 42
Veterans Pa rk and Athletic Complex -Ph ase II Drainag e Plan
Conveyance Hydraulic Computations. Tailwater = 259.190 (ft)
Hydraulic Gradeline Depth
Run# US Elev OS Elev Fr .Slope Unif. Actual
(ft) (ft) (%) (ft) (ft)
Velocity
Un if. Actual
(f/s) (f/s)
Q
(cfs)
Cap
(cfs)
June
Loss
(ft)
10* 259 .30 259.19 0.058 0.33 1.00 4 .49 1.29 1.01 4.30 0 .032
===================================END============================================
* Super critical flow.
NORMAL TERMINATION OF WINSTORM .
Warning Messages for current project:
Runoff Frequency of: 10 Years
K:\006 7 5\6 7 5-02 RB\Report \Dra i nage Report Phase I I.doc Page 43
Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIXM
Winstorm Results for 10-Year Storm Design
with 100-Year Storm Analysis for Storm Sewer System "G 1 O"
K:\00675\675-02RB\Report\Drainage Report Phase II.doc Page 44
Veterans Park and Athletic Complex -Phase II
WinStorm (STORM DRAIN DESIGN}
PROJECT NAME : VPA C PH II
JOB NUMBER 675.02 RB
Drainage Plan
Version 3 .05, Jan. 25, 2002
Run@ 10/31/2005 4:14:21 PM
PROJECT DESCRIPTION : Storm Sewer Line GlO 100 Yr Check
ANALYSYS FREQUENCY 100 Years
MEASUREMENT UNITS: ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years
Runoff Computation for Design Frequency.
=============================================================================
ID C Value Area
(acre}
Tc
(min}·
Tc Used
(min}
Intensity
(in/hr}
Supply Q
(cf s}
Total Q
(cfs}
G-10 0.47 0.25 10.00 10.00 11 . 64 0.000 1.368
Sag Inlets Configura tion Data.
Inlet
ID
Inlet Length/ Grate
Type Perim. Area
(ft} (sf}
Left-Slope
Long Trans
(%} (%}
Right-Slope
Long Trans
(%) (%}
Gutter
n Deprw
(ft}
G-10 Grate 8.00 1. 50 0 .50 2.00 0.50 2.00 0 .014 n/a
Sag Inlets Comp utat ion Data.
Inlet
ID
Inlet
Type
Length
(ft}
Grate
Perim Area
(ft} (sf}
Total Q Inlet
Capacity
(cfs) (cfs}
Total
Head
(ft}
Depth
Allowed
(ft)
0.50
Ponded Width
Left Right
(ft} (ft}
Critic
Elev.
(ft}
261.57
G-10 Grate n/a 8.00 1.50 1.368 5.70 1 0.145 6.75 6.75
Cumu lative Junction Discharge Computations
Node
I.D.
Node
Type
Weighted
C-Value
Cumulat. Cumulat. Intens.
G-10
OUT
Grate
Outlt
0.470
0.470
Dr.Area
(acres)
0.25
0.25
Conveyance Configuration Data
Tc
(min)
10.00
10.00
(in/hr}
11. 64
11. 64
User
Supply Q
cfs}
0.000
0.000
Additional
Q in Node
(cfs}
0 .00
0 .00
Total
Disch.
(cfs)
1. 368
1 .368
==================================================================================
Run# Node I.D. Flowline Elev.
US OS US OS
(ft) (ft}
10 G-10 OUT 258 .5 7 257.10
K:\00675 \675-02RB \Report\Drainage Report Phase II.doc
Shape It Span
(ft)
Rise
(ft)
Circ 1 0.0 0 1.00
Length
(ft}
141.00
Slope
(%)
1.04
n value
0. 011
Page 45
Veterans Park and Athletic Complex -Phase II
Conveyance Hydraulic Co mputations . Tailwater = 259.410 (ft)
Hydrauli c Gradeline Dept h
Run# US Elev DS Elev Fr.Slope Unif . Actual
(f t) (ft) (%) (ft) (ft)
Velocity
Unif. Actual
(f/s) (f/s)
Q
(cfs)
Drainage Plan
Cap
(cfs)
June
Loss
(ft)
10* 259 .62 259.4 1 0.105 0.39 1 .00 4 .88 1.74 1.37 4 .30 0.05 9
===================================END============================================
* Super critica l flow.
NORMAL TERMINATION OF WINSTORM .
Warning Messages f o r curre n t proje ct:
Runoff Frequency of : 100 Years
K:\00675\675-02RB\Report \Drainage Re port Pha se II .doc Page 46
Veterans Park and Athletic Complex -Phase II
APPENDIXN
Winstorm Results for 10-Year Storm Design
for Storm Sewer System "G20/G30"
K:\00675\675-02RB \Report\Drainage Report Phase II.doc
Drainage Plan
Page 47
Veterans Park and Athletic Complex-Phase II Drainage Plan
WinStorm (STORM DRAIN DESIGN ) Version 3.05, Jan. 25, 2002
Run@ 10/31/2005 4:34:18 PM
PROJECT NAME : VPAC PH II
JOB NUMBER 675.02 RB
PROJ ECT DESCRIPTION : Storm Sewer Line G20/G30 10 Yr Design
ANALYSYS FREQUENCY 10 Years
MEAS UREMENT UNITS: ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of: 10 Years
Runoff Computation for Design Frequency.
ID C Value Area
(acre)
Tc
(min)
Tc Used
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(cfs)
G-20
G-30
Inlet
ID
G-20
G-30
0.7
0.88
0.12
0 .27
10.00
10.00
10.00
10.00
8.63
8.63
0 .0 00
0.000
Sag Inlets Configuration Data.
Inlet Length/ Grate
Type Perim. Area
Grate
Curb
(ft) (sf)
8.00
5.00
1. 50
n/a
Left-Slope
Long Trans
(%) (%)
0 .5 0 2 .0 0
0.50 2.00
Right-Slope
Long Trans
(%) (%)
Gutter
n Deprw
(ft)
0 .50
0.50
2.00 0.014
2.00 0 .014
n/a
1. 50
Sag Inlets Computation Data.
Depth
Allowed
(ft)
0.50
0.50
0.725
2.052
Critic
Elev .
(ft)
261.00
260.07
Inlet
ID
Inlet
Type
Length Grate
Perim Area
(ft) (sf)
Total Q Inlet
Capacity
Total
Head
(ft)
Ponded Width
Lef t Right
(ft) (cfs) (cfs) (ft) (ft)
G-20
G-30
Node
I.D .
G-20
G-30
OUT
Grate
Curb
n/a
5.00
8.00 1.50
n/a n/a
0. 725
2.052
5.701
6.261
0.095
0.238
5.35
7 .90
Cumulative Junction Discharge Computations
Node
Type
Grate
Curb
Outlt
Weighted
C-Value
0.700
0 .825
0 .825
Cumulat. Cumulat. Intens .
Dr .Are a Tc
(acres) (min) (in/hr)
0.12
0 .39
0.39
10.00
10.43
10 .43
8.63
8.48
8.48
User
Supply Q
cfs)
0.000
0.000
0 .000
Additional
Q in Node
(cfs)
0.00
0.00
0.00
K:\006 751675-02RB \Report\Dra in age Report Phase II.doc
5.35
7.90
Total
Disch.
(cfs)
0.725
2.728
2 .728
Pa ge 48
Veterans Park and Athletic Complex -Phase II Drainage Plan
Conveyance Configuration Data
Node I .D. Flowline Elev.
us OS
Run#
us OS Shape # Span Rise Length Slope n value
2 0
30
G-20
G-30
G-30
OUT
258.50
256 .46
(ft) (ft) (ft)
256.96
255.20
Circ 1 o.oo 1.00
Circ 1 0.00 1.50
(ft) (ft)
106.00
90.00
1. 45
1. 40
(%)
0. 013
0 . 013
Conveyance Hydraulic Computations. Tailwater = 259.190 (ft)
Hydraulic Gradeline Depth
Run# US Elev OS Elev Fr.Slope Unif. Actual
(ft) (ft) (%) (ft) (ft)
Velocity
Unif. Actual
(f/s) (f/s)
Q
(cfs)
Cap
(cfs)
June
Loss
(ft)
20* 259 .33 259.27 0 .041 0.28 1.00 4.06 0.92 0.73 4.30 0 .017
30* 259.27 259.19 0 .067 0.48 1 .50 5.64 1.54 2.73 12.43 0.019
===================================E ND============================================
* Super critical flow.
NORMAL TERMINATION OF WINSTORM.
Warni n g Messages for current project:
Runoff Frequency of: 10 Years
K:\00675\675-02RB\Report\Drainage Report Pha se II .doc Page 49
Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIXO
Winstorm Results for 10-Y ear Storm Design
with 100-Y ear Storm Analysis for Storm Sewer System "G20/G30"
K :\00675\675-02RB\Report\Drainage Report Phase II.doc Page 50
Veterans Park and Athletic Complex -Phase II Drainage Plan
WinStorm (STORM DRAIN DESIGN} Version 3.05, J an . 2 5, 2002
Run@ 10/31/2005 4:37:52 PM
PRO JECT NAME : VPA C PH II
JOB NUMB ER 675.02 RB
PROJECT DESCRI PTI ON : Storm Sewer Line G20/G30 100 Yr Check
ANALYSYS FREQUENCY 100 Years
MEASUREMENT UNITS : ENGLISH
OUTPUT FOR ANALYSYS FREQUE NCY of: 100 Years
Runoff Co mpu tation for Design Frequency.
ID C Value Area
(acre)
Tc
(min}
Tc Used
(min)
Intensity
(in/hr}
Supply Q
(cfs}
Tota l Q
(cfs}
G-20
G-3 0
0 .7
0.88
0.12
0 .2 7
10 .00
10.00
10.00
10 .00
11. 64
11 . 64
0 .0 00
0.000
Sag Inlets Configuration Data.
Inlet Inlet Length/ Grate
ID Type Perim . Area
G-20
G-30
(ft) (sf }
Grate 8.00
Curb 5.00
1.50
n/a
Left-Slope
Long Trans
(%) (%}
0.50 2.00
0.50 2.00
Right-Slope
Long Trans
(%) (%}
Gutter
n DeprW
(ft)
0.50 2.00 0.014 n/a
0.50 2.00 0.014 1.50
Sag Inlets Co mpu tation Data .
Depth
Allowed
(ft)
0.50
0 .50
0.978
2.765
Critic
Elev .
(ft}
261.50
260.57
Inlet Inlet Length Grate
ID Type Perim Area
Total Q Inlet
Capacity
Total
Head
(ft}
Ponded Width
Left Right
(ft} (ft} (sf} (cfs} (cfs} (ft} (ft}
G-20
G-30
Grate
Curb
n/a
5.00
8 .0 0 1 .50
n/a n/a
0.978
2.765
5.701
6 .261
0 .116
0 .290
Cu mulative Junction Dis charge Computations
5 .95
8.80
5.95
8.80
=================================================================================
Node
I.D.
G-20
G-30
OUT
Node
Type
Grate
Curb
Outlt
Weight ed
C-Value
0 .700
0.825
0.8 25
Cumula t. Cu mula t. Intens .
Dr.Area Tc
(acres) (min) (in/hr}
0 .1 2 10.00 11. 64
0 .39 1 0.4 0 11. 45
0 . 3 9 1 0.4 0 11 . 45
User
Supply Q
cfs}
0.000
0 .000
0.000
Add i tional
Q in Node
(cfs}
0.00
0 .00
0.00
Tota l
Disch.
(cfs}
0.978
3 .684
3.684
---------------------------------------------------------------------------------
K:\00675\675-0 2RB\Report \Drainage Report Pha se II.d oc Page 51
Veterans Park and Athletic Complex -Phas e II Drainage Plan
Conveyance Configuration Data
Node I.D. Flowline Elev.
us OS
Run#
us OS Shape # Span Rise Length Slope n value
(%)
20
30
G-20
G-30
G-30
OUT
258.50
256 .46
{ft) (ft) {ft)
256.96
255 .20
Circ 1 o.oo 1.00
Circ 1 0.00 1.50
(ft) (ft)
10 6.00
90.00
1.45
1.40
Co nveyance Hydraulic Computations . Tailwater = 259.410 {ft)
Hydraulic Gradeline Depth
Run# US Elev OS Elev Fr.Slope Unif. Actual
{ft) {ft) {%) {ft) {ft)
Vel ocity
Unif. Actual
{f/s) {f/s )
Q
(cfs)
Cap
(cfs)
0. 013
0. 013
June
Loss
(ft)
20 * 259.66 259.55 0 .0 7 5 0 .3 2 1.0 0 4.43 1 .2 4 0.98 4 .3 0 0.0 30
30* 259.55 259 .41 0.123 0 .56 1.50 6 .1 3 2.08 3.68 1 2.43 0 .034
===================================END============================================
* Super crit i ca l flow.
NORMA L TERMI NATI ON OF WINSTORM .
Warning Messages for current project:
Runoff Frequency of: 100 Years
K:\006 75 \6 75-02RB\Report\Dr a inage Re po rt Pha se II.doc Page 52
.1 L J.I Lt'.Jt'.J::J L.:l : 4 tl c ues DEVE LO PMEN T SER PAGI:. ld :,u Id::!
ENGINEERING
~eet C-7 and Sheet C-28) P lease provide off site contours in the area
surroundinQ the retainin!'.l wall as to illustrate that the current and proposed
drainage along this property line ORV erify that the proposed grading and
retaining wall will not change the existing drainage conditions along this property
-~· i:l:s iu <::1<.lv!::!rsely effect the current drainage for the adjacent property.
~eat C-8) Has any of the area near or in the flood plain or floodway been
improved with any previous phase of Veterans Park? It appenrs thAr!'! i~ ~ Inna
ponded area that is being discharged into with this phase. How does this
ponded area operate? In other words, does it naturally overflow or point
Jl!Scharge?
~(Sheet C-17) Provide detail of the Sanitary Sewer and Storm Junction Box (A-
96) r:onflir.t ::it E;t:3 . 4+19 57 . Plec:ise verify DIP sanitary · sewer line is cenhm~d
on junction box so that joint does not fall within the junction box. A lso, please
~rout fill any voids created by the connection .
~ (sneet C-20 thru 22) Please verify that bacl<t low preventers have been used to
~late irrigation lines where connected to potable water lines.
~ (Sheet C-23 thru C-24) On th9 DIP sanitary SGwGr line in addition ple3ee UM
cement stabilized backfill in areas where cover is less than 3.5-ft.
~heet C-23) Provide detail of the Sanitary Sewer and Storm Junction Box (A -
. 96) conflict at Sta. 4+19.57. Please verify DIP sanitary sewer line is centered
on junction box so that joint does not fall w ithin the j unction box. Also, please
~ut fill any voids created by the connection.
~_(Sheet C-23) At Sta. 17+20, stub-out requires one full pipe joint with a clean -out.
~Sheet C-24) At Sta. 5+00, stub-out requires one full pipe joint with a dean -out.
~ .ffeh eet C-24) Provide profile detail of sanitary sewer/water conflict at Sta . 4+30.
~(Sheet C-24) Per TCEQ 290, sanitary sewer main shall be embedded in cement
etabilized sand for total length of one pipe segment plus 12" beyond the joint on
each end .
eet C-25 ide profile detail of water/sanitary sewer conflict at Sta . 0+60.
At Sta. 12+00, illustrate the separation distance between the water
I sanitary sewer conflict. Also illustrate the use of cement stabilized backfill as
. ~e$Cribed in Comment# D. . . .
~· ~Sheet C-25) At Sta. 13+82.81, each "Cap " 8-in. water main termination shall be
-~rminated with a 2-in blow off. '
~. (Sheef -~>32) Please · confirm that the proposed fiber reinforced paving is
fllended to be used in lieu of traditional rebar reinforcement. .
\J-6. (Drainage Report I Sheet C-19) There are. 5everal discharge points into the
flood plain on this site. Please verify that no erosion is anticipated from the
Aischarqe point to the creek, otherwisEf provide the appropriate eros ion control.
~-(Drainage Report) Several of the discharge points currently show minimal need
for erosion control however with f uture phase development velocities and flows
fa ill increase. Please account for the erosion control needs for full build out.
¢. (Drainage Report) Specifically System "A " Drainage Area Outfall Data and
System ''B" Drainage Area Outfall Data, please illustrate method of erosion
contro l at each outfall as outfall velocities up to 4 .5 ft/sec must be seeded,
outfalls up to e.O ft/sec must be sodded and outfa ll velocities above 6.0 ftfsec
~121/2005 23 :48 '37'376 4 34% COCS DEVELOPM ENT SER PAGE 03/03
t use impermeable means of erosion control per the CoCS drainage
gui el ines.
18. F I: Prior to beginning construction we must receive a copy of the NOi I TCEQ
torm Water Permit for this site. This NOi I TCEQ Storm Water Permit must
also be posted on site. A SWPP (Storm Water Prevention Plan) must also be
created and located on site.
Reviewed by:
2005
Josh Norton D;:ite: Novemb er 22 ,
Miscellaneous
1. & 2. The irrigation service with a backflow prevention device meeting the City's
requirements was constructed during Phase I. Irrigation lines will only be
extended under Phase II and a new service is not required.
3. This item will be addressed in a future phase. To the best of my knowledge, a
master plan for this park has been provided to TxDOT for their use in planning
Highway 60 improvements. There is an existing access driveway off Highway 60
that will be used for construction traffic on this project.
Novem r 22 comments:
oth Ronnie Becker, Project Engineer with O'Malley Engineers, and I have
visited the site and did a visual survey of the existing off-site drainage entering
along the north property line of the Veteran's Park site. There are small drainage
swales on the adjacent tract that run parallel with this portion of the north
property line . They capture the offsite runoff and direct it to a single point where
it enters the project site. There is also a small berm parallel to the north property
line on the park tract, which directs flow to the same point. Over time a channel
has eroded through the slope into the park site. As shown on plan sheet C-17,
we propose to construct a throat inlet, A-10, to capture this off-site runoff.
Concrete riprap is proposed around this inlet and will match the existing flow line
o the small channel entering our site along the north side . The swales along the
rm are to remain and be regraded to flow to the center of the throat inlet.
work was performed in this area during a previous phase . The pond shown
on the site plan was previously proposed in the master plan and was incorrectly
wn on our plans. It does not exist.
. Detail notes were added to Sheets C-17 and C-23.
::;t( Backflow preventers were installed on the existing metered irrigation service line
constructed in the Phase I project. The existing irrigation main will be extended
to provide irrigation service for Phase II facilities . No new irrigation service is
~roposed for Phase 11 .
y._ Cement stabilized bedding added to the plans where this condition exists .
\£.Answered in no. 3.
~A stub-out with one full pipe joint and a cleanout was added to the plans.
"f5'. A stub-out westward with 35 feet of pipe and a cleanout was added to plans.
This length of pipe is shown to be stubbed out in order to center one full 20' joint
of sanitary sewer line at the potable water line crossing. Cement stabilized sand
bedding was added for the bedding of the sanitary sewer line stub-out at the
~ater line crossing.
$. Vertical separation of potable water line and sanitary sewer line added to the
rofile
ement stabilized sand bedding note added to the plans (profile).
xisting sanitary sewer line added to profile.
Revised as requested.
~Revised as requested.
K :\00675\675-02RB\Letter\College Station P&D Comment Responses 12-09-05.doc
, , ...
~ber reinforced concrete is proposed for use in sidewalks, trail and concrete
riprap. Traditional steel reinforced concrete is proposed for use in pavements
ynd curb & gutter.
~Sediment control fence is to be placed along the southern limits of the Phase II
construction. Sediment control fences are also proposed in drainage swales at
various locations to control the runoff velocities . Seeding of all disturbed areas
and sodding at culvert discharges will be placed once the grading is complete
and the fences will be removed after stabilization has been achieved. Further,
. _~re needed aprons with energy dissipater blocks are proposed.
