HomeMy WebLinkAbout60 Development Permit 625 Varisty FordFINAL DRAINAGE REPORT
FOR THE
HIGH RIDGE SUBDIVISION
PARKING EXP ANSI ON & DRAINAGE IMPROVEMENTS
COLLEGE STATION, BRAZOS COUNTY, TEXAS
NOVEMBER, 1998
Revised: NOVEMBER 24, 1998
~·
MUNICIPAL DEVELOPMENT GRO UP
I~'~ I •I!J 2551 TEXAS AVEN UE. SOUTH , STE . A
COLLEGE STAT ION, TEXAS 77840
Ph: (409)693 -5359 Fx : (409) 693 -4243 ~Consu lt ing Engineers · Environmental· Surveyors· Planners
TABLE OF CONTENTS
1.0 PROJECT SCOPE ................................................................................................. 4
1.1 SITE LOCATION .................................................................................................... 4
1.2 GENERAL DESCRIPTION ..................................................................................... 4
2.0 DRAINAGE BASINS & SUB-BASINS ................................................................. 4
2.1 MAJOR DRAINAGE BASIN DESCRIPTIONS ...................................................... 4
2.2 SUB-DRAINAGE BASIN DESCRIPTIONS ........................................................... 5
3.0 DRAINAGE DESIGN CRITERIA & CONSTRAINTS ....................................... 5
3 .1 STREET DRAINAGE ............................................................................................. 5
3 .2 STORM SEWER INLETS ....................................................................................... 6
3.3 STORM SEWER SYTEMS ..................................................................................... 6
3 .4 OPEN CHANNELS ................................................................................................. 7
3.5 CULVERTS ............................................................................................................. 8
3.6 DETENTION FACILITIES ..................................................................................... 8
4.0 DRAINAGE SYSTEM MODELING .................................................................... 9
4 .1 STREET DRAINAGE ............................................................................................. 9
4 .2 STORM SEWER INLETS ....................................................................................... 9
4 .3 STORM SEWER SYSTEMS ................................................................................... 9
4 .4 OPENCHANNELS ............................................................................................... 10
4.5 CULVERTS ........................................................................................................... 10
4 .6 DETENTION FACILITIES ................................................................................... 10
5.0 CONCLUDED DRAINAGE IMPROVEMENTS ............................................... 11
5.1 STORM SEWER SYSTEMS ................................................................................. 11
5.2 OPEN CHANNELS ............................................................................................... 11
5.3 GRADING & ERIOSION CONTROL ................................................................... 13
APPENDIX A -HYDRAULIC COMPUTATIONS
APPENDIX B -MAPPING
APPENDIX C -DRAINAGE DETAILS
LIST OF TABLES
DESCRIPTION PAGE NO.
TABLE #1 -Proposed Discharge Outlets (10-Year Rainfall Event) .............................. 11
TABLE #2 -Proposed Discharge Outlets ( 100-Year Rainfall Event) ............................ 11
TABLE #3 -Proposed Open Channels (25-Year Rainfall Event) .................................. 12
TABLE #4 -Proposed Open Channels (100-Year Rainfall Event) ................................ 12
TABLE #5 -Proposed Pilot Channels ........................................................................... 12
Hi gh Rid ge Subdivision
Drain ag e Improvem ents
1.0 PROJECT SCOPE
Muni ci pa l Development Group
This report outlines the drainage improvements for the High Ridge Subdivision
"Varsity Ford" parking expansion . This drainage report will consist of the
requirements necessary for the improvements of this site in accordance with the
provisions of the City of College Station Drainage Policy and Design Standards.
1.1 SITE LOCATION
The project is located on the east frontage road of State Highway No . 6 .
Surrounding existing developments immediately adjacent to the project
site are ; the existing Varsity Ford Motor Complex building and car lot,
and the Hollywood Theatre center. The site fronts the frontage road
approximately 2000 linear feet south of the State Highway No . 60
intersection .
1.2 GENERAL DESCRIPTION
The subject property, being a 1.90-acre tract, is currentl y vacant. This
land generally slopes to the northeast with a grade of approximatel y 3. 00 %
being fairly uniformly distributed . This site is currently unimproved with
native grasses, weeds , and light underbrush and some large trees . The
project site is adjacent to Carter Creek and is within that drainage basin .
2.0 DRAINAGE BASINS & SUB-BASINS
2 .1 MAJOR DRAINAGE BASIN DESCRIPTIONS
The drainage improvements project site is contained within the drainage-
watershed of the Carter's Creek Drainage Basin. This drainage basin is
illustrated on Exhibit # 1 -"Carter's Creek Drainage Basin" located in
Appendix B -Mapping . The borders of this drainage basi n roughl y
consist of Rock Prairie Road on the south and west, State Hwy No 30 to
the east , and State Hwy No. 21 to the north .
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High Rid ge Subdivision
Draina ge Improvem ents
2 .2 SUB-DRAINAGE BASIN DESCRIPTIONS
Muni ci pal Development Group
The sub-drainage basins that will determine all drainage calculations will
consist of the 1. 90-acre tract that includes the parking area expansion . The
Varsity Ford parking expansion will be analyzed in two separate drainage
configurations . Initial the sub-basin will be examined at the current pre-
development conditions . This analysis will provide for accurate pre-
development runoff values . Next , the sub-basin was reconfigured to
match drainage patterns of the proposed site grading . New coefficients of
runoff were established with associated runoff values . From these
computations the required proposed drainage structures were designed .
The new sub-drainage basins are illustrated on Exhibit #2 -"Post-
Development Varsity Ford Sub-Drainage Basin". Results of these
calculations are shown in Section 5.0.
The project site fringes the 100-year floodplain as shown on the Flood
Insurance Rate Map , (FIRM) Map No . 48041C0142 C having an effective
date of July 2, 1992 . An excerpt of the FIRM map with the location of the
project site is illustrated on Exhibit #3 -"FIRM Map " located in
Appendix B -Mapping .
3.0 DRAJNAGE DESIGN CRITERIA & CONSTRAJNTS
For all development within the City of College Station, there are criteria on the
use of which design storms and development conditions for type of drainage
improvements . Below, in each type of improvement 's, the required design
constraints are more fully detailed . All drainage improvements shall also be
analyzed during the 100-year rainfall event to insure that no adverse conditions
will exist.
3.1 STREETDRAINAGE
Street drainage improvements shall be designed in accordance to the City
of College Station 's Drainage Policy and Design Standards . Unless
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High Ridge Subdivision
Drainage Improve m ents Muni ci pal Development Group
otherwise stated , the following constraints shall dictate the design of all
street grading and drainage :
•!• All proposed streets shall have curb and gutter.
•!• Maximum velocity not to exceed 10 ft/sec and rrummum slope of
0.4%.
•!• Concrete valley gutters shall be placed at all roadway intersections
where runoff is carried from one side of the roadway to the other.
•!• The 100-year rainfall event shall be confined within the limits of the
street right-of-way .
•!• All streets permissible spread of water shall be dictated by the 10-year
rainfall event. For each class of street, the following conditions will
control :
);;> Arterial & Parkway-One clear lane in each direction 24 foot total
clearance at center of street.
);;> Collector & Commercial -One clear lane 12 foot total clearance at
the center of the street.
);;> Local -Depth of water not to exceed the top of curb or crown,
whichever is less .
3 .2 STORM SEWER INLETS
Storm sewer inlets shall be designed in accordance to the City of College
Station 's Drainage Policy and Design Standards. Unless otherwise stated,
the following constraints shall dictate the design of all storm sewer inlets:
•!• Inlets on all streets, except for residential , shall be recessed with a
minimum 4" depression .
•!• Curb openings shall be a minimum length of 5 feet.
•!• Inlets with greater than a 5" gutter depression on streets with less than
a 1. 00% grade shall be designed in sump conditions .
•!• Inlets at bridges and culvert structures shall be oversized to
accommodate 125% of the IO-year rainfall event.
•!• Ponding at curb inlets shall not exceed 18" in depth .
3 .3 STORM SEWER SYSTEMS
Storm sewer system improvements shall be designed in accordance to the
City of College Station's Drainage Policy and Design Standards . Unless
otherwise stated, the following constraints shall dictate the design of all
storm sewer systems :
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High Ridge Subdivision
Drainage Improvements Municipal Development Group
•!• Minimum velocity allowed is 2 .5-ft/sec and maximum velocity
allowed is 15 ft/sec during the 10-year rainfall event.
•!• When a change in pipe or boxes size is required , the soffit or top
respectively will match and a junction box shall be provided for at
these points .
•!• Maximum spacing of manholes shall be 300 feet for pipes of 54"
diameter or smaller. Maximum spacing of manhole shall be 500 feet
for pipes greater than 54 " diameter.
•!• Minimum storm sewer pipe diameter of 18 ". Short laterals adjacent to
inlets may be 12 " in diameter.
•!• Conduits of 24 " or less shall be designed with the assumption of a
25% reduction in cross-sectional area.
•!• At all inlets, manholes, and junction boxes an elevation drop of 0 .1
feet minimum will be necessary .
•!• The theoretical hydraulic grade line for the 10-year rainfall event shall
be a minimum of 0 .5 feet from the flowline of any curb inlet in the
system .
•!• The minimum width of any easement for a storm sewer system shall
be 15 feet, and the centerline of the storm sewer shall be at least 5 feet
from the closest side of the easement.
3 .4 OPEN CHANNELS
Open channel improvements shall be designed in accordance to the City of
College Station 's Drainage Policy and Design Standards. Unless
otherwise stated , the following constraints shall dictate the design of all
open channels :
•!• Minimum grade shall be 0.4% for earth or vegetative lined channels .
•!• Channel capacities shall be dictated by the design storm of the 25-year
rainfall event.
•!• Low-flow pilot channels shall be required for grass-lined channels
with a carrying capacity of 1/3 of the peak discharge of the 5-year
rainfall event.
•!• Minimum permissible velocity of 2 .5 ft/sec during the 25-year rainfall
event .
•:• Maximum channel velocities shall be as dictated below :
~ Exposed earth at 3 .0 ft/sec .
~ Seeded grass at 4.5 ft/sec .
~ Sodded grass at 6 .0 ft/sec .
~ Impermeable surface at 10 ft/sec .
•!• Maximum side slope for grass-lined earth channel is 3 : 1.
•!• Channels with trapezoidal cross-section shall have a minimum bottom
width of 4 feet.
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Hi gh Ri dge Subd ivision
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•!• Channel shall have a minimum freeboard of 0.5 feet.
•!• The 100-year rainfall event shall be contained w ithin the channel
drainage easement.
•!• Minimum drainage easement width shall be the channel 's top width
plus 20 feet.
3.5 CULVERTS
Culverts shall be designed in accordance to the City of College Station 's
Drainage Policy and Design Standards . Unless otherwise stated, the
following constraints shall dictate the design of culverts :
•!• The design discharge for culverts shall be the 25-year rainfall event
unless under a residential street in the secondary drainage system .
Then the 10-year rainfall event will be the design storm .
•!• Maximum headwater elevation shall be one foot less than the top of
curb elevation .
•!• Maximum overflow into the street shall be 2 feet in depth from the
lowest point in the roadway profile . Overflow shall not exceed design
conditions for street drainage .
•!• The maximum allowable discharge into channels are as follows :
~ Natural channel or seeded cover at 6.0 ft /sec .
~ Sodded cover at 8.0 ft/sec .
~ Impermeable surface at 15 ft /sec .
3.6 DETENTION
Detention shall be designed in accordance to the City of College Station 's
Drainage Policy and Design Standards . Unless otherwise stated , the
following constraints shall dictate the design of detention basins :
•!• Detention facilities shall have the capacity to contain the 100-year
rainfall event.
•!• Maximum detention basin 's side slope shall be 4 : 1 with vegetative
cover and 2 : 1 for non-vegetative cover.
•!• Bottom slopes of the detention basin with vegetative cover shall be at a
grade of 20 : 1 with low-flow pilot channels .
