HomeMy WebLinkAboutStudies APPLICANT 10/17/2013 Drainage Study
For
Proposed Development on
Assessors Parcels 17-03-25-23-01800 and 1902 •
R Street
Springfield, Oregon
August 2013
(Updated October 7, 2013)
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RENEWS: 01/01/14
Prepared for:
Robert Freeman
3023 Skyview Lane
Eugene, Oregon 97405
Prepared by:
EGR&Associates, Inc.
2535B Prairie Road Date Received:
Eugene, Oregon 97402
(541)688-8322 OCT 1 7 2013
Original Submittal
•
PUBLIC WORKS DEPARTMENT/Engineering Division Phone:(541) 726-3753 Fax:(541)736.1021
STORMWATER MANAGEMENT SYSTEM.SCOPE OF WORK
----. --(Area below this line filled out by Applicant)-----------^---------
(Please return to Matt Stouder Q City of Springfield Public Works Engineering;Fax#736-1021,Phone#736-1035),
email..mstoudergci.springf eld or.us
Project Name: R Street Duplexes Applicant:. Robert Freeman co Clint Beecroft
Assessors Parcel 17-03-25-23-01000 and 01902 Date: July 29, 2013
LandUse(s): MD - currently vacant Phone#: I541-688-8322
ProjectSize(Acres): 10.84 acre I Fax#: 541-688-8087
Approx.Impervious Area: 0 .53 acre Email: clintbeecroft®egrassoc.con
Project Description(Include a copy of Assessor's map):
Development of 14 residential units (6 duplexes and 2 singles) with
associated access and parking, including a half-street improvement of
R Street adjacent to the site.
Drainage Proposal(Public connection(s),discharge location(s),etc. Attach additional sheet(s)if necessary:
Collect and route runoff from impervious surfaces through private on-site
pretreatment and flow control facilities. Runoff from new street surface'
and final destination of on-site runoff will be directed into nearby
existing catch basins 402 and 403 in R Street.
Proposed Stormwater Best Management Practices: •
Combination of infiltration stormwater planters, vegetated/grassy swales;
and impervious area reduction techniques as applicable. Roof runoff may
bypass pretreatment facilities as applicable.
' (Area below this line filled out by the City and Returned to the Applicant)
(At a minimum,all boxes checked by the City on the front and back of this sheet shall be submitted
for an application to be complete for submittal,although other requirements may be necessary.)
Drainage Study Type(EDSPM Section 4.03.2): (Note,UH may be substituted for Rational Method)
❑ Small Site Study-(use Rational Method for calculations)
6 Mid-Level Development Study—(use Unit Hydrograph Method for calculations)
Full Drainage Development Study—(use Unit Hydrograph Method for calculations)
Environmental Considerations:
® Wellhead Zone: uR yr ❑ Hillside Development:
❑ Wetland/Riparian: • n Floodway/Floodplain:
❑ Soil Type: 32., - Co bur) 0rh4n Loy?) El Other Jurisdictions
Downstream Analysis:
IN N/A
❑ Flow line for starting water surface elevation:
❑ Design HGL to use for starting water surface elevation:
LI Manhole/Junction to take analysis to: Date Received:
Return to Matt Stouder @ City of Springfield,email:mstouderla N.sprinofield.orus,FA?C,f541)T.36•ytp21
Original Submittal
Infiltration Testing
An infiltration test was performed at each test hole location following the procedures of Section
2.4 of Eugene's Stormwater Management Manual, 2008 (Eugene Manual) for falling head
infiltration test. This test procedure is generally consistent with the EPA falling head percolation
test procedure that is outlined in EPA Design Manual — Onsite Wastewater Treatment and
Disposal Systems, EPA, 1980.
Test Hole West was excavated to a depth of approximately four feet. The bottom of the test hole
was in the silty clay loam soil. The bar run layer at this location was encountered approximately
five inches below the bottom of the test hole, thus the bar run was not included in the infiltration
test at this location. The measured infiltration rate of the silty clay loam averaged 0.4 inches per
hour.
Test Hole South was excavated to a depth of approximately four feet. The bottom of the test hole
was in the bar run layer. The lowest measured infiltration rate of the bar run was 24 inches per
hour.
Test Hole East was excavated to a depth of approximately 4.4 feet. The bottom of the test hole
was in the sandy loam soil. The lowest measured infiltration rate of the sandy loam soil was 37
inches per hour.
The proposed infiltration planter facilities provide for pre-treatment and final destination of non-
building roof and roof runoff. In accordance with the Eugene Manual design parameters for
infiltration systems that incorporate pre-treatment (i.e. stormwater planters), the design
infiltration rate of the planting medium shall be 2.5-inches per hour. In order for infiltration to be
effective the infiltration rate of the underlying soil should be at least 2.5 inches per hour. This
will require that within the areas of the proposed stormwater planters the on-site soil will be
excavated down to the more permeable bar run or sandy loam soil and replaced with minimum
24-inches of select planting medium meeting the requirements of the Eugene Manual.
Infiltration Stormwater Planter Sizing
Stormwater planters are located at eight locations that provide for minimum setbacks to
buildings and the site boundary while being adjacent to proposed drives and roofs. Locations are
shown on the attached Drainage Map (Attachment 3) and utility plan (Attachment 4). Roof
drains will discharge into the planter and surface runoff from adjacent drives will enter at curb
openings. Drive and roof areas tributary to each planter was balanced to achieve the minimum
design ratio, or sizing factor of 0.07 for infiltration stormwater planters, following the simplified
approach for stormwater quality design. The following table summarizes the available treatment
area of each planter and the associated impervious surface area under management.
•
Date Received:
Page 4 OCT 1 7 2013
Updated October 7,2013
Original ;llf_f,al.
BMP I.D. Treatment Area Management Area Ratio
ISP-1 98 s.f. 1,281 s.f. 0.076
ISP-2 171 s.f. 2,250 s.f. 0.076
ISP-3 173 s.f. 2,292 s.f. 0.076
ISP-4 89 s.f. 904 s.f. 0.099
ISP-5 69 s.f 904 s.f 0.076
ISP-6 173 s.f. 2,200 s.f. 0.079
ISP-7 173 s.f 2,266 s.f. 0.076
ISP-8 47 s.f. 605 s.f. 0.078
A high-flow overflow pipe will interconnect the planters and discharge to existing catch basins in
R Street. The capacity of the proposed overflow pipes have been checked for a peak 25-year
recurrence interval discharge. Calculations are included in Attachment 5.
