HomeMy WebLinkAboutDrainage Design Report
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Drainage Design Report
for
OpUS North Corporation
Building #1 Parking Improvements
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RECEIVED
- AUG- 32007 ..
. --"-
DOCS-
Carmel, Indiana
Prepared for:
Opus North Corporation
10333 North Meridian St, Suite 130
Indianapolis, IN 46290
August 2, 2007
CJt1 ~
David Loch, P.E.
INDIANA PElO000126
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Cripe
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Architects + Engineers
7172 Graham Road Indianapolis. Indiana 46250 Telephone 317842 6777 Facsimile 317841 4798
www.cripe.biz
PIC 0990399-20200
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DRAINAGE DESIGN REPORT FOR
OPUS NORTH CORPORATION BLDG. #1 PARKING IMPROVEMENTS
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1.0 Introduction.........................................................................................................1
1,1 Project Description............................,..................,...............................................1
1.2 Scope of Report.....,...,.,.......................................................................................1
1.3 Existing Conditions ........... .............. ........... ....... .................. .......... .........,. ...........1
2.0 Pre-developed Conditions..... .... ............. ............ ...... .......... ........ ....... .................2
2.1 Pre-developed Site Conditions Allowable Release Rates ....................................2
3.0 Post-Developed Drainage Analysis .................... ................ ........ .......... ..... ........2
3.1 Post-developed Site Conditions...........................................................................2
3.2 Storm Sewer Network..................... ...................................................... ,....,......... 2
4.0 Water Qual ity Analysis.......... ...................................... ......... .......... ............... .....3
5.0 Conclusions.................... ......... ............................................................................3
Appendix A - Post-Developed Drainage Basin Map
Appendix B - Water Quality Analysis
Appendix C - Storm Pipe Analysis and Calculations
Appendix 0 - Wool pert Master Plan Drainage Report
Appendix E - Woolpert Phase 1 Drainage Report
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1.0 Introduction
This Drainage report outlines the storm water management system to serve the Opus
North Corporation Building #1 in the Landmark at Old Meridian development, located
East of US 31, North of West Carmel Dr. and West of Pennsylvania S1. The purpose of
this report is to identify the impacts of the proposed parking improvements and how they
will relate to the storm water management system currently installed on the Opus site.
The detention design of this site is governed by the City of Carmel and Hamilton
County. City of Carmel standards were used for the storm sewer and water quality
design.
1.1 Project Description
The proposed improvements are located within the 13.95 acre Phase 1 North portion of
the approximate 23.6 acre Opus North Corporation property. The project will consist of
the reconstruction of an existing drive, and the addition of new parking areas as master
planned within the first phase of the development. The disturbed area within the parcel
is approximately 2.61 acres of the 13.95 acre Phase 1 property.
1.2 Scope of Report
This report summarizes the design for the additional parking areas and the
reconstructed drive as it relates to the Phase 1 master plan versus overall storm water
management system as designed in the Woolpert Drainage Reports dated September
2005 and the supplement dated October 2005.
1.3 Existing Conditions
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The existing developed site drains to the existing pond where it is detained and
ultimately drains South throLi9h a temporary swale and then to two 21" CMP pipes
under West Carmel Dr. The remainder of the site drains directly to the temporary swale
and then out the 21" CMP pipes.
The adjoining properties consist of the following:
North: Hotel (82)
South: Commercial Strip Mall (82)
East: Assisted Living Facility (OM/MF)
West: US 31 (Freeway)
The soils maps from the US Department of Agriculture, Soil Conservation Service
identifies the tributary watershed to contain three soils classifications. These are:
Brookston silty clay loam (Sr) and Crosby Silt loam (CrA).
1
0:\ 1999\990399\20200\docs\Engr\Reports\Drainage Report_revised, DOC
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The Firm map panel numbers 18057C0206F and 18057C0207F dated February 19,
2003, indicate that the site lies in Flood Zone "Xli. These areas are considered to be
outside of the 500 year floodplain.
2.0 Pre-developed Conditions
2.1 Pre-developed Site Conditions Allowable Release Rates
In the Phase 1 drainage report supplement to the master plan for the Opus North
Corporation site done by Woolpert LLP, the existing pond may release up to 2.95 cfs to
the existing temporary swale that runs south and ultimately to the twin 21" CMP pipes.
This model included 13.95 acres, a time of concentration of 10 min. and a weighted
curve number of 90 for the contributing watershed to the wet pond. Please refer to
Appendices D and E for the drainage analysis calculations completed by Woolpert LLP.
3.0 Post-Developed Drainage Analysis
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3.1 Post-developed Site Conditions
The post-developed drainage analysis consists of a storm sewer network designed to
take the proposed parking areas to the existing pond, and, an analysis of the current
system as it relates to the Phase 1 master planned storm water management system.
The current contributing watershed for the existing pond as updated by the proposed
parking areas and storm sewer network is as follows:
Area = 9.48 acres
Weighted CN = 92
Time of concentration := 10 min.
Per the design data by Woolpert, the impact of the additional parking areas continues to
follow the Phase 1 master plan design. To accomodate for the higher eN, the future
buildout of Phase 1 will contain more grass areas. See Appendix A for Phase 1 Basin
map.
3.2 Storm Sewer Network
Stormcad was utilized to size the storm sewers using the Rational Method. The 10 year
event is contained within the crown of the pipes and the 100 year within the casting of
the structure. The storm water will not stage to an elevation that will surcharge the
inlets. The pipes are oversized to provide the opportunity for future build out of the site.
(See calculations and the inlet basin exhibit in Appendix C).
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4.0 Water Quality Analysis
The improvements were analyzed for the provision of water quality. The water quality
Best Management Practice (BMP) structure is sized based on the Water Quality
Treatment rate. The water quality treatment rate was determined by using hydrograph
generation methods.
The peak treatment flow calculated for the BMP structure is 2.73 cfs. To treat this flow,
a VortSentry HS72 BMP has been detailed.
The hydrograph utilized the SCS Type II distribution for 1 inch of rainfall in 24-hours.
(See detailed calculations in Appendix B).
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5.0 Conclusions
The eXisting detention pond contains sufficient storage volume to accept the additional
parking areas added to Building #1 on the Opus North Corporation site. The proposed
storm drainage system complies with the Phase 1 report and the overall master plan
design. There are no adverse impacts anticipated by this design.
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Appendix A
Post-Developed Drainage Basin Map
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Appendix B
Water ,Quality Analysis
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Job File: O:\1999\990399\202DO\calcs\Engr\Storrn\WATER QUALITY.PPW
Rain Dir: O:\1999\990399\20200\calcs\Engr\Storrn\
,TOB TITLE
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Project Date: 7/31/2007
Project Engineer: jnierzwicki
Project Title: Water Quality
Project Comments:
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SiN: F21B05A2EIC9
PondPaek Ver. 9.0046
Paul I. Cripe Ine
Time: 3:19 PM
Date; 8/112007
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... O:\1999\990399\202oo\calcs\Engr\Storm\WATER QUALITY.PPW
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MASTER DESIGN STORM SUMMARY
Ne twork S torrn Colleccion: lineh WQ
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Return Evem:
Total
Depth
in
Rainfall
Type
RNF ID
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1.0000
Syntheti.c Curve
TypeII 24hr
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MASTER NETWORK SUMMARY
SCS Uni~ Hydrograph Method
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(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
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Return HYG Vol Qpeak Qpeal: Max WSEL Pond Storage
Node ID Type Event ac- ft Trun hrs cfs ft ac-ft
----------------- ------~--- --------- -------- ~------- ---~--------
*OUT 10 JCT 2 .170 11 . 9500 2.73
WATER QUALITY AREA 2 .170 11.9500 2.73
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SIN: F21B05A2EIC9
pondpack Ver. 9.0046
Paul I. Cripe Ine
Time: 3:19 "OM
Date: 8/2/2007
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Type. . . .
Name.. ..
File. . . .
StoLm.
qesign Storms
linch wQ
O:\1999\990399\20200\calcs\Engr\Storm\
TypeII 24hr Tag: 21
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DESIGN STORMS SUMMARY
Design Storm File,1D = 1inch WQ
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Storm Tag Name
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Data Type, File, ID =
Storm Frequency
Total Rainfall Depth~
Duration Multiplier =
Resulting DUl:ation
Resulting Start Time~
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SiN: F21B05A2E1C9
PondPack Ver. 9.0046
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= 21
Synthetic Storm
2 yr
1.0000 in
1
24.0000 hrs
.0000 hl:s Step=
TypeIl
.1000 hrs
Paul 1. Cripe Inc
Time: 3:19 Pt'j
Page 2.02
Event: 2 yr
24hr
End= 24.0000 hrs
Date: 8/1/2007
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Type.... Synthetic Curve
Name.... TypeII 24hr Tag: 21
File.... O:\1999\990399\20200\calcs\~ngr\Storm\
Page 3.02
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CUMULATIVE RAINFALL FRACTIONS
Time I Output Time increment = .1000 hrs
hrs I Time on left represents time for first value in each row.
---------I---------~-----~~---------------------------------------------
22.0000 I .977 .978 .979 .981 .982
22.5000 I .983 .984 .985 .986 .988
23.0000 I .989 .'390 .991 .992 .993
23.5000 I .'394 .9% .997 .998 .999
24.0000 I 1.000
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SiN: F21B05A2EIC9
PondPack Ver. 9.0046
Paul I. Cripe Ine
Time: 3:19 PM
Date: 8/112007
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Type.... Synthetic Cumulative Depth
Name.... TypeII 24hr Tag: 21
File.... O:\1999\990399\20200\eales\Engr\Starm\
Storm... Typell 24hr Tag: 21
Page 3.04
Event: 2 yr
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CUMULATIVE RAINFALL DEPTHS (in)
Time Output Time increment = .1000 hrs
hrs 1 Time on left represents ti.me for first value in each row.
---------1--------------------------------------------------------------
22.0000 I .9770 .9782 .9794 .9806 .9818
22.5000 I .9829 .9841 .9853 .9864 .9876
23.0000 I .9888 .9899 .9910 .9922 .9933
23.5000 I .9944 .9956 .9967 .9978 .9989
24.0000 I 1.0000
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SIN: F21B05A2EIC9
PondPack Ver. 9.0046
Paul I. Cripe Ine
Time: 3:19 pr~
Date: 8/1/2007
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Type.... Te Cales
Name.... WATER~QUALITY
Page 4.02
File.... O:\1999\990399\20200\eales\Engr\Storm\WATER QUALITY.PPW
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-----~---------~~-------------~------~---~---------~-------------~~-~---
Tc Equations used...
---~---------~------------~~--------------------~--------------~--------
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scs TR-55 Sheet Flow ==========~=~=========~~~==~=~~===============
Tc ~ (.007 * ((n * Lf)**O.8)) I ((pH.5} " (Sf**.4))
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Where: Te
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Lf
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Time of concentration, hrs
Mannings n
Flow length, ft
2yr, 24hr Rain depth, inches
Slope, %
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SIN: F21B05A2E1C9
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Date: 8/1/2007
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Appendix 1'.
Index of startj.ng Page Nu~bers for ID Names
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linch WQ... 2.01, 2.02
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TypeII 24hr 21...3.01,3.03
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Watershed... 1.01
WATER_QUALITY... 4.01, 5.01
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SIN: F21BOSA2EIC9
pondpack Ver. 9.0046
Paul I. Cripe Inc
Time: 3:19 PM
,--,
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Da t e: 8 11/2007
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Appendix C
Storm Pipe Analysis and Calculations
6
0:\ 1999\990399\20200ldocs\Engr\Reports\Drainage Reporuevised.DOC
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Scenario: Base
Inlet Report
Label alculalec Ground Set Rim Rim Sump Area Inlet Inlet Time Local System Total System Inlet Inlet pescription
Station Elevation Equal to Elevation Elevation (acres) C CA of Intensity Intensity Flow Rational Location
(ft) (ft) Ground (ft) (ft) (acres oncentratio (in/hr) (in/hr) To Inlet Flow
levation" (min} (ds) (cfs}
702 0+64 868.54 true 868.54 864.20 0.25 0.83 0.21 5.00 6.12 5.70 1.26 10.08 Generic Default 1 ( In Sag
704 2+49 868.78 true 866.78 864.79 0.20 0.82 0.16 5.00 6.12 583 1.01 5.73 Generic Default 1( In Sag
705 3+89 869.00 true 869.00 86514 0.16 0.83 0.13 500 6.12 5.97 0.82 2.60 Generic Default 1( In Sag
706 3+16 868.68 true 868.68 864.93 0.14 0.83 0.12 5.00 6.12 5.97 0.72 2.28 Generic Default1C In Sag
707 3+08 868.53 true 868.53 864.85 0.22 0.79 0.17 5.00 6.12 6.02 1.07 2.26 Generic Defaul11 C In Sag
708 3+19 869.00 true 869.00 865.39 0.11 0.79 0.09 5.00 6.12 6.06 0.54 1.00 Generic Default 1 In Sag
709 3+62 869.00 true 869.00 865.53 0.10 077 0.08 5.00 6.12 6.12 0.48 0.48 Generic Default 1 ( In Sag
710 3+65 869.25 true 869.25 865.54 013 0.27 0.04 5.00 6.12 6.12 0.22 0.22 Generic Default 1 ( In Sag
711 2+72 868.43 true 868.43 865.23 0.22 0.79 0.17 5.00 6.12 6.04 1.07 1.21 Generic Default 1( In Sag
1-1 5+15 869.01 true 869.01 865.81 018 0.83 0.15 5.00 6.12 6.12 0.92 0.92 Generic Default 1 In Sag
1-2 3+98 868.73 true 868.73 865.17 0.18 0.83 0.15 5.00 6.12 5.98 0.92 1.80 Generic DefaultH In Sag
1-6 4+42 868.79 true 868.79 865.59 0.18 077 0.14 5.00 6.12 6.12 0.86 086 Generic Default 1 ( In Sag
1-7 3+25 868.41 true 868.41 864.96 0.15 0.83 012 5.00 6.12 5.98 0.77 1.59 Generic Defaul11 ( In Sag
1-9 3+16 869.50 true 869.50 865.38 0.09 0.28 0.03 500 6.12 6.12 0.16 0.16 Generic Default 1 ( In Sag
Title: OPUS - Storm Design
o:\..\calcs\engr\storm\stormcad jrn 073007.stm
08101/07 03'53:46 PM
Paull. Cripe, Inc.
@ Haestad MethodS, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666
/bli
c:=
Project Engineer: jnierzwicki
StormCAD v5.5 [5.5003]
Page 1 of 1
Scena rio: Base
Node Report
Label Area Inlet Inlet External System Time External Upstream Time System System System Additional ~dditional Known Upstrearr Total Ground Rim Hydraulic Hydrauli( Local Local Description
(acres) C CA CA CA of Time of f Concentratio low Time Intensity Rational Flow Ca rryove Flow P-dditiona System Elevation Elevation Grade Grade Inlensily Rational
(acres) (acres) (acres) oncentratio oncentratio (min) (min) (in/hr) Fiow (cfs) (cfs) (cfs) Flow Flow (ft) (ft) Line In Line Out (in/hr) Flow
(min) (min) (cfs) (cfs) (cfs) (ft) (ft) (cIs)
701 175 7.56 5.66 1001 10.01 866.00 866.00 864.00 864.00
702 0.25 0.83 0.21 0.00 1.75 500 0.00 7.33 7.33 5.70 10.08 0.00 0.00 0.00 0.00 10.08 868.54 868.54 865.63 865.51 6.12 1.28
703 1.55 6.83 5.79 9.03 9.03 870.25 870.25 865.93 865.91
704 0.20 0.82 0.16 0.00 097 5.00 0.00 6.60 6.60 5.83 5.73 0.00 0.00 0.00 0.00 5.73 868.78 868.78 866.06 866.03 6.12 1.01
705 0.16 0.83 013 0.00 043 5.00 000 5.82 5.82 5.97 2.60 0.00 0.00 0.00 0.00 2.60 869.00 869.00 866.20 866.16 6.12 0.82
706 0.14 0.83 0.12 0.00 0.38 5.00 0.00 5.84 5.84 5.97 228 0.00 0.00 0.00 0.00 2.28 868.68 86868 866.09 866.09 6.12 0.72
707 0.22 079 0.17 0.00 0.37 5.00 0.00 5.56 5.56 6.02 2.26 000 0.00 0.00 0.00 2.26 868.53 868.53 866.00 865.99 6.12 1.07
708 0.11 0.79 0.09 0.00 0.16 5.00 000 5.34 5.34 6.06 1.00 0.00 0.00 0.00 0.00 1.00 869.00 869.00 866.01 866.01 6.12 0.54
709 0.10 0.77 0.08 0.00 0.08 5.00 0.00 0.00 5.00 6.1.2 0.48 0.00 0.00 0.00 0.00 0.48 869.00 869.00 866.03 866.03 6.12 0.48
710 0.13 0.27 0.04 0.00 0.04 5.00 0.00 0.00 5.00 6.12 0.22 0.00 0.00 0.00 0.00 022 869.25 869.25 866.00 866.00 6.12 0.22
711 0.22 079 017 0.00 020 5.00 0.00 5.47 5.47 6.04 1.21 0.00 000 0.00 0.00 1.21 868.43 868.43 866.02 865.99 6.12 1.07
1-1 0.18 0.83 0.15 0.00 0.15 500 0.00 0.00 5.00 6.12 0.92 0.00 0.00 0.00 0.00 0.92 869.01 869.01 866.32 866.32 6.12 0.92
1-2 0.18 0.83 0.15 0.00 0.30 5.00 0.00 5.77 5.77 5.98 180 0.00 0.00 0.00 0.00 1.80 868.73 868.73 866.21 866.21 6.12 0.92
1-6 0.18 0.77 0.14 0.00 0.14 5.00 0.00 0.00 5.00 6.12 086 000 0.00 0.00 0.00 0.86 868.79 868.79 866.17 866.17 6.12 0.86
1-7 0.15 0.83 0.12 0.00 0.26 5.00 000 5.79 5.79 5.98 1.59 0.00 000 000 0.00 1.59 868.41 868.41 866.10 866.10 6.12 077
1-9 0.09 0.28 0.03 0.00 0.03 5.00 0.00 0.00 5.00 6.12 0.16 0.00 0.00 0.00 0.00 0.16 86950 869.50 866.02 866.02 6.12 0.16
Title OPUS - Storm Design
0:\__. Icalcs\engr\storm\stormcad jrn 073007.slm
D8fDlI07 03:54:06 PM
Paul I. Cripe, Inc.
@ Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666
1\
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joylZ.
