HomeMy WebLinkAboutDrainage ReportCIVIL ENGINEERS
LAND DEVELOPMENT CONSULTANTS
DRAINAGE CONSULTANTS
CERTIFIED FLOODPLAIN MANAGER
14020 Mississinewa Drive Carmel, Indiana 46033 Phone: 317.324.8695 www.Fritz-Eng.com
F:\2022\2211004 - Security Federal Bank Carmel\02 Civil\Engr\Drainage\FES-2211004 Drainage Report.docx
STORMWATER TECHNICAL
INFORMATION REPORT
SECURITY FEDERAL BANK
Project Location:
10880 N. MICHIGAN RD
CARMEL, IN 46077
Prepared For:
HOKANSON COMPANIES
10201 N. Illinois St, Ste 400
Carmel, IN 46290
Date:
December 21, 2022
Last Revised: February 3, 2023
February 3, 2023
Page 1 of 103
TABLE OF CONTENTS
TABLE OF CONTENTS .................................................................................................. 2
PROJECT DESCRIPTION .............................................................................................. 3
FEMA MAP OVERVIEW ................................................................................................. 3
WATERSHED DESCRIPTION ........................................................................................ 3
SOILS OVERVIEW ......................................................................................................... 3
TABLE 1 – PROJECT SOILS 3
ZONING INFORMATION ................................................................................................ 3
DEVELOPMENT STANDARDS ...................................................................................... 4
EXISTING CONDITIONS ................................................................................................ 4
TABLE 3 – EXISTING PEAK DISCHARGE RATES 5
PROPOSED CONDITIONS ............................................................................................. 5
STORMWATER DETENTION ......................................................................................... 5
STORMWATER QUALITY .............................................................................................. 6
STORMWATER PIPE DESIGN ....................................................................................... 6
SUMMARY ...................................................................................................................... 7
REFERENCES ................................................................................................................ 8
APPENDICES ................................................................................................................. 8
APPENDIX A – LOCATION MAP
APPENDIX B – FEMA MAP
APPENDIX C – SOILS DATA & MAP
APPENDIX D – EXISTING DRAINAGE ANALYSIS
APPENDIX E – PROPOSED DRAINAGE ANALYSIS
APPENDIX F – KINDERCARE STORMWATER REPORT
APPENDIX G –CHRISTIAN BROS STORMWATER REPORT
February 3, 2023
Page 2 of 103
PROJECT DESCRIPTION
Hokanson Companies is proposing a new bank and multi-tenant facility at 10880 N.
Michigan Road in Carmel, Indiana. The facility will consist of a new building of
approximately 9,650 sf, 3-story, with associated parking and utility service improvements.
Access to the site will be provided from Redd Road along the western side of the site.
For reference, the project site is located at approximately latitude 39°56’42''N and
longitude 86º14’20”W.
FEMA MAP OVERVIEW
The project site is located within the FEMA Community Panel Map #18057C0205G dated
November 19, 2014. Review of the map indicates the site is located within the Flood
Designation ‘Zone X’ (unshaded). Therefore, the site is not subject to Flood Control
Ordinance requirements. The FEMA Map is included in Appendix B.
WATERSHED DESCRIPTION
The project site is located within the ‘Eagle Creek-Long Branch/Irishman Run ‘ watershed
as provided on the IndianaMap GIS system. The 14-digit Hydrologic Unit Codes (HUC)
for this watershed Is 05120201120080.
SOILS OVERVIEW
The project site contains the soils listed in the following Table. The Hydrologic Soil Group
(HSG) for each soil is also provided. The appropriate limits of each soil type are depicted
in the Soils Map provided in Appendix C.
TABLE 1 – PROJECT SOILS
ZONING INFORMATION
The site is within the corporate limits of the City of Carmel. The underlying Zoning
Classification is B-3 and falls within the 421 Overlay district. The proposed use is
permitted in the Zoning District.
Soil Symbol Soil Name, Description HSG
UmyA Urban land-Treaty complex B/D
YbvA Brookston silty clay loam-Urban B/D
UfnA Urban land-Crosby Treaty complex C/D
February 3, 2023
Page 3 of 103
DEVELOPMENT STANDARDS
The project site is located within the City of Carmel, Hamilton County, Indiana. Therefore,
the proposed drainage improvements are subject to the standards of design and
construction of the City of Carmel. Runoff will be modeled using Rational Method and
HydroCAD version 10.00-24 utilizing the Type II rainfall distribution and rainfall depths
from Table 201-3 of the Camel Stormwater Technical Standards Manual (Manual).
EXISTING CONDITIONS
The proposed development site is currently undeveloped with grass/weeds coverage.
The subject site is part of a larger overall development known as the Michigan Road Retail
Development. The subject master plan was part of the Aria Development of multi-
family/apartments to the west of the subject site. The master plan drainage analysis for
this site was provided in the Aria Development including the stormwater detention and
water quality requirements. More specifically, this Lot was included in the master plan
along with lots to the north and south totaling 5.86 Acres including the now constructed
Redd Road. After removing the road improvements, the master plan parameters the
commercial development lots are as follows:
TABLE 2 – MASTER PLAN PARAMETERS FOR SUBJECT SITE
Since the proposed project site is 1.47 acres and located with the noted “Commercial
Development” area, the allowable CN=92.5 for developed conditions.
The project site is part of a previously approved master planned storm sewer system that
was designed and constructed to accommodate the commercial development of the
subject parcel. As such, the primary focus of the existing conditions are how the existing
conditions drain to that master planned system. The existing site has essentially three
distinct drainage patterns as described below.
EX1 - sheet drains the majority of the site to the west into and inlet onsite that conveys
the runoff to the masterplan stormwater system.
EX2 - sheet drains the southeast corner of the site east and south towards Michigan
Road and the existing Christian Brothers Automotive facility to the south.
Parameters
Basin Name Area, Ac.
Curve
Number,
‘CN’
Time of
Concentration,
min.
Fut Dev 5.86 92.8 7
Redd Road 0.94 91.3 7
Commercial
Development 4.95 92.5 7
February 3, 2023
Page 4 of 103
EX-3 – sheet drains the remainder of the site to the north into the adjoining property
where it enters that private stormwater system before connecting to the existing
drainage system near Redd Road.
TABLE 3 – EXISTING PEAK DISCHARGE RATES
For clarity, a map of the existing drainage sheds and infrastructure is illustrated in
Appendix D.
PROPOSED CONDITIONS
This project is proposing a new bank and multi-tenant facility of approximately 9,650 sf
between Redd Road and Michigan Road in Carmel, Indiana. The facility will consist of a
3-story new building, along with associated parking and utility service infrastructure.
Since the aforementioned master plan drainage systems included specific parameters for
this development, the below are details how the proposed improvements fit within the
previously approved drainage systems.
Calculations for onsite stormwater infrastructure including pipe sizing for the 10-year
Rational Method peak runoffs have been provided.
The proposed improvements are consistent with the City of Carmel stormwater
management standards. Runoff calculations for the proposed conditions are computed in
Appendix using the minimum 5-minute Time of Concentration. A map of the proposed
basins is provided in Appendix E.
STORMWATER DETENTION
As noted above, it is understood that the master plan analysis included this site within the
detention basin analysis for the pond to the west behind the multi-family development.
To confirm compliance, the weighted CN of the proposed improvements on this lot were
analyzed and found to be CN=89. See below for the proposed conditions CN calculations.
Peak Runoff Rate, cfs
Basin Name 2-yr 10-yr 25-yr 100-yr
EX1 1.17 1.54 1.81 2.31
EX2 0.28 0.37 0.43 0.55
EX3 0.25 0.33 0.39 0.49
TOTAL 1.70 2.24 2.63 3.35
February 3, 2023
Page 5 of 103
PR2 0.11 Ac. 94% 6% 0% Weighted CN= 75
4,639 SF 4,364 SF 275 SF SF
PR3 0.21 Ac. 98% 2% 0% Weighted CN= 74
9,003 SF 8,818 SF 185 SF SF
621 0.36 Ac. 48% 52% 0% Weighted CN= 86
15,855 SF 7,600 SF 8,255 SF SF
611 0.16 Ac. 8% 59% 33% Weighted CN= 96
7,133 SF 590 SF 4,193 SF 2,350 SF
603 0.25 Ac. 7% 73% 20% Weighted CN= 96
10,803 SF 725 SF 7,903 SF 2,175 SF
602 0.38 Ac. 15% 85% 0% Weighted CN= 94
16,431 SF 2,514 SF 13,917 SF SF
TOTAL PROPOSED
ONSITE 1.47 Ac. 39% 54% 7% Weighted CN= 89
63,864 SF 24,611 SF 34,728 SF 4,525 SF
The allowable master plan CN was 92.5. As a result, no further detention analysis is
required.
Reference Appendix G for the master plan drainage calculations.
STORMWATER QUALITY
The proposed site was included in the master drainage analysis for the downstream
drainage system including Stormwater Quality. As demonstrated above, the proposed
site improvements are within the master planned parameters and therefore no additional
stormwater quality is required. Reference Appendix G for the master plan drainage
calculations.
STORMWATER PIPE DESIGN
The proposed site was included in the Aria Development master drainage analysis for
the downstream drainage system including stormwater piping from the site and Redd
Road to the downstream detention basin noted above. Due to the existing downstream
pipe network, the proposed improvements are less intense than those assumed for the
master plan analysis for the downstream storm sewer pipe design. However, the next
existing pipe downstream of our site from Structure 601 to the existing Redd Road curb
inlet has been included in the analysis to demonstrate sufficient capacity.
February 3, 2023
Page 6 of 103
Both of the above demonstrate that the proposed improvements are within the master plan
design parameters and the downstream drainage system will have sufficient capacity to
convey runoff from the proposed improvements.
Inlet grate capacity calculations were performed for the onsite stormwater inlets to
demonstrate sufficient capacity for the 10 year overland design flow to each with a
maximum of 6” of ponding and each inlet 50% clogged. These calculations are provided
based on removal of the underground roof drain connections since that flow in the pipe
sizing calculations is not overland and therefore does not contribute to the inlet grate flow.
Calculations for onsite stormwater infrastructure including pipe sizing for the 10-year
Rational Method peak runoffs have been provided in Appendix E. A map of the proposed
basins is provided in Appendix E.
SUMMARY
Hokanson Companies is proposing a new bank and multi-tenant facility at 10880 N.
Michigan Road in Carmel, Indiana. The facility will consist of a new building of
approximately 9,650 sf, 3-story, with associated parking and utility service improvements.
Access to the site will be provided from Redd Road along the western side of the site. The
above demonstrates that the proposed improvements are within the parameters of both
previously approved analyzes.
As a result of the onsite drainage analysis, the proposed improvements are not anticipated
to have adverse impacts on the surrounding or downstream drainage systems.
February 3, 2023
Page 7 of 103
REFERENCES
1. Hamilton County Soils Map (Web Soil Survey)
2. FEMA Flood Insurance Rate Maps, FEMA Website
3. Indiana Drainage Handbook
4. Carmel Stormwater Technical Standards
5. Hamilton County Surveyor’s Office Technical Standards & Details
APPENDICES
APPENDIX A – LOCATION MAP
APPENDIX B – FEMA MAP
APPENDIX C – SOILS DATA & MAP
APPENDIX D – EXISTING DRAINAGE ANALYSIS
APPENDIX E – PROPOSED DRAINAGE ANALYSIS
APPENDIX F – KINDERCARE STORMWATER REPORT
APPENDIX G –CHRISTIAN BROS STORMWATER REPORT
February 3, 2023
Page 8 of 103
APPENDIX A – LOCATION MAP
February 3, 2023
Page 9 of 103
NSITE VICINITY & ZONING MAPSITELOCATIONNNOT TO SCALECOUNTY LOCATION MAPSITE LOCATIONNOT TO SCALEB3B3B3February 3, 2023 Page 10 of 103
APPENDIX B – FEMA MAP
February 3, 2023
Page 11 of 103
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250
Feet
Ü
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or DepthZone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mileZone X
Future Conditions 1% Annual
Chance Flood HazardZone X
Area with Reduced Flood Risk due to
Levee. See Notes.Zone X
Area with Flood Risk due to LeveeZone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood HazardZone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 11/7/2022 at 2:40 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Legend
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
8
B 20.2
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
1:6,000
86°14'42"W 39°56'56"N
86°14'4"W 39°56'28"N
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 February 3, 2023 Page 12 of 103
APPENDIX C – SOILS DATA & MAP
February 3, 2023
Page 13 of 103
Soil Map—Hamilton County, Indiana
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/7/2022
Page 1 of 34421870442189044219104421930442195044219704421990442189044219104421930442195044219704421990564850564870564890564910564930564950564970564990565010565030
564850 564870 564890 564910 564930 564950 564970 564990 565010 565030
39° 56' 44'' N 86° 14' 27'' W39° 56' 44'' N86° 14' 19'' W39° 56' 40'' N
86° 14' 27'' W39° 56' 40'' N
86° 14' 19'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
0 40 80 160 240
Feet
0 10 20 40 60
Meters
Map Scale: 1:872 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.February 3, 2023 Page 14 of 103
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Hamilton County, Indiana
Survey Area Data: Version 23, Sep 3, 2022
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 1, 2018—Sep
30, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Soil Map—Hamilton County, Indiana
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/7/2022
Page 2 of 3 February 3, 2023 Page 15 of 103
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
UfnA Urban land-Crosby-Treaty
complex, fine loamy subsoil,
0 to 2 percent slopes
1.3 73.7%
UmyA Urban land-Treaty complex, 0
to 1 percent slopes
0.4 24.9%
YbvA Brookston silty clay loam-
Urban land complex, 0 to 2
percent slopes
0.0 1.4%
Totals for Area of Interest 1.8 100.0%
Soil Map—Hamilton County, Indiana
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
11/7/2022
Page 3 of 3
February 3, 2023
Page 16 of 103
APPENDIX D – EXISTING DRAINAGE ANALYSIS
February 3, 2023
Page 17 of 103
<><><><><><><>EEN85°28'09"E 387.12'S20°32'51"E
151
.67
'
S85°28'08"W 325.06'S04°31'52"E 33.57'S85°28'09"W 101.91'R=122.00'L=65.94'N00°23'46"E 115.74'12'
'WGGGEX1
1.01 Ac.
EX3
0.22 Ac.
EX2
0.24 Ac.
PROJECT NO.
CHECK:DRAWN:
PLAN DATE:
DESIGN:
14020 Mississinewa Drive
Carmel, Indiana 46033
P: 317.324.8695 F: 317.324.8717
www.Fritz-Eng.com
Fritz Engineering
Services, LLC
PROJECT:
PROJECT LOCATION:
SECTION, TOWNSHIP, RANGE:
SECURITY
FEDERAL BANK
12/21/2022
2211004
10880 N. MICHIGAN RD.
CARMEL, INDIANA 46077
HAMILTON COUNTY
S6, T17N, R3E
SHEET NAME
SHEET NO.
00 80'160'
SCALE: 1" = 80'
N
EXH-1
EXISTING BASIN MAP
AF AF KG
LEGEND:
PAVEMENT/GRAVEL
GRASS/LANDSCAPE AREA
BUILDING
BASIN LIMITS
February 3, 2023
Page 18 of 103
PROJECT NAME:SECURITY FEDERAL BANK
FES PROJECT #:2211004
DATE:2/3/2023
STRUCTURE/BASIN
I.D.
TOTAL
DRAINAGE
AREA
% Grass % Gravel/Pvmt % Rooftop Weighted
(Ac.) 74.00 98.00 98.00 CN
EX1 1.01 Ac.100%0%0%Weighted CN= 74
44,001 SF 44,001 SF SF SF
EX2 0.24 Ac.100%0%0%Weighted CN= 74
10,461 SF 10,461 SF SF SF
EX3 0.22 Ac.100%0%0%Weighted CN= 74
9,420 SF 9,420 SF SF SF
TOTAL EXISTING 1.47 Ac.100%0%0%Weighted CN= 74
63,882 SF 63,882 SF SF SF
WEIGHTED CURVE NUMBERS
RUNOFF COEFFICIENTS CALCULATIONS
F:\2022\2211004 - Security Federal Bank Carmel\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design February 3, 2023 Page 19 of 103
PROJECT NAME:SECURITY FEDERAL BANK
FES PROJECT #:2211004
DATE:2/3/2023
STRUCTURE/BASIN
I.D.