Undetained Discharges
There is insufficient infiltration stormwater planter surface area to accommodate all impervious
surface runoff from the site. A portion of the roof runoff will discharge directly into the overflow
pipe and then to R Street. Roof runoff does not require pre-treatment prior to discharge. Runoff
from pervious open (grassed) areas will sheet flow southerly toward R Street. Patios located on
the back-side of the units will surface flow onto adjacent grass areas. Runoff hydrographs were
developed for the various sub-basins to calculate peak runoff for standard recurrence intervals of
2-year, 5-year, 10-year, and 25-year returns to insure that post-development peak discharges
from these undetained portions of the site mimic to the extent practicable (not necessarily be
equal or less than) pre-development peak runoff from the site. Hydrographs were developed
using the Hydraflow Hydrographs Extension for AutoCAD following the TR55 SCS hydrograph
methodology. Printouts of the various hydrographs are included in Attachment 5. The following
table summarizes the calculated pre-and post-development peak runoff.
Recurrence Interval Pre-Development Peak Post-Development Peak
Runoff Runoff
2-year 0.16 cfs 0.23 cfs
5-year 0.24 cfs 0.28 cfs
10-year 0.31 cfs 0.37 cfs
25-year 0.40 cfs 0.39 cfs
Date Received:
OCT 17 2013
Page 5 Orl .
Updated October 7,2013 9nal Submittal��
Attachment 1
Reduced Site Plan
Date Received:
OCT 1 7 2013
Original Submittal
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Attachment 2
Stormwater Planter Details
From Eugene's Stormwater Management Manual
Stormwater Planters
Infiltration Stormwater Planter (Formerly Named Infiltration Planter)
Overflow set 3"below
9" minimum, top of planter wall
72"maximum splash pad Plantings Gravel
ponding depth Downspout or
other conveyance
/,'f I system
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approved material,.Y _ ,_ -er e a - - ;r �Y�J;J
d' '4 -..-Q yJy JJa J J J JJ :•Jy{.?min.12"thickness 1 Z2 aa a J JJ J1Ja4I,LrJJrJ a4Ja JJ1J I rJ-Y{J
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dium
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M1.M1.M1.4 M1. .YM1.M1.1.M1
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Filter fabric or line
Overflows to }•n4'r {{ .JY�SiciM• Exist mgSol {ZY:G:i•lr.{`{} .„t•r$•,rtir aggregate interlayer r to
approved `}'•r 1F131\}1r M1r•. .• .'• 4M1j4�*M1, 12!.Qt.}3 prevent soil migration
destination point 77'4%4;4; i }Yii tiiY 1710'RM1ii T {:A iti{s!
(per Section
1.4), Jti Yr ti+J Yti-1j:M1fY1{ti Yl�\1Y1{Mtr1{1`1yti{M1'ti{V1:P tiY{•4.1\ti{1 M1fY
. •f-r•r•r.r
unless"infiltration `
destination"sizing
is used 30"minimum width
Planter width x length=square footage from Form SIM
Not to Scale
Filtration Stormwater Planter (Formerly Named Flow-Through Planter)
9"minimum,
12"maximum
Overflow set 3" ponding depth Downspout or
below top of other conveyance
planter wall system
Plantings
` Gravel splash pad
lmediug mpg i11 Filter fabric or fine aggregate
�r�f�T11 i I 1 ' interlayer to prevent soil
._.M1, migration
314"open t:tf f, �., '
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drain rock. Structural walls w/
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or other •r•r-r �� I waterproof membrane
approved z;{{;
material, r•r•J _ - _ - _ . .--•.. . Perforated under drain
C• • rrr-Sr"l-a'AP.eVolvK.'v5�vr J"4 a system wrapped in
min.l2" �r•J• ��� Y PPS
r• • ' riavvgaRnnnraormty tfnn geotextile Yy •s ;••__!��, RN.__ e, eotextilesock
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!•!.r•J••Y• Jr••• -`::::::::.•::::::::::::::::•1•:... Waterproof
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rir' EadstingSoil rti:..rti:ti{:{ti;;J building as
.:r'J. .r-rwJ•r•r1}1r.r-rvr•r-r•e•.•.•r..17f:ais-�� needed
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Pipe to approved 18"minimum planter width
destination point(see Planter width x length-square footage from Form SIM
Section 1.4), Not to Scale
bottom or side-out options
Date Received:
Stormwater Management Manual Page 2-55
Eugene 2008 OCT 1 7 2013
Original Submittal
Storrnwater Planters
Stormwater Management Goals Achieved Acceptable Sizing Methodologies
4 Pollution Reduction SIM1, PRES
4 Flow Control SIM
4 Destination PRES2
This facility is not classified as an Underground Injection Control structure(UIC).
SIM=Simplified Approach, PRES= Presumptive Approach, PERF= Performance
Approach
Notes: Stormwater planters may be designed to manage runoff from rooftops, and,if
submerged into the ground,parking lots and streets in many cases.
1) Projects greater than 15,000 square-feet of impervious surface area to manage
must use the Presumptive Approach to size the Stormwater Planter for pollution
reduction.
2) Residential applications with NRCS soil types A or B may size infiltration
facilities for destination using the SIM sizing factor for Pollution Reduction with
Flow Control.
1
Description:Stormwater planters are structural landscaped reservoirs used to collect,filter,
and/or infiltrate stormwater runoff, allowing pollutants to settle and filter out as the water
percolates through the planter soil before infiltrating into the ground below or piped to its
downstream destination. In addition to providing pollution reduction, flow rates and
volumes can also be managed with stormwater planters. Stormwater planters can be used
to help fulfill a site's required landscaping area requirement and should be integrated into
the overall site design. Numerous design variations of shape, wall treatment, and planting
scheme can be used to fit the character of a site. Stormwater planters may provide either
"infiltration treatment" or "filtration treatment". An overflow to an approved destination
per Section 1.4 will be required, unless the facility is an Infiltration Stormwater Planter sized
per Surface Infiltration Facility guidelines presented in this chapter.
Infiltration Stormwater Planters:
Design Considerations: The infiltration rate of the native soil is a key element in
determining size and viability. Infiltration Storrnwater Planters shall not be used on sites
with infiltration rates less than 05 in/hr.
Date Received:
Storrnwater Management Manual OCT 1 7 2013 Page 2-56
Eugene 2008
Original Submittal
Stormwater Planters
Construction Considerations: Location of Infiltration Stormwater Planters should be
clearly marked before site work begins to avoid soil disturbance during construction.
No vehicular traffic, except that specifically used to construct the facility, should•be
allowed within 10 feet facility areas. Infiltration rates shall be verified prior to
construction for soil type C.