-
Project Engineer: jnierzwicki
Storm CAD v5.5 [5.5003]
Page 1 of 1
Scena'rio: Base
Pipe Report
Label Upstream Downstream Upstream Upstream Inle Upstream Upstream Calculated System Total Length Constructed Section Mannings Full Upstream Downstream Upstream Downstream Upstream Downstream Hydraulic Jupstrearr Hydraulic bownstrear Average Flow I Full Capacity
Node Node Inlet Rational Inlet System CA Intensity System (f1) Slope Size n Capacity Invert Invert Ground Ground Cover Cover Grade Crown Grade Crown Velocity (%)
Area Coefficient CA (acres) (inlhr) Flow (ftlfI) 'lets) Elevation Elevation Elevation Elevation (f1) (f1) Line In Elevation Line Out Elevation (ftls)
(acres) (acres) (efs) (ft) (f1) (ft) (f1) (f1) (f1) (ft) (ft)
P-1 1-1 1-2 0.18 0.83 0,15 015 6.12 0.92 117.00 0.003333 12 inch 0.013 2.06 865.81 865.42 869.01 868,73 2.20 2.31 86~32 866.81 866.21 866.42 2.55 44.8
P-2 1-2 705 0.18 0.83 0.15 0.30 5.98 1.80 9.00 0.003333 15 inch 0,013 3.73 865.17 865.14 868.73 869.00 2.31 2.61 866'.21 866.42 866.20 866.39 3.01 48.3
P-3 705 704 0.16 0.83 0,13 0.43 5.97 2.60 140.00 0,002500 1 8 inch 0013 5.25 865.14 864,79 86900 868.78 2.36 2.49 866.16 866.64 866.09 866.29 2,96 49.5
I
P-4 704 703 0.20 0.82 016 0.97 5,83 5.73 52.00 0.003077 21 inch 0.013 8.79 864.79 864,63 868,78 87025 2.24 3,87 866.03 866.54 865.96 866.38 3,89 65.2
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P-5 703 702 N/A N/A NIA 1.55 5.79 9.03 133.00 0.003233 24 inch 0.013 12.86 864,63 864.20 870.25 868,54 3.62 2,34 865.91 866.63 865.63 866.20 4.43 70.2
P-6 702 701 0.25 083 0.21 1.75 5.70 10.08 64.00 0,003125 24 inch 0.013 12.65 864,20 864.00 868,54 866.00 2,34 0.00 865.51 866.20 865.14 866.00 4.47 79.7
P-7 Ic6 1-7 0.18 0.77 0.14 0.14 6,12 0.86 117.00 0.003248 12 inch 0.013 2,03 865.59 865.21 868.79 868.41 2.20 2.20 866.17 86659 866.10 866.21 2.47 42.1
P-8 1-7 706 0.15 083 0.12 0.26 5.98 1.59 9.00 0.003333 15 inch 0.013 3.73 864.96 864.93 868.41 868.68 2.20 2.50 866.10 866,21 866.09 866.18 2.92 42.5
P-9 706 704 0.14 0,83 0.12 0.38 5.97 2,28 67.00 0.002090 18 inch 0.013 4.80 864.93 864.79 868.68 868.78 2.25 2.49 866,09 866.43 866,06 866.29 2.68 47.5
P-10 1-9 711 0.09 0.28 0.03 0,03 6.12 0.16 44.00 0.003409 12 inch 0.013 2.08 865.38 865.23 869.50 868.43 3.12 2.20 866.02 866.38 866.02 866.23 1.55 7.5
P-11 711 703 0,22 0,79 0.17 0,20 6.04 1.21 7500 0.003333 12 inch 0.013 2.06 865.23 864,98 86843 870.25 2.20 4.27 865.99 866.23 865.93 86598 2.72 589
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P-12 710 707 0.13 0.27 0.04 0.04 612 0,22 57.00 0.003333 12 inch 0,013 2.06 865.54 865.35 869.25 868.53 2.71 218 866.00 866.54 866.00 866.35 1.70 10,5
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P-13 707 703 0.22 0.79 0.17 0.37 6.02 2.26 11100 0.001982 18inch 0.013 4.68 864.85 864.63 868.53 870.25 2,18 4.12 865.99 866.35 865.94 866.13 2.62 48.4
P-14 709 708 0.10 0.77 0.08 0.08 6.12 0.48 4300 0.003256 12inch 0,013 2.03 865,53 865.39 869,00 869.00 2.47 2,61 866.03 866.53 866,01 866.39 2.11 23.4
P-15 708 707 0.11 0.79 0.09 0.16 6.06 1.00 11.00 0.003636 12 inch 0.013 2.15 865,39 865.35 869.00 868.53 2.61 2.18 B66,01 866.39 866.00 866.35 2,69 46.6
Title. OPUS" Storm Design
o:\..\calcslengr\storm\stormcad jrn 073007.stm
08/02/07 03: 11 :36 PM
Paull. Cripe, Inc.
@ Haestad MeHlDds, Inc 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666
Project Engineer: Jnierzwicki
StormCAD v5.5 [5.5003]
Page 1 of 1
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Scenario: Base
Inlet Report
Label Calculatec Ground Set Rim Rim Sump Area Inlet Inlet Time Local System Total System Inlet Inlet Jescription
Sta tio n Elevation Equal to Elevation Elevation (acres) C CA of Intensity Intensity Flow Rational Location
(ft) (ft) Ground (ft) (ft) (acres oncentratio (in/hr) (inlhr) To Inlet Flow
levation. (min) (cfs) (cfs)
702 0+64 868.54 true 868.54 864.20 0.25 0.83 0.21 5.00 9.12 8.10 1.91 14.32 Generic Default 1 In Sag
704 2+49 868.78 true 868.78 86479 020 0.82 0.16 5.00 9.12 8.51 1.51 8.37 Generic Default 1( In Sag
705 3+89 869.00 true 86900 865.14 0.16 0.83 0.13 5.00 9.12 8.80 1.22 3.83 Generic Default 1 In Sag
706 3+16 868.68 true 868.68 864.93 0.14 0.83 0.12 5.00 9.12 8.78 1.07 3.36 Generic Default 1( In Sag
707 3+08 868.53 true 868.53 864.85 0.22 0.79 0.17 5.00 9.12 8.50 1.60 3.1 9 Generic Defaull1( In Sag
708 3+19 869.00 true 869.00 865.39 0.11 0.79 0.09. 5.00 9.12 891 0.80 1.47 Generic Defaull1 In Sag
709 3+62 869.00 true 869.00 865.53 0.10 0.77 0.08 5.00 9.12 9.12 0.71 0.71 Generic Default 1 In Sag
710 3+65 869.25 true 869.25 86554 0.13 0.27 0.04 5.00 9.12 9.12 0.32 0.32 Generic Default 1 In Sag
711 2+72 868.43 true 868.43 86523 0.22 0.79 0.17 5.00 9.12 8.45 160 1.70 Generic Default 1 In Sag
1-1 5+15 86901 true 869.01 865.81 0.18 0.83 0.15 5.00 9.12 9.12 1.37 1.37 Generic Default 1 In Sag
1-2 3+98 868.73 true 868.73 865.17 0.18 0.83 0.15 5.00 9.12 8.82 1.37 266 Generic Default 1 ( In Sag
1-6 4+42 86879 true 868.79 865.59 0.18 0.77 0.14 5.00 9.12 9.12 1.27 127 Generic Default 1 ( In Sag
1-7 3+25 868.41 true 868.41 864.96 0.15 0"83 0.12 5.00 9.12 8.80 1.14 233 Generic Default 1 ( In Sag
1-9 3+16 869.50 true 86950 865.38 0.09 0.28 0.03 5.00 912 9.12 0.23 0.23 Generic Default 1 ( In Sag
Title: OPUS - Storm Design
o:\...lcalcslengrlstormlstormcad jrn 073007.stm
08101/07 03:54:47 PM
Paull. Cripe, Inc.
@ Haestad Methods, Irlc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666
c=c=~
I 0-0 t 12-,
--
PrOject Engineer' jnjerzwicki
StormCAD 1/5.5 [5"5003]
Page 1 of 1
Scenario: Base
Node Report
Label Area Inlet Inlet External System Time External Upstream Time System System System P-dditional Additional Known Upstream Total Ground Rim Hydraulic Hydrau lie Local Local Jescription
(acres) C CA CA CA of Time of f Concentratio low Time Intensity Rational Flow Carryove Flow Additional System Elevation Elevation Grade Grade Intensity Rational
(acres) (acres) (acres) ~oncentratio oncentratio (min) (min) (in/hr) Flow (cfs) (cfs) (cfs) Flow Flow (ft) (ft) Line In Line Out (in/hr) Flow
(min) (min) (cIs) (cIs) (efs) (ft) (ft) (cfs)
701 1.75 9.04 8.04 14.21 14.21 866.00 86600 864.00 864.00
702 0.25 0.83 0.21 0.00 1.75 500 0.00 8.81 8.81 8.10 14.32 0.00 0.00 0.00 0.00 14.32 868.54 868.54 866.02 865.85 9.12 1.91
703 1.55 8.34 8.23 12.82 12.82 870.25 870.25 866.41 866.38
704 0,20 0.82 016 000 097 5,00 000 7.26 7.26 8.51 837 0.00 0.00 0.00 0.00 8.37 868.78 868.78 866.66 866.61 9.12 1.51
705 0.16 0.83 0.13 0.00 0.43 500 0.00 6.18 6.18 8.80 3.83 0.00 0.00 0.00 0.00 3.83 869.00 869.00 866.95 866.89 9.12 1.22
706 0.14 0.83 0.12 0.00 0.38 500 0.00 6.28 6.28 878 3,36 0.00 0.00 0.00 0.00 :3.36 868.68 868.68 866.74 86673 9.12 1,07
707 0.22 079 0.17 0.00 0,37 5.00 0.00 7.31 7.31 8,50 3.19 0.00 0.00 0.00 0,00 3.19 868.53 868.53 866.55 866,53 9.12 160
708 0.11 0.79 0.09 0.00 016 5.00 0.00 5.80 5.80 8,91 1,47 000 0.00 0.00 000 1.47 869.00 869.00 866.58 866.57 9.12 0.80
709 0.10 0.77 0.08 0.00 0.08 5.00 0.00 0.00 5.00 9.12 0.71 0.00 0.00 0.00 0,00 0.71 869.00 869.00 866.60 866,60 9.12 0.71
710 0.13 0,27 0.04 0.00 0.04 5.00 0.00 0.00 500 9.12 0.32 0.00 0.00 0.00 0,00 0.32 869.25 869.25 866.57 866.57 9.12 0,32
711 0.22 0.79 0.17 000 0.20 5.00 0.00 7.49 7.49 845 1.70 0.00 0.00 0.00 0.00 1.70 868.43 86843 866.63 866.58 9.12 160
1~1 0.18 0.83 0.15 0,00 015 5.00 0.00 0.00 5.00 9,12 1.37 0.00 0.00 0.00 0.00 1.37 869.01 869.01 867.16 857.16 9.12 1,37
1-2 0.18 083 0.15 0.00 0.30 5.00 0.00 6.12 6.12 8,82 2.66 0.00 000 0,00 0.00 2.66 868.73 868.73 866.98 866.97 9.12 1,37
1-6 0.18 077 0.14 0.00 0.14 5.00 0.00 0.00 5.00 9.12 1.27 0,00 000 0.00 0.00 1.27 868.79 868.79 866.91 86691 9.12 1.27
1.7 0.15 0.83 0.12 0.00 0.26 5.00 0.00 620 6.20 8.80 2.33 0,00 0.00 0.00 000 2.33 868.41 86841 866.76 866.75 9.12 1 14
1-9 0.09 0.28 0.03 0.00 0.03 5.00 0,00 0.00 500 9.12 0.23 000 0.00 0,00 000 0.23 869.50 869,50 866.63 866.63 9.12 0.23
Title: OPus - Storm Design
o:\.\calcs\engr\storm\stormcad jrn 073007.stm
08/01/07 03:55:02 PM
Paull. Cripe, Inc.
@ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 0670B USA +1-203-755-1666
~~
Project Engineer: jnierzwicki
StormCAD v5.5 [55003]
Page 1 of 1
Pipe Report
/ooi!L,
~'
Scenario: Base
Label Upstream Downstream Upstream Upstream Irlle Upstream Upstream Calculated System Total Lerlgth Constructed Section Mannings Full Upstream Downstream Upstream Dowrlstream Upstream Downstream Hydraulic ~pstream Hydraulic )ownstream
Node Node Inlet Rational Inlet System CA Intensity System (ft) Slope Size n Capacity Invert Irlvert GrOUrld Ground Cover Cover Grade Crowrl Grade Crown
Area Coefficient CA (acres) (in/hr) Flow (ft/ft) (cfs) Elevation Elevation Elevation Elevation (ft) (ft) Line In Elevation Line Out Elevation
(acres) (acres) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
P~1 1-1 1-2 018 0.83 0.15 0.15 9.12 1.37 117.00 0.003333 12 inch 0013 2.06 865.81 86542 869.01 86873 2.20 2.31 867.16 866.81 866.98 86642
pc2 1-2 705 0.18 0.83 015 0.30 8.82 2.66 9.00 0.003333 15 inch 0013 3.73 865.17 865.14 868.73 869.00 2.31 2.61 866.97 866.42 866.95 866.39
P-3 705 704 0.16 0.83 0.13 043 8.80 3.83 140,00 0.002500 18inch 0.013 5.25 865.14 864.79 869.00 86878 2.36 2.49 866.89 866.64 866.70 866.29
P-4 704 703 0.20 0.82 0.16 0,97 8,51 8.37 5200 0.003077 21 inch 0.013 8.79 864.79 864.63 868.78 87025 2.24 3.87 ~66.61 866.54 866.46 866.38
P-5 703 702 NIA NIA N/A 1.55 8.23 12,82 13300 0003233 24 inch 0.013 12.86 864.63 864.20 870.25 868.54 3,62 2.34 866.38 866.63 866.02 866.20
P-6 702 701 0.25 0.83 0.21 1.75 8.10 14,32 64.00 0003125 24 irlch 0.013 12.65 864.20 864.00 868.54 866.00 2.34 0.00 865.85 866.20 865,36 866.00
P-7 1-6 1-7 0.18 0.77 0.14 0.14 9,12 1.27 117.00 0.003248 12 inch 0.013 2.03 865.59 865.21 868.79 868.41 2.20 2.20 8,66.91 866.59 866.76 866.21
P-8 1-7 706 0.15 0,83 012 0.26 8.80 2,33 900 0.003333 15 inch 0.013 3.73 864.96 864.93 868.41 868.68 2.20 2.50 866.75 86621 866.74 866.18
P-9 706 704 0.14 0.83 0.12 0.38 8.78 3.36 67.00 0.002090 18 inch 0.013 4.80 864.93 864.79 868.68 86878 2.25 2.49 866.73 B66.43 866,66 866,29
P-10 1-9 711 0,09 0.28 0.03 0.03 912 0.23 44.00 0.003409 12 inch 0.013 2,08 865.38 865.23 869.50 868.43 3.12 2.20 866.63 866.38 86663 866.23
P-11 711 703 0.22 0.79 0.17 0.20 8.45 1.70 75.00 0.003333 12 inch 0.013 2,06 865.23 864.98 868.43 870.25 2.20 4.27 866.58 866.23 866.41 865.98
P-12 710 707 013 0.27 0.04 0.04 9.12 0.32 57.00 0.003333 12 Inch 0.013 2.06 865.54 865.35 869.25 868.53 2.71 2.18 866.57 866.54 866.56 866.35
P-13 707 703 0.22 0.79 0,17 0,37 8.50 3.19 111.00 0.001982 18 inch 0013 4.68 86485 864.63 86853 870.25 218 4.12 866.53 866.35 866,43 866.13
P-14 709 708 0.10 0.77 0.08 0.08 9.12 0.71 43.00 0.003256 12 inch 0013 203 86553 865.39 869.00 B69.00 2.47 2.61 866.60 866.53 866.58 866.39
P-15 708 707 0.11 0.79 0.09 0.16 8.91 1.47 1100 0.003636 12 inch 0,013 215 865.39 865,35 869.00 868.53 2,61 2.18 866.57 866.39 866,55 866.35
Tille: OPUS ~ Storm Desigrl
o:I.\calcslengr\storm\stormcad jm 073007.slm
08101/07 03'55:08 PM
Paull. Cripe, Inc.
@ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666
Project Engineer: jrlierzwicki
StormCAD v5.5 [5.5003]
Page 1 of 1
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Appendix D
Woolpert Master Plan Drainage Report
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0:\ 1999\990399\20200\docsIEngr\Reports\Drainage Report_revised.DOC
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WOOLPERT
Drainage Report
OPUS LANDMARK AT
MERIDIAN
Opus North Corporation
Carmel, Indiana
July 2000
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U: Drainage Report
o Opus LANDMARK AT
U MERIDIAN
Opus North Corporation
D Carmel, Indiana
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July 2000
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DRAINAGE REPORT
Existing Conditions
The existing 23.67-acre site is located in the northwest quadrant of the intersection of West
Carmel Drive and Pennsylvania Street in the City of Carmel, Hamilton County, Indiana. At
present, the site is an open grassy meadow with a line of trees and bushes along the west side of
the property. There is one existing pond located on the soutb end of the site that will be utilized
for stann water detention. Soil types present ansite .include Crosby silt loam and Brookston silt
loam. The site currently drains south into the existing pond and then continues south through
twin 21" corrugated metal pipes.
The allowable release rate from the twin 21" CMP's into the existing manhole south of West
Carmel Drive is 5.0cfs. This release rate was set forth in the drainage study "Addendum to
Stormwater Management Design Calculations on Hamilton Crossing" dated June 1, 1989
prepared by Paul I. Cripe and Associates. Release rate restrictions were placed on this site, the
Duke property to the south, the Meijer property to the east, and Meridian Crossing to the west
across U.S. 31. This was due to historical accounts of Permsylvania Street overtopping during
intense rainfall events. This drainage analysis follows the drainage designs that wefe done for
the Meijer property to the east and the Hamilton Crossing East development to the south.
According to the FEMA Flood Boundary and Floodway Map, Community Panel 180081 0007 C,
the site does not lie in a floodplain.
Proposed Conditions
The proposed improvements include three multi-story office buildings, parking areas, two
detention ponds, storm and sanitary sewers, and other associated utilities.
The entire site will drain to the two proposed detention ponds, located on the west side of the
property, ttrrough a storm sewer network. Pond A will flow south to Pond B through a 12"
reinforced concrete pipe. AnS" orifice plate on the end of the pipe controls flow through this
connecting pipe. In order to prevent flooding, due to the orifice being clogged, an emergency
overflow weir will be placed at the 1 OO-year pond elevation of 866.27 ft. Flow from Pond B will
be controlled through a 10" orifice plate placed on the end of the 18" reinforced concrete pipe.