•!• Minimum of 0.5 feet offreeboard during the 100-year rainfall event.
•!• Detention facilities other than parking lots and rooftops shall have an
increased capacity of 10% to allow for sedimentation .
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High Ridge Subdiv ision
Drainage Improve m ents
4.0 DRAINAGE SYSTEM MODELING
Municipal Development Group
For all drainage system modeling , the volume of runoff will be calculated . The
drainage area calculations are summarized accordingly using the Rational
Method : (Q=CIA) where "Q" is the runoff in cubic feet/second, "C" is the runoff
coefficient, "I" is the storm intensity in inches/hour for each selected frequency ,
and "A" is the drainage area in acres . A minimum 10-minute time of
concentration for all calculations will be assumed . The selected frequencies will
be 2, 5, 10, 25 , 50, 100-year rainfall events .
4 .1 STREET DRAINAGE
Street flow calculations are aided by the program Flow Master v . 5. 7 by
Haestad Methods . Within this program basic geometry and characteristics
of a proposed or existing curb & gutter street can be defined . From this
information, Manning 's formula is then used to calculate desired
parameters of the street.
4.2 STORM SEWER INLETS
Storm sewer inlets are a part of the storm sewer system evaluation . As
mentioned above, this was done with the (TxDOT) hydraulic program
WinStorm v. 1.3 . Derivatives of Manning's formula are used within this
program , pending on the geometry of the curb inlet and the condition of
flow , to size inlets accordingly to the permissible spread of water on the
street.
4 .3 STORM SEWER SYSTEMS
Storm sewer system are evaluated with (TxDOT) hydraulic program
WinStorm v . 1.3 . Within this program, basic geometry and characteristics
of a storm sewer system can be defined . This would include data such as
drainage basin calculations, type and configuration of several types of
inlet boxes, and controlling factors of the conveyance system . From this
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High Ri dge Su bd ivision
Drainage Impro ve m ent s Muni ci pa l Dev elopm ent Group
program critical information can be determined about the storm sewer
system .
4.4 OPEN CHANNELS
Open channel hydraulic calculations are aided by the program FlowMaster
v . 5 .7 by Haestad Methods . Within this program, basic geometry and
characteristics of a proposed or existing channel can be defined . From this
information, Manning 's formula is then used to calculate desired
parameters of the open channel.
4 .5 CULVERTS
Culverts are evaluated one of two ways :
Short, singular culverts are calculated with the Texas Department of
Transportation (TxDOT) hydraulic program Culverts v . 1.0 . W ithin this
program, basic geometry and characteristics of a culvert can be defined .
This would included data such as tailwater, geometry, and ent rance/exit
losses . For each culvert investigations will be made in order to determine
whether it is inlet or outlet controlled .
For longer more complex culvert with bends and grade transitions the
program StormCad v. 1.0 by Haestad Methods will be used .
4 .6 DETENTION
Detention requirements are determined by graphical means. Tabulations of
the pre-development and the post-development hydrograph s of the
drainage areas are provided . The hydrographs are based on the standard
SCS unit hydrograph with time to peak discharge set to equal the time of
concentration and the total base time set at 3 . 00 t imes the time of
concentration .
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High Ri d ge Subdiv ision
Drain a ge Improvem ents Muni cipa l Developm ent Group
5.0 CONCLUDED DRAINAGE IMPROVEMENTS
The following drainage improvements are for the runoff of the 1.90-acre
development of High Ridge Subdivision "Varsity Ford". These improvements
included the grading and channeling of the proposed site .
5 .1 STORM SEWER SYSTEMS
The sub-drainage basins will be drained by curb leave-outs, which will
discharge runoff collected by the proposed parking expansion into the
drainage channel which shall discharge into Carter Creek. The curb leave-
outs were design with the 10-year rainfall event and anal yzed fo r adverse
affects during the 100-year ra infall event. The results are as follo ws :
TABLE#1
PROPOSED DISCHARGE OU TLETS
10-YEAR RAINFALL EVE NT)
DRAINAGE DISCHARGE WIDTH D EPTH VELOCITY
OUTLET cf s ft (ft) (ft/sec)
81
82
83
1 .729 2 0 .23 3.75
2 .696 2 0 .31 4.36
5 .715 4 0 .30 4 .70
TABLE#2
PROPOSED DISCHARGE OUTLETS
100-YEAR RAINFALL EVENT) -----DRAINAGE DISCHARGE WIDTH DEPTH
OUTLET cfs ft 1 {ft)
81 2 .330 2 0.28
82 3 .635 2 0.38
83 7 .704 4 0.37
5.2 OPEN CHANNELS
The proposed parking lot runoff will be collected into a small drainage
channel , which will discharge into Carter Creek. This channel was design
with two options for construction . Option # 1 design will consist of a
typical concrete pilot channel with seeded lined banks at a sid e slope of
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High Ridge Subdivision
Drainage Impro vements Muni cipal Development Group
4 : 1. Option #2 will be a concrete rip-rap channel cross-section with 4 : 1
side slopes. Below are the results of both channel options :
TABLE#3
PROPOSED OPEN CHANNELS
25-YEAR RAINFALL EVEN
OPTION#1 OPTION#2
DRAINAGE DISCHARGE DEPTH VELOCITY DEPTH VELOCITY
BASIN cfs ft ft/sec fl ft/sec
81 2.805 0 .58 2 .12 0 .64 1 .71
82 5 .054 0.72 2 .45 0.80 1 .98
83 11.581 0 .98 3.02 1 .09 2 .43
TABLE#4
PROPOSED OPEN CHANNELS
100-YEAR RAINFALL EVENT
OPTION#1 OPTION#2
DRAINAGE DISCHARGE DEPTH TOP WIDTH DEPTH TOP WIDTH
BASIN cf s ft ft ft ft
81 3 .311 0 .61 4.90 0 .68 5 .46
82 . 5.965 0 .76 6 .11 0 .85 6 .81
83 13 .669 1.04 8 .34 1 .16 9 .29
In addition to the open-channel design for the Option # 1 cross-section, low
flow pilot channels were design to be constructed from the proposed
drainage outlets, along the centerline of the channel and to the confluence
of Carter Creek. The results and design criteria for the pilot channels are
as follows :
DRAINAGE
BASIN
81
82
83
000414-3134 Drainage Report .doc
TABLE#S
PROPOSED PILOT CHANNELS
OPTION #1 -CROSS SECTIONS
DISCHARGE DEPTH TOP WIDTH
cfs ft fl
0.422 0.21 1.65
1 .314 0 .32 2.53
3 .011 0 .43 3 .46
DESIGN WIDTH
ft
2.00
3 .00
4.00
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High Ri dge Subdivision
Drain age Improve m ents
5.3 GRADING & EROSION CONTROL
Muni ci pal Development Group
Erosion control shall be where indicated and m placed until grass , by
seeding, is established . Erosion control details are provided in Appendi x
c.
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000414-3134 Drainage Report.doc
APPENDIX A
HYDRAULIC COMPUTATION
DESCRIPTION
APPENDIX A
TABLE OF CONTENTS
PAGE NO.
Pre-Development Runoff Calculations ........................................................................ A-1
Post-Development Runoff Calculations ....................................................................... A-2
Curb Leave-out Area Bl (10 year) .............................................................................. A-3
Curb Leave-out Area B 1 (100 year) ............................................................................ A-4
Curb Leave-out Area B2 (10 year) .............................................................................. A-5
Curb Leave-out Area B2 (100 year) ............................................................................ A-6
Curb Leave-out Area B3 (10 year) .............................................................................. A-7
Curb Leave-out Area B3 (100 year) ............................................................................ A-8
Open Channel Area Bl (25 year): Option #1 .............................................................. A-9
Open Channel Area Bl (100 year): Option #1 .......................................................... A-10
Open Channel Area B2 (25 year): Option #1 ............................................................ A-11
Open Channel Area B2 (100 year): Option #1 .......................................................... A-12
Open Channel Area B3 (25 year): Option #1 ............................................................ A-13
Open Channel Area B3 (100 year): Option #1 .......................................................... A-14
Open Channel Area B 1 (25 year): Option #2 ............................................................ A-15
Open Channel Area B 1 (100 year): Option #2 .......................................................... A-16
Open Channel Area B2 (25 year): Option #2 ............................................................ A-17
Open Channel Area B2 (100 year): Option #2 .......................................................... A-18
Open Channel Area B3 (25 year): Option #2 ............................................................ A-19
Open Channel Area B3 (100 year): Option #2 .......................................................... A-20
Pilot Channel Area B 1 ............................................................................................... A-21
Pilot Channel Area B2 ............................................................................................... A-22
Pilot Channel Area B3 ............................................................................................... A-23
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DRAINAGE AREA -PRE-DEVELOPMENT
GENERAL INFORMATION
Description: Drainage area of site before development.
Drainage Area (A PRE ) = 1.226 acres
TIME OF CONCENTRATION CTc>
GIVEN
Maximum Travel Distance (DP RE)
Velocity of Runoff (VPRE ) =
Coefficient of Runoff (CP RE) =
315 ft
It 2 .00 fsec
0.38
**NOTE : Minimum T c allowed = 1 O min .
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e ) = 0.806
Coefficient {b ) = 65
Coefficient (d) = 8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.785
Coefficient (b) = 76
Coefficient (d ) = 8.5
10 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e ) =
Coefficient (b) =
Coefficient (d) =
0.763
80
8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.754
89
8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e ) =
Coefficient (b) =
Coefficient (d } =
0.745
98
8.5
100 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) = 0.73
Coefficient (b) =
Coefficient (d) =
3134-000414 Drainage Runoff Evalu ati on.xis
96
8
RESULT
T c(PRE J = 2 .6 min .
Rainfall Intensity (1 2) = 6 .327 i%r :si :\!: •:•:,::::=:,:.::•::,::=•\,=::•:=:=.=.==:==:=:== ===::., ? : ·: :::::::•1~t:1~:q;'-r• n
Rainfall Intensity (1 10) = 8.635 in /hr
.
:.a.:.:.·.·-•-·.:_'_l.=·_,_1_=_._:·_._·.=_·.:_=_._•·-· .. _=_·_._·· •:: :,. xc==::: • : J e ,::: ::. •' r: ::: a.;os.&. &.ts < =
-r:U. ::::::::::::::::::::::::::::: :·:·:·:·:·:·:·:·:·:·:·:·:-:-:-:-:·:-:·:·:·:·:-:· ··:·:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:.:-:-:-:-:·:·:·:<·:·:
Rainfall Intensity (1 25) = 9.861 in /hr
· .• a.: ... · .. •.· .. ·.· .. ~.·=·.-~.·'=.:_•= .• · .... i: .. ·.: .. ·.: .. ·_.-.•..•.•. _ •.•. _._••-··-·: · ==•==···==·= : .. ::.: :=:• 1 • • •%Ui33 ::iiis r•< ,.g :::::::::::::::::::::::~:::~{:~=~=~=~=~=~=~=~=~=~== ::::. :-:-:·:···:·:·:·:·:-:-:-:-:-:-:-:-:-:-:-:-:-:·:·:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:-:·:···
Rainfall Intensity (1 50) = 11 .148 i%r
•.Jl.'.•.•.· .. iQ=_•:.:=.~.=•.•·.:::: ::::;:::::>c =::: : : ::::< ::•:1:1::=2az:Eks 1• ~ :·:-:-:·:-:··-:-:.:-:-:·:-:-:-:-:·:·
Rainfall Intensity (1 100) 11 .639 i%r
:am :a-.•• r> J:•• :::,::::::::::,:::::::::::::r:•::::::.~1=~1 :1!:• :•:::
DRAINAGE AREA -POST-DEVELOPMENT
GENERAL INFORMATION
Description : Drainage area of site after development
Drainage Area (81) = 0.209 acres (developed area)
Drainage Area (82) = 0.326 acres (developed area)
Drainage Area (83) = 0.691 acres (developed area)
TIME OF CONCENTRATION <Tc}
GIVEN RESULT
Maximum Travel Distance (D 1) = 100 ft Tc1 = 0 .6 min .