~~~-mage areas used for design of storm sewers, culverts and swales for Phase II
included areas west of Phase II, which are anticipated to be designed to drain
into the Phase II area . Future impervious areas were included in the
determination of the weighted runoff coefficients, therefore the design velocities
~ for "built out" conditions .
~Sodding is proposed around all culvert outfalls including System "A", which have
a design storm outlet velocity less than 6 tusec. The outfall for System "B" was
structed during Phase I and outfalls onto existing concrete riprap.
e contract has been revised to require the construction contractor to submit
is documentation prior to construction and to keep a copy at the project site ..
As approved verbally by Mr. Josh Norton, the air release valve originally shown at sta .
+/-3+30 on sheet C-25 has been removed from the plans .
I trust that these responses answer all of your concerns . Please give me a call if you
have any further questions.
Sincerely,
Robert C . Schmidt, P.E.
Project Manager
RCS:kl
Enclosures
cc+ Enclosures : Ric Ploeger, PARO
*" f, Jl '2.. \)""' ,. '-"I" *' (°'"IV "~ r~..l fffl ;a ~f' D /
s~GV f,dd i
K :\00675\675-02RB\Letter\College Station P&D Comment Responses 12-09-05.doc
Prepared · for:
I
City ·Of College ~tatiori
P.O. Box 9960-
College Station, Texas 7.7842
Prepared by:
O'MALLEY ENGINEERS, L.L.P ~
P.O. Box 1976
Brenh?m, Texas 77834-1976
OE Project i:-io. 675.0l RB
DRAINAGE PLAN
FOR
VETERANS PARK AND ATHLETIC COMPLEX -PHASE II
Prepared for:
City of College Station
P.O. Box 9960
College Station, Te x as 77842
Prepared by:
O'MALLE Y ENGINEERS, L.L.P.
P.O. Box 1976
Brenham, Texas 77834-1976
O E Proj ec t No . 67 5.01 RB
No vemb er 20 0 5
Veterans Park and Athletic Complex -Phase II Drainage Plan
TABLE OF CONTENTS
CERTIFICATION SHEET ............................................................................................................ 3
INTRODUCTION AND PROJECT DESCRIPTION ................................................................... 4
METHODOLOGY AND CALCULATION PROCEDURES ....................................................... 4
DRAINAGE SUMMARY DISCUSSION ..................................................................................... 6
SUMMARY OF DESIGN FEATURES ......................................................................................... 7
LIST OF FIGURES
FIGURE 1 -PROJECT LOCATION MAP ................................................................................... 4
LIST OF TABLES
TABLE 1 -RA TI ON AL EQUATION VALVES FOR BRAZOS COUNTY ............................... 4
LIST OF APPENDICES
APPENDIX A -FEMA MAP NOS. 48041CO161 C & 48041CO142C WITH SITE
ILLUSTRATED ................................................................................................................. 9
APPENDIX B -USGS QUADRANGLE TOPOGRAPHIC MAP OF THE SITE ..................... 11
APPENDIX C -OVERALL SITE LAYOUT .............................................................................. 13
APPENDIX D -SYSTEM "A" DRAINAGE AREA AND STORM SEWER ........................... 15
APPENDIX E -SYSTEM "B" DRAINAGE AREA AND STORM SEWER ........................... 17
APPENDIX F -SYSTEMS "C", "D", "F", "G", & "H'' DRAINAGE AREAS AND
STORM SEWERS ............................................................................................................ 19
APPENDIX G -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN FOR
STORM SEWER SYSTEM "A" ...................................................................................... 21
APPENDIX H -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN WITH
100-YEAR STORM ANALYSIS FOR STORM SEWER SYSTEM "A" ...................... 25
APPENDIX I -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN FOR
STORM SEWER SYSTEM "B" ...................................................................................... 29
APPENDIX J -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN WITH
100-YEAR STORM ANALYSIS FOR STORM SEWER SYSTEM "B'' ....................... 33
APPENDIX K -WINS TORM RESULTS FOR 10-YEAR INLET DESIGN "C 1 O" &
"C20" AND CULVERT RESULTS FOR 10-YEAR CULVERT DESIGN
FOR "D40" ....................................................................................................................... 3 7
APPENDIX L -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN FOR
STORM SEWER SYSTEM "G 1 O" .................................................................................. 41
APPENDIX M -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN WITH
100-YEAR STORM ANALYSIS FOR STORM SEWER SYSTEM "G 1 O" .................. 44
APPENDIX N -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN FOR
STORM SEWER SYSTEM "G20/G30" .......................................................................... 47
APPENDIX 0 -WINSTORM RESULTS FOR 10-YEAR STORM DESIGN WITH
100-YEAR STORM ANALYSIS FOR STORM SEWER SYSTEM "G20/G30" .......... 50
K:\00675\675-02RB\Re po rt\Drainage Report Phase II.d oc Page2
Veterans Park and Athletic Complex -Phase II Drainage Plan
CERTIFlCATION SHEET
I hereby certify that this plan for the drainage design of Veterans Park and Athletic Complex -
Phase II was prepared by under my supervision in accordance with the provisions of the City o f
College Station Drainage and Design Standards for the owners thereof.
Ronald Wade Becker, P.E .
State of Texas No . 70992
K:\00 675\675-02RB\Re port\Drainage Re port Ph ase II.d oc Page3
Veterans Park and Athletic Complex -Phase II Drainage Plan
INTRODUCTION AND PROJECT DESCRIPTION
This report discusses and documents the existing and proposed drainage conditions for the
second phase of development for the Veterans Park and Athletic Complex located in the City of
College Station, Brazos County, Texas. The project site is located between State Highway 30
and State Highway 60 and is bounded on the south side by Carters Creek flood plain. Also, the
northeast portion of the site is bounded by Hudson Creek. Furthermore, on the north side of the
property the land is mainly undeveloped except for the existing Texas A & M University facility
located to the northwest of this project site (see Figure 1).
Overall, the site contains approximately 150 acres . Phase I development of this park
encompassed slightly more than 1/3 of this area and was completed in September of 2002. In this
phase, six soccer fields, two softball fields, two parking lots, veteran's memorial area,
maintenance building, soccer/restroom building, and roadway/driveway access to these facilities
were constructed. The remainder of the site is not developed and was graded to its current
condition several years ago. This grading basically consisted of sloping the land's surface
toward Carters Creek at a very mild slope.
Phase II development will encompass approximately another 1/3 of the total site area. This
phase of development is proposed to contain a parking lot addition to the existing softball field
lot, three softball fields, softball concession building , large pavilion building with a parking lot,
walking/running trail, three soccer fields with a parking lot and restroom building, maintenance
building addition, and an extension of Veterans Parkway.
Currently, the undeveloped portion of the site has very little topsoil or vegetation cover which
therefore results in a higher runoff coefficient. This portion of the site drains directly into
Carters Creek. Because the lower portion of this property is within the Carters Creek flood plain,
detention storage is not necessary and has been waived by the City of College Station. This
portion of the site is subject to both on-site and off-site storm water run-off. Part of the off-site
storm water will enter the proposed storm sewer System "A". The remaining portion of off-site
storm water runoff coming in from the northwest corner of the site remains in, or close to, it's
current drainage path and will therefore not affect this phase of the development.
METHODOLOGY AND CALCULATION PROCEDURES
Run-off calculations were performed using the Rational Method and b, d & e factors for Brazos
County (TxDOT Hydraulic Design Manual, dated 11/02). The rainfall intensity is a function of
frequency, geography, climatology, and the specific time of concentration for the watershed. The
time of concentration describes the longest time it takes for runoff from the most remote part of
K:\00675 1675-02RB \Report \Drainage Report Phase II.doc Page4
Veterans Park and Athletic Complex -Phase II Drainage Plan
the watershed to travel to the outfall of the watershed. TxDOT uses the following equation for
rainfall intensity:
where:
. b
l=---
(t c + d)e
i =rainfall intensity (in/hr);
tc =time of concentration (min); and
b, d, e =empirical factors that characterize the intensity-duration-frequency. b, d and e
are constants from TxDOT's Hydrau lic Design Manual (refer to Table 1 for 10-year
and 100-year b, d, and e values used for this project.)
\
\
. ··-··-UNr~~~~~~~~E --------------·--------·
/
/
,/
/
)
~H 3Q ~VE Y ROAD
,---------
! j ...... ·····•·-···· .... •··I
____ .J ___ , -----~CJ-lE~-~
Figu re 1. P roject Locatio n Map
T b l 1 R . a e . at10na f V l l E .qu a 100 a ues i B or razos c t ou nty
Variab le 10-Year Valu e 100-Year Valu e
B 80 96
D 8.5 8.0
E 0 .763 0.730
\
\
K:\00675\675-02RB\Report\Drainage Report Pha se II.doc Page5
Veterans Park and Athletic Complex -Phase II Drainage Plan
An example of the rainfall intensity calculation for the 10-year rainfall event, using a minimum
time of concentration of 10 minutes is a follows:
The runoff flow rate, Q, was determined for the 10-year storm event using the rational method
equation:
Q=ciA
where : c is the runoff coefficient;
i is the rainfall intensity (in/hr), and;
A is the land contained within the drainage area (acres).
The runoff coefficient, c, value used for grass areas was 0.3 and a value of 0.9 was used for the
impervious areas such as pavements, sidewalks, and buildings. A weighted c value was
determined for each area as follows:
Cw1 = (0. 3 x grass area) + (0. 9 x impervious area)
Total Area
An example of the runoff coefficient calculation for a total area of 13 acres with 10 acres of grass
area and 3 acres of impervious area is as follows:
cw1 = (0 .3 x JO acres) + (0 .9 x3 acres) = 0.44
13 acres
An example of the rainfall run-off calculation for a 10-year storm intensity, using a runoff
coefficient of 0.44 and a drainage area of 13.0 acres is a follows :
QI O = cilOA = 0.44 x 8.6 x 13.0 = 49 .2 c.f.s.
DRAINAGE SUMMARY DISCUSSION
Off-Site Drainage
Due to the location and limits of the Phase II portion of this overall development, the Hudson
Creek waterway prevents some of the upstream off-site storm water from directly affecting this
site. See Appendix A for FEMA flood map of this area and Appendix B for the USGS
topographic quadrangle map of the vicinity. However, within a portion of the limits of this phase
of development there is a swale located near the center of the north property line that has been
eroded from off-site storm water entering the overall tract of land. Proposed storm sewer System
"A" is designed to carry this off-site storm water underground from the north side of this site to
its outfall at the southern side of the site . See Appendix D for a layout of System "A". This
system will also drain on-site runoff within the Phase II area.
K:\00675\6 75-02RB \Report\Drainage Report Phase II.doc Page6
Veterans Park and Athletic Complex -Phase II Drainage Plan
On-Site Drainage
Since this area is being developed as a park, the overall drainage design concept was to allow the
on-site storm water to flow as close to its natural conditions as possible. Therefore, the use of
both large and small swales was employed and general overland flow to allow the storm water to
enter the adjacent Carters Creek flood plain. However, it was not possible to accommodate all of
the storm water within grass-lined swales because of the need to oblige both vehicular and
pedestrian traffic. Where necessary, the use of reinforced concrete pipe, PVC pipe, and inlets
has been used to collect and carry the storm water from the roadway, parking lots and grass areas
around the buildings. The water carried within these closed system storm sewers will then be
released into either existing or proposed swales on the site to then be directed and dispersed into
the Carters Creek flood plain.
Appendix C is an illustration of the entire site showing the existing Phase I development, the
proposed grading and layout of Phase II and the proposed future development. The 100-year
flood plain boundary is also shown. Carter Creek water surface elevations of 254.0 for the 10-
year storm and 255.5 for the 100-year storm were used as the tail water elevations for the design
and analysis of System "A". These floodwater elevations were obtained from the City of
College Station. Note that the storm water discharge enters the Carters Creek floodwater prior to
crossing any adjacent property lines.
SUMMARY OF DESIGN FEATURES
The following is a general summary of the storm sewer elements and culverts that have been
included in the Phase II design. Two different TxDOT computer software programs were
utilized for the design of this projects drainage features . WinStorm version 3.05 was used for the
design of storm sewer Systems "A", "B", "G" and to size the curb inlets for System "C". Results
of the WinStorm computer runs are shown in Appendices G through 0. Inlet sizes are denoted
in the charts labeled "Inlet Configuration Data." Storm sewer pipe sizes are shown in the charts
labeled "Conveyance Configuration Data." WinStorm allows the input of critical elevations at
each of the inlets and junction boxes and uses this information in its analysis of the hydraulic
grade line. The critical elevations were set 0.5 feet below the inlet opening elevation. The
WinStorm 10-year analysis shows that the hydraulic grade lines for each system are below the
critical elevations, thus meeting the City of College Station's design criteria. The 100-year
analysis of these storm sewer systems does show that some pipe run capacities and critical
elevations are exceeded, which is to be expected. A review of these locations determined that
the storm water would exit the top of the inlets, spread out and flow either overland or along
swales and enter Carters Creek without any impact to the building structures.
K:\00675 \6 75-02RB\Report\Drainage Re port Phas e II.doc Page 7
Veterans Park and Athletic Complex -Phase II Drainage Plan
Texas Hydraulic Systems CULVERT version 1.2 was used for the culvert design and analysis.
Since there were several culverts involved with this project, only the CUL VERT results for the
major culvert D40, which passes beneath Veterans Parkway, is shown in Appendix K as an
example of the analysis procedure. All proposed culverts are shown in Appendix F. These
culvert pipes were designed to have exit velocities less than 6.0 feet per second for the 10-year
storm design. All of these culverts are designed to have slope end treatments (SETs) used on
both ends . These SETs were used instead of headwalls to provide a more gradual slope that
would be easier to maintain and minimize the slope gradients around the ends of the pipe, thus
reducing the potential of erosion.
K:\00675 \675-02RB\Re port\Drainage Report Phase II.doc Page8
Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIX A
FEMA Map Nos. 48041C0161 C & 48041C0142 C With Site Illustrated
K:\00675 \675-02RB\Report\Drainage Report Phase II.doc Page9
City of College Station
480083
Q
ZONE X
ZONE X
Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIXB
USGS Quadrangle Topographic Map of the Site
K :\00675\675-02RB\Report\Drainage Report Phase II.doc Page 11
/ /
..
159 17'30"
0 I MILE
Veterans Park and Athletic Complex -Phase II
K :\00675\675-02RB\Report\Drainage Report Phase II.doc
APPENDIXC
Overall Site Layout
Drainage Plan
Page 13
Veterans Park and Athletic Complex-Phase II
APPENDIXG
Winstorm Results for 10-Year Storm Design
for Storm Sewer System "A"
K:\006 75\675-02RB\Repo rt\Drainage Re port Pha se II .doc
Drainage Plan
Page 21
Veterans Park and Athletic Complex -Phase II Drainage Plan
WinStorm (STORM DRAIN DESIGN)
Run® 11/4 /2005 7:1 2:36 AM
Version 3.05, Jan . 25, 2002
PROJECT NAME : VPAC PH II
JOB NUMBER 675.02RB
PROJECT DESCRIPTION : Storm Sewer Line A 10 YR Design
ANALYSYS FREQUENCY : 10 Years
MEASUREMENT UNITS: ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of: 10 Years
ID
A-10
A-20
A-30
A-40
A-50
A-60
A-70
A-80
A-90
A-95
A-94
A-97
Inlet
ID
A-10
A-20
A-30
A-40
A-50
A-60
A-70
A-80
A-90
A-95
A-94
A-97
Runoff Computation for Design Frequency.
C Value Area
(acre)
Tc
(min)
Tc Used
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(cfs)
0.63
0.33
0.45
0.45
0.33
0.9
0.9
0.33
0.9
0.47
0.45
0.9
10.70
5.70
0.40
0.40
8.10
0.20
0.20
1. 80
0.10
0.70
0.40
0 .10
29.90
14.80
10.00
10.00
16.10
10.00
10 .00
11 . 90
10.00
10 .00
10 .00
10 .00
29.90
14.80
10.00
10.00
16.10
10.00
10.00
11. 90
10.00
10.00
10.00
10.00
4.95
7.24
8.63
8.63
6.95
8.63
8.63
8.01
8 .63
8.63
8.63
8.63
Sag Inl ets Configuration Data .
0.000
0 .0 00
0.000
0.000
0.000
0 .000
0.000
0 .00 0
0.000
0.000
0.000
0 .0 00
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Left-Slope
Long Trans
(%) (%)
Right-Slope
Long Trans
(%) (%)
Gutter
n DeprW
(ft)
Depth
Allowed
(ft)
Grate 20.00
Grate 12.00
Grate 8.00
Grate 8.00
Grate 17.00
Curb 5.00
Curb 5.00
Curb 10 .00
Curb 5.00
Grate 12.00
Grate 8.00
Grate 8.00
10 .0 0 25.0025.00
3.30 0.50 2.00
1.50 0.50 2.00
1.50 0 .5 0 2.00
6.60 0.50 2.00
n/a 0 .57 3.00
n/a 0.50 3.00
n/a 0.64 3 .00
n/a 0.56 3.00
3.30 0 .5 0 2.00
1.50 0 .50 2.00
1.50 0.50 2.00
25.00 25.00 0.024
0.50 2.00 0 .024
0 .5 0 2.00 0.024
0.50 2.00 0 .024
0.50 2.00 0 .014
0 .50 3.00 0.014
0.57 3.00 0 .014
0.56 3.00 0.014
0 .6 4 3.00 0.014
0.50 2.00 0 .014
0.50 2.00 0.014
0 .5 0 2.00 0.014
Sag Inlets Computation Data .
n/a
n/a
n/a
n/a
n/a
1. 50
1. 50
1. 50
1. 50
n/a
n/a
n/a
2.00
2.00
0.50
0 .50
1. 00
0.50
0.50
0.50
0.50
1. 00
0.50
0.25
33.340
13.620
1.554
1.554
18.570
1.554
1.554
4.760
0.777
2.841
1.554
0 .777
Critic
Elev.
(ft)
271.06
264.10
265.50
265.50
260.50
260.89
260.89
260.78
260.78
258.50
260.42
262.00
================================================================================
Inlet
ID
A-10
A-20
A-30
A-40
A-50
Inlet
Type
Grate
Grate
Grate
Grate
Grate
Length Grate
Perim Area
(ft) (ft) (sf)
n/a 20.00 10 .00
n/a 12.00 3.30
n/a 8 .00 1.50
n/a 8.00 1.50
n/a 17.00 6.60
K:\00675 \675-02RB\Report\Drainage Report Phase II.doc
Total Q Inlet
Capacity
(cfs) (cfs)
33.340
13. 620
1.554
1 .554
18.570
76.008
25.082
5 .701
5 .701
35.472
Total
Head
(ft)
0.663
0.589
0 .158
0.158
0.500
Ponded Width
Left Right
(ft) (ft)
2. 71
19.60
8.70
8.70
18 .00
2. 71
19.60
8.70
8.70
18.00
Page 22
Ve tera ns Park and A thletic Com plex -Ph ase II Drainag e Plan
A-60
A-7 0
A-80
A-90
A-95
A-94
A-97
Curb
Curb
Curb
Curb
Grate
Grate
Grate
5.00
5 .00
10.00
5 .00
n/a
n /a
n/a
n/a
n /a
n/a
n/a
1 2 .00
8 .00
8 .00
n/a
n/a
n/a
n/a
3 .30
1 .50
1. 50
1.554
1 .554
4 .760
0 .777
2 .841
1 .554
0 .777
6.261
6.261
1 0 .327
6 .261
17 .736
5.7 0 1
3.087
0 .1 9 7
0.197
0.298
0.124
0 .181
0 .1 58
0.100
5.37
5.50
8 .00
4.17
8 .90
7.10
5 .45
Cumulative J u nctio n Discharge Computat i o n s
Node
I.D.