There will also be an emergency overflow weir placed at the 1 DO-year pond elevation of 861.07
f1. The 18'l pipe will connect to the twin 21" CMP culverts that will be enclosed within proposed
manholes. A proposed watershed map for this site can be found in Section 4 of this report
The ponds were analyzed using the SCS Method and the Advanced IntercolU1ected Channel and
Pond Routing (AdICPR) program version 2.11. The interconnected ponds are designed to
regulate the IOO-year, 24-hour rainfall event to the 5.0cfs release rate. This design releases
3.68cfs into the existing twin 21" eMP culverts at the south end of the site. This is 1.32cfs less
Woolpert
July 2000
Opus landmark at Meridian
Opus North Corporation
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than the restrictive release rate set forth by PaulL Cripe and Associates in their drainage study
"Addendum to StOmlwater Management Design Calculations on Hamilton Crossing" dated June 1, 1989.
Pond A
Pond B
Normal Pool
86400
858.70
Acreage
1.67
1.05
Volume (Ac-ft)
Release Rate (cfs)
1.63
3.68
The site was divided up into two sub-basins, N-BLDGS and S-BLDG. This was done to
detennine what area was going to each pond. The time of concentration was found for each
individual basin by assuming travel time over grass and pavement. The runoff value was
calculated to be 91 for both drainage basins. Time of concentration calculations and runoff
values for each of the sub-basins can be found in Section 2 ofthis report.
Conclusion
The developmem of this property includes three multi-story office buildings, parking areas, the
extension of all necessary utilities, and the reduction of the storm water outflow to help reduce
flooding of Pelillsy lvania Street. The proposed development of Opus Landmark at Meridian has
been designed in accordance with the Drainage Report for the Hamilton Crossing East
development dated November 1998. The post-developed release rate of 3.68cfs is less than the
release rate of 5.0cfs set forth in the drainage study by PaulL Cripe and Associates, therefore, no
adverse impacts are anticipated from this development.
Woolper\
July 2000
Opus Landman<. at Meridian
Opus North Corporation
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HAMILTON COUNTY, INDIANA
SHEET NUMBER 50
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APPROXIMATE SCALE
400 0
t=::L I'---------{ 1---1
400 FEET
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_ NATIONAL FlOUD INSURANCE PRUGRAM
FLOODW A Y
FLOOOBOUNDARY AND
FLOODWAY MAP
CITY OF
CARMEL,
INDIANA
HAMILTON COUNTY
PANEL 7 OF 14
(SEE MAP INDEX FOR PANSLS NOT PRINTED)
COMMUNITY -P ANEl NUMBER
180081 0007 G
EFFECTIVE DATE:
MAY 19, 1981
federal emergency management agency
federal insurance administration
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project Carmel Professional Center
Location: Carmel, Indiana
Prepared By: Stacey Paul
Date: 07/20/2000
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IN-SLOGS IS-BLDG I
Surface description (table 3-1).......". Grass Grass
Manning's roughness coeff., Ii (table 3-1).. 0.15 0.15
Flow length, l (total L<::::300ft.).,.....ft. 20 20
Two-yr 24hr rainfall, P2.............in. 2.64 2.64
Land slope, s.......................fUft 001 0.01
0.007 (nL)^0.8
Tt::;: _______n____ Computed Tt.......~hr. 0.065 0.065
P2^O.5 S^OA
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Surface description (PAVED or UNPAVED)........... Paved Paved
Flow length, L........................ft 150 180
Watercourse slope, s................ftlft 0.01 001
Average velocity, V (figure 3-1 ).....Jtls 2.03282 203282
Tt = U(3600 V)...........Computed Tt..hr. 0<020 0.025
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Bottom Width.. .............. ...ft
Depth.. ......... .........ft
Left Side Slope ?:1
Right Side Slope ?: 1
Cross sectional flow area, a..........ft^2 0 0
Wetted perimeter, Pw................ft 0 0
HydrauHc radius, r=a/Pw Compute r....ft 0 0
Channel slope,s..................ftlft
Manning's roughness coeff.,n. (See next sheet)
V ::::( 1.49 r^2J3 S/\ 1/2)fn Computed V...ftls 0 0
Flow length, L .........._............ft.
Tt:::: U(3600 V)...........Computed Tt..hr 0,000 0.000
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Velocity ..... .....,. ..............."..... ...ftJs 2.5 2.5
Length..,.. ....... .................." ." .ft 655 680
Tt=LI(3600v)............... .....Computed I Chr 0.073 0.076
Watershed or subarea Tc or TL..hr 0.159 0.166\1
Watershed or subarea Tc or Tt.....min 10 1011
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Project: Carmel ProfessIonal Center
Owner: Opus North Corporation
Location: Carmel, Indiana
Prepared by: Stacey Paul
Existing
Area or % Soil Type eN CNxA
Land Use 1 508 69 34.50
Land Use 2 50 C 79 3950
Land Use 3 0
Land Use 4 0
Land Use 5 0
Total: I 1901 l 7 400~
Use eN: II 741\
Date:
06/13/2000
c= c=J CJ CJ c:::::=J ~~ c= L J c::=:= c:=:J c:=; c=: C-=:J ~ CJ c:== r==:; CJ c=;
Project: Carmel Professional Center
Location: Carmel, Indiana
Prepared by: Stacey Paul
Date:
07 f20f2000
Proposed North - (N-BLDGS)
Area or % Soil Type eN CNxA
Land Use 1 4.95 B 98 485.1
Land Use 2 4,95 C 98 485.1
Land Use 3 1.75 B 61 106.75
Land Use 4 1.63 C 74 120.62
Land Use 5 1.67 POND 100 167
Total: ~.
14:95t
I 1364.57(
Use eN: II 911\
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project Carmel Professional Center
Location: Carmel, Indiana
Prepared by: Stacey Paul
Date:
07/20/2000
P oposed South (8 BLDG)
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Area or % Soil Type eN CNxA
Land Use 1 3.83 B 98 375;34
Land Use 2 3C 98 294
Land Use 3 1,25 8 61 76.25
Land Use 4 1 C 74 74
Land Use 5 105 POND 100 105
Total: ,
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Use eN: II 91ll
Client:
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P#ZOP 05 u> R r.) vTltJL..,
Sheet:
Order No.:
-1
I DLPERT Computed by:
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copyright 1995, Streamline Technologies, Inc.
[1)
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CARMEL BUSINESS OFFICES' OPUS SITE
CONNECTING OPUS PONDS TO EXISTING SOUTH
G:\SD\SITE\S8207\CALCS\DEV9\S 1M 07119/00
********** Hode Maximum conditions - DEV9 *******************************************************************************.**
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(Time units - hourS)
Node Group Max Time
Name Name Conditions
---------------.-------------------.---------------------------------------------------.------------------------------------
MaX Stage Warning MaX Delta Max Surface
eft) Stage (ft) stage (ft) ~rea (sf)
Max Time Max Inflow
Inflow (ds)
Max Time Max Outflow
Outflow (ofs)
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48CULV BASE 12.45 860.98 861.00 -0.0100 34809.08 12.13 113.47 12.45 71.35
ME!JER BASE 13.00 854.41 855.31 -0.2200 315.71 13.09 68.27 0.00 0.00
MH B/l.SE 13.08 856.09 861.00 0.0096 1187.75 13.07 68.27 13.08 68.27
MHZ BASE 13.09 855.55 861.00 0.0083 10802.38 13.08 68.27 13.09 68.27
POND BASE 13.08 856.71 857.00 0.0078 84218.73 12.09 104.70 13.07 64.23
PONDZ BASE 13.39 857.62 858.00 -0.0063 17640.64 12..05 17.90 15.73 2.50
MH3 HORTH 14.32 858.95 861.00 0.0021 602.81 14.31 3.68 14.32 3.68
PONP-A !lORTH 17.85 B66.27 868.00 0.0042 92830.52 12.03 63.64 '1.73 1.63
POND-B NORTH 14.31 861.07 863.00 0.0049 59892.22 12.03 47.43 14.31 3.68
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CARMEL BUSIWESS OFFICES - OPUS SITE
CONNECTING OPUS PO~DS TO EXISTING SOUTH
0 G:\SD\5ITE\58207\CALCS\DEV9\5IM 07/19/00
********** Basin Sumnwry - DEV9 ************************************************
U ___h_~___________________~__~__.___._----------------~_~_____________"r_________
***
Basin Hame: 05- SOUTH l,j- S lTE MPP US31 N' S lTE
U Group Name: BASE BASE BASE BASE BASE
Node Hame: POIID POND 48CULV 4BCULV MH
Hydrograph Type: VH UH vH VH UH
U unit Hydrograph: UII256 UH256 UII256 UH256 UH256
Pealclng Factor: 256.00 256.00 256.00 256.00 256.00
Spec Time lne (min): 3.33' , .60 2.67 2.67 0.67
U Camp Time Ine (min): 3.33 1_60 2.67 2.67 0.67
Rainfall Flte: SCSll-24 scslI-24 SCSII-24 SCSII-24 SCSII-24
Rainfall Amaunt (in): 6.00 6.00 6.00 6.00 6.00
U Storm Duration (hr): 21,.00 24.00 24.00 24.00 24.00
I Status: OFFS lTE ONSlTE OFFSITE OFFSlTE OilS ITE
I Time of Cone. (min) : 25.00 12.00 20.00 20.00 5.00
lag Time (hr): 0.00 0.00 0.00 0.00 0.00
U Area (acres): 4.70 9.57 6.40 38.53 1.09
Vol of Unit ~yd (in) : 1.00 1. 00 1.00 1.00 1.00
Curve Number: 63.00 91.00 94.00 78.00 91.00
U DelA (%): 0.00 0.00 0.00 0.00 0.00
Time Max (hrsl: 12.17 12.05 12.13 12.13 12.01
Flow Max (ds): 5.48 40.50 21.34 92.19 6.40
U Runoff Volume (in); 2.18 4.96 5.29 3.58 4.96
Runoff Volume (cf): 37120 172152 123010 500391 1960B
U ***
8asin Name: HE-SITE [-SITE SE-SITE N' BLDGS S-BLDG
Group Name: BASE BASE BASE NORH NORTH
U Node Name: POND M~2 POND2 POND.A POND-B
Hydrograph Type: UH UH UH UH UH
0 Unit Hydrograph: UH256 UH256 UH256 UH256 UH256
peaking Factor: 256.00 256.00 256.00 256.00 256.00
Spec Time Ine (min): 2.00 0.93 1.60 1.33 1.33
Camp Time lne (min): 2.00 0.93 1.60 1.33 1.33
U RaInfall File: SCSll- 24 SCSII-24 SCS i I . 24 SCSII-24 SCSlI -24
Rainfall Amount (in): 6.00 6.00 6.00 6.00 6.00
Storm Duration (hr): 24.00 24.00 24.00 24.00 24.00
D Status: ONSITi: INACTIVE ONSITE ONSITE OilS lTE
Time of Cone. (min): 15.00 7.00 12.00 10.00 10.00
lag Time (hr>: 0.00 0.00 0.00 0.00 0.00
Area (acres): 1.44 0.40 4.54 13.86 10.00
0 Val of Uni t Hyd (i n): 1.00 1.00 1.00 1.00 1.00
Curve Number; 85.00 82.00 87.00 91.00 91.00
DCIA (%): 0.00 0.00 0.00 0.00 0.00
I u Time MaX ChI'S): 12.07 12.02 12.05 12.04 12.04
F low Max (ds): 4.84 1.81 17.95 63.96 46.14
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Advanced Interconnected Channel" Pond Routing (ICPR Ver 2.1')
Copyright 1995, Streamline Technologies, Inc.
[21
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CARMEL BUSIUESS OFFICES - OPUS SITE
CONNECTING OPUS PONDS TO EXISTING SOUTH
G:\SO\SITE\58207\CALCS\DEV9\SIM 07/19/00
D
********** Basin summary - DEV9 **************h***********.*.****~r*.********~**
~~_~__a_._~_~__~___~__~_-r-------~~~-~~UU_._-------~--______r__~~______~_u~-----
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RunDtf VoLume (in):
Runoff VoLume (cf);
4.30
22483
3.99
5786
4.52
74420
4.96
249323
4.96
179887
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copyright 1995, streamline lechnologies, Inc.
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**~******* Input Report ********************************************************
~-------Class: Node-------------------------------------------.--~--------------
Name: 48CULV Base Flow(cfs): 0 In,t Stage(ft): 855.85
Group: BASE Length(ft): 0 Warn Stage(ft): 861
Comnent:
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stage(ft) Area(ac)
855.85 a
861 0.8
--------Class: Node----------------------.--------------------------------------
Name: MEIJER Base Flow(cfs): 0 In;t Stage(ft): 851
Group: BASE Lengtn(ft): 0 ~arn Stage(ft): 855.31
cllI'!1llent:
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Time(hrs) stage(ft)
o 850.78
10 851.41
11 851.74
12 853_35
13 854.41
14 852.79
15 852.14
16 851.77
19 851.4
22 851.28
24 851.26
25 851.05
29 850.78
30 850.78
60 850.78
-.------Class: Node---------.------------------------------~--------'-----------
Name: M~ Base fLo~(cfs): 0 Init Stage(ftl: 652.65
Group: B~SE Length(ftl: 0 Warn Stage(ft): 861
COIlfJ'lent:
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stage(ft) Area(acl
852.65 0.01
861 0.01
--------Class: Node-------------------------------------------------------------
Name: MH2 Base Flow(cfs): 0 Init Stage(ft): 852.34
Group: BASE Lcngth(ft): 0 ~arn stagcCft): 861
corrment:
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852.34
861
Area(ac)
0.01
0.01
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Advanced InterConnected Channel & Pond Routing (ICPR Ver 2.1') (2]
copyright 1995. Streamline Technologies, Inc.
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********** Input Report ********************************************************
Stage(ft) Area(ac)
852 0.97
853 1.11
854 1.34
855 1.63
856 1 .8
857 1.97
.------.class: Node----.----------------------------------------------.---------
Harne: POllD2 Base FlowCcfs): 0 Init Stage(ft): 855
Group: BASE LengthCft): 0 ~arn stageCft): 853
Corrment:
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____au_Class:
Name: POND
Group: BASE
Corrment:
Wode--.----------------.-------------------------------.-----.---
Base Flow(cfs): 0 Inft stagcCft): 853
Length(ft): 0 ~arn Stage(ft): 857
Stage(ft) Area(ac)
854 0.25
855 O.~9
856 0_33
857 Q .36
858 0.42
859 0.49
____pop_Class: Node-------------------------------------------------------------
Name: MH3 Base Flow(cfs): Q Init Stage(ft); 858.3
Gro~p: NORT~ Length(ft): 0 ~arn Stage(ft): 861
Corrrnent:
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Stage(ft)
858.3
861
Area(ac)
0.01
0.01
__po_po_class: Node----------------.-------------------------------------.------
Name: POND-A Base FlowCcfs): 0 Init Stage{fO: 864
Group: 1l0RTH Length eft):. 0 lIarn Stage( ft): 868
comment: NDRTH POND ON OPUS SITE
Stage' fO
864
667
868
Area(ac)
1.67
2.28
2.48
________Class: Node-------------------------------------------------------------
Name: POND-B Base Flow(cfsl: 0 In\t Stage(ft): 858.7
Group: NORTH Length(ft): 0 ~arn Stage(it): 863
Comment: SOUTH POND ON OPUS SITE
Stege( ft l
858.7
863
Area(ac)
1.05
1_6it
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Coprright 1995, streamline iechnologies, Inc.
CARMEL OFFICE BUILDINGS
****,****WlIr 1 nput Report ********,**************_************w*******************'*
-"------Class: Pipe-------------------------------------------------------------
I-Iame: L1 From Nocle: MH2 Length(ft): 144
Group: BASE To ~ode: MEIJER Count; 1
UPSTREAM DO'~NSTREAM Equation: Average K
Geometry: Circular Circular Ftolol: Both
Span(in~: 54 54 Ent ranee Loss Coef: 0.5
Risenn): 54 54 Exit Loss Cod; 0
Inverttft): 852.34 852.08 Bend Loss Coef: 0
Manning's t/: 0.013 0.013 Outlet cntrl Spec: Use dc or tw
TOp Cl ipCin): 0 0 Inlet Cntrl Spec: Use dn
Bottom clip( in~: 0 0 Stabilizer Option: None
Upstream FII\.IA Inlet Edge Description:
Circular Concrete: Square edge w! headwall
Downstream FHWA InLet Edge Description:
Circular Concrete: Square edge wi headwall
Structure # to Structure #
-.------Class: Pipe--------"."---------------------------------------.----------
Name: L 1A From wode: MH Length( ft): 173
Group; 'BASE To Node: MH2 Count: 1
UPSTREAM DDIlNSTREAM Equation: Average K
Geometry: Circular Circular Flow: Both
SpanCin): 54 54 Entrance Loss Coef: 0_5
Rise( in): 54 54 Exit Loss Coef: 0
Invert( ft); 852.65 852.34 Beoo Loss Coef: 0
Manning'S M: 0.013 0.013 OUtlet Cntrl spec: Use dc or tVl
Top Clip(in): 0 0 Inlet Cntrl Spee: Use dn
Bottom Cl ipcin): 0 0 Stabilizer Option: None
Upstream fH\.IA Inlet Edge Description:
Circular Concrete: Square edge wi headlolall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Structure #
to Structure #
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copyright 1995, streamline Technologies, Inc.
CARMEL of f I CE eu IlD INGS
",.,,******Ir'" Input Report ,,************************************************"'","'''*.If
.._ __ _ _ -Class: Pipe- _..__ _. _ _ _._ --------. ._n -- - -- n_ ---.- - - -- --- -- -- _n_ -- -----
Name: LZ FrC<11 Node: POND Length(ft) ; 198
Group: BASE 1"0 Node: MH Count: 1
UPSTREAM DOIJIlSTREAM Equation: Average K
Geometry; ci rcular Circular Ho...: Both
Span(in): 4B 48 Entrance Loss Coef: 0.5
Rise( ; n): 4B 48 Exi t Loss COEd: 0
lnvert(ft): 853 852.65 Bend Loss Coef: 0
Manning's N: 0.013 0.013 outlet Cntrl Spec; Use dc or tH
1"op CUpCin): 0 0 Inlet Cntrl Spec: Use dn
Bottom Clip(in): 0 0 Stabilizer option: 1I0ne
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FH~A Inlet Edge Description:
Circular Concrete: square edge wi headwall
Structure # to Structure #
_-----..Class: Pipe---------------------------------..-------------------------.
Name~ L3 From lIode: 48CULV LengthCft>: 194
Group: BASE To !-lode: POND Count: 1
UPSTREAM DOWNSTREAM Equation: Average K
Geometry: Circular Circular Flow: Both
Span(in): 48 48 Entrance loss coef: 0.5
Rise(in): 48 48 Exit loss Coet: 0
Invert( ft): 855_85 855.41 Bend Loss Coef: 0
Manning'S II: 0.024 0.024 outlet Cntrl spec: Use dc or tw
TOp cllpCin): 0 0 InlEt Cntrl Spec: Use dn
Bottom Clip(in): 0 0 Stabilizer Optio~: None
Upstream FH~A Inlet Edge Description:
Circular CM?: Projecting
2
3
Downstream FKWA Inlet Edge Description:
Circular CMP: Projecting
2
3
Structure #
to structure #
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copyright 1995,. Streaml ine Technologies, Inc_
CARMEL OFFICE BUILDINGS
..*****......** ] nput Report ******************,*,**'k"*'k*'**************'";t'i/**********'kW'Il''*'.