Velocity of Runoff (V1) = ft 3 .00 fsec
Coefficient of Runoff (C 1) = 0 .95
Maximum Travel Distance (D 2) = 100 ft Tc2 = 0 .6 min .
Velocity of Runoff (V2) = ft 3.00 fsec
Coefficient of Runoff (C 2) = 0 .95
Maximum Travel Distance (D 3) = 175 ft Tc3 = 1 .0 min .
Velocity of Runoff (V3) = ft 3.00 fsec
Coefficient of Runoff (C 3) = 0 .95
-NOTE: Minimum Tc allowed= 10 min. T C(POST) = 2 .1 min.
3134-000414 Drainage Runoff Evaluation.xis
DRAINAGE AREA -POST-DEVELOPMENT
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.806
65
8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0 .785
Coefficient (b) =
Coefficient (d) =
76
8 .5
10 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.763
80
8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0 .754
89
8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.745
98
8 .5
100 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
3134-000414 Drainage Runoff Evaluation.xis
0 .73
96
8
Rainfall Intensity (1 2) = 6 .327 in/hr
QAREA 1 = 1 .267 cfs
QAREA 2 = 1 .976 cfs
QAREA 3 = 4 .188 cfs
i'lj:a ::: ·.:.::.:,·:•::•::::::::: t> ::::: rm:t1~1:_•ii$m m:1
Rainfall Intensity (1 5) = 7.693 i%r
QAREA 1 = 1 .540 cfs
QAREA 2 = 2 .402 cfs
QAREA 3 = 5.092 cfs
:,:.:,1.u_:,'.•,:_•,'.'.''.'.'.:,•.~,•.','.•,•.•,•.•,•.:,•.•,•.:,•.•,•.•,•.•,•.:,•.•,• ::: ''>'' ' : ::::::::::::::::: .•: .... •.••.:.•.•.•.•.•.•.•.s .. · .. ·.:.~.'.m .. : .. · ... :_:.· .. ·.:•.::.:.:•.••.•~-·:.•.t.:.$..·: .. ·•.•: .. • ,,,,,,,,, ~ :::::::::::::::::::;:;:;:;::::::::::::::: .. ;.:-:·>>:·:·:·:·:·:• .....
Rainfall Intensity (Im) = 8 .635 i%r
QAREA 1 = 1 . 729 cfs
QAREA 2 = 2 .696 cfs
QAREA 3 = 5 .715 cfs
••l jia •· ,:;::,;::::tin: •1 ... Ii:t •ii~lii :ii ••:::
Rainfall Intensity (1 25 ) =
QAREA 1 =
QAREA 2 =
QAREA3 =
9 .861 in/hr
1 .974 cfs
3 .080 cfs
6 .528 cfs
·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·. :-:-:-:-:-:::::··-·.·.····
::91:11 :: •• •••••••••••••tI: /: ,•.•.• ... •.•.:_,_:_•.'.•.•. ,'.:,'.•,'.•,'.•,'.•,'.•.:.·.•.·.'.:, .. ,.••,• .. :,•.1,:_.', UU1 as f • ::::::::: :::::::::·::::: :::::::-:-:-:-:·:-'·'.·~·'.•'•"•"•" ...
Rainfall Intensity (1 50) =
QAREA 1 =
QAREA2 =
11 .148 i%r
2.232 cfs
3 .481 cfs
Q AR EA3 = 7 .379 cfs ::R.•a:r '•.:,••-:· :: : j::·•·\ :: . : ·:. :1~~-~ Pt! •J
Rainfall Intensity (1100)
QAREA 1 =
in/ 11.639 hr
2 .330 cfs
QAREA 2 = 3 .635 cfs
QAREA3 = 7 .704 cfs
·:-:-:-:-:-:-:-:-:-:-:-:-:-;.:-:-·.·.·.·.·.··:·:::;:::·:-:-:···· .... :: ::::::::::::::::::::::::::: ........................ . ]I.~~•*••••<••••••'•\:::,, •:: •• ... ::::::::::~:~;~~·••m :::: ·.
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Rectangular Channel
i:\projects\400\3134-varsity\3134t1 ra.fm2
Curb Leaveout Area 81 (10 yr)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
2.00 ft
1.729 cfs
0.23 ft
0.46 ft2
2 .46 ft
2 .00 ft
0 .29 ft
0 .005227 ft/ft
3 .75 ft/s
0.22 ft
0.45 ft
1.37
Municipal Development Group 11/24198
10:32 :11 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discharge
Resu lts
Depth
Flow Area
Wetted Perimeter
Top W idth
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritica l.
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Rectangular Channel
i:\projects\400\3134-varsity\3134t1 ra . fm2
Curb Leaveout Area B 1 ( 100 yr)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
2 .00 ft
2.330 cfs
0 .28 ft
0 .56 ft2
2 .56 ft
2 .00 ft
0 .35 ft
0 .005213 ft/ft
4 .15 ft/s
0 .27 ft
0.55 ft
1.38
Municipal Development Group 11 /2419 8
10:32:39 AM Haestad Met hods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1 666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Peri meter
Top W idth
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritica l.
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Rectangular Channel
i:\projects\400\3134-varsity\3134t1 ra.fm2
Curb Leaveout Area 82 (10 yr)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
2.00 ft
2 .696 cfs
0 .31 ft
0.62 ft2
2 .62 ft
2 .00 ft
0 .38 ft
0.005225 ft/ft
4 .36 ft/s
0.30 ft
0.60 ft
1.38
Municipal Development Group 11 /24198
10:33:08 AM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Rectangular Channel
i:\projects\400\3134-varsity\3134t1 ra .fm2
Curb Leaveout Area 82 (100 yr)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
2.00 ft
3.635 cfs
0.38 ft
0 .75 ft2
2.75 ft
2.00 ft
0 .47 ft
0 .005292 ft/ft
4 .82 ft/s
0.36 ft
0.74 ft
1.38
Municipal Development Group 11124198
10:33:33AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top W idth
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Rectangular Channel
i:\projects\400\3134-varsity\3134t1 ra. fm2
Curb Leaveout Area 83 (10 yr)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
4.00 ft
5.715 cfs
0 .30 ft
1.22 ft2
4 .61 ft
4 .00 ft
0 .40 ft
0 .004263 tuft
4 .70 tus
0 .34 ft
0.65 ft
1.50
Municipal Development Group 11 /24198
10:34:14AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Rectangular Channel
i:\projects\400\3134-varsity\3134t1 ra. fm2
Curb Leaveout Area 83 (100 yr)
Rectangular Channel
Manning's Formula
Channel Depth
0 .013
1 .00 %
4 .00 ft
7.704 cfs
0.37 ft
1.47 ft2
4 .74 ft
4 .00 ft
0.49 ft
0 .004186 ft/ft
5.24 ft/s
0 .43 ft
0 .79 ft
1.52
Municipal Development Group 11/24198
10:34:40AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .0 7
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra .fm2
Open-Channel Area 81 (25 yr}: Option #1
Triangular Channel
Manning's Formula
Channel Depth
0 .030
1.00 %
4 H :V
4 H :V
2 .805 cfs
0 .58 ft
1.33 ft2
4.75 ft
4.61 ft
0.50 ft
0.021708 tuft
2.12 tus
0 .07 ft
0.65 ft
0.70
Municipal Development Group 11/24198
11:05:03 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
11 /24198
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra. fm2
Open-Channel Area 81 (100 yr): Option #1
Triangular Channel
Manning's Formula
Channel Depth
0.030
1.00 %
4 H :V
4 H :V
3.311 cfs
0.61 ft
1.50 ft2
5.05 ft
4.90 ft
0.53 ft
0.021233 ft/ft
2.21 ft/s
0.08 ft
0.69 ft
0.70
Municipal Development Group
11 :05:59 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81 + 82
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra.fm2
Open-Channel Area 82 (25 yr): Option #1
Triangular Channel
Manning's Formula
Channel Depth
0 .030
1.00 %
4 H :V
4 H :V
5.054 cfs
0.72 ft
2 .06 ft2
5.92 ft
5.74 ft
0.63 ft
0.020071 ft/ft
2.45 ft/s
0 .09 ft
0.81 ft
0.72
Municipal Development Group 11/24198
11 :07:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81 + 82
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i :\projects\400\3134-varsity\3134t1 ra. fm2
Open-Channel Area 82 (100 yr): Option #1
Triangular Channel
Manning's Formula
Channel Depth
0.030
1 .00 %
4 H :V
4 H :V
5 .965 cfs
0 .76 ft
2 .33 ft2
6 .30 ft
6 .11 ft
0.67 ft
0 .019632 ft/ft
2 .56 ft/s
0 .10 ft
0.87 ft
0.73
Municipal Development Group 11 /24198
11 :10:20AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
11124198
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area = 81 + 82 + 83
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra .fm2
Open-Channel Area 83 (25 yr): Option #1
Triangular Channel
Manning's Formula
Channel Depth
0 .030
1.00 %
4 H :V
4 H :V
11.581 cfs
0.98 ft
3 .84 ft2
8.08 ft
7.84 ft
0.88 ft
0.017969 ft/ft
3.02 ft/s
0.14 ft
1.12 ft
0.76
Municipal Development Group
11 :11 :09 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
11124198
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81 + 82 + 83
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i :\projects\400\3134-varsity\3134t1 ra . fm2
Open-Channel Area 83 (100 yr): Option #1
Triangular Channel
Manning's Formula
Channel Depth
0 .030
1.00 %
4 H :V
4 H :V
13.669 cfs
1.04 ft
4.35 ft2
8.60 ft
8.34 ft
0.94 ft
0.017576 ft/ft
3.14 ft/s
0.15 ft
1.20 ft
0.77
Municipal Development Group
1 1 :1 1 :42 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
11/24198
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i :\projects\400\3134-varsity\3134t1 ra . fm2
Open-Channel Area 81 (25 yr): Option #2
Triangular Channel
Manning's Formula
Channel Depth
0.040
1.00 %
4 H :V
4 H :V
2.805 cfs
0.64 ft
1.64 ft2
5.29 ft
5.13 ft
0.50 ft
0.038595 ft/ft
1.71 ft/s
0.05 ft
0.69 ft
0 .53
Municipal Development Group
11 :13:46 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i :\projects\400\3134-varsity\3134t1 ra . fm2
Open-Channel Area 81 (100 yr): Option #2
Triangular Channel
Manning's Formula
Channel Depth
0.040
1.00 %
4 H :V
4 H :V
3.311 cfs
0 .68 ft
1.86 ft2
5.63 ft
5.46 ft
0 .53 ft
0 .037751 ft/ft
1.78 ft/s
0 .05 ft
0 .73 ft
0 .54
Municipal Development Group 11124198
11 :14:54AM Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81 + 82
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i :\projects\400\3134-varsity\3134t1 ra .fm2
Open-Channel Area 82 (25 yr): Option #2.