A-10
A-20
A-30
A -40
A -48
A-49
A-50
A-60
A-70
A -71
A -72
A-80
A-90
A-91
A-95
A -96
A-94
A-9 7
OUT
No de
Type
Weighted
C-Value
Grate 0.630
Grate 0.330
Grate 0 .450
Grate 0 .345
JnctBx 0 .522
JnctBx 0 .52 2
Grate 0.461
Curb 0. 464
Curb O. 468
JnctBx 0.468
JnctBx 0.468
Curb 0.330
Curb O . 460
JnctBx 0.460
Grate 0 .460
JnctBx 0.462
Gra t e 0 .450
Grate 0.90 0
Outlt 0 .462
Cumulat . Cumulat. Int e ns.
Dr .Area Tc
{acres) {min) {in/hr )
10.70
5.70
0 .40
6.50
17 .20
17 .20
25.30
25.50
25.70
25 .70
25 .70
1. 80
27.60
27.60
28.70
28.80
0.40
0 .10
28 .80
29 .90
14.80
10.00
15 .3 0
30 .7 2
30 .72
31 .76
31 .82
31 .88
31.88
31.88
11 . 90
32 . 72
32. 72
3 3.05
33.3 9
10.00
10.00
33 .39
4 .95
7.2 4
8.63
7.12
4 .87
4 .87
4.77
4.77
4.76
4 .76
4 .76
8 .01
4 .69
4 .69
4 .66
4 .63
8 .63
8.63
4.63
User
Supply Q
cfs)
0 .000
0.000
0 .000
0.000
0.000
0 .000
0 .0 0 0
0.000
0.000
0 .000
0.000
0.000
0 .000
0 .000
0 .000
0 .000
0 .000
0 .000
0.000
Conveyance Configuration Data
Node I .D . Flowl ine Elev.
Additional
Q in Node
(cfs)
0.00
0.00
0 .00
0 .00
0.00
0.00
0.00
0.00
0.00
0.00
0.0 0
0.00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
us OS
Run#
us OS Shape # Span Rise Length Slope
(ft) (ft) (ft)
10 A-10
2 0 A-20
30 A-30
40 A-40
50 A-48
60 A-4 9
70 A-50
80 A-60
90 A-70
100 A-71
110 A-7 2
120 A-80
130 A-90
140 A-91
150 A-95
160 A-96
170 A-94
180 A-97
A-48
A-40
A-40
A-48
A -49
A-50
A-60
A-70
A-71
A-72
A-90
A-90
A-91
A-95
A -96
OU T
A-95
A-96
260 .90
261.33
261.83
26 0 .61
259 .01
256.60
256.16
255.98
255 .79
255 .39
254.87
256 .4 7
254.24
253.69
253.45
252 .62
258 .90
259 .50
K:\00675\675-02RB\Re port\Drainage Report Pha se II.doc
259 .11
260. 71
261. 71
260 .11
257.20
256.26
256 .08
255 .89
255.49
254 .97
254 .34
256 .34
253.79
253 .55
2 52 . 72
251.51
256 .05
253 .72
Ci rc 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Box 1
Box 1
Circ 1
Circ 1
0.00 3 .00
0.0 0 2.00
0.00 1.00
0.00 2 .00
0.00 3 .00
0 .0 0 3.50
0.00 3 .50
0.00 3 .50
0.0 0 3 .50
0 .0 0 3 .50
0.0 0 3.50
0.00 1.50
0 .00 3.50
0 .0 0 3.50
5 .00 2 .00
5.0 0 2.0 0
0.0 0 1.00
0 .00 1.00
{ft ) {ft)
358 .00
155.00
28.00
8 4.0 0
362 .00
97.00
24 .00
26.0 0
85.00
120.00
150 .00
26 .00
113.00
37 .00
156 .00
232.00
81.00
102 .00
0.50
0.40
0 .43
0 .60
0 .50
0.35
0.33
0 .35
0 .35
0 .35
0 .35
0.50
0.40
0.38
0 .47
0 .48
3 .52
5.68
5 .50
5.37
8.20
4 .07
8.90
7.10
5.45
Total
Disch .
(cfs)
33 .340
13 . 620
1 .554
15.967
43 .714
43 . 714
55.599
56.396
57.187
57.187
57.187
4.760
59 .506
59.506
6 1 .512
61.551
1 .554
0.777
61.551
n value
{%)
0. 013
0.013
o. 011
0 .013
0. 013
0. 013
0. 013
0. 013
0 .013
0.013
0. 013
0 .013
0 .013
0.013
0.013
0.013
0 .011
0.013
Page 23
Veterans Park and Athletic Complex -Phase II Drainage Plan
Conveyance Hydraulic Computations. Tailwater = 254.000 (ft)
Hydraulic Gradeline Depth
Run# US Elev OS Elev Fr.Slope Unif. Actual
(ft) (ft) (%) (ft) (ft)
10* 263.19 262.08 0.250 1. 85 2.97
20 263.44 262.60 0 .3 62 1.56 1. 89
30 262 .66 262.60 0 .136 0.54 0.89
40 262.60 262.08 0 .498 1. 50 1. 97
50 262.08 260.34 0 .429 2.30 3.00
60 260.34 260 .00 0 .189 2.24 3 .50
70 26 0.00 259.67 0.305 2.73 3.50
80 259.67 259.33 0 .314 2 .73 3.44
90 259.33 258.82 0.323 2.73 3 .3 3
100 258.82 258.22 0.323 2.73 3.25
110 258 .22 257 .53 0.323 2.73 3 .19
120 257.76 257 .53 0.205 0.87 1.19
130 257.53 256.88 0.350 2 .6 8 3 .09
140 256.88 256.35 0.350 2.73 2.80
150* 256.35 255 .35 0 .454 1. 59 2.00
160* 255.35 254.00 0.454 1. 59 2.00
170* 260.39 256.35 0 .136 0.30 0 .30
180* 259.89 255.35 0 .048 0 .20 1. 00
Velocity
Unif. Actual
(f/s) (f/s)
7 .2 8 4.72
5.17 4.43
3.60 2.10
6.32 5.10
7 .53 6.18
6.71 4.54
6.89 5.78
6.99 5 .88
7 .09 6.05
7 .09 6.14
7.09 6.21
4.46 3 .15
7 .53 6.61
7.38 7.21
7 .72 6 .15
7. 72 6.16
7.81 7.81
6 .75 0.99
Q
(cfs)
33.34
13 .62
1. 55
15.97
43.71
43 .71
55.60
56.40
57.19
57.19
57.19
4.76
59.51
59.51
61 .51
61.55
1. 55
0 .78
Cap
(cfs)
47.17
14.31
2.76
17 .46
47 .17
59.57
58 .10
59 .20
59.78
59 .53
59.81
7 .4 3
63.50
61.90
62.48
63.18
7 .90
8 .49
June
Loss
(ft)
0.434
0.381
0 .034
0.202
0.297
0.160
0.259
0.269
0.284
0.293
0.299
0 .193
0 .340
0.404
0.294
0.294
1 .186
0.019
===================================END============================================
* Super critical flow.
NORMAL TERMINATION OF WINSTORM.
Warning Messages for c urrent project:
Runoff Frequency of: 10 Years
Discharge decreased downstream node Id= A-49 Previous intensity used.
Discharge decreased downstream node Id= A-71 Previous intensity used.
Discharge decreased downstream node Id= A-72 Previous intensity used.
Discharge decreased downstream node Id= A-91 Previous intensity used.
Decreasing conduit size @ downstream Run# 150
K :\00675\675-02RB \Report\Drainage Report Phase II .doc Page 24
Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIXH
Winstorm Results for 10-Year Storm Design
with 100-Year Storm Analysis for Storm Sewer System "A"
K:\00675\675-02RB\Report\Drainage Report Phase II.doc Page 25
Veterans Park and Athletic Complex -Phase II Drainage Plan
WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan . 25, 2002
Run@ 11/4/2005 7:18:57 AM
PROJECT NAME : VPAC PH II
JOB NUMBER 675.02RB
PROJECT DESCRIPTION : Storm Sewer Line A 100 YR Check
ANALYSYS FREQUENCY 100 Years
MEASUREMENT UNITS: ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years
Runoff Computation for Design Frequency.
ID C Value Area
(acre)
Tc
(min)
Tc Used
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(cfs)
A-10
A-20
A-30
A-40
A-50
A-60
A-70
A-80
A-90
A-95
A-94
A-97
Inlet
ID
A-10
A-20
A-3 0
A-40
A-50
A-60
A-7 0
A-80
A-90
A-95
A-94
A-97
0.63
0.33
0.45
0.45
0.33
0.9
0.9
0.33
0.9
0.47
0.45
0.9
10.70
5.70
0.40
0.40
8.10
0.20
0.20
1. 80
0.10
0.70
0.40
0.10
29.90
14.80
10 .00
10.00
16.10
10 .00
10.00
11. 90
10.00
10.00
10.00
10 .00
29.90
14.80
10.00
10 .00
16.10
10.00
10.00
11. 90
10.00
10.00
10.00
10.00
6.76
9.79
11. 64
11. 64
9.41
11. 64
11. 64
10.82
11.64
11. 64
11. 64
11. 64
0.000
0 .0 00
0.000
0.000
0 .000
0 .000
0.000
0 .000
0 .000
0 .0 00
0.000
0.000
Sag Inlets Configuration Data.
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Grate 20.00
Grate 12.00
Grate 8.00
Grate 8. 00
Grate 17.00
Curb 5.00
Curb 5.00
Curb 10.00
Curb 5 .00
Grate 12 .00
Grate 8 .00
Grate 8. 00
10.00
3.30
1. 50
1. 50
6.60
n/a
n/a
n/a
n/a
3.30
1. 50
1. 50
Left-Slope
Long Trans
(%) (%)
25.0025.00
0.50 2.00
0.50 2.00
0 .5 0 2.00
0 .5 0 2.00
0.57 3.00
0.50 3.00
0.64 3.00
0.56 3.00
0.50 2.00
0.50 2.00
0.50 2.00
Right -S lope
Long Trans
(%) (%)
Gutter
n DeprW
(ft)
25.00 25 .00 0 .024
0.50 2.00 0.024
0.50 2.00 0.024
0 .50 2.00 0 .024
0.50 2.00 0.014
0.50 3.00 0.014
0 .57 3.00 0.014
0.56 3.00 0.014
0.64 3.00 0.014
0.50 2.00 0.014
0.50 2.00 0.014
0.50 2.00 0 .014
n/a
n/a
n/a
n/a
n/a
1. 50
1. 50
1. 50
1. 50
n/a
n/a
n/a
Sag Inlets Computation Data.
Depth
Allowed
(ft)
2.00
2.00
0.50
0 .5 0
1. 00
0.50
0.50
0.50
0.50
1. 00
0.50
0.25
45.561
18 .423
2.095
2.095
25.142
2.095
2.095
6.425
1.048
3.829
2.095
1. 048
Critic
Elev.
(ft)
273.75
264.60
266.00
266.00
261.00
261. 39
261. 39
261.28
261.28
259.00
260.92
262.50
================================================================================
Inlet
ID
A-10
A-20
A-30
A-40
Inlet
Type
Grate
Grate
Grate
Grate
Length
(ft)
Grate
Perim Area
(ft) (sf)
n/a 20.00 10 .00
n/a 12.00 3.30
n/a 8.00 1.50
n/a 8.00 1.50
K:\00675 \675-02RB\Report\Drainage Report Phase II.doc
Total Q Inlet
Capacity
(cfs) (cfs)
45 .561
18 .423
2.095
2.095
76.008
25.082
5.701
5 .701
Total
Head
(ft)
0.817
1.078
0.193
0.193
Ponded Width
Left
(ft)
3.06
21.95
9.70
9.70
Right
(ft)
3.06
21.95
9 .70
9.70
Page 26
Veterans Park and Athletic Complex -Phase II Drainage Plan
A-SO
A-60
A-70
A-80
A-90
A-9S
A-94
A-97
Grate
Curb
Curb
Curb
Curb
Grate
Grate
Grate
n/a
S.00
S .00
10 .00
S .00
n/a
n/a
n/a
17.00
n/a
n/a
n/a
n/a
12.00
8.00
8.00
6.60
n/a
n/a
n/a
n/a
3.30
1. so
1. so
2S.142
2.09S
2.09S
6.42S
1.048
3.829
2.09S
1.048
3S.472
6.261
6.261
10.327
6.261
17.736
S .701
3.087
0.612
0.241
0.241
0.364
0 .1S2
0.220
0.193
0.122
20 .lS
6.00
6 .17
8.97
4.67
9 .9S
7.9S
6.10
Cumulative Junction Discharge Computations
Node
I.D.
A-10
A-20
A-30
A-40
A-48
A-49
A-SO
A-60
A-70
A-71
A-72
A-80
A -90
A -91
A-9S
A-96
A-94
A-97
OUT
us
Node
Type
Weighted
C-Value
Grate 0.630
Grate 0.330
Grate 0.4SO
Grate 0 .34S
JnctBx O.S22
JnctBx O .S22
Grate 0.461
Curb 0.464
Curb O. 468
JnctBx 0.468
JnctBx 0 .468
Curb O. 330
Curb 0. 460
JnctBx 0.460
Grate 0.460
JnctBx 0 .462
Grate 0.4SO
Grate 0.900
Outlt 0. 462
DS
Cumulat . Cumulat. Intens.
Dr.Area
(acres)
10.70
S .70
0.40
6.SO
17.20
17.20
2S.30
2S.SO
2S.70
2S .70
2S.70
1. 80
27 .60
27 .60
28 .70
28.80
0.40
0.10
28.80
Tc
(min)
29 .90
14.80
10 .00
lS.24
30.69
30.69
31.63
31. 68
31.73
31 .73
31.73
ll. 90
32.46
32.46
32.7S
33.06
10.00
10 .00
33.06
(in/hr)
6 .76
9 .79
ll . 64
9.66
6 .66
6 .66
6.S4
6 .S4
6 .S3
6.S3
6 .S3
10.82
6.44
6 .44
6 .41
6 .37
ll . 64
ll . 64
6.37
User
Supply Q
cfs)
0.000
0 .000
0.000
0 .000
0.000
0 .000
0.000
0 .000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0 .000
0.000
0.000
0.000
Conveyance Configuration Data
Run#
us
Node I.D. Flowline Elev.
DS Shape # Span Rise
Additional
Q in Node
(cfs)
0.00
0.00
0.00
0.00
0.00
0 .00
0.00
0 .00
0.00
0 .00
0 .00
0.00
0.00
0 .00
0 .00
0 .00
0 .00
0.00
0.00
Length Slope
(ft) (ft) (ft) (ft) (ft)
10 A-10
20 A-20
30 A-30
40 A-40
SO A-48
60 A-49
70 A-SO
80 A-60
90 A-70
100 A-71
llO A-72
120 A-80
130 A-90
140 A-91
lSO A-9S
160 A-96
170 A-94
180 A-97
A-48
A-40
A-40
A-48
A-49
A-SO
A-60
A-70
A-71
A-72
A-90
A-90
A-91
A-9S
A-96
OUT
A-9S
A-96
260.90
261.33
261.83
260.61
2S9.0l
2S6.60
2S6 .16
2SS.98
2SS.79
2SS .39
2S4.87
2S6.47
2S4 .24
2S3.69
2S3.4S
2S2.62
2S8.90
2S9.SO
K:\00 675\675-02RB\Report\Drainage Report Phase II.doc
2S9. ll
260. 71
261.71
260.11
2S7.20
2S6.26
2S6.08
2SS.89
2SS.49
2S4.97
2S4.34
2S6.34
2S3.79
2S3 .SS
2S2.72
2Sl.Sl
2S6.0S
2S3.72
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Circ 1
Box 1
Box 1
Circ 1
Circ 1
0.00 3.00
0.00 2.00
0.00 1.00
0.00 2.00
0.00 3.00
0.00 3.SO
0.00 3.SO
0 .00 3 .SO
0.00 3 .SO
0 .00 3.SO
0.00 3 .SO
0.00 l.SO
0.00 3 .SO
0 .00 3 .SO
S.00 2 .00
S.00 2 .00
0.00 1.00
0 .00 1.00
3S8.00
lSS.00
28 .00
84.00
362 .00
97 .00
24.00
26.00
8S.OO
120.00
lS0.00
26.00
ll3. 00
37.00
1S6.00
232.00
81.00
102.00
o.so
0.40
0.43
0.60
o.so
0.3S
0.33
0.3S
0.3S
0.3S
0.3S
o.so
0.40
0.38
0.47
0 .48
3.S2
S .68
20.lS
6.17
6.00
9.20
4.S3
9 .9S
7.9S
6.10
Total
Disch .
(cfs)
4S.S61
18.423
2.09S
21. 64S
S9.798
S9 .798
76.247
77.3S3
78.4Sl
78.4Sl
78.4Sl
6.42S
81.829
81 .829
84.661
84. 772
2.09S
1. 048
84.772
n value
(%)
0. 013
0 . 013
0. Oll
0. 013
0. 013
0. 013
0.013
0. 013
0. 013
0. 013
0. 013
0. 013
0. 013
0. 013
0.013
0.013
0. Oll
0.013
Page 27
Veterans Park and Athletic Complex -Phase II Drainage Plan
Run#
10
20
30
40
50
60
70
80
Conveyance Hydraulic Computations. Tailwater = 255.500 (ft)
Hydraulic Gradeline Depth
US Elev OS Elev Fr.Slope Unif. Actual
(ft) (ft) (%) (ft) (ft)
273 .64
274.00
272.43
272.31
271.17
267.70
267.06
266.43
271 .1 7
272.31
272.31
271.17
267.70
267.06
266.43
265.78
0.466
0.663
0 .248
0 . 915
0.804
0.353
0.574
0.591
2.39
2.00
0.66
2.00
3.00
2.84
3.50
3.50
3.00
2.00
1. 00
2.00
3.00
3.50
3.50
3.50
Velocity
Unif. Actual
(f/s) (f/s)
7.54
5.86
3.83
6.89
8.46
7.14
7 .92
8.04
6.45
5.86
2.67
6.89
8.46
6.22
7.92
8.04
Q
(cfs)
45 .56
18 .4 2
2.10
21.64
59.80
59.80
76.25
77.35
Cap
(cfs)
47.17
14.31
2.76
17.46
47.17
59.57
58.10
59.20
June
Loss
(ft)
0.807
0.668
0.055
0.369
0.556
0.300
0.488
0.502
90 265.78 264.74 0.608 3.50 3.50 8 .15 8.15 78.45 59.78 0.517
100 264.74 263 .50 0.608 3.50 3 .50 8.15 8 .15 78.45 59.53 0.517
110 263.50 262.07 0.608 3.50 3.50 8.15 8.15 78.45 59.81 0.517
120 262.42 262.07 0 .374 1.08 1.50 4.73 3.64 6 .43 7.43 0.257
130 262.07 260.76 0.661 3.50 3 .5 0 8.51 8.51 81 .83 63.50 0.562
140 260.76 259.95 0.661 3.50 3.50 8.51 8.51 81 .83 61.90 0.562
150 259.95 258.06 0.859 2.00 2.00 8 .47 8.47 84.66 62.48 0.557
160 258.06 255.50 0.861 1.98 2.00 8 .54 8.48 84.77 63.18 0.558
170* 260.29 259.95 0 .248 0.35 1.00 8.50 2.67 2.10 7 .9 0 0.138
180* 259.97 258.06 0.086 0.24 1.00 7.34 1.33 1.05 8.49 0.035
===================================END============================================
* Super critical flow.
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project :
Runoff Frequency of: 100 Years
Computed right ponded width exceeds allowable width at inlet Id= A-20
Computed left ponded width exceeds allowable width at inlet Id= A-20
Discharge decreased downstream node Id= A-49 Previous intensity used .
Discharge decreased downstream node Id= A-71 Previous intensity used .
Discharge decreased downstream node Id= A-72 Previous intensity used.
Discharge decreased downstream node Id= A-91 Previous intensity used.
Decreasing conduit size @ downstream Run# 150
Run# 160 Insufficient capacity.