TOTAL
DRAINAGE
AREA
% Grass % Gravel/Pvmt % Rooftop Weighted
(Ac.)0.25 0.85 0.90 C
EX1 1.01 Ac.100%0%0%Weighted C= 0.25
44,001 SF 44,001 SF SF SF
EX2 0.24 Ac.100%0%0%Weighted C= 0.25
10,461 SF 10,461 SF SF SF
EX3 0.22 Ac.100%0%0%Weighted C= 0.25
9,420 SF 9,420 SF SF SF
TOTAL EXISTING 1.47 Ac.100%0%0%Weighted C= 0.25
63,882 SF 63,882 SF SF SF
RUNOFF COEFFICIENTS CALCULATIONS
WEIGHTED RUNOFF COEFFICIENTS
F:\2022\2211004 - Security Federal Bank Carmel\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design February 3, 2023 Page 20 of 103
PROJECT NAME:SECURITY FEDERAL BANK
FES PROJECT #:2211004
DATE:2/3/2023
UP DOWN BASIN c A c*A Tc SUM Tc I Q I Q I Q I Q
#(acres)(min)(c*A)(min)(in/hr)(cfs)(in/hr)(cfs)(in/hr)(cfs)(in/hr)(cfs)
EX1 EX1 0.25 1.01 Ac.0.25 5 min.0.25 5.0 min.4.63 in/hr 1.17 cfs 6.12 in/hr 1.54 cfs 7.18 in/hr 1.81 cfs 9.13 in/hr 2.31 cfs
EX2 EX2 0.25 0.24 Ac.0.06 5 min.0.06 5.0 min.4.63 in/hr 0.28 cfs 6.12 in/hr 0.37 cfs 7.18 in/hr 0.43 cfs 9.13 in/hr 0.55 cfs
EX3 EX3 0.25 0.22 Ac.0.05 5 min.0.05 5.0 min.4.63 in/hr 0.25 cfs 6.12 in/hr 0.33 cfs 7.18 in/hr 0.39 cfs 9.13 in/hr 0.49 cfs
DESIGN STORMS
10 25 100
COMPOSITE BASINS
ADDITIONAL CALCULATIONS
RATIONAL METHOD PEAK RUNOFF
STRUCTURE BASINS
2
F:\2022\2211004 - Security Federal Bank Carmel\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design February 3, 2023 Page 21 of 103
APPENDIX E – PROPOSED DRAINAGE ANALYSIS
February 3, 2023
Page 22 of 103
<><><><><><><>EEN85°28'09"E 387.12'S20°32'51"E
151
.67
'
S85°28'08"W 325.06'S04°31'52"E 33.57'S85°28'09"W 101.91'R=122.00'L=65.94'N00°23'46"E 115.74'12'
'WGGGDRIVETHRUONLYDO NOT
ENTERSTOP DRIVETHRUONLYDRIVETHRUONLYPIV o o oo o oPR3
0.21 Ac.
PR2
0.11 Ac.
PR1
1.15 Ac.
PROJECT NO.
CHECK:DRAWN:
PLAN DATE:
DESIGN:
14020 Mississinewa Drive
Carmel, Indiana 46033
P: 317.324.8695 F: 317.324.8717
www.Fritz-Eng.com
Fritz Engineering
Services, LLC
PROJECT:
PROJECT LOCATION:
SECTION, TOWNSHIP, RANGE:
SECURITY
FEDERAL
BANK
12/21/2022
2211004
10880 N. MICHIGAN RD.
CARMEL, INDIANA 46077
HAMILTON COUNTY
S6, T17N, R3E
SHEET NAME
SHEET NO.
00 80'160'
SCALE: 1" = 80'
N
EXH-2
PROPOSED BASIN MAP
AF AF KG
LEGEND:
PAVEMENT/GRAVEL
GRASS/LANDSCAPE AREA
BUILDING
BASIN LIMITS
February 3, 2023
Page 23 of 103
<><><><><><><>EEN85°28'09"E 387.12'S20°32'51"E
151
.67
'
S85°28'08"W 325.06'S04°31'52"E 33.57'S85°28'09"W 101.91'R=122.00'L=65.94'N00°23'46"E 115.74'12'
'WGGGDRIVETHRUONLYDO NOT
ENTERSTOP DRIVETHRUONLYDRIVETHRUONLYGAS
METER
PIV o o oo o o611
603
601
602
621
PROJECT NO.
CHECK:DRAWN:
PLAN DATE:
DESIGN:
14020 Mississinewa Drive
Carmel, Indiana 46033
P: 317.324.8695 F: 317.324.8717
www.Fritz-Eng.com
Fritz Engineering
Services, LLC
PROJECT:
PROJECT LOCATION:
SECTION, TOWNSHIP, RANGE:
SECURITY FEDERAL
BANK
12/21/2022
2211004
10880 N. MICHIGAN RD.
CARMEL, INDIANA 46077
HAMILTON COUNTY
S6, T17N, R3E
SHEET NAME
SHEET NO.EXH-3
STORMWATER BMP MAP
AF AF KG
00 80'160'
SCALE: 1" = 80'
N
LEGEND:
PAVEMENT/GRAVEL
GRASS/LANDSCAPE AREA
BUILDING
BASIN LIMITS
February 3, 2023
Page 24 of 103
PROJECT NAME:SECURITY FEDERAL BANK
FES PROJECT #:2211004
DATE:2/3/23
DESIGN STORM:10 Year
COMPOSITE BASINS TRAVEL
UP DOWN BASIN c A c*A Tc I Q SUM Tc I Q TIME
#(acres)(min)(in/hr)(cfs)(c*A)(min)(in/hr)(cfs)(min)
621 601 621 0.56 0.36 Ac.0.20 5 min.6.12 in/hr 1.25 cfs 0.20 5 min.6.12 in/hr 1.25 cfs 0.1 min.
611 601 611 0.82 0.16 Ac.0.13 5 min.6.12 in/hr 0.82 cfs 0.13 5 min.6.12 in/hr 0.82 cfs 1.3 min.
603 602 603 0.82 0.25 Ac.0.20 5 min.6.12 in/hr 1.24 cfs 0.20 5 min.6.12 in/hr 1.24 cfs 1.3 min.
602 601 602 0.76 0.38 Ac.0.29 5 min.6.12 in/hr 1.75 cfs 0.49 7 min.5.73 in/hr 2.81 cfs 0.6 min.
601 EX. INLET 601 0.85 0.00 Ac.0.00 5 min.6.12 in/hr 0.00 cfs 0.83 8 min.5.55 in/hr 4.60 cfs 0.4 min.
STRUCTURE BASINS
STORM SEWER DESIGN CALCULATIONS
RATIONAL METHOD PEAK RUNOFF
F:\2022\2211004 - Security Federal Bank Carmel\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design February 3, 2023 Page 25 of 103
PROJECT NAME:SECURITY FEDERAL BANK
FES PROJECT #:2211004
DATE:2/3/2023
DESIGN STORM:10 Year
DESIGN MANN.CAP.FULL ACTUAL ACTUAL
UP DOWN Q L DIA.SLOPE MTRL COEFF.Q VEL.DEPTH VEL.
(cfs)(ft)(in)%n (cfs)(ft/s)(in)(ft/s)UP DOWN UP DOWN UP DOWN
621 601 1.25 26 LF 12 in.0.39%RCP 0.013 2.23 cfs 2.85 ft/s 6.4 in.2.91 ft/s 898.73 899.15 895.10 895.00 2.5 3.0
611 601 0.82 218 LF 12 in.0.46%RCP 0.013 2.42 cfs 3.10 ft/s 4.8 in.2.79 ft/s 900.06 899.15 896.40 895.40 2.5 2.6
603 602 1.24 206 LF 12 in.0.32%RCP 0.013 2.02 cfs 2.58 ft/s 6.7 in.2.70 ft/s 899.75 899.05 895.80 895.15 2.8 2.7
602 601 2.81 113 LF 15 in.0.31%RCP 0.013 3.61 cfs 2.95 ft/s 9.9 in.3.26 ft/s 899.05 899.15 895.05 894.70 2.6 3.0
601 EX. INLET 4.60 56 LF 24 in.0.13%RCP 0.013 8.02 cfs 2.56 ft/s 13.0 in.2.64 ft/s 899.15 894.10 894.03 2.82
STORM SEWER DESIGN CALCULATIONS
PIPE SIZING CALCULATIONS
RIM ELEV.
STRUCTURE
COVER (ft) INVERT ELEV.
F:\2022\2211004 - Security Federal Bank Carmel\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design February 3, 2023 Page 26 of 103
PROJECT NAME:SECURITY FEDERAL BANK
FES PROJECT #:2211004
DATE:2/3/2023
STRUCTURE/BASIN
I.D.
TOTAL
DRAINAGE
AREA
% Grass % Gravel/Pvmt % Rooftop Weighted
(Ac.)0.25 0.85 0.90 C
RUNOFF COEFFICIENTS CALCULATIONS
WEIGHTED RUNOFF COEFFICIENTS
PR2 0.11 Ac.94%6%0%Weighted C= 0.29
4,639 SF 4,364 SF 275 SF SF
PR3 0.21 Ac.98%2%0%Weighted C= 0.26
9,003 SF 8,818 SF 185 SF SF
621 0.36 Ac.48%52%0%Weighted C= 0.56
15,855 SF 7,600 SF 8,255 SF SF
611 0.16 Ac.8%59%33%Weighted C= 0.82
7,133 SF 590 SF 4,193 SF 2,350 SF
603 0.25 Ac.7%73%20%Weighted C= 0.82
10,803 SF 725 SF 7,903 SF 2,175 SF
602 0.38 Ac.15%85%0%Weighted C= 0.76
16,431 SF 2,514 SF 13,917 SF SF
601 0.00 Ac.0%100%0%Weighted C= 0.85
SF SF SF SF
0.00 Ac.0%100%0%
SF SF SF SF
TOTAL PROPOSED ONSITE 1.47 Ac.39%54%7%Weighted C= 0.62
63,864 SF 24,611 SF 34,728 SF 4,525 SF
F:\2022\2211004 - Security Federal Bank Carmel\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design February 3, 2023 Page 27 of 103
PROJECT NAME:SECURITY FEDERAL BANK
FES PROJECT #:2211004
DATE:2/3/2023
STRUCTURE/BASIN
I.D.
TOTAL
DRAINAGE
AREA
% Grass % Gravel/Pvmt % Rooftop Weighted
(Ac.) 74.00 98.00 98.00 CN
WEIGHTED CURVE NUMBERS
RUNOFF COEFFICIENTS CALCULATIONS
PR2 0.11 Ac.94%6%0%Weighted CN= 75
4,639 SF 4,364 SF 275 SF SF
PR3 0.21 Ac.98%2%0%Weighted CN= 74
9,003 SF 8,818 SF 185 SF SF
621 0.36 Ac.48%52%0%Weighted CN= 86
15,855 SF 7,600 SF 8,255 SF SF
611 0.16 Ac.8%59%33%Weighted CN= 96
7,133 SF 590 SF 4,193 SF 2,350 SF
603 0.25 Ac.7%73%20%Weighted CN= 96
10,803 SF 725 SF 7,903 SF 2,175 SF
602 0.38 Ac.15%85%0%Weighted CN= 94
16,431 SF 2,514 SF 13,917 SF SF
TOTAL PROPOSED ONSITE 1.47 Ac.39%54%7%Weighted CN= 89
63,864 SF 24,611 SF 34,728 SF 4,525 SF
F:\2022\2211004 - Security Federal Bank Carmel\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design February 3, 2023 Page 28 of 103
PROJECT NAME:SECURITY FEDERAL BANK
FES PROJECT #:2211004
DATE:2/3/2023
Enter Appropriate Information for Inlet Grate Capacity
Grate #Grate Type Open Area,
sf
Perimeter,
ft.Head, ft Capacity, cfs 50% Clogged
Capacity, cfs Weir Transitional Orifice
R-3286-8V V 0.7 4.4 0.50 2.55 1.28 1.00 Check 2.55 5.13
R-3010 A,C 1.0 4.6 0.50 3.40 1.70 1.00 Check 3.40 5.37
Full Capacity, cfs
AREA INLET CAPACITY CALCULATIONS
(Sag / Low Point)
Maximum Overland
Flow to Inlet/Casting
(not including
underground roof
drains), cfs
Sufficient Capacity
Provided?
F:\2022\2211004 - Security Federal Bank Carmel\02 Civil\Engr\Drainage\FES_Storm_Sewer_Design February 3, 2023 Page 29 of 103
Hydraflow Summary Report 1
Line
No.Line ID Flow
Rate
Line Size
(Rise x Span)
Line
Type
Line
Length
Invert Elev.
Down
Invert Elev.
Up
Line
Slope
HGL
Down
HGL
Up
Minor
Loss
HGL
Junct
Dn Str
Line No.
(cfs)(in)(ft)(ft)(ft)(%)(ft)(ft)(ft)(ft)
1 Pipe - (5)4.60 24 Cir 58.380 893.82 894.00 0.31 894.57 894.83 0.22 895.05 Outfall
2 Pipe - (1)0.82 12 Cir 217.517 895.40 896.40 0.46 895.78 896.78 n/a 896.92 j 1
3 Pipe - (4)2.81 15 Cir 112.519 894.70 895.05 0.31 895.49 895.84 0.28 896.11 1
4 Pipe - (3)1.24 12 Cir 205.570 895.15 895.80 0.32 896.11 896.39 0.10 896.49 3
5 Pipe - (2)1.25 12 Cir 25.666 895.00 895.10 0.39 895.51 895.61 0.15 895.76 1
Notes: j-Line contains hyd. jump
February 3, 2023
Page 30 of 103
200-6
TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations
Rainfall Intensity (Inches/Hour)
Return Period (Years)
Duration
2
5
10
25
50
100
5 Min.
4.63
5.43
6.12
7.17
8.09
9.12
10 Min.
3.95
4.63
5.22
6.12
6.90
7.78
15 Min.
3.44
4.03
4.55
5.33
6.01
6.77
20 Min.
3.04
3.56
4.02
4.71
5.31
5.99
30 Min.
2.46
2.88
3.25
3.81
4.29
4.84
40 Min.
2.05
2.41
2.71
3.18
3.59
4.05
50 Min.
1.76
2.06
2.33
2.73
3.07
3.47
1 Hr.
1.54
1.80
2.03
2.38
2.68
3.03
1.5 Hrs.
1.07
1.23
1.42
1.63
1.91
2.24
2 Hrs.
0.83
0.95
1.11
1.37
1.60
1.87
3 Hrs.
0.59
0.72
0.84
1.04
1.22
1.42
4 Hrs.
0.47
0.58
0.68
0.84
0.99
1.15
5 Hrs.
0.40
0.49
0.58
0.71
0.83
0.97
6 Hrs.
0.35
0.43
0.50
0.62
0.72
0.85
7 Hrs.
0.31
0.38
0.44
0.55
0.64
0.75
8 Hrs.
0.28
0.34
0.40
0.49
0.57
0.67
9 Hrs.
0.25
0.31
0.36
0.45
0.52
0.61
10 Hrs.
0.23
0.28
0.33
0.41
0.48
0.56
12 Hrs.
0.20
0.24
0.29
0.35
0.41
0.48
14 Hrs.
0.17
0.22
0.25
0.31
0.36
0.42
16 Hrs.
0.16
0.19
0.23
0.28
0.32
0.38
18 Hrs.
0.14
0.17
0.20
0.25
0.29
0.34
20 Hrs.
0.13
0.16
0.19
0.23
0.27
0.31
24 Hrs.
0.11
0.14
0.16
0.20
0.23
0.27
Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall",
Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for
Indianapolis, IN.)
TABLE 201-3: Rainfall Depths for Various Return Periods
February 3, 2023
Page 31 of 103
APPENDIX F – KINDERCARE STORMWATER REPORT
February 3, 2023
Page 32 of 103
Crandall Engineering, Inc.