Triangular Channel
Manning's Formula
Channel Depth
0 .040
1.00 %
4 H :V
4 H :V
5.054 cfs
0.80 ft
2 .56 ft2
6 .59 ft
6 .40 ft
0.63 ft
0 .035681 ft/ft
1.98 ft/s
0 .06 ft
0.86 ft
0 .55
Municipal Development Group 11 /24198
1 1:16:15AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
11 /24198
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
·Notes:
Area= 81 + 82
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra.fm2
Open-Channel Area 82 (100 yr): Option #2
Triangular Channel
Manning's Formula
Channel Depth
0.040
1.00 %
4 H :V
4 H :V
5.965 cfs
0.85 ft
2 .90 ft2
7.02 ft
6 .81 ft
0.67 ft
0.034900 ft/ft
2.06 ft/s
0.07 ft
0 .92 ft
0 .56
Municipal Development Group
11 :17:00 AM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81 + 82 + 83
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i :\projects\400\3134-varsity\3134t1 ra.fm2
Open-Channel Area 83 (25 yr): Option #2
Triangular Channel
Manning's Formula
Channel Depth
0 .040
1.00 %
4 H :V
4 H :V
11 .581 cfs
1.09 ft
4.76 ft2
9.00 ft
8.73 ft
0.88 ft
0.031944 ft/ft
2 .43 ft/s
0.09 ft
1.18 ft
0.58
Municipal Development Group 11/24198
11 :17:50AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
11124198
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area = 81 + 82 + 83
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra . fm2
Open-Channel Area 83 (100 yr): Option #2
Triangular Channel
Manning's Formula
Channel Depth
0.040
1.00 %
4 H :V
4 H :V
13 .669 cfs
1.16 ft
5.39 ft2
9.58 ft
9 .29 ft
0.94 ft
0 .031246 ft/ft
2 .53 ft/s
0.10 ft
1.26 ft
0.59
Municipal Development Group
11 :18:34 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Notes :
Area= 81
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra.fm2
Pilot Channel Area 81
Triangular Channel
Manning's Formula
Channel Depth
0 .013
1.00 %
4 H :V
4 H:V
0.422 cfs
0.21 ft
0.17 ft2
1.71 ft
1.65 ft
0.23 ft
0.005248 ft/ft
2 .47 ft/s
0 .09 ft
0.30 ft
1.35
Municipal Development Group 11 /24198
11 :28:19AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Notes :
Area= 81 + 82
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra . fm2
Pilot Channel Area 82
Triangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
4 H :V
4 H :V
1.314 cfs
0.32 ft
0 .40 ft2
2 .61 ft
2 .53 ft
0.37 ft
0.004510 ft/ft
3.28 ft/s
0.17 ft
0.48 ft
1.45
Municipal Development Group 11124198
11 :28:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Notes :
Area= 81 + 82 + 83
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra.fm2
Pilot Channel Area 83
Triangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
4 H :V
4 H :V
3.011 cfs
0 .43 ft
0 .75 ft2
3.56 ft
3 .46 ft
0 .51 ft
0.004038 ft/ft
4.03 ft/s
0.25 ft
0.68 ft
1.53
Municipal Development Group 11 /24198
11 :29:16AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
000414-3134 Drainage Report.doc
APPENDIXB
MAPPING
DESCRIPTION
APPENDIXB
TABLE OF CONTENTS
PAGE NO.
Exhibit # 1 -Carter's Creek Drainage Basin ................................................................ B-1
Exhibit #2 -Post-Development Varsity Ford Sub-Drainage Basin .............................. B-2
Exhibit #3 -FIRM Map .............................................................................................. B-3
000414-3134 Drainage Report.d oc
ZONE X
Rd er to t1
dt·termin £
0 1 depths
To determ
im urance .
000414-3134 Drainage Report.doc
APPENDIXC
DRAINAGE DETAILS
DESCRIPTION
APPENDIXC
TABLE OF CONTENTS
PAGE NO.
Curb Leave-out Detail ................................................................................................. C-1
Open Channel Cross-Section (Option#!) .................................................................... C-2
Open Channel Cross-Section (Option #2) .................................................................... C-3
Pilot Channel Detail .................................................................................................... C-4
Silt Fencing Detail.. ..................................................................................................... C-5
000414-3 134 Drainage R ep ort.doc
-111 -I 11 111 ·_111~ _I ll~
I 111 111-~I I 1==111----r
CUR B
LAYDOWN
-I l_ill_...:.__:_1 --P - --==-L --;
DISCHARG E FLUME
WID TH VAR IES
TYP ICAL CONCRETE
CURB & GUTTER PARKING AREA
6 " .
0
I ....,
CURB LEAVE-OUT DETAIL
N.T.S.
12" #3 DOWEL
#3 BARS \'QI 12" O.C.E
•
CROSS SECTION
TOP WIDTH VARIES
15' (MAX)
EXISTNG GROUND r PROPOSED GRADE -----r VARIES; .,...S-EE--=--P-LA_N_S -1-----------
......_.. I
tO
6" #3 BARS @ 18" O.C.E.W.
STANDARD OPEN CHANNEL
(ALTERNATE 1)
EXISTNG GROUND
TOP WIDTH VARIES
15' (MAX)
PROPOSED GRADE
CONCRETE
RIP RAP
STANDARD OPEN CHANNEL
(ALTERNATE 2)
I~
VARIES
SEE PLANS
#3 BA RS @ 18" O.C .E.W.
CONCRETE PILOT CHANNEL
(CROSS-SECTION)
LLEGE
RB
NT
.RD
>-a::~
VIEW AT PITCH
WHEN JOINING TWO OR MORE
"SILT-STOP" FENCES TIE THE
TWO END POSTS TOGETHER WITH
EXISTING NYLON CORD .
GROUND LINE
ffi ~ 7t"'<-:l<'T:i"<""<'7Mff1,.....,...,"M"<"~
.~~~~loli'ttt~~~
<O
EXISTING GROUND
FRONT VIEW
WOODEN POST . MIN. 3 ' LENGTH
(1 1/2' EXPOSED)
SILT FEN CE, "SILT STOP " OR
APPROVED EQUAL MIN . 24" OVERALL
MAX . SPACING 1 O' O.C.
EXISTING GROUND
PROPOSED TOE SLOPE
6 "x 6" TRENCH
COMPACT TRENCH BACKFILL
TO PREVENT "WASHOUT"
BURY TOE OF SILT FENCE
6" BELOW PROPOSED GRADE
SIDE VIEW
SILT EENCING
N.T.S.
18 /02 '99 12:33 FAX 409 693 4243 M D G ~ • ~001 Gfo~ I
MUNICIPAL DEVELOPMENT
2551 TUMjlll!. Sou.th, Su.A• Co/ltgeSta1ion, TULH 77840 • 409-69.3-5159 •FAX: 409-69342'1-3 •EMAJL:llU1go@glt..net
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I Engineering, Surveying, Planning and Environmental Consultants
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FAX# 'QW . ~V· -' NO.PAGESTOFOLLOW ~ DATE~'q
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18 /02 '99
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12 :33 FAX 409 693 4243 MD G
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. JUNJCJPAL DEVELOPMENT GROUP
1 ·aas kve. Sou.th. Su. A • CoUege Starion, T ezas 77840 • 409-695-5359 •FAX: 409·693-4243 •E-mail: nui~nu
December 23, 1998
Veronica Morgan, P .E.
City of College Station
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P .O. Box 9960
Engineering. Surveying , Planning and Environmental Consultants
College St~tion, TX 77842
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Re: Lett~r of Comfort-Varsity Ford Parking Expansion Drainage
MDG Job No. 000414-3135
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Dear Verolnica :
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Per my m~eting with Rabon Metcalf on December 22, 1998 I am in agreement with the attached
drainage r~alignment changes. I am currently working with M'r. Tony Majors at Varsity Ford to
adjust the ~rainage easement which crosses my property. As I understand it, Rabon has already
contacted Jeff; at your office, and discussed these changes.
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Please con~act Rabon at 696-5359 should you have any questions.
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Sincerely, /
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100'
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C)f¥'~t'\.£_ ~!AC-
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Rll'-RAP LAJO AS COURSED RUBBLE ALONG
CARTER CREEX BANK AS SHOWN;
S" THICK PIECES MAX 50% E:c?OSURE
RIP-RAP LAID RA111DOMLY; s• THICK PIECES
:.-.L-f-~"llNIMUM 12· IN 01HER DIMENSIONS. SMALL.ER
PIECES MAY BE INCORPORATED AS LONG AS
COMPLETE CO~GE IS ACHJE\S> 'MTI-1
SPE:CIFIED P1EC£S.
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I CO.'!\FID,ENTIALITY ~vonCE: This facsimile message and accompanying communications
and/07 d~cuments are intended/or the e:r.cusive and confzdential use oftlze i.11dividual or entity
to which tlze me.ssge is addressed.
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I co~NTS ~ f?J7Cu%fP 1(-fc~ { r-M#&E-A FP-W V~ ,4€,o.
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~004
DEVELOPMENT PERMIT
PERMIT NO. 625
Varsity Ford Parking
FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
High Ridge Subdivision, Lot Two, Block One
OWNER: Varsity Ford
135 E . Bypass
College Station, Texas 77840
409-779-0664
DRAINAGE BASIN: Carter Creek
SITE ADDRESS:
135 E. Bypass
TYPE OF DEVELOPMENT:This permit is valid for construction of 2 buildings and parking lot as
shown on approved plans.
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. 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.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin.
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 facilities.
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 di ent permit application for the above named project and all of the codes
and ord· ances of the 1 of liege Station that apply.
Date
Date
Figure Xll
Development Permit
City of College Station, Texas
Site Legal Description: H\.6\\-\ ?.\'O&e ~'80t\J\filct\J J Lo\ tv...>Q) gCAX .. ¥; ON'E.
Site Owner: V'Ats\\'{ fo-e..o Address : l'Z>5 E, ~"'l'PA~'&
Telephone: ('fo:f) "'119-cto<pY
Archit e ct/ Nof..-n..\ g. 9'\t.OE..u...1J"2.. Addr~ss : Z551 lt'ff\S AvE S. Ste A
Engi ne er: r/1\jN\Cl'"AL. Re.Ve:~~., ~Telephon e N o : (t.-\{)Qt) (sf\3-51,59
Date Application Fi,led : J 7/ z/ t:/8 _ c;,,
Application is hereby m d1l ~
Q~1 tJ AVIE-I MJ)il.c\ ') •
On<:.'tl =to =tl1 E. Co {T'-
0
0
0
0
0
Application Fe e
Signed Certificat
Drainage and ere
Site and Constru
Other: ----
A C KNOWLEDGME N l
~
1terway alterations :
-'CfA N $1 ~ ± DAA1NP<=5E.
R.eport two (2) copies each .
: two (2) copies each .
I , No-e..-n...\ e. €>Ai.\?E.u.. ;~'2-' design e ngineer.lGWR8f , hereby acknowled g e or affirm that:
The information and conclusions contained in the above plans and supporting documents comply
wi th the current requiremen t s of the City of College Station, Texas City Code, Chapter 13 and its
a s sociate d Drainage Po licy and Design Standards .
As a condition of approval of this permit application, I agree to construct the improvements
proposed in this application according to these documents and the requirements of Chapter 13 of
the College Station City Code.
f!!d1J!Al3~ r Contractor
~N~\..iF-EJL
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Figure XU Continued
CERTlFICATlONS : (for proposed alterations within designated flood hazard areas .)
A. I, "1t-ni e,.W?AW~ ~. , certify that any nonresidential structure on or proposed
to be on this site as part of this a~plication is designated to prevent damage to the structure or its
contents as a result of flooding from the 100 year stonn . Erb# f3_ fLIHL~ Date
8 . I, NC€.'1\1 e. ≀.u.. ,\ft. 'certify that the finished floor elevatio~ of the lowest
floor, including any basement, of any residential structure, proposed as part of this application is
at or above the base flood elevation established in the latest Federal Insurance Administration
Flood Hazard Study and maps, as amended .
~13 . ~ //'. ~. 2-Lf llftf$
Engineer r Date
C. I, ~\?F-.t.l. J' . certify that the alterations or development covered by
this permit shall not diminish the cod-carrying capacity of the waterway adjoining or crossing
this permitted site and that such alterations or development are consistent with requirements of
the City of College Station City Code, Chapter 13 concerning encroachments of flood ways and of
floodway fringes .
~8~{,
I Engineer Date
I, No~'"1~ f?, &Ag.\)f....\.L.. ;r~. , do certify that the proposed alterations do not raise the level
of the l 00 year flood above elevation established in the latest Federal Insurance Administration
Flood Hazard Study.