Run# 150 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-95
Run# 140 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-91
Run# 130 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-90
Run# 110 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-72
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-80
Run# 100 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-71
Run# 90 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-70
Run# 80 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-60
Run# 7 0 Insufficient capacity .
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-50
Run# 60 Insufficient capacity .
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-49
Run# 50 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-48
Run# 40 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-40
Run# 20 Insufficient capacity.
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-2 0
Upstream hydraulic gradeline exceeds critical elevation at node Id= A-30
K:\00675\675-02RB\Report\Drainage Report Phase II.doc P age 28
Veterans Park and Athletic Complex-Phase II
APPENDIX I
Winstorm Results for 10-Y ear Storm Design
for Storm Sewer System "B"
K:\00675 \675-02RB\Report\Drainage Report Phase II.doc
Drainage Plan
Page 29
Veterans Park and Athletic Complex -Phase II Drainage Plan
WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002
Run® 10/14/2005 9:11:03 AM
PROJECT NAME : VPAC PH II
JOB NUMBER 675 .02RB
PROJECT DESCRIPTION : Storm Sewer Line B 10 YR Design
ANALYSYS FREQUENCY 10 Years
MEASUREMENT UNITS : ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of: 10 Years
Runoff Computation for Design Frequency .
ID C Value Area
(acre)
Tc
(min)
Tc Used
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(cfs)
B-10
B-20
B-25
B-30
B-40
B-50
B-55
B-60
B-65
B-70
B-75
Inlet
ID
B-10
B-20
B-25
B-30
B-40
B-50
B-55
B-60
B-65
B-70
B-75
0.39
0.9
0 .9
0 .9
0 .9
0.9
0.9
0.9
0.9
0.7
0 .4
1.30
0.05
0 .05
0.05
0.05
0.05
0.05
0.05
0.05
0.20
0 .54
10.00
10.00
10 .00
10.00
10.00
10.00
10.00
10 .00
10 .00
10 .00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
8 .63
8.63
8.63
8.63
8.63
8.63
8.63
8 .63
8.63
8.63
8.63
0.000
0.000
0 .000
0 .000
0.000
0.000
0 .000
0 .000
0.000
0.000
0.000
Sag Inlets Configuration Data.
Inlet Length/ Grate
Type Perim . Area
(ft) (sf)
Grate 12 .00
Grate 8.00
Grate 8.00
Grate 8.00
Grate 8 .00
Grate 8.00
Grate 8.00
Grate 8.00
Grate 8.00
Curb 10.33
Curb 10.33
3.30
1. 50
1. 50
1. 50
1. 50
1. 50
1. 50
1. 50
1. 50
n/a
n/a
Left -Slope
Long Trans
(%) (%)
0.50 2.00
0.50 2.00
0.50 2.00
0.50 2.00
0.50 2.00
0.50 2.00
0.50 2.00
0 .50 2.00
0 .5 0 2.00
2 .00 2.00
2.00 2.00
Right -Slope
Long Trans
(%) (%)
Gutter
n DeprW
(ft)
0.50 2.00 0.014
0.50 2.00 0 .014
0 .5 0 2.00 0.014
0.50 2.00 0.014
0 .50 2.00 0 .014
0 .50 2.00 0 .014
0.50 2.00 0.014
0.50 2.00 0.014
0.50 2.00 0.014
2 .00 2.00 0.014
2.00 2 .00 0.014
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
2.00
2.00
Sag Inlets Computation Data.
Depth
Allowed
(ft)
1. 00
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.46
0.46
4.378
0 .350
0 .350
0 .389
0 .389
0.389
0.389
0 .389
0.389
1.209
1.865
Critic
Elev .
(ft)
264.50
267.20
267 .20
267.46
266.66
266.50
266.50
266.50
266.50
266.20
263.50
================================================================================
Inlet
ID
B-10
B-20
B-25
B-30
B-40
B-50
Inlet
Type
Grate
Grate
Grate
Grate
Grate
Grate
Length Grate
Perim Area
(ft) (ft) (sf)
n/a 12.00
n/a 8.00
n/a 8.00
n/a 8.00
n/a 8.00
n/a 8.00
3.30
1. 50
1. 50
1. 50
1. 50
1. 50
K:\00675 \675-02RB\Report\Drainage Report Phase II.doc
Total Q Inlet
Capacity
(cfs) (cfs)
4.378
0.350
0 .3 50
0.389
0.38 9
0.389
17.736
5.701
5.701
5 .701
5 .701
5.701
Total
Head
(ft)
0.241
0 .059
0.059
0.063
0.063
0.063
Ponded Width
Left
(ft)
10 .45
4.05
4.05
4.20
4.20
4.20
Right
(ft)
10.45
4 .05
4 .05
4.20
4.20
4.20
Page 30
Veterans Park and Athletic Complex-Phase II Drainage Plan
8-55
8-60
8-65
8-70
8-75
Grate
Grate
Grate
Curb
Curb
n/a
n/a
n/a
10.33
10.33
8.00 1.50
8.00 1.50
8.00 1 .50
n/a n/a
n/a n/a
0.389
0.389
0.389
1. 209
1.865
5.701
5.701
5.701
9.996
9.996
0.063
0 .063
0 .063
0 .112
0.150
4.20
4.20
4.20
5.00
5.85
4.20
4.20
4.20
5.00
5.85
Node
I.D.
8-10
8-20
8-25
8-30
8-40
8-50
8 -55
8-60
8-65
8-66
8-70
8-71
8-75
OUT
10
20
25
30
35
40
45
50
55
60
65
70
75
Cumulative Junction Discharge Computations
Node
Type
Weighted
C-Value
Grate 0.390
Grate 0.900
Grate 0.900
Grate 0.440
Grate 0.455
Grate 0.508
Grate 0.900
Grate 0 .900
Grate 0.900
Jnct8x 0.508
Curb 0.528
Jnct8x 0.528
Curb O. 500
Outlt 0.500
Cumulat. Cumulat. Intens.
Dr.Area
(acres)
1. 30
0 .05
0 .09
1. 44
1. 49
1. 69
0.15
0.10
0 .05
1.69
1. 89
1. 89
2.43
2 .43
Tc
(min)
10.00
10 .00
10 .13
11. 48
11.75
11. 89
10 .28
10 .11
10 .00
11 . 89
12.42
12.42
13. 53
13. 53
(in/hr)
8.63
8.63
8.59
8.14
8.06
8.02
8.53
8.60
8.63
8.02
7.86
7 .86
7.56
7.56
User
Supply Q
cfs)
0.000
0.000
0.000
0 .0 00
0 .000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Conveyance Conf igu ration Data
Node I.D . Flowline Elev.
Additional
Q in Node
(cfs)
0.00
0.00
0.00
0.00
0 .00
0 .00
0.00
0.00
0.00
0 .00
0 .00
0.00
0.00
0 .00
us OS
Run#
us DS Shape # Span Rise Length Slope
8 -10
8 -20
8-25
8-30
8 -40
8-65
8-60
8 -55
8-50
8 -66
8-70
8-71
8-75
8-30
8-25
8-30
8-40
8-50
8-60
8-55
8-50
8-66
8-70
8-71
8-75
OUT
262 .72
263.89
263 .17
261.87
261.59
264.52
263.98
262.90
261.40
261 .03
260.25
259.68
258.10
(ft) (ft) (ft)
261.97
263.27
262.47
261.69
261.50
264.08
263.00
262.00
261 .13
260.35
259.78
258.20
257.63
Circ 1 0.00 1.50
Circ 1 o.oo 1.00
Circ 1 0.00 1.00
Circ 1 o.oo 1.50
Circ 1 0.00 1.50
Circ 1 0.00 1 .00
Circ 1 0.00 1.00
Circ 1 0.00 1.00
Circ 1 0.00 1.50
Circ 1 0.00 1 .50
Circ 1 0.00 1.50
Circ 1 0.00 1 .5 0
Circ 1 o.oo 1 .5 0
(ft) (ft)
300.00
31.00
35.00
60.00
31.00
26.00
49.00
45.00
41.00
121.60
78.10
264.00
61.00
0.25
2.00
2.00
0.30
0 .2 9
1. 69
2.00
2.00
0.66
0 .56
0.60
0.56
0.77
Conveyance Hydraulic Computations. Tailwater = 252.107 (ft)
Total
Disch .
(cfs)
4.378
0.350
0.696
5.154
5.464
6.879
1 .152
0.774
0.389
6.879
7 .8 45
7.845
9 .174
9.174
n value
(%)
0 . 013
0. 011
0. 013
0 .013
0. 013
0 .011
0 . 013
0.013
0. 013
0 .013
0. 013
0.013
0. 013
==================================================================================
Run#
10
20
25*
30
35
40*
45*
Hydraulic Gradeline Depth
US Elev OS Elev Fr .Slope Unif. Actual
(ft) (ft) (%) (ft) (ft)
263.95
264.39
263.44
263. 11
262.87
264.76
264.41
263.11 0.174
263 .44 0 .007
263 .11 0 .038
262.87 0 .241
262.60 0.271
264.41 0.009
263.27 0.047
1. 03
0.17
0.25
1.10
1.17
0 .18
0.26
1.14
0.17
0.64
1.18
1.17
0.33
0.27
K:\00675 \6 75-02R8 \Report\Drainage Report Phase II.d oc
Velocity
Unif. Actual
(f/s) (f/s)
3.38
4.12
4.51
3. 71
3.69
4.02
4 .65
3 .03
4.12
1. 30
3 .46
3.69
1. 74
4.56
Q
(cfs)
4.38
0.35
0.70
5.15
5.46
0 .39
0.77
Cap
(cfs)
June
Loss
(ft)
5.25 0.178
5.96 0.330
5.04 0.013
5.75 0 .093
5.66 0.106
5.48 0.059
5.04 0.162
Page 31
Veterans Park and Athletic Complex -Phase II Drainage Plan
50* 263 .27 262 .60 0 .105 0.33 0.60 5.20 2 .35 1.15 5.04 0.043
55 262 .60 262 .26 0 .429 1. 02 1 .13 5.38 4 .80 6.88 8.53 0 .179
60 262 .26 261.63 0.429 1. 09 1. 28 5 .00 4.27 6.88 7.86 0.142
65 261.63 261.07 0.558 1.18 1.29 5 .25 4.85 7.85 8.15 0.182
70 261.07 259.60 0.558 1. 22 1. 40 5 .10 4 .58 7 .85 7 .87 0.163
75 259.60 258.85 0.763 1. 22 1. 22 5.97 5 .97 9 .17 9.22 0.277
===================================END============================================
* Super critical flow.
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of : 10 Years
Discharge decreased downstream node Id= B-66 Previous intensity used.
Discharge decreased downstream node Id= B-71 Previous intensity used .
Tailwater set to uniform depth elevation= 258.85(ft)
K:\00675\675-02RB\Report\Drainage Report Phase II.doc Page 32
Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIXJ
Winstorm Results for 10-Year Storm Design
with 100-Year Storm Analysis for Storm Sewer System "B"
K:\00675 \675-02RB\Report\Drainage Report Phase II.doc Page 33
Veterans Park and Athletic Complex -Phase II Drainage Plan
WinStorm (STORM DRAIN DESIGN) Version 3 .05, Jan . 25, 2002
Run @ 10/17/2005 7:40:32 AM
PROJECT NAME : VPAC PH II
JOB NUMBER 675.02RB
PROJECT DESCRIPTION : Storm Sewer Line B 100 YR Check
ANALYSYS FREQUENCY 100 Years
MEASUREMENT UNITS: ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of : 100 Years
Runoff Computation for Design Frequency.
ID C Value Area
(acre)
Tc
(min)
Tc Used
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(cfs)
B-10
B-20
B-25
B-30
B-40
B-50
B-55
B-60
B-65
B-70
B-75
0 .39
0.9
0.9
0.9
0.9
0.9
0.9
0.9
0.9
0 .7
0 .4
1. 30
0 .05
0.05
0.05
0 .05
0.05
0 .05
0.05
0.05
0 .20
0 .54
10 .00
10 .00
10.00
10 .00
10.00
10.00
10.00
10.00
10.00
10 .00
10.00
10 .00
10 .00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
10.00
11 . 64
11. 64
11. 64
11. 64
11. 64
11. 64
11. 64
11.64
11 . 64
11. 64
11. 64
Sag Inlets Configuration Data.
0.000
0 .000
0 .000
0.000
0 .000
0 .000
0.000
0.000
0.000
0.000
0 .000
5.901
0 .471
0. 471
0 .524
0.524
0.524
0 .524
0 .524
0 .524
1.629
2 .514
Inlet
ID
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Left-Slope
Long Trans
(%) (%)
Right -Slope
Long Trans
(%) (%)
Gutter
n DeprW
(ft)
Depth
Allowed
(ft)
Critic
Elev.
(ft)
B-10
B-20
B-25
B-30
B-40
B-50
B-55
B-60
B-65
B-70
B-75
Grate 12.00
Grate
Grate
Grate
Grate
Grate
Grate
Grate
Grate
Curb
Curb
8.00
8.00
8.00
8.00
8.00
8 .00
8 .00
8.00
10.33
10.33
Inlet
ID
Inlet
Type
B-10
B-20
B-25
B-30
B-40
B-50
Grate
Grate
Grate
Grate
Grate
Grate
3.30
1. 50
1. 50
1. 50
1. 50
1. 50
1. 50
1 .50
1. 50
n/a
n/a
0 .50 2 .00
0.50 2.00
0.50 2 .00
0.50 2 .00
0.50 2.00
0.50 2.00
0 .50 2.00
0 .50 2.00
0.50 2.00
2 .00 2.00
2.00 2.00
0 .50 2.00 0 .014 n/a
0.50 2.00 0.014 n/a
0.50 2.00 0.014 n/a
0.50 2.00 0.014 n/a
0.50 2.00 0.014 n/a
0.50 2.00 0.014 n/a
0.50 2.00 0.014 n/a
0.50 2 .00 0.014 n/a
0 .50 2.00 0.014 n/a
2 .00 2.00 0 .014 2 .00
2.00 2.00 0.014 2.00
Sag Inlets Computation Data .
Length Grate
Perim Area
(ft) (ft) (sf)
n/a 12.00
n/a 8.00
n/a 8 .00
n/a 8 .00
n/a 8.00
n/a 8 .00
3.30
1. 50
1. 50
1. 50
1.50
1. 50
Total Q Inlet
Capacity
(cfs) (cfs)
5.901
0. 471
0 . 471
0.524
0.524
0.524
17.736
5.701
5.701
5.701
5.701
5.701
Total
Head
(ft)
0 .294
0. 071
0. 071
0.077
0.077
0.077
K:\00 675 \675-02RB \Re port\Drainage Report Phase II.doc
1. 00
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.50
0.46
0 .46
264.50
267.20
267.20
267.46
266.66
266.50
266.50
266.50
266.50
266.20
263 .50
Ponded Width
Left Right
(ft) (ft)
11. 70
4.55
4 .55
4.70
4 .70
4.70
11 . 70
4 .55
4.55
4 .70
4 .70
4.70
Page 34
Veterans Park and Athletic Complex -Phase II Drainage Plan
B-55
B-60
B-65
B-70
B -75
Grate
Grate
Grate
Curb
Curb
n/a
n/a
n/a
10 .33
10 .33
8.00 1 .50
8.00 1.50
8.00 1.50
n/a n/a
n/a n/a
0 .524
0 .524
0.524
1.629
2.514
5.701
5.701
5.701
9.996
9 .996
0.077
0.077
0.077
0 .137
0.183
4.70
4.70
4.70
5.55
6.55
4.70
4.70
4.70
5 .55
6.55
Node
I.D.
B -10
B -20
B-25
B -30
B -40
B -50
B -55
B -60
B-65
B-66
B-70
B -71
B -75
OUT
10
20
25
30
35
40
45
50
55
60
65
70
75
Run#
10
20*
2 5*
30
35
40*
45*
Cumulative Junction Discharge Computations
Node
Type
Weighted
C-Value
Grate 0 .3 9 0
Grate 0 .900
Grate 0.9 00
Grate 0 .440
Grate 0 .455
Grate 0 .508
Grate 0.900
Grate 0 .900
Grate 0.900
JnctBx 0 .508
Curb 0.528
JnctBx 0.528
Curb 0 .500
Outlt 0 .500
Cumulat . Cumulat. Intens.
Dr .Area
(acres)
1. 30
0 .05
0 .09
1 .44
1. 49
1. 69
0.15
0.10
0.05
1.69
1. 89
1. 89
2.43
2.43
Tc
(min)
10.00
10.00
10 .11
11. 50
11. 75
11. 88
10.26
10 .10
10 .00
11. 88
12 .39
12.39
13. 34
13.34
(i n /hr)
11 . 64
11. 64
11. 59
10 .98
10.88
10.83
11. 52
11 . 59
11. 64
10.83
10 .63
10.63
10 .28
10 .28
User
Supply Q
cfs)
0 .000
0 .000
0.000
0.000
0.000
0.000
0 .000
0.000
0.000
0.000
0.000
0.000
0.000
0 .000
Conveyance Configuration Data
Node I .D. Flowline Elev.
Additional
Q in Node
(cfs)
0 .00
0.00
0.00
0.00
0.00
0.00
0.00
0 .00
0.00
0 .00
0.00
0.00
0.00
0.00
Total
Disch.
(cfs)
5 .901
0 .471
0.938
6.950
7.374
9 .289
1.555
1.043
0.524
9.289
10.605
10.605
12 .479
12.479
us OS
Run#
us OS Shape # Span Rise Length Slope n value
(%)
B-10
B-20
B -25
B-30
B-40
B-65
B-60
B -55
B-50
B-66
B-70
B-71
B-75
B-30
B-25
B-30
B-40
B-50
B-60
B-55
B-50
B-66
B-70
B-71
B-75
OUT
262 . 72
263.89
263 .17
261.87
261 .59
264 .52
263.98
262.90
261.40
261.03
260.25
259.68
258 .10
(ft) (ft) (ft)
261.97
263.27
262.47
261.69
261.50
264.08
263.00
262 .00
261 .13
260 .35
259 .78
258.20
257.63
Circ 1 o .oo 1 .50
Circ 1 0.00 1 .00
Circ 1 0.00 1.00
Circ 1 0.00 1.50
Circ 1 0.00 1.50
Circ 1 o.oo 1.00
Circ 1 0.00 1.00
Circ 1 0 .00 1.00
Circ 1 0 .00 1.50
Circ 1 0 .00 1.50
Circ 1 0.00 1.50
Circ 1 0.00 1.50
Circ 1 0.00 1.50
(ft) (ft)
300.00
31.00
35.00
60.00
31.00
26.00
49.00
45.00
41.00
121.60
78.10
264.00
61.00
0 .25
2 .00
2.00
0 .30
0.29
1. 69
2 .00
2.00
0 .66
0 .56
0.60
0 .56
0 .77
0. 013
0 .011
0 .01 3
0.01 3
0 .013
0 . 011
0. 013
0 . 013
0. 013
0 .013
0. 013
0 .013
0.013
Conveyance Hydraulic Computations. Tailwater = 252.128 (ft)
Hydraulic Gradeline Depth
US Elev OS Elev Fr.Slope Unif . Actual
(ft ) (ft) (%) (ft) (ft)
267 .96
266.84
2 66 .83
266 .80
266 .41
266.31
266.30
266.80 0 .316
266.83 0.013
266 .80 0 .069
266.41 0.438
266 .12 0.493
266.30 0.015
266 .24 0.086
1. 50
0.19
0.29
1. 50
1. 50
0.21
0 .31
1. 50
1. 00
1. 00
1. 50
1. 50
1. 00
1. 00
Velocity
Unif . Actual
(f/s) (f/s)
3.34
4.52
4.92
3 .93
4 .17
4.40
5.06
3.34
0.60
1.19
3 .93
4.17
0.67
1. 33
Q
(cfs)
5 .90
0.47
0 .94
6 .95
7 .37
0.52
1. 04
Cap
(cfs)
June
Loss
(ft)
5.25 0.217
5.96 0 .007
5.04 0.011
5 .75 0.120
5.66 0.135
5.48 0.009
5 .04 0 .014
K:\00675 \675-02RB\Report\Drainage Report Phase II.doc Page 35
Veterans Park and Athletic Complex -Phase II Drainage Plan
50* 266 .24 266.12 0.190 0.38 1. 00 5.66 1. 98 1. 55 5.04 0.030
55 266.12 265 .59 0 .782 1. 50 1. 50 5 .26 5.26 9.29 8.53 0 .215
60 265.59 264.42 0.782 1. 50 1. 50 5.26 5.26 9.29 7.86 0.215
65 264.42 263 .35 1.019 1.50 1.50 6.00 6.00 10.61 8.15 0.280
70 263 .35 260.38 1 .019 1. 50 1. 50 6.00 6.00 10 .61 7.87 0 .280
75 260.38 259 .13 1 . 411 1. 50 1. 50 7.06 7.06 12 .48 9 .22 0.387
===================================END ============================================
* Super c r itical flow.