Professional Engineering Architectural Structural Civil Commercial Residential
236 East Main Street
Gas City, IN 46933
Phone: (765) 677-0996
Fax: (765) 677-0997
Email: LCRANDALL@crandalleng.com
Website: www.crandalleng.com
Stormwater Management Technical Report
KinderCare Learning Center – 10910 North Michigan Road, Carmel, IN 46032
Design by Crandall Engineering 2020-09-21
1. Project Introduction:
a. Project location: part of the southwest quarter of section 6, township 17 north, range
3 east in clay township, Hamilton County Indiana, detailed land description see
survey; Lat 39.946; Long -86.240;
b. Project description: The project is a proposed commercial development (1.33 acres)
and future development sub-parcel (1.13 acres) on approximately 2.48 acres. The
construction will consist of commercial building (child daycare), asphalt parking,
utility extensions, and stormwater management.
c. The project site is part of the Michigan Road Retail Development by WOOLPERT.
The introduction and narrative of the WOOLPERT master stormwater report, dated
October 22nd, 2019, is attached in Appendix A. Indicated by the WOOLPERT
master stormwater report, the regional detention will handle the runoff from the
future retail sites (including this project site) and was sized based on CN equals 92.5.
Therefore, the control factor of designing the stormwater system for this project site
is to ensure the CN value is less or equals to the pre-assumed CN.
d. Since the project site is less than 5.0 acres, the stormwater analysis procedure is
Rational Method, evaluation 2-yr, 10-yr, and 100-yr for existing condition; 10-yr and
100-yr for post-development condition.
2. Existing Condition:
a. The existing project site is an undeveloped open field with fallow ground cover.
Existing stormwater drains west to the pipe end section provided by the Michigan
Road Retail Project. No existing utility or building is located within the property
boundary.
b. Off-site Drainage: the drainage from the north half of the existing parcel was
collected by the existing 24” storm stub.
c. The existing project site consists of 59.9% Br (soil group B) and 40.1% CrA (soil
group C). Due to significant disturbance to the upper soil layers during the
construction activities, the actual soil group categories were changed to the next
February 3, 2023
Page 33 of 103
level, i.e. using CN associated with soil group C for soil type Br and using CN
associated with soil group D for soil type CrA.
3. Post-development Design (see post-development drainage map):
a. The proposed site includes the construction of the commercial building, parking,
utilities for the business, and stormwater system designed in accordance with “The
City of Carmel Stormwater Technical Standards Manual.”
b. The proposed stormwater pipe network is designed to handle the stormwater
discharge of a 10-year storm event. Stormwater will collect in catch basins and
discharge to an existing catch basin by connecting to the stormwater stub provided
for the site. The stations used in the stormwater calculations are as follows:
c. Station #1 consists of the northwest portion of the parking lot. It flows to the catch
basin CB102 at the northwest region of the lot. Then it discharges through the
underground pipe network to the existing stub connection.
d. Station #2 consists of the northeast portion of the lot. It flows to the catch basin
CB101 at the northeast region of the lot. Then it discharges through the underground
pipe network to the existing stub connection.
e. Station #3 consists of the northern half of the west parking lot and the play area. It
flows to the northwest corner of the parking, and to catch basin CB103 near the
depressed curb at that corner. Then it discharges through the underground pipe
network to the existing stub connection.
f. Station #4 consists of the north region of the roof. The west side of this station
discharges through roof drains and daylights at the curb face to the west parking lot.
Then it flows to catch basin CB103 and into the pipe network. The remainder of the
station discharges through roof drains to the north parking lot where it flows to catch
basin CB 101 and into the pipe network. Then it discharges through the underground
pipe network to the existing stub connection.
g. Station # 5 consists of the south region of the roof. The west side of this station
discharges through roof drains and daylights at the curb face to the west parking lot.
Then it flows to catch basin CB103 and into the pipe network. The remainder of the
station discharges through roof drains and daylights at the ditch to the south of the
building. It flows through the ditch to the end section with animal guard at the
southwest corner of the parcel. Then it discharges through the underground pipe
network to the existing stub connection.
h. Station # 6 consists of the grassy area to the east, west, and south of the lot.
Stormwater from the northwest region of the station flows to catch basin CB104 then
to the underground pipe network. The rest of the stormwater of this station flows
through the ditch to the south and to the end section with animal guard at the
southwest corner of the parcel. Then it discharges through the underground pipe
network to the existing stub connection.
i. Station #7 consists of the southern portion of the west parking and play area. It flows
west to the southwest corner of the parking, and to CB105 near the depressed curb at
that corner, then through the underground pipe network to the existing stub
connection.
j. Off-site Drainage: The drainage from north parcel is collected by the 12” storm stub,
connecting to the new CB 103.
4. Water Quality
February 3, 2023
Page 34 of 103
a. Water quality for the proposed KinderCare Learning site will be treated off-site at the
Aria Development. Water quality will be provided with three mechanical water
quality units sized to serve the Aria development and the Michigan Road Retail Site
which includes the KinderCare Learning site. Refer to the “Stormwater Technical
Report for Michigan Road Site” which was approved for the Aria Development and
Michigan Road Retail Development for more details on the water quality units.
5. Site Stormwater Discharge & Downstream Receiver:
a. Pre-development discharge:
i. Q2: 1.212 cfs;
ii. Q10: 1.601 cfs;
iii. Q100: 2.384 cfs.
b. Post-development discharge:
i. Q10: 4.883 cfs;
ii. Q100: 7.277 cfs
6. Flood plain and Flood Hazard Information:
a. According to the Michigan Road Retail Master Plan, the project site is located in the
Zone X, i.e. no flood plain or flood hazard within the project site range.
7. Stormwater Detention:
a. Stormwater detention and restricted release will be provided by a large detention
basin on the Aria Development site. This detention will store water for the multi-
family development and the Michigan Road Retail Site Development which includes
the proposed KinderCare Learning Center site. The runoff curve number for the
proposed KinderCare Learning Center site is 90.8. The detention sizing calculations
assumed a runoff curve number of 92.5 for this commercial development. Please
refer to the “Stormwater Technical Report for Michigan Road Site” which was
approved for the Aria Development and Michigan Road Retail Development for
more details on the detention sizing and release rate.
8. Stormwater Technical Report Index
a. Document A: Narrative
b. Document B: Pre-development Runoff Map
c. Calculation B1: Pre-development Runoff Calculations
d. Document C: Post-development Runoff Map
e. Calculation C1: Post-development Runoff Calculations
f. Calculation D: Storm Sewer Pipe Discharge Calculation
g. Appendix A: Aria Development Stormwater Report Narrative
h. Appendix B: Survey with plat information
i. Document: NRCS Soil Report
j. Document: NWI Wetland Map
k. Document: National Flood Hazard Map
February 3, 2023
Page 35 of 103
336897.71CLO
117902.17BCIC
118902.26BCIC
119902.34BCIC
120901.80BCIC
129901.95BCIC
130902.44BCIC
131902.39BCIC
139902.74BCIC
238902.92BCIC
246902.93BCIC
251902.68BCIC
370902.07BCIC
371902.18BCIC
376901.31BCIC
377901.55BCIC
368901.11BCIC-EC
369901.29BCIC-EC
901.10BCIC-EC
115902.19COMS-BMH
113901.48COMS-ORANGE-NT
123901.65COMS-ORANGE-NT
124901.78COMS-ORANGE-NT
125901.81COMS-ORANGE-NT
126901.78COMS-ORANGE-NT
132902.26COMS-ORANGE-NT133902.20COMS-ORANGE-NT
134901.80COMS-ORANGE-NT
135902.43COMS-ORANGE-NT
237902.59COMS-ORANGE-NT
3 902.94CRBS
109902.34EC110902.47EC
111902.50EC
112902.40EC
114902.31EC
116902.53EC
122902.05EC
127901.90EC
137902.85EC
138902.88EC
140902.97EC
141903.07EC
239903.15EC
240903.19EC
241903.19EC
247903.29EC248903.30EC
252902.92EC253903.07EC
260902.61EC
373902.11EC
374902.31EC
121901.76EC-EC
128901.89EC-EC
318897.87EG
319897.80EG
320897.55EG
321897.97EG 322897.83EG
323897.31EG
324898.08EG
108902.08INLETC
136902.64INLETC
372902.15INLETC
256902.45SGN
375901.85SMH
391902.16SMH
411901.64SMH
412901.64SMH-RIM
244900.53SSFM
245902.47SSFM
254902.74SSFM
255900.92SSFM
261902.59SSFM
262900.74SSFM
362899.70WTR-VAULT 335898.20WTR-WV-NT
Sani
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OVHD
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OVHD
STMST
M STMSTMSTMCOMCOMCOM
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STM STMSTMSTMSTM
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STM STMSTMSTM
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STM STMSAN
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SANINDOT EASEMENTINST. #200500073534
ARIA LAND JV, LLC
INST. #2019008649
APPROXIMATE 15' ELECTRIC EASEMENT LOCATION -
ACUTAL CENTERLINE LOCATION TO FOLLOW ELECTRIC
LINES UPON INSTALLATION
INST. #2019018084
TEMPO
R
A
R
Y
A
C
C
E
S
S
E
A
S
E
M
E
N
T
INST. #2
0
1
9
0
0
8
7
7
164'291,215 Sq. Feet ±
6.685 Acres ±S 11°46'03" E 153.65'S 13°12'49" E 233.15'S 00°23'46" W 683.03'WEEDS
WEEDS
WEEDSWEST LINE OF SW 14 OF S6-T17N-R3E - HAMILTON COUNTY LINEEAST LINE OF SE 14 OF S1-T17N-R2E - BOONE COUNTY LINEMICHIGAN ROADVARIABLE PUBLIC R/WCOMMON AREA
10,692 Sq. Feet ±
0.245 Acres ±RIGHT-OF-WAY
63,701 Sq. Feet ±
1.462 Acres ±
PROPOSED PARCEL
"LOT 1"
108,070 Sq. Feet ±
2.481 Acres ±30' M
IN
IMUM
BU
ILD
ING
SETBACK20' WATER
L
INE
EASEMENT30' LANDSCAPE BUFFERYARD20' SANITARY SEWER EASEMENT684902.86EC
683902.85EC
682902.62BCIC
681902.52BCIC680902.71EC679902.82EC
668902.06EC
658902.55EC
493898.00EG
492898.05GRVL
491897.14GRVL
490897.46EG489897.63EG
488897.87EG
487897.66EG
486897.92EG
485898.19EG
484898.06EG
483898.73GRVL
482898.86GRVL
476898.63GRVL
475898.98GRVL
EG
473898.36EG
903903902
90290290290
2
901901901
901900
900
900900900900899899
899899
899899 899899
899
899
8998998
9
8 8988
9
8
898
898
898
898898
898898
898898897897897
897N 00°23'46" E 336.73'S 74°
3
0
'
3
8
"
E
1
5
0
.
8
3
'
S 85°28'08" W 387.12
'
N 89°36'03" W 346.67'S 20°32
'51"
E35.64
'
S
5
8
°
2
4
'
2
1
"
E
34
.
3
3
'161.59'175.14'111.73'C2
C3
S 89°36'14" E
1.24'S 11°46'03" E1.48'C1121.42'
"LOT 1A"
49,953 Sq. Feet ±
1.147 Acres ±
"LOT 1B"
58,112 Sq. Feet ±
1.334 Acres ±
15' SETBACK20' SETBACK30' SETBACK
SOUTH SUB-PARCEL
(58110 SF OR 1.33 AC)
NORTH SUB-PARCEL
(49960 SF OR 1.15 AC)
20' SE
T
B
A
C
K
0' 5' 10' 15' 20' 25' 50'20' SETBACK30' SETBACK ANDGREENBELT20'-0"
SAN. EASEMENT
20'-0"
WATER E
A
S
E
M
E
N
T
NO PLAN
T
I
N
G
SUB-PARCEL LINE
20'-0"
SAN. EASEMENT
10'-0"
GAS EASEMENT
STATION #1
A (ac) = 1.531
c = 0.30
CN = 66.21
Tc (min) = 27.28
10'-0"
GAS EASEMENT
DISTURBANCE LIMIT
DISTURBANCE LIMIT
DISTURBANCE LIMIT DISTURBANCE LIMITDISTURBANCE LIMIT
DISTURBANCE LIMITSTATION #OFF-SITE
A (ac) = 0.950
c = 0.30
CN = 66.21
Tc (min) = 7.36
N
SCALE(11x8.5):1" = 60'-0"
1
PRE
SITE PRE-DEVELOPMENT DRAINAGE MAP
KINDERCARE LEARNING CENTER - PREDEVELOPMENT DRAINAGE MAP
10910 NORTH MICHIGAN ROAD, CARMEL, IN 46032
February 3, 2023 Page 36 of 103
Date:2020-06-03
Computed By:XC
Q2 Checked By:LMC
IncrementTotalIncrementTotalTo Upper EndIn SectionFlowing FullDesign FlowUpper EndLowee End1 385.7 1.531 0.30 0.459 Existing Unimproved Area
1.20% slope 0.000 0.85 0.000
0.000 0.90 0.000
n=0.15 1.531 0.30 0.459 27.28 2.64 1.212 66.213
Off-Site 345.00 0.950 0.30 0.285 Off-site North Parcel
0.5% slope 0.000 0.85 0.000
0.000 0.90 0.000
n=0.15 0.950 0.30 0.285 7.36 4.31 1.228 66.213
Total Discharge to Ex. Inlet 2.481 0.30 0.744 27.28 2.64 1.963 66.213
PRE-DEVELOPMENT AREAS:
SHEET FLOW (100' max) + SHALLOW CONCENTRATED FLOW + CHANNEL FLOW =TC
Q2 Q5 Q10 Q25 Q50 Q100 Q2 Q5 Q10 Q25 Q50 Q100
0.08 5 4.63 5.43 6.12 7.17 8.09 9.12 0.08 5
0.17 10 3.95 4.63 5.22 6.12 6.90 7.78 0.17 10
0.25 15 3.44 4.03 4.55 5.33 6.01 6.77 0.25 15
0.50 30 2.46 2.88 3.25 3.81 4.29 4.84 0.50 30
1.00 60 1.54 1.80 2.03 2.38 2.68 3.03 1.00 60
2.00 120 0.83 0.95 1.11 1.37 1.60 1.87 2.00 120
3.00 180 0.59 0.72 0.84 1.04 1.22 1.42 3.00 180
6.00 360 0.35 0.43 0.50 0.62 0.72 0.85 6.00 360
12.00 720 0.20 0.24 0.29 0.35 0.41 0.48 12.00 720
24.00 1440 0.11 0.14 0.16 0.20 0.23 0.27 24.00 1440 2.66 3.27 3.83 4.72 5.52 6.46
Q2 Q2 Q2
City of Carmel SW Spec. Manual)
Hours Minutes
Return Period - Rainfall Intensity (in)
30.00
Station #REF!
IDF Linear Interpolation
Time(min) Rain(in/hr)
#N/A
#REF!#REF!