Soil Suitability: Infiltration Stormwater Planters are appropriate for soils with a
minimum infiltration rate of 0.5 inches per hour (NRCS soil types A, B, & C). There
shall be no less than three feet of undisturbed infiltration medium between the bottom
of the facility and any impervious layer (i.e. hardpan, solid rock, high groundwater
levels, etc.) Topsoil shall be used within the top 18 inches of the facility. Maximum
design infiltration rate of the facility is controlled by the infiltration rate of the growing
medium and shall not be greater than 2.5 in/hr.
Dimensions and Slopes: Facility storage depth must be at least 9 inches,unless a larger-
than-required planter square-footage is used. Minimum Infiltration Stormwater Planter
width is 30 inches. Planters shall be constructed without slope.
Setbacks: Required setback for Infiltration Stormwater Planters is 5 feet from property
lines and 10 feet from structures. Easements for non-buildable areas on adjacent
properties may be required if facilities are located next to property lines.
Filtration Stormwater Planters:
Design Considerations: These facilities are appropriate for all soil types as they collect
stormwater that filters through the growing medium and convey it to a piped
stormwater system. Filtration Stormwater Planters may be located within 10-feet of
building foundations with an approved impermeable membrane.
Construction Considerations:
Special attention needs to be paid to the planter waterproofing if constructed adjacent to
building structures. The walls of a Filtration Stormwater Planter can
often times be incorporated with the building foundation plans. The bottom of Filtration
Stormwater Planters must be lined with an impermeable membrane of 60 mil plastic film.
Soil Suitability: Filtration Stormwater Planters are appropriate for all soils types.
Topsoil shall be used within the top 18 inches of the facility. Maximum design
infiltration rate of the facility is controlled by the infiltration rate of the growing
medium and shall not be greater than 2.5 in/hr.
Dimensions and Slopes: Facility storage depth must be at least 9 inches, unless a larger-
than-required planter square-footage is used. Minimum Filtration Stormwater Planter
width is 18 inches. Planters shall be constructed without slope.
Setbacks: A setback for Filtration Stormwater Planters is not required.
General Requirements for Infiltration and Filtration Stormwater Planters:
Planter Walls: Planter walls shall be made of stone, concrete, brick, wood, or other durable
material. Chemically treated wood that can leach out toxic chemicals and contaminate
stormwater shall not be used.
Sizing: Individual Stormwater Planters sized with the Simplified Approach shall be
designed to receive less than 15,000 square-feet of impervious area runoff. For stormwater
Stormwater Management Manual Date Received: _ Page 2-57 -
Eugene 2008 .
OCT 1 7 2013
Original Submittal__--
Stormwater Planters
planters a Simplified Approach sizing factor of 0.07 for Infiltration Stormwater Planters and
0.03 for Filtration Stormwater Planters may be used to receive credit for pollution reduction.
A high-flow overflow must be provided or the Presumptive Approach must be used in
conjunction with a measured infiltration rate to receive credit for stormwater destination. In
cases when pollution reduction is the only stormwater management goal, the Presumptive
Approach may be used in conjunction with a measured infiltration rate to downsize the
Simplified Approach sizing factor. Planters shall be designed to pond water for less than 18
hours after each storm event.
Landscaping: Plantings shall be designed at the following quantities per 100 square feet of
facility area. Facility area is equivalent to the area of the planter calculated from Form SIM.
2-Large shrubs/small trees 3-gallon containers or equivalent.
6-Shrubs/large grass-like plants 1-gallon containers or equivalent
Ground cover plants: 1 per 18 inches on center, triangular spacing, for the
ground cover planting area only, unless seed or sod is
specified. Minimum container: 4-inch pot. At least 50
percent of the ground cover plantings shall be grasses or
grass-like plants.
Note: Tree planting is not required in planters, but tree planting is encouraged near
planters.
Checklist of minimal information to be shown on the permit drawings:
1) Facility dimensions and setbacks from property lines and structures
2) Profile view of facility,including typical cross-sections with dimensions
3) Planter wall material and waterproofing membrane specification
4) Growing medium specification
5) Drain rock specification •
6) Filter fabric specification
7) All stormwater piping associated with the facility, including pipe materials, sizes,
slopes,and invert elevations at every bend or connection
8) Stormwater destination
9) Landscaping plan
Inspection requirements and schedule: The following table shall be used to determine
which stormwater facility components require City inspection, and when the inspection
shall be requested. Please note that, while not all facility components may require an
inspection call,inspectors will inspect for all required components in the field.
Facility Component Inspection Requirement
Planter grading/ excavation
Structural components/ liner
Piping Call for inspection
Drain rock
Filter fabric
Growing medium
Plantings Call for inspection
Operations and Maintenance requirements: See Chapter 3.0.