NORMAL TERMINATION OF WINSTORM.
Warning Me ssages for current project:
Ru noff Frequency of: 100 Years
Discharge decreas e d downstream node Id= B-66 Previous intensity used .
Discharge decreased downstream node Id= B-71 Previous intensity used.
Tailwater set to uniform depth elevation = 259 .13(ft}
Ru n# 75 Insufficient capacity .
Run# 70 I nsufficient capacity .
Run# 65 Insuffi c ient capacity .
Run# 60 Insufficient capacity .
Run# 55 Insufficient capacity .
Run# 35 Insufficient c apacity.
Run# 30 I nsufficient capacity.
Run# 10 Insufficient capacity .
Upst r eam hydrauli c gradeline exceeds critical elevation at node Id= B-10
K:\00675 \675-02RB \Report\Drainage Report Phase II.doc Page 36
Veterans Park and Athletic Complex -Phase II
APPENDIXK
Winstorm Results for 10-Year Inlet Design for ClO & C20 and
CULVERT Results for 10-Year Culvert Design for D40
K:\00675 \675-02RB\Report\Drainage Report Phase II .doc
Drainage Plan
Page 37
Veterans Park and Athletic Complex -Phase II
WinStorm (STORM DRAIN DESIGN}
PROJECT NAME : VPAC Ph II
JOB NUMBER 67S .02 RB
Drainage Plan
Version 3.0S, Jan . 2S, 2002
Run @ ll/4/200S 11 :18:S7 AM
PROJECT DESCRIPTION : Curb Inlet Analysis for Major Culv Xing Vet Prkwy
ANALYSYS FREQUENCY
MEASUREMENT UNITS :
10 Years
ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of: 10 Years
Runoff Computation for Design Frequency.
ID
C-10
C-20
D-40
C Value
0.9
0.9
0 .44
Area
(acre}
0.20
0.20
12.69
Tc
(min}
10.00
10 .00
27.70
Tc Used
(min}
10.00
10.00
27.70
Intensity
(in/hr)
8 .63
8.63
S .17
Sag Inlets Configuration Data.
Inlet
ID
Inlet Length/ Grate
Type Perim. Area
(ft} (sf}
Left-Slope
Long Trans
(%) (%}
Right-Slope
Long Trans
(%} (%}
Supply Q
(cfs)
Total Q
(cfs)
0.000
0.000
0.000
Gutter
n DeprW
(ft)
1. SS4
1. SS4
28 .887
Depth
Allowed
(ft}
Critic
Elev.
(ft)
C-10
C-20
Curb
Curb
S.00
S.00
n/a
n/a
a .so 3 .oo
a .so 3 .00
a.so 3 .00 0.014 l.SO
a.so 3 .oo 0.014 l.so
a.so
a.so
261. 33
261. 3S
Sag Inlets Computation Data .
Inlet
ID
C-10
C-20
Inlet
Type
Curb
Curb
Length Grate
Perim Area
(ft} (ft) (sf}
S.00
S.00
n/a
n/a
n/a
n/a
NORMAL TERMINATION OF WINSTORM .
K:\00675\675-02RB\Report\Drainage Report Phase II.doc
Total Q Inlet
Capacity
(cfs) (cfs)
l.SS4
1. SS4
6 .261
6 .261
Total
Head
(ft)
0.197
0.197
Ponded Width
Left Right
(ft} (ft)
s.so
s.so
s.so
s .so
Page 38
Veterans Park and Athletic Complex -Phase II
TEXAS HYDRAULIC SYSTEM, CULVERT (ver. 1.2. Feb/2002)
Fri Nov 04 11:53:37 2005
CULVERT HYDRAULIC COMPUTATIONS
CULVERT NAME: VetPrk2
PROJECT NAME: VPAC Phase II
Input Units: English
Output Units: English
PROJECT CONTROL: 0675.02 RB
COUNTY: Brazos County
DESCRIPTION: Culvert for Veterans Parkway
ANALYZE MULTIPLE OPENING
MATERIAL: CONCRETE
SHAPE: RCP CIRCULAR PIPE.
ENTRANCE: MITER
PROFILE: STRAIGHT CULVERT
FREQUENCY: 10 Yr
FREQUENCY: 100 Yr
DISCHARGE:
DISCHARGE:
TAILWATER ELEVATION (computed).
CULVERT
30.00 cfs
41.00 cfs
n value: 0.0120 Ke value: 0.7000
CULVERT DIAM. = 2.00 ft
INLET station:
OUTLET station:
45.40
-42.56
Cross section profile (XY
x y
135 .00 262.00
158.00 259.00
169.00 258.00
184 .00 261.00
BARRELS = 2
elevation:
elevation:
Coordinates) ft
x
148 .00
163.00
174.00
190.00
Road profile (XY Coordinates) ft
x y x
91. 32 263.31 100.00
166 .23 262.45 200.00
250.00 263.09 300 .00
CULVERT OUTPUT RUN NO => 1
y
257.59 ft
257.40 ft
261.00
258.00
259.00
262.00
y
263.22
262.83
263.34
TAILWATER ELEVATION: 259.19 ft (computed).
ANALYSIS for discharge frequency of : 10 Yr
x
154.00
166.00
179.00
x
150.00
207.00
Drainage Plan
y
260.00
257.39
260.00
y
262.63
262.88
Barls. Qpb Rise Span Length Max.HW Calc.HW HW Control Veloc. Out.depth
cf s ft ft ft
2 15.00 2.00 0.00 71. 96
Inlet control depth 2.36
Outlet control depth 2.51
Normal depth 2.00 ft
Critical depth 1. 40 ft
K:\00675\675-02RB\Report\Drainage Report Phase II.doc
elev
ft
0.00
ft
ft
Culvert
Critical
elev
ft
260.08
slope
slope
ft ft/s ft
2.51 Outlet 4.77 2.00
0.00216
0.00538
Page 39
Veterans Park and Athletic Complex -Phase II
Road top width => 36 .00 ft. Road pavement type=> asphalt
Computed Weir Coefficient=> 3.00.
No discharge over the road.
CULVERT OUTPUT RUN NO => 2
TAILWATER ELEVATION : 259.41 ft (computed).
ANALYSIS for discharge frequency of : 100 Yr
Drainage Plan
Barls. Qpb Rise Span Length Max.HW Calc .HW HW Control Veloc. Out .depth
cfs ft ft ft
elev
ft
elev
ft ft
2 20.50 2.00 0.00 71.96 0.00 261.05 3.47 Outlet
Inlet control depth
Outlet control depth
Normal depth 2.00 ft
Critical depth 1.62 ft
Road top width => 36.00 ft.
Computed Weir Coefficient =>
No discharge over the road.
RUNING MESSAGES LIST:
3.37 ft
3.47 ft
Culvert slope 0.00216
Critical slope 0.00712
Road pavement type => asphalt
3.00.
*Computation: Outlet velocity is based on the culvert rise .
NORMAL TERMINATION OF THYSYS, CULVERT .
ft/s ft
6.53 2 .00
K:\00675 \675-02RB \Report \Drainage Report Phase II.doc Page 40
'
Veterans Park and Athletic Complex -Phase II
APPENDIXL
Winstorm Results for 10-Y ear Storm Design
for Storm Sewer System "GlO"
K:\00675\675-02RB\Report\Drainage Report Phase II.doc
Drainage Plan
Page 41
Veterans Park and Athletic Complex -Phase II Drainage Plan
WinStorm (STORM DRAIN DESIGN) Version 3 .05, Jan . 25, 2002
Run@ 10/31/2005 4:10:20 PM
PROJECT NAME : VPAC PH II
JOB NUMBER 675.02 RB
PROJECT DESCRIPTION : Storm Sewer Line GlO 10 Yr Design
ANALYSYS FREQUENCY 10 Years
MEASUREMENT UNITS: ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of: 10 Years
Runoff Computation for Design Frequency.
ID C Value Area
(acre)
Tc
(min)
Tc used
(min)
Intensity
(in/hr)
Supply Q
(cfs)
Total Q
(cfs)
G-10
Inlet
ID
G-10
0.47 0.25 10.00 10.00 8.63 0 .000
Sag Inlets Configuration Data.
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Grate 8. 00 1. so
Left-Slope
Long Trans
(%) (%)
0.50 2.00
Right-Slope
Long Trans
(%) (%)
Gutter
n DeprW
(ft)
0.50 2.00 0.014 n/a
Sag Inlets Computation Data.
Depth
Allowed
(ft)
0.50
1 .015
Critic
Elev.
(ft)
261.07
Inlet
ID
Inlet
Type
Length Grate Total Q Inlet
Capacity
Total
Head
(ft)
Ponded Width
Perim Area
(ft) (ft) (sf) (cfs) (cfs)
G-10 Grate n/a 8.00 1.50 1 .015 5.701 0 .119
Cumulative Junction Discharge Computations
Left
(ft)
6.05
Right
(ft)
6 .05
=================================================================================
Node
I.D.
G -10
OUT
us
Node
Type
Grate
Outlt
OS
Weighted
C-Value
0.470
0.470
Cumulat. Cumulat. Intens.
Dr .Area
(acres)
0.25
0.25
Tc
(min)
10 .00
10 .00
(in/hr)
8.63
8 .63
User
Supply Q
cfs)
0.000
0.000
Conveyance Configuration Data
Run#
us
Node I .D . Flowline Elev .
OS Shape # Span Rise
Additional
Q in Node
(cfs)
0.00
0 .00
Length Slope
(ft) (ft) (ft) (ft) (ft)
10 G-10 OUT 258.57 257.10 Circ 1 0 .00 1 .00 141.00 1. 04
K:\00675 \6 75-02RB\Re port\Drainage Report Phase II.doc
Total
Disch .
(cfs)
1.015
1.015
n value
(%)
0 . 011
Page 42
Veterans Park and Athletic Complex -Phase II Drainage Plan
Conveyance Hydraulic Computations . Tailwater = 259.190 (ft)
Hydraulic Gradeline Depth
Run# US Elev OS Elev Fr .Slope Unif. Actual
(ft) (ft) (%) (ft) (ft)
Velocity
Unif. Actual
(f/s) (f/s)
Q
(cfs)
Cap
(cfs)
June
Loss
(ft)
10* 259.30 259.19 0.058 0.33 1 .00 4.49 1.29 1 .01 4 .30 0.032
===================================END ============================================
* Super cri tical flow.
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 10 Years
K:\00675\675-02RB \Rep ort\Drainage Re port Phase II.doc Page 43
Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIXM
Winstorm Results for 10-Year Storm Design
with 100-Year Storm Analysis for Storm Sewer System "GlO"
K:\00675\675-02RB\Report\Drainage Report Phase II.doc Page 44
Veterans Park and Athletic Complex -Phase II
WinStorm (STORM DRAIN DESIGN}
PROJECT NAME : VPAC PH II
JOB NUMBER 675.02 RB
Drainage Plan
Version 3.05, Jan . 25, 2002
Run @ 10/31/2005 4:14:21 PM
PROJECT DESCRIPTION : Storm Sewer Line GlO 100 Yr Check
ANALYSYS FREQUENCY
MEASUREMENT UNITS:
100 Years
ENGLISH
==================================================================================
OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years
Runoff Comp u tation for Design Frequency.
=============================================================================
ID C Value Area
(acre}
Tc
(min}
Tc Used
(min}
Intensity
(in/hr}
Supply Q
(cfs}
Total Q
(cfs}
G -10 0.47 0.25 10.00 10.00 11 . 64 0.000 1. 368
Sag Inlets Configuration Data.
==================================================================================
Inlet
ID
G -10
Inlet Length/ Grate
Type Perim. Area
(ft) (sf)
Grate 8.00 1. 50
Sag Inlets Computation Data.
Left-Slope
Long Trans
(%) (%)
0 .50 2.00
Right-Slope
Long Trans
(%) (%)
Gutter
n DeprW
(ft)
0 .50 2 .00 0 .014 n/a
Depth
Allowed
(ft)
0 .50
Critic
Elev.
(ft}
261.57
================================================================================
Inlet
ID
Inlet
Type
Length Grate
Perim Area
(ft) (sf}
Total Q Inlet
Capacity
Total
Head
(ft) (ft} (cfs} (cfs}
G-10 Grate n/a 8.00 1.50 1 .368 5.701
Cumulative Junction Discharge Computations
Node
I.D .
Node
Type
Weighted
C-Value
Cumulat. Cumulat. Intens.
G -10
OUT
Grate
Outlt
0.470
0 .470
Dr .Area
(acres}
0.25
0.25
Tc
(min}
10 .00
10 .00
Conveyance Configuration Data
Run# Node I.D. Flowline Elev.
(in/hr}
11 . 64
11. 64
0.145
User
Supply Q
cfs}
0.000
0.000
Ponded Width
Left Right
(ft} (ft}
6.75 6.75
Additional
Q in Node
(cfs}
0.00
0.00
Total
Disch .
(cfs}
1. 368
1 .368
US OS US OS
(ft} (ft)
Shape # Span
(ft}
Rise
(ft}
Length
(ft}
Slope
(%)
n value
10 G-10 OUT 258 .57 257 .10 Circ 1 o.oo 1 .00 141 .00 1.04 0 .011
K:\00675 \675-02RB\Report\Drainage Report Phase II.doc Page 45
Veterans Park and Athletic Complex-Phase II
Conveyance Hydraulic Computations. Tailwater = 259.410 (ft}
Hydraulic Gradeline Depth
Run# US Elev DS Elev Fr.Slope Unif. Actual
(ft} (ft} (%} (ft} (ft}
Velocity
Unif. Actual
(f/s} (f/s}
Q
(cfs}
Drainage Plan
Cap
(cfs}
June
Loss
(ft}
10* 259.62 259.41 0.105 0.39 1 .00 4.88 1.74 1.37 4.30 0.059
===================================END============================================
* Super critical flow .
NORMAL TERMINATION OF WINSTORM .
Warning Messages for current project :
Runoff Frequency of: 100 Years
K:\00675\675-02RB\Report\Drainage Report Phase II.doc Page 46
Veterans Park and Athletic Complex-Phase II
APPENDIXN
Winstorm Results for 10-Y ear Storm Design
for Storm Sewer System "G20/G30"
K:\00675 \675-02RB \Repo rt \Drainage Report Phase II.doc
Drainage Plan
Page 47
Veterans Park and Athletic Complex-Phase II Drainage Plan
WinS t orm (STORM DRAIN DESIGN) Version 3 .05, Jan . 25, 2002
Run @ 10/31/2005 4:34:18 PM
PROJECT NAME : VPAC PH II
JOB NUMBER 675.02 RB
PROJECT DES CRIPTION : Storm Sewer Line G20/G30 10 Yr Design
ANALYSYS FREQUENCY 10 Years
MEASUREMENT UNITS : ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of: 10 Years
Runoff Computation for Design Frequency.
ID C Value Area
(acre)
Tc
(min)
Tc Used
(min)
Intensity
(in/hr )
Supply Q
(cfs)
Total Q
(cfs)
G-20
G-30
Inlet
ID
G-2 0
G-30
0.7
0 .88
0.12
0.27
10 .00
10.00
10 .00
10.00
8 .63
8 .63
0.000
0.000
Sag Inlets Configuration Data.
Inlet Length/ Grate
Type Perim . Area
(ft) (sf)
Grat e 8.00
Curb 5 .00
1. 50
n/a
Left-Slope
Long Trans
(%) (%)
0.50 2.00
0.50 2 .00
Right-Slope
Long Trans
(%) (%)
Gutter
n DeprW
(ft)
0.50 2 .00 0 .014 n/a
0 .50 2 .00 0 .014 1.50
Sag Inlets Computat i on Data.
Depth
Allowed
(ft)
0.50
0.50
0 .725
2 .052
Critic
Elev .
(ft)
261 .0 0
260 .07
Inlet
ID
Inlet
Type
Length Grate
Perim Area
Total Q Inlet
Capacity
Total
Head
(ft)
Ponded Width
Left Right
(ft) (ft) (sf) (cfs) (cfs) (ft) (ft)
G-20
G-30
Grate
Curb
n/a
5.00
8.00 1.50
n/a n/a
0 . 725
2.052
5.701
6 .261
0.095
0.238
Cumulative Junction Discharge Computations
5.35
7.90
5.35
7.90
=================================================================================
Node
I.D.
G-20
G-30
OUT
Node
Type
Grate
Curb
Outlt
Weighted
C-Value
0.700
0.825
0 .825
Cumulat . Cumulat . Intens .
Dr.Area
(acres)
0.12
0.39
0 .39
Tc
(min)
10 .00
10 .43
10 .43
(in/hr)
8 .63
8.48
8.48
K:\00675 \675-02RB\Report\Drainage Report Phase II.doc
User
Supply Q
cfs)
0.000
0 .000
0.000
Additional
Q in Node
(cfs)
0 .00
0.00
0 .00
Total
Disch.
(cfs)
0 .725
2 .728
2. 728
Page 48
Veterans Park and Athletic Complex -Phase II Drainage Plan
Conveyance Configuration Data
Node I .D . Flowline Elev.
us OS
Run#
us OS Shape # Span Rise Length Slope n value
(%)
20
30
Run#
G-20
G-30
G -30
OUT
258.50
256.46
(ft) (ft) (ft)
256.96
255.20
Circ 1 0.00 1.00
Circ 1 0.00 1.50
(ft) (ft)
106 .00
90 .00
1. 45
1. 40
Conveyance Hydraulic Computations. Tailwater = 259 .190 (ft)
Hydraulic Gradeline Depth
US Elev OS Elev Fr .Slope Unif. Actual
(ft) (ft) (%) (ft) (ft)
Velocity
Unif. Actual
(f/s) (f/s)
Q
(cfs)
Cap
(cfs)
0. 013
0.013
June
Loss
(ft)
20* 259.33 259.27 0 .041 0.28 1.00 4.06 0.92 0.73 4 .30 0.017
30* 259.27 259 .19 0.067 0.48 1.50 5.64 1.54 2.73 12.43 0.019
===================================END============================================
* Super critical flow .
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project :
Runoff Frequency of: 10 Years
K:\00675 \675-02RB \Report\Drainage Report Phase II.doc Page 49
Veterans Park and Athletic Complex -Phase II Drainage Plan
APPENDIXO
Winstorm Results for 10-Y ear Storm Design
with 100-Year Storm Analysis for Storm Sewer System "G20/G30"
K:\00675\675-02RB\Report\Drainage Report Phase II .doc Page 50
Veterans Park and Athletic Complex -Phase II Drainage Plan
Wi nStorm (STORM DRAIN DESIGN} Version 3 .05, Jan . 25, 2002
Run @ 10/31/2005 4:37:52 PM
PROJECT NAME : VPAC PH II
JOB NUMBER 675.02 RB
PROJECT DESCRIPTION : Storm Sewer Line G20/G30 100 Yr Check
ANALYSYS FREQUENCY
MEASUREMENT UNITS:
100 Years
ENGLISH
OUTPUT FOR ANALYSYS FREQUENCY of : 100
Runoff Computation for Design Frequency.