#N/A #N/A
IDD Table for Carmel, INIDF Table for Carmel, IN Slope of Drain or Grade (ft/ft)Station
Velocity (ft/s) Invert. Elev.Manhole Invert DropTotal Runoff CIA=Q (cfs)SCS Runoff (in)Peak Discharge (cfs)Drainage Area A
(ac)(AxC)Flow Time (min)Rainfall Intensity I (in. /hr.)Length (ft)Curve Runoff Coefficient CIDF Linear Interpolation
Station
7.36
Return Period - Rainfall Intensity (in/hr)
2.64
2.46
27.28
City of Carmel SW Spec. Manual)
Hours Minutes
Off-Site
IDF Linear Interpolation
Time(min) Rain(in/hr)
4.63
Time(min) Rain(in/hr)
3.44
Station 1
Remarks
PRE-DEVELOPMENT RUNOFF CALCULATIONS - RATIONAL METHOD
2019-059 EIG14T - KinderCare, 10910 North Michigan Road, IN 46032
Crandall Engineering Calculation #B-1
15.00 5.00 #N/A
4.31
10.00 3.95
Crandall Engineering, Inc.1 February 3, 2023 Page 37 of 103
Date:2020-06-03
Computed By:XC
Q10 Checked By:LMC
IncrementTotalIncrementTotalTo Upper EndIn SectionFlowing FullDesign FlowUpper EndLowee End1 385.7 1.531 0.30 0.459 Existing Unimproved Area
1.20% slope 0.000 0.85 0.000
0.000 0.90 0.000
n=0.15 1.531 0.30 0.459 27.28 3.49 1.601 66.213
Off-Site 345.00 0.950 0.30 0.285 Off-site North Parcel
0.5% slope 0.000 0.85 0.000
0.000 0.90 0.000
n=0.15 0.950 0.30 0.285 7.36 5.70 1.623 66.213
Total Discharge to Ex. Inlet 2.481 0.30 0.744 27.28 3.49 2.594 66.213
PRE-DEVELOPMENT AREAS:
SHEET FLOW (100' max) + SHALLOW CONCENTRATED FLOW + CHANNEL FLOW =TC
Q2 Q5 Q10 Q25 Q50 Q100 Q2 Q5 Q10 Q25 Q50 Q100
0.08 5 4.63 5.43 6.12 7.17 8.09 9.12 0.08 5
0.17 10 3.95 4.63 5.22 6.12 6.90 7.78 0.17 10
0.25 15 3.44 4.03 4.55 5.33 6.01 6.77 0.25 15
0.50 30 2.46 2.88 3.25 3.81 4.29 4.84 0.50 30
1.00 60 1.54 1.80 2.03 2.38 2.68 3.03 1.00 60
2.00 120 0.83 0.95 1.11 1.37 1.60 1.87 2.00 120
3.00 180 0.59 0.72 0.84 1.04 1.22 1.42 3.00 180
6.00 360 0.35 0.43 0.50 0.62 0.72 0.85 6.00 360
12.00 720 0.20 0.24 0.29 0.35 0.41 0.48 12.00 720
24.00 1440 0.11 0.14 0.16 0.20 0.23 0.27 24.00 1440 2.66 3.27 3.83 4.72 5.52 6.46
Q10 Q10 Q10
PRE-DEVELOPMENT RUNOFF CALCULATIONS - RATIONAL METHOD
2019-059 EIG14T - KinderCare, 10910 North Michigan Road, IN 46032
Crandall Engineering Calculation #B-1
Station
Length (ft)Drainage Area A
(ac)Curve Runoff Coefficient C(AxC)Flow Time (min)Manhole Invert DropSlope of Drain or Grade (ft/ft)Remarks
IDF Table for Carmel, IN IDD Table for Carmel, IN
City of Carmel SW Spec. Manual)City of Carmel SW Spec. Manual)Rainfall Intensity I (in. /hr.)Total Runoff CIA=Q (cfs)SCS Runoff (in)Peak Discharge (cfs)Velocity (ft/s) Invert. Elev.
Station 1 Station Off-Site Station #REF!
Hours Minutes
Return Period - Rainfall Intensity (in/hr)Hours Minutes
Return Period - Rainfall Intensity (in)
IDF Linear Interpolation IDF Linear Interpolation IDF Linear Interpolation
Time(min) Rain(in/hr)Time(min) Rain(in/hr)Time(min) Rain(in/hr)
27.28 3.49 7.36 5.70 #REF!#REF!
15.00 4.55 5.00 6.12 #N/A #N/A
30.00 3.25 10.00 5.22 #N/A #N/A
Crandall Engineering, Inc.2 February 3, 2023 Page 38 of 103
Date:2020-06-03
Computed By:XC
Q100 Checked By:LMC
IncrementTotalIncrementTotalTo Upper EndIn SectionFlowing FullDesign FlowUpper EndLowee End1 385.7 1.531 0.30 0.459 Existing Unimproved Area
1.20% slope 0.000 0.85 0.000
0.000 0.90 0.000
n=0.15 1.531 0.30 0.459 27.28 5.19 2.384 66.213
Off-Site 345.00 0.950 0.30 0.285 Off-site North Parcel
0.5% slope 0.000 0.85 0.000
0.000 0.90 0.000
n=0.15 0.950 0.30 0.285 7.36 8.49 2.418 66.213
Total Discharge to Ex. Inlet 2.481 0.30 0.744 27.28 5.19 3.863 66.213
PRE-DEVELOPMENT AREAS:
SHEET FLOW (100' max) + SHALLOW CONCENTRATED FLOW + CHANNEL FLOW =TC
Q2 Q5 Q10 Q25 Q50 Q100 Q2 Q5 Q10 Q25 Q50 Q100
0.08 5 4.63 5.43 6.12 7.17 8.09 9.12 0.08 5
0.17 10 3.95 4.63 5.22 6.12 6.90 7.78 0.17 10
0.25 15 3.44 4.03 4.55 5.33 6.01 6.77 0.25 15
0.50 30 2.46 2.88 3.25 3.81 4.29 4.84 0.50 30
1.00 60 1.54 1.80 2.03 2.38 2.68 3.03 1.00 60
2.00 120 0.83 0.95 1.11 1.37 1.60 1.87 2.00 120
3.00 180 0.59 0.72 0.84 1.04 1.22 1.42 3.00 180
6.00 360 0.35 0.43 0.50 0.62 0.72 0.85 6.00 360
12.00 720 0.20 0.24 0.29 0.35 0.41 0.48 12.00 720
24.00 1440 0.11 0.14 0.16 0.20 0.23 0.27 24.00 1440 2.66 3.27 3.83 4.72 5.52 6.46
Q100 Q100 Q100
PRE-DEVELOPMENT RUNOFF CALCULATIONS - RATIONAL METHOD
2019-059 EIG14T - KinderCare, 10910 North Michigan Road, IN 46032
Crandall Engineering Calculation #B-1
Station
Length (ft)Drainage Area A
(ac)Curve Runoff Coefficient C(AxC)Flow Time (min)Manhole Invert DropSlope of Drain or Grade (ft/ft)Remarks
IDF Table for Carmel, IN IDD Table for Carmel, IN
City of Carmel SW Spec. Manual)City of Carmel SW Spec. Manual)Rainfall Intensity I (in. /hr.)Total Runoff CIA=Q (cfs)SCS Runoff (in)Peak Discharge (cfs)Velocity (ft/s) Invert. Elev.
Station 1 Station Off-Site Station #REF!
Hours Minutes
Return Period - Rainfall Intensity (in/hr)Hours Minutes
Return Period - Rainfall Intensity (in)
IDF Linear Interpolation IDF Linear Interpolation IDF Linear Interpolation
Time(min) Rain(in/hr)Time(min) Rain(in/hr)Time(min) Rain(in/hr)
27.28 5.19 7.36 8.49 #REF!#REF!
15.00 6.77 5.00 9.12 #N/A #N/A
30.00 4.84 10.00 7.78 #N/A #N/A
Crandall Engineering, Inc.3 February 3, 2023 Page 39 of 103
Q10
NRCS Time of Concentration
Sheet Flow:Segment A Segment B
1. Surface Description (table 3-1)Short Grass TR-55, Table 3-1 Roughness coefficients (Manning’s n) - sheet flow.
2. Manning's Roughness coeff., n 0.150 #N/A (see RHS)
3. Flow Length, L (should be <= 100 ft)100.00 ft Smooth 0.011
Begin Elevation 899.75 ft Fallow 0.050
End Elevation 899.50 ft Other
4. 2-yr, 24-hr rainfall, P2 2.66 inches
5. Land Slope, s 0.003 #DIV/0! ft/ft Soil, R≤0.2 0.060
6. Tt = 0.007 * (n*L)0.8 / (P2
0.5 * s0.4)0.41 0.00 hr = 24.69 min Soil, R>0.2 0.170
Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150
7. Surface Description (paved/unpaved)Unpaved Unpaved Dense 2 0.240
8. Flow Length, L 285.70 ft Bermuda 0.410
Begin Elevation 899.50 ft Range 0.130
End Elevation 895.79 ft
9. Watercourse slope, s 0.013 #DIV/0! ft/ft Light wood 0.400
10. Average Velocity, V 1.84 #DIV/0! ft/s Dense wood 0.800
11. Tt = L / (3600 * V)0.04 0.00 hr = 2.59 min
1 The n values are a composite of information compiled by Engman
Channel Flow:Segment E Segment F (1986).
Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo
12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures.
13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This
14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow.
Begin Elevation ft
End Elevation ft
15. Channel Slope, s #DIV/0! #DIV/0! ft/ft
16. Manning's Roughness coeff., n
17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s
18. Flow Length, L ft
19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min
20. Total Watershed or subarea Tc hr = 27.28 min
Notes:
Curve Number Calculation
Basin Area = 1.531 ac.
Total Imperious Area = 0.000 ac.98.0
Pond/Wetland Area = 0.000 ac.100.0
Pervious Area (1) = 0.917 ac.61.0 Soil Type: Br, Group B, 59.9%
Pervious Area (2) = 0.614 ac.74.0 Soil TypeL CrA, Group C
Weighted Curve Number =66.2
TIME OF CONCENTRATION CALCULATION
2019-059 EIG14T - KinderCare, 10910 North Michigan Road, IN 46032
Crandall Engineering Post-development Station #1
Impervious CN =
0.45
(underbrush)
(underbrush)
(Residue cover ≤20%)
(Residue cover >20%)
(and short grass prairie)
Surface description n 1
Cultivated soils:
Grass:
Woods 3
Pond/Wetland CN =
Pervious CN (1) =
Pervious CN (2) =
2020-06-03
AW / XC
Date:
Computed by:
Checked by: LMC
(concrete, asphalt, gravel, or bare soil)
(no residue)
(User defined, per city stormwater code)
Urban Hydrology for Small Watersheds
US Department of Agriculture, Technical Release 55, June 1986
(Natural)February 3, 2023 Page 40 of 103
Q10
NRCS Time of Concentration
Sheet Flow:Segment A Segment B
1. Surface Description (table 3-1)Short Grass TR-55, Table 3-1 Roughness coefficients (Manning’s n) - sheet flow.
2. Manning's Roughness coeff., n 0.150 #N/A (see RHS)
3. Flow Length, L (should be <= 100 ft)33.00 ft Smooth 0.011
Begin Elevation 900.25 ft Fallow 0.050
End Elevation 898.00 ft Other
4. 2-yr, 24-hr rainfall, P2 2.66 inches
5. Land Slope, s 0.068 #DIV/0! ft/ft Soil, R≤0.2 0.060
6. Tt = 0.007 * (n*L)0.8 / (P2
0.5 * s0.4)0.05 0.00 hr = 2.71 min Soil, R>0.2 0.170
Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150
7. Surface Description (paved/unpaved)Unpaved Unpaved Dense 2 0.240
8. Flow Length, L 312.00 ft Bermuda 0.410
Begin Elevation 898.00 ft Range 0.130
End Elevation 896.50 ft
9. Watercourse slope, s 0.005 #DIV/0! ft/ft Light wood 0.400
10. Average Velocity, V 1.12 #DIV/0! ft/s Dense wood 0.800
11. Tt = L / (3600 * V)0.08 0.00 hr = 4.65 min
1 The n values are a composite of information compiled by Engman
Channel Flow:Segment E Segment F (1986).
Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo
12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures.
13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This
14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow.
Begin Elevation ft
End Elevation ft
15. Channel Slope, s #DIV/0! #DIV/0! ft/ft
16. Manning's Roughness coeff., n
17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s
18. Flow Length, L ft
19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min
20. Total Watershed or subarea Tc hr = 7.36 min
Notes:
Curve Number Calculation
Basin Area = 0.950 ac.
Total Imperious Area = 0.000 ac.98.0
Pond/Wetland Area = 0.000 ac.100.0
Pervious Area (1) = 0.569 ac.61.0 Soil Type: Br, Group B, 59.9%
Pervious Area (2) = 0.381 ac.74.0 Soil TypeL CrA, Group C
Weighted Curve Number =66.2
(User defined, per city stormwater code)
TIME OF CONCENTRATION CALCULATION
2019-059 EIG14T - KinderCare, 10910 North Michigan Road, IN 46032
Crandall Engineering Post-development Station #OFF-SITE Date: 2020-06-03
Computed by: AW / XC
Checked by: LMC
Urban Hydrology for Small Watersheds
US Department of Agriculture, Technical Release 55, June 1986
Surface description n 1
(concrete, asphalt, gravel, or bare soil)
(no residue)
0.12
Cultivated soils:
(Residue cover ≤20%)
(Residue cover >20%)
Grass:
(and short grass prairie)
Impervious CN =
Pond/Wetland CN =
Pervious CN (1) =
Pervious CN (2) =
(Natural)
Woods 3
(underbrush)
(underbrush)February 3, 2023 Page 41 of 103
336897.71CLO
118902.26BCIC
119902.34BCIC
120901.80BCIC
129901.95BCIC
130902.44BCIC
131902.39BCIC
139902.74BCIC
238902.92BCIC
246902.93BCIC
251902.68BCIC
370902.07BCIC
371902.18BCIC
368901.11BCIC-EC
369901.29BCIC-EC
363897.92BHIVE
364897.52BHIVE-RIM
115902.19COMS-BMH
123901.65COMS-ORANGE-NT
124901.78COMS-ORANGE-NT
125901.81COMS-ORANGE-NT
126901.78COMS-ORANGE-NT
132902.26COMS-ORANGE-NT133902.20COMS-ORANGE-NT
134901.80COMS-ORANGE-NT
135902.43COMS-ORANGE-NT
237902.59COMS-ORANGE-NT
3 902.94CRBS
114902.31EC
116902.53EC
122902.05EC
127901.90EC
137902.85EC
138902.88EC
140902.97EC
141903.07EC
239903.15EC
240903.19EC
241903.19EC
247903.29EC248903.30EC
252902.92EC253903.07EC
260902.61EC
373902.11EC
374902.31EC
121901.76EC-EC
128901.89EC-EC
897.87EG
319897.80EG
320897.55EG
321897.97EG 322897.83EG
323897.31EG
136902.64INLETC
372902.15INLETC
256902.45SGN
375901.85SMH
391902.16SMH
244900.53SSFM
245902.47SSFM
254902.74SSFM
255900.92SSFM
261902.59SSFM
262900.74SSFM
362899.70WTR-VAULT 335898.20WTR-WV-NTWTRWTRWTRWTR
INV. W. 15" HDPE= 893.70
INV. NE. 15" HDPE= 893.84
INV. N. 12"? HDPE= 893.51
STM
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STM
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OVHD
OVH
D
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OVHD
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OVH
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OVHD
OVHD
OVHD
OVHD
OVHD
OVHD
OVHD
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SAN
SAN
SAN
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SAN
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STM
STM
STM
STMSTM STM STMSTMSTMSTM
STM STMSTMSTMSTMSTM
STM STMAPPROXIMATE 15' ELECTRIC EASEMENT LOCATION -
ACUTAL CENTERLINE LOCATION TO FOLLOW ELECTRIC
LINES UPON INSTALLATION
INST. #2019018084
TEMPO
R
A
R
Y
A
C
C
E
S
S
E
A
S
E
M
E
N
T
INST. #2
0
1
9
0
0
8
7
7
1
LOT 2 120' MAX
IMUM
BU
ILD
ING
SETBACK30' M
IN
IMUM
BU
ILD
ING
SETBACK20' WATER
L
INE
EASEMENT30' LANDSCAPE BUFFERYARD20' SANITARY SEWER EASEMENT684902.86EC
683902.85EC
682902.62BCIC
681902.52BCIC680902.71EC679902.82EC
668902.06EC
492898.05GRVL
491897.14GRVL
490897.46EG489897.63EG
488897.87EG
487897.66EG
486897.92EG
90390390290290290
2
901901901900
900900900900899899
899
899899 899899
899
8998998998
9
8 8988
9
8
898
898
898
898 898898
898898897897897
89715' SETBACK20' SETBACK30' SETBACK
KIDERCARE LEARNING CENTER
SINGLE STORY BUILDING
12,784± SF
F.F. 902.00'
SOUTH SUB-PARCEL
(58110 SF OR 1.33 AC)
NORTH SUB-PARCEL
(49960 SF OR 1.15 AC)
20' SE
T
B
A
C
K
11
12 12
0' 5' 10' 15' 20' 25' 50'
OFFSET
BRELLA
OFFSET
BRELLA
OFFSET
BRELLA20' SETBACK30' SETBACK ANDGREENBELT12
EX.ST EX.ST EX.ST EX.ST EX.ST EX.ST EX.ST EX.ST EX.ST
20'-0"
SAN. EASEMENT
20'-0"
WATER E
A
S
E
M
E
N
T
NO PLAN
T
I
N
G
SUB-PARCEL LINE
20'-0"
SAN. EASEMENT
10'-0"
GAS EASEMENT STSTSTSTSTSTSTSTSTSTSTSTSTST STSTSTSTSTST
STSTSTSTST
STATION #2
A (ac) = 0.189
c = 0.72
CN = 93.2
Tc (min) = 5.00
STATION #1
A (ac) = 0.146
c = 0.80
CN = 96.0
Tc (min) = 5.00
STATION #3
A (ac) = 0.295
c = 0.58
CN = 90.5
Tc (min) = 9.72
STATION #4
A (ac) = 0.157
c = 0.90
CN = 98.0
Tc (min) = 5.00
STATION #5
A (ac) = 0.150
c = 0.90
CN = 98.0
Tc (min) = 5.00
STATION #6
A (ac) = 0.379
c = 0.30
CN = 82.9
Tc (min) = 6.29
TOTAL DEV.