Received:
Stormwater Management Manual Page 2-58
Eugene 2008 OCT Date 1 7 203
Original Submittal___
Attachment 3
Drainage Map
Date Received:
OCT 1 7 2013
Original Submittal
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Attachment 4
Proposed Grading, Paving and Utilities Plan
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Attachment 5
Calculations
Date Received:
OCT 172013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday,0915/2013
Hyd. No. 1
Pre-Development Entire Site
Hydrograph type = SCS Runoff Peak discharge = 0.164 cfs
Storm frequency = 2 yrs Time to peak = 8.20 hrs
Time interval = 1 min Hyd. volume = 3,540 cult
Drainage area = 0.890 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.90 min
Total precip. = 3.30 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Pre-Development Entire Site
Q( ) Hyd. No. 1 --2 Year Q (cfs)
0.50 - - 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time(hrs)
Date Received:
OCT 172013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk, Inc.v10 Thursday,09/5 I 2013
Hyd. No. 1
Pre-Development Entire Site
Hydrograph type = SCS Runoff Peak discharge = 0.236 cfs
Storm frequency = 5 yrs Time to peak = 8.18 hrs
Time interval = 1 min Hyd. volume = 4,654 cult
Drainage area = 0.890 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.90 min
Total precip. = 3.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Pre-Development Entire Site
Q (cfs) Hyd. No. 1 -- 5 Year Q (cfs)
0.50 - 0.50
0.45 _--; .--- 0.45
0.40 - 0.40
0.35 - 0.35
0.30 0.30
0.25 - 0.25
0.20 --- - 0.20
0.15 _ _ 0.15
0.10 0.10
0.05 --- -- ---`_ . -.... ---- -- '- 0.05
--
0.00 - 0.00
0 2 4 6 -8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
Date Received:
OCT 172013
Original } br ►tt @L-�..-----
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD)Civil 3D®2013 by Autodesk.Inc.v10 Thursday,09/5/2013
Hyd. No. 1
Pre-Development Entire Site
Hydrograph type = SCS Runoff Peak discharge = 0.314 cfs
Storm frequency = 10 yrs Time to peak = 8.17 hrs
Time interval = 1 min Hyd. volume = 5,836 cuft
Drainage area = 0.890 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.90 min
Total precip. = 4.30 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Pre-Development Entire Site
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
0.50 - . - 0.50
0.45 -- I. - - 0.45
0.40 - - - - — 0.40
0.35 ' 0.35
-
0.30 - - - - - 0.30
0.25 0.25
0.20 - 0.20
0.15 - - -- 0.15
- r -
0.10 �� 0.10
: ::. 0.05
0.00
0 2 4 8 8 10 12 14 1�.�atd'.iRe^ IvPd22 24 26
Time(hrs)
Hyd No. 1
OCr 1 / ?013
Original Submittal___._,`
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Thursday.09/5/2013
Hyd. No. 1
Pre-Development Entire Site
Hydrograph type = SCS Runoff Peak discharge = 0.397 cfs
Storm frequency = 25 yrs Time to peak = 8.17 hrs
Time interval = 1 min Hyd. volume = 7,074 cult
Drainage area = 0.890 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.90 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Pre-Development Entire Site
Q
(cfs) Hyd. No. 1 --25 Year Q(cfs)
0.50 , - , - - - - - - - - 0.50
0.45 0.45
0.40 - 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 - 0.10
0.05 0.05
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Date Received: Time(hrs)
OCT 1 7 2013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,10/4/2013
Hyd. No. 1
Sub-Basin Al
Hydrograph type = SCS Runoff Peak discharge = 0.038 cfs
Storm frequency = 2 yrs Time to peak = 8.18 hrs
Time interval = 1 min Hyd. volume = 796 cult
Drainage area = 0.190 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.90 min
Total precip. = 3.30 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
•Composite(Area/CN)=1(0.177 x 74)+(0.010 x 98)]/0.190
Sub-Basin Al
D (cfs) Hyd. No. 1 --2 Year Q (cfs)
0.10 - - 0.10
0.09 - 0.09
0.08 0.08
0.07 0.07
0.06 -- - 0.06
0.05 --- • 0.05
0.04 ~— — 0.04
0.03 0.03
0.02 - -- - ----- 0.02
0.01 0.01
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
-- - Hyd No. 1 Date Received:
OCT 1 7 2013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013
Hyd. No. 1
Sub-Basin Al
Hydrograph type = SCS Runoff Peak discharge = 0.054 cfs
Storm frequency = 5 yrs Time to peak = 8.18 hrs
Time interval = 1 min Hyd. volume = 1,039 cuft
Drainage area = 0.190 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.90 min
Total precip. = 3.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)=[(0.177 x 74)+(0.010 x 98)j 1 0.190
Sub-Basin Al
Q(cfs) Hyd. No. 1 —5 Year Q(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 . - 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 - 0.01
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 1
Date Received:
OCT 172013
Origlnai 5ubrottal_ -
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D9 2013 by Autodesk.Inc v10 Friday.1014/2013
Hyd. No. 1
Sub-Basin Al
Hydrograph type = SCS Runoff Peak discharge = 0.071 cfs
Storm frequency = 10 yrs Time to peak = 8.17 hrs
Time interval = 1 min Hyd. volume = 1,297 cuft
Drainage area = 0.190 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.90 min
Total precip. = 4.30 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
•Composite(Area/CN)=[(0.177 x 74)+(0.010 x 98)]10.190
Sub-Basin Al
Q(cfs) Hyd. No. 1 -- 10 Year Q (cfs)
0.10 - - - 0.10
0.09 0.09
0.08 - -- ------ - 0.08
0-07 — — 0.07
0.06 — T — -- —, 0.06
0.05 0.05
— — 4____--
0.04 . - - 0.04
0.03 { — 0.03
0.02 _ �-� 0.02
0.01 , 0.01
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No 1 Date Received. Time(hrs)
OCT 1 7 2013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk.Inc.v10 Friday.10/4/2013
Hyd. No. 1
Sub-Basin Al
Hydrograph type = SCS Runoff Peak discharge = 0.089 cfs
Storm frequency = 25 yrs Time to peak = 8.17 hrs
Time interval = 1 min Hyd. volume = 1,566 cuft
Drainage area = 0.190 ac Curve number = 75*
Basin Slope = 0.0 °fo Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.90 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
•Composite(Area/CN)=](0.177 x 74)+(0.010 x 98)]!0.190
Sub-Basin Al
Q (cfs) Hyd. No 1 -- 25 Year Q (cfs)
0.10 - t - 0.10
0.09 - -- 0.09
0.08 — — — - -- - 0.08
0.07 --- ------ --- - 0.07
- --•- --`-- -- --~ --- - - - - - ----
_ - -
0.06 0.06
0.05 0.05
0.04 ._ -- - - - ._ 0.04
0.03 0.03
0.02 — —-- �� 0.02
0.01 0.01
0.00 - • 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time(hrs)
Date Received: ,
OCT 1 7 2013 L
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday.1014/2013
Hyd. No. 2
Sub-Basins A6, A7, A8
Hydrograph type = SCS Runoff Peak discharge = 0.082 cfs
Storm frequency = 2 yrs Time to peak = 7.90 hrs
Time interval = 1 min Hyd. volume = 1,169 cuft
Drainage area = 0.105 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.30 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basins A6, A7, AS
Q (cfs) Hyd. No. 2-- 2 Year Q (cfs)
0.10 - - 0.10
0.09 _ 0.09
0.08 __— - ----',---- it- - ,- -----�- - ---- --- - 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
-1. -
0.04 0.04
0.03 0.03
0.02 - 0.02
0.01 - 0.01
0.00
- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No.2 Date Received: Time(hrs)
OCT 17 2013
Original Submittal— - -
Hydrograph Report