~f3.&M0 ,
Engineer Date
Conditions or comments as part of approval -------------------
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, a!td sedimentation shall
not be deposited in city streets, or existing drainage facilities .
I hereby grant this permit for development. All development shall be in accordance with the plans
and specifications submitted to and approved by the City Engineer for the above named project.
All of the applicable codes and ordinances of the City of College Station shall apply .
I . ,• .-r
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f:'.P.~-~~};:~_f'.9-:f.~-~~;--yiiil•i_ElfiiL_-_:_:_-_:_:_-_-_-_:_:_:_:_:_-_:_:_: ______________ :_-_-_-_-_:_-_-_-_-___ -___ -__ --_-_--_-___ -_-_-_-________ -_-_-_-_-_-_-_-_-_-_-_-:-:-::---:~-:'.-_:-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_'.·_-:-_-:-:~---_-_-_'.-_:-_-_:-_-_-_-_-:_-_-_-:_::-_:-_:-_-_-:-_:-_:-_::-_:-:-_-::-:-_:-_:-_-_-_-_-_-_-_-_-_:-_-_-_ -_-_-_-_J'.-~_9_~:fl
From:
To:
Date:
Subject:
Shirley Volk
Deborah Grace
12/14/98 12:31PM
Varsity Ford
This is the 3rd review of these plans and this proposal. Included in this submittal is the redlined drainage
report, the revised drainage report, redlined construction docs, 3 revised set of construction docs, a letter
outlining the changes made, an 8 Yz x 11 City topo, and an 8 Yz x 11 copy of FEMA-FIRM map. Larry
wants a call when this is approved so he can bring in additional copies for "approval" stamp. Thanks.
CC: Jeff Tondre, Jessica Jimmerson, Sabine Mccully, ...
LETTER OF TRANSMITTAL
MUNICIPAL DEVELOPMENT GROUP
TO :
FROM:
DAm til11 l1C6
MDG JOB NUMBER: 4-J 4 --?J-7+
ATIACHED PLEASE FIND :
NO. OF COP IES : DESCRIPTION :
THESE ITEMS ARE TRANSMITIED AS CHECKED BELOW:
?FOR APPROVAL
0 FOR YOUR USE
0 AS REQUESTED
0 OTHER:
COMMENTS :
SIGNED:
MUNICIPAL DEVELOPMENT
GROUP
2551 Texas Ave. South, Ste. A• College Station, Texas 77840 • 409-693-5359 •FAX: 409-693-4243 •
EMAJL:mdgcs@gte.net
Engineering, Surveying, Planning and Environmental Consultants
MEMORANDUM
TO: Development Services, COCS
FROM: Larry Wells
SUBJECT: Varsity Ford Site Revisions
The following changes have been incorporated in revision "C":
The revision number and date have been included in the title block on both the grading and site plan sheets.
The detail sheet remains at revision level "B ".
The base flood elevation has been marked at two locations on both the grading and site plan sheets .
A typographic error in the third line of the first paragraph of "SITE PLAN NOTES" has been corrected in
the site plan .
A note has been added to the grading and drainage plan to reflect that contours shown are those for existing
conditions .
A note has been modified at Section A-A in the grading and drainage plan to refer to minimum sizes for
random and for coursed rip-rap.
The plan view of the drainage way intersection at Carter Creek has been modified to graphically depict the
rip-rap styles to be used and a note added to specify minimum sizes for random rip-rap and minimum
exposures (and thus, minimum size in one dimension) of the coursed rip-rap .
The base flood elevation has been marked at two locations in exhibit drawings in the drainage report.
::•··-·---... ·u"" """'
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CITY OF COLLEGE STATIO~I . TE XAS -.-.-.... -~
ZONE X
A
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FINAL DRAINAGE REPORT
FOR THE
HIGH RIDGE SUBDIVISION
PARKING EXPANSION & DRAINAGE IMPROVEMENTS
COLLEGESTATION,BRAZOSCOUNTY,TEXAS
NOVEMBER, 1998
Revised: NOVEMBER 24 , 1998
~·
MUNICIPAL DEVEL OPMENT GROUP I ~'~ I •I!J 2551 TEXAS AVENUE . SOUTH , STE. A COLLEGE STAT IO N, TEXAS 77 8 40
Ph : (4 09 )69 3 -53 59 Fx : (4 0 9) 693-4243 ~Consu l ting Engi n eers · Environmen tal · Surveyors· P lanners
TABLE OF CONTENTS
1.0 PROJECT SCOPE ................................................................................................. 4
1.1 SITE LOCATION .................................................................................................... 4
1.2 GENERAL DESCRIPTION ..................................................................................... 4
2.0 DRAINAGE BASINS & SUB-BASINS ................................................................. 4
2 .1 MAJOR DRAINAGE BASIN DESCRIPTIONS ...................................................... 4
2.2 SUB-DRAINAGE BASIN DESCRIPTIONS ........................................................... 5
3.0 DRAINAGE DESIGN CRITERIA & CONSTRAINTS ....................................... 5
3 .1 STREET DRAINAGE ............................................................................................. 5
3 .2 STORM SEWER INLETS ....................................................................................... 6
3 .3 STORM SEWER SYTEMS ..................................................................................... 6
3 .4 OPEN CHANNELS ................................................................................................. 7
3 .5 CULVERTS ............................................................................................................. 8
3 .6 DETENTION FACILITIES ..................................................................................... 8
4.0 DRAINAGE SYSTEM MODELING .................................................................... 9
4 .1 STREET DRAINAGE ............................................................................................. 9
4 .2 STORM SEWER INLETS ....................................................................................... 9
4 .3 STORM SEWER SYSTEMS ................................................................................... 9
4.4 OPEN CHANNELS ............................................................................................... 10
4 .5 CULVERTS ........................................................................................................... 10
4 .6 DETENTION FACILITIES ................................................................................... 10
5.0 CONCLUDED DRAINAGE IMPROVEMENTS ............................................... 11
5.1 STORM SEWER SYSTEMS ................................................................................. 11
5.2 OPEN CHANNELS ............................................................................................... 11
5.3 GRADING & ERIOSION CONTROL. .................................................................. 13
APPENDIX A-HYDRAULIC COMPUTATIONS
APPENDIX B -MAPPING
APPENDIX C -DRAINAGE DETAILS
LIST OF TABLES
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DESCRIPTION PAGE NO.
TABLE # 1 -Proposed Discharge Outlets (10-Y ear Rainfall Event) .............................. 11
TABLE #2 -Proposed Discharge Outlets (100-Year Rainfall Event) ............................ 11
TABLE #3 -Proposed Open Channels (25-Year Rainfall Event) .................................. 12
TABLE #4 -Proposed Open Channels (100-Year Rainfall Ev ent) ................................ 12
TABLE #5 -Proposed Pilot Channels ........................................................................... 12
High Rid ge Subdiv ision
Drainage Improvem ents
1.0 PROJECT SCOPE
Municipal Development Group
This report outlines the drainage improvements for the High Ridge Subdivision
"Varsity Ford" parking expansion . This drainage report will consist of the
requirements necessary for the improvements of this site in accordance with the
provisions of the City of College Station Drainage Policy and Design Standards.
1.1 SITE LOCATION
The project is located on the east frontage road of State Highway No . 6.
Surrounding existing developments immediately adjacent to the project
site are ; the existing Varsity Ford Motor Complex building and car lot,
and the Hollywood Theatre center. The site fronts the frontage road
approximately 2000 linear feet south of the State Highway No . 60
intersection.
1.2 GENERAL DESCRIPTION
The subject property, being a 1.90-acre tract, is currently vacant. This
land generally slopes to the northeast with a grade of approximately 3 . 00%
being fairly uniformly distributed . This site is currently unimproved with
native grasses, weeds, and light underbrush and some large trees . The
project site is adjacent to Carter Creek and is within that drainage basin .
2.0 DRAINAGE BASINS & SUB-BASINS
2 .1 MAJOR DRAINAGE BASIN DESCRIPTIONS
The drainage improvements project site is contained within the drainage-
watershed of the Carter's Creek Drainage Basin . This drainage basin is
illustrated on Exhibit # 1 -"Carter's Creek Drainage Basin" located in
Appendix B -Mapping . The borders of this drainage basin roughly
consist of Rock Prairie Road on the south and west, State Hwy No 30 to
the east, and State Hwy No. 21 to the north .
000414-3134 Drainage Report.do c Final Drainage Report - 4
High Ri dge Subdivision
Drainage Improvements
2 .2 SUB-DRAINAGE BASIN DESCRIPTIONS
Muni cip al Development Group
The sub-drainage basins that will determine all drainage calculations will
consist of the 1. 90-acre tract that includes the parking area expansion . The
Varsity Ford parking expansion will be analyzed in two separate drainage
configurations . Initial the sub-basin will be examined at the current pre-
development conditions . This analysis will provide for accurate pre-
development runoff values . Next, the sub-basin was reconfigured to
match drainage patterns of the proposed site grading . New coefficients of
runoff were established with associated runoff values . From these
computations the required proposed drainage structures were designed .
The new sub-drainage basins are illustrated on Exhibit #2 -"Post-
Development Varsit y Ford Sub-Drainage Basin". Results of these
calculations are shown in Section 5.0 .
The project site fringes the 100-year floodplain as shown on the Flood
Insurance Rate Map , (FIRM) Map No. 48041C0142 C hav ing an effective
date of Jul y 2, 1992 . An excerpt of the FIRM map with the location of the
project site is illustrated on Exhibit #3 -"FIRM Map" located in
Appendi x B -Mapping .
3.0 DRAINAGE DESIGN CRITERIA & CONSTRAINTS
For all development within the City of College Station, there are criteria on the
use of which design storms and development conditions for type of drainage
improvements . Below, in each type of improvement's, the required design
constraints are more fully detailed . All drainage improvements shall also be
analyzed during the 100-year rainfall event to insure that no adverse conditions
will ex ist.
3 .1 STREET DRAINAGE
Street drainage improvements shall be designed in accordance to the City
of College Station 's Drainage Policy and Design Standards . Unless
000414-3 134 Dra in age Report .doc Final Drainage Report -5
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High Ri dge Subdi vision
Drainage Improvements Muni cip a l Developm ent Group
otherwise stated, the following constraints shall dictate the des ign of all
street grading and drainage :
•:• All proposed streets shall have curb and gutter.
•:• Maximum velocity not to exceed 10 ft/sec and mm1mum slope of
0.4%.
•:• Concrete valley gutters shall be placed at all roadway intersections
where runoff is carried from one side of the roadway to the other.
•:• The 100-year rainfall event shall be confined within the limit s of the
street right-of-way .
•:• All streets permissible spread of water shall be dictated by the 10-year
rainfall event. For each class of street, the following conditions will
control :
~ Arterial & Parkway-One clear lane in each direction 24 foot total
clearance at center of street.
~ Collector & Commercial -One clear lane 12 foot total clearance at
the center of the street.
~ Local -Depth of water not to exceed the top of curb or crown,
whichever is less .
3 .2 STORM SEWER INLETS
Storm sewer inlets shall be designed in accordance to the City of College
Station 's Drainage Policy and Design Standards . Unless otherwise stated,
the following constraints shall dictate the design of all storm sewer inlets :
•:• Inlets on all streets, except for residential , shall be recessed with a
minimum 4" depression .
•:• Curb openings shall be a minimum length of 5 feet.
•:• Inlets with greater than a 5" gutter depression on streets with less than
a 1. 00% grade shall be designed in sump conditions.
•:• Inlets at bridges and culvert structures shall be oversized to
accommodate 125% of the 10-year rainfall event.
•:• Ponding at curb inlets shall not exceed 18 " in depth .