A (ac) = 1.513
c = 0.61
CN = 90.9
10'-0"
GAS EASEMENT
DISTURBANCE LIMIT
ST ST ST ST ST ST ST ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
STSTSTSTSTSTSTSTST901.5'901.5'900.0'
898.0'
897.0'
900.0'
901.0'901.5'898.0'
STORMWATER
DISCHARGE
THRU PIPE EX
PIPE 1
PIPE 2
PIPE 3
PIPE 5
PIPE EX
DISTURBANCE LIMIT
DISTURBANCE LIMIT DISTURBANCE LIMITDISTURBANCE LIMIT
DISTURBANCE LIMITPIPE 4
STATION #7
A (ac) = 0.197
c = 0.57
CN = 90.1
Tc (min) = 9.59ST CB 101CB 102
CB 103
CB 104
CB 105
END SECT.
901.0'901.0'900.5'900
.5
'900.0'900.0'
900.0'
899.0'
899.0'
899.0'
898.0'
897.0'901.0'897.0'898.0'902.0'
902.0'
901.0'
900.0';
899.0'
901.0'
900.0'
899.0'
901.0'
900.0'
ST
ST
ST
ST
ST
ST
ST
ST
ST
PIPE 6
END SECT.
900.0'
90
0
.
0
'
900.0'
899.0'
898.0'
899.0'
ST ST ST ST ST ST
898.0'
CULVERT #1STSTSTSTSTST OFF-STE
A (ac) = 0.950
c = 0.85 (BUSINESS)
CN = 92.5 (MAX.)
PIPE 7
N
SCALE(11x8.5):1" = 60'-0"
1
POST
SITE POST-DEVELOPMENT DRAINAGE MAP
KINDERCARE LEARNING CENTER - POST-DEVELOPMENT DRAINAGE MAP
10910 NORTH MICHIGAN ROAD, CARMEL, IN 46032
February 3, 2023 Page 42 of 103
Date:2020-06-03
Computed By:XC
Q10 Checked By:LMC
IncrementTotalIncrementTotalTo Upper EndIn SectionFlowing FullDesign FlowUpper EndLowee End1 109 0.012 0.20 0.002 NW parking and drive
0.134 0.85 0.114
0.000 0.90 0.000
0.146 0.80 0.116 5.00 6.12 0.711 96.0
2 92.83 0.038 0.20 0.008 NE parking and east of building lawn
0.151 0.85 0.129
0.000 0.90 0.000
0.189 0.72 0.136 5.00 6.12 0.834 93.2
3 151.00 0.123 0.20 0.025 1/2 of West parking and play area
0.172 0.85 0.146 and Northwest driveway
0.000 0.90 0.000
0.295 0.58 0.171 9.72 5.27 0.900 90.5
4 49.00 0.000 0.20 0.000 North portion of building roof (6:12)
0.000 0.85 0.000
0.157 0.90 0.142
0.157 0.90 0.142 5.00 6.12 0.867 98.0
5 44.25 0.000 0.20 0.000 South portion of building roof (6:12)
0.000 0.85 0.000
0.150 0.90 0.135
0.150 0.90 0.135 5.00 6.12 0.827 98.0
6 467.00 0.319 0.20 0.064 South play area and front, side, & back yard
0.060 0.85 0.051
0.000 0.90 0.000
0.379 0.30 0.115 6.29 5.89 0.676 82.9
7 151.00 0.086 0.20 0.017 1/2 of West Parking and play area
0.111 0.85 0.094
0.000 0.90 0.000
0.197 0.57 0.112 9.59 5.29 0.590 90.1
Off-Site 0.950 0.85 0.807 38.10 2.92 2.358 92.5 Off-site: North Parcel
Total Discharge This Site 1.513 0.61 0.926 9.72 5.27 4.883 90.9
Total Discharge to CB 104 2.463 0.70 1.734 38.10 2.92 5.063 91.5
POST-DEVELOPMENT AREAS:SHEET FLOW (100' max) + SHALLOW CONCENTRATED FLOW + CHANNEL FLOW =TC Slope of Drain or Grade (ft/ft)Station
Velocity (ft/s) Invert. Elev.Manhole Invert DropTotal Runoff CIA=QSCS Runoff (in)NRCS Curve NumverDrainage Area A
(ac)(AxC)Flow Time (min)Rainfall Intensity I (in. /hr.)Length (ft)Curve Runoff Coefficient CRemarks
POST-DEVELOPMENT RUNOFF CALCULATIONS - RATIONAL METHOD
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering Calculation #C-1
Crandall Engineering, Inc.1 February 3, 2023 Page 43 of 103
Date:2020-06-03
Computed By:XC
Q10 Checked By:LMC
POST-DEVELOPMENT RUNOFF CALCULATIONS - RATIONAL METHOD
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering Calculation #C-1
Q2 Q5 Q10 Q25 Q50 Q100 Q2 Q5 Q10 Q25 Q50 Q100
0.08 5 4.63 5.43 6.12 7.17 8.09 9.12 0.08 5
0.17 10 3.95 4.63 5.22 6.12 6.90 7.78 0.17 10
0.25 15 3.44 4.03 4.55 5.33 6.01 6.77 0.25 15
0.50 30 2.46 2.88 3.25 3.81 4.29 4.84 0.50 30
1.00 60 1.54 1.80 2.03 2.38 2.68 3.03 1.00 60
2.00 120 0.83 0.95 1.11 1.37 1.60 1.87 2.00 120
3.00 180 0.59 0.72 0.84 1.04 1.22 1.42 3.00 180
6.00 360 0.35 0.43 0.50 0.62 0.72 0.85 6.00 360
12.00 720 0.20 0.24 0.29 0.35 0.41 0.48 12.00 720
24.00 1440 0.11 0.14 0.16 0.20 0.23 0.27 24.00 1440 2.66 3.27 3.83 4.72 5.52 6.46
Q10 Q10 Q10
Q10 Q10 Q10
Q10 Q10IDF Linear Interpolation
Time(min) Rain(in/hr)
30.00 3.25
38.10 2.92
60.00 2.03
City of Carmel SW Spec. Manual)
Hours Minutes
Return Period - Rainfall Intensity (in)
IDF Linear Interpolation
Time(min)
6.12
6.12
5.22
5.00
10.00
Rain(in/hr)
10.00
Station 3
IDF Linear Interpolation
Time(min) Rain(in/hr)
6.12
9.72 5.27
10.00 5.22
5.89
IDD Table for Carmel, INIDF Table for Carmel, IN
IDF Linear Interpolation
Station
5.00
Station
Return Period - Rainfall Intensity (in/hr)
6.12
5.22
5.00
City of Carmel SW Spec. Manual)
Hours Minutes
2
IDF Linear Interpolation
Time(min) Rain(in/hr)
6.12
Time(min) Rain(in/hr)
6.12
Station 1
5.22
Station 7
6
IDF Linear Interpolation
Time(min) Rain(in/hr)
6.12
5.00 6.12
10.00 5.22
Station
6.29
5
IDF Linear Interpolation
Time(min) Rain(in/hr)
6.12
Station 4
Station Off-Site
10.00 5.22
5.00 5.00 5.00
5.00 5.00 5.00
5.00
IDF Linear Interpolation
Time(min) Rain(in/hr)
6.12
9.59 5.29
6.12
10.00 5.22
10.00
Crandall Engineering, Inc.2 February 3, 2023 Page 44 of 103
Date:2020-06-03
Computed By:XC
Q100 Checked By:LMC
IncrementTotalIncrementTotalTo Upper EndIn SectionFlowing FullDesign FlowUpper EndLowee End1 109 0.012 0.20 0.002 NW parking and drive
0.134 0.85 0.114
0.000 0.90 0.000
0.146 0.80 0.116 5.00 9.12 1.060 96.0
2 92.83 0.038 0.20 0.008 NE parking and east of building lawn
0.151 0.85 0.129
0.000 0.90 0.000
0.189 0.72 0.136 5.00 9.12 1.242 93.2
3 151.00 0.123 0.20 0.025 1/2 of West parking and play area
0.172 0.85 0.146 and Northwest driveway
0.000 0.90 0.000
0.295 0.58 0.171 9.72 7.85 1.342 90.5
4 49.00 0.000 0.20 0.000 North portion of building roof (6:12)
0.000 0.85 0.000
0.157 0.90 0.142
0.157 0.90 0.142 5.00 9.12 1.292 98.0
5 44.25 0.000 0.20 0.000 South portion of building roof (6:12)
0.000 0.85 0.000
0.150 0.90 0.135
0.150 0.90 0.135 5.00 9.12 1.233 98.0
6 467.00 0.319 0.20 0.064 South play area and front, side, & back yard
0.060 0.85 0.051
0.000 0.90 0.000
0.379 0.30 0.115 6.29 8.77 1.008 82.9
7 151.00 0.086 0.20 0.017 1/2 of West Parking and play area
0.111 0.85 0.094
0.000 0.90 0.000
0.197 0.57 0.112 9.59 7.89 0.880 90.1
Off-Site 0.950 0.85 0.807 38.10 4.35 3.512 92.5 Off-site: North Parcel
Total Discharge This Site 1.513 0.61 0.926 9.72 7.85 7.277 90.9
Total Discharge to CB 104 2.463 0.70 1.734 38.10 4.35 7.544 91.5
POST-DEVELOPMENT AREAS:SHEET FLOW (100' max) + SHALLOW CONCENTRATED FLOW + CHANNEL FLOW =TC Manhole Invert DropSlope of Drain or Grade (ft/ft)Remarks
Rainfall Intensity I (in. /hr.)Total Runoff CIA=QSCS Runoff (in)NRCS Curve NumverVelocity (ft/s) Invert. Elev.
POST-DEVELOPMENT RUNOFF CALCULATIONS - RATIONAL METHOD
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering Calculation #C-1
Station
Length (ft)Drainage Area A
(ac)Curve Runoff Coefficient C(AxC)Flow Time (min)
Crandall Engineering, Inc.3 February 3, 2023 Page 45 of 103
Date:2020-06-03
Computed By:XC
Q100 Checked By:LMC
POST-DEVELOPMENT RUNOFF CALCULATIONS - RATIONAL METHOD
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering Calculation #C-1
Q2 Q5 Q10 Q25 Q50 Q100 Q2 Q5 Q10 Q25 Q50 Q100
0.08 5 4.63 5.43 6.12 7.17 8.09 9.12 0.08 5
0.17 10 3.95 4.63 5.22 6.12 6.90 7.78 0.17 10
0.25 15 3.44 4.03 4.55 5.33 6.01 6.77 0.25 15
0.50 30 2.46 2.88 3.25 3.81 4.29 4.84 0.50 30
1.00 60 1.54 1.80 2.03 2.38 2.68 3.03 1.00 60
2.00 120 0.83 0.95 1.11 1.37 1.60 1.87 2.00 120
3.00 180 0.59 0.72 0.84 1.04 1.22 1.42 3.00 180
6.00 360 0.35 0.43 0.50 0.62 0.72 0.85 6.00 360
12.00 720 0.20 0.24 0.29 0.35 0.41 0.48 12.00 720
24.00 1440 0.11 0.14 0.16 0.20 0.23 0.27 24.00 1440 2.66 3.27 3.83 4.72 5.52 6.46
Q100 Q100 Q100
Q100 Q100 Q100
Q100 Q100
9.59 7.89 38.10 4.35
10.00 7.78 60.00 3.03
Time(min) Rain(in/hr)Time(min) Rain(in/hr)
5.00 9.12 30.00 4.84
Station 7 Station Off-Site
IDF Linear Interpolation IDF Linear Interpolation
10.00 7.78 10.00 7.78 10.00 7.78
5.00 9.12 5.00 9.12 6.29 8.77
5.00 9.12 5.00 9.12 5.00 9.12
IDF Linear Interpolation IDF Linear Interpolation IDF Linear Interpolation
Time(min) Rain(in/hr)Time(min) Rain(in/hr)Time(min) Rain(in/hr)
Station 4 Station 5 Station 6
10.00 7.78 10.00 7.78 10.00 7.78
5.00 9.12 5.00 9.12 9.72 7.85
5.00 9.12 5.00 9.12 5.00 9.12
IDF Linear Interpolation IDF Linear Interpolation IDF Linear Interpolation
Time(min) Rain(in/hr)Time(min) Rain(in/hr)Time(min) Rain(in/hr)
Station 1 Station 2 Station 3
Hours Minutes
Return Period - Rainfall Intensity (in/hr)Hours Minutes
Return Period - Rainfall Intensity (in)
IDF Table for Carmel, IN IDD Table for Carmel, IN
City of Carmel SW Spec. Manual)City of Carmel SW Spec. Manual)
Crandall Engineering, Inc.4 February 3, 2023 Page 46 of 103
Q10
NRCS Time of Concentration
Sheet Flow:Segment A Segment B
1. Surface Description (table 3-1)Short Grass Smooth TR-55, Table 3-1 Roughness coefficients (Manning’s n) - sheet flow.
2. Manning's Roughness coeff., n 0.150 0.011 (see RHS)
3. Flow Length, L (should be <= 100 ft)14.0 6.0 ft Smooth 0.011
Begin Elevation 901.96 901.80 ft Fallow 0.050
End Elevation 901.80 901.68 ft Other
4. 2-yr, 24-hr rainfall, P2 2.66 2.66 inches
5. Land Slope, s 0.011 0.020 ft/ft Soil, R≤0.2 0.060
6. Tt = 0.007 * (n*L)0.8 / (P2
0.5 * s0.4)0.05 0.00 hr = 2.79 min Soil, R>0.2 0.170
Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150
7. Surface Description (paved/unpaved)Paved Dense 2 0.240
8. Flow Length, L 89.00 ft Bermuda 0.410
Begin Elevation 901.18 ft Range 0.130
End Elevation 900.50 ft
9. Watercourse slope, s 0.008 #DIV/0! ft/ft Light wood 0.400
10. Average Velocity, V 1.78 #DIV/0! ft/s Dense wood 0.800
11. Tt = L / (3600 * V)0.01 0.00 hr = 0.83 min
1 The n values are a composite of information compiled by Engman
Channel Flow:Segment E Segment F (1986).
Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo
12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures.
13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This
14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow.
Begin Elevation ft
End Elevation ft
15. Channel Slope, s #DIV/0! #DIV/0! ft/ft
16. Manning's Roughness coeff., n
17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s
18. Flow Length, L ft
19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min
20. Total Watershed or subarea Tc hr = 3.62 min
Notes:
Curve Number Calculation
Basin Area = 0.146 ac.