Years
ID C Value Area
(acre}
Tc
(min}
Tc Used
(min}
Intensity
(in/hr}
Supply Q
(cfs}
Total Q
(cfs}
G-20
G-30
Inlet
ID
G-20
G-30
0 .7
0.88
0.12
0.27
10 .00
10 .00
10.00
10.00
11. 64
11. 64
0.000
0.000
Sag Inlets Configuration Data.
Inlet Length/ Grate
Type Perim. Area
(ft} (sf}
Grate 8. 00
Cu rb 5 .00
1. 50
n/a
Left -Slope
Long Trans
(%} (%}
0.50 2 .00
0 .50 2 .00
Right -Slope
Lo ng Trans
(%} (%}
Gutter
n DeprW
(ft}
0 .50 2.00 0 .014 n/a
0.50 2.00 0 .014 1.50
Sag Inl e ts Computation Data.
Depth
Allowed
(ft}
0 .50
0 .50
0.978
2.765
Critic
Elev .
(ft}
261 .50
260 .57
Inlet
ID
Inlet
Type
Length Grate
Perim Area
Total Q Inlet
Capacity
Total
Head
(ft}
Ponded Width
Left Right
(ft} (ft} (sf} (cfs } (cfs} (ft} (ft}
G-20
G-30
Grate
Curb
n/a
5.00
8 .00 1.50
n/a n/a
0.978
2.765
5.701
6 .261
0 .116
0.290
Cumulative Junction Discharge Computations
5.95
8.80
5.95
8.80
=================================================================================
Node
I.D .
G-20
G-30
OUT
Node
Type
Grate
Curb
Outlt
Weighted
C-Value
0 .700
0 .825
0 .825
Cumulat . Cumulat . Intens.
Dr.Area
(acres}
0.12
0.39
0.39
Tc
(min}
10.00
10.40
10.40
(in/hr}
11 . 64
11.45
11 . 45
K:\00 675 \675-02RB \Report \Drainage Report Phase II.doc
User
Supply Q
cfs}
0 .000
0.000
0.000
Additional
Q in Node
(cfs}
0 .00
0 .00
0.00
Total
Disch.
(cfs}
0 .978
3.684
3.684
Page 51
Veterans Park and Athletic Complex -Phase II Drainage Plan
Conveyance Configuration Data
Node I.D. Flowline Elev.
us OS
Run#
us OS Shape # Span Rise Length Slope n value
(%)
20
30
G-20
G-30
G-30
OUT
258.50
256.46
(ft) (ft) (ft)
256.96
255 .20
Circ 1 0 .00
Circ 1 0.00
1. 00
1. 50
(ft) (ft)
106 .00
90 .00
1.45
1. 40
Conveyance Hydraulic Computations . Tailwater = 259 .410 (ft)
Hydraulic Gradeline Depth
Run# US Elev OS Elev Fr.Slope Unif . Actual
(ft) (ft) (%) (ft) (ft)
Velocity
Unif. Actual
(f/s) (f/s)
Q
(cfs)
Cap
(cfs)
0 .013
0. 013
June
Loss
(ft)
20* 259.66 259 .55 0.075 0 .32 1 .00 4.43 1 .24 0.98 4.30 0.030
30* 259.55 259 .41 0.123 0 .56 1 .50 6.13 2.08 3.68 12.43 0.034
===================================END============================================
* Super critical flow .
NORMAL TERMINATION OF WINSTORM.
Warning Messages for current project:
Runoff Frequency of: 100 Years
K:\00675 \675-02RB\Report\Drainage Report Phase II.doc Page 52
WATER AND WASTEWATER DESIGN REPORT FOR
CITY OF COLLEGE STATION
VETERANS PARK AND ATHLETIC COMPLEX,
PHASE II
CITY OF COLLEGE STATION PARKS AND
RECREATION DEPARTMENT
CITY OF COLLEGE STATION PROJECT NO. PK 0501
OE JOB NO. 675.02-RB
OCTOBER 2005
Prepared by:
O'MALLEY ENGINEERS, L.L.P.
P.O. Box 1976
Brenham, Texas 77834-1976
WATER AND WASTEWATER DESIGN REPORT FOR
CITY OF COLLEGE STATION
VETERANS PARK AND ATHLETIC COMPLEX,
PHASE II
CITY OF COLLEGE STATION PARKS AND
RECREATION DEPARTMENT
CITY OF COLLEGE STATION PROJECT NO. PK 0501
OE JOB NO. 675.02-RB
OCTOBER 2005
Prepared by:
O'MALLEY ENGINEERS, L.L.P.
P.O. Box 1976
Brenham, Texas 77834-1976
___________ _____.
TABLE OF CONTENTS
Page Number
I. WATER ........................................................................................................... 1
A. Domestic Water .................................................................................................... 1
1. Pipe Material ................................................................................................. 1
2. Dead End Lines ............................................................................................. 1
3. Pressure/Flow Requirements ......................................................................... 1
a. Domestic (Normal) Flow ....................................................................... 1
b. Required Fire Flows ............................................................................... 1
c. Hydraulic Calculations For Required Fire Flows .................................. 2
4. Pipe Alignment .............................................................................................. 4
5. Air Release Valve .......................................................................................... 4
6. Valves ........................................................................................................... 4
B. Irrigation Water .................................................................................................... 4
II. WAS TEW ATER (SANITARY SEWER) ................................................................... 5
A . Pipe Material. ........................................................................................................ 5
B. Pipe Size ........................................................................................................... 5
C . Flow Rates ........................................................................................................... 5
D. Line Capacity ........................................................................................................ 5
E. Line (Pipe) Slopes ................................................................................................. 5
F. Pipe Alignment ..................................................................................................... 6
G. Manhole Spacing .................................................................................................. 6
Appendix I -Fire Hydrant Flow Data From College Station Utilities
Appendix II -Hydraulic Calculations For Required Fire Flows
K:\00675 \675-02RB\Letter\TABLE OF CONTENTS .doc
I. WATER
A. Domestic Water (6" & 8" lines proposed)
Location
Softball
Concession
Pavilion
1. Pipe Material: A WW A C-909, Class 200 as required by Bryan/College Station
Unified Technical Specifications.
2. Dead End Lines: An 8" line approximately 350' long is proposed to dead end
for service to the proposed soccer restroom(s). The line(s) will have a fire
hydrant at the end of the line. (The Base Bid provides for construction of the
most northerly of the two soccer restroom buildings shown. An alternate bid
provides for construction of the most southerly of the two soccer restroom
buildings shown.
3. Pressure/Flow Requirements :
a. Domestic (Normal) Flow: Normal domestic flows are relatively
insignificant and are not included in the hydraulic calculations. (Not
required for this project per meeting with Allen Gibbs on 10/04/05 .)
Domestic flows are estimated as follows:
Equiv. Fixture Peak Flow Rate' Normal Flow Minimum Flow
Units 1 (Peak-:-4) Rate
135 84GPM 21 GPM OGPM
113 80GPM 20GPM OGPM
Soccer Restroom 107 82GPM 21 GPM OGPM
'Per MEP, Paul Swoboda, P.E.
b. Required Fire Flows (per Allen Gibbs on 10/04/05):
• Proposed Softball Concession Building (Approximately 8,557 S.F .
including covered porch): 2,000 GPM.
• Proposed Pavilion (Approximately 9,911 S.F.): 2,250 GPM
• Proposed Soccer Restroom(s): 1,500 GPM
K:\00675\675-02RB\Letter\Design Report.doc
c. Hydraulic Calculations For Required Fire Flows
Location
Softball Concession
Pavilion
Soccer Restroom 1
(Base Bid Location)
Soccer Restroom 2
(Alt. Bid Location)
Hydraulic calculations were performed to carry the required fire flow to
each of the proposed buildings using the Kypipe 2000 computer program.
A node and line schematic drawing and results print-out are included as
Appendix II.
A pressure of 89 p.s.i. from the existing water main along Hwy. 30 at the
ground elevation of existing F.H. 008 was used as the pressure source (see
attached hydrant flow data and map from College Station Utilities,
Appendix I). This data shows a 3 psi pressure drop for a flow of 1, 190
gpm. We have assumed an additional 3 psi drop to 89 psi for a 2,250 gpm
flow .
1) Calculations Based On Proposed Water Lines:
a) Flow Rate and Resulting Residual Pressure:
Flow Rate F.H. Node(s) Min. Residual
Pressure
2,000 GPM J4 -1,000 GPM 27 p.s.i.
J7 -1,000 GPM
2,250 GPM J8 -1,250 GPM 26 p .s.i.
J16 -1,000 GPM
1,500 GPM J12 43 p .s.i.
1,500 GPM J14 43 p.s.i.
b) Maximum Velocity In Mains With Fire Flows
(1) For 2,000 GPM fire flow to Proposed Softball Concession
Building:
• Existing 8" line along Veterans Parkway installed
in Phase I and believed to be C-900 PVC: 13.6
ft./ sec.
K:\00675\675-02RB\Le tter\Des ign Re port .doc 2
Location
Softball Concession
Pavilion
Soccer Restroom 1
(Alt.)
Soccer Restroom 2
• Existing 6" Phase I line believed to be C-900
PVC: 12.1 ft./sec.
(2) For 2,250 GPM fire flow to Proposed Pavilion Building:
• Existing 8" line along Veterans Parkway installed
in Phase I and believed to be C-900 PVC: 15 .3
ft./ sec.
• Existing 6" Phase I line believed to be C-900
PVC: 4.2 ft./sec.
NOTE: When the 8" line is looped to the water main along
Hwy. 60 in a future construction phase, the velocity in the
8" line for the required fire flow will be within the
recommended range as shown in paragraph 2) below .
(3) For 1,500 GPM fire flow to either of the Proposed Soccer
Restroom Buildings:
• Existing 8" line along Veterans Parkway installed
in Phase I and believed to be C-900 PVC: 10.2
ft./ sec.
2) Based On Future 8" Loop To Water Main Along Hwy. 60 :
a) Flow Rate And Residual Pressure
Flow Rate F.H. Node(s) Minimum Residual
Pressure
2,000 GPM J4 -1,000 GPM 58 P.S .I.
J7 -1,000 GPM
2,250 GPM J8 -1,250 GPM 67 P.S.I.
J16 -1,000 GPM
1,500 GPM J12 75 P.S.I.
1,500 GPM J14 75 P.S.I.
K:\00675\675-02RB\Letter\Design Report.doc 3
b) Maximum Velocity In Mains With Fire Flows: 11. 7 ft./ sec. in
6" line with fire flow to the Proposed Softball Concession
Building.
4. Pipe Alignment: Horizontal and vertical pipe alignment is in
accordance with the design requirements with the exception that the
cover over a proposed 6" water main at a crossing of an existing storm
sewer near the Proposed Softball Concession Building is approximately
3 '-6" instead of 4', and the cover over a proposed 8" water main to be
stubbed across Veterans Parkway near the northwestern end of the
street extension is approximately 3 '-6" instead of 4' at a location where
the water line will cross over a future sanitary sewer line. We
recommend that the line in these areas be slightly shallow rather than
excessively deep(± 8') for ease of future maintenance.
5 . Air Release Valve: One air release valve is shown on the plans on a
short section of proposed 8" line that is between low points in the line
where the line is to go under a drainage ditch, come up to normal grade,
and then go down under a proposed 42" storm sewer. Should the City
determine that the air release valve is not required, it can be removed
from the plans.
6. Valves: The recommended distance between valves of 800' is
exceeded in one segment of proposed 8" line along Veterans Parkway
with approximately 1,000 feet between valves. Since this line services
only the City's Park facilities, Allen Gibbs indicated on 10/04/05 that
this spacing would be acceptable.
B. Irrigation Water
Irrigation water is supplied from the City's 12" water main along Hwy. 30. A total
irrigation flow rate of approximately 1,800 GPM is estimated after construction of
the proposed Phase II facilities. The College Station Utilities Department said that
they could provide service for that flow rate from the water line along Hwy. 30 .
K:\00 675 \675-02RB\Lett er\Design Report.doc 4
--_______________________ __.
II. WAS TEW ATER (SANITAR Y SEWER ) •
A. P ipe M a teria l : Pressure class 350 ductile iron. Most of the line will have less than
6' of cover, therefore, per the City's design criteria, ductile iron pipe is required.
B. P i pe S ize : 10" for proposed lines. One existing Phase I line is 6".
C. F low R ates: Wastewater flows are estimated as follows:
Location Equivalent Peak Flow Rate Normal Flow Minimum Flow
Fixture Units 1 Rate Rate
Softball 135 84GPM 21 GPM OGPM
Concession
Pavilion 113 80GPM 20GPM OGPM
Soccer Restroom 107 82GPM 21 GPM OGPM
Phase I Facilities --86GPM 22GPM OGPM
1-PerMEP, Paul Swoboda, P.E.
Total sanitary sewer contribution from Phase II is estimated at 9,000 GPD
D . Line Cap acity:
1. Existing 6"@ 0.5% will serve the proposed softball concession building and has
capacity of approximately 180 GPM (0.26 MGD) which is greater than the peak
flow rate and normal flow rate of 84 GPM and 21 GPM, respectively, from the
Proposed Softb all Concession Building. Flow from the existing Maintenance
Building through this line is insignificant.
2. Existing 1 O" and proposed extension will serve the existing Phase I facilities,
pavilion and proposed Soccer restroom, and@ 0.25% has capacity of
approximately 490 GPM (0 .7 MGD) which is greater than the peak flow rate and
normal flow rate of Phase I and proposed P h ase II of 332 GPM and 84 GPM,
respectively.
K:\006 75 \675-02RB\Letter\Design Report .doc 5
E. Line (Pipe) Slopes: Slope of 0.25% for proposed 10" line. Approved by Allen
Gibbs on 10/04/05.
F. Pipe Alignment: In accordance with the City's design criteria. As noted previously,
the pipe is proposed to be pressure class 350 ductile iron because the cover over the
line is less than 6' in most places.
G. Manhole Spacing: Per TCEQ requirements . The maximum distance between
manholes is 499' on the 1 O" line .
K:\00675 \675-02RB\Letter\Des ign Re port .d oc 6
APPENDIX I
FIRE HYDRANT FLOW DATA FROM
COLLEGE STATION UTILITIES
P.O Bax !=00'.l • 1001 G-ciiamR>a:J • O:ille:ge Sction, lX 77812
Aure: 979-~:m:l • FflX: 979-764-3.:52
Fax Cover Sheet
Company: 0 ',i1 c:J,ty Date: IO -~ -QS'
From: ~z <:.__.-Number of Pgs: 1-J
Subject: \-~ ~~ C:~_s
Comments:
3 {J~QS ~·~w6b
~
R:Me-ing the l-B3rt of the Reseach var e;
~VV..I..
lf!:j UU;j
Hydrant Flows
Flow Hydrant Date Pitot Reading GPM Static Hgdrant Static Pressure Residual Pressure
G-001 11/03/98 92 1185 G-037 104 100
G-002 11/03/98 90 1175 G-001 104 98
G -003 11/05/98 90 1175 G-004 108 98
G-004 04/30/03 38 1040 G-003 112 84
G-004 09/08/03 90 1175 G-002 120 105
G-005 11/03/98 95 1190 G-037 104 100
G-005 09/08/03 100 1205 G-006 117 105
G-006 11/04/98 90 1175 G-007 110 102
G-007 11/04/98 95 1190 G-005 106 98
G-007 09/08/03 100 1205 G-030 115 108
G-008 11/04/98 90 1175 G-007 110 100 I
L ~ G-008 09/08/03 95 1190 G-010 110 ~r~=1·
G-009 07/24/01 95 1190 G-008 -110 105 us~o 8~
G-009 04/14/05 75 1455 G-095 115 108
f?'.$1 · A-'!>
$Tr1fi.:T 1AiG:
~-G-010 11/04/98 82 1145 G-007 108 100 P~Si~;l!JL
pol!. fZlKlL
G-011 1 1/04/98 80 1140 G-035 96 76 {ZL<.:iM '
C fi..L C<.:Z.....1 TJoiv':!:i
G-012 11/04/98 73 1110 G-035 96 82 f3ft.$~P cJJ
~lc(l.D'LD
G-0 13 07/10/01 80 1140 G-012 95 85 fL~ !~{)6?f-ll-iT
G-013 01/10/03 75 1140 G-035 100 65 f-LlJ,._j A f f.!ZS'SLJ /1£...
. ,1f:J-
G-013 09/08/03 65 1070 G-034 95 :.------75
G-014 11/04/98 75 1120 G-013 96 78
G-014 09/08/03 80 1140 G-015 100 81
G-015 11/04/98 65 1070 G-016 82 64
G-016 1 1/04/98 60 1040 G-017 80 64
G-017 04/30/03 14 640 G-019 90 24
G-017 09/08/03 65 1070 G-016 90 45
G-018 0 9/08/03 60 1040 G-019 90 70
G-019 06/15/05 60 1300 G-017 84 72
~~~~'?.W~U:.'"!!:Jl.f.!::.~rr.'llmp..'lt;uw!:~~.:w~rni.1"·''''"rns$''"""'·r?O?.~':,:.:?:t1~~m~~7.:?lf~ai;1 ~~-e.i
10106105
.J.. v / v v / L. v vu .J.. u .... ..L , . t\J\. 0 ' 0 ' u... I.} ... u L. VULLC.UC. ..:Ji/1.i.LU I ~ run. U.lL • ~VV'i
Flow HJ!.drant Date Pilot Reading GPM Static Hydrant Static Pressure Residual Pressure ,
G-020 11/05/98 87 1165 G-021 98 86
G-021 09/08/03 85 1160 G-020 113 104
G-022 11/05/98 80 1140 G-023 102 96
G-023 09/08/03 75 1120 G-022 117 108
G-024 08/24/05 85 1550 G-026 105 101
G-025 09/08103 85 1160 G-027 112 105
G-026 11104/98 86 1165 G-027 102 92
G-026 03108105 80 1500 G-024 117 110
G-027 11104/98 80 1140 G-025 104 96
G-028 11/05198 80 1140 G-031 100 92
G-029 11103/98 82 1145 G-005 108 98
G-031 11105198 75 1120 G-028 98 90
G-031 09/09/03 75 1120 G-032 110 102
G-032 11/05198 80 1140 G-028 98 88
G-033 11105198 80 1140 G-038 102 98
G-033 05129/03 90 1175 G-028 100 80
G-035 11/04/98 70 1095 G -013 96 80
G-037 11/03/98 75 1120 G-001 104 98
G-038 11/05/98 92 1180 G-033 100 94
G-039 11/05/98 98 1190 G-033 100 96
G-039 09/09/03 95 1190 G-036 113 103
G-040 09/08/03 95 190 G-047 112 101
G-042 01/05/04 75 1120 G-041 95 85
G-044 09/08/03 65 1070 G-045 107 86
* G-046 09/08/03 70 1095 G-051 115 95
G-048 05130102 85 1550 G-047 100 100
G-049 09/08/03 80 1140 G-050 105 100
G-050 04/06/01 80 1140 G-049 92 88
* G-052 09/08/03 60 1040 G-051 60 1040
r.z;.,"?l~!l'.:"'-''ll'.',...,..,.i··Gli ~~~~-~1~'~·~,~~!.:U:.'l\U·i:.~~~.:w ..... ,,..,...s .7.$l!t'i~~ ..... •l·l .. !Ji'ilr-J""'"':.:rr,cm::l!'(',_,,~ .... n~
10106105
APPENDIX II
HYDRAULIC CALCULATIONS FOR REQUIRED FIRE FLOWS
O'MALLEY ENGINEERS
BRENHAM, TEXAS
K.YPIPE NODE AND
LINE NUMBER MAP
I~
400
FILE 0:4
Scale: SEE BAR SCALE
Project Number: 675.02 RB
Drown Bv : BAG l Dole : 10/05
Revised :
Sheet Number: 1 •••• Of •••• 1
VETERANS PARK AND ATHLETIC COMPLEX, PHASE II
D3: Current system plus 6" loop around softball field back to street . No loop to
Hwy. 60 .
