HomeMy WebLinkAboutDrainage Report
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~~";-"7-"'" '~'- -<,:.\ ' ',,-, ,~;;,,;j:INAL DRAINAGE REPORT
7400 N. Shadelancl Ave. '""""",~_. ...., ~J"":" .,:.':~,.",1\5;,''''.::,? DAIRY QUEEN
Suite 1 50 ""'--'~ ~ - "" "I .
Indianapolis, IN 46250 .. -......,~.::2----.:. '-<"'--,."'-' ~H\'~-'~:\ 9S 1 RANGELlNE ROAD
317.913.6f)30 -~~ . >-":-_"" J"i",
317.9q.6928 . . --..t:"
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Client:
Khoury Enterprises Inc.
Job.n umber: 2008-1191
. ~"; . . I
Date:
July 23, 2008
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STORMWATER TECHNICAL REPORT
for
The Dairy Queen at 9511 Rangelin6 Road
TABLE OF CONTENTS
1.0 Introduction
1.1 Project Description
1 .2 Scope of Report
1.3 Existing Conditions
2.0 Hydrologic Method
3.0 Pre-Developed Drainage Conditions
4.0 Post-Developed Drainage Conditions
4.1 Water Quality
4.2 Stormsewer
5.0 Conclusions
Exhibits
Calculations
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STORMWATER TECHNICAL REPORT
for
The Dairy Queen at 951 Rangeline Road
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1.0 Introduction
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This report outlines the design of the storm water management system to serve the
proposed Dairy Queen at 951 Rangeline Road in Carmel, Indiana. The scope of the
report is to identify the design parameters for the storm water management system that
will serve this re-development. The project is located within the City of Carmel and is
therefore subject to the design requirements of Carmel's Stormwater Ordinance and
Design Manual.
1. 1 Project Description
This is a re-development of the project site due to the total destruction of the prior
building due to a fire. A proposed 3,850-sf Dairy Queen Restaurant with outdoor
seating, drive through, and 40 parking spaces and access drives will be
constructed on a a.70-acre parcel.
1.2 Scope of Report
This report summarizes the design for the overall storm water management
system for the proposed development which consists of a storm sewer collection
system and 3 water quality structures two of which are in a series. No detention
is provided on site as the re-development will decrease the to.tal impervious
surfaces. Final water quality calculations and pipe sizing calculations for the
storm sewers are provided. Pipes will be sized to convey the peak flow imparted
by a 1 a-year frequency storm event via gravity flow.
1.3 Existing Conditions
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The O.70-acre site is currently developed. The remainder of the site is covered in
grass with an open group of trees in the southwest corner and along Old
Meridian Street. The FIRM Map Panel No. 18057C0207F dated February 19,
2003 indicates that part of the project site falls within a Flood Zone X (unshaded)
and a Flood Zone AE (shaded). Attached are copies of the Letter of Map
Amendment removing the site from the flood zone AE. On-site soils consist of
MmB2 - Miami silt loam, 2 to 6 percent slopes, eroded. The majority of the site's
current storm water sheet drains to the south and southeasterly toward the
southerly property line and sheet flows across the 931 Rangeline Road parcel
owned by Robert G .Butler where it is picked up by an existing storm drainage
systems. This pipe then conveys the runoff water via underground to the
discharge point at Little Cool Creek.
2.0 Hydrologic Method
Pre and post-developed runoff rates are calculated using the Rational Method. Water
quality calculations for the site hydrology are based on detailed analysis using TRSS
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STORMWATER TECHNICAL REPORT
for
The Dairy Queen at 951 Rangeline Road
methodology. These calculations will assess and illustrate the benefits derived from
implementation of Low Impact Design (LID).
3.0 Pre-Developed Drainage Analysis
Exhibit 1 of 2 "Pre-Developed Surface Conditions" depicts the existing conditions.
The pre-developed project site contains O.lO-acres. The southwesterly portion of the
site sheet flows to the southerly entrance to the adjoining parking lot. The majority of the
site sheet flows from the northwesterly far point of the project site to the far southeasterly
portion of the site. There is a curb cut through the landscape island to allow the flow to
the southerly adjoining parking lot. This entire drainage then sheet flows southerly to an
inlet with a 6-inch PVC outlet in the parking lot that is then directed south to a drainage
system.
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Off-Site
Off-site runoff contribution to the subject site is sheet flow from the north and from
Rangeline Road.
4.0 Post-Developed Drainage Analysis
Exhibit 2 of 2 "Post-Developed Surface Conditions" depicts the proposed conditions.
The post-developed project site contains O. la-acres. The post developed site will be
divided into two (2) basins.
Basin P1 consists of the building roof and the northerly parking area and access drive,
which includes the drive through to the facility. Basin P1 will be directed to water quality
bmp 1 consisting of a pervious concrete system. Surface runoff will be collected within
the 1,413 square feet pervious concrete system. Overflow of the system is directed
easterly to the easterly curb and gutter and directed to BMP 3. Subsurface flow is
directed and collected in structure 502.
Basin P2 consists of the remainder of the site along the east and south side of the
building. Basin P2 will be directed to the water quality BMP 2 consisting of a pervious
concrete system and BMP 3 consisting of a bioretention / Rain-garden treatment system.
The water quality systems are discusses in detail in section 4.1.
Surface runoff from the south side of the building will be directed partially to BMP 2 and
BMP 3 via curb and gutter. Surface runoff from the east side of the building will be
directed to BMP 3 via curb and gutter. Inlet structure 503 will collect all storm events.
Subsurface flow form both BMP 2 and BMP 3 is directed and coJlected in structure 503.
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STORMWATER TECHNICAL REPORT
for
The Dairy Queen at 951 Rangeli,ne Road
Thus, hydraulic calculations are based on a O.70-acre project site consistent with the
disturbance area.
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4.1 Water Quality
Water quality volume is the storage needed to capture and treat the runoff from the first
one inch of rainfall.
WQv in acre-feet = (P) (Rv) (A)
12
where: P: = 1 inch of rainfall
Rv = 0.05 + 0.009(1) where I is the percent impervious cover (95% for this project)
A = area in acres (0.84 Ac. For the parking Areas)
The WQv = (1) r(O.os+0.009(1)l (A)
12
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Water Quafiw V6lum~ - (WQv) Required
IITIP.ervious runoff Water
Area Percel"lt Quality
Basin 10 Area Impervious coefficient Volume
acres . acres Rv . WQv (cf)
Pl 0.25 0.23 90% 0,864 788
P2 0.45 0.33 74% 0.715 1171
Total Post..Oeveloped WQv - Required 1 ,171
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STORMWATER TECHNICAL REPORT
for
The Dairy Queen at 951 Rangeline.Roadl
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In order to meet the water quality requirements of Carmel's Manual, 3 BMP's are
proposed as follows:
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a BMP 1
o Pervious Concrete for Building and northerly parking area (1 0,944-sf)
Calculations required 788-eft of storage, and the system provided has 848-cft of
storage capacity in the 18-inches of gravel base.