Hydratlow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013
Hyd. No. 2
Sub-Basins A6, A7, A8
Hydrograph type = SCS Runoff Peak discharge = 0.095 cfs
Storm frequency = 5 yrs Time to peak = 7.90 hrs
Time interval = 1 min Hyd. volume = 1,359 cuft
Drainage area = 0.105 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basins A6, A7, A8
Q(cfs) Hyd. No. 2– 5 Year ( )
0.10 0.10
0.09 - 0.09
0.08 : 0.08
0.07 0.07
0.06 0.06
0.05 0.05
J
0.04 0.04
0.03 0.03
0.02 — 0.02
0.01 0.01
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time(hrs)
Pate Received:
OCT 172013
OFigiw11 �111[ta�l
Hydrograph Report
Hydraflow Hydrograph Extension for AutoCAD®Civil 312402013 by Autodesk,Inc.v10 Friday,10/4!2013
Hyd. No. 2
Sub-Basins A6, A7, A8
Hydrograph type = SCS Runoff Peak discharge = 0.108 cfs
Storm frequency = 10 yrs Time to peak = 7.90 hrs
Time interval = 1 min Hyd. volume = 1,549 cuft
Drainage area = 0.105 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.30 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basins A6, AT, A8
0(cfs) Hyd. No. 2-- 10 Year Q(cfs)
0.50 - 0.50
0.45 , - 0.45
0.40 0.40
0.35 - - 0.35
0.30 ` 0.30
0.25 0.25
0.20 T 0.20
0.15 0.15
0.10 0.10
0.05 - 0.05
0.00 f-- t 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No.2 Date Received:
OCT 172013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/412013
Hyd. No. 2
Sub-Basins A6, A7, A8
Hydrograph type = SCS Runoff Peak discharge = 0.121 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 1,739 cuft
Drainage area = 0.105 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basins A6, A7, A8
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
0.50 0.50
0.45 _ LI 0.45
_i_1 0
__ •_
0.40 __ __ 0.40
. 1 ill =NEN ==mil
0.35 __ 0.35
0.30 0.30
0-25
1 mom_� 0.25 I ill
____ - __._ iTi
0.20 - - 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
-- Hyd No. 2 Date Received. Time(hrs)
OCT 1 7 2013
Original Submittal
• ,
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013
Hyd. No. 3
Sub-Basin A5
Hydrograph type = SCS Runoff Peak discharge = 0.026 cfs
Storm frequency = 25 yrs Time to peak = 7.88 his
Time interval = 1 min Hyd. volume = 381 cuff
Drainage area = 0.023 ac Curve number = 98
Basin Slope = 0.0 • Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basin A5
Q( S) Hyd. No. 3--25 Year Q
0.10 - - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0-06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 r , 0.02
0.01 0.01
0.00 - — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 3
Date Received: lime(hrs)
OCT 172013
Original Submittal __
•
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013
Hyd. No. 4
Sub-Basin A4
Hydrograph type = SCS Runoff Peak discharge = 0.067 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 961 cuft
Drainage area = 0.058 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basin A4
Q (cfs) Hyd. No. 4—25 Year Q(cfs)
0.10 - - 0.10
0.09 0.09
0.08 - 0.08
0.07 0.07
l
0.06 0.06
0.05 1 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 — — 0.01
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No.4 Time(hrs)
Date Receive
OCT 17 2013
Original
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday.10/4/2013
Hyd. No. 5
Sub-Basin A3
Hydrograph type = SCS Runoff Peak discharge = 0.064 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 928 cuft
Drainage area = 0.056 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basin A3
Q(cfs) Hyd. No. 5--25 Year Q(cfs)
0.10 I 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - - - 11 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02
) 0.02
0.01 – 0.01
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 5 Date Received:
OCT 172013
Original Submittal_
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD31 Civil 3t)2013 by Autodesk,Inc.v10 Friday,101412013
Hyd. No. 6
Sub-Basin A2
Hydrograph type = SCS Runoff Peak discharge = 0.037 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 530 cuft
Drainage area = 0.032 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basin A2
Q (cfs) Hyd. No. 6–25 Year Q (cfs)
0.10 0.10
0.09 --- — 0.09
0.08 - 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 • - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6
Date Received' Time(hrs)
OCT 17 2013
Original Submittal—__—
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday.10 14/2013
Hyd. No. 7
Sub-Basin B1
Hydrograph type = SCS Runoff Peak discharge = 0.037 cfs
Storm frequency = 2 yrs Time to peak = 8.18 hrs
Time interval = 1 min Hyd. volume = 775 cuft
Drainage area = 0.185 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.90 min
Total precip. = 3.30 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
•Composite(AreaJCN)=[(0.173 x 74)+(0.010 x 98)1/0.185
Sub-Basin 131
Q (cfs) Hyd. No. 7-- 2 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
-
0.06 0.06
0.05 0.05
0.04 0.04
0-03 0.03
0.02 0.02
0.01 0.01
0.00 • 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 7
Date Received
OCT 172013
Original Submittal.
. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday, 10/4/2013
Hyd. No. 7
Sub-Basin B1
Hydrograph type = SCS Runoff Peak discharge = 0.053 cfs
Storm frequency = 5 yrs Time to peak = 8.18 hrs
Time interval = 1 min Hyd. volume = 1,012 cuft
Drainage area = 0.185 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.90 min
Total precip. = 3.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
•Composite(Area/CN)=[(0.173 x 74)+(0.010 x 98)1/0.185
Sub-Basin B1
Q (cfs) Hyd. No. 7--5 Year Q (cfs)
0.10 0.10
0.09 ---- - - - — --- - - -- 0.09
O.D8 -- - - — — — r 0.08
0.07 . - - — 0.07
0.06 0.06
0.05 - - 1 — - -- 0.05
0.04 0.04
0.03 - - -- - - - -- -- 0.03
0.02 - 0.02
0.01 - 0.01
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 7
Date Received:
OCT 1 7 2013
O60ln* 511pmItual,__.-
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,1014 1 2013
Hyd. No. 7
Sub-Basin B1
Hydrograph type = SCS Runoff Peak discharge = 0.069 cfs
Storm frequency = 10 yrs Time to peak = 8.17 hrs
Time interval = 1 min Hyd. volume = 1,263 cult
Drainage area = 0.185 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.90 min
Total precip. = 4.30 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
*Composite(AreaICN)=[(0.173 x 74)+(0.010 x 98)]/0.185
Sub-Basin B1
Q(cfs) Hyd. No 7— 10 Year Q(cfs)
0.10 - - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
-------......Th
0.01 0.01
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Date Received: Time(hrs)
Hyd No. 7
OCT 1 7 2013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday, 10/4/2013
Hyd. No. 7
Sub-Basin B1
Hydrograph type = SCS Runoff Peak discharge = 0.087 cfs
Storm frequency = 25 yrs Time to peak = 8.17 hrs
Time interval = 1 min Hyd. volume = 1,525 cuft
Drainage area = 0.185 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 27.90 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
'Composite(Area/CN)=[(0.173 x 74)+(0.010 x 98)]/0.185
Sub-Basin B1
( S) Hyd. No. 7--25 Year Q(cis)
0.10 - - - 0.10
0.09 - 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time(hrs)
Date Received:
OCT 1 7 2913
original submittal,
I .