--------Cla55: Pipe-----------------------------------------------------.-.-----
Name: L7 From Node: POND2 length( ft): 411
Group; BASE To Node: POND Count: 1
UPSTREAM O<MNSTREAM Equation: Average J(
Geometry: Circular Circular Flow; Both
Span( i n): 12 12 Entrance Loss Coef: 0.5
Rise( in): 12 12 Exit loss Coef: 0
Invert(ft): B55 853 Bend loss Coef: 0
Manning'S N: 0.013 0.013 Outlet Cntrl Spec: Use dc or tw
Top Cllp( in): 0 0 Inlet Cntrl Spec: Use dn
Bottom Clip(in): 0 0 Stabilizer Option: None
Upstream FH~A Inlet Edge Description:
Circular Concrete: GroOVe end projecting
3
Downstream FHWA Inlet Edge Description:
CircuLar Concrete: Groove end projecting
3
..------class; ?ipe---------.---~---..------------.---.----.--------------------
Name: l4 From Node: MH3 Length (ft): 100
G,ollp: HORTH To Node: MH Count: 2
UPSTREAM DOWlISTREAM Equ~tion: Average K
Geometry: Circula, Ci rcular FLow: Both
Span( in): 21 21 Entrance loss Coef: 0.5
R;se(in): 21 21 E.xi t Loss Cod: 0
IrwertCft): 858.3 aS7.48 Bend Loss Coef: 0
Manning'S N: 0.024 0.024 Outlet entrl Spec: Use de or tw
Top cl ipCin): 0 0 Inlet Cntrl Spec: Use dn
Bottom CL ip(in): 0 0 StabiLizer Option: None
Upstream FHWA Inlet Edge oescription:
Circular eMP: Projecting
2
3
Downstream FHWA Inlet Edge Description:
Ci,cula, CMP: Head~all
2
Structure #
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Copyright 1995, Streamllne Technologles, Inc.
CARMEL OFFICE BUILDINGS
",,******** Input Report ..***********************"'**********".....*****"......******"*
________Class: Pipe-------------------------------------------------------------
Name: lB From Node: POND-B Length(ft): 44
Group: HaRTH To Node: MH3 count: 1
UPSTREAM D()\./NSTREAM Equation: Average K
Geometry: Circular Circular ft ow: Both
Span(in): 10 12 Entrance LoSS Coef: 0.5
Rise(in): 10 12 Ex it loss cod: 0
Invert(ft): 858.7 858.~ Bend Loss Coef; 0
Manning's N: 0.013 0.013 outlet Cntrl Spec: Use de or ton
Top ClipCln): 0 0 Inlet Cntrl Spec: Use on
Bottom Cl ip(in): 0 0 Stabilizer Option: None
Upstream FHWA Inlet Edge Descript ion:
ci rcular Concrete: Square edge wI headwa II
Downstream FH~A Inlet Edge Description:
Circular Concrete: square edge w! headwall
PIPE CONNECTION BE1\.IEEN PONP-B AND 21" TWIN PIPES
__ ___ - net ass: Pi pe--nn----- --- -- -- - _n -- -- -- - - -. n_ --- -- _u_. -- --- _n_n_____
Name: L9 From Node: POND-A Length(ft): 298
Group: NORTH To Node: PO~D-B Count: 1
UPSTREAM DOWNSTREAM Equ~tion: Average K
Geometry: Ci rcular ci rcUlar FLow: 80th
span( ; n): 8 8 Entrance LasS Coef: 0.5
Rise(in): 8 8 Exit Loss Coef: 0
InvertCft): 864 858.7 Bend Loss Cnef: 0
Manning's N: 0.013 0.013 outlet Cntrt spec: Use de or tw
Top Clip(in): 0 0 Inlet Cntrl Spec: US~ dn
Bottom Clip(in): 0 0 Stabilizer Option: None
Upstream FHIIA Inlet Edge Descript ion:
Circular Concr~te: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi. headwall
CONNECTING PIPE BETIIEE~ POND-A A~D POND-B
c=
c::=J c:=: C::=-, ~ c:=:;
c=J
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Hydraflow Plan View
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Page.1
.~-- Total I Cap
Station Len Drng Area Rnoff Area x C Te Rail1 Vel Pipe Irwert Elev HGL Elev Gmd I Rim Elev Line ID
coe ff (I) flow; full
Line To Iller Total incr Total Inlet Syst Size Slope Up On Up Dn Up Dn
Line l (It) (ac) (ael (C) (min) (min) (inlhr) lefs) (ets) (Itls) (in) (OM (ft) (ft) (ft) {ftl {n) (ft)
I 10.27 I
I I
I 1 End 99.0 7.95 0.09 8.0 58 36.17 41.86 6.65 30 0.39 864.39 864.00 866.54 866.15 87000
0.35 6.24 8.7 868.00 #1-#2
2 1 I 13,78 0,80 0.33 3.02 5.0 7.0 6.3 18.96 20.48 324 33 0.15 86463 864.39 867.24 867.06 868.00 870.00 #2-41-3
160.0 0.41
3 2 9.0 0.48 2.56 O.BO 0.38 205 5.0 7.0 6.3 12.87 17.87 3.24 27 0.33 864.66 864.63 867.38 867.36 869.15 ! 868.00 #3-41-4
4 3 234.0 0.63 2.08 0.80 050 1.66 5.0 5.6 6.8 11.23 11.99 2.83 27 0.15 865.01 864.66 867.71 867.40 869.05 869.15 #4-#5
5 4 9.0 0.64 0.64 0.80 0.51 0.51 5.0 5.0 7.0 3.58 3,94 4.55 12 1.22 865.12 865.01 867.92 867.83 869.00 869.05 #5-#6
6 4 1125.0 0.35 0.81 0.80 0.28 0.65 5.0 5.0 70 4.51 4.55 3.68 15 0.50 86563 865.01 868.45 867.83 868.70 869.05 #5-#7
7 6 Ig.o 0.46 0.46 0.80 0.37 0.37 5.0 5.0 7.0 2.57 2.65 3.27 12 0.56 86568 865.63 868.70 858.66 i 869.00 868.70 #74;8
8 2 125.0 0.42 0.81 0.80 I 0.34 0.65 5.0 5.1 7.0 4.51 5.57 3.68 15 0.74 B65.57 864.64 867.97 867.36 869.05 868.00 #3-#9
9 8 9.0 0.39 0.39 0.80 0.31 0.31 5.0 5.0 I 7.0 2.18 569 2.78 12 2.56 866.23 866.00 868.22 868.18 86930 B69.05 #9-#10
10 1 i 161.0 0.41 3.78 0.80 033 3.02 5.0 7.0 63 19.01 20.84 325 33 0.16 864.6.1. 864.39 867.24 867.06 869.00 i 870.00 #2-#13
11 10 9.0 0.48 2.56 0.80 0.38 205 5.0 6.9 6.3 12.90 14.58 325 27 0.22 864.66 864.64 : 867.38 86736 869.00 86900 #13-#14
12 11 225.0 0.63 2.08 0.80 0.50 1.66 5.0 5.6 6.8 11.23 11.99 2.83 27 0.15 865.00 864.66 867.70 867.40 869.00 869.00 #14-#15
13 12 .9.0 064 0.64 0.80 051 0.51 5.0 5.0 7.0 3.58 11.39 4.55 12 10.22 865.92 865.00 86792 867"82 B69.00 869.00 #15-#16
14 12 125.0 0.35 081 0.80 0.28 0.65 5.0 5,0 7.0 4.51 5.00 368 15 0.60 865.75 865.00 868.44 867.82 859.00 869.00 #15-#17
15 14 9.0 0.46 0,46 080 0.37 0.37 5.0 50 7.0 2.57 5.57 3.27 12 2.44 86597 865.75 86869 868.65 869.00 86900 #17-#1 B
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16 10 125.0 0.42 0.81 0.80 0.34 065 5.0 5.1 7.0 4.51 5.00 3.68 15 0.60 865.39 864.64 867.97 867.36 869.00 869.00 #13.-#19
17 16 9.0 0.39 0.39 0.80 0.31 0.31 50 5.0 7.0 2.18 7.96 2.78 12 5.00 865.95 865.50 86822 868.19 869.00 869.00 #19-#20
18 1 200.0 0.06 0.12 0.80 0.05 0.10 5.0 5.7 6.7 0.65 2.52 1.09 12 0.50 866.57 86557 867.16 867.06 870.00 870.00 #2-#11
19 18 1360 0.06 0.06 0.80 0.05 0.05 5.0 5.0 7.0 0.34 2.52 0.84 12 0.50 866.75 86657 867.19 867.18 I 870.00 870.00 #11-#12
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NOTES: intensity "- 56.97 f (Tc + 9.00) ^ 0.80: Return period'" 10 Yrs.', Initiallailwaler elevation'" 866.16 (ft}
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End 250 0.21 056 0.80 0.17 0.45 5.0 5.5 6.8 3.04 3.56 4.95 12 1.00 86425 864.00 864.99 864.72 B68.00 I 866.00 #21-#22
2 101.0 035 0.35 0.80 0.28 0.28 5.0 5.0 7.0 1.96 4.45 3.26 12 1.56 865.83 86425 86642 865.27 869.00 86600 #22-#23
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Total number of lines'. 2
Run Date: 07-20-2000
Project File: north.slm
1-0-1' F'ile: Indianapolis.IDF'
NOTES: Intensity" 56.97 f (Tc + 9.00) ^ Q80; Return period'" 1 0 Yrs. Initial tailwa\er elevation"' 864.72 (It)
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1 End 210 0.23 0_59 0.80 0.18 0.47 5.0 5.5 6.8 .3.20 3.30 476 12 086 864.1 B 86400 864.97 864.80 BEa.DO 866.00 #24-#25
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NOTES: lntensily '" 56.97 I (Te + 9.00) ^ 0.80; Return period'" 10 Yrs.; Initial tailwaler elevation'" 864.80 (ft)
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2 1 9.0 0.53 3.29 0.80 1,0.42 2,63 5.0 10.5 5.4 14.11 15.91 2.90 30 0.15 65699 858.98 86142 861 A1 866.00 856.00 #36-#37
3 2 174.0 0.12 2,76 0.80 0.10 2.21 50 9.5 56 12,31 1 12.42 3.10 27 0.16 859.27 . 858.99 861.72 861.44 866.00 86600 #37-#38
4 3 38.0 0.12 2.32 0,80 0.10 1.86 5,Q 9.4 56 10,43 10,35 3.32 24 0.21 859.35 859.27 861,95 861.87 666.00 \ 866.00 #38-#39
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6 5 9.0 0.52 0.52 0.80 0.42 0.42 5.0 5.0 7.0 2.91 2.90 3.70 12 0.67 859.72 859.66 862.50 862.44 866.00 866.00 #40-#41
7 5 129.0 1,23 1.23 080 0.98 0.98 8.0 S.O 6,0 5.89 5.85 333 is 0.31 860.06 859.66 862.84 862.44 86600 866.00 #40-#42
8 3 125.0 0.14 0.32 080 0.11 0.26 5.0 5.5 6.8 1,74 2.48 2.21 12 0,49 85988 859.27 862.16 861.87 864.00 866.00 #38-#45
9 8 41.0 0.18 0.18 0.80 0.14 0,14 50 5,0 7.0 1.01 3,73 1.28 12 1.10 860.33 859,88 862.27 862.24 864.00 1864,00 #45-#46
10 1 1128.0 0.50 1,46 0.80 '0.40 1.17 5.0 5.0 70 8.14 9.16 2.59 24 0.16 859.19 858.98 861.5B i 861,41 86500 . 866.00 #36-#43
11 10 90 0.96 .0.96 0,80 0.77 0.77 5.0 5.0 7.0 5.36 i 5.35 3.44 1B 026 862.30 862.28 863.54 863.51 865.00 865.00 #43-#44
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NOTES: Intensity" 56,97/ (Tc + 900) ^ 0.80; Return period" 1 0 y,s., lnitiallailwater elevation'" 860.89 (It)
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2 1 113.0 0.23 0.23 0.80 0.18 018 5.0 5.0 7.0 . 1.29 2.39 2.17 12 0.45 I 864.06 . 863.55 864.65 864.48 866.50 866.50 #30-#31
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NOTES: Intensity'"' 56.97 I (Tc + 9.00) ^ 0.80; Relurn period'" 10 Yrs. ; Initial tailwaler elevation 00 864.13 (It)
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2 1 32.0 0.19 0.19 0.80 0.15 0.15 5,0 50 7.0 1.06 3.56 2,57 12 5.78 86283 86D,98 863.27 861.64 866.0D 86400 #33-#34
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Project File: SouthC.stm I-D-F File: indianapolls.IOf Total number of lines: 2 Run Dale 07-18-2000
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Project File: Southeast.stm I-O-F File indianapolisJDF Total number of lines: 1 Run Date: 07-18-2000
NOTES: Intensity;; 56.97 I (Tc + 9.00) ^ 0.80; Return period;; 10 Yrs.; Iniliallailwater elevation 0= 859,54 (ft)
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WETLAND DELINEATION REPORT:
TABLE OF CONTENTS
1.0 INTRODUCTION . . . . . _ _ _ . . . . . . . . . . . , . . . . . . . . . . . . . . . - - . . . . . . . . . . . . . .. 1
2.0 REGULATORY DEFINITIONS. . . . . . . . . . . . . . - . . . . . . . . . . . , . . . . . . . . . . . . .. 1
3.0 BACKGROUND INFORMATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3
4.0 SITE INVESTIGATION & DESCRIPTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4
5.0 JURISDICTIONAL ANALYSIS ........................................ 6
7.0
SU!vfMARY AND CONCLUSIONS
7
. . . . . . . . . . . . . . . . . .. . .. . . . . . . . . '. . .-. ,
Figures
Appendix A - Site Photographs
Appendix B - Routine Wetland Delineation Data Sheets
Appendix C - Survey of Wetland Areas
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WETLAND DELINEATION REPORT:
U.S. 31 AND 126m STREET
HAMILTON COUNTY, INDIANA
1.0
INTRODUCTION
1.1 J.F, New & Associates was contracted to perform a jurisdictional determination and delineation
ofthe boundaries of "waters of the United States," including wetlands, which occur within the project
site located at the northeast corner of the intersection of US , 31 and 126m Street within Section 26
,
Township 18 North, Range 3 East, Cannel, Clay Township, Hamilton County, Indiana.
Approximately O.4~ acres of wetlands were identified OIl the site.
1.2 This report identifies the jurisdictional status of the project area based on J.F. New & Associates'
best professional understanding and interpretation of the Corps of Engineers Wetland Delineation
Manual (1987) and Corps of Engineers guidance documents and regulations. Jurisdictional
determinations for other "waters ofthe United States" were made based on definitions and guidance
found in 33 CFR 328.3, Corps Regulatory Guidance Letters, and the wetland delineation manual.
The Corps of Engineers administers Section 404 of the Clean Water Act which regulates the
discharge of fill or dredged material into all "waters of the United States, II and is the regulatory
authority that must make the final determination as to the jurisdictional status of the project area.
2.0
REGULA TORY DEFINITIONS
2.1 Waters of the United States
"Waters of the United States" are within the jurisdiction of the Corps of Engineers under the Clean
Water Act. "Waters afthe United States" is a broad term which includes waters that are used or
could be used for interstate conunerce. This includes wetlands, ponds, lakes, territorial seas, rivers,
tributary streams including any definable intermittent waterways, and some ditches below the
"Ordinary High Water Mark (OHWM.)." Also included are manmade waterbodies such as quarries
and ponds which are no longer actively being mined or constructed. Wetlands, mudflats, vegetated
shallows, riffle and poot complexes, corat reefs, sanctuaries and refuges are all considered special
aquatic sites which involve more rigorous regulatory permitting requirements. A specific, detailed
definition of "Waters ofthe United States" can be found in the Federal Register (33 CFR 328.3).
2.2 Wetlands
Wetlands are a category of "waters of the United States" for which a specific identification
methodology has been developed. As described in detail in the Corps of Engineers Wetland
Delineation Manual (1987), wetland boundaries are delineated using three criteria: hydrophytic
vegetation, hydric soils, and wetland hydrology.
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Hamilton County, Indiana
July 4,2000
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2.2.1 Wetland VegetatioR In the course of developing the wetland determination methodology the
Corps, in cooperation with the U.S. Fish and Wildlife Service, Environmental Protection Agency and
the Soil Conservation Service, compiled a comprehensive list of wetland vegetation. The indicator
status of plant species is expressed in terms of the estimated probabilities of that species occurring
in wetland conditions within a given region The indicator categories as defined by the Corps are:
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Obligate Wetland (OBL) Occur almost always (estimated probability >99%) under
natural conditions in wetlands.
F acultative Wetland (FACW) Usually occur in wetlands (estimated probability 67%-
99%), but occasionally found in non-wetlands.
Facultative (FAC) Equally likely to occur in wetlands or non-wetlands (estimated
probability 34%~66%).
Facultative Uoland (F ACU) Usually occur in non-wetlands, but occasionally found
in wetlands (estimated probability 1%-33%)
Obligate Upland (UPL) Occur almost always (estimated probability >99%) in
uplands.
Plants which are OBL, F ACW and F AC (except F AC~) are considered wetland species. Positive or
negative signs indicate a tendency toward higher (+) or lower (-) frequency of occurrence within a
cat~gory. The percentage of the dominant wetland species in each of the vegetation strata in the
sample area determines the hydrophytic or wetland status ofthe plant community. Soil type and
hydroperiod are two factors important in controlling species composition
2.2.2 Hydric Solls. Hydric soils are defined as soils that are saturated, flooded, or ponded long
enough during the growing season to develop anaerobic conditions in the upper part. In general,
hydric soils are flooded, ponded, or saturated for a week or more during the growing season when
soil temperatures are above 320 F. The anaerobic conditions created by repeated or prolonged
saturation or flooding results in permanent changes in soil color and chemistry which are used to
differentiate hydric from non-hydric soils.
In this report, soil colors are described using the Munsell notation system. This method of
describing soil color consists of separate notations for hue, value, and chroma which are combined
in that order to form the color designation. The hue notation of a color indicates its relation to red,
yellow, green, blue and purple; the value notation indicates its lightness, and the chroma notation
indicates its strength or departure from a neutral ofthe same lightness
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The symbol for hue consists of a number from 1 to 10, followed by the letter abbreviation of the
color. Within each letter range, the hue becomes more yellow and less red as the numbers increase.