Pervious concrete
Thickness 6 in
Surface area 1 ,413 sq ft
Porosity 30 %
Gravel base
Thickness 18 In
Porosity 40 %
Total drained surface area 10,944 sqft
Storage capacity, pervious concrete 212 cuft - not used in WQV cales.
Storage capacity, gravel base 848 cuft
Storage capacity, ponding 0 cuft
Total stormwater storage 1,060 cuft
A 12-inch Multi-Flow drain will provide the underdrain for this system.
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(I BMP 2 and BMP 3
o Pervious Concrete and a Vegetated Rain Garden in the southeasterly
parking lot (19,644-sf)
BMP 2 Details:
Pervious concrete
Thickness 6
Surface area 1 ,386
Porosity 30
G ravel base
Thickness 12
Porosity 40
Total drained surface area 19,644 sqft
Storage capacity, pervious concrete 208 cuft - not used in WQv cales.
Storage capacity, gravel base 554 cuft
Storage capacity, ponding 0 cuft
Total stormwater storage 7 62 cuft
A 12-inch Multi-Flow drain will provide the underdrain for this system.
BMP 3 Details:
Bioretention
Surface area 464 sft WQv storage depth 12-inches
WQv Stage Area 843 sft Surface Volume 644 cuft
4-feet of planting soil
A 12-inch Multi-Flow drain Will provide the underdrain for this system.
The multi-flow drain will be set at an invert 1-foot below the surface to have the
required drain per the stormwater manual.
An overflow structure (2x2 box inlet) at the WQv Stage of 807.2
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STORMWATER TECHNICAL REPORT
for
The Da6ry Queen at 9511 Rangelill'lle Road
Total Volume between BMP 2 and BMP 3 1,198 cuft
This project will be requesting a variance from the requirements of Carmel's ordinance
for provision of two BMP's in series. This variance has been requested of the Carmel
Board of Public Works and has been recommended for approval by Amanda Foley of
the City Engineer's Office.
4.3 Stormsewer
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This project consists of a single 12-inch storm pipe. The site will be discharging into
structure 503. The pipe run from structure 503 to structure 502 to the existing storm inlet
on the easterly adjacent parking lot is limited to existing site constraints. The existing
inlet has a 12-inch RCP set at an invert of 804.75. This Inlet was determined to be the
projects best outl~t point.
Alternatives included tying into the existing structure in the southerly lot that already
collects the existing runoff but is limited to depth and the 6-inch outlet size. Another
alternative would be to outlet into the open channel running west to east along the north
side of the property, but was limited to length of run to daylight the storm sewer which
would almost reach Cool Creek. This alternative also would require the clearing of a
major tree line along the property line.
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5.0 Conclusions
The proposed design will utilize the existing adjoining outlet collection systems to collect
the sites runoff. The design will incorporate three LID stormwater quality practices that
will serve to meet the treatment requirements of Carmel's manual, and will also
significantly reduce peak flows leaving the site through flow rate and volume attenuation.
Most of the surface drainage will be flowing into the pervious concrete sections; this will
provide a reduced runoff from the site by infiltration into the subsurface, and through the
storage mediums to the subsurface drains.
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STORMWATER TECHNICAL REPORT
for
The Dairy Queen at 951 Rangeline Road
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CALCULATIONS
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Storm water Technical Report
City of Carmel
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Existing Watershed I Basins
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DESCRIPTION:
PROJECT:
PROJECT OUTLET POINT:
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Area
Impervious Surfaces
All watertight roof surfaces
Pavement
Gravel
Pervious Surfaces
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"C"
0.20
0.00
0.00
0.00
0.00
0.53
16%
0,70
0,11
0.75 .,
"e"
0.90
0.85
0.85
0.85
0.85
0.07
052
Slightly petviOUS soil (with turf)
Gravel
Pavement
I...
Time of Concentration (Tc) or travel time (Tt)
Channel Flow
Sheet Flow Shallow Concentrated flow seqment ID
Applicable to Tc only Cross Sec. Area 0.00
Wetted Perimeter 0.00
segment 10 segmenllD Hydraulic Radius 0.00
Flow Length (<100 tt) (ft) 20.00 Flow Length ( ft ) 200:00 Channel Slope 0.000
2 year 24-hr rainfall (in) 2.64 Slope (ftIft) 0.005 Manninq's Coeff. 0.00
Land Slope (fllft) 0.005 Unpaved=1/Paved=2 1.00 Velocity 0.69
Short grass prairie Iv 0.150 Ave. Velocity 1.14 Flow Lenqth 0.00
Travel Time (hrs) Travel Time (hrs) ....
Travel Time (hrs) 0.09 0.05 0.00 :J
C.
Travel Time (min) 5.17 Travel Time (min) 2.92 Travel Time (min) 0.00 -=
Channel Flow ...
IV
Sheet Flow seqment ID Ul
Shallow Concentrated flow :J
Applicable \0 Tc only Cross Sec. Area 0.00
Wetted Perimeter 0.00
segment ID segmenllD Hydraulic Radius 0.00
Flow Length (<300 ft) ( ft) 150.00 Flow Length ( ft ) 200.00 Channel Slope 0.000
wo year 24-hr rainfall (in) 264 Slope (ftIft) 0.005 Manninq's Coeff. 0.00
Land Slope (ftIft) 0.005 Unpaved=1/Paved=2 1,00 Velocity 0.69
Manning's roughness coerfi~ .... 0.000 Ave. Velocily 1.14 Flow Lenqth 0.00
Travel Time (hrs) 0.00 Travel Time (hrs) 0.05 Travel Time (hrs) 0.00
Travel Time (min) 0.00 Travel Time (min) 2.92 Travel Time (min) 0.00
I';,'ci)" .......,....,:!,. ::- I 0;18: II 0.08 I
." "}! '~;)~:f.1 5;00 . ,II I
1,:.,0;,.,',....... ... , 5.00
BASI N.J p:1,../C^ .,.,.. .;;.~}n;'.;[;.nTI.;:';f;;~.s.urr.-i1j~i'Y!. "A:.. . ...." ,;.,: ".41;:';; ::< 'j' ,'X:", Pea k:.RUnoff:Q;:':cfs:?;,,:.' : .;.:,.,..,,'
Basin Area Impervious Pervious
acres acres acres
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% of basin
84%
0.11
% of basin
16%
COEFF. Tc Storm Intensity Q-CIA
"e" min. Event "I" (cts)
~2yr 4,75 ,.2~5 .