3 .3 STORM SEWER SYSTEMS
Storm sewer system improvements shall be designed in accordance to the
City of College Station 's Drainage Policy and Design Standards . Unless
otherwise stated, the following constraints shall dictate the design of all
storm sewer systems :
000414-31 34 Drainage Rep ort.doc Fin a l Drainage Report - 6
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High Ridge Subdivision
Drainage Improvements Municipal Development Group
3.4
•!• Minimum velocity allowed is 2 .5-ft/sec and maximum velocity
allowed is 15 ft/sec during the 10-year rainfall event.
•!• When a change in pipe or boxes size is required , the soffit or top
respectively will match and a junction box shall be provided for at
these points.
•!• Maximum spacing of manholes shall be 300 feet for pipes of 54 "
diameter or smaller. Maximum spacing of manhole shall be 500 feet
for pipes greater than 54" diameter.
•!• Minimum storm sewer pipe diameter of 18 ". Short laterals adjacent to
inlets may be 12" in diameter .
•!• Conduits of 24" or less shall be designed with the assumption of a
25% reduction in cross-sectional area .
•!• At all inlets , manholes , and junction boxes an elevation drop of 0.1
feet minimum will be necessary .
•!• The theoretical hydraulic grade line for the I 0-year rainfall event shall
be a minimum of 0.5 feet from the flowline of any curb inlet in the
system .
•!• The minimum width of any easement for a storm sewer system shall
be 15 feet, and the centerline of the storm sewer shall be at least 5 feet
from the closest side of the easement.
OPEN CHANNELS
Open channel improvements shall be designed in accordance to the City of
College Station 's Drainage Policy and Design Standards. Unless
otherwise stated, the following constraints shall dictate the design of all
open channels:
•!• Minimum grade shall be 0.4% for earth or vegetative lined channels .
•!• Channel capacities shall be dictated by the design storm of the 25-year
rainfall event.
•!• Low-flow pilot channels shall be required for grass-lined channels
with a carrying capacity of 1/3 of the peak discharge of the 5-year
rainfall event.
•!• Minimum permissible velocity of 2.5 ft/sec during the 25-year rainfall
event.
•!• Maximum channel velocities shall be as dictated below :
);i-Exposed earth at 3.0 ft/sec .
);i-Seeded grass at 4 .5 ft/sec.
);i-Sodded grass at 6.0 ft/sec.
);i-Impermeable surface at 10 ft/sec .
•!• Maximum side slope for grass-lined earth channel is 3 : 1.
•!• Channels with trapezoidal cross-section shall have a minimum bottom
width of 4 feet.
000414-3134 Drainage Report.do c Final Drainage Report -7
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High Ri dge Subdivision
Drainage Improvement s Muni ci pa l Development Group
3 .5
•!• Channel shall have a minimum freeboard of 0 .5 feet.
•!• The 100-year rainfall event shall be contained within the channel
drainage easement.
•!• Minimum drainage easement width shall be the channel 's top width
plus 20 feet.
CULVERTS
Culverts shall be designed in accordance to the City of College Station 's
Drainage Policy and Design Standards . Unless otherwise stated, the
following constraints shall dictate the design of culverts :
•!• The design discharge for culverts shall be the 25-year rainfall event
unless under a residential street in the secondary drainage system .
Then the 10-year rainfall event will be the design storm .
•!• Maximum headwater elevation shall be one foot less than the top of
curb elevation .
•!• Maximum overflow into the street shall be 2 feet in depth from the
lowest point in the roadway profile . Overflow shall not exceed design
conditions for street drainage .
•!• The maximum allowable discharge into channels are as follows :
);;>-Natural channel or seeded cover at 6 .0 ft/sec .
);;>-Sodded cover at 8.0 ft/sec .
);;>-Impermeable surface at 15 ft/sec .
3 .6 DETENTION
Detention shall be designed in accordance to the City of College Station 's
Drainage Policy and Design Standards . Unless otherwise stated , the
following constraints shall dictate the design of detention basins :
•!• Detention facilities shall have the capacity to contain the 100-year
rainfall event.
•!• Maximum detention basin 's side slope shall be 4 : 1 with vegetative
cover and 2 : 1 for non-vegetative cover.
•!• Bottom slopes of the detention basin with vegetative cover shall be at a
grade of 20 : 1 with low-flow pilot channels .
•!• Minimum of 0 .5 feet of freeboard during the 100-year rainfall event.
•!• Detention facilities other than parking lots and rooftops shall have an
increased capacity of 10% to allow for sedimentation .
000414-3 134 Drainage Rep ort.do c Final Drainage Report -8
I
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High Ridge Subdi vision
Drainage Improvem ents Municipal Development Group
4.0 DRAINAGE SYSTEM MODELING
For all drainage system modeling , the volume of runoff will be calculated . The
drainage area calculations are summarized accordingly using the Rational ·
Method : (Q=CIA) where "Q" is the runoff in cubic feet/second , "C" is the runoff
coefficient, "I" is the storm intensity in inches/hour for each selected frequency ,
and "A" is the drainage area in acres . A minimum 10-minute time of
concentration for all calculations will be assumed . The selected frequencies will
be 2, 5, 10, 25, 50, 100-year rainfall events.
4 .1 STREET DRAINAGE
Street flow calculations are aided by the program FlowMaster v . 5.7 by
Haestad Methods . Within this program basic geometry and characteristics
of a proposed or existing curb & gutter street can be defined . From this
information, Manning's formula is then used to calculate desired
parameters of the street.
4 .2 STORM SEWER INLETS
Storm sewer inlets are a part of the storm sewer system evaluation . As
mentioned above, this was done with the (TxDOT) hydraulic program
WinStorm v. 1.3 . Derivatives of Manning's formula are used within this
program, pending on the geometry of the curb inlet and the condition of
flow, to size inlets accordingly to the permissible spread of water on the
street.
4 .3 STORM SEWER SYSTEMS
Storm sewer system are evaluated with (TxDOT) hydraulic program
WinStorm v . 1.3 . Within this program, basic geometry and characteristics
of a storm sewer system can be defined . This would include data such as
drainage basin calculations, type and configuration of several types of
inlet boxes , and controlling factors of the conveyance system . From this
00 041 4-3134 Drainage Report.do c Final Drainage Report -9
High Ri dge Subd ivision
Drainage Impro vements Muni cipal Developm ent Group
program critical information can be determined about the storm sewer
system .
4.4 OPEN CHANNELS
Open channel hydraulic calculations are aided by the program FlowMaster
v . 5.7 by Haestad Methods . Within this program, basic geometry and
characteristics of a proposed or existing channel can be defined . From this
information, Manning 's formula is then used to calculate desired
parameters of the open channel.
4 .5 CULVERTS
Culverts are evaluated one of two ways :
Short, singular culverts are calculated with the Texas Department of
Transportation (TxDOT) hydraulic program Culverts v. 1.0 . Within this
program, basic geometry and characteristics of a culvert can be defined .
This would included data such as tailwater, geometry, and entrance/exit
losses. For each culvert investigations will be made in order to determine
whether it is inlet or outlet controlled .
For longer more complex culvert with bends and grade transitions the
program StormCad v . 1.0 by Haestad Methods will be used .
4 .6 DETENTION
Detention requirements are determined by graphical means . Tabulations of
the pre-development and the post-development hydrographs of the
drainage areas are provided . The hydrographs are based on the standard
SCS unit hydrograph with time to peak discharge set to equal the time of
concentration and the total base time set at 3 . 00 times the time of
concentration.
000 4 14-3134 Drainage Report .do c Final Drainage Report -l 0
High Ri dge Subdiv ision
Drain age Impro ve m ents Muni ci pal Development Grou p
5.0 CONCLUDED DRAINAGE IMPROVEMENTS
The following drainage improvements are for the runoff of the 1.90-acre
development of High Ridge Subdivision "Varsity Ford". These improvements
included the grading and channeling of the proposed site .
5.1 STORM SEWER SYSTEMS
The sub-drainage basins will be drained by curb leave-outs, which will
discharge runoff collected by the proposed parking expansion into the
drainage channel which shall discharge into Carter Creek. The curb leave-
outs were design with the 10-year rainfall event and analyzed for adverse
affects during the 100-year rainfall event. The results are as follows :
DRAINAGE
OUTLET
81
82
83
TABLE#1
PROPOSED DISCHARGE OUTLETS
10-YEAR RAINFALL EVENT
DISCHARGE WIDTH DEPTH
cffi ft ft
1.729 2 0.23
2 .696 2 0 .31
5.715 4 0 .30
TABLE#2
PROPOSED DISCHARGE OUTLETS
(100-YEAR RAINFALL EVENT)
VELOCITY
ft/sec
3 .75
4 .36
4 .70
DRAINAGE DISCHARGE WIDTH DEPTH
OUTLET (cfs) (ft) (ft)
81 2.330 2 0 .28
82 3.635 2 0 .38
83 7 .704 4 0 .37
5.2 OPENCHANNELS
The proposed parking lot runoff will be collected into a small drainage
channel , which will discharge into Carter Creek. This channel was design
with two options for construction . Option # 1 design will consist of a
typical concrete pilot channel with seeded lined banks at a side slope of
000414-313 4 Drainage Report .d oc Fina l Drainage Report -11
High Ri dge Su bdivision
Drainage Improve m ents Muni cipal Developm ent Group
4 : 1. Option #2 will be a concrete rip-rap channel cross-section with 4 : 1
side slopes . Below are the results of bot~ channel options :
TABLE#3
PROPOSED OPEN CHANNELS
25-YEAR RAINFALL EVEN
OPTION#1 OPTION#2
DRAINAGE DISCHARGE DEPTH VELOCITY DEPTH VELOCITY
BASIN cf s ft ft/sec ft ft/sec
81 2 .805 0.58 2 .12 0.64 1.71
82 5.054 0.72 2.45 0.80 1.98
83 11.581 0.98 3.02 1.09 2 .43
; TABLE#4
PROPOSED OPEN CHANNELS
,, (100-YEAR RAINFALL EVENT .c ~
OPTION#1 OPTION#2
DRAINAGE DISCHARGE DEPTH TOP WIDTH DEPTH TOP WIDTH
BASIN (cfs} (ft} (ft) (ft) (ft}
81 3.311 0.61 4 .90 0.68 5.46
82 5.965 0.76 6 .11 0.85 6.81
83 13.669 1.04 8.34 1.16 9.29
In addition to the open-channel design for the Option # 1 cross-section, low
flow pilot channels were design to be constructed from the proposed
drainage outlets, along the centerline of the channel and to the confluence
of Carter Creek. The results and design criteria for the pilot channels are
as follows :
TABLE#&
PROPOSED PILOT CHANNELS c>
OPTION #1 -CROSS SECTIONS
DRAINAGE DISCHARGE DEPTH TOP WIDTH DESIGN WIDTH
BASIN (cfs) (ft) (ft) (ft)
81 0 .422 0.21 1.65 2.00
B2 1.314 0 .32 2.53 3.00
83 3.011 0.43 3.46 4.00
000414-3 134 Drainage Report.doc Fina l Drainage Report -12
High Ri dge Subdivision
Drain age Improveme nt s
5.3 GRADING & EROSION CONTROL
Muni ci pa l Development Group
Erosion control shall be where indicated and in placed until grass, by
seeding, is established . Erosion control details are provided in Appendi x
C .
000414-3 134 Drainage Report.d oc Final Drainage Report -13
00041 4-3 134 Drainage Report.doc
APPENDIX A
HYDRAULIC COMPUTATION
DESCRIPTION
APPENDIX A
TABLE OF CONTENTS
PAGE NO.