The notation for value consists ofnurnbers from 0 for absolute black, to ] 0 for absolute white. The
notation for chroma consists of numbers beginning with 10 for neutral grays and increasing at equal
intervals. A soil described as IO"YR 3/1 soil is more gray than a soil designated IOYR 3/6. The
Corps of Engineers color criteria for hydric soils specifY that the chroma must be /1 if the soil has
no mottles (small variations in color), and /1 or /2 if the soil is mottled.
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2.2.3 Wetland Hydrology. Wetland hydrology is defined as the presence of water for a significant
period of time at or near the surface (within the root zone) during the growing season. Wetland
hydrology is present only seasonally in many cases, and is often inferred by indirect evidence.
Hydrology is controlled by such factors as seasonal and long-term rainfall patterns, local geology
and topography, soil type, local water table conditions, and drainage. Primary indicators of
hydrology are inundation, soil saturation in the upper 12" ofthe soil, water marks, sediment deposits
and drainage patterns. Secondary indicators such as oxidized root channels in the upper 12" of the
soil, water stained leaves, local soil sUIVey data and F AC-neutral vegetation test are sometimes used
to identify hydrology, A primary indicator, or two or more secondary indicators are required to
establish a positive indication of hydrology.
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2.2.4 Wetland Definition Summary. In general, an area must meet all three criteria to be classified
as a wetland. In certain problem areas such as seasonal wetlands which are not wet at all times, or
in recently disturbed (atypical) situations, areas may be considered a wetland if only two criteria are
met. In special situations, an area which meets the wetland definition may not be within the Corps
of Engineers jurisdiction due to a specific regulatory exemption.
3.0 BACKGROUND INFORMATION
3.1 Existinz mal)S
Several sources of information were consulted to identify potential wetlands and wetland soil units
on the site. These include the U.S. FiSh and Wildlife Service's National Wetland Inventory (NWI)
and the Natural Resources Conservation Service's (NRCS) Soil Survey for this county. These maps
identify potential wetlands and wetland soil units on the site. The NWI maps were prepared from
high altitude photography and in most cases were not field checked. Because of this, wetlands are
sometimes erroneously identified, missed, or misidentified. Additionally, the criteria used in
identifYing these wetlands were different from those currently used by the Corps of Engineers. The
county soil maps, on the other hand, were developed from actual field investigations- However, they
address only one of the three required wetland criteria and may reflect historical conditions rather
than current site conditions. The resolution of the soil maps limits their accuracy as well. The
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mapping units are often generalized based on topography and many mapping units contain inclusions
of other soil types for up to 15% of the area ofthe w1it. The Corps does not accept the use of either
of these maps to make wetland determinations.
3.2 NWl mav
The National Wetland IrNentory map of the area (Figures 2 and 3) identifies one wetland centrally
located within the project boundary as a palustrine emergent temporarily flooded (PEMA).
3.3 Soil SUJ}lev
The NRCS Soil Survey of Hamilton County (Figure 4) identifies two soil series on the site:
Brookston silty clay loam (Br) and Crosby silt loam, 0 to 3 percent slopes (erA). According to
Hydric Soils of Indiana by County, the Brookston soil series is dominated' by hydric components,
while the Crosby soil series contains hydric components.
4.0 SITE INVESTIGATION & DESCRIPTION
4.1 Investization Methodology
The delineation of wetlands and other "waters of the U.S. II on the site was based on the
methodology described in the Corps of Engineers Wetland Delineation Manual (Technical Report
Y-87-1) as required by current Corps of Engineers policy.
Prior to the field work, the background information was reviewed to establish the probability and
approximate location of wetlands on the site. Next, a general reconnaissance of the project area was
made to determine site conditions. The site was then walked with the specific intent of determining
wetland boundaries. Data stations were established at locations within and near the wetland areas
to document soil characteristics, evidence of hydrology and dominant vegetation. Note that no
attempt was made to examine a full soil profile to confirm any soil series designations. However,
soils were examined to a depth of at least 16 inches to assess soil characteristics and site hydrology.
Complete descriptions of typical soil series can be found in the soil survey for this County.
4.1.1 Site Photographs. Photographs ofthe site are located in Appendix A. These photographs are
the visual documentation of site conditions at the time of inspection. The photographs are intended
to provide representative visual samples of any wetlands or other special features found on the site
inspected
4.1.2 Delineation Data Sheet. \\There stations represent a wetland boundary point they are
presented as paired data sheets, one each documenting the upland and wetland sides of the wetland
,
boundary. The distance the specific upland or wetland stations are from the boundary point is noted
on the data sheet. Approximate data station locations are located on Figure 5. The Routine
Wetland Determination data forms used in the jurisdictional delineation process are located in
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U.S. 31 and 126th Street
Hamilton County, Indiana
July 4, 2000
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Appendix B. These forms are the written documentation of how representative sample stations meet
or do not meet each of the wetland criteria. Other points were also inspected during the delineation
process but were not specifically recorded on data sheets.
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4.1.3 Wetland Boundary Survey. A survey of the wetiand locations is included as Figure 6.
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4.2 General Site Condition.'i
The site is located at the northeast corner of the intersection of U S. 31 and 126th Street and was
delineated by I.F. New and Associates on June 19,2000. The majority of the property consists of
cropland with a small clump of trees in the central portion of the site. The clump of trees was
investigated for wetland characteristics and is described in detail below as Community A. The site
also contains a fence line 011 the west boundary that contains moderate to large sized trees and
shrubs. One open water/emergent type wetland area was identified, Wetland A, in the south portion
of the property boundary and is described in detail below.
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4.3 Technical DescriTJtions
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W ctLand A
This area is located in the south portion of the subject site, on the north side of 126[h Street (Figure
5). The littoral shelf and bank of the open water system is dominated by shrubby plant species such
as black willow (Salix nigra, OBL) and gray dogwood (Comus racemosa, FACW-). Herbaceous
species consisted of pond weed (Potamogeton sp., OBL), swamp milkweed (Asclepias incarnata,
OBL), spikerush (Eleocharis sp. OBL) and short beaked sedge (Carer breviar, FAC).
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Soils within the wetland area, Test pit A-I, were not examined due to inundation. Test pit A-2
exhibited a matrix color oflOYR4/4 with few mottles ofl0YR 5/4 to a depth of8 inches and lOYR
6/3 with many mottles of 10YR 5/8 to a depth of 16 inches. Hydrological indicators consisted of
inundation and drift lines. Results of the FAC-neutral test also indicate that wetland hydrology is
present.
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Community A
This area was investigated in detail due to it's proximity to the wetland area depicted on the 1\TWI
map. This community is defined by the presence of mature silver maple (Acer saccharinum, F ACW)
and gray dogwood (Comus racemosa, FACW-) within the central portion of the fannland.
Hackberry (Celtis occidentalis, FAC-) and white mulberry (Moros alba, FAC) are also located
within this COIT'J1lunity. The groundcover within tpis small clump of trees consists of garlic mustard
(Alliaria petiolata, FAC) and poison ivy (Toxicodendron radicans, FAC+). The type of plant
species dominating this community meets the first ofthe three criteria to be considered a wetland.
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J.F. New & Associates, Inc.
JFNA FiJe# 00-06-0'1
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U.S. 31 and 126L'I Street
Hamilton County, [ndiann
July 4,2000
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Soils within this wetland area exhibited a matrix color of IOYR 3/1 to a depth of6 inches and a
color of lOYR 3/2 to a depth of 16 inches for test pit B-1, which does not meet the hydric soil
criteria (Figure 5). Results of the FAC-neutral test and soil survey data are the only signs of
hydrological indicators. However, only two secondary types of hydrological indicators are needed
to meet the second criteria. Although the vegetation and hydrology portions appear to meet the
criteria, all three criteria must be met to be considered a wetland. It appears that this community
does not meet'all three criteria and is not considered a jurisdictional wetland area.
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5.0 JURISDICTIONAL ANALYSIS
5.1 Corps of Engineers
The Corps of Engineers has authority over the discharge of fill or dredged material into "waters of
the United States." This includes authority over any filling, mechanical land clearing, or construction
activities that occur within the boundaries of any "water of the United States." A permit must be
obtained from the Corps of Engineers before any of these activities occur. Permits can be divided
into three general categories: Individual Permits, Nationwide Pennits and the Regional General
Permit for Indiana. The Regional General Permit for Indiana authorizes activities associated with
the construction or installation of new facilities or structures as well as for agriculture or mining.
Proposed wetland impacts must be less than 1 acre and meet specific criteria in order to qualify for
these permits. Section 401 Water Quality Certification must be obtained from the Indiana
Department of Environmental Management before the Corps will perform their permit review.
Nationwide Permits have been developed for proj ecis which meet specific criteria and are deemed
to have minimal impact on the aquatic environment. Individual Permits are required for projects
that do not faU into one ofthe specific Nationwide Permits or the Regional Genera! Permit or are
deemed to have significant environmental impacts. These permits are much more difficult to obtain
and receive a much higher level of regulatory agency and public scrutiny and may require several
months to more than a year for processing.
5.2 Other agencies
The Indiana Department of Environmental Management (IDEM) is responsible for issuing Clean
Water Act Section 401 pennits known as Water Quality Certification (WQc) in conjunction with
Corps 404 permits. For some situations, IDEM has pre-approved WQC; but for most wetland
impacts greater than 0.1 acre, a separate application for WQC must be submitted directly to IDEM.
The Indiana Department ofNarural Resources (IDNR) has jurisdiction over thefloodway of ditches
and streams with a watershed greater than one (1) square mile. If impacts are proposed to
jurisdictional floodways, a Construction-In-A-F1oodway permit may be required from the IDNR.
J.F. New & Associ~les, Inc.
JFNA File# 00-06-04
Page 6
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u.s. 31 and 126th Street
Hamilton County, lndiana
July 4, 2000
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6.0 SUMMARY & CONCLUSION
IF New & Associates inspected the Opus North Corporation's project site located at the northeast
comer of the intersection of US. 31 and 126th Street within Section 26, Township 18 North, Range
3 East, emmel, Clay Township, Hamilton County, Indiana on June 19,2000. One jurisdictional
"waters ofthe usn, open water/emergent wetland, totaling approximately 0.4:i; acres was identified
on the site (Figure 5 and 6). A permit must be obtained from the Corps of Engineers and IDEM prior
to any filling or mechanical land clearing occurs within the wetland boundaries.
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ID-JA Fileit' 00-06--04
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Figure t:
Site Location Map
U.S. 31 and 126th Street
Opus North Corporation
Hamilton County, Indiana
(Source: Delonne 3-D TopoQuads)
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Figure 2: NWI Map (Carmel Quad, 1990)
U.S. 31 and 126th Street
Opus North Corporation
Hamilton County, Indiana
JFNA # 00-06--D4
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FRESH\V A TER \VETLAND CLASSIFICATION
R -RIVERINE
2 LOWER PERENNI~
RU'- ROCK
BOTTO;""
UD - UNCONSOLIDATED
BOTTOM
All -AQUATIC
BED
] Be<lroc).:
2 Rubble
CobblelGravel
Sand
Mud
Organic
1 Algal
2 Aquatic Moss
3 RoolM Vas<;ular
4 f10aling Va,cII]ar
5 UNK Submergen!
6 lINK SurfaCe
MODIFYING TERMS
I US- UNCoNSoLIDATED
SHORE
1 Cobble/Grave!
2 Sand
3 MlId
4 OrGanic
5 Vegetated
SIl- STREAMBED"
1 IJ edrock
2 Rubble
3 Cobble-Gtavel
4 Sand
:, Mud
6 Organic
7 VegelatM
In order 10 mere adcquale!y describe weiland and .quo!;C habil"t~ watet regime, water chemistry, soil or spcGia! modifiers may be applied,
\"ATERRECIMF,
NON.TIDAL
A Temporarily F1oode<!
n Sa1lJrnlcd
J Intermittenlly FloooeJ
K Artificially Hoodoo
C Soasonally Flooded
W lnlennit1en1ly FloodM/Temporary
D Seasonally FIO<>dedl Well-Drained Y SoturBtedlScmipermanenEfSeasonal
E Seasenally FloodedfSaturat<<l
Z [nleoninonl!y Exposcdli'ermanenl
F Sernipermanenll)' flooooo
U UnknO\\ll
G Inlef1Tliltenlly Expose<!
H Femmnently Flooded
Dominance types m\!Sl be added by users,
WATERCllEMISTHY
INLAND SALINITY
BYP'rs~line
8 [usal;ne
9 Mixo,,,I;,,e
o fresh
4 INTERMITTENT
2. Non-pers;stenl
pH MODIFIERS FOR FRESHWATER
n Acid
t Circumnculral
i Alkaline
g Orgonie
1I Mineral
c::==
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.STREAMBED is limited to TIDAL and INTERMITTENT SUBSYSTEMS, o.d comprises Ihe only CLASS in Ihe INTERMITTENT SUBSYSTEM,
"EMERGENT IS LIMITED TO TIDAL and LOWER PERENNIAL SUBSYSTEMS. The Iemoining CLASSES .re found in 011 SUBSYSTEMS,
Figure 3: Key to the National Wetland Inventory Map
U.S. 31 and 126th Street
Opus North Corporation
Hamilton County, Indiana
JFNA if 00-06.04
CJ
i ~ UNKNOwN PERENNIAL
I
ow - OPEN
WATER
Brorock
Rubb!e
Unknown Bollom
SOIL
SPECIAL MOUlFLERS
b Bes~cr
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f F"rtnw
h DikeJllmpoonded
r Artjficiol Subslra!e
s Spoil
" Exeavole<l
Classifiesl'on ofwellund and deepwaler h.bitots orlhe U.S, Cowardin d. 01. 1979 as modified for nolionel wetland inventory mappinB ron.enttons,
;,9~5 [oql~ Crce-k !lorlr.,M"(]Y
S~ite A
li"ldiahc-D01[5. IN 4-6251
PM'", ~17-3SS-19B2
tA~: 317--388-1988
c:::
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Per milling . DelinE"oHons . Miligolion Design. Biological Irwel11Qries
W..lIond end Proirie Nursery . lak" ond Shearn Enhoncement
Nol1)ral Systems [or Wastewaler Treatment
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Crosby silt loam, 0 to 2 percent slopes
Br
Brookston silty day loam
Scale: 1" = 1,320'
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Figure 4:
Hamilton County Soil Su. rvey (Sheets 52 & 58) ~
U.S. 31 and 126th Street
Opus North Corporation
Hamilton County, Indiana -W-
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~~te5, Inc.
HIS ~OO!l-e ~("" p'ooj
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Figure 5: Aerial Pbotograph (Spring, 1997)
V,S, 31 and 126th Street
Opus North Corporation
Hamilton County~ Indiana
JFNA # 00-06-04
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Scale: 1"= 400'
Q1f';
. F N@w &
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I '/! ~--. TC 862.8::> i5?'AJ7
I! llvHdSV l 'e>6t- - 126th STREET INV N 859.39 L~____J
f~1 :[_.~=~- r-iff'l L~~ _----------~@---t:=-=:::~;;~~~~~:==:=::===::=:::::-:--n----:4.
I. . _______________. .
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_ ' : i Te 860. ~"J ----..
J ~ I i 15 f'ii~V85i52 -----_________ - - - - WETLAND BOUNDARY
1- __ Sl~: //m..u", ----~ CI-IAIRBACi\ CURB AREA = 0.4 ACRES
~:'~~~~~-~_~-='~-~::-:\'~~;;;~~-=:::=:::--';::-;=-:::::~=:~_____~__:- _. -. - EDGE OF WATER
---If 8:~/"~=~)Z;5~<~~- -- - - - =:::-=-:: -~~~,....::
~. _/ ~ __~--~ ,pC END BURIED
. F New & WETLAND DEUNEATlON SURVEY u.s. 31 AND 126th SlREET ~ 1Il'; .FlI
1A$SOCia.tes, Inc. opus NORTH CORPORATION == ~y.:
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LEGEND
FIGURE 6
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Data Point A-I, Facing Southeast (Wetland)
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Data Point A-2l Facing North (Upland)
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Data Point B-1, Facing West (Community A)
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....-"'~"....-.. 0'""'""" ....,...,..>OV',..T........".......... _.. L.....6& g' -." c.\.l!f"'__.d~'1~~.:. ----~.1'n~"ifUi:'"~.~...-""..~..."'~-nl
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~ j Project/Site:
U Client
Investigator( 5):
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STATION # A-I
Nonnal Circumstances'!
Significantly Disturbed?
Potential Problem Area?
FIELD NOTES:
WETLAND DELINEA TIONJDETERMINA TION
U.S. 31 and 126lh Street
Opus North Corporation
Marc W oernle
WETLAND
Distance from Stake:
Yes/No
Y esfN 0
Yes/No
Date:
County:
Slate:
6/19100
Hamilton
Indiana
10'3
Yes
No
No
STATION # A-2
Nonnal Circumstances?
Significantly Disturbed?
Potent.ial Problem Area?
UPLAND
Distance from Stake:
YesfNo
Yes/No
YesINo
lO'N
Yes
No
No
Dominant Species
I. Salix nigra
2. Comus racemosa
3. Polamogeton sp.
4. Eleocharis sp.
5.
6.
7.
8.
Percent ofSpecles OBL, FACW, FAC (excl. FAC-)
Remarks:
: I
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VEGETATION
Stratum
Tree
Tree
Herb
Herb
Indicator
OEL
FACW-
OBL
OBL
VEGETATION
Stratum
Herb
Indicator
uPL
Dominant Species
1. Glycine mal;
2.
3.
4,
5.
6.
7.
8.
Percent of Species OBL, FACW, FAC (excl.l'AC-)
Remarks:
0%
100%
HYDROLOGY
Field hldicators: Depth of Surface Water: 7"
Depth to Free Water: NA
Depth to Saturated Soil: NA
PRWARY INDICATORS SECONDARY INDICATORS
X Inundated Ox. TOot channels
Saturated <12" Water-stained leaves
X Water marks X- Local soil survey data
X Sediment deposit X- F AC- Neutral test
= Drainage pattems Other (explain in Remarks)
Remarks:
HYDROLOGY
Field Indicators: Depth of Surface Water: None
Depth to Free Water: > 16"
Depth to Satur-ated Soil: > 16"
PRIMARY INDICATORS SECONDARY INDICATORS
[nundated Ox. root channels
Saturated <12" Water-stained leaves
Water marks Local soil survey data
Sediment deposit F AC- Neutral test
Drainage patterns Other (explain in Remarks)
Remarks:
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Map Unit Name:
Profile Description
Depth Matrix
NA
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SOILS
Brookston silty clay loam (Br)
Map Unit Name:
Profile Description
Depth Matrix
0-8" JOYR4I4
8-16" lOYR613
SOILS
Brookston silty clay loam (Sr)
T e};ture, Strocture, etc.
silty clay loam
silty clay loam
Mottle
Texture, Structure, etc.