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk.Inc.v10 Friday. 10 1 4/2013
Hyd. No. 8
Sub-Basins B6, B7, B8
Hydrograph type = SCS Runoff Peak discharge = 0.075 cfs
Storm frequency = 2 yrs Time to peak = 7.90 hrs
Time interval = 1 min Hyd. volume = 1,069 cuft
Drainage area = 0.096 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.30 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basins B6, B7, B8
Q (cfs) Hyd. No. 8-- 2 Year Q (cfs)
0:10 - - 0.10
0.09 - 0.09
0.08 0.08
0.07 _ - 0.07
0.06 0.06
0.05 0.05
0.04 ---- - - - - - 0.04
0.03 0.03
0.02 0.02
..""°..'->/1" _ _
0.01 0.01
0.00 ---- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
-_ Hyd No. 8 Date Received:
OCT 1 7 2013
original Submittal _ _.
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10 1 4 1 2013
Hyd. No. 8
Sub-Basins B6, B7, B8
Hydrograph type = SCS Runoff Peak discharge = 0.087 cfs
Storm frequency = 5 yrs Time to peak = 7.90 hrs
Time interval = 1 min Hyd. volume = 1,243 cuft
Drainage area = 0.096 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 3.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basins B6, B7, B8
Q
(cfs) Hyd. No. 8--5 Year Q (cfs)
0,10 , 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 — 0.01
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 8 Time(hrs)
p„, Date Received:
OCT i72013
Originsi Submittal..__
1 • •
Hydrograph Report
Hydraflow Hydropraphs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013
Hyd. No. 8
Sub-Basins B6, B7, B8
Hydrograph type = SCS Runoff Peak discharge = 0.098 cfs
Storm frequency = 10 yrs Time to peak = 7.90 hrs
Time interval = 1 min Hyd. volume = 1,416 cult
Drainage area = 0.096 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.30 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basins B6, B7, B8
Q(cfs) COI.( )
Hyd_ No. 8— 10 Year
0.10 - - 10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 , . 0.04
0.03 0.03,.."..../1
0.02 0.02
0.01 0.01
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. $ Time(hrs)
Date Received:
OCT 1 7 2013
Original Submittal
Hydrograph Report
Hydrafow Hydrographs Extension for AuIoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013
Hyd. No. 8
Sub-Basins B6, B7, B8
Hydrograph type = SCS Runoff Peak discharge = 0.110 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 1,590 cult
Drainage area = 0.096 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basins B6, BT, B8
Q ( s) Hyd. No. 8—25 Year Q (cfs)
0.50 - 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 — 0.15
0.10 0.10
0.05 0.05
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Date Received: Time(hrs)
Hyd No. 8
OCT 1 7 2013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 300 2013 by Autodesk,Inc.v10 Friday,1014/2013
Hyd. No. 9
Sub-Basin B5
Hydrograph type = SCS Runoff Peak discharge = 0.026 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 381 cuft
Drainage area = 0.023 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (To) = 10.00 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basin B5
Q (cfs) Hyd. No. 9 --25 Year Q (cfs)
0.10 0.10
0.09 - - 0.09
0.08 . - - - — 0.08
0.07 __ - 0.07
-
0.06 Y — 0.06
0.05 -- - 0.05
0.04 - 0.04
0.03 - - 0.03
0.02 . -- 0.02
0.01 0.01
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 9
Date Received-
OCT 1 7 2013
Original Submittal, --
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4 2013
Hyd. No. 10
Sub-Basin B2
Hydrograph type = SCS Runoff Peak discharge = 0.017 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 248 cuft
Drainage area = 0.015 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basin B2
Q(cfs) Hyd. No. 10--25 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 _ 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - ` 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 10 Date Received:
OCT 1 7 2013
3riginul Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday.10/412013
Hyd. No. 11
Sub-Basin B3
Hydrograph type = SCS Runoff Peak discharge = 0.065 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 944 cuft
Drainage area = 0.057 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basin B3
Q( ) Hyd. No. 11 --25 Year Q( �
0.10 - - - t 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 – 0.01
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 11 Date Received:
OCT 1T2013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013
Hyd. No. 12
Sub-Basin B4
Hydrograph type = SCS Runoff Peak discharge = 0.063 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 911 cuft
Drainage area = 0.055 ac Curve number = 98
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 4.80 in Distribution = Type IA
Storm duration = 24 hrs Shape factor = 484
Sub-Basin B4
Q(cfs) Hyd. No. 12--25 Year Q(cfs)
0.10 - - - 0.10
0.09 - 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 1 0.05
0.04 - 0.04
0.03 — 0.03
0.02
) 0.02
0.01 0.01
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 12 Date Received:
OCT 1 7 2013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,1014/2013
Hyd. No. 13
Undetained Sub-Basins Al and A6
Hydrograph type = Combine Peak discharge = 0.112 cfs
Storm frequency = 2 yrs Time to peak = 8.00 hrs
Time interval = 1 min Hyd. volume = 1,965 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 0.295 ac
Undetained Sub-Basins Al and A6
Q (cfs) Hyd. No. 13--2 Year Q (cfs)
0.50 - - 0.50
0.45 - 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 - - 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 13 Hyd No. 1 Hyd No. 2 Time(hrs)
Date Received:
OCT 1 7 2013
Original Submittal
Hydrograph Report
Hydratlow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10 f 412013
Hyd. No. 13
Undetained Sub-Basins Al and A6
Hydrograph type = Combine Peak discharge = 0.139 cfs
Storm frequency = 5 yrs Time to peak = 8.00 hrs
Time interval = 1 min Hyd. volume = 2,398 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 0.295 ac
Undetained Sub-Basins Al and A6
Q(off) Hyd. No. 13--5 Year Q(cfs)
0.50 - 0.50
0.45 0.45
0.40 0.40
0.35 - 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 13 Hyd No. 1 Hyd No. 2
Date Received:
OCT 1 7 2013
Original Submittal,._,
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4 1 2013
Hyd. No. 13
Undetained Sub-Basins Al and A6
Hydrograph type = Combine Peak discharge = 0.168 cfs
Storm frequency = 10 yrs Time to peak = 8.02 hrs
Time interval = 1 min Hyd. volume = 2,846 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 0.295 ac
Undetained Sub-Basins Al and A6
Q ( ) Hyd. No. 13-- 10 Year Q(cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 - 0.10
0.05 j � 0.05
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 13 Hyd No. 1 Hyd No. 2
Date Received:
OCT 172013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013
Hyd. No. 13
Undetained Sub-Basins Al and A6
Hydrograph type = Combine Peak discharge = 0197 cfs
Storm frequency = 25 yrs Time to peak = 8.02 hrs
Time interval = 1 min Hyd. volume = 3,306 cuft
Inflow hyds. = 1, 2 Contrib. drain. area = 0.295 ac
Undetained Sub-Basins Al and A6
Q(cfs) Hyd. No. 13--25 Year Q(cfs)
0.50 - - 0.50
0.45 0.45
0.40 - 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 - 0.05
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 13 Hyd No. 1 Hyd No. 2 Time(hrs)
Date Received:
OCT 1 7 2013
Original Submittal.