Pre-Development Runoff Calculations ........................................................................ A-1
Post-Development Runoff Calculations ....................................................................... A-2
Curb Leave-out Area B 1 (10 year) .............................................................................. A-3
Curb Leave-out Area B 1 (100 year) ............................................................................ A-4
Curb Leave-out Area B2 (10 year) .............................................................................. A-5
Curb Leave-out Area B2 (100 year) ............................................................................ A-6
Curb Leave-out Area B3 (10 year) .............................................................................. A-7
Curb Leave-out Area B3 (100 year) ............................................................................ A-8
Open Channel Area Bl (25 year): Option #1 .............................................................. A-9
Open Channel Area Bl (100 year): Option #1 .......................................................... A-10
Open Channel Area B2 (25 year): Option #1 ............................................................ A-11
Open Channel Area B2 (100 year): Option #1 .......................................................... A-12
Open Channel Area B3 (25 year): Option #1 ............................................................ A-13
Open Channel Area B3 (100 year): Option #1 .......................................................... A-14
Open Channel Area Bl (25 year): Option #2 ............................................................ A-15
Open Channel Area Bl (100 year): Option #2 .......................................................... A-16
Open Channel Area B2 (25 year): Option #2 ............................................................ A-17
Open Channel Area B2 (100 year): Option #2 .......................................................... A-18
Open Channel Area B3 (25 year): Option #2 ............................................................ A-19
Open Channel Area B3 (100 year): Option #2 .......................................................... A-20
Pilot Channel Area B 1 ............................................................................................... A-21
Pilot Channel Area B2 ............................................................................................... A-22
Pilot Channel Area B3 ............................................................................................... A-23
000414-3134 Drainage R eport .doc
DRAINAGE AREA -PRE-DEVELOPMENT
GENERAL INFORMATION
Description : Drainage area of site before development.
Drainage Area (APRE) = 1.226 acres
TIME OF CONCENTRATION CTc>
GIVEN
Maximum Travel Distance (DPRE)
Velocity of Runoff (VPRE) =
Coefficient of Runoff (CPR E) =
315 ft
2.00 n.fsec
0.38
-NOTE: Minimum T c allowed = 1 O min .
2 YEAR FREQUENCY, RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.806
Coefficient (b) = 65
Coefficient (d) = 8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.785
Coefficient (b) = 76
Coefficient (d) = 8.5
10 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.763
80
8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0.754
89
8.5
50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0 .745
98
8.5
100 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) = 0.73
Coefficient (b) = 96
Coefficient (d) = 8
3134-000414 Drainage Runoff Eval uation.xis
RESULT
TqPRE) = 2.6 min.
Rainfall Intensity (1 2) = 6 .327 in/hr
:•.a,=_·,=_.,:.,·.·.~_·==.•.•,~.:,•.:,•.:,•.•.·.•.••, ••=······ -==============================•,::::::::=:::::=•=:::.,:.:=:=:=:=···:::::<=r><z~9.ii2:••:asrr?• .... ;::::::::::::::::::::::;:::::::::::::::::~=~=~=~=~=~=~:~=~=~=~=~=~=~=~=~=~=~ ::::::::::::::::::·:·:· ·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:
Rainfall Intensity (1 5) = 7.693 i%r
.!_$.'._ •. ·.·.:_·.=_·~.=•=_: __ =:_• ... =.· .•. ·.·.·.·.•.·.•.=.•.•.•.:.:_ •. :. •• •• ••Ii:::-=: ••••< .•.•.•.•.•.•.•.•.•.-.•.•.•.• =_;_.-.=' . .=.i_:'.='.:.:_.: .. _•.:.i_;_ •... · .• i~iii i'''i:' w. ·:·:·:·:·:···:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·: ·.·.·.·.·.·.•.·.·.·.·.·.·.·.·.·.·.·.·.·.·
Rainfall Intensity (1 10) = 8.635 in /hr
~,:_a,=_=,·_·,·.,·.· .•. ~=.·.~-~-=.=·,~.f,~.~-•.:,:_:·,:_(,~_(_~_(,~_f_1.f_(.~~--(_(_(.~.1~_(_~-.1~1f.1~~~(\i/r·=.~_r.~.~.1.1.~_(_(_(_(_(_(_(_(_(_1_~~--.(_(_1:_:._j·_~_t·.1:_(.1:_(.t_(_(tr\iff~t a1os&[\~ititrrr ''"-::::: :-:·:·:·:·:·:·;.:.;-:.;.;.; ... ·.··:···:.:.:.:···:·:·:·:·:·:·:·:·:·:···:·:······
Rainfall Intensity (1 25 ) = 9.861 in/hr
....... ·.·•················· :·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:· ·.·•·.·.· .. ·.·.·.·.· .· .. · .. ·.:·:·:·····:·:·:·:·:·:·:·:····· .. ··.·.···.·.·.·.· .. •.·•• .. :@~~:! ••••Z : :•r• ::t•tt••Htil.1~~f~t•••
Rainfall Intensity (1 50 ) = 11 .148 i%r
:l~~.e···· ;.; Jt• :.:::: ==:.::::::::::•• :== ·•·•••••::: ·••• ~~~ ~~ nr:
Rainfall Intensity (1 100) 11 .639 i%r
···:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·:·: ···········:·:·:·:·:-:·:·:·:·:·:·:.:·:.:::;:::·:·:·: ·: .. ·:·:·:·············:·····:·············.·.·.·.·.·.· ..... ·.
!Qffil •ffi •:::•::••:•:•:•• ??::?? :::t:\iIIl1=111~~1••••
DRAINAGE AREA -POST-DEVELOPMENT
GENERAL INFORMATION
Description : Drainage area of site after development
Drainage Area (81) = 0.209 acres (developed area)
Drainage Area (82) = 0 .326 acres (developed area)
Drainage Area (83) = 0.691 acres (developed area)
TIME OF CONCENTRATION <T cl
GIVEN RESULT
Maximum Travel Distance (D 1) = 100 ft Tc1 = 0 .6 min .
Velocity of Runoff CV1) = ft 3 .00 lsec
Coefficient of Runoff (C 1) = 0 .95
Maximum Travel Distance (D 2) = 100 ft T c2 = 0 .6 min.
Velocity of Runoff (V2) = ft 3 .00 fsec
Coefficient of Runoff (C 2) = 0 .95
Maximum Travel Distance (D 3) = 175 ft T c3 = 1 .0 min .
Velocity of Runoff (V3) = ft 3.00 lsec
Coefficient of Runoff (C 3) = 0 .95
-NOTE: Minimum Tc allowed= 10 min . T C(POST) = 2 .1 min .
3134-000414 Drain age Runoff Evalu ation .xis
I
DRAINAGE AREA -POST-DEVELOPMENT
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coefficient (d) =
0 .806
65
8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) = 0.785
Coefficient (b) =
Coefficient (d) =
76
8.5
10 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e) =
Coefficient (b) =
Coeffic ient (d) =
0 .763
80
8.5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coeffi cient (b) =
Coefficient (d) =
0 .754
89
8.5
50 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e ) =
Coefficient (b) =
Coefficient (d) =
0.745
98
8.5
100 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coefficient (e ) =
Coefficient (b) =
Coefficient (d) =
3134-000414 Drain age Runoff Evalu at ion .xis
0.73
96
8
Rainfall Intensity (Ii} =
Q ARE A 1 =
QAREA2 =
6 .327 i%r
1.267 cfs
1.976 cfs
Rainfall Intensity (1 5) = 7.693 i%r
QARE A 1 = 1.540 cfs
QAREA 2 = 2 .402 cfs
QAREA 3 = 5.092 cfs
::li:a ::.]:,]-::,:::.:l•=]]:.].:.• It·• J.•: -:I•] ·. t i~ii1 us :::
Rainfall Intensity (1 10) =
QAREA 1:
QAREA 2 =
Q AREA 3 =
8.635 in /hr
1.729 cfs
2.696 cfs
5.715 cfs
•.=•.·.•.:.•·.:_:_:.·_ ... =.•·.·.~-·-·.=.•.:.•.~.=.'.'_:.•.•.•.:.•.:.·.:.·.:.•.·.•.:.•.'.•.·.·.•.•.•.•.•.•.:.•.:.•.•.•.•.•.:.•.: ,,,,,,,, ,,, ,,, = • :.• 1 •oaio._=···· ai r ... :~ .·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.····-·.·.·-:-:-:-:-:-:-:-:· .·.·.·.·.·.·.·.·.·.·.·.·.·.·.····
Rainfall Intensity (1 25) = 9.861 in /hr
Q AREA 1 = 1.974 cfs
Q ARE A 2 = 3.080 cfs
Q AREA 3 = 6 .528 cfs
•:11:·1 ······:····:·•·::·:.:.:::::.:·:·::::: •. :.:.1.:-:-:=:.:::::. : •.• : •• : •..• •:-:::1~.~U,j::~ •....•• J
Rainfall Intensity (1 50) = 11 .148 in /hr
QAREA 1 = 2 .232 cfs
QAR EA 2 = 3.481 cfs
QARE A 3 = 7.379 cfs ..................................... ·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.· ................ ···.·.·.·.· .. ·.·.·.·.·•· ........ .
:
·0:_·_·.·.···"':····::::···;a;·::::...,. ..... ...,...,....,..,......,,...,.,....,,,,,,,,,,,,,. ········ =,= . .=,.= ... ,='_•:,.' ... ,=' ... ,=' ... ,=' ... ,=' ... ,='_;.,.-_·_·.•,;_:!t:_ ... ·_·.=,= ... _.=_=M,·_·_.-_=,= .. ·.·.·_ .. ',=.2 ....... ·.= .• = . .=_.,_.=.c.' ... '.·_r: .. ·.·.s.·_=.·_=.=.==.=_:'_•'.='.•'.:'.t .t .t.:: ~ :::::::::::::::::::::::;:::::=:::::;:::::::::;:;:::;:;:;:: )ft~~~ ::t 'iii. v.~
Rainfall Intensity (1 100) 11 .639 i%r
Q AREA 1 = 2 .330 cfs
QAREA 2 = 3.635 cfs
QAREA 3 = 7. 704 cfs
············.··· .............. :.:-:-·-·.·.·.·.·.·.·.·.·.·.·.·.•.· .·.·.·.·.·.·.· ................ ·.·.·.•.•.·.· ................... . :•1~••¥]) ...... ::::::.::.:::.:::]• ::y •••1•1~•1 ~·· :}
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom W idth
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Veloc ity Head
Specific Energy
Froude Number
Flow is supercritica l.
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Rectangular Channel
i:\projects\400\3134-varsity\3134t1 ra.fm2
Curb Leaveout Area 81 (10 yr)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
2 .00 ft
1.729 cfs
0.23 ft
0.46 ft2
2 .46 ft
2 .00 ft
0 .29 ft
0.005227 ft/ft
3 .75 ft/s
0.22 ft
0.45 ft
1.37
Municipal Development Group 11124198
10:32:11 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMast er v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discha rge
Results
Depth
Flow Area
Wetted Perimeter
Top W idth
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Rectangular Channel
i:\projects\400\3134-varsity\3134t1 ra.fm2
Curb Leaveout Area B 1 (100 yr)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
2.00 ft
2 .330 cfs
0 .28 ft
0 .56 ft 2
2 .56 ft
2 .00 ft
0 .35 ft
0.005213 ft/ft
4 .15 ft/s
0.27 ft
0 .55 ft
1.38
Municipal Development Group 11/24198
10:32:3 9 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666.
FlowMaster v5 .0 7
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Rectangular Channel
i :\projects\400\3134-varsity\3134t1 ra .fm2
Curb Leaveout Area 82 (10 yr)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
2.00 ft
2 .696 cfs
0.31 ft
0 .62 ft2
2 .62 ft
2 .00 ft
0 .38 ft
0 .005225 ft/ft
4 .36 ft/s
0 .30 ft
0 .60 ft
1.38
Municipal Development G roup 11/24198
10:33 :08 AM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Rectangular Channel
i :\projects\400\3134-varsity\3134t1 ra.fm2
Curb Leaveout Area 82 (100 yr)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
2.00 ft
3 .635 cfs
0 .38 ft
0 .75 ft2
2.75 ft
2 .00 ft
0.47 ft
0 .005292 ft/ft
4 .82 ft/s
0 .36 ft
0 .74 ft
1.38
Municipal Development Group 11/24198
10:33:33 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Descriptio n
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top W idth
Critical Depth
Critical Slope
Velocity '
Velocity Head
Specific Energy
Froude Number
Flow is supercritica l.