Q5vr 6.14 .n
0.75 5.00 Q1Ov( 6.98 3,7
Q2~vr 8.08 .' 4.3
, ,. Q5<fvr 8.83 4.7
Wl0Dyr 969 S.1 ..
Dairy Queen - 951 Rangeline Road
Existing Basins - RAT
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Stormwaler Technical Report
City of Carmel
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Proposed Watershed I Basins
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DESCRIPTION:
DOWNSTREAM BASIN:
PROJECT OUTLET POINT:
"C"
0.90
0.85
0,85
Pervious Surfaces "C" Area
0,09 I Slightly pervious soil (with turf) ... 0.20
0.47 I ..,. 0.00
/..,. 0.00
I ". 0.00
I v 0.00
Undisturbed Pervious Area
Undisturbed Pervious Area
ADJUSTED LAND USE
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Pavement
Gravel
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0.85
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Time of Concentration fTc) or travel time (Tt)
Channel Flow
Sheet Flow Shallow Concentrated flow seament to
Applicable to Tc only Cross Sec. Area 0.00
Wetted Perimeter 0.00
segment to segment 10 Hvdraulic Radius 0.00
Flow Length (<100 fl) (fl) 20.00 Flow Length ( ft ) 200.00 Channel Slooe 0.000
2 year 24-hr rainfall (in) 2.64 Slope (Nfl) 0.005 Mannina's Coeff. 000
Land SlolJ'e (Nfl) 0.005 Unpaved=1/Paved-2 100 Velocity 0.69
Asph., Cone., Gravel, bare soil I'" 0.011 Ave. Velocity 1.14 . Flow Length 0.00 ....
Travel Time (hrs) 0.01 Travel Time (hrs) 0.05 Travel Time lhrs) 0.00 ~
a.
Travel Time (min) 0.64 Travel Time (min) 2.92 Travel Time (min) 0.00 c
- Channel Flow ...
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Sheet Flow Shallow Concentrated flow seament ID CI)
Applicable to Tc only Cross Sec. Area 0.00 ::>
Wetted Perimeter 0.00
segment ID segment ID Hydraulic Radius 0.00
Flow Length (<300 fl) ( ft) 150.00 Flow Length ( ft ) 200.00 Channel Slope 0.000
Two year 24-hr rainfall (in) 2.64 Slope (ftIft) 0.005 Manning's Coeff, 0.00
land Slope (ftIft) 0.005 Unpaved=1/Paved=2 1.00 Velocity 0.69
Manning's roughness coeffieie~ .... 0.000 Ave. Velocity 1.14 Flow Length 000
Travel Time (hI's) 0.00 Travel Time (hrs) 0.05 TravelTime (hrs) 0.00
Travel Time (min) dii"nm.lm~2, Travel Time (min) 0.00
li~~',,"'::,r ~~~~i;'~;[t,f~;~i~ im I' ..0011'. II 0.08 I
I'; 5.00 " I 5.00 I
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Basin Area Impervious Pervious COEFF, Tc Storm Intensity Q=CIA
acres acres acres tiC" min. Event 1'111 Cefs)
..' Q.56:" ..' 0.14 Q2yr 4.75 ::'".:2:4
% of basin % of basin Q;yr 6.14 '.::.:3.1
'89% T__" 20% QIDyr 6.98 ,3.5
0.70 " .. 0,73 5.00. I
Undisturbed Undisturbed Q25vr 8.08 "'4,1
acres acres Q50" 8.83 '4:4'
0.00 0.00 Q10Dyr 9.69 ;[g:--C-
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Dairy Queen - 951 Rangeline Road
Proposed Basins - RAT
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Stormwaler Technical Report
City of Carmel
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Dairy Queen - 951 Rangeline Road
Proposed Basins - RAT
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DESCRIPTION:
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PROJECT OUTLET POINT:
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All watertight roof surfaces
Pavement
Gravel
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Undisturbed Impervious Area
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Applicable to Te only
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Flow Length (<1 00 ft) (It)
2 year 24-hr rainfall (in)
Land Slope ftlft
A<;ph" Cone., Grovel, bare soil I.
Travel Time (hrs)
Travel Time (min)
2'64
0.000
0.011
0.00
0.00
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Applicable to Te only
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acres
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% of basin
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SligMly pervious soil (with turf) I... 0.20 0.02
I I. 0.00
, . 0.00
I ... 0.00
I I... 0.00
Undisturbed Pervious Area
Undisturbed Pervious Area
ADJUSTED LAND USE 0.20 0.25
0.02
".0.1'l1
Stormwater Technical Report
Proposed Basin
"C.
090
0.85
0.85
0.90
0.85
Shallow Concentrated flow
segment ID
Flow Length ( ft )
Slope (ftlft)
Unpaved-1/Paved-2
Ave. Velocity
Travel Time (hrs)
Travel Time (min)
200.00 -
0.005.
1.00
1.14
0.05
2.92
0.00
0.00
0.00
0.000
0.00
0.69
0.00
0.00
0.00
'0.08" .
".;5.00:1
Intensity
"I"
4.75
6.14
6.98
8.08
8.83
9.69
0.00
000
0.00
0.000
0.00
0.69
0.00
0.00
0.00
City of Carmel
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Dairy Queen - 951 Rangeline Road
Shallow Concentrated flow
segment ID
Flow Length ( ft )
Slope (fllft)
Unpaved-1/Paved-2
Ave. Velocity
Travel Time (hrs)
Travel Time (min)
Pervious
acres
0.02
COEFF.
Mie'"
To
min.
Storm
Event
Q>y,
OSy,
010y,
0'5 ,
Oso,
0100y,
% of basin
10%
Undisturbed
acres
0.00
5.00..
0.81.
Basin Pi
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Stormwaler Technical Report
City of Carmel
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:,,]BASINJD::: ;"C.:P2';;':'" ,,' ',"'
DESCRIPTION:
DOWNSTREAM BASIN:
PROJECT OUTLET POINT:
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All watertight roof suriaces
Pavement
Gravel
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Undisturbed Impervious Area
Undisturbed Impervious Area
.e. Pervious Surfaces ItC"
0.90 'I 51 ig htly pelVious soil (with turf) I.... 0.20
0.85 0,33 I .... 0.00
,
0.85 .... 0,00
.... 0,00
....1 000
0.90
0.85
0.33
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0.12
",0.68 '.1
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Sheet Flow Shallow Concentrated flow
Applicable to Tc only 0.00
0.00
segment ID segmenllD 0.00
Flow Length (<100 ft) (ft) Flow Length ( ft ) . 200.00 0.000
2 year 24-hr rainfall (in) 2.54 Slope ft/ft 0.005 000
Land Slo e It/It 0000 Unpaved=l/ Paved=2 1.00 0,69
A5ph.. Cone., Gravel, Dare soil I.... 0.011 Ave. Velocity 1,14 0.00 -
Travel Time (hrs) 0.00 Travel Time (hrs) 0.05 0.00 :J
a.