Mottle
IOU 5/4
lOYR 518
WI;;l'LAND DETERMl..NAIIUN
X Yes
X Yes
X Yes
X- Yes
HYDRIC SO~ INDICATORS
Concretions
Organic content/sandy soils
Organic streaking/sandy soils
X Local hydric soils list
X NationallJydric soils list
Other (explain in Remarks)
J
Histosol
I-Iistic epipedon
Sulfidic odor
Aquic moisture reg.
Gleyed
Low Chroma
Remarks:
HYDRIC SOIL INDICATORS
Concretions
Organic contenVsandy soils
Organic streaking/sandy soils
X- Local hydric soils list
X National hydric soils list
- Other (explain in Remarks)
Histosol
Histicepipedon
Sulfidic odor
Aquic moisture reg.
G1eyed
Low Chroma
Remarks:
]
No
No
No
No
W.E'lLAl'ID DETE~AllON
Hydrophylic vegetation present? Yes
Wetland hydrology present? Yes
Hydric soils present? Yes
Sllmplmg point within a welland? Yes
Remarks Does not qualify as a wctlana-
X No
XNo
X'No
X- No
J
Hydrophytic vegetation present?
Wetland hydrology present?
Hydric soils present?
Sampling point v.~thin a wetland?
Remnrks: Qualifies as II wetland
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J.F. New & Associates, me
JFNA #00-06-04
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. FIELD NOTES:
WETLAND DELINE A TIONIDETERMINATION
u.s. 31 and 126lh Street
Opus North Corporation
i\1arc W oemle
ProjecllSite:
Client:
Investigator( s):
Date:
County:
State:
6/19/00
Hamilton
Indiana
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STATION #
Nannal Circumstances?
Significantly Disturbed?
potential Problem Area?
WETLAND
Distance from Stake:
Yes/N 0
Yes/No
Yes/No
STATION# B-1
Normal Circumstances?
Signifi=tl yDisturbed?
Potetltial Problem Area?
UPLAND
Distance from Stake:
Yes/No
Yes/No
YeslNo
NA
Yes
No
No
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D
VEGETATION
Dominant Species Stratum
L
2
3.
4.
5.
6.
7.
8.
Percent of Species OEL, FACW, FAC (exeL FAC-)
Remarks:
Indicator
Dominant Species
1. Acer sacchan.rmm
2. Camus racemosa
3. Alliaria petiolata
4. Toxicodendron radicans
5.
6.
7.
8-
Percent of Species OBL, FACW, FAC (excl. FAC-)
Remarks:
VEGETATION
Stratum
Tree
Tree
Herb
Vine
Indicator
FACW
FACW-
FAC
FAC+
100%
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HYDROLOGY
Field IndiC(ltors: Depth of Surface Water: None
Depth to Free Water: >16"
Depth to Saturated Soil: > 16"
PRlMAR Y INDICATORS SECONDAR Y INDICATORS
Inundated Ox. root channels
Saturated <12" Water-stained leaves
Water marks Local soil survey data
Sediment deposit X- F AC- Neutral test
Drainage patterns Other (explain in Remarks)
Remarks:
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HYDROLOGY
Field Indirutors: Depth of Surface Water:
Depth to Free Water:
Depth to Saturated Soil:
PRTh1ARY INDICATORS SECONDARY INDICATORS
Inundated Ox. root channels
Saturated <12" Water-stained leaves
Water marks Local soil survey data
Sediment deposit F AC- Neutral test
Drainage patterns Other (explain in Remarks)
Remarks:
SOILS
Map Unit Name:
Profile Deseripnon:
Depth Matrix
Mottle Texture, Structure, etc.
SOILS
Crosby silt loam, 0 to 2 % slopes (CrA)
Map Unit Name:
Profile DescriptIon:
Depth Matrix
0-6" IOYR 3/1
6-16" lOYR312
Mottle
Texture, Structure, etc.
silty clay loam
silty clay loam
Histosol
Histic epipedon
Sulfidic odor
Aquic moisture reg.
Gleyed
Low Chroma
Remarks:
HYDRIC SOlL INDICA TORS
Concretions
Organic content/sandy soils
Orgaruc strealanglsandy soils
Local hydric soils list
National hydric soils list
Other (explain in Remarks)
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WE lLANO DETE.I{Ml1"\A'flON
Hydrophytic vegetation present'! X Yes
Wetland hydrology present? Ye'3
Hydric soils present? Yes
Sampling point within a wetland? Yes
Remarks: Does not qualify as a wetlana--
No
X No
XNo
XNo
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H'YDRlC SOIL INDICATORS
Concretions
Organic content/sandy soils
Organic streaking/sandy SOlis
Local hydric soLIs list
National hydric soils list
Other (explain in Remarks)
Histosol
Histic epipedon
Sulfidic odor
Aquic moisture reg.
Gleyed
Low Chroma
Remarks:
WInLAND DETERMlNAflON
Hydrophytic vegetatIon present? Yes
Wetland hydrology present? Yes
Hydric soils present? Yes
Sampling point within a wetland? Yes
Remarks: Qualifies as a weiland
No
No
No
No
J.F. New & Associates, Inc,
JFNA #00-06-04
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Appendix E
Woolpert Phase 1 Drainage Report
8
0:\ 19991990399\20200IdocsIEngr\Reports\Drainage Report_revised. DOC
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Drainage Report
OPUS LANDMARK AT MERIDIAN
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Opus North Corporation
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Cannel, Indiana
~-....",--...-.~/
September 2005
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TABLE OF CONTENTS
DRAINAGE SUMMARY & SITE MAPS ,."..."..................,.............................................. SECT10N 1
DEVELOPED SITE DRAINAGE PLAN ,.............".......................".....".................... ...., SECTION 2
STORM SEWER CALCULATIONS.........., ..... ..... ............_" ". ,.... ......... ................. ............. SECTION 3
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OpDs L:ihdinilr'i. ;it Meridian
Opus North corpora lion
Woolpert
July 2005
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DRAINAGE REPORT
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Existing Conditions
The existing 23.64-acre site is located in the northwest quadrant of the intersection of West
Carmel Drive and Pennsylvania Street in the City of Carmel, Hamilton County, Indiana. At
present, the site is an open grassy meadow with a line of trees and bushes along the west side of
the property. There is one existing pond located on the south end of the site that has been
designated as existing wetlands. Soil types present onsite include Crosby silt loam and
Brookston silt loam. The site currently drains south into the existing pond and then continues
south through twin.2!" corrugated metal pipes.
The allowable release rate from the twin 21" CN.!P's into the existing manhole south of West
Carmel Drive is 5.0cfs. This release rate was set forth in the drainage study "Addendum to
Stormwater Management Design Calculations on Hamilton Crossing" dated June I, 1989
prepared by PaulL Cripe and Associates. Release rate restrictions were placed on this site, the
Duke property to the south, the Meijer property to the east, and Meridian Crossing to the west
across u.s. 31. This was due to historical accounts of Pennsylvania Street overtopping during
intense rainfall events.
According to the FEMA Flood Boundary and Floodway Map, Community Panel 180081 0007 C,
the site does not lie in a floodplain.
Proposed Conditions
The proposed improvements include two multi-story office buildings, parking areas, expansion
of the existing detention pond, stonn and sanitary sewers, and other associated utilities. This
construction will take place on the northern portion of the overall site. Therefore, the proposed
detention will be for this portion of the development as well as the existing building on the north
side of the property. The release rate from the proposed pond will be held to 2.95cfs or less
which is 59%, 13.95 Acres, of the allowable 5.0cfs for the overall site. This corresponds to the
percent of the property that is being disturbed with this current development and the existing
north building.
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The majority of the site will drain to the proposed detention pond, located on the west side of the
property, through a storm sewer network. A small portion of yard area, approximately 0.4 acres,
south ofthe pond will direct discharge into the temporary channel. Pond A will outlet into a
temporary channel that flows south to the existing twin 21-inch pipes under Carmel Drive. A 7-
inch orifice plate will be placed on the outlet pipe from the pond to control the flow into the
temporary channel to 2.35cfs. The total flow to the temporary channel is l.92efs. This is less
than the allowable 2.95cfs described above. In order to prevent flooding, due to the orifice being
clogged, an emergency overflow weir will be placed at the 1 OO-year pond elevation of 867.86 ft
A proposed watershed map for this site can be found in Section 2 of this report
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Woolpert
October 2005
Opus Landmark at Meridian
Opus North Corporation
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The ponds were analyzed using the SCS Method and the Advanced Interconnected Channel and
Pond Routing (AdICPR) program version 3.02. The pond is designed to regulate the lOO-year,
24-hour rainfall event to 2.92efs into the temporary channel that flows to the existing twin 21"
CMP culverts at the south end of the site. This is O.03cfs less than the 2.95cfs restrictive release
rate described above.
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Time of concentration calculations and runoff values for the overall basin can be found in
Section 2 of this report. The time of concentration was assumed to be 5 minutes Jor all storm
sewer calculations and the ronoffvalue was taken as 0.85.
Release Rate (cfs)
2.35
Pond A
Conclusion
The development of this property includes two multi-story office building, parking areas, the
extension of all necessary utilities, and the reduction of the storm water outflow to help reduce
flooding ofPennsylv3nia Street. The proposed development of Opus Landmark at Meridian has
been designed in accordance with the Drainage Report for the Hamilton Crossing East
development dated November 1998. The post-developed release rate of 2.92cfs, for the north
portion of the site is less than 2.95 efa, the percent ofthe allowable release rate of 5.0cfs set forth
in the drainage study '"Addendum to Stormwater Management Design Calculations on Hamilton
Crossing" dated June I, 1989 prepared by Paul 1. Cripe and Associates. Therefore, no adverse impacts
are anticipated from this development.
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Woolpert
Odober 2005
Opus Landmark.81 Meridian
Opus North Corporation
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I-Ll\MILTOf\J COUNTY, Il'-!DIANA
SHEET 1\:UiVIBF.R 50
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Dale: 9/912005
Project: Opus Landmark at Meridian
Location: Carmel, IN
Prepared By: JRS
Shallow Concentrated Flow
Proposed
N-BLDG
. Grass Grass Grass Grass Grass
0.15 0.15 0.15 0.15 0.15
20 0 0 0 0
2.64 2.64 2.64 2.64 2.64
0.020 0.000 0.000 0..000 0.000
Surface description (PAVED or UNPAVED) paved paved paved paved paved
Flow length, L.........................ft. 80 0 0 0 0
Watercourse slope, s. u..... ......... tuft 0.015 0.000 0.000 0.000 0.000
AveraQe velocity, V (flqure 3-1L...ftls 2.490 0.000 0.000 0.000 0.000
Tt::: V'3600 V)...........Computed Tt.hr. ~~~~~~~P't1' ~lj[e.; ~1il~~ " ""'"tj';tI1:Jti ~lJ1>'!L\!(jR5:
a%1~~.:J. ;".~...:_,
Channel Flow:
Bottom Widlh....................ft
Depth.............. ......ft
Left Side Slope ?:1
Right Side Slope ?:1
Crass sectional flow area, a.......... ft^2 0 0 0 0 0
Wetted perimeter, Pw....................ft 0 0 0 0 0
Hydraulic radiUS, r-alPw Compute r....ft a 0 0 0 0
Channel slope, S.u.. ....... ......... tuft
Manning's roughness coeff..n..
V =(1.49 r^2/3 s^'l12)/n Computed V...ftls 0 0 0 0 0
Flow length, L u _.........__.. u......ft.
Tt::: V(3600 V)...........Computed TLhr. ~1i1Zt.~1l0fJQ: lW~~:~~]lJ!i j!}~\[k~.{Q:QQ; fi!rtP',J)'QQ gti~QH1Qf)
F
Pipe low:
VelocltY... .......... ..... ............ ..........ftls 2.5
Length., ........... ....... ......... .............. ft 987
Tt;::;U(3600v).................... Computed TLhr '~"~mll~~n f.;r}~DhQ~P' 'If,;slrb0' ~it~l~~ip.PQ ~Hli{bldQ(j
.~ _.f<,W1~:~.~:...l-._~-:.; ~~ .~{i-~t,~~Q\':.!.'.
Total Time of Concentration:
Watershed or subarea Tc or Tt.....hr
Watershed orsubareaTc or Tt.....min
** All Time of Concentration values are assumed to be a minimum of 5 minutes.
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Project Opus Landmark @ Meridian
Location: Carmel, Indiana
Prepared by: Stacey Paul
B.S8
1.67 B
1.8 C
.85
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Proposed North - (N-BLDGS)
Area or %
Impervious
Grass
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Pond
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Max Time Mal< W~rnin9 Max Delta Max. Surf ""ax. 'I'ime
Group Simulation Stage Stage Stage Stage Area Inflow
hra ft ft it ft2 hra
NORTHPHASE I&IIlO Dyr H.Se 854.660 669.000 -0.0040 Jl2S 12.02
NOR'I"HPHASE I.t:II1OOy:- 12.2 ., 860.088 861.000 0.0051 1'1907 1:1..05
NORTIIPHASE I&II1ODyr 12. :12 659.950 961.000 -0.0082 5355 12.1.3
NORTllPw\SE l&II1 'Doyr l4.79 867.858 86~.OOO 0,0081 55639 12.03
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Simu.lation Stage stage stage Stage Area Inflow [utlow outflow Outflow
Name Group hrB cis
r.rs fl: ft ft ft2 hrs cfa
14.05 504.589 869.000 0.0031 2870 12.77 1..e68 12.44- 2.035
CHANlIEL TEMP NORTKPHASE I&H layr
16100 1.~.O7 1l.10? 1.~.4? '.483
"J( W ETLANll S NORTH~HA.Sll IkI I 10yr 12.44 ssS .512 B6L QOO 0.00~9
I I< [I lOyr 12.54 :s59.1B3 861.000 -0.0092 3070 1.2.47 6 .514 1.2 ,54 6.405
MH3 NOR'IEWHA5E 46658 12.05 3B. 83 2 14..50 1.810
POND-A NORTf!PHASE IUI 10yr 1'.49 B66.569 869.000 0.0051
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Wa rning Max Delta J.tax SUrf Max Time. Max Ma:-r.; Time Max
Max Time M=
S~o.ge Stage Stage Area Inflow Inflow Outflow Outflow
Name Group Simulation stage cia hr. cfs
hra Et ft ft ft2 hr.
564.496 B69.~OO 0.0024 26.5 14. ~O :1.298 L4.05 1.:1 97
CHANNEL 'l'SMP NORTll PHASE ,,,II 1:yr 14.0. 13,36 0,564
14436 12.07 3.279
EX WETLANDS NORTll P<lASE I&II 2yr 13.3) 859.10e 361. ~oo 0.0010
2],9], 13.43 1. a52 13 .52 1.850
MH3 NORTH "<lASE I&U 2yr 13,52 858.759 B61.000 -0.00a2 1. 282
865.489 a69.000 0,0026 39131 12.05 n.eSl 14,13
POND, A NORTH PF.ASE I&!I 2yr H.12
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Ra.infa.ll A'-'T1Qunt'inl: 2.54.0
Area (ael , <1"3-: 550' -
Curve Numbo", 90.00
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Node, POND-A
Type' ses unit Hydrogreph
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Time of cone (min) ,
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10.00
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Narr,e: N-YARD
Group, NOR"Ili
Unit Hydrograph, UE256
Rainfall File., SCSU -24
R"infall Amount (inl , 2.E<10
Area[ad' 0.400
curve Number, 68..00
DCIA!\-), 0.00
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Stat...,", Onsioe
Node, CHANNEL TEMP
Type, ses Unit Hydrosraph
peaking Factor' 256.0
Storm Durationlhrs)' 24.00
Time of Conc{rnin): 5.00
Time Shiftlhrs), O.DO
Ma~ Allowable Q(cfe): 999999.000
:N~me, S-BLDG
Group, NORTH
-------------------------------------_.--~_._---------------------------------~----------------p--~-
Unit Kydrograph,
hainfall :File:
RainEall Amount [inl
I'.ree Cae) ,
Curve Number,
DClA(\-) ,
UH2S5
SCSI[-2~
2.6~O
5.470
E8.00
0.00
Node: EX WgTLANDS
Ty~e, SeE Unit Hydrograph
Peaking Factor:
Storm Duration [hrsl :
Time of Cone {min) ,
Time Shift [hre) ,
Max Allowable O(cfe):
Status, ansite
255.0
24.00
10.00
0.00
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Type: Stage/Area
Stage \ Et)
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Name ~ POtm-A
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Type; Stage/Area
KORTH POND
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86{.000
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Init Stage 1ft): 66). 6~O
Warn Stage(fe); Q69.000
Area (ael
8ase F1ow(cfs); 0.000
Init Stage(ft): 664.000
Warn Stage 1ft): SG9. 000
Arealac)
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1.2700
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Group: l'lORT~
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Span [in), 1.00
"-ise lin): 1.00
Inve;ct Ire), 864,000
Manning'~ N: 0.Q13000
To? CHI" (in): 0.000
!:Ioe Clip lin), 0.000
Lengthl!t) ,
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Sclution A19orithm;
- Flo\fJ:
Entrance ~OS~ Coef:
Exit Loss Coef~
Ber.d Loss Cae t.:
Outlec Ctrl Spec:
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Fram ~6de: PO~O-A
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863-.820
0.013000
0.000
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Upstream FHWA Inlet Ed9~ Oesc~ipticn:
Circular concrete, Square edge wI headwall
TEM.ORARY OUT['E'l" PIP!:
Downstrea~ rHW~ Inlet Edge De~cription:
Circular c~ncretel Square edge wi headwall
J J ,00
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Geometry, Trap~zoidal
Invert (ft.), 863 a2C
TClplnitZ(ftl, 9'>95.000
Manning'. N, 0.030000
Top Clip tft), 0.000
Dot Clip(tcl, O.OOQ
Main XSec:
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CONSTRUCTION
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~l ~II~ ~ il ~l\U
.:: , ~ ! ~ ! ~
q i i I.:; ii'
~~! Ii l ~1:1!~11 i:
ij I ,I i ~S.EliI l I'
'I if i~ i lil~!:~' . 'I'
Jh~!I;W~II'
Ii d!! ! !ii;~j i I !! 'mi1
IS Ii II ! lii~ij~ I il i.
~ li~. i ~~~II~ I Ii {'
.. il I~' 'i ~.'I~~ ill il !
i i III I, . 5~ I I ,l~'
Ii! \: 1I~ II I~~ If I~ I n~ d:ldi!
~ " rl .... ,I...."..
c=
c::=:J
c=
PROJECT NAME
STORM DRAIN FlOWTABULATION FOR"
c:.:=
CJ
STORM FREClUENCYOESIGN YEAR
Opu~ landmark - Meridian
OESCRIPTiON
LOCATlO~
FROM TO
17
16
H
14
13
12
11
1~
26
:15
:14
:13
n
16
15
l.
13
12
11
10
25
24
t3
22
21
9/121200$ II:l!'AM
INLET ACRES
Ai1.EA SUB
17
10
15
14
11
12
11
1D
9
4
3
5
26
25
:1~
23
2Z
CJ
DEVELOPED CONDITIONS
0.21
0.21
0.17
0.07
0.D7
0.51
0.45
0.33
0.57
063
0,13
0.13
047
0,41
0,30
0.44
0.24
0.34
0,25
0.20
020
COEfF.