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Rectangular Channel
i :\projects\400\3134-varsity\3134t1 ra.fm2
Curb Leaveout Area 83 (10 yr)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
4.00 ft
5 .715 cfs
0.30 ft
1.22 ft2
4.61 ft
4.00 ft
0 .40 ft
0.004263 ft/ft
4 .70 ft/s
0.34 ft
0 .65 ft
1.50
Municipal Development Group 11/24198
10 :34:14AM Haest ad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaste r v5 .07
Page 1 of 1
I Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Bottom Width
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Rectangular Channel
i:\projects\400\3134-varsity\3134t1 ra . fm2
Curb Leaveout Area 83 (100 yr)
Rectangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
4.00 ft
7 .704 cfs
0 .37 ft
1 .47 ft2
4 .74 ft
4.00 ft
0.49 ft
0.004186 ft/ft
5.24 ft/s
0 .43 ft
0 .79 ft
1.52
Municipal Development Group 11124198
10:34:40AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
I Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra.fm2
Open-Channel Area 81 (25 yr): Option #1
Triangular Channel
Manning's Formula
Channel Depth
0 .030
1.00 %
4 H :V
4 H :V
2 .805 cfs
0 .58 ft
1.33 ft2
4.75 ft
4.61 ft
0.50 ft
0.021708 ft/ft
2 .12 ft/s
0 .07 ft
0 .65 ft
0 .70
Municipal Development Group 11124198
11 :05:03AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
I Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81 + 82
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra.fm2
Open-Channel Area 82 (25 yr): Option #1
Triangular Channel
Manning's Formula
Channel Depth
0.030
1.00 %
4 H :V
4 H :V
5 .054 cfs
0 .72 ft
2 .06 ft2
5.92 ft
5.74 ft
0.63 ft
0 .020071 ft/ft
2 .45 ft/s
0 .09 ft
0.81 ft
0 .72
Municipal Development Group 11/24198
11 :07 :47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
I Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81 + 82
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i :\projects\400\3134-varsity\3134t1 ra.fm2
Open-Channel Area 82 (100 yr): Option #1
Triangular Channel
Manning's Formula
Channel Depth
0 .030
1.00 %
4 H :V
4 H :V
5 .965 cfs
0.76 ft
2 .33 ft2
6.30 ft
6 .11 ft
0 .67 ft
0.019632 ft/ft
2 .56 ft/s
0.10 ft
0 .87 ft
0.73
Municipal Development Group 11124198
11 :10:20AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area = 81 + 82 + 83
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i :\pro j ects\400\3134-varsity\31 34 t1 ra .fm2
Open-Channel Area 83 (25 yr): Option #1
Triangular Channel
Manning's Formula
Channel Depth
0.030
1.00 %
4 H :V
4 H :V
11 .581 cfs
0.98 ft
3.84 ft2
8.08 ft
7.84 ft
0.88 ft
0.017969 ft/ft
3.02 ft/s
0.14 ft
1.12 ft
0.76
Municipal Development Group 11/24198
11:11 :09 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area = 81 + 82 + 83
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra.fm2
Open-Channel Area 83 (100 yr): Option #1
Triangular Channel
Manning's Formula
Channel Depth
0.030
1.00 %
4 H :V
4 H :V
13 .669 cfs
1.04 ft
4 .35 ft2
8.60 ft
8.34 ft
0.94 ft
0.017576 ft/ft
3.14 ft/s
0.15 ft
1.20 ft
0 .77
Municipal Development Group 11124198
11 :11 :42AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i :\projects\400\3134-varsity\3134t1 ra.fm2
Open-Channel Area 81 (25 yr): Option '#2.
Triangular Channel
Manning's Formula
Channel Depth
0.040
1.00 %
4 H :V
4 H :V
2 .805 cfs
0 .64 ft
1.64 ft2
5.29 ft
5.13 ft
0 .50 ft
0 .038595 ft/ft
1.71 ft/s
0.05 ft
0.69 ft
0.53
Municipal Development Group 11 /2419 8
11 :13:46AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes:
Area= 81
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra .fm2
Open-Channel Area 81 (100 yr): Option #2
Triangular Channel
Manning's Formula
Channel Depth
0 .040
1.00 %
4 H :V
4 H :V
3.311 cfs
0.68 ft
1.86 ft2
5.63 ft
5.46 ft
0.53 ft
0.037751 ft/ft
1.78 ft/s
0.05 ft
0.73 ft
0.54
Municipal Development Group 11/24198
11 :14:54AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81 + 82
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra. fm2
Open-Channel Area 82 (25 yr): Option #2
Triangular Channel
Manning's Formula
Channel Depth
0.040
1.00 %
4 H :V
4 H :V
5.054 cfs
0.80 ft
2.56 ft2
6 .59 ft
6 .40 ft
0 .63 ft
0 .035681 ft/ft
1.98 ft/s
0.06 ft
0.86 ft
0.55
Municipal Development G roup 11 /24198
11 :16 :15AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81 + 82
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra . fm2
Open-Channel Area 82 (100 yr): Option #2
Triangular Channel
Manning's Formula
Channel Depth
0.040
1.00 %
4 H:V
4 H:V
5.965 cfs
0.85 ft
2 .90 ft2
7.02 ft
6 .81 ft
0.67 ft
0.034900 ft/ft
2 .06 ft/s
0.07 ft
0.92 ft
0.56
Municipal Development G roup 11 /24198
11 :17:00AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top W idth
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area = 81 + 82 + 83
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i :\projects\400\3134-varsity\3134t1 ra . fm2
Open-Channel Area 83 (25 yr): Option #2
Triangular Channel
Manning's Formula
Channel Depth
0.040
1.00 %
4 H :V
4 H :V
11.581 cfs
1.09 ft
4 .76 ft2
9.00 ft
8.73 ft
0 .88 ft
0.031944 ft/ft
2 .43 ft/s
0.09 ft
1.18 ft
0.58
Municipal Development Group 11 /24198
11 :17 :50AM Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5 .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Notes :
Area= 81 + 82 + 83
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra. fm2
Open-Channel Area 83 (100 yr): Option #2
Triangular Channel
Manning's Formula
Channel Depth
0.040
1.00 %
4 H :V
4 H :V
13.669 cfs
1 .16 ft
5.39 ft2
9.58 ft
9.29 ft
0.94 ft
0.031246 ft/ft
2.53 ft/s
0.10 ft
1.26 ft
0 .59
Municipal Development Group 11/24198
11 :18:34AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
I
11/24198
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Notes:
Area= 81
APPENDIX A -HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra. fm2
Pilot Channel Area 81
Triangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
4 H:V
4 H :V
0.422 cfs
0.21 ft
0.17 ft2
1.71 ft
1.65 ft
0.23 ft
0.005248 ft/ft
2.47 ft/s
0 .09 ft
0.30 ft
1.35
Municipal Development Group
11 :28 :19 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster vS .07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Notes :
Area= 81 + 82
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i:\projects\400\3134-varsity\3134t1 ra. fm2
Pilot Channel Area 82
Triangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
4 H :V
4 H:V
1.314cfs
0.32 ft
0.40 ft2
2 .61 ft
2.53 ft
0 .37 ft
0.004510 ft/ft
3.28 ft/s
0.17 ft
0.48 ft
1.45
Municipal Development Group 11124198
1 1:28:47 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
Notes :
Area= 81 + 82 + 83
APPENDIX A-HYDRAULIC COMPUTATIONS
Worksheet for Triangular Channel
i :\projects\400\3134-varsity\3134t1 ra.fm2
Pilot Channel Area 83
Triangular Channel
Manning's Formula
Channel Depth
0.013
1.00 %
4 H :V
4 H :V
3.011 cfs
0 .43 ft
0 .75 ft2
3 .56 ft
3.46 ft
0.51 ft
0.004038 ft/ft
4.03 ft/s
0.25 ft
0.68 ft
1.53
Municipal Development Group 11/24198
11 :29 :16AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.07
Page 1 of 1
000414-3134 Drainage Report .doc
APPENDIXB
MAPPING
DESCRIPTION
APPENDIXB
TABLE OF CONTENTS
PAGE NO.
Exhibit # 1 -Carter's Creek Drainage Basin ................................................................ B-1
Ex hibit #2 -Post-Development Varsity Ford Sub-Drainage Basin .............................. B -2
Exhib it #3 -FIRM Map .............................................................................................. B -3
000414-3 134 Drainage Report.d oc
ZONE X
Rder lo 1·
dt ·term in £
or d epths
To deterrr
i n ~ur a nce .
000414-3134 Drainage Report .do c
APPENDIXC
DRAINAGE DETAILS
I
I
DESCRIPTION
APPENDIXC
TABLE OF CONTENTS
PAGE NO.
Curb Leave-out Detail ................................................................................................. C-1
Open Channel Cross-Section (Option#!) .................................................................... C-2
Open Channel Cross-Section (Option #2) .................................................................... C-3
Pilot Channel Detail .................................................................................................... C-4
Silt Fencing Detail. ...................................................................................................... C-5
000414-3134 Drainage Report.doc
CURB
LAYDOWN
DISCHARGE FLUME
WIDTH VARIES
• 0
I
6"
.,,.,
TYPICAL CONCRETE
CURB & GUTTER PARKING AREA
CURB LEAVE-OUT DETAIL
N.T.S.
--------
12" #3 DOWEL
/13 BARS ~ 12" O.C.E
•
CROSS SECJJON
I
I
I
TOP WIDTH VARIES
15' (MAX)
EXISTNG GROUND r PROPOSED GRADE -----r VARIES~ SEE PLANS
._-r-~.~~~l--~~------------
1.0
6" 18" O.C.E .W.
STANDARD OPEN CHANNEL
(ALTERNATE 1)
I
I
I
EXISTNG GROUND
TOP WIDTH VARIES
15' (MAX)
PROPOSED GRADE
CONCRETE
RIP RAP
STANDARD OPEN CHANNEL
(ALTERNATE 2)
,~
VARIES
SEE PLANS
-1
.·3
#3 BARS @ 18" O.C.E.W .
CONCRETE PILOT CHANNEL
(CROSS -SECTION)
------
I
I
I
LLEGE
RB
NT
.RD
)-, a::-
VIEW AT PITCH
WHEN JOINING TWO OR MORE
"SILT-STOP" FENCES TIE THE
TWO END POSTS TOGETHER WITH
EXISTING NYLON CORD.
GROUND LINE
~ ~ 7'1-<"~~~'""""'"~.-.¥<! . ~~~~~~~~
<D
EXISTING GROUND
FRONT VIEW
WOO DEN POST. MIN . 3 ' LENGTH
(1 1/2' EXPOSED )
S1LT FEN CE, "SILT STOP" OR
APPROVED EQUAL MIN . 24" OVERALL
MAX . SPACING 1 O' O.C .
EXISTING GROUND 6~x 6" TRENCH
COMPACT TRENCH BACKFILL
TO PREVENT "WASHOUT"
BURY TOE OF SILT FENCE
6" BELOW PROPOSED GRADE
SIPE VIEW
SILT fEHCING
N.T.S .
LETTER OF TRANSMITTAL
YUNICIPAL DEVELOPMENT GROUP
~ 1~'A1 •rei ~~llE~A~~ ~~7~ A
Ph: (409)693 -5359 Fx: (409)693-4243
Engineering · Planning · Surveying
re, @~l&t Vofk:_
FROM: /4rfVV(
DATE: l ! /113I1~
I I
MDG JOB NUMBER: ~g -~l/rq
A TI ACHED PLEASE FIND :
NO . OF COPIES : DESCRIPTION:
THESE ITEMS ARE TRANSMITIED AS CHECKED BELOW:
f1' FOR APPROVAL
0 FOR YOUR USE
)23 AS REQUESTED