Travel Time (min) 0.00 Travel Time (min) 2.92 0.00 c:
....
m
Sheet Flow Shallow Concentrated flow III
Applicable to Te only :)
segment ID segmenllD
Flow Length (<300 ft) ( It ) Flow Length ( ft ) 200:00
Two year 24-hr rainfall (in) Slope (fVlt) 0.005
Land Slope IVfI Unpaved-1/Paved-2 100
Manning's roughness coefflCi~ ... Ave. Velocity 1,14
Travel Time (hrs) Travel Time (hrs) 0.05
Travel Time (min) Travel Time (min) 2.92
0.08
5.00
Pervious COEFF. T< Storm Intensity
acres -Co min. E~nt -I"
0.12 02y, 4.75
% of basin % of basin 05y, 5.14
0;45 ,'.:,74%, 26% .0.68. 5.00 Q,o" 6.98
Undisturbed Undisturbed Q25 , 8.08
a eres acres 05 , 8.83
0.00 0.00 O'OOy, 9.69
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Basin P2
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Project:
Location:
Engineer:
Water Quality
Dairy Queen - 951 Rangeline Road
P1 - BMP 1
EMH& T, Inc - 7400 N. Shadeland Ave. Indianapolis - 317-913-6930
Date:
7/20/2008
PrOject No,:
2008-1191
Structural Water Quality BMPs are divided into two major classifications: detention BMPs and Flow-through BMPs. Detention
BMPs impound (pond) the runoff to be treated, while flow through BMPs treat the runoff through some form of filtration process
METHOD FOR COMPUTING WATER QUALITY VOLUME
Water Quality Detention BMPs must be designed to store the water quality volume fOr treatment The water quality volume,
WQv, is the storage needed to capture and, treat the runoff from the first one inch of rainfall. The water quality volume is
eqUivalent to one inch of rainfall multiplied by the volumetric runoff coefficient (Rv) multiplied by the site area, or:
WQv = 1.0xRvxA/12
WQv= water quality volume (in acre - feet)
Rv= 0.05 + 0.009 x I , volumetric runoff coefficient
I = percent impervious area
Water Qu a I ity Vol u me - (WQv) Req ui red
Impervious Percent runoff Water Quality Water Quality Pre-
Basin ID Area Area coefficient Volume Volume Treatment
acres acres Impervious Rv WQv (ac-ft) WQv (d) (d)
Proposed p1 0.25 0.23 '.' ,90% ",f, : '0864':ull 0:018' :11 788 II. 82' .. I
.. : .. ,
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.. ..
Pre-treatment volume for the sediment forebay ( I x 0.1-inch) I (1'/12-inches)
Pre-treatment volume shall be included in the WQv.
The WQv shall be included in detention volumes
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in
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Off-site drainage
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Summary of results
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Estimated runoff (5 days)
Available storage used
Number of hours of ponding
Maxponding depth
Available storage after 24 hr
Available storage after 5 days
Stage after 5 days
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I Run date
Ij"I, 11 /05i041
24-hr Precipitation .'Sdi,;.'it'-;,: ,';16 in
Location iCaiiTreH'Inb iaha
Retum oeriod
Design aim
Target
Allowable runoff
0.01 in
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Study
Pg 1/1
Tolal volume in (cult)
832
Total B;o;fiUration
832
Tatal runaff val (cult) Storage al end (cuh)
o 0
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0.00
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Location
Return eriod ( r
10
Carmel. Indiana
WQ
Incr Volume In
lncr Volume out
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Available (cult)
1060
Pond limit stage (in)
24.0
Top Slage (in)
2..0
T (hrl Preci ini V [JEtrv cut! V im"erl oult V o-rlsite (' ClIft Sum incr V in ouft Max Incr V e:dil (etl ftl Storaoe state (cuft Incr \101 runoff 'cuft % Star~[)e used limited staqe in)
0 000 0 0 0 0 0.0
1 001 1 8 0 9 9 0 0 0 0.0
2 a,Oi 1 8 0 10 10 0 0 0 0.0
3 0.01 1 8 0 10 10 0 0 0 0.0
4 0.01 2 9 0 11 11 0 0 0 0.0
5 0.02 2 11 0 13 13 0 0 0 0.0
6 0,02 2 11 0 13 13 0 0 0 0,0
7 0.02 2 14 0 10 16 0 0 0 0,0
8 0,02 2 14 0 16 16 0 0 0 0,0
9 0,03 3 19 0 22 22 0 0 0 0,0
10 003 4 24 0 28 28 0 a 0 0.0
11 0.06 6 39 0 45 45 0 a 0 00
"12 0,43 50 302 1 353 59 294 a 28 62
13 0,11 13 80 2 95 59 330 a 31 7.0
14 0,05 6 35 1 41 59 312 0 29 6,5
15 0.03 . 22 1 26 59 280 0 26 5,9
16 0,03 3 18 1 21 59 242 0 23 5.1
17 0.02 3 16 0 19 59 202 0 19 4.3
18 0,02 2 13 0 16 59 159 0 15 3A
19 0.02 2 11 0 14 59 114 0 11 2.4
20 0.02 2 11 0 13 59 tIS 0 6 1.4
21 0.D1 I 8 0 10 59 19 0 2 0.4
22 0,01 I 8 0 10 29 a 0 a 0.0
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27 000 0 0 0 0 0 a 0 0 0.0
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29 0.00 0 0 0 0 0 0 0 0 00
30 0,00 0 0 0 0 0 0 0 0 0.0
31 0,00 0 0 0 0 0 0 0 0 0,0
32 0,00 0 0 0 0 0 0 0 0 0.0
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34 0,00 0 0 0 0 a 0 0 0 0,0
35 0,00 0 0 a 0 0 0 0 0 0,0
36 0,00 a a 0 0 0 0 0 0 00
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39 000 a a 0 0 0 0 a 0 aD
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45 0.00 0 0 0 a 0 0 0 0.0
46 0,00 a 0 0 a 0 0 a 0 0.0
47 0.00 0 0 0 0 0 0 a 0 00
48 0,00 0 a 0 a 0 0 0 0 0,0
49 0.00 0 0 0 0 0 0 0 0 0.0
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Coey of CRMCA..I,
Printed 7/2112008
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Study
Pg 1/1
SCS Type II Slorm coords
TfT24 P/P24 T(min} T (hr) Accum P (in Precip (in)
0.0000 0.0000 0 00 0.00 0.00
0.0420 0.0110 60 10 0.01 001
0.0830 0.0230 120 2.0 0.0 0.01
0.1250 0.0350 180 3.0 0.0 0.Q1
0.1670 0.0480 240 4.0 0.0 0.01
0.2080 0.0640 300 5.0 0.1 0.02
0.2500 0.0800 360 6.0 0.1 0.02
0.2920 o 1000 420 7.0 0.1 0,02
0.3330 0.1200 480 8.0 01 0.02
0.3750 0.1470 540 9.0 01 0.03
0.4170 0.1810 600 10.0 0.2 0.03
0.4580 0.2360 660 11.0 0.2 0.06
0.5000 0.6630 720 12.0 0.7 0.43
Copy of CRMCA.xls
Printed 7/21/2008
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Configuration
Pervious concrete
Thickness
Surface area
Porosity
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Thickness
Porosi ty
Ponding limit
Exfiltration rate
Ie }~j!Ur6:'5b6linlhr
Impervious surfac.e
Surface
Off-site drainage
Area
eN
ft
Summary of results
Effective eN
Estimated runoff(5days)
Available storage used
Number of hours of panding
Max ponding depth
Available siorage after 24 hr
Available storage after 5 days
Stage after 5 days
Additional time to drain completely
69
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I Run date
L c'~i;:111b5ici41
f
\ Q'"'l.eu.