* * * * * * * * * * K Y P I P E 4 * * * * * * * * * *
*
*
*
*
*
*
Univers i ty o f Kentucky Network Modeling Software
Copyrighted by KYPIPE LLC
Version 2 -01/31/2 005
*
*
*
*
*
*
*****************************
Date & Time : Sat Oct 08 03:11:42 2005
INPUT DATA FILENAME --------------C:\KYPIPE-2 \675 -0 2-1\D3.DT2
TABULATED OUTPUT FILENAME --------C:\KYPIPE-2\675 -02-1\D3 .0T2
POSTPROCESSOR RESULTS FILENAME ---C:\KYPIPE-2\675 -0 2-1 \D3.RS2
************************************************
S U M M A R Y 0 F 0 R I G I N A L D A T A
************************************************
U N I T S S P E C I F I E D
FLOWRATE ........... .
HEAD (HGL ) ......... .
PRESSURE ........... .
p I p E L I N E D A T A
STATUS CODE: xx -CLOSED
p I p E NODE
NA M E #1
gallons/mi nute
feet
psig
PIPE CV -CHECK VALVE
NAMES LENGTH DIAMETER
#2 (ft) (in)
ROUGHNESS
COEFF .
MINOR
LOSS COEFF.
-------------------------------------------------------------------------------
P -1 R -1 J -1 1038.54 7 .75 150 .0000 0 .00
P -2 J -1 J -3 420.17 7.75 150.0000 0.00
P -3 J -3 J -2 103 .03 7.7 5 150.0000 0.00
P -4 J - 2 J -5 479 .41 5. 91 150.0000 0.00
P -5 J -5 J -4 52 .87 5 .91 150.0000 0.00
P -6 J-5 J -7 263.7 8 5 . 91 150.0000 0.00
P -7 J -3 J -6 245 .04 5 .91 150.0000 0.00
P -8 J -2 J -9 305 .10 8.34 150.0000 0 .00
P -9 J -9 J -8 56 .95 8.34 150.0000 0 .00
P -10 J -8 J -11 534.63 8 .3 4 150 .0000 0.00
P -11 J -11 J -10 409 .40 8 .34 150 .0000 0.00
P -12 J -10 J -13 191.91 8.34 150.0000 0 .00
P -13 J -13 J -12 133.54 8.34 150.0000 0 .00
P -14 J -13 J -14 155. 13 8.34 150.0000 0.00
Page I of IO
K:\00675\6 75-02RB\Lett er\Kypipe Calc\D3.0T2
--_____________ __.
P -15
P -16
J-9
J -7
E N D N 0 D E D A T A
NODE
NAME
J-1
J -2
J -3
J-4
J -5
J-6
J -7
J -8
J-9
J -10
J -11
J -12
J -13
J -14
J -16
R-1
0 U T P U T
NODE
TITLE
0 P T I 0 N
J -16
J -9
EXTERNAL
DEMAND
(gprn)
0.00
0.00
0.00
1000 .00
0.00
0.00
1000 .00
0 .00
0.00
0.00
0.00
0.00
0.00
0 .00
0.00
D A T A
145.49
696.63
JUNCTION
ELEVATION
(ft)
261.00
264.00
263.00
264.00
264.00
261.00
267.00
262.00
262.00
264 .00
264.00
263.00
263.00
262.00
26 2.00
265 .00
6.35 150.0000
6.35 150.0000
EXTERNAL
GRADE
(ft)
455.00
OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
S Y S T E M C 0 N F I G U R A T I 0 N
NUMBER OF PIPES ................... (p) 16
NUMBER OF END NODES ............... (j) 15
NUMBER OF PRIMARY LOOPS ........... (1) 1
NUMBER OF SUPPLY NODES ............ (f) 1
NUMBER OF SUPPLY ZONES ............ (z) 1
Case: o
RESULTS OBTAINED AFTER 4 TRIALS: ACCURACY 0.00000
S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L)
Page 2 of JO
K:\00675 \675-02RB \Letter\Kypipe Calc\D3 .0T2
0 .00
0.00
--------------'
p I p E L I N E R E s u L T s
STATUS CODE : xx -CLOSED PIPE CV -CHECK VALVE
p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/
HL/
N A M E #1 #2 LOSS LOSS VELO . 1000
1000
(gpm) (ft) (ft) (ft/s) (ft/ft)
(ft/ft)
-------------------------------------------------------------------------------
----------
P -1 R -1 J -1 2000.00
59 .05
P-2 J -1 J -3 2000 .00
59.05
P -3 J -3 J-2 2000.00
59.05
P -4 J -2 J -5 1035 .83
65.36
P -5 J -5 J -4 1000.00
61 .24
P -6 J -5 J -7 35.83
0 .13
P -7 J -3 J -6 0 .00
0.00
P -8 J -2 J -9 964 .17
10.70
P -9 J -9 J -8 0.00
0.00
P -10 J -8 J -11 0.00
0.00
P -11 J -11 J -10 0 .00
0.00
P-12 J -10 J -13 0.00
0.00
P -13 J -13 J -12 0 .00
0.00
P -14 J -13 J -14 0.00
0.00
P -15 J-9 J-16 0.00
0.00
P -16 J -7 J -9 -964 .1 7
40.35
E N D N 0 D E R E S U L T S
NODE
NAME
J -1
J -2
NODE
TITLE
K:\00675 \675-02RB\Letter\Kypipe Calc\03 .0T2
EXTERNAL
DEMAND
(gpm)
0.00
0.00
HYDRAULIC
GRADE
(ft)
393.67
362.77
Pa ge 3of10
61 .33 0.00 I3 . 60
24.81 0.00 13 . 60
6.08 0 .00 1 3.60
31.34 0.00 12 .11
3.24 0.00 11 .69
0.03 0 .00 0 .4 2
0 .00 0 .00 0.00
3 .2 6 0.00 5 .6 6
0.00 0.00 0 .00
0.00 0 .00 0.00
0.00 0 .00 0.00
0 .00 0 .00 0.00
0.00 0 .00 0 .00
0.00 0 .00 0 .00
0.00 0.00 0.00
28 .11 0.00 9 .77
NODE
ELEVATION
(ft)
PRESSURE
HEAD
(ft)
261.00 .132.67
264.00 98.77
59.05
59.05
59 .05
65.36
61.24
0 .13
0.00
10 .70
0 .00
0.00
0 .00
0 .0 0
0.00
0.00
0.00
40.35
NODE
PRESSURE
(psi)
57.49
42.80
----------------'
J -3 0.00 368.86 263 .00
J -4 1000 .00 328.20 264 .00
J-5 0 .00 331.44 264 .00
J -6 0 .00 368.86 261 .00
J-7 1000.00 331 .40 267.00
J-8 0 .00 359 .51 262.00
J -9 0.00 359 .51 262.00
J -10 0 .00 359 .51 264.00
J -11 0 .00 359 .51 264.00
J-12 0 .00 359 .51 263 .00
J-13 0 .00 359 .51 263.00
J -14 0.00 359 .51 262.00
J-16 0 .00 359.51 262.00
R -1 455.00 265 .00
S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE
NAME
FLOWRATE
(gpm)
R-1 2000.00
NET SYSTEM INFLOW 2000.00
NET SYSTEM OUTFLOW 0 .00
NET S YSTEM DEMAND 2 000 .00
Case: 1
NODE
TITLE
105.86
64.20
67 .44
107 .86
64 .40
97.51
97 .51
95.51
95.51
96 . 5 1
96 .51
97.51
97.51
190 .00
C H A N G E S F 0 R N E X T S I M U L A T I 0 N (Change Number
Change 1 -No fire flow to softball concession. 2250 GPM to Pavilion.
JUNCTION DEMANDS CHANGED -PLEASE SEE RESULTS TABLE
RESULTS OBTAINED AFTER 5 TRIALS: ACCURACY 0.00003
p I P E L I N E R E S U L T S
STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE
p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE
HL/
N A M E #1 #2 LOSS LOSS VELO .
1000
Page 4of10
K:\0067 5\675-02RB \Letter\Kypipe Calc\D3 .0T2
45.87
27.82
29 .22
46 .74
27 .91
42 .25
42.25
41 .39
41. 39
41.82
41.8 2
42 .25
42 .25
82.33
1 )
HL+ML/
1000
(gpm)
(ft/ft)
P-1 R-1 J -1 2250.00
73 .45
P -2 J -1 J -3 2250 .00
73.45
P-3 J-3 J-2 2250.00
73.45
P -4 J -2 J -5 359.37
9.20
P -5 J -5 J-4 0.00
0.00
P -6 J-5 J -7 359.37
9.20
P-7 J-3 J-6 0.00
0.00
P -8 J-2 J-9 1890.63
37 .23
P -9 J -9 J -8 1 250.00
17.30
P-10 J -8 J -11 0.00
0.00
P-11 J-11 J-10 0.00
0.00
P -12 J -10 J -13 0.00
0.00
P -13 J -13 J -12 0.00
0.00
P -14 J -13 J -14 0.00
0.00
P -15 J-9 J-16 1000 .00
43.17
P-16 J -7 J-9 359.37
6.49
E N D N 0 D E R E S U L T S
NODE
NAME
J-1
J-2
J -3
J-4
J -5
J-6
J-7
J-8
J-9
J-10
J-11
J-12
NODE
TITLE
K:\00675\675-02RB\Letter\Kypipe Calc\D3.0T2
EXTERNAL
DEMAND
(gpm)
HYDRAULIC
GRADE
(ft)
0.00 378.72
0.00 340.29
0.00 347.86
0.00(0.00) 335.88
0.00 335 .88
0 .00 347.86
0.00(0 .00) 333.45
1250.00
0.00
0.00
0 .00
0 .00
Page 5of10
327 .95
328 .93
327.95
327.95
327 .95
(ft) (ft) (ft/s) (ft/ft)
76.28 0.00 15.30
30.86 0.00 15.30
7.57 0.00 15.30
4 .4 1 0.00 4.20
0.00 0.00 0 .00
2.43 0.00 4.20
0.00 0.00 0 .00
11. 36 0.00 11.10
0.99 0.00 7.34
0.00 0.00 0 .00
0 .00 0 .00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
6.28 0.00 10 .13
4.52 0 .00 3.64
NODE
ELEVATION
(ft)
261.00
264.00
263.00
264.00
264.00
261.00
267.00
262.00
262.00
264.00
264 .00
263 .00
PRESSURE
HEAD
(ft)
117.72
76.29
84.86
71.88
71. 88
86.86
66.45
65.95
66.93
63 .95
63.95
64.95
73.45
73.45
73.45
9 .2 0
0 .00
9.20
0.00
37.23
17.30
0 .00
0 .00
0.00
0.00
0.00
43 .17
6.49
NODE
PRESSURE
(psi)
51.01
33.06
36.77
31.15
31 .15
37 .64
28.80
28.5 8
29 .00
27. 71
27.71
28 .14
J-13
J-14
J-16
R-1
0.00
0.00
1000.00
327.95
327.95
322.65
455.00
263.00
262.00
262.00
265.00
S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE
NAME
FLOWRATE
(gpm)
R -1 2250.00
NET SYSTEM INFLOW 2250.00
NET SYSTEM OUTFLOW 0.00
NET SYSTEM DEMAND 2250.00
Case: 2
NODE
TITLE
64.95
65.95
60.65
190.00
C H A N G E S F 0 R N E X T S I M U L A T I 0 N (Change Number =
28.14
28.58
26.28
82 .33
2 )
1500 GPM fire flow to new soccer restsroom. No fire flow to other parts of park
JUNCTION DEMANDS CHANGED -PLEASE SEE RESULTS TABLE
RESULTS OBTAINED AFTER 3 TRIALS: ACCURACY 0 .00000
p I P E L I N E R E S U L T S
STATUS CODE : xx -CLOSED PIPE CV -CHECK VALVE
p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/
HL/
N A M E #1 #2 LOSS LOSS VELO. 1000
1000
(gpm) (ft) (ft) (ft/s) (ft/ft)
(ft/ft)
----------
P -1 R-1 J-1 1500.00 36.00 0.00 10.20 34.66
34.66
P-2 J -1 J-3 1500.00 14 .56 0.00 10 .2 0 34.66
34.66
P-3 J -3 J -2 1500 .00 3.57 0.00 10.20 34.66
34.66
Page 6of10
K :\00675\67 5-02RB\Letter\Kypipe Ca lc\03 .0T2
4.34
0.00
4.34
0.00
17.57
24 .25
24.25
24 .25
24.25
24.25
0.00
0.00
3.06
E N D
P -4
P -5
P-6
P -7
P -8
P -9
P -10
P -11
P -12
P-13
P -14
P -15
P -16
N 0 D E
NODE
NAME
J -1
J -2
J-3
J-4
J-5
J-6
J-7
J-8
J-9
J-10
J-11
J-12
J -13
J-14
J -16
R-1
J-2 J -5 239.58
J-5 J-4 0.00
J -5 J-7 239 .58
J-3 J-6 0.00
J -2 J -9 1260.42
J-9 J-8 1500.00
J-8 J-11 1500.00
J-11 J-10 1500.00
J-10 J-13 1500.00
J -13 J -12 1500 .00
J-13 J-14 0.00
J -9 J-16 0 .00
J -7 J-9 239.58
R E S U L T S
NODE
TITLE
EXTERNAL
DEMAND
(gpm)
0 .00
HYDRAULIC
GRADE
(ft)
419.00
0 .00 400.87
0 .00 404 .44
0.00(0.00) 398.78
0.00 398.78
0.00 404.44
0.00(0.00) 397.64
0.00 394.12
0.00 395.51
0.00
0.00
1500.00
0 .00
0.00
0.00
371.23
381 .16
363.34
366.58
366 .58
395 .51
455.00
2.08 0.00 2.80
0.00 0.00 0.00
1.15 0.00 2 .80
0.00 0.00 0.00
5.36 0.00 7.40
1. 3 8 0.00 8.81
12.96 0.00 8.81
9.93 0.00 8.81
4.65 0.00 8 .81
3.24 0.00 8.81
0.00 0.00 0.00
0.00 0.00 0.00
2 .13 0 .00 2 .43
NODE
ELEVATION
(ft)
PRESSURE
HEAD
(ft)
261.00
264.00
263.00
264.00
264.00
261.00
267.00
262 .00
262.00
264 .00
264.00
263.00
263.00
262.00
262.00
265.00
158.00
136 .87
141.44
134. 78
134.78
143.44
130. 64
132. 12
133.51
107.23
117 .16
100.34
103.58
104.58
133.51
190.00
S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
Page 7of10
K:\00675 \675-02RB\Letter\Kypip e Calc\03 .0T2
4.34
0.00
4.34
0.00
17.57
24 .25
24.25
24.25
24.25
24.25
0.00
0 .00
3.06
NODE
PRESSURE
(psi)
68.47
59.31
61.29
58.41
58.41
62.16
56.61
57 .25
57.85
46.47
50.77
43.48
44.88
45 .32
57.85
82.33
( -) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE FLOWRATE NODE
NAME (gpm) TITLE
--------------------------------------------
R -1 1500.00
NET SYSTEM INFLOW 1500 .00
NET SYSTEM OUTFLOW 0 .00
NET S YSTEM DEMAND 1500.00
Case: 3
C H A N G E S F 0 R N E X T S I M U L A T I 0 N (Change Number = 3 )
Change 3 -1500 GPM fire flow to other soccer RR. No other fire flow in park.
JUNCTION DEMANDS CHANGED -PLEASE SEE RESULTS TABLE
RESULTS OBTAINED AFTER 3 TRIALS: ACCURACY 0.00000
p I p E L I N E R E s u L T s
STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE
p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/
HL/
N A M E #1 #2 LOSS LOSS VELO . 1000
1000
(gpm) (ft) (ft) (ft/s) (ft/ft)
(ft/ft)
-------------------------------------------------------------------------------
----------
P -1 R -1 J -1 1500 .00 36 .00 0.00 10 .20 34.66
34.66
P -2 J -1 J -3 1500.00 14 .56 0.00 10.20 34.66
34 .66
P -3 J -3 J -2 1500.00 3 .57 0 .00 10.20 34.66
34.66
P -4 J -2 J -5 239.58 2.08 0.00 2.80 4 .3 4
4.34
P -5 J-5 J -4 0.00 0.00 0 .00 0.00 0.00
0 .00
P -6 J -5 J -7 239.58 1.15 0.00 2 .80 4 .34
4.34
P -7 J -3 J -6 0.00 0.00 0.00 0.00 0.00
0 .00
P -8 J-2 J -9 1260 .42 5.36 0.00 7 .40 17.57
17.57
Page 8of10
K:\00675 \675 -0ZRB\Letter\Kypipe Ca lc\D3.0T2
~
P -9 J -9 J -8 1500.00 1. 38 0.00 8.81 2 4 .25
24.25
P -10 J -8 J -11 1500 .00 1 2.96 0.00 8.81 24.25
2 4.2 5
P -11 J -11 J -10 1500.00 9.93 0.00 8 .81 2 4 .25
24.25
P -1 2 J -10 J -13 1500.00 4 .65 0 .00 8.81 24.25
24.2 5
P -13 J -13 J -12 0 .00 0.00 0.00 0.00 0.00
0 .00
P-14 J -13 J-14 1500.00 3 .76 0 .00 8.81 24.25
24 .25
P -15 J -9 J -16 0 .00 0.00 0.00 0.00 0 .00
0.00
P -16 J -7 J -9 239.58 2 .13 0 .00 2 .43 3.06
3.06
E N D N 0 D E R E s u L T s
NODE NODE EXTERNA L HYDRAULIC NODE PRESSURE NODE
NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE
(gpm) (ft) (ft) (ft) (psi)
------------------------------------------------------------------------------
J -1 0 .00 419.00 261.00 1 58.00 68.47
J -2 0 .00 400 .87 264.00 136.87 59.31
J -3 0.00 404.44 263.00 141.44 61.2 9
J -4 0.00(0.00) 398 .78 264 .00 134.78 58.41
J -5 0.00 398 .78 264.00 134 . 78 58.4 1
J -6 0 .00 404.44 261.00 143.44 62 .16
J -7 0.00(0.00) 397.64 267.00 130 . 64 56.61
J -8 0.00 394.12 262.00 132 .12 57.25
J-9 0 .00 395.51 262.00 133. 51 57.85
J-10 0.00 371 .23 264 .00 107.23 46.47
J -11 0.00 381.16 264.00 117. 16 5 0 .77
J -1 2 0 .00 366.58 263.00 103 .58 44 .88
J -13 0 .00 366.58 263.00 103 .58 44 .88
J-14 1500 .00 362.82 262.00 100.82 43.69
J-16 0 .00 395.51 262.00 133. 51 57.85
R -1 455.00 265.00 190.00 82.33
S U M M A R Y 0 F I N F L 0 W S AND 0 U T F L 0 W S
(+) I NFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE
NAME
FLOWRATE
(gpm)
R -1 1500.00
NET SYSTEM I NFLOW 1500.00
NET SYSTEM OUTFLOW 0 .00
NET SYSTEM DEMAND 1500 .00
K:\00675 \675-02RB \Letter\Kypipe Calc\D3 .0T2
NODE
TITLE
Page 9of10
- -________________ _!
***** HYDRAULIC ANALYSIS COMPLETED *****
Page lOoflO
K:\00675 \6 75-02RB\Letter\Kypipe Calc\D3.0T2
VETERANS PARK AND ATHLETIC COMPLEX, PHASE II
D4: Current system plus 6" loop around softball field back to street plus loop
8 11 line to Hwy. 60.