TOTAL 'C'
0.21
0.42
0.59
0,66
0.73
1.24
1.70
2.03
2,27
2.90
303
3.16
0.47
0.B8
1,18
1.62
0.24
0,58
0.90
1.74
1.22
J.22
0.36
3.7B
0.8.5
0.85
O.BS
0.65
0.85
0.85
0.85
0.B5
0.85
0.85
0.B5
0.B5
0.B5
o.es
0.65
0.S5
0.85
0.B5
0.85
0.85
0.85
10
c=.!
c=J
CJ
GA
SUM TIME CONC. (min) INTHl.
CA INLET ORAIN TOTAL "I"
0.18
0.18
0.14
0.06
0.06
0.43
0.39
0.18
0.48
0.54
0.11
0.11
0.40
O.SS
OJ6
V,37
0.20
0,29
022
V.22
0.17
0.18
0.36
0.50
0.5S
0.52
1.05
U5
1.73
1.g3
1.38
3.6~
3.95
4.06
0040
075
1,00
138
020
0.49
0.77
HB
1.04
2.74
0.31
321
5,00
5.VO
5.00
0.05
5.00
5.60
5.00
0.69
5.00
6.07
5.00
7.02
5.00
7.08
5.00
7.~5
5.00
I.BS
5.00
8.80
5.00
9.15
5.00
9.41
0.00
5.00
5.00
5.49
5.00
5.75
5.00
6.23
5.00
5.00
5.00
5.05
5.00
5.79
5.00
6.n
5.00
7.,3
0.05
0.74
0,08
020
0.95
0.05
0.B6
0.05
0.64
0.37
0.25
0.3/
0.49
0,26
0.48
om
0.05
0.74
0.93
0.51
0.41
5.VO
5.05
5.00
5.80
5.00
5.88
5.00
6.07
5.00
.M2
5.00
7.08
5.00
7.95
5.00
8.00
5.00
6.60
5.00
S,16
5.0V
9,41
500
V6
5.00
5.49
5.00
5.75
5.00
5.23
500
8,26
5,00
5,05
5.0V
579
5,00
6.72
5.00
7.23
5.00
7.64
CJ
P ROJ ECT No.
5.s8
6.9B
G.!IB
o.!l6
5.98
6.69
6.98
6.66
6.98
6.59
5.9B
5.27
5.98
5.26
6.98
6.00
6.9B
6.00
5.g8
5.77
6.98
5.68
6.98
5.62
5.98
5.98
5.98
6.60
6.1l8
5.70
5.98
6.53
6.98
6,1l8
6.lJll
6.96
6.98
6.69
6.96
5.37
6.98
6.21
Page I of2
'0'=
CIA
1.2.5
1.25
1.25
2.49
101
3,35
0.42
3.73
0.42
4.09
3.V3
6.61
2,73
9.V4
1.96
10.35
3.38
11.57
J.74
22.17
0.77
22A5
0.77
22.63
2.79
2.79
2.43
5.08
1.78
6.72
HI
8.99
1.42
1.42
2.02
3.43
1.54
9.89
1.54
17.43
1.19
19.95
c=J
CALCULATED
PIPE (lull)
SIZE SLOPE
12
15
15
15
III
21
21
24
24
30
30
30
12
15
18
18
12
15
24
24
30
C=::J
0.12
015
V.2T
0.33
V.15
0.1T
0.32
0,21
V.:16
0,29
0.30
V.32
0,61
0.62 .
0.41
0.73
0.16
0.28
0.1g
059
0.24
CJ
51945
n"
VEL
1.59
2.03
2.73
3.04
2.31
2.75
3.76
3.29
3.6B
4.52
4.57
4.55
3.55
4.14
JBO
5.09
1.81
2.80
3,15
5.55
4.0S
~
c=
COMPUTED \lY,
CHECKED BY;
c:::=J
c=
GSS
MJT
c=J
c=
0.013
LGTH
DESIGN
PIPE Max Q Mal VEL. REMARKS MfHleplh lOCATION
SLOPE iuD now lull fiow INV. OUT INV.IN RIM/OUT FROM TO
113
13
36
144
198
1!l6
99
68
104
105
54'
110
124
176
170
99
0.31
0.23
.0.27
0.33
0.18
0.17
0.32
0.21
0,26
0.29
030
0,32
0,6\
0.62
0.41
0.73
0.31
0.28
0.19
0.59
0.24
1.99
3.11
3,35
3.73
4.47
6.61
9.04
10.35
11.57
22.17
22.45
23,19
2.79
5.08
6.72
B.99
1.99
3.43
9.89
17.43
19.95
2.53
2.53
2.73
3.04
2.53
2.75
3.76
3.29
3.68
452
4,57
4.73.
3,55
4.14
180
5.09
2.53
2.60
3.15
5.55
4.06
TC~
855,:lQ
TC"
666.28
TC=
856,V2
TC=
855,91\
TC"
85500
TC=
855.60
TC=
665.59
TC=
854.94
Te"
B64.93
TC =
564.44
TC =
564.15
Te =
863.95
86930
866.28
869.05
856.02
670.36
a65.9~
669,83
865.86
869.86
665,60
868.05
865,59
~9JQ
854.9\
869.50
864.93
B6~.30
864.44
868.05
864.15
B6a.50
563.95
869.10
663.62
3.00
17
17
16
16
15
15
14
14
13
13
12
12
11
11
10
ID
9
9
4
4
3
3
2
2
10
TC'
566.05
TC"
865.41
Te =
865.02
TC-
854.57
869.30
665.41
869.50
865.02
869.30
864.57
869.05
864.50
16
2.77
15
4.36
14
3.90
13
~.02
12
345
11
3.71
4.56
4,37
4.51
5.35
5,15
3.25
4.09
OB
4.~8
3VO
26
28 ..
25
25
Z4
24
2J
23
22
22
2\
Te =
B66.05
TC"
666.03
TC~
865,64
Ie =
865,31
TC"
8&4.30
86~.05
866.03
BS~.15
865.66
86~.05
865.31
859.05
864 ,30
659.05
864.07
25'
3.12
24
3A1
23
3.74
22
476
Starm Pip.c Sizin8.Phases I and 2 ~ OplU.xls
c
1- :
c::=J
PROJECT W,I.\E
SlORM DRAIN FlOWTA8\!L~lIO~ FORM
DESCRIPTION
STORM FREOUEIlCY DESIGN YEAR
loeA 1l0N
FROM TO
21 20
2~ 19
19 15
29
33
32
31
3~
28
27
24
32
24
>0
23
23
22
91llfl005 11:19 AM
c=
c=
Opuslandm.r'< - Maridian
INLET ACRES
AREA Su e
21 0.12
2~ 0.17
19 om
29
33
32
31
3D
21
27
C"-J
DEVELOPED CONDTIONS
0.28
0.32
0.30
0.27
0.36
0.59
0.36
TOTAL
COEFF.
'C'
085
3,90
4.07
4.14
0.26
0.32
0.62
0.17
0.63
0.59
0.36
0.85
0.35
0.65
0.85
0.85
0.85
0.65
0.85
0.85
10
CA
0.10
0.14
0.02
0.24
0.27
0.26
0.23
0.31
MO
0.31
c:::=..=;
SUM
CA
TIME CONC.
INlEl'
5.00
7.SoI
5.00
7.68
5.00
7.98
3.32
>Ai>
3.48
0.24
5.00
5.00
0.27
5.00
5.00
5.00
5.05
0.53
0.23
5.00
500
500
5.05
0.54
0.50
5.00
SOl)
0.31
5.00
S.OO
c=
(mill)
DRAIN
0.04
0.29
0.47
0,05
0.05
0.52
0.05
0.67
0.03
0.07
c:::::::J
TOTAL
500
7.68
5.00
798
5.00
6.45
5.00
5.05
5.00
5.05
5.00
5.68
5.00
5.05
5.00
5.72
5.00
5.03
5.00
5.07
INTEN.
'I'
a.9lJ
6.09
6.911
6.08
6.96
5.99
CJ
PROJECT No.
6.98
6.98
6.98
6.98
6.96
6.95
6.96
6.98
6.SB
6.95
0.9B
6.9B
5.98
5.9B
P"llo20f2
~
'0".
CIA
0.71
20.18
1.01
21.02
0.17
20.8e
CHCULATEO
PIPE (ru19
SIZE SLOPE
1.56
1.66
1.90
1.90
1.18
3.57
1.60
1.50
2.14
3.73
3.50
3.50
214
2.14
3D 0.24
30 0.25
30 0.25
12
12
18
12
15
12
12
c::=..:::.-.:;
022
0.31
0.31
0.20
0.33
0.96
0.36
C::J
61946
o.
VEL
4.11
4.28
4.25
2.12
2.42
L08
2.04
l04
4.46
2.il
0.013
lG'rn
11
76
120
124
122
11
C-.J
CJ
COMPU1ED BY:
CHECKED BY:
PIPE
SLOPE
DESIGN
M!l<a M",va.
!vII now fIJlI n~..
0.24
0.26
0.26
0.31
0.31
0.31
0.31
0.33
0.96
0.36
20.18 4.11
21.02 4.26
20.88 4.25
199
1.99
$.86
1.99
l73
3.50
2.14
REMARKS
INV. OUT
Te.
854.07
TC'
854.04
TC'
863.85
2.53
2.53
3.:32
2.53
3.04
(46
2.72
,.
~
INV. III
&6930
864.04
869.80
863.85
869.00
863.54
TC -
855.05
TC:
8136.05
TC~
866.03
TC"
856.30
TC ~
85628
TC~
856.10
rc-
856.10
c=
GSS
MJT
MH 0 ~p\l\
RIMIOOT
623
869.0S
B66.03
S59.05
866.03
669.05
855.64
81m.30
856.26
859.30
655Br
889,10
866.01
869.05
856.05
c.=;
c:::=:
5.76
l OCA TI()N
FROM TO
21
21 20
20
2G 19
19
19 18
5.15
3.00
'-9
29
24
3.00
13
33
32
32
24
32
3.02
3.00
31
31
30
]0
l3
]0
3.02
3.00
21
2S
23
2.95
27
27
22
SlQrm Pipe Si2;ing...Pha-ses 1 a""Id.:a. Opuuds
L'
CJ
CJ
~
c='
CJ
CJ
CJ
CJ
c::=
~
li
CJ
CJ
~
c=J
c=
CJ
c:=.=
Opus Landmark at Meridian
10 Year Storm Sewer Ana~Y6ia
Max 'rime Max Warning Max Delta Max SUrf Max Time I~ax Max Time Max
Naaoe Croup Si"".lation Stage stase Stage Stage Area. Inflow InfLow Outflow Outf1ow
hl'6 ft ft ft ft2 hre c::fs hra cfa
OlITFALL BASE 10Oyr-3hr o . 00 0.000 693.500 -689.4.698 0 ], 06 0.133 0.00 0.000
OUTFALL RASE 10yr-05hr 1. 00 854.10'l. 80.000 0.3000 95 0.32 14.355 0.00 0.000
OmFALL BASE 10yr-12h:r- 24.00 856.500 B69.000 0.3800 7 3.61 2.733 0.00 0.000
Q!JT 1'P'I:,L BASE 10yr-lbr 2.00 854.209 a69.000 0.3800 103 0.52 12.990 0.00 0.000
OllTF1I.L[, eASE 10y.-Hhr 24.00 656.500 869,00'0 0.3600 7 10. B1 2.196 0.00 0.000
OU'IFP.LL BASE 10yr-2hr 3.00. 854.31:> B69.000 0.3 BOO 110 O,B2 9.140 0.00 0.000
OllTFi'.L[' BASE 10y.-3hr 4.00 B64.417 869.000 o .3800 116 1. 05 7.000 0.00 0.000
OUTFALL BASE 1 Oyr- 6hr 12.00 a65.250 B69.000 0.3600 125 1.67 4. 542 0.00 0.000
STR 10 BASI? 10yr-OShr 0.32 866.735 B69.500 -0.0050 162 0,25 5,559 0.38 5.630
S'tR 10 BASE 10yr-12hr 24.00 865.496 B69.500 -0.0049 245 20.55 2.n1 3,60 1.097
5T!'. 10 BASE 10yr-lhr 0.51 506.5.5 869,500 -0.0050 23B 0.50 5.115 0.53 5.).17
S'IR 10 BASE 10Yr-24hr. 24 .02 8oG.50; 8G9.500 -0.004e 20:.4 20.51 1.545 20.51 0.906
STR 10 IlAS6 10yr-2hr 0.81 556.041 869.500 O.OOSO 250 0.19 'l..H2 0.79 3.7U
STRI0 BASE 10yr-3hr 1. OJ 865.803 869.,500 0.0050 293 0.99 3.509 L02 2.837
STR 10 ElASE 10yr-6hr 1. B3 965.582 869,500 -0.0050 286 1. 83 2.246 1.83 1.819
STR 11 BASE 10F-05hr 0.33 966.912 869,300 0.0050 234 0,25 5.055 0.39 4.729
STR 11 BASE 10yr-12hr 24.00 HG.4% 869,300 0.0050 218 J. 58 0.920 20.55 2.277
STR 11 !lASE 10yr-1hr 0.52 SGG,on 869.300 0,0050 272 0.50 4.313 0,5) 4. 269
STR 11 BASE 10yr-24hr 24.02 855.504 859,JOO 0.0050 277 7.H 0.539 .O.S! 1.516
STR II BASE 10yr-2hr 0.89 866.299 869,JOO 0.0050 290 0.73 3.081 0.89 3.752
S'tR 11 BASE 10yr-3hr 1.04 866.225 869.300 0.0050 289 1. 02 2.350 1.04 3.057
STR 11 BASE 10yr-6hr 1. 83 866.095 859,300 0.0050 280 1. 83 1,Sn 1.84 1.951
STR 12 BASE loyr-05hr 0.33 960 .940 869,050 0.0043 193 0.25 3,718 0.38 3.461
STR 12 BASE 10yr-lZhr 24 .00 866.495 969.050 0,0020 221 3.58 0.655 3.50 0.673
STR 12 BASE loyr-lhr 0.52 856,713 869,050 0.0044 216 0.50 3.141 0.53 3.110
1STI'. 1< BASE 10yp24hr 24.03 956.504 859.050 0.0035 2:1.1 7.10 0.381 7.14 0.3%
STR 12 BASE 10yr-:lhr 0.76 866.3~7 869.050 O.004~ 228 0.74 :1..236 0.76 2.249
S'1'R 12 BASE LOyr-3hr 0.99 855. .87 B69.050 O,004~ '221 0,97 1.722 1.02 1.731
STR 1:2 BASI? 10yr-6hr 1. 84 866.145 059.050 0.0033 222 L63 1,105 1.83 1.115
STR 13 BASE 10y.-05hr 0.33 866.992 869.880 0,0029 213 0,25 2.156 0.40 2.150
STR 1] BASE 10yr-12hr 24.00 866.495 869,B80 0.00]5 242 3.59 0.391 3. E>l 0.391
STR l3 BASE lOyr-lhr 0.52 866.~S1 969.680 o,oon 2J5 0,50 1.836 0.56 1.681
STR 1] BASE 10yr-24hr 24.02 855.505 868.eSO 0.0047 242 7.17 0,228 18.17 0.251
STR 13 BASE 10yr-2hr 0.17 865.~82 869.8BO 0,0037 242 0,75 1,319 0.78 1. nB
STR 13 BASE 10yr-3hr 0.99 856.3S5 869.880 o,oon 239 0,97 1,019 1. 0 0 1. 018
S'tR 13 BASE 10yr- 5hr 1.85 856.245 859.880 0.0036 230 1.. e) 0,652 1. 96 0.651
STR 14 BlISE 10yr-OShr 0.34 867.029 .869,880 0.0020 135 0.26 2.081 0.26 l.Sn
STR 14 EliSE lOyr-12hr 24.00 866.495 869,8BO 0.0015 14) 3,58 () 1354 3.60 O. ]54
STR 14 EASE 10yrc,lhr 0,5< 860.821 869.6S0 -0,0017 141 0,43 1.695 0,52 1.553
STR 14 BASE loyr-24hr 24.02 866.505 869.680 0,0019 143 7.18 0.205 7_11 0.206
STR 14 BASE 10yr-2hr 0,76 966.555 669.880 0,0019 144 0,74 1,194 0.75 1.192
STR 14 BASE 10yr-3hr 0.99 86G.4H 869.880 0.0016 143 0.96 0.925 O. $IS 0.9n
sn 14 BASE 10yr- 5hr 1. 64 865.340 869.0BO 0.0016 141 1. 83 0.5S9 1.84 0.589
STR 15 BASE 10yr- OShr 0.34 867.051 870.380 -0.0019 176 0.25 2.025 0.26 Lev;
STR 15 !lASE 10vr-12hr 24.00 866.495 870.380 0.0013 186 3.58 0.311 3,59 0.315
STR 15 BASE 10yr-lhr 0.52 866.859 870.380 -0.0017 1118 0.43 1. 551 0.43 1.501
STR 15 BASE 10yr- 24hr 24.02 866.505 670.380 0.0015 186 23,6.. 0.253 7.18 o .lB4
STR 15 BASE lOyr-2hr 0.76 866.605 870.380 -0.00<2 Bl 0,71 1.011 0,71 1.061
S-rR 15 BASE 10yr-)hr 0.98 856,513 070.3BO - 0, oon 169 0.9.. O.SH 0.97 0.827
STR 15 BASE 10yr-6hr 1,84 86G ,BS 870.360 0.0015 183 1. 63 0.521 1.84 0.527
STR 16 BJ\S:;: 10yr-05hr Q.34 867.092 869.050 0,0024 180 0,25 1.535 0.26 1.378
Interconnected Channel and Pond Routing Model (ICPR) <92002 Streamline Technologies, Inc. Page I of3
c::::J
c:J
c::J
C.-J
c:=J
c=J
c-=
c=
c=::;
c=J
c=J
c.::
c=J
~
c=
c=
L~
L--'
CJ
Opus Landmark at Meridian
10 Year Storm Sewer AnalY6is
Max Time Max 'Warning Max Delta Max Surf Max Time Max Max Time Max
Na.me Group Simu].;.tiQn Stage Stage Stage Stage Area Inflow Inrlmw. OutOow Out:now
hrs ft ft it f t2 hra cfs hra Cf6
Sl"R 1& BASe: 10yr-12/Jr 24.00 Boo.4gS 669.050 O.OO~:l 17) 3. sa 0.22~ :l.5~ 0.n5
Sl"R 1 & BASE 10yr-1hr 0.51 B06.920 8.9.050 0.0024 18' 0.42 1.139 0.43 1.097
erR :6 BASE 10yr-24hr 24.02 866.505 86~,050 0.0023 U( 7.17 0.131 ;: 3. 6~ 0.241
STR 16 ;BASE 10yr-2hr 0.74 866. III 869.050 o .0024 18S 0.6~ 0.766 0.73 0.161
STR 16 BASE 10Yl:-Jhr O. S5 8H.6J7 669.050 O.OOH 182 o.n 0.598 O. ~S 0.593
STR 16 BASE 10yr-6hr 1. 82 660 .54.5 659.050 0.0024 176 1. 83 o .J75 1. 63 0.375
SrR 11 BASE 10yr-05hr 0.34 B67.099' 869.300 -0.0200 116 0.25 0.621> 0.26 (1.118
SrR 17 BASE 1OI'r-l;:hr 3.59 B60.4ge 869.300 -0.(1200 116 3.58 0.113 3.5S (1.113