1, •
•
Hydrograph Report
Hydraflow Fydrographs Extension for AutoCAD®CM 3D01,It 2013 by Autodesk,Inc.v10 Friday,10/4 f 2013
Hyd. No. 14
Undetained Sub-Basins B1 and B6
Hydrograph type = Combine Peak discharge = 0.104 cfs
Storm frequency = 2 yrs Time to peak = 8.00 hrs
Time interval = 1 min Hyd. volume = 1,844 cuft
Inflow hyds. = 7, 8 Contrib. drain. area = 0.281 ac
Undetained Sub-Basins B1 and B6
Q(cfs) Hyd. No. 14--2 Year Q(cfs)
0.50 - 0.50
0.45 - 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 - 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 14 • Hyd No. 7 Hyd No. 8
Date Received:
OCI 172013
Original Submittal_._._
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday, 1014/2013
Hyd. No. 14
Undetained Sub-Basins B1 and B6
Hydrograph type = Combine Peak discharge = 0.130 cfs
Storm frequency = 5 yrs Time to peak = 8.02 hrs
Time interval = 1 min Hyd. volume = 2,255 cuff
Inflow hyds. = 7, 8 Contrib. drain. area = 0.281 ac
Undetained Sub-Basins BI and B6
Q (cfs)
Hyd. No- 14—5 Year Q(cfs)
0.50 - - 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 , - 0.20
0.15 0.15
0.10 0,10
0.05 0.05
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 14 Hyd Na. 7 Hyd No. 8
Date Received:
OCT 172013
Original Submittal
• 11 r
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013
Hyd. No. 14
Undetained Sub-Basins B1 and B6
Hydrograph type = Combine Peak discharge = 0.157 cfs
Storm frequency = 10 yrs Time to peak = 8.02 hrs
Time interval = 1 min Hyd. volume = 2,680 cuft
Inflow hyds. = 7, 8 Contrib. drain. area = 0.281 ac
Undetained Sub-Basins B1 and B6
Q (cfs) Hyd. No. 14-- 10 Year Q� �
0.50 - - 0.50
0.45 0.45
0.40 - 0.40
0.35 0.35
0.30 • 0.30
0.25 - 0.25
•
0.20 0.20
0.15 0.15
Q.10 0.10
0.05 iL 0.05
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 14 Hyd No. 7 Hyd No. 8 Time(hrs)
Date Received:
OCT 1 7 2013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk.Inc.v10 Friday,10/4/2013
Hyd. No. 14
Undetained Sub-Basins B1 and B6
Hydrograph type = Combine Peak discharge = 0.185 cfs
Storm frequency = 25 yrs Time to peak = 8.02 hrs
Time interval = 1 min Hyd. volume = 3,116 cuft
Inflow hyds. = 7, 8 Contrib. drain. area = 0.281 ac
Undetained Sub-Basins B1 and B6
Q(cfs) Hyd. No. 14--25 Year Q (cfs)
0.50 - - - - 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 - 0.10
0.05 0.05
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 14 Hyd No. 7 t�o Time(hrs)
deceived:
OCT 1 7 2013
Original Submittal
. .
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D5 2013 by Autodesk,Inc.v10 Friday,1014/2013
Hyd. No. 15
Undetained Sub-Basins
Hydrograph type = Combine Peak discharge = 0.226 cfs
Storm frequency = 2 yrs Time to peak = 8.00 hrs
Time interval = 1 min Hyd. volume = 3,935 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 0.000 ac
Undetained Sub-Basins
(mss) Hyd. No. 15--2 Year Q (cfs)
0.50 0.50
0.45 - 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 - 0.25
0.20 , i 0.20
0.15 - 0.15
0.10 0.10
I
0.05 0.05
0.00 — - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 15 Hyd No. 13 Hyd No. 14 Time(hrs)
Date Received:
OCT 172013
Original Submittal
• , „•
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk.Inc.v10 Friday,1014 1 2013
Hyd. No. 15
Undetained Sub-Basins
Hydrograph type = Combine Peak discharge = 0.280 cfs
Storm frequency = 5 yrs Time to peak = 8.00 hrs
Time interval = 1 min Hyd. volume = 4,796 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 0.000 ac
Undetained Sub-Basins
Q(cfs) Hyd. No. 15--5 Year Q( �
0.50 - - - 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0,25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 15 Hyd No. 13 Hy Nq� 1 Time(hrs)
IN4Received:
OCT 172013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4 12013
Hyd. No. 15
Undetained Sub-Basins
Hydrograph type = Combine Peak discharge = 0.336 cfs
Storm frequency = 10 yrs Time to peak = 8.02 hrs
Time interval = 1 min Hyd. volume = 5,685 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 0.000 ac
Undetained Sub-Basins
Q (cfs) Hyd. No. 15-- 10 Year Q (cfs)
0.50 - - 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 _` 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 15 Date Received:
Hyd No. 13 Hyd No. 14 Time(hrs)
OCT 1 7 2013
Original Submittal_ _________ ._
• , .t .
•
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,1014/2013
Hyd. No. 15
Undetained Sub-Basins
Hydrograph type = Combine Peak discharge = 0.394 cfs
Storm frequency = 25 yrs Time to peak = 8.02 hrs
Time interval = 1 min Hyd. volume = 6,596 cuft
Inflow hyds. = 13, 14 Contrib. drain. area = 0.000 ac
Undetained Sub-Basins
Q (cfs) Hyd. No. 15--25 Year Q(cfs)
0.50 - - r - 0.50
0.45 _ 0.45
0.40 - 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 - - 0.10
0.05 0.05
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 15 Hyd No. 13 Hyd No. 14
Date Received:
OCT 172013
Original Submittal
,
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013
Hyd. No. 17
Overflow Basin A
Hydrograph type = Combine Peak discharge = 0.314 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 4,539 cuft
Inflow hyds. = 2, 3, 4, 5, 6 Contrib. drain. area = 0.274 ac
Overflow Basin A
Q(cfs) Hyd. No. 17—25 Year Q(cfs)
0.50 - 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
.sry 71.111111111111111111111111111.....=
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 17 Hyd No. 2 Hyd No. 3 Hyd No.4
Hyd No. 5 Hyd No.6 Date Received:
OCT 1 7 2013
Original Submittal__
` , 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013
Hyd. No. 18
Overflow Basin B
Hydrograph type = Combine Peak discharge = 0.282 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 4,075 cuft
Inflow hyds. = 8, 9, 10, 11, 12 Contrib. drain. area = 0.246 ac
Overflow Basin B
Q (cfs) Hyd. No. 18--25 Year Q(cfs)
0.50 - - , , 0.50
0.45 0.45
0.40 0.40
0.35 _ 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 18 Hyd No. 8 Hyd No..,9 Hyd No. 10
u
Hyd No. 11 'ate K1eceived
OCT 172013
Original Submittal.