24-hr Precipitation
Loca tion
Return eriod
Design aim
Ta.rget cNlil1!f~mlf!#f~j +':17il
Allowable runoff 134 in
~rinlerl7)21/2008
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Configuration
Pervious concrete
Thickness
Surface arEa
Porosity
Gravel base
Thickness
Porosity
in
%
Ponding limit
Exfiltration rate
Impervious surface
Surface area li,;l!~131i!ra;4B51 sq ft
Off-site drainage
Area
eN
sq It
Summary of results
Effective eN
Estimated runoff (5 days)
Available storage used
Number of hours of ponding
Maxponding depth
Available storage' after 24 hi
Available storage after 5 daYs
.$ta.ge after 5 days
Additional time to drain completely
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~ti~1ij05j041
(
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Target
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Prinled 7121/2008
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Project:
Location:
Engineer:
Water Quality
Dairy Queen. 951 Rangeline Road
P2 - BMP 2 and BMP 3
EMH& T, Inc - 7400 N. Shadeland Ave. Indianapolis - 317-913-6930
2008-1191
Date:
7/21/2008
Project No.:
Structural Water Quality BMPs are divided into two major classifications: detention BMPs and Flow-through BMPs. Detention
BMPs impound (pond) the runoff to be treated, while flow through BMPs treat the runoff through some form of filtration process.
METHOD FOR COMPUTING WATER QUALITY VOLUME
Water Quality Detention BMPs must be designed to store the water quality volume for treatment. The water quality volume,
WQv, is the storage needed to capture and treat the runoff from the first one inch of rainfall. The water quality volume is
equivalent to one inch of rainfall multiplied by the volumetric runoff coefficient (Rv) multiplied by the site area, or:
wav = 1,0 x Rv x N12
wav= water quality volume (in acre - feet)
Rv= 0.05 + 0.009 x I , volumetric runoff coefficient
I = percent impervious area
Water Quality Volume - (WQv) Required
Impervious Percent runoff Water Quality
Area coefficient Volume
Impervious
acres acres Rv wav (ac7ft
Pro osed P2 0.45 0.33 L''':~::,Q.Q2T,''U''
,-"P~...~p:~~eJ.gRga;Vlit~:r,K~@:U!X~2g!l1m~I~~Cil!JF,~$!i~J~g~,-ri~~?~i~gll.':'.;P.QZl ,.>,.'.,11, ::' .,
Pre-treatment volume for the sediment forebay ( I x 0.1-inch) f (1'f12-inches)
Pre-treatment volume shall be included in the WQv.
The WQv shall be included in detention volumes
Basin ID
Area
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Pervious concrete
Thickness
Surface area
Porosity
in
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%
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Thickness
Porosity
Ponding limit
Exfiltration rate
u
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Surtace area l~ilij',:~ti~Lti31i3&lsq ft
Off"sile drainage
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CN
sq It
Summary of results
u
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Estimated runoff (5 days)
Available storage used
Number of hours of ponding
Max ponding depth
Available storage after 24 hr
Available storage after 5 days
Stage after 5 days
Additional time to drain completely
67
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74 %
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71 %
100 %
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I ,: XIJOSi041
24 hr Precipitation
Location
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printed "2112006
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Study
Pg 1/1
Total volume in (cuft)
124$
T otal-exfiltration
1246
To", I runoff vol (cuft) Storage at end (cult)
o 0
En.:Jl
a,no
24-hr 'eci in
LocQtion
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Carmel. Indiana
WQ
Incr Volume in
Incr Volume. out
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Storage
Available (cuff)
762
Pond limit stage (In)
18 r
Top Slage (in)
1$ 0
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T hr Predn linl V cerv cuhl Vim er'l cuff V offsite (cuffl Sum incr V in
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4 0.01 2 0 0.0
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30 0 33 33 0
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4 37 0 41 41
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4 64 5B 564 0
15 0.03 4 34 74 12.3
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16 0.03 3 27 72 11.6
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18 0.02 2 29 58 493 0 65
2 21 2 25 58 10.7
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20 0.02 2 16 2 20 0 56 9.2
21 0.01 58 386 0 51
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0.01 1 13 0 45 75
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23 0.01 1 13 0 40 6.6
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35 0.00 0 0 0 0 0.0
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46 0.00 0 0 0 0 0.0
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47 0.00 D 0 D 0 0.0
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48 0.00 D 0 D 0 0 0.0
49 0.00 a 0 a 0 0.0
D 0 D a
50 0.00 a 0 0 0 0.0
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CR~'CA.xls
Prinled 7121/2008
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SCS TVDe " Storm coords
TIT24 P/P24 T(minl T (hrl Accum P {in Precio (in)
00000 0.0000 0 0.0 0.00 0.00
00420 0.0110 60 1.0 0.01 001
0.0830 0.0230 120 2.0 0.0 0.01
0.1250 0.0350 180 3.0 0.0 0.01
0.1670 0.0480 240 40 0.0 0.01
0.2080 0.0640 300 50 0.1 0.02
02500 0.0800 360 6.0 0.1 0.02
0.2920 01000 420 7.0 0.1 0.02
0.3330 0.1200 480 8.0 0.1 0.02
0.3750 0.1470 540 9.0 0.1 0.03
0.4170 0.1810 600 10.0 0.2 0.03
0.4580 0.2360 660 11.0 02 0.06
0.5000 06630 720 12.0 0.7 0.43
CRMCA.xls
Printed 7/21/2008
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Configuration
Pervious eoner.ele
Thickness
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Porosity ~~2:!f1t~fl;36 %
Gravel base
ponding limit
Exfiltration rate
in
%
1~'~ij.lf!O[5001.inlhr
Impervious surface
Sulface area P;;~i;,ji:i:(13:!i3&1 sq ft
Off-site drainage
Area
eN
Summary of results
Effective eN
Estimated runoff (5 days)
Available storage used
Number of hourS of ponding
Max ponding.depth
Available storage after 24 hr
Available storage after 5 days
Stage after 5 days
Additional time to drain completely
82
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24-hr Precipitation
location
Return enod
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Design aim
Target
Allowable runoff
1.34 in
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Values shown in blue are user Inputs.