* * * * * * * * * * K Y P I P E 4 * * * * * * * * * *
*
*
*
*
*
*
University of Kentucky Network Modeling Software
Copyrighted by KYPIPE LLC
Version 2 -01/31/2005
*
*
*
*
*
*
* * * * * * * * * * * * * * * * * * * * * * * * * * * * *
Date & Time: Sat Oct 08 02:19 :04 2005
INPUT DATA FILENAME --------------C :\KYPIPE-2\675-02-l\D4.DT2
TABULATED OUTPUT FILENAME --------C:\KYPIPE-2\675-02-l\D4 .0T2
POSTPROCESSOR RESULTS FILENAME ---C:\KYPIPE-2\675-02-l\D4.RS2
************************************************
S U M M A R Y 0 F 0 R I G I N A L D A T A
************************************************
U N I T S S P E C I F I E D
FLOWRATE ........... .
HEAD (HGL) ......... .
~RESSURE ........... .
p I p E L I N E D AT A
STATUS CODE : xx -CLOSED
p I p E NODE
N A M E #1
gallons/minute
feet
psig
PIPE CV -CHECK VALVE
NAMES LENGTH DIAMETER
#2 (ft) (in)
ROUGHNESS
COEFF.
MINOR
LOSS COEFF .
-------------------------------------------------------------------------------
P -1 R-1 J-1 1038.54 7 .75 150.0000 0.00
P -2 J -1 J -3 420.17 7.75 150.0000 0.00
P-3 J-3 J -2 103 .03 7.75 150.0000 0.00
P-4 J-2 J -5 479 .41 5. 91 150.0000 0.00
P -5 J -5 J-4 52 .87 5.91 150.0000 0.00
P -6 J -5 J-7 263.78 5.91 150.0000 0.00
P -7 J-3 J -6 245.04 5. 91 150.0000 0.00
P -8 J -2 J -9 305.10 8.34 150.0000 0.00
P -9 J -9 J -8 56.95 8.34 150.0000 0.00
P -10 J-8 J -11 534 .63 8.34 150 .0000 0.00
P-11 J-11 J -10 409.40 8.34 150.0000 0.00
P -12 J -10 J -13 191. 91 8.34 150.0000 0.00
P -13 J -13 J -12 133.54 8 .34 150.0000 0 .00
P -14 J -13 J -14 155. 13 8.34 150 .0000 0.00
Page I of IO
K:\00675 \6 75-02RB \Letter\Kypipe Ca lc \D4 .0T2
P-15
P-16
P -17
J -9
J-7
J -10
E N D N 0 D E D A T A
NODE
NAME
J-1
J-2
J-3
J-4
J -5
J-6
J-7
J-8
J-9
J-10
J-11
J-12
J-13
J-14
J -16
R -1
R -2
0 U T P U T
NODE
TITLE
0 P T I 0 N
J-16
J -9
R-2
EXTERNAL
DEMAND
(gpm)
0.00
0.00
0.00
1000.00
0 .00
0.00
1000.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0 .00
D A T A
145.49
696.63
910.78
JUNCTION
ELEVATION
(ft)
261.00
264.00
263 .00
264.00
264.00
261.00
267.00
262.00
262.00
264.00
264.00
263.00
263.00
262.00
262.00
265.00
265.00
6.35 150.0000
6.35 150.0000
8.34 150.0000
EXTERNAL
GRADE
(ft)
455.00
455.00
OUTPUT SELECTION: ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT
S Y S T E M C 0 N F I G U R A T I 0 N
NUMBER OF PIPES ................... (p) 17
NUMBER OF END NODES ............... (j) 15
NUMBER OF PRIMARY LOOPS ........... (1) 1
NUMBER OF SUPPLY NODES ............ (f) 2
NUMBER OF SUPPLY ZONES ............ (z) 1
0.00
0.00
0.00
================================================================================
Case: O
RESULTS OBTAINED AFTER 4 TRIALS: ACCURACY 0.00000
S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L)
Page 2of10
K:\00675 \675-02RB \Letter\Kypipe Calc\D4 .0T2
p I p E L I N E R E s u L T s
STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE
p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/
HL/
N A M E #1 #2 LOSS LOSS VELO . 1000
1000
(gpm) (ft) (ft) (ft/s) (ft/ft)
(ft/ft)
-------------------------------------------------------------------------------
----------
15.12
15 .12
15.12
61.96
61.24
0 .01
0.00
0.04
12.34
12.34
12.34
0.00
0.00
0.00
0.00
42.66
12.34
E N D
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 -14
P -15
P -16
P-17
N 0 D E
NODE
NAME
R-1 J-1
J -1 J -3
J -3 J -2
J-2 J -5
J -5 J -4
J-5 J -7
J -3 J -6
J-2 J-9
J-9 J-8
J -8 J -11
J -11 J -10
J -10 J-13
J-13 J -12
J -13 J -14
J -9 J-16
J-7 J -9
J -10 R-2
R E S U L T S
NODE
TITLE
EXTERNAL
DEMAND
958.30 15.70 0.00 6 .52 15 .12
958.30 6.35 0.00 6 .52 15 .12
958.30 1. 56 0.00 6 .52 15 .12
1006.35 29.70 0 .00 11. 77 61.96
1000.00 3.24 0.00 11. 69 61 .24
6 .35 0 .00 0.00 0.07 0.01
0 .00 0.00 0 .00 0.00 0.00
-48.05 0.01 0.00 0.28 0.04
-1041 .70 0.70 0.00 6 .12 12 .34
-1041 .70 6 .60 0.00 6.12 12.34
-1041.70 5.05 0.00 6.12 12.34
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0 .00 0 .00
0.00 0 .00 0.00 0.00 0.00
0.00 0 .00 0.00 0.00 0.00
-993 .65 29.72 0.00 10 .07 42.66
-1041.70 11. 24 0.00 6 .12 12.34
HYDRAULIC NODE PRESSURE NODE
GRADE ELEVATION HEAD PRESSURE
Page 3of10
K:\00675 \675-02RB\Letter\Kypipe Calc\04.0T2
(gpm) (ft) (ft) (ft) (psi)
------------------------------------------------------------------------------
J -1 0.00 439.30 261.00 178.30 77.26
J-2 0.00 431.39 264.00 167 .39 72.54
J-3 0.00 432.95 263.00 169 .95 73.64
J-4 1000.00 398.45 264 .00 134.45 58.26
J-5 0 .00 401.69 264.00 137.69 59.66
J-6 0.00 432.95 261.00 171. 95 74.51
J -7 1000.00 401.69 267.00 134.69 58.36
J-8 0.00 432 .11 262.00 170. 11 73.71
J-9 0.00 431.40 262.0 0 169.40 73.41
J-10 0.00 443 .76 264.00 179.76 77.90
J-11 0.00 438.70 264.00 174.70 75.71
J-12 0.00 443.76 263.00 180.76 78 .33
J-13 0.00 443.76 263.00 180.76 78.33
J-14 0.00 443.76 262.00 181.76 78.76
J-16 0.00 431.40 262.00 169.40 73.41
R-1 455.00 265.00 190.00 82.33
R-2 455.00 265.00 190.00 82.33
s u M M A R y 0 F I N F L 0 W S A N D 0 U T F L 0 W S
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
( -) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE FLOWRATE NODE
NAME (gpm) TITLE
R -1 958.30
R-2 1041.70
NET SYSTEM INFLOW 2000.00
NET SYSTEM OUTFLOW 0.00
NET SYSTEM DEMAND 2000.00
================================================================================
Case: 1
C H A N G E S F 0 R N E X T S I M U L A T I 0 N (Change Number 1 )
Change 1 -No fire flow to softball concession. 2250 GPM to Pavilion.
JUNCTION DEMAND S CHANGED -PLEASE SEE RESULTS TABLE
RESULTS OBTAINED AFTER 6 TRIALS: ACCURACY 0.00008
P I P E L I N E R E S U L T S
STATUS CODE: XX -CLOSED PIPE CV -CHECK VALVE
Page 4of10
K:\00675\675-02RB\Letter\Kypipe Calc\04.0T2
P I P E
HL/
N A M E
1000
(ft/ft)
17.60
17.60
17.60
2.20
0.00
2.20
0 .00
8.92
0 .03
16.28
16 .28
0.00
0.00
0.00
43.17
1.55
16.28
E N D
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 -14
P -15
P -16
P -17
N 0 D E
NODE
NAME
J -1
J -2
J -3
J -4
J -5
NODE NUMBERS FLOWRATE
#1 #2
(gpm)
R -1 J -1 1040 .18
J-1 J -3 1040 .18
J -3 J -2 1040.18
J -2 J -5 166.14
J -5 J -4 0.00
J -5 J -7 166 .14
J -3 J -6 0.00
J -2 J -9 874.04
J -9 J -8 40.18
J -8 J -11 -1209.82
J -11 J -10 -1 2 09 .82
J -10 J -13 0.0 0
J -13 J -12 0.00
J -13 J -14 0.00
J -9 J -16 1000.00
J -7 J -9 166. 14
J -10 R -2 -1209 .82
R E S U L T S
NODE
TITLE
EXTERNAL
DEMAND
(gpm)
HYDRAULIC
GRADE
(ft)
0.00 436 .73
0.00 427.52
0.00 429.33
0 .00(0.00) 426 .46
0.00 426.46
Page 5of10
K:\00675 \675-02RB \Letter\Kypipe Calc\D4 .0T2
HEAD MINOR LINE HL+ML/
LOSS LOSS VELO. 1000
(ft) (ft) (ft/s) (ft/ft)
18.27 0 .00 7.07
7 .39 0.00 7 .07
1.81 0.00 7.07
1. 06 0.00 1. 94
0.00 0.00 0.00
0 .58 0.00 1.94
0.00 0.00 0 .00
2.72 0.00 5 .13
0.00 0.00 0.24
8 .71 0 .00 7 .10
6 .6 7 0 .00 7 .10
0.0 0 0.00 0 .00
0.00 0.00 0.00
0.00 0.00 0 .00
6.28 0.00 10 .13
1. 08 0.00 1. 68
14.83 0.00 7.10
NODE
ELEVATION
(ft)
261.00
264.00
263.00
264 .00
264.00
PRESSURE
HEAD
(ft)
175 .73
163.52
166 .33
162.46
162.46
17.60
17.60
17.60
2.20
0.00
2 .20
0.00
8.92
0.03
16 .2 8
16.2 8
0 .00
0.00
0 .00
43.17
1. 55
16 .28
NODE
PRESSURE
(psi)
76 .15
70.86
72. 08
70.40
70.40
J -6 0 .00 429.33 261 .00
J -7 0 .00(0.00) 425.88 267.00
J-8 1250.00 424.80 262.00
J -9 0.00 424.8 0 262 .00
J -10 0 .00 440.17 264 .00
J-11 0 .00 433 .50 264 .00
J-12 0.00 440.17 263.00
J -13 0.00 440.1 7 263.00
J-14 0 .00 440.17 262 .00
J -16 1000.00 418 .52 262 .00
R-1 455.00 265 .00
R-2 455.00 265 .00
S U M M A R Y 0 F I N F L 0 W S A N D 0 U T F L 0 W S
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE
NAME
FLOWRATE
(gpm)
R -1 1040.18
R -2 1209 .82
NET SYSTEM INFLOW 2250.00
NET SYSTEM OUTFLOW 0.00
NET SYSTEM DEMAND 2250.00
Case: 2
NODE
TITLE
168 .33
158.88
162.80
162 .80
176 .17
169 .50
177.17
177.17
178.17
156 .52
190.00
190.00
C H A N G E S F 0 R N E X T S I M U L A T I 0 N (Change Number =
72.94
68.85
70.54
70 .55
76.34
73 .45
76 .77
76.77
77.21
67 .82
82 .33
82.33
2 )
1500 GPM fire flow to new soccer restsroom. No fire flow to other parts of park
JUNCTION DEMANDS CHANGED -PLEASE SEE RESULTS TABLE
RESULTS OBTAINED AFTER 4 TRIALS: ACCURACY 0.00008
p I P E L I N E R E S U L T S
STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE
p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/
HL/
N A M E #1 #2 LOSS LOSS VELO. 1000
1000
(gpm) (ft) (ft) (ft/s) (ft/ft)
(ft/ft)
Page 6 of 10
K:\00675 \675-02RB\Letter\Kypipe Calc\D4 .0T2
P -1 R -1 J-1 491.14
4.38
P -2 J -1 J -3 491.14
4.38
P-3 J-3 J -2 491.14
4.38
P -4 J -2 J -5 78 .45
0.55
P -5 J-5 J -4 0.00
0.00
P -6 J -5 J -7 78.45
0.55
P -7 J -3 J -6 0.00
0.00
P -8 J -2 J -9 412 .70
2.22
P-9 J -9 J -8 491. 14
3 .07
P -10 J -8 J -11 491.14
3.07
P-11 J -11 J -10 491. 14
3.07
P-12 J -10 J -13 1500.00
24.25
P -13 J -13 J -12 1500.00
24.25
P -14 J -13 J -14 0.00
0 .00
P -15 J -9 J -16 0 .00
0.00
P -16 J -7 J -9 78.45
0. 39
P -17 J -10 R-2 -1008 .86
11. 63
E N D N 0 D E R E S U L T S
NODE
NAME
J-1
J-2
J -3
J -4
J-5
J -6
J-7
J -8
J -9
J -10
J -11
J-12
NODE
TITLE
K:\00675 \675-02RB\Letter\Kyp ipe Calc\D4 .0T2
EXTERNAL
DEMAND
(gpm)
0.00
HYDRAULIC
GRADE
(ft)
450 .45
0.00 448 .15
0 .00 448.61
0.00(0.00) 447 .89
0.00 447.89
0.00 448.61
0 .00(0 .00) 447.75
0.00 447 .30
0.00
0 .00
0.00
1500 .00
Page 7of10
447.48
444 .41
445.66
436.51
4 .55 0.00 3 .34
1.84 0.00 3 .34
0.45 0.00 3.34
0 .26 0.00 0.92
0 .00 0.00 0.00
0 .14 0.00 0 .92
0.00 0 .00 0.00
0.68 0.00 2.42
0.17 0 .00 2.88
1.64 0.00 2.88
1.26 0 .00 2.88
4.65 0 .00 8.81
3.24 0 .00 8 .81
0 .00 0 .00 0 .00
0 .00 0.00 0.00
0.27 0.00 0.79
10.59 0.00 5.92
NODE
ELEVATION
(ft)
PRESSURE
HEAD
(ft)
261 .00
264 .00
263 .00
264 .00
264 .00
261.00
267 .00
262 .00
262 .00
264 .00
264 .00
263 .00
189.45
184 .15
185 .61
183.89
183.89
187.61
180.75
185.30
185.48
180.41
181 .66
173.51
4 .38
4 .38
4.38
0.55
0 .00
0.55
0 .00
2.22
3.07
3 .07
3 .07
24.25
24 .25
0 .00
0.00
0.39
11.63
NODE
PRESSURE
(psi)
82 .09
79 .80
80 .43
79.69
79.69
81 .30
78.32
80.30
80.37
78.18
78. 72
75 .19
J -13 0.00 439.75 263.00
J-14 0.00 439.75 262.00
J -16 0.00 447 .48 262.00
R-1 455 .00 265.00
R-2 455 .00 265.00
S U M M A R Y 0 F I N F L 0 W S AND 0 U T F L 0 W S
(+) I NFLOWS INTO THE SYSTEM FROM SUPPL Y NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE
NAME
FLOWRATE
(gpm)
R -1 491.14
R -2 1008.86
NET SYSTEM INFLOW 1500 .00
NET SYSTEM OUTFLOW 0.00
NET SYSTEM DEMAND 1500.00
Case: 3
NODE
TITLE
176 .75
177 .75
185 .48
190.00
190.00
C H A N G E S F 0 R N E X T S I M U L A T I 0 N (Change Number =
76 .59
77 .03
80.37
82.33
82 .33
3 )
Change 3 -1500 GPM fire flow to other soccer RR. No other fire flow in park .
JUNCTION DEMANDS CHANGED -PLEASE SEE RESULTS TABLE
RESULTS OBTAINED AFTER 3 TRIALS: ACCURACY 0 .00000
p I P E L I N E R E S U L T S
STATUS CODE: xx -CLOSED PIPE CV -CHECK VALVE
p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/
HL/
N A M E #1 #2 LOSS LOSS VELO. 1000
1000
(gpm) (ft) (ft) (ft/s) (ft/ft)
(ft/ft)
P -1 R -1 J -1 4 91. 14 4 .55 0 .00 3.34 4.38
4.38
P -2 J -1 J -3 491.14 1.84 0.00 3.34 4.38
4 .38
Page 8of10
K:\00675 \675-02RB \Letter\Kypipe Cal c\D4 .0T2
P -3 J-3 J -2 491.14
4.38
P -4 J -2 J -5 78.45
0.55
P -5 J -5 J -4 0.00
0.00
P -6 J -5 J -7 78.45
0 .55
P -7 J -3 J -6 0 .00
0.00
P -8 J -2 J -9 412 .70
2.22
P -9 J -9 J -8 491.14
3.07
P -10 J -8 J -11 491 .14
3 .07
P -11 J -11 J -10 491.14
3.07
P -12 J -10 J -13 1500.00
24.25
P -13 J -13 J -12 0.00
0.00
P-14 J -13 J-14 1500 .00
24.25
P -15 J-9 J -16 0.00
0.00
P -16 J -7 J-9 78.45
0.39
P -17 J -10 R -2 -1008 .86
11.63
E N D N 0 D E R E S U L T S
NODE
NAME
J -1
J -2
J -3
J -4
J-5
J -6
J -7
J -8
J-9
J-10
J-11
J-12
J -13
J-14
J-16
R-1
R-2
NODE
TITLE
K:\00675 \675-02RB \Letter\Kypipe Calc\D4 .0T2
EXTERNAL
DEMAND
(gpm)
HYDRAULIC
GRADE
(ft)
0.00 450 .45
0.00 448 .15
0.00 448.61
0.00(0 .00) 447 .89
0.00 447 .89
0.00 448.61
0 .00(0 .00) 447.75
0.00
0.00
0.00
0.00
0 .00
0.00
1500.00
0 .00
Page 9of10
447 .30
447.48
444 .41
445.66
439 .75
439.75
435 .99
447.48
455 .00
455 .00
0.45 0 .00 3 .34
0.26 0.00 0.92
0.00 0.00 0.00
0.14 0.00 0.92
0 .00 0 .00 0 .00
0.68 0.00 2 .42
0 .17 0.00 2 .88
1. 64 0.00 2 .88
1. 26 0.00 2.88
4.65 0 .00 8 .81
0.00 0.00 0.00
3 .76 0 .00 8.81
0.00 0.00 0.00
0 .27 0.00 0 .79
10 .59 0 .00 5.92
NODE
ELEVATION
(ft)
PRESSURE
HEAD
(ft)
261 .00
264.00
263.00
264 .00
264.00
261.00
267 .00
262.00
262.00
264 .00
264.00
263.00
263 .00
262.00
262 .00
265 .00
265 .00
189.45
184 .15
185.61
183 .89
183.89
187 .61
180.75
185.30
185 .48
180 .41
181.66
176.75
176.75
173.99
185.48
190 .00
190 .00
4.38
0.55
0.00
0.55
0.00
2.22
3 .07
3.07
3.07
24 .25
0.00
24 .25
0.00
0 .39
11. 63
NODE
PRESSURE
(psi)
82.09
79.80
80.43
79.69
79 .69
81 .30
78 .32
80.30
80 .37
78.18
78. 72
76.59
76.59
75 .40
80.37
82 .33
82.33
S U M M A R Y 0 F I N F L 0 W S AND
(+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES
(-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES
NODE
NAME
FLOWRATE
(gpm)
R-1 491 .14
R -2 1008 .86
NET SYSTEM INFLOW 1500.00
NET SYSTEM OUTFLOW 0 .00
NET SYSTEM DEMAND 1500.00
NODE
TITLE
0 U T F L 0 W S
***** HYDRAULIC ANALYSIS COMPLETED *****
Page 10of10
K:\00675 \675-02RB \Letter\Kypipe Calc\D4.0T2
---------------------