Total Imperious Area = 0.134 ac.98.0
Pond/Wetland Area = 0.000 ac.100.0
Pervious Area (1) = 0.012 ac.74.0 Soil Type: Br, Group B, use C
Pervious Area (2) = 0.000 ac.0.0
Weighted Curve Number =96.0
TIME OF CONCENTRATION CALCULATION
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering Post-development Station #1
Impervious CN =
0.06
(underbrush)
(underbrush)
(Residue cover ≤20%)
(Residue cover >20%)
(and short grass prairie)
Surface description n 1
Cultivated soils:
Grass:
Woods 3
Pond/Wetland CN =
Pervious CN (1) =
Pervious CN (2) =
2020-06-03
AW / XC
Date:
Computed by:
Checked by: LMC
(concrete, asphalt, gravel, or bare soil)
(no residue)
(User defined, per city stormwater code)
Urban Hydrology for Small Watersheds
US Department of Agriculture, Technical Release 55, June 1986
(Natural)February 3, 2023 Page 47 of 103
Q10
NRCS Time of Concentration
Sheet Flow:Segment A Segment B
1. Surface Description (table 3-1)Short Grass Smooth Table 3-1 Roughness coefficients (Manning’s n) - sheet flow.
2. Manning's Roughness coeff., n 0.150 0.011 (see RHS)
3. Flow Length, L (should be <= 100 ft)12.83 6 ft Smooth 0.011
Begin El. 901.96 901.80 ft Fallow 0.050
End El. 901.80 901.68 ft Other
4. 2-yr, 24-hr rainfall, P2 2.66 2.66 inches
5. Land Slope, s 0.012 0.020 ft/ft Soil, R≤0.2 0.060
6. Tt = 0.007 * (n*L)0.8 / (P2
0.5 * s0.4)0.04 0.00 hr = 2.51 min Soil, R>0.2 0.170
Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150
7. Surface Description (paved/unpaved)Paved Dense 2 0.240
8. Flow Length, L 74.00 ft Bermuda 0.410
Begin El. 901.18 ft Range 0.130
End El. 900.73 ft
9. Watercourse slope, s 0.006 #DIV/0! ft/ft Light wood 0.400
10. Average Velocity, V 1.59 #DIV/0! ft/s Dense wood 0.800
11. Tt = L / (3600 * V)0.01 0.00 hr = 0.78 min
1 The n values are a composite of information compiled by Engman
Channel Flow:Segment E Segment F (1986).
Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo
12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures.
13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This
14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow.
Begin El.ft
End El.ft
15. Channel Slope, s #DIV/0! #DIV/0! ft/ft
16. Manning's Roughness coeff., n
17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s
18. Flow Length, L ft
19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min
20. Total Watershed or subarea Tc hr = 3.29 min
Notes:
Curve Number Calculation
Basin Area = 0.189 ac.
Total Imperious Area = 0.151 ac.98.0
Pond/Wetland Area = 0.000 ac.100.0
Pervious Area (1) = 0.038 ac.74.0 Soil Type: Br, Group B, use C
Pervious Area (2) = 0.000 ac.0.0
Weighted Curve Number =93.2
(Residue cover ≤20%)
(underbrush)
(Natural)
(Residue cover >20%)
(and short grass prairie)
Woods 3
(underbrush)
Grass:
0.06
Impervious CN =
Pond/Wetland CN =
Pervious CN (1) =
Pervious CN (2) =
TIME OF CONCENTRATION CALCULATION
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering Post-development Station #2 Date: 2020-06-03
Computed by: AW / XC
Checked by: LMC
Surface description n 1
Cultivated soils:
Urban Hydrology for Small Watersheds
US Department of Agriculture, Technical Release 55, June 1986
(concrete, asphalt, gravel, or bare soil)
(no residue)
(User defined, per city stormwater code)February 3, 2023 Page 48 of 103
Q10
NRCS Time of Concentration
Sheet Flow:Segment A Segment B
1. Surface Description (table 3-1)Short Grass Smooth Table 3-1 Roughness coefficients (Manning’s n) - sheet flow.
2. Manning's Roughness coeff., n 0.150 0.011 (see RHS)
3. Flow Length, L (should be <= 100 ft)57.0 5 ft Smooth 0.011
Begin El. 901.84 901.24 ft Fallow 0.050
End El. 901.24 901.14 ft Other
4. 2-yr, 24-hr rainfall, P2 2.66 2.66 inches
5. Land Slope, s 0.011 0.020 ft/ft Soil, R≤0.2 0.060
6. Tt = 0.007 * (n*L)0.8 / (P2
0.5 * s0.4)0.15 0.00 hr = 8.86 min Soil, R>0.2 0.170
Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150
7. Surface Description (paved/unpaved)Paved Dense 2 0.240
8. Flow Length, L 89.0 ft Bermuda 0.410
Begin El. 900.64 ft Range 0.130
End El. 900.00 ft
9. Watercourse slope, s 0.007 #DIV/0! ft/ft Light wood 0.400
10. Average Velocity, V 1.72 #DIV/0! ft/s Dense wood 0.800
11. Tt = L / (3600 * V)0.01 0.00 hr = 0.86 min
1 The n values are a composite of information compiled by Engman
Channel Flow:Segment E Segment F (1986).
Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo
12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures.
13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This
14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow.
Begin El.ft
End El.ft
15. Channel Slope, s #DIV/0! #DIV/0! ft/ft
16. Manning's Roughness coeff., n
17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s
18. Flow Length, L ft
19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min
20. Total Watershed or subarea Tc hr = 9.72 min
Notes:
Curve Number Calculation
Basin Area = 0.295 ac.
Total Imperious Area = 0.172 ac.98.0
Pond/Wetland Area = 0.000 ac.100.0
Pervious Area (1) = 0.123 ac.80.0 Soil Type: CrA, Group C, use D
Pervious Area (2) = 0.000 ac.0.0
Weighted Curve Number =90.5
Pervious CN (1) =
Pervious CN (2) =
Urban Hydrology for Small Watersheds
US Department of Agriculture, Technical Release 55, June 1986
Woods 3
(underbrush)
(underbrush)
Surface description n 1
(concrete, asphalt, gravel, or bare soil)
(no residue)
(User defined, per city stormwater code)
Cultivated soils:
(Residue cover ≤20%)
0.16
Impervious CN =
Pond/Wetland CN =
(Residue cover >20%)
Grass:
(and short grass prairie)
(Natural)
TIME OF CONCENTRATION CALCULATION
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering Post-development Station #3 Date: 2020-06-03
Computed by: AW / XC
Checked by: LMC
February 3, 2023 Page 49 of 103
Q10
NRCS Time of Concentration
Sheet Flow:Segment A Segment B
1. Surface Description (table 3-1)Smooth Table 3-1 Roughness coefficients (Manning’s n) - sheet flow.
2. Manning's Roughness coeff., n 0.011 #N/A (see RHS)
3. Flow Length, L (should be <= 100 ft)49.00 ft Smooth 0.011
Begin El.ft Fallow 0.050
End El.ft Other
4. 2-yr, 24-hr rainfall, P2 2.66 inches
5. Land Slope, s 0.250 #DIV/0! ft/ft (3:12 Roof)Soil, R≤0.2 0.060
6. Tt = 0.007 * (n*L)0.8 / (P2
0.5 * s0.4)0.00 0.00 hr = 0.27 min Soil, R>0.2 0.170
Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150
7. Surface Description (paved/unpaved)Dense 2 0.240
8. Flow Length, L ft Bermuda 0.410
Begin El.ft Range 0.130
End El.ft
9. Watercourse slope, s #DIV/0! #DIV/0! ft/ft Light wood 0.400
10. Average Velocity, V #DIV/0! #DIV/0! ft/s Dense wood 0.800
11. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min
1 The n values are a composite of information compiled by Engman
Channel Flow:Segment E Segment F (1986).
Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo
12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures.
13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This
14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow.
Begin El.ft
End El.ft
15. Channel Slope, s #DIV/0! #DIV/0! ft/ft
16. Manning's Roughness coeff., n
17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s
18. Flow Length, L ft
19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min
20. Total Watershed or subarea Tc hr = 0.27 min
Notes:
Curve Number Calculation
Basin Area = 0.157 ac.
Total Imperious Area = 0.157 ac.98.0
Pond/Wetland Area = 0.000 ac.100.0
Pervious Area (1) = 0.000 ac.74.0 Soil Type: Br, Group B, use C
Pervious Area (2) = 0.000 ac.0.0
Weighted Curve Number =98.0
Impervious CN =
Pond/Wetland CN =
Pervious CN (1) =
Pervious CN (2) =
(Natural)
Woods 3
(underbrush)
(underbrush)
0.00
Cultivated soils:
(Residue cover ≤20%)
(Residue cover >20%)
Grass:
(and short grass prairie)
(User defined, per city stormwater code)
TIME OF CONCENTRATION CALCULATION
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering Post-development Station #4 Date: 2020-06-03
Computed by: AW / XC
Checked by: LMC
Urban Hydrology for Small Watersheds
US Department of Agriculture, Technical Release 55, June 1986
Surface description n 1
(concrete, asphalt, gravel, or bare soil)
(no residue)February 3, 2023 Page 50 of 103
Q10
NRCS Time of Concentration
Sheet Flow:Segment A Segment B
1. Surface Description (table 3-1)Smooth Table 3-1 Roughness coefficients (Manning’s n) - sheet flow.
2. Manning's Roughness coeff., n 0.011 #N/A (see RHS)
3. Flow Length, L (should be <= 100 ft)44.25 ft Smooth 0.011
Begin El.ft Fallow 0.050
End El.ft Other
4. 2-yr, 24-hr rainfall, P2 2.66 inches
5. Land Slope, s 0.333 #DIV/0! ft/ft (4:12 Roof)Soil, R≤0.2 0.060
6. Tt = 0.007 * (n*L)0.8 / (P2
0.5 * s0.4)0.00 0.00 hr = 0.22 min Soil, R>0.2 0.170
Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150
7. Surface Description (paved/unpaved)Dense 2 0.240
8. Flow Length, L ft Bermuda 0.410
Begin El.ft Range 0.130
End El.ft
9. Watercourse slope, s #DIV/0! #DIV/0! ft/ft Light wood 0.400
10. Average Velocity, V #DIV/0! #DIV/0! ft/s Dense wood 0.800
11. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min
1 The n values are a composite of information compiled by Engman
Channel Flow:Segment E Segment F (1986).
Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo
12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures.
13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This
14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow.
Begin El.ft
End El.ft
15. Channel Slope, s #DIV/0! #DIV/0! ft/ft
16. Manning's Roughness coeff., n
17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s
18. Flow Length, L ft
19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min
20. Total Watershed or subarea Tc hr = 0.22 min
Notes:
Curve Number Calculation
Basin Area = 0.150 ac.
Total Imperious Area = 0.150 ac.98.0
Pond/Wetland Area = 0.000 ac.100.0
Pervious Area (1) = 0.000 ac.74.0 Soil Type: CrA, Group C, use D
Pervious Area (2) = 0.000 ac.0.0
Weighted Curve Number =98.0
Impervious CN =
Pond/Wetland CN =
Pervious CN (1) =
Pervious CN (2) =
(Natural)
Woods 3
(underbrush)
(underbrush)
0.00
Cultivated soils:
(Residue cover ≤20%)
(Residue cover >20%)
Grass:
(and short grass prairie)
(User defined, per city stormwater code)
TIME OF CONCENTRATION CALCULATION
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering Post-development Station #5 Date: 2020-06-03
Computed by: AW / XC
Checked by: LMC
Urban Hydrology for Small Watersheds
US Department of Agriculture, Technical Release 55, June 1986
Surface description n 1
(concrete, asphalt, gravel, or bare soil)
(no residue)February 3, 2023 Page 51 of 103
Q10
NRCS Time of Concentration
Sheet Flow:Segment A Segment B
1. Surface Description (table 3-1)Short Grass Short Grass Table 3-1 Roughness coefficients (Manning’s n) - sheet flow.
2. Manning's Roughness coeff., n 0.150 0.150 (see RHS)
3. Flow Length, L (should be <= 100 ft)21.00 69.00 ft Smooth 0.011
Begin El. 901.68 900.00 ft Fallow 0.050
End El. 900.00 899.00 ft Other
4. 2-yr, 24-hr rainfall, P2 2.66 2.66 inches
5. Land Slope, s 0.080 0.014 ft/ft Soil, R≤0.2 0.060
6. Tt = 0.007 * (n*L)0.8 / (P2
0.5 * s0.4)0.03 0.15 hr = 1.77 min Soil, R>0.2 0.170
Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150
7. Surface Description (paved/unpaved)Unpaved Dense 2 0.240
8. Flow Length, L 377.00 ft Bermuda 0.410
Begin El. 899.00 ft Range 0.130
End El. 896.20 ft
9. Watercourse slope, s 0.007 #DIV/0! ft/ft Light wood 0.400
10. Average Velocity, V 1.39 #DIV/0! ft/s Dense wood 0.800
11. Tt = L / (3600 * V)0.08 0.00 hr = 4.52 min
1 The n values are a composite of information compiled by Engman
Channel Flow:Segment E Segment F (1986).
Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo
12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures.
13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This
14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow.
Begin El.ft
End El.ft
15. Channel Slope, s #DIV/0! #DIV/0! ft/ft
16. Manning's Roughness coeff., n
17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s
18. Flow Length, L ft
19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min
20. Total Watershed or subarea Tc hr = 6.29 min
Notes:
Curve Number Calculation
Basin Area = 0.379 ac.
Total Imperious Area = 0.060 ac.98.0
Pond/Wetland Area = 0.000 ac.100.0
Pervious Area (1) = 0.319 ac.80.0 Soil Type: CrA, Group C, use D
Pervious Area (2) = 0.000 ac.0.0
Weighted Curve Number =82.9
(User defined, per city stormwater code)
TIME OF CONCENTRATION CALCULATION
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering Post-development Station #6 Date: 2020-06-03
Computed by: AW / XC
Checked by: LMC
Urban Hydrology for Small Watersheds
US Department of Agriculture, Technical Release 55, June 1986
Surface description n 1
(concrete, asphalt, gravel, or bare soil)
(no residue)
0.26
Cultivated soils:
(Residue cover ≤20%)
(Residue cover >20%)
Grass:
(and short grass prairie)
Impervious CN =
Pond/Wetland CN =
Pervious CN (1) =
Pervious CN (2) =
(Natural)
Woods 3
(underbrush)
(underbrush)February 3, 2023 Page 52 of 103
Q10
NRCS Time of Concentration
Sheet Flow:Segment A Segment B
1. Surface Description (table 3-1)Short Grass Smooth Table 3-1 Roughness coefficients (Manning’s n) - sheet flow.
2. Manning's Roughness coeff., n 0.150 0.011 (see RHS)
3. Flow Length, L (should be <= 100 ft)57.0 5 ft Smooth 0.011
Begin El. 901.84 901.24 ft Fallow 0.050
End El. 901.24 901.14 ft Other
4. 2-yr, 24-hr rainfall, P2 2.66 2.66 inches
5. Land Slope, s 0.011 0.020 ft/ft Soil, R≤0.2 0.060
6. Tt = 0.007 * (n*L)0.8 / (P2
0.5 * s0.4)0.15 0.00 hr = 8.86 min Soil, R>0.2 0.170
Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150
7. Surface Description (paved/unpaved)Paved Dense 2 0.240
8. Flow Length, L 89.0 ft Bermuda 0.410
Begin El. 900.64 ft Range 0.130
End El. 899.75 ft
9. Watercourse slope, s 0.010 #DIV/0! ft/ft Light wood 0.400
10. Average Velocity, V 2.03 #DIV/0! ft/s Dense wood 0.800
11. Tt = L / (3600 * V)0.01 0.00 hr = 0.73 min
1 The n values are a composite of information compiled by Engman
Channel Flow:Segment E Segment F (1986).
Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo
12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures.
13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This
14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow.
Begin El.ft
End El.ft
15. Channel Slope, s #DIV/0! #DIV/0! ft/ft
16. Manning's Roughness coeff., n
17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s
18. Flow Length, L ft
19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min
20. Total Watershed or subarea Tc hr = 9.59 min
Notes:
Curve Number Calculation
Basin Area = 0.197 ac.