Values shewn in red are computed results
See caution note below.
Conliguration
Pervious concrete
Thickness
Surface area
Porosity
Gravel base
Ponding limit
I't,j',;\':t::;:Yi;tf~~t~rij I in
Exfillration rate
I. ~i:ii'!\);;;,; 0:500 I i nfh r
. Impervious surface
Surface
Off-site drainage
It
Area
eN
Summary of results
Effective eN
Estimated runoff (5 days)
Available storage used
Number 01 hours 01 ponding
Maxponding depth
Available storage after 24 hr
Available storage after 5 days
Stage after 5 days
Additional time to drain completely
83
4.56 in
100 %
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Bio-Retention I Rain Garden
7/21/2008
DAIRY QUEEN
951 RANGELlNE ROAD
EMH&T, INC.
Dio-Retention I Rain Garden
(0)--'='
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BIORETENTION I RADN GARDEN BMP SECTION!
~:>Sl;RF'ACE .....H~
0SLIRFACE STORAGE (rJOr'::Hitt nl~K_ '2~inO''\~~_,,)
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00VE;:RFl..OW STRUCTURE O~ W~IR
0L,r~^SS. ;:::IL TER STRIP
Impervious Roof Area:
Impervious Area:
Pervious Area
WQv - Rv :::: runoff coefficient (Runoff/Rainfall)
12 Rv = 0.05 + O.009( I ) Where "I" = % Impervious
Pre~treatment volume: ( I x O.1-inch) I (1'/12~inches)
Pre-treatment volume shall be included in the WQv.
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951 RANGELlNE ROAD
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DAIRY QUEEN
951 RANGELINE ROAD
7f21/2008
G$T~!'JMEN;
Catchment Area:
1m ervious Area:
WQv Re uired:
WQV Provided
Maximum Stora e De th:
Designed Side Slopes;
Minimum Surface Area:
Bottom (Surface) Elev.:
Min. Soil Infiltration Rate:
Plantin Soil De th;
Plantin Soil Volume;
Plantin Soil Voids:
Planting Soil Storage Vol.
Plantin Soil Draw Rate:
Time to Draw WQv to Surface
Time to Draw WQv to 2.0
Totla Time to Draw WQv t 2.0
SSD Dischar e Rate of Draw for WQv
SSD Dischar e Rate of Draw for Total Volume
Rate of Draw for Insitu Soil less ssd influence:
Time to Em
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0.33
1,171
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ft
cft
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In-situ Soil Elevation:
SSD [nv.
SSD Size:
SSD Slo e:
SSD Len th
SSD Discharge
SSD Orifice at Outlet
SSD Orifice Discharge:
Outtet Rim Elev.:
min. Weir Len th fe 'd;
Min sides for S . Box:
Conduit Size:
Conduit Slope;
below surface
below surface
802.20 ft
806.05 ft
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Crosby silt loam, 0 to 3 percent slopes
Fox loam, 0 to 2 percent slopes
Fox loam, 2 to 6 percent slopes, eroded
Fox clay loam, 8 to 18 percent slopes, severely eroded
Genesee silt loam
Hennepin loam, 18 to 50 percent slopes
Houghton muck
Miami silt loam, 0 to 2 percent slopes
Miami silt loam, 2 to 6 percent slopes, eroded
Miami silt loam, 6 to 12 percent slopes, eroded
Miami silt loam, 12 to 18 percent slopes, eroded
Miami clay loam, 6 to 12 percent slopes, severely eroded
Miami clay loam, 12 to 18 percent slopes. severely eroded
Milton Variant silt loam, 0 to 2 percent slopes
Nineveh loam, 0 to 2 percent Slopes
Ockley silt loam, 0 to 2 percent slopes
Ockley silt loam, 2 to 6 percent slopes, eroded
Palms muck
Patton silty clay loam
Patton silty clay loam, limestone substratum
Randolph Variant silt loam
Ross loam
Shoals silt loam
Sleeth loam
Sloan silty clay loam, sandy substratum
Westland silty clay loam
Whitaker loam
57108
3.5368
62.1316
62.1316
79.4961
9.17
30753
21.88
6.6841
3.3498
3.3498
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2.3488
5.137
70.8139
117.4319
35.8606
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56229
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37.8214
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14.2792
Saturated hydraulic conductivity (Ksat) refers to the ability of a soil to transmit water
or air. The estimates in the table indicate the rate of water movement, in micrometers
per second, when the soil is saturated. They are based on soil characteristics
observed in the field, particularly structure, porosity, and texture. Saturated hydraulic
conductivity (Ksat) is considered in the design of soil drainage systems and septic
tank absorption fields.
Saturated hydraulic conductivity (Ksat). The ease with which pores of a saturated
soil transmit water. Formally, the proportionality coefficient that expresses the
relationship of the rate of water movement to hydraulic gradient in Darcy's Law, a
laW that describes the rate of water movement through porous media. Commonly
abbreviated as "Ksat." Terms describing saturated hydraulic conductivity are very
high, 100 or more micrometers per second (14.17 or more inches per hour); high,
10 to 100 micrometers per second (1.417 to 14.17 inches per hour); moderately
high, 1 to 10 micrometers per second (0,1417 inch to 1 ,417 inches per hour);
moderately low, 0,1 to 1 micrometer per second (0.01417 to 0.1417 inch per hour);
low, 0.01 to 0,1 micrometer per second (0,001417 to 0.01417 inch per hour); and
very low, less than 0.01 micrometer per second (less than 0,001417 inch per
hour). To convert inches per hour 10 micrometers per second, multiply inches per
hour by 7.0572. To convert micrometers per second to inches per hour, multiply
micrometers per second by 0.1417.
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8.804
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0,436
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0.947
0,475
0.475
0.475
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0.333
0.728
10.034
16.640
5.081
1.920
0.656
1.081
0.797
1.299
2.528
5.359
5.148
5.605
2.023
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0.21
0.21
0.19
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0.22
0.22
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0.19
0.23
0.21
0.22
0.22
0.40
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0.22
0.22
0.22
0.23
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Available water capacity (AWC) refers to the quantity of water that the soil is capable of storing
for use by plants. The capacity for water storage is given in centimeters of water per centimeter of
soil for each soil layer. The capacity varies, depending on soil properties that affect retention of
water. The most important properties are the content of organic matter, soil texture, bulk density,
and soil structure, with corrections for salinity and rock fragments. Available water capacity is an
important factor in the choice of plants or crops to be grown and in the design and management
of irrigation systems. It is not an estimate of the quantity of water actually available to plants at
any given time.