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,10/4/2013
Hyd. No. 19
ISP1 + ISP2 OVERFLOW
Hydrograph type = Combine Peak discharge = 0.101 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 1,458 cuft
Inflow hyds. = 5, 6 Contrib. drain. area = 0.088 ac
ISP1 + ISP2 OVERFLOW
Q (cfs) Hyd. No. 19--25 Year Q (cfs)
0.50 - 0.50
0.45 0.45
0.40 0.40
0.35
0.30 - - - -- - _ 0.30
0.25 - --- 0.25
0.20 0.20
0.15 • 0.15
0.10 f 0.10
0.05 0.05
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 19 Hyd No. 5 - Hyd No. 6
Date Received
OCT 1 7 2013
original Submittal, --
•
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,10/4/2013
Hyd. No. 20
ISP3 + ISP4 OVERFLOW
Hydrograph type = Combine Peak discharge = 0.093 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 1,342 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 0.081 ac
ISP3 + ISP4 OVERFLOW
Q (cfs) Hyd. No. 20--25 Year Q(cfs)
0.10 - - - 0.10
0.09 0.09
0.08 -- 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No. 20 Hyd No. 3 Hyd F' to Received:
OCT 1 7 2013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,1014/2013
Hyd. No. 21
ISP5 + ISP6 Overflow
Hydrograph type = Combine Peak discharge = 0.090 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 1,292 cuft
Inflow hyds. = 9, 12 Contrib. drain. area = 0.078 ac
ISP5 + ISP6 Overflow
Q(cfs) Hyd. No. 21 --25 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 I 0.04
0.03 0.03
0.02 0.02
/AV 0.01 — 0.01
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 21 Hyd No. 9 Hyd No. 12 Time(hrs)
y Date Received:
OCT 172013
Original Submittal
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Chill 3D®2013 by Autodesk,Inc.v10 Friday,10 f 412013
Hyd. No. 22
ISP7 + ISP8 Overflow
Hydrograph type = Combine Peak discharge = 0.083 cfs
Storm frequency = 25 yrs Time to peak = 7.88 hrs
Time interval = 1 min Hyd. volume = 1,193 cuft
Inflow hyds. = 10, 11 Contrib. drain. area = 0.072 ac
ISP7 + ISP8 Overflow
Q (cfs) Hyd. No. 22—25 Year G2(cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 - 0.07
0.06 — 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 - 0.02
0.01 ∎ l — O.01
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
Hyd No.22 Hyd No. 10 Hyd No. 11 ate Received:
OCT 1 7 2013
Original Submittal,_,
t . .
Worksheet for Main Lines
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.013
Channel Slope 0.00400 ft/ft
Normal Depth 0.50 ft
Diameter 0.50 ft
Discharge 0.35 ft'/s
Results
Discharge 0.35 ft'/s
Normal Depth 0.50 ft
Flow Area 0.20 ft'
Wetted Perimeter 1.57 ft
Hydraulic Radius 0.13 ft
Top Width 0.00 ft
Critical Depth 0.30 ft
Percent Full 100.0 %
Critical Slope 0.00866 ft/ft
Velocity 1.81 ft/s
Velocity Head 0.05 ft
Specific Energy 0.55 ft
Froude Number 0.00
Maximum Discharge 0.38 fr/s
Discharge Full 0.35 iris
Slope Full 0.00400 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rlse 0.00 %
Bentley Systems,Inc. Haestad Methods Sdealiti piSictoMaster VBI(SELECTseries 1) [08.11.01.03]
101412013 8:38:28 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1686 Page 1 of 2
Date Received:
OCT 1 7 2013
Original Submrr.,
. t
Worksheet for Main Lines
GVF Output Data
Normal Depth Over Rise 100.00
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity Ws
Normal Depth 0.50 ft
Critical Depth 0.30 ft
Channel Slope 0.00400 ftft
Critical Slope 0.00866 ft/ft
Bentley Systems,Inc. Haestad Methods SdieYMMf>'hoirMaster V8i 1SELECTseries 1) [08.11.01.03]
101412013 8:38:28 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755.1668 Page 2 of 2
Date Received:
OCT 172013
Original Submittal
Worksheet for ISP Laterals
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.013
Channel Slope 0.00500 tuft
Normal Depth 0.33 ft
Diameter 0.33 ft
Discharge 0.13 ft3/s
Results
Discharge 0.13 ft2/s
Normal Depth 0.33 ft
Flow Area 0.09 ft2
Wetted Perimeter 1.04 ft
Hydraulic Radius 0.08 ft
Top Width 0.00 ft
Cntical Depth 0.20 ft
Percent Full 100.0 %
Critical Slope 0.01011 tuft
Velocity 1.53 ft/s
Velocity Head 0.04 ft
Specific Energy 0.37 ft
Froude Number 0.00
Maximum Discharge 0.14 1N/s
Discharge Full 0.13 fP/s
Slope Full 0.00500 ft/ft
Flow Type SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems,Inc. Haestad Methods SciilelidieA4MieMaster V8I(SELECTseries 1) [08.11.01.03]
10/412013 8:08:01 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-7.181846 Page 1 of 2
Litt Received:
OCT 172013
Original Submttiai____���
•
.4 . ■ •
Worksheet for ISP Laterals
GVF Output Data
Normal Depth Over Rise 100.00 %
Downstream Velocity Infinity fl/s
Upstream Velocity Infinity fl/s
Normal Depth 0.33 ft
Critical Depth 0.20 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.01011 ft/ft
Bentley Systems.Inc. Haestad Methods SdiAY1Y rMaster VBI(SELECTseries 1) [08.11.01.03]
101412013 6:08:01 AM 27 Slemons Company Drive Suite 200 W Watertown,CT 08795 USA +1-203-755-1886 Pig. 2 of 2
Date Received:
OCT 1 7 2013
Original Submittal