Total Imperious Area = 0.111 ac.98.0
Pond/Wetland Area = 0.000 ac.100.0
Pervious Area (1) = 0.086 ac.80.0 Soil Type: CrA, Group C, use D
Pervious Area (2) = 0.000 ac.0.0
Weighted Curve Number =90.1
(User defined, per city stormwater code)
TIME OF CONCENTRATION CALCULATION
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering Post-development Station #7 Date: 2020-06-03
Computed by: AW / XC
Checked by: LMC
Urban Hydrology for Small Watersheds
US Department of Agriculture, Technical Release 55, June 1986
Surface description n 1
(concrete, asphalt, gravel, or bare soil)
(no residue)
0.16
Cultivated soils:
(Residue cover ≤20%)
(Residue cover >20%)
Grass:
(and short grass prairie)
Impervious CN =
Pond/Wetland CN =
Pervious CN (1) =
Pervious CN (2) =
(Natural)
Woods 3
(underbrush)
(underbrush)February 3, 2023 Page 53 of 103
Q10
NRCS Time of Concentration
Sheet Flow:Segment A Segment B
1. Surface Description (table 3-1)Short Grass Table 3-1 Roughness coefficients (Manning’s n) - sheet flow.
2. Manning's Roughness coeff., n 0.150 (see RHS)
3. Flow Length, L (should be <= 100 ft)100.0 ft Smooth 0.011
Begin El. 898.40 ft Fallow 0.050
End El. 898.25 ft Other Paved
4. 2-yr, 24-hr rainfall, P2 2.66 inches Unpaved
5. Land Slope, s 0.001 #DIV/0! ft/ft Soil, R≤0.2 0.060
6. Tt = 0.007 * (n*L)0.8 / (P2
0.5 * s0.4)0.50 0.00 hr = 30.29 min Soil, R>0.2 0.170
Shallow Concentrated Flow:Segment C Segment D Short Grass 0.150
7. Surface Description (paved/unpaved)Unpaved Dense 2 0.240
8. Flow Length, L 415.0 ft Bermuda 0.410
Begin El. 898.25 ft Range 0.130
End El. 897.00 ft
9. Watercourse slope, s 0.003 #DIV/0! ft/ft Light wood 0.400
10. Average Velocity, V 0.89 #DIV/0! ft/s Dense wood 0.800
11. Tt = L / (3600 * V)0.13 0.00 hr = 7.81 min
1 The n values are a composite of information compiled by Engman
Channel Flow:Segment E Segment F (1986).
Channel Description 2 Includes species such as weeping lovegrass, bluegrass, buffalo
12. Cross Sectional Flow Area, a sq ft grass, blue grama grass, and native grass mixtures.
13. Wetted Perimeter, Pw ft 3 When selecting n, consider cover to a height of about 0.1 ft. This
14. Hydraulic radius, r = a/Pw #DIV/0! #DIV/0! ft is the only part of the plant cover that will obstruct sheet flow.
Begin El.ft
End El.ft
15. Channel Slope, s #DIV/0! #DIV/0! ft/ft
16. Manning's Roughness coeff., n
17. V = 1.49 * r2/3 * s1/2 / n #DIV/0! #DIV/0! ft/s
18. Flow Length, L ft
19. Tt = L / (3600 * V)0.00 0.00 hr = 0.00 min
20. Total Watershed or subarea Tc hr = 38.10 min
(Natural)
Woods 3
(underbrush)
(underbrush)
0.63
Cultivated soils:
(Residue cover ≤20%)
(Residue cover >20%)
Grass:
(and short grass prairie)
Urban Hydrology for Small Watersheds
US Department of Agriculture, Technical Release 55, June 1986
Surface description n 1
(concrete, asphalt, gravel, or bare soil)
(no residue)
(User defined, per city stormwater code)
TIME OF CONCENTRATION CALCULATION
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering Post-development Station #Off=Site Date: 2020-06-03
Computed by: AW / XC
Checked by: LMC
February 3, 2023 Page 54 of 103
Date:
Computed By:
Q10 Checked By:
1. Storm Sewer In-pipe Flow Capacity, Rate, and Velocity Summary
Pipe Ident.
CB# - CB#
Pipe 1 Station 2, 4 0.27 0.77 6.12 1.27 12 CPP 897.12' 099.50' 896.79' 0.0033 2.84 2.23 2.48
CB 101 - CB 102
Pipe 2 Station 1, 4 0.22 0.83 6.12 2.41 12 CPP 896.69' 122.00' 896.20' 0.0040 3.12 2.45 3.25
CB 102 - CB 103
Pipe 3 Station 1, 2, 3, 4 0.30 0.58 5.27 5.67 18 CPP 896.10' 092.00' 895.86' 0.0026 3.30 5.83 3.73
CB 103 - CB 104
Pipe 4 Station 5, 6 0.53 0.47 5.89 1.47 12 CPP 896.20' 013.00' 896.07' 0.0100 4.93 3.87 3.82
End Sect - CB 105
Pipe 5 Station 5, 6, 7 0.20 0.57 5.29 2.07 12 CPP 895.97' 033.00' 895.86' 0.0033 2.84 2.23 2.96
CB 105 - CB 104
Pipe 6 Station 2 0.02 0.20 6.12 0.03 12 CPP 898.60' 110.00' 897.22' 0.0125 5.52 4.33 5.74
End Sect - CB 101
Culvert 1 Station 5, 6 0.53 0.47 5.89 1.47 12 CPP 897.50' 070.30' 897.00' 0.0071 4.16 3.26 4.28
Pipe 7 Station Off-site 0.95 0.85 2.92 2.36 12 CPP 896.50' 070.00' 896.20' 0.0043 3.23 2.53 3.61
End Sect - CB 103
Pipe Ex Site 7.74 24 RCP 895.76' 027.00' 895.73' 0.0011 2.61 8.19 2.89
CB 104 - Ex. Curb
Notes:a. Runoff coefficients, contributed areas, and time of concentrations can be found in the Post-development Runoff Calculations .
b. Rain intensities are derived using linear interpolation base on the IDF table provided in City of Carmel Manual
c. Catch basin structure numbers and basin numbers can be found in the C400
d. Per City of Carmel Stormwater Management Manual , the above calculations are targeting Q10 discharge rate.
Part of Station 2
Full contribution from Station 3 and from Pipe 2, Pipe 7
Slope
ft/ft
Full Flow
Velocity
Full Flow
Cap. cfs
Disch.
Q=CiA Diam. inQ10 Rain
Int.
Runoff
Coef.
STORM SEWER PIPE DISCHARGE CALCULATIONS
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering 2020-06-03
AW / XC
LMC
Calculation #D
Station Off-site
Begin Invert Length End Invert
From Pipe 3 and Pipe 5
Actual
Velocity
Existing Stormwater Pipes/ Channels/ Swales/ Culverts
Full contribution from Station 2 and 50% of Station 4
Full contribution from Station 1 and 50% of Station 4, and from Pipe 1
Full contribution from Station 7 and from Pipe 4
New Stormwater Pipes/ Channels/ Swales/ Culverts
Contrib. Basins Contrib.
Area
February 3, 2023 Page 55 of 103
Date:
Computed By:
Q10 Checked By:
STORM SEWER PIPE DISCHARGE CALCULATIONS
2019-059 EIG14T - KinderCare, 10940 North Michigan Road, IN 46032
Crandall Engineering 2020-06-03
AW / XC
LMC
Calculation #D
2. Full Flow Velocity & Capacity Formular 3. Conversion Chart used to Obtain Actual Flow Velocity
Note:a. n=0.012 for RCP; n=0.012 for PVC, CPP (HDPE)
b. Rh is the hydraulic radius
c. S is slope
𝑉ୟ୬୬୧ ᇲ ୱ ୯.=(1.49
𝑛)𝑅
ଶ/ଷ 𝑆ଵ/ଶ
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United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Hamilton
County, Indiana
KinderCare, Carmel, IN
Natural
Resources
Conservation
Service
October 25, 2019
February 3, 2023
Page 73 of 103
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
February 3, 2023
Page 74 of 103
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
February 3, 2023
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Contents
Preface....................................................................................................................2
Soil Map..................................................................................................................5
Soil Map................................................................................................................6
Legend..................................................................................................................7
Map Unit Legend..................................................................................................8
Map Unit Descriptions..........................................................................................8
Hamilton County, Indiana................................................................................10
Br—Brookston silty clay loam, 0 to 2 percent slopes..................................10
CrA—Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes...............11
4
February 3, 2023
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Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
5
February 3, 2023
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6
Custom Soil Resource Report
Soil Map
442191044219304421950442197044219904422010442203044220504422070442191044219304421950442197044219904422010442203044220504422070564880 564900 564920 564940 564960 564980 565000
564880 564900 564920 564940 564960 564980 565000
39° 56' 46'' N 86° 14' 26'' W39° 56' 46'' N86° 14' 20'' W39° 56' 40'' N
86° 14' 26'' W39° 56' 40'' N
86° 14' 20'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84
0 40 80 160 240
Feet
0 10 20 40 60
Meters
Map Scale: 1:887 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
February 3, 2023
Page 78 of 103
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Hamilton County, Indiana
Survey Area Data: Version 20, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 1, 2018—Sep
30, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
7 February 3, 2023 Page 79 of 103
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Br Brookston silty clay loam, 0 to 2
percent slopes
1.5 59.9%
CrA Crosby silt loam, fine-loamy
subsoil, 0 to 2 percent slopes
1.0 40.1%
Totals for Area of Interest 2.5 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
Custom Soil Resource Report
8
February 3, 2023
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onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
9
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Hamilton County, Indiana
Br—Brookston silty clay loam, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: 2t98n
Elevation: 600 to 1,260 feet
Mean annual precipitation: 37 to 46 inches
Mean annual air temperature: 48 to 55 degrees F
Frost-free period: 145 to 180 days
Farmland classification: Prime farmland if drained
Map Unit Composition
Brookston and similar soils: 95 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Brookston
Setting
Landform: Depressions, till plains
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Dip
Down-slope shape: Concave, linear
Across-slope shape: Concave
Parent material: Loess over loamy till
Typical profile
Ap - 0 to 16 inches: silty clay loam
Btg1 - 16 to 32 inches: silty clay loam
Btg2 - 32 to 44 inches: loam
C - 44 to 60 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.60 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: None
Frequency of ponding: Frequent
Calcium carbonate, maximum in profile: 40 percent
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0
mmhos/cm)
Available water storage in profile: Moderate (about 8.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: B/D
Hydric soil rating: Yes
Custom Soil Resource Report
10
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Minor Components
Crosby
Percent of map unit: 5 percent
Landform: Till plains
Landform position (two-dimensional): Footslope, summit
Landform position (three-dimensional): Talf
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: No
CrA—Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: 2thy4
Elevation: 600 to 1,000 feet
Mean annual precipitation: 36 to 44 inches
Mean annual air temperature: 49 to 54 degrees F
Frost-free period: 145 to 180 days
Farmland classification: Prime farmland if drained
Map Unit Composition
Crosby and similar soils: 93 percent
Minor components: 7 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Crosby
Setting
Landform: Recessionial moraines, water-lain moraines, ground moraines
Landform position (two-dimensional): Summit, backslope, footslope
Landform position (three-dimensional): Interfluve, rise
Down-slope shape: Linear, convex
Across-slope shape: Convex, linear
Parent material: Silty material or loess over loamy till
Typical profile
Ap - 0 to 10 inches: silt loam
Btg - 10 to 17 inches: silty clay loam
2Bt - 17 to 29 inches: clay loam
2BCt - 29 to 36 inches: loam
2Cd - 36 to 79 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: 24 to 40 inches to densic material
Natural drainage class: Somewhat poorly drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Low to moderately
high (0.01 to 0.20 in/hr)
Custom Soil Resource Report
11
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Depth to water table: About 6 to 24 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 55 percent
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0
mmhos/cm)
Available water storage in profile: Moderate (about 6.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: C/D
Hydric soil rating: No
Minor Components
Williamstown, eroded
Percent of map unit: 5 percent
Landform: Recessionial moraines, water-lain moraines, ground moraines
Landform position (two-dimensional): Backslope, shoulder, summit
Landform position (three-dimensional): Head slope, nose slope, side slope, crest,
rise
Down-slope shape: Convex, linear
Across-slope shape: Linear, convex
Hydric soil rating: No
Treaty, drained
Percent of map unit: 2 percent
Landform: Depressions, swales, water-lain moraines
Landform position (two-dimensional): Toeslope, footslope
Landform position (three-dimensional): Base slope, dip
Down-slope shape: Linear
Across-slope shape: Concave
Hydric soil rating: Yes
Custom Soil Resource Report
12
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Indiana Wetlands - NWI (2014)
Indiana Wetlands from the National Wetland Inventory, 2014 - Shows the extent, approximate location, and type of wetlands and deepwater habitats in Indiana
Opacity: 1
Wetlands - NWI (2014)
Wetlands NWI (USFWS)
Wetlands Project Metadata NWI (USFS)
Wetlands NWI (2014)https://maps.indiana.edu/previewMaps/Hydrology/Wetlands_NWI.html
1 of 1 10/25/2019, 9:00 AMFebruary 3, 2023 Page 85 of 103
USGS The National Map: Orthoimagery. Data refreshed April, 2019.
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250Feet
Ü86°14'42.59"W 39°56'56.31"N 86°14'5.14"W 39°56'28.72"N
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOODHAZARD AREAS
Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X
Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X
Area with Flood Risk due to Levee Zone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culvert, or Storm SewerLevee, Dike, or Floodwall
Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect
Coastal Transect BaselineProfile BaselineHydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of StudyJurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards
The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 10/25/2019 at 8:47:05 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.
This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes.
Legend
OTHER AREAS OFFLOOD HAZARD
OTHER AREAS
GENERALSTRUCTURES
OTHERFEATURES
MAP PANELS
8
1:6,000
B 20.2
The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location.February 3, 2023 Page 86 of 103
APPENDIX G –CHRISTIAN BROS STORMWATER REPORT
February 3, 2023
Page 87 of 103
Stormwater Management Plan For:
CHRISTIAN BROTHERS
AUTOMOTIVE SERVICE CENTER
Prepared for:
Christian Brothers Automotive Corporation
Jonathan Wakefield
17725 Katy Freeway | Suite 200
Houston, TX 77094
Prepared by:
Progressive Architecture Engineering, P.C.
1811 4 Mile Road NE
Grand Rapids, MI 49525-2442
616/361-2664
August 2, 2019
Project No: 70050012
February 3, 2023
Page 88 of 103
TABLE OF CONTENTS
INTRODUCTION ........................................................................................................................................... 1
EXISTING CONDITIONS .............................................................................................................................. 1
PROPOSED DEVELOPMENT...................................................................................................................... 1
Design Standards ..................................................................................................................................... 1
Proposed Storm Pipe Network ................................................................................................................. 1
Water Quality ........................................................................................................................................... 1
Detention ................................................................................................................................................. 1
APPENDICIES
Appendix 1 Existing Conditions Drainage Area Map
Appendix 2 Post-Development Drainage Area Map – Pipe Network Sizing
Appendix 3 Post-Development Drainage Area Map – Detention Sizing
Appendix 4 Stormwater Design Calculations
February 3, 2023
Page 89 of 103
STORMWATER MANAGEMENT PLAN
Christian Brothers Automotive Service Center 70050012
Stormwater Management Plan Page 1
INTRODUCTION
Christian Brothers Automotive Service center is the first project as part of the overall development,
“Michigan Road Retail Site Development.” The 5,660 square foot automotive service building is proposed
on a 1.23-acre parcel with proposed parking, dumpster enclosure and landscaping.
In 2018, plans were approved for a multi-family housing development, “Aria.” As part of this development,
a large detention basin and water quality units were sized to accommodate both the Aria Development as
well as the parcel to the east, Michigan Road Retail Site Development, which the Christian Brothers
property is part of.
EXISTING CONDITIONS
The existing parcel is an open field with fallow ground cover. The east quarter of the property drains to a
low point on the east side and the rest of the site drains to the west where it collects and pools in low
areas. The existing soil is silty clay and loam with poor infiltration. Appendix 1 shows a drainage area map
of existing conditions.
PROPOSED DEVELOPMENT
Design Standards
The proposed stormwater management plan is designed in accordance with “The City of Carmel
Stormwater Technical Standards Manual.”
Proposed Storm Pipe Network
The proposed Christian Brothers stormwater pipe network is designed to handle the stormwater
discharge of a 10-year storm event and provide 2-1/2 feet minimum cover at all catch basins. The storm
runoff will be collected in catch basins around the site and discharge to a catch basin in Redd Road,
proposed as part of the Redd Road extension. The building roof runoff will collect in underdrains and
connect to catch basins at the front and rear of the building. The landscaped area behind the building and
on the east side of the building will be graded to provided adequate drainage to several yard drains.
Appendix 2 shows a drainage area map to each catch basin for pipe network sizing and includes off site
drainage.
Water Quality
Water quality for the proposed Christian Brothers site will be treated off-site on the Aria Development.
Water quality will be provided with 3 mechanical water quality units sized to serve both the multi-family
development and the Michigan Road Retail Site Development, which includes the Christian Brothers site.