Available water supply (AWS) is computed as AWe times the thickness of the soil. For example,
if AWe is 0.15 cmfem, the available water supply for 25 centimeters of soil would be 0.15 x 25, or
3.75 centimeters of water,
For each soil layer, AWC is recorded as three separate values in the database. A low value and a
high value indicate the range of this attribute for the soil component. A "representative" value
indicates the expected value of this attribute for the component. For this soil property, only the
representative value is used.
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INLET CAPACITY
Catch Basin Inlets
R-2501
R-3402-E
R-3405
R-2557
R~3382
R-3472
. R-350l-N
R-3501"TLlTR
. R-3286-8V
R<3287-10V .
Gutter Inlets
: ~
DitchrYaJ~:I~iets
PROJECT
WEIR FLOW - Depths less than 0.3 feet Oi = 3.0 x P X d'l
ORIFICE FLOW - Depths exceeding 0.4 feel Oi =4.89 x A X dO.;
(Reference "Stormwater Drainage Manual" prepared by HERPIC dated July 1995)
Inlet - Sump Condition
503
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Dairy Queen - 951 Rangeline Road
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Worksheet for Circular Channel
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Project File
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Flow Element
Method
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Circular Channel
Manning's Formula
Full Flow Capacity
Input Data
Mannings Coefficient
Channel Slope
Diameter
0.013
0.003900 fUft
12.00 in
Results
Depth
Discharge
Flow Area
Welted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
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0.64
100.00
0.007196 ft/ft
283 ft/s
0.12 ft
FULL ft
FULL
2.39
-
2.22 cfs
0.003900 ft/ft
ft
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ft2
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ft
ft
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Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FIDwMaster v5.13
Page 1 of 1
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STORMWATER TECHNICAL REPORT
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The Dairy Queen at 951 Rangeline Road
EXHIBITS
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STORMWATER TECHNICAL REPORT
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Project Location
Project Name:
Address:
City IT own:
County:
Civil Township:
Quarter:
latitude:
Section
39' 59' 21"
The Dairy Queen
951 Rangeline Rood
Carmel
Hamilton County
Clay Township
Township: 18 - N
Longitude:
Range 4 - E
86' 07' 36"
19
FIRM Mop:
Zoning:
B3-Business District
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MAP NU~'BER
18057C0207F
EFFECTIVE DATE:
FEBRUARY 19, 20D3
Federal Emergency Managemenr Agency
This. i~ ar'l official copy of a ponion of the above referenced floOd map. It
was e;.:traoeted,using F~MITOn~Une. This map does not reiiect changes
or amendments which may have been made slJb$ec:uent to the date on the
title block. For the latest product information about National Flood 1risurance
Program flood mapa check. the FEMA Flood Ma~ Store at WNW, m~c.fuma.gov
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Page4 orB I [Date: July 03, 2007 lease No.: 07-05-4196A I LOMA
" Federal Emergency Management Agency
~~$ Washington, D.c 20472
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'......m c,to:.:.
LETTER OF MAP AMENDMENT
DETERMINA TfON DOCUMENT (REMOVAL)
COMMUNITY AND MAP PANEL INFORMATION LEGA.L PROPERTY DESCRIPTION
CITY OF CARMEL. HAMIL TON A portion of Seclfon 19, Township 18 North, Range 4 East, as
COUNTY, INDIANA described in the Warranty Deed recorded as Instrument No.
200300104139; in the Quitclaim Deed recorded as I nstrument No.
COMMUNIl'( 9411528; in the Contract For Sale Of Assets Of Business recorded
as Instrument No. 9609618717; and in the Quitclarm Deed recorded
COMMUNITY NO.: 180081 as Instrument No. 200500041017, in the Office of the Recorder.
Hamilton County Indiana.
AFFECTED NUMBER: 18057C0207F; 18057C0226F
MAP PANEL DATE: 2/19/2003; 2/1912003
FLOOOING SOURCE: UTTLE COOl CHEEK; COOL APPROXIMAtE LATITUOE: 8. lONGITUOEOF PROPERTY: 39.989, -66126
CREEK SOURCE OF LAT & LONG: PRECISION MAPPING STREETS 4.0 DATUM: NAO 8J
DETERMINATION
OUTCOME 1 % ANNUAL lOWEST LOVVEST
WHAT IS CHANCE ADJACENT LOT
LOT BLOCK! SUBDIVISION STREET REMOVED FROM FLOOD FLOOD GRADE ELEVATION
SECTION THE SFI-\A ZONE ELEVATION ElEVATION (NGVD 29)
(NGVD 29r (NGVD 29)
- - -- 951 North Rangeline Property X .- n -
Road (shaded)
Special Flood Hazard Area (SFHA) - The SFHA is an area thai would be inundated by the flood having a 1-percent chance of being
P<lualed or exceeded in any aiven year (baSe flood).
ADDITIONAL CONSIDERATiONS (Please refer to the aoorooriate ~ection on Altacl1ment 1 for the additional considerations lisled below.\
LEGAL PROPERTY DESCRIPTION
DETERMINATION TABLE (CONTINUED)
STUDY UNDERWAY
This documenl prol/ides the Federal Emergency Management Agency's determination regarding a requesf lor a Letter of M<lp Amendment lor
the property described above. Using the Information sub milled and the &lfectillE! N<ltional Flood Insurance Program (NFIP) map, we l1al/e
delermined that the property(ies) islare nollocated in the SFHA, an area inund<lted by the flood having a l-percenl chance of being equaled or
exceeded In <lny given yeal (l:Ja~enood). This documenl amends the effective NFIP m3p to remove Ihe subjecl properly Itom Ihe SFHA located
on the effective NFIP map: Iherefore. Ihe Federal mandalory "ood insurance requirement does nol apply, However. the lender has the oplion lo
conlinue the flood inSurance requirement 10 proteel ils financial risk on Ihe loan. A Preferred Risk Poricy (PRPl is availabre for buildings
located outside the SFHA. Informalion aboullhe PRP <1M how one can apply is enclosed.
This dete,minalion is based on the Ilood dala presently al/ailable. The enclosed documents provide additlonal informalion legarding Ihis
delermination. If YOlJ have arlY questions about this document, please contact the FEMA Map Assistance Center loll Ilee al (877) 335-2627
(i\77-FEMA MAP) or by lellcf addressed 10 the Fecleiaf Emerglmcy ManagemeJil Agency. 3601 Eisenhower Avenue. Suite 130, Alexandiia, VA
22 304..&139
It/..2t...;.. /I' M~ /J-:-
\NiIHam R. Blanton Jr., CFM, Chief
Engineering Manag€menl Section
Miligation Division
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Endcap
Coupler
Side Outlet
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#06001 Closes off an end of a 6"
Multi-Flow drainage line
#06002 Couples two sections of 6"
Multi-Flow
#06003 Couples two lines of Multi-Flow
and outlets at 900 into a ]N pipe
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#12001 Closes off an end of a 12"
Multi-Flowdrainage line
#12002 Couples two sections of 12"
Multi-Flow
#12003 Couples two lines of Multi-Flow
and outlets at 90. into a 4" pipe
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#18001 Closes off an end of an 18"
Multi-Flow drainage line
#18002 Couples two sections of 18"
Multi-Flow
#18003 Couples two lines of Multi.Flow
and outlets at 90' into a 4" pipe
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(800) 97& 8007
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U End Outlet Multi.. Wye
,-j Purpose
U Connectors
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#06004 Terminates a line of 6" Multi- #06005 6" to 6" with a 6" at 45" to the
U Flow, outletting it into a 3" pipe left 01 rig ht
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All of the multi-purpose connectors can be
lJ used as outlets. Inspection ports can also be
attached to any multi-purpose connector. 3-
inch PVC or AB5 fittings (tees, wyes, reducers,
U etc) can be connected by simply removing the
cap on either end. Varicore stocks a limited
number of these components. These can be
#12004 Terminates a line of 12" Multi- seen on page 11. #12005 12" to 12" with a 12" at 45" to
U Flow, outletting it into a 4" pipe the left or rig ht
Basic
U ~ Connectors
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to install the transport system at the same
depth as the bottom of the collector system.
U Simply cut open the flange membrane to the #1800518" to 18" with an 18" at 450 to
#18004 Terminates a line of 18" Multi- desired size with a utility knife and insert the
Flow, outletting it into a 4" pipe transport pipe. the left or right
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Double Wye
#060066"to 6"witha 6" at4S0 to the
right, and a 6" at 45' to the left
#1200612"to 12"with ill 12"at 450to the
right, and a 1 r at 4So to the left
#18006 18" to 18" with an 1 8" at 45' to the
right and an 18" at 45. to the left
(SOO} 97S 8007
Tee
#060076" to 6" with a 6" at 90' to the
left or right
#12007 12" to 12" with aUn at 90' to
the left or right
#1800718" to 18" with an 18" at 90' to
the left or right
Cross
#060086" to 6" with a 6" at 90' to the
right, and a 6" at 900 to the left
#12008 12" to 1 2" with ill 12" at 90. to the
right, and a 12" at 90' to the left
#18008 18n to 18" with an 18" at 90' to the
right, and an 18" at 900 to the left
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Double Wye
#1200A 12" 10 6" with a 6" at 45' to the
right, and a 6" at 45' to the left
#1800A 18" to 6" with a 6" at 45' to the
right, and a 6" at 45' to the left
#1800G 1 g" to 12" with a12" at 45' to the
right, and a 12" at 45' to the left
(800) 978 8007
Wye left
#12008 12" to 6" with a 6" at 45'10 the
left
#1800818" to 6" with a 6" at 45' to the
left
#1800E 18"10 12"with a 12" at 45'
10 the left
Wye Right
#1200C 12"to 6"with a 6"al 45' tathe
right
#18GOC 18" to 6" with a 6" at 45' to the
right
#1800F 18" to 12" with a 12" at 45' to the
right
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Step Down Tee Double Wye
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J right or left right, and a 6" at 45. to the left
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#1800018"10 6"reducing coupling #18001 18"to 18"with a 6" at 90' to the #1800K 18"to 18"with a 6" at 45'to
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the right or left right, and a 12" at 45' to the left
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Wye Left
#1200P lrto U" with a 6" at
45' to the left
#1 SOOP 16" to 18" with a 6" at 450
to the left
Double Wye
6-inch
#06016 Connects 6" to 6" with two
additional lines of 6" at 45' to the right
and left. Includes an optional bottom
outlet into a 4" pve pipe
Wye Right
#1200Q 12"to 12"with a 6"at
45' to the right
#1800Q 18" to 18" with a 6" at
45' to theright
Cross --
6-inch
#06018 Connects 6" to 6" with two
additional lines of 6" at 90' to the right
and left. Includes an optional bottom
outlet into a 4" PVC pipe
(lWO) 978 8007
Horizontal
Connectors'
900--12-inch
#1201 N Connects 12" to 12" at 90'.
Tee --12-inch
#12017 Conneds 12" to 12" with an
additional lines of 12" at a 90' to the
right or the left
Cross --12-inch
#12018 Connects 12" to 12" with two
additional lines of 12" at 90' to the right
and left
Photos of the 6-inch horizontal fittings are shown
from what is normally used as the bottom side of
the fitting, in order 10 display the outlet membra ne.
The 12-inch horizontal fittings are connectors only
and do not include the outlet option
wwwvaricorc.com
Transport Pipe
Connectors
iscellaneous
Components
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#08RTP Rigi-Tap Connection to 8" rigid pipe
#ABSOOl 3" Female Adapter with
Clean out Plug
#Tape 2" X '08' PVC Pipe Tape
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#ABS002 3" 45' Elbow
#ABS003 3" 90' Elbow
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#OOCTV Corru-Tap Connection from vertical
Multi-Flow to corrugated pipe
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#ABS005 3"to 3" Coupler
IIABSQ04 3"t04" Bushing
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#06CTH Corru-Tap
Connection from 6"
horizontal Multi-Flow to
corrugated pipe
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#ABS006 3" to 4" 90" Elbow
#ABS007 4" to 4" with 3" at 90"
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#12CTH Corru-Tap
Connection from 12"
horizontal Multi-Flow to
corrugated pipe
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#ABS009 3" to 4" Reducer
#ABS008 3" to 3" with 3" at 900
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(800) 978 8007
www.vancore.cnm
Property Test Method Value
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Flow Rate, 9pm/ft** ASTM 0-4716 29*
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ThiCkness, inches ASTM 0- 1 777 1.0
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D Weight (oz/yd2) ASTM 0-3776 4.0
Elongation, ~Yo ASTM 0-4632 50
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Mullen Burst, psi ASTM 0-3786 200
0 Coefficient of Perm, cm/sec. ASTM 0-4491 0.1
U Permittivity, 1/sec. ASTM 0-4491 1.8
U UV Stability, 500 hrs., % ASTM 0-4355 70
0 Fungus ASTM G-2l No Growth
U Values represent minimum average roll values.
'" Horizontal installation.
"* At gradient == 0.1, compressive force == 10psi
for 100 hours.