Please refer to the “Stormwater Technical Report for Michigan Road Site” which was approved for the
Aria Development and Michigan Road Retail Development for more details on the water quality units.
Detention Basins
Stormwater detention and restricted release will be provided by a large detention basin on the Aria
Development site. This detention basin will store water for the multi-family development and the Michigan
Road Retail Site Development, which includes the Christian Brothers site. Appendix 3 shows a drainage
area map used for detention sizing calculations. The runoff curve number for the proposed Christian
Brothers site is 91 and the detention sizing calculations assumed a runoff curve number of 92.8 for this
commercial development. Please refer to the “Stormwater Technical Report for Michigan Road Site”
which was approved for the Aria Development and Michigan Road Retail Development for more details
on the detention sizing and release rates.
February 3, 2023
Page 90 of 103
STORMWATER MANAGEMENT PLAN
Christian Brothers Automotive Service Center 70050012
Stormwater Management Plan
APPENDIX 1
Existing Conditions Drainage Area Map
February 3, 2023
Page 91 of 103
XXOHE900900
9009019
0
1
90
1900899
900
899
901898898
1"=
DRAINAGE AREA MAP - EXISTING CONDITIONS
40'040'
ISSUANCES
DRAWN BY
PROFESSIONAL
PROJECT MANAGER
FILE NUMBER
CHECKED BY 1811 4 Mile Rd NE Grand Rapids, MI 49525 616.361.2664 www.progressiveae.comTHIS DOCUMENT HAS BEEN PREPARED BY PROGRESSIVE AE AS AN INSTRUMENT OF SERVICE, AND PROGRESSIVE AESHALL RETAIN ALL COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING THE COPYRIGHT THERETO.7/31/2019 2:55:36 PMP:\70050012\WIP DRAWINGS\Drainage Area Map.dwg shortjCHRISTIAN BROTHERS AUTOMOTIVEPROPOSED SERVICECENTERCARMEL, INDIANA70050012
JPM
JPM
JRS
DRAINAGE AREA
MAP - EXISTING
CONDITIONS
DRAINAGE AREA PERVIOUS AREA IMPERVIOUS AREA RUNOFF CURVE NUMBER
TOTAL PROPERTY AREA 1.23 Ac 1.23 Ac 0.00 Ac 90
PERVIOUS AREA IS FALLOW CROP RESIDUE (CR) IN GOOD CONDITION - HYDROLOGIC SOIL GROUP D
- EXISTING FALLOW LAND
February 3, 2023 Page 92 of 103
STORMWATER MANAGEMENT PLAN
Christian Brothers Automotive Service Center 70050012
Stormwater Management Plan
APPENDIX 2
Post-Development Drainage Area Map – Pipe Network Sizing
February 3, 2023
Page 93 of 103
WCB-1
CB-2
CB-3
YD-3A
YD-3B
YD-3C
CB-5
CB-4
CO
CO
CO
CO
CO 900900
9009019
0
1
90
1900899
900
899
901898898
900 901
900900901900
900901
901
YD-5A
1"=
DRAINAGE AREA MAP - PIPE NETWORK SIZING
40'040'
ISSUANCES
DRAWN BY
PROFESSIONAL
PROJECT MANAGER
FILE NUMBER
CHECKED BY 1811 4 Mile Rd NE Grand Rapids, MI 49525 616.361.2664 www.progressiveae.comTHIS DOCUMENT HAS BEEN PREPARED BY PROGRESSIVE AE AS AN INSTRUMENT OF SERVICE, AND PROGRESSIVE AESHALL RETAIN ALL COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING THE COPYRIGHT THERETO.7/31/2019 2:55:25 PMP:\70050012\WIP DRAWINGS\Drainage Area Map.dwg shortjCHRISTIAN BROTHERS AUTOMOTIVEPROPOSED SERVICECENTERCARMEL, INDIANA70050012
JPM
JPM
JRS
CATCH BASIN DRAINAGE AREA PERVIOUS AREA IMPERVIOUS AREA
CB-1 0.08 Ac 0.03 Ac 0.05 Ac
CB-2 0.01 Ac 0.01 Ac 0.00 Ac
CB-3 0.05 Ac 0.00 Ac 0.05 Ac
CB-4 0.17 Ac 0.03 Ac 0.14 Ac
CB-5 0.28 Ac 0.02 Ac 0.26 Ac
YD-3A 0.34 Ac (0.25 Ac off-site) 0.33 Ac 0.01 Ac
YD-3B 0.23 Ac (0.14 Ac off-site) 0.19 Ac 0.04 Ac
YD-3C 0.20 Ac (0.01 Ac off-site) 0.18 Ac 0.02 Ac
YD-5A 0.29 Ac (0.24 Ac off-site) 0.28 Ac 0.01 Ac
DRAINAGE AREA TO
CBA CATCH BASINS 1.65 Ac 1.07 Ac 0.58 Ac
Total Off-site drainage area to CBA catch basins = 0.64 Acres
DRAINAGE AREA
MAP - PIPE
NETWORK SIZING
- ON-SITE DRAINAGE AREA
- OFF-SITE DRAINAGE AREA
- PERVIOUS AREA February 3, 2023 Page 94 of 103
STORMWATER MANAGEMENT PLAN
Christian Brothers Automotive Service Center 70050012
Stormwater Management Plan
APPENDIX 3
Post-Development Drainage Area Map – Detention Sizing
February 3, 2023
Page 95 of 103
XXCB-1
CB-2
CB-3
YD-3A
YD-3B
YD-3C
CB-5
CB-4
CO
CO
CO
CO
CO 900900
9009019
0
1
90
1900899
900
899
901898898
YD-5A
1"=
DRAINAGE AREA MAP - DETENTION SIZING
40'040'
- PERVIOUS AREA
ISSUANCES
DRAWN BY
PROFESSIONAL
PROJECT MANAGER
FILE NUMBER
CHECKED BY 1811 4 Mile Rd NE Grand Rapids, MI 49525 616.361.2664 www.progressiveae.comTHIS DOCUMENT HAS BEEN PREPARED BY PROGRESSIVE AE AS AN INSTRUMENT OF SERVICE, AND PROGRESSIVE AESHALL RETAIN ALL COMMON LAW, STATUTORY AND OTHER RESERVED RIGHTS, INCLUDING THE COPYRIGHT THERETO.7/31/2019 2:55:31 PMP:\70050012\WIP DRAWINGS\Drainage Area Map.dwg shortjCHRISTIAN BROTHERS AUTOMOTIVEPROPOSED SERVICECENTERCARMEL, INDIANA70050012
JPM
JPM
JRS
DRAINAGE AREA
MAP - DETENTION
SIZING
DRAINAGE AREA PERVIOUS AREA IMPERVIOUS AREA RUNOFF CURVE NUMBER RATIONAL RUNOFF COEFFICIENT
TOTAL PROPERTY AREA 1.23 Ac 0.50 Ac 0.73 Ac 91 0.59
* PERVIOUS AREA IS OPEN SPACE IN GOOD CONDITION - HYDROLOGIC SOIL GROUP D
*IMPERVIOUS AREA IS PAVED PARKING LOTS, ROOFS, AND DRIVEWAYS - HYDROLOGIC SOIL GROUP D
* DETENTION CALCULATIONS FOR ARIA APARTMENT DETENTION BASIN ASSUMED A RUNOFF CURVE NUMBER OF 92.8 FOR THIS PROPERTY.
- IMPERVIOUS AREA
February 3, 2023 Page 96 of 103
US 421
(MICHIGAN
ROAD)GGGGWOHUOHUOHUOHUOHUOHUOHUOHUOHU OHU OHU
OHU
OHU
ANDRADEDRIVELOT 2
0.25 AC
LOT 1
5.86 ACLOT 3
14.56 AC WWWEST
O
N
P
O
I
N
T
E
D
R
I
V
E
REDD ROADOFF-N
0.39 AC
OFF-E
0.41 AC
DIR-N 0.17 AC
DIR-S 1.22 AC
DEV
13.99 AC
FUT DEV
5.86 AC
FIGURE 3.2POST-DEVELOPED BASIN MAPDate: June 29, 2018WEIHEweihe.netIndianapolis, Indiana 4628010505 N. College Avenue317 | 846 - 6611E N G I N E E R SMICHIGAN ROAD SITEZIONSVILLE, INFebruary 3, 2023 Page 97 of 103
Basin Type of Cover/ Percent Weighted
Name A B C D Condition of Cover of Basin A B C D CN
DEV 0% 0% 39% 61% Impervious (Pond Area) 8% 98 98 98 98 98.0
0% 0% 39% 61% Commercial 70% 89 92 94 95 94.6
0% 0% 39% 61% Open Space, Good Cond. 22% 39 61 74 80 77.7
DEV 100%91.2
FUT DEV 0% 0% 48% 52% Commercial 90% 89 92 94 95 94.5
0% 0% 48% 52% Open Space, Good Cond. 10% 39 61 74 80 77.1
FUT DEV 92.8
OFF-N 0% 80% 20% 0% Impervious 2% 98 98 98 98 98.0
0% 80% 20% 0% Open Space, Good Cond. 98% 39 61 74 80 63.6
OFF-N 64.3
OFF-E 0% 70% 30% 0% Impervious 12% 98 98 98 98 98.0
0% 70% 30% 0% Open Space, Good Cond. 88% 39 61 74 80 64.9
OFF-E 68.9
Weighted Curve Project:Michigan Road Site
Number Calculations Date:6/29/2018
Prepared By:TPG
Soil Group %Curve Number (CN)
Job No.:W17-0567
Proposed Conditions Checked By:KCS
February 3, 2023
Page 98 of 103
WinTR-55 Current Data Description
--- Identification Data ---
User: ShortJ Date: 7/31/2019
Project: 70050012 - CBA Carmel Units: English
SubTitle: Stormwater Runoff Calculations Areal Units: Acres
State: Indiana
County: Hamilton NOAA_A
Filename: P:\70050012\WIP DRAWINGS\Civil\Calcs\TR-55 Stormwater Runoff Data - Drainage Area and Total Property.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
CBA SITE PROPERTY AREA Outlet 1.23 91 .145
Total area: 1.23 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
2.85 3.53 4.06 4.81 5.4 6.02 2.37
Storm Data Source: Hamilton NOAA_A County, IN (NRCS)
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.10 Page 1 7/31/2019 1:45:27 PM
February 3, 2023
Page 99 of 103
ShortJ 70050012 - CBA Carmel
Stormwater Runoff Calculations
Hamilton NOAA_A County, Indiana
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
CBA SITE Open space; grass cover > 75% (good) D .5 80
Paved parking lots, roofs, driveways D .73 98
Total Area / Weighted Curve Number 1.23 91
==== ==
WinTR-55, Version 1.00.10 Page 1 7/31/2019 1:45:27 PM
February 3, 2023
Page 100 of 103
STORMWATER MANAGEMENT PLAN
Christian Brothers Automotive Service Center 70050012
Stormwater Management Plan
APPENDIX 4
Stormwater Design Calculations
February 3, 2023
Page 101 of 103
Storm-Drainage Design Summary - Rational MethodProject Name:Christian Brothers Auto - Carmel, INDesigned By:JRSChecked By:JPMProject #:70050012Date:4/11/2019Date:Project Location:Carmel, IndianaModified:7/15/2019Design Assumptions:Manning's Equation where n =0.013 Concrete PipeDesign Storm =10-YearALL NON-SHADED CELLS ARE INPUT CELLS.Min Tc =5.00min123456789101112131415161718192021222324252627282930Proposed Pipe NetworkDrainage Areas & CDesign FlowFull Flow ConditionsHydraulic Grade Line ElevationActual Flow ConditionsUpper Structure IDLower Structure IDPipe DiameterPipe LengthDesign Slope of Pipe (S)Upper Invert ElevationLower Invert ElevationUpper Rim ElevationLower Rim ElevationInlet Drainage Area (acres)Weighted Runoff Coefficient "C"Time of Concentration (min)Inlet C x ASum of C x ARainfall Intensity (in/hr)Total Runoff Design Flow (cfs)Flowing Full Pipe Capacity Q=C1xS1/2 (cfs)Manning's "C1" Factor(1.49/n) x AxR2/3Velocity (ft/s)Time of Flow (min)Slope of Energy Grade Line (ft/ft)Frictional Losses (ft)Minor Losses 1/2(V2/2g) (ft)Total Hydraulic Head Loss (ft) HGL Upper* HGL LowerDepth of Hydraulic Grade Line below Upper Rim ElevationVelocityDepth of Flow (feet)Percent Full(D/do)YD-3CYD-3B12100 0.38%895.70 895.32899.20899.000.200.325.000.06 0.066.12 0.39 2.20 35.63 2.800.600.000 0.012 0.030 0.042 895.96 895.923.241.960.2525.00%YD-3BYD-3A12100 0.30%895.22 894.92899.00898.900.230.375.600.09 0.156.12 0.91 1.95 35.63 2.480.670.001 0.065 0.043 0.109 895.92 895.813.082.360.4545.00%YD-3ACB-31289 0.30%894.82 894.56898.90899.750.340.276.270.09 0.246.12 1.47 1.95 35.63 2.480.600.002 0.152 0.055 0.207 895.81 895.603.092.670.6060.00%YD-5ACB-512 193.7 0.40%896.34 895.56899.90900.000.290.285.000.08 0.086.12 0.50 2.25 35.63 2.871.130.000 0.039 0.038 0.077 896.38 896.303.522.220.3030.00%CB-5CB-412 102.5 0.50%895.46 894.95900.00898.850.280.906.130.25 0.346.12 2.05 2.52 35.63 3.210.530.003 0.339 0.097 0.436 896.30 895.873.703.530.6565.00%CB-4CB-31584 0.35%894.85 894.56898.85899.750.170.856.660.15 0.486.12 2.95 3.82 64.60 3.110.450.002 0.175 0.091 0.266 895.87 895.602.983.430.8165.00%CB-3CB-21821 0.25%894.46 894.40899.75900.050.050.957.110.05 0.776.12 4.73 5.25 105.05 2.970.120.002 0.043 0.087 0.129 895.60 895.474.153.341.0570.00%CB-2CB-1 1855 0.25%894.30 894.17900.05899.430.010.367.220.00 0.786.12 4.76 5.25 105.05 2.970.310.002 0.113 0.087 0.200 895.47 895.274.583.341.0570.00%CB-1 CB 2.21846 0.25%894.07893.95 899.43n/a0.080.707.530.05 0.836.12 5.09 5.25 105.05 2.970.260.002 0.108 0.089 0.197 895.27 895.084.163.391.1375.00% Total Drainage Area =Total CxA = 0.83Manning's "C1" Factor = (1.49/n) x (A) x (R 2/3) * Starting HGL calculation is set based on actual depth of flow.1.65 Weighted Site "C" = 0.50Q = "C1" x S1/2 * HGL is max value of downstream HGL or actual flow elevation.* Check outlet storm sewer crown or Basin HWL for starting HGLP:\70050012\WIP DRAWINGS\Civil\Calcs\CBA Carmel - Master Storm.xlsm/Storm Sewer 10-YR8/2/2019February 3, 2023
Page 102 of 103
Project: Christian Brothers Auto - Carmel, IN
Project # 70050012 Prepared By: JRS
Subject: Stormwater Detention Basin Sizing Reviewed By:
Date:
Revised:
Determination of Post-Development Peak Discharge from Site
10-year and 100-year Storm Events
Rational Method
Design Information:
Site Information:
Total Area of Proposed Development =1.23 Acres
Impervious Area =0.73 Acre
Pervious Area = 0.50
Impervious "C" Factor =0.90
Pervious "C" Factor =0.30
Weighted "C" Factor for Post-Development Area of Site =0.59
Storm Information:
Time of Concentration = 8.00 Min
10-Year Storm Intensity (5-min) = 6.12 in/hr
100-year Storm Intensity (5-min) = 9.12 in/hr
Peak Discharge Rates:
10-Year Peak Discharge = 4.47 cfs
100-Year Peak Discharge = 6.67 cfs
* These rates represent the discharge from the Christian Brothers site. Restricted release to allowable rates will be accomplised
from the detention basin on the Aria Development.
May 30, 2019
P:\70050012\WIP DRAWINGS\Civil\Calcs\CBA Carmel - Master Storm.xlsm/STORM DISCHARGE
8/2/2019
February 3, 2023
Page 103 of 103