SrR 17 BASE 10yr-1hr 0.51 666.931 669.JOO -0.0200 117 (1,42 0.584 0.43 0.557
STR 11 BASE 10yr-24hr 24.02 866.505 B69.300 -0.020(1 116 7.17 0.065 /.17 0,065
STR 17 BASE 10yr-2hr 0.74 966.127 Sb9. )00 -0.0200 LL7 0.67 0.)97 0.71 0.391
srR 17 BASE 10yr-3hr o .g5 966.655 859.300 -0.0200 III 0.92 0.304 0.54 (1,257
STR l7 BIISE 10yr-6hr 1.B3 96G .564 S59.300 -0.0200 117 1.15 0.186 1.63 0,1 B8
STR 2 BASE 10yr-05hr 0.32 865 .066 869.100 0.0050 276 o.n 14.365 0.32 14.366
STR 2 BASE 10yr-12hr 24 .00 966,494 859.100 -0.0050 133 23.5 ~ 3.206 3. 51 2.133
STR 2 BASE 10yr-lhr 0.52 865.927 8,S.100 0.0050 293 0.51 13 .002 0.52 12 .990
STR 2 EASE 10yr-24hr 24.02 B66.496 869.100 0.0050 133 2( .02 3.601 10.81 2.196
STR 2 BASE 10yr-lhr 0.82 865.526 969.100 0.0049 ,21 0.82 B .142 0.B2 9,140
STR 2 EI'.SE 10yr-3hr 1.05 865.2B6 855.100 0.0047 326 1.04 7.001 1.05 7.0(10
STR 2 S;.SE 10yr-6hr 12 .00 965..51 B69.100 0.0050 326 1.B5 4.533 1. B7 4.5(2
STR 3 BI'.SB 10yr-OShr 0.32 B66.346 869.500 -O.OOB 254 0.31 :t4.0S5 0.32 1.4.004
STR 3 !lASE 10yr-12hr 24.00 866.50;: !l59.500 -0.0050 212 L59 2.674 23.58 3.208
STR 3 B1\.SE 10yr-1hr 0.51 966.196 869.500 -0.004B 27~ 0.50 12.705 0.51 12.669
STR 3 BASE 10yr-24hr 24.02 S66.506 869.500 -0.0050 210 6.49 1.5B2 24.02 3.552
STR J BASE 10yr-2hr 0.82 865.741 B69.500 -0.0042 n5 O.BO 8.913 0.62 8.nO
STR 3 EASE 10yr-:lhr L05 865.481 869.500 0.0037 321 1. 03 6.8~6 1.05 6.B23
STR 3 EASE 10yr-6hr 12,00 B65.2~5 869.500 0.0050 318 LB~ 4.422 1.85 ~.418
STR 4 BASE 10yr-05l1r 0.32 S66.503 869.050 0.0050 241 0.30 13 . 760 0.31 13.661
STR 4 BASE 10yr-12hr 24.00 866.495 869.050 0.0050 244 3.5e 2.664 3.59 2.6D4
STR 4 EASE 10yr-l.hr 0.51 B66.328 869.050 0.0050 3<0 0.50 12.41B 0.51 12.3~4
STR 4. BASE 10yr-24hr 24.02 866.501 869.05C 0.0050 243 1] .11 2..257 6A9 1.542
STR 4 BASE 10yr-2hr 0.61 865.85B 869.05(1 0.0050 41.2 D.7!1 8.694 0.100 B.661
STR 4 BASE 10yr-3hr 1..05 865.591 869.050 0.00.0 426 O. ge 6.667 1.03 6 . 64 a
srR 4 BASE 10yr-6hr 1.85 865.266 869.050 0.0050 416 1. B7 4.378 1.114 4.307
STR 5 EASE 10yr-oShr 0.32 866. 633 869.050 -0.0103 117 0.24 6.71e 0.25 5.270
STR 5 EASE 10yr-12hr 24.00 866.499 869.050 0.0076 In 20.71 4.112 20.72 1.162
STR 5 BASE 10yr-1hr 0.51 eG6.430 869.050 -0.0079 125 0.39 6.085 0.40 4.86B
STR 5 1ll'.SE 10yr-24.hr .4.02 866.506 869.050 0.0017 121 20.5~ 4,151> 20.10 1.213
STR 5 Illl.SE 10yr-2h.r O.Bl 865.Be5 869.050 0.003B 177 0.73 2.919 0.76 2.903
STR 5 8?SE 10yr-3hr 1. 04 665.614 869.050 0.0030 197 0.95 2.265 o.n 2.231
STR 5 EASE 10yr-5hr L8S 665.265 869.050 0.0038 201 1.83 L445 1. 87 1.518
STR 8ASE 10yr-05hr 0.31 666.694 869.300 0.0061 119 o.n 4.508 0.24 5.075
STR BASE 10yr-12h.- 24.00 B66.(96 969.300 -0.0053 13 B 16.67 0.e61 20.71 ( .112
STR BASE lOyr -lhr 0.51 866.456 869.300 -0.0052 146 0.40 3.716 0.19 4,884
STR EASE 10yr-<4hr 24.02 B66.S03 869.300 -0.0051 135 18.50 L046 20.64 4,118
STR Bll.SE 10yr-2hr 0.91 966.C36 869.JOO -0.0040 224 0.69 2.161 0.75 2,123 "."'-
STR BASe: 1 (lyr-3hr 0.98 B65.798 369.300 0.0034 233 0.96 1. 802 O.~6 " .644
STR EASE 10yr-6hr 1. 84 B65.561 369.300 0.00)6 232 1. 83 1.054 1. 84 1.052
SrR BASE 10yr-05hr 0.31 966.B~a 869.50(1 -0.0050 117 0.23 3.542 0.21 3.570
STR EASE lOyr.12hr 24 .00 866.497 869.500 0.0031 149 J.S8 0.473 lE.57 0.981
srR BME 10yr-1hr 0.51 866.552 869.500 0.0046 1B2 .0.38 3.241 0.41) 2 . a 95
InterCDnnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Teclmologies, Inc. Page 2 of3
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10 Year Storm Sewer AnalYBig
Max Time Max Warning Hax Delt a Hax Surf Max Time Max Max Tim~ Max
Name Group Simulation Stage Stage Stage StagE' Area InElow InfloW' Olltflo,", Outflo,",
hrs ft ft ft ftZ h:c" efa hI's Cf9
STX 1 BASE 10yr-2~h:r 24.02 B66.505 869.500 0.0035 148 23.11 0.449 la.60 1.011
.5T~ 7 SASE: 10yr-2hr 0.70 856.115 a5~.sOO 0.00:>5 204 0.68 1.515 0.69 1. HZ
STR 7 BASE: 10yr-3hr 0.99 as5 . 056 86S>.500 0.0035 203 O.n 1.260 o .98 1.384
STR 7 BASE 10yr-5hI' 1. 83 855.683 869.500 0.0035 199 1. 82 0.787 1. 63 0.765
BTR 8 BASE 10yr-05hr 0.32 B.1.066 969.300 -0.0044 116 0.25 1.849 0.20 2.149
S'1'R a BASE 10yr-12hr 2....00 855.491 869.300 0.0031 153 3,56 0.253 J.51 0.252
STR 8 BASE 10yr...lhr 0.50 856.705 869.300 0.0043 151 o .4.2 1.306 0.35 2.H.B
ant 8 BASE 10yr-241lr 24.02 il66.50S 86S>.300 0.0041 153 1.11 0.146 23.11 0 420
S'I'R 8 BASE 10y>:,. 2hr 0.59 B66 .552 869.300 0.0041 165 0.57 0.867 0.58 0.852
5~R B BASE 10yr-;hI' 0.94 856.5n 869.300 0.0041 165 0.92 0.679 o . 94 0.672
5'I'R 8 BASE 10yr-5hr 1. 82 855.413 859.300 0.0041 162 1. 75 0.420 1. 92 0.420
SIR BASE 10yr-05hr 0.32 866.704 869.300 0.0048 209 0.28 7.134 0.38 7.122
STR BASE 10yr- L~hr 24:00 855.457 859.300 0.0050 238 LS8 1.403 J.59 1.440
STR BASE 10yr-Lhr 0.51 856.489 859.300 0.0050 257 0.50 6.576 0.52 6.550
STR BASE 10yr-2~hr 24.02 866.505 869.300 0.0050 237 20.51 0.956 13.13 1.830
STR BASE 10yr-2h.r 0.B1 865.990 869.300 0.0050 303 0.71 4.73"- O.BO 4.655
STR BASE 10yr-;hr 1. 03 865.731 869.300 0.0050 305 1.02 3.516 1. 03- :; .577
SrR BASE 10yr-Shr 1. 87 865.462 869.300 0.0050 290 1. 81 2.329 1. 91 2.315
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10 "'tear Storm Se.....e.r MalYElis
Max l'ime Max Warning ~lax Del ta Max Surf Max Time Max Max Ti.-.r.e Max
Na~e Gr~up Simulation Stage Stage Stage Stage Area. Inflo.... Inflow Outf Low OUtflow
hrs ft ft ft ft2 lira efa hrB CfB
OUTFALL BME 100yr-5hr 0.00 0.000 6B.SOO .689,~698 0 6.02 0.13 7 0.00 0,000
OUTFALL BASE 10yr-05hr 1.00 863.6:10 869.000 0,0000 41554585 O.B 12. 32 ~ 0.00 0.000
OUTFALL BASE 10yr-12hr n.ss 863.521 859.0aa 0.0000 41554571 3.82 2.2B4 0.00 0.000
OUTFALL BASE 10yr-lhr 2,00 863.6:11 859.000 0.0000 41554568 0.5. 10.n. 0.00 0.000
OUTFALL BASE 10yr-:l~hr :19,90 E6L 621 E69.000 0.0000 H5S4572 7.19 1. 285 0.00 0.000
OUTFALL BASE Hyr~2hr 3.00 86;,621 B69.000 0.0000 41554569 0.82 7.~27 0.00 0.000
OIITF ALL BASE 10yr-3hr 4.00 66.. 621 869.000 0.0000 41554570 1,03 5,7G4 0.00 0.000
OUTP ALL BASE 10yr-6hr 11. 40 86, .621 869.000 0.0000 41554570 1.80 3,946 0.00 0.000
STR 19 Bl>oSE 10yr-05hr 0.33 865.821 869.000 0.0050 318 0.3~ 12.617 0.33 12.329
STR 19 EASE lCJj"r-12hr 3.82 86~.572 869.QOO 0.0050 329 3.80 2.307 3.62 2.284
STR 19 BASE 10yr-1hr 0.52 865.657 869.000 0,0050 335 0.51 10_740 0.52 10_792
STR 19 BASil 10yr-2'lhr 7.19 864.377 669.900 O.OOSO 307 "1.17 1.285- "1.19 1.285
STR 19 BASil 10y,..~2hr 0.82 $65.284 869.000 0,0050 353 0.81 "1.741 0.82 7.427
STR 19 BASE 10yr-3hr 1.0J 665.081 869.000 0.00~9 354 1.10 5.7901 1. 03 5:764
STR 19 BASE 10yr-6hr 1. 60 664.834 869.000 0.0050 347 1. 78 3.976 1. 80 3.946
SrR 20 SASE 10yr-05hr o.n 866.065 869.60.0 -0.0042 198 0.31 12.199 0.34 12.429
STR 20 BASE 10yr-12hr 3.81 864.117 869.800 0.0050 209 3.79 2.29B 3.80 2,273
S"!n 20 BASE 10yr-1hr 0.51 665.B78 869.800 -0,0050 208 0.50 10.827 0.51 10.551
S'J:R 20 BASE 10yr-24hr 7.19 864.517 869,800 0,0050 198 7.18 1-264 7_19 1.263
STR 20 BASE 10yr-2hr 0.8l 865.476 86~.800 0,0050 219 0.93 7.510 0.81 1.616
STR 20 BASE 10yr-3hr 1.01 865.2S3 86~,800 0.0050 :120 0.97 5.894 1.10 5.699
SiR 20 BASE 10yr-6hr 1. "19 66...989 86~,80C 0,0050 216 1.77 3.964 1. 78 3.913
SIR .1 BASE 10yr-05hr 0.32 866.272 869.300 -0.0047 .04 0.30 11.755 0.31 11 .688
STR 21 ::lASE 10yr.12hr 3.79 864.831 869.300 ~0,004. 238 3.78 2.264 3.79 2.215
STR .1 BASE cOyr-1hr 0,52 866.063 869.300 -0.0046 n5 0.51 10.170 0.50 10.371
STR 21 BASE 10yr-24h. 7.1 B 864.61) 869.300 0,0045 224 7.15 1. 211 7.1'.1 1.211
SIR 21 BASE cOyr-2hr 0.81 865.624 869.300 0,0044- 247 O,Bl 7.09~ 0.93 7.213
STR 21 IlASE 10yr-3hr 1. OJ 865.)92 859.300 -0.0040 250 0,98 5.432 0.97 5.655
SIR 2l BASE cOyr-6hr 1-78 865.118 859_;00 -0 _0042 248 1. 76 3.892 1.77 3_912
STR 22 BASE 10yr-05hr 0.32 866.45'.1 8G9.050 0.00~8 231 0.27 31,597 0,31 11.384
STR 22 BASE 10yr-12hr 3,76 664.$155 869.050 -0.0050 334 3.76 2.520 3.78 2.205
S'IR n BASE 10yr-lhr 0,52 B66.221 869.050 -0.0050 305 0.50 9.912 0,51 9.B60
STR 22 BASE 10yr-24hr 7.18 864.742 869.050 -0.0050 306 ., .17 1.177 7_15 1.174
S'TR 22 BASE 10yr-2hr 0.81 865.749 869.050 -0.00~6 365 0.77 6.798 0,81 6.670
STR 22 BASE lOyr-3hr 1.00 865,508 869.050 -0.0050 3G4 0_84 5 _294 o . 99 5- 26G
aTR 22 BASE 10yr-6hr 1. 77 865,238 669.050 -0.0050 355 1,"14 4.266 1. 76 3.734
SIP, n BASI; 10yr-05hr 0.31 867.155 669.050 0.0050 306 0.26 10.097 0.31 9.6:12
STR 23 BASE 10yr-12hr ",61 866.055 869.050 0.0050 487 3.54 1:745 3.76 2.2~7
STR 23 BASE 10yr-lhr 0.51 866.910 869.050 0.0050 4.42 0.50 8.459 0.51 8,413
STR 23 EASE 10yr-:14hr 7,19 8S6.791 869.050 0.0050 439 7.07 1. 010 7.14 1. 002
STP. 23 BASE 10yr-2hr 0.78 866.547 869.050 0.0050 517 0.76 5.793 0.77 5.788
STR 23 BASE 10yr-3hr o . 84 866.3B3 8G9.050 0.0050 5.0 0.95 4.511 0.84 4.564
STR 23 Bi'.SE 10yr-6hr 1.74 866.273 B69.050 0.0050 512 1. 76 3.171 1. 74 3,7 G8
STR 24 BASE LDyr-OShr o.n 867.296 969.050 0_0042 259 0_27 5_418 0.32 5.227
STR 24 8ASE 10yr-12hr 3. 50 866.132 869.050 -0.0046 428 J.60 1.166 3.78 0.999
STH 24 EASE 10yr-1hr C.51 967.037 96a.050 -0,0044 342 o -so 4.574 0.51 ~.540
STR 24 BASE 10yr-24hr 7.12 865.921 869,050 -O.OQSO 373 7.17 0.561 7.07 0,551
STR 24 BASE 10yr.2nr 0.78 856.658 e6g.0S0 -0.0049 447 0.77 3.125 0.80 3.124
STR 24 BASE 10yr'.3hr 0.98 866.484 B69.050 -0.0048 457 0.93 2.431 0.99 2 421
STe 24 EMS 10yr-6hr 1.74 966.347 859,050 0,0043 452 1. 74 2.057 1. 76 1_887
STR 25 BASE 10yr-05hr 0< Jl 667.436 8Sg,150 -0.0045 117 0.25 1.977 0.29 1.768
Interconnected Channel and Pond Routing Model (rCPR) ~2002 Streamline Technologies, Inc. Page 1 0[3
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10 Year Storm Sewe~ Analysis
Max Time Max warning Max Delta Max surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflo.. inflo.. Outflow Outflow
hra tt ft ft ft2 hrs cfs hrs efa
8TR 25 EASE 10yr-12hr 3.60 866.32:l 869.150 -0.0050 1a;. 3.54 C.342 3.60 0.545
8TR 25 BASE l.Cyr-lhr 0.51 867.124 86~.15C 0.0044. 153 0.45 1.545 C.50 1. 516
8TR n BASE 10yr-24hr 6.n S66.200 S69.150 0.0036 171 7,17 0.lS1 7.15 0.184.
8TR 25 BASE 10yr-2hr 0.78 855.715 859.150 0,0049 In 0.70 1,048 0.78 1.041
8TR 25 BASE 1.0yr-3hr 0.98 8OG.543 859.150 -0.C050 H3 0.92 0.624 .0.56 0.807
8TR 25 BASE 1.Oyr~ 6hr 1.75 865.;;B) B59.150 -0.0049 189 1. 77 0.540 1. 8a 0.558
STR 25 BASE 10yr-05hr 0.31. B67.455 B59.050 -O.OOH 113 0.25 0,944- 0.31 0.724
STR 25 BASB 10yr-12hr 3,60 866.329 859.050 0.0025 111 3.5S 0.129 3.54- 0.160
8TR 25 EASE 10yr-1hr 0.51 861.137 859.050 0.0032 1.13 0.42 0.667 0.50 0.526
8TR 25 BASE 10yr-24hr 6.23 866.214 B69.050 -0.0019 1.16 7.17 0.075 7.19 0.075
STR 26 EASE 1.0yr-2hr 0.78 S56.722 S69.050 0.0011 1 L 7 0.67 0.44.3 0.77 O. ;')1
STR :26 EASE 1.0yr-lhr 0.98 8G6.552 559.050 -0.0037 117 0.92 0.347 0.95 0.135
STR 25 BASE 10yr-6hr 1. 75 865.394 859.050 0.0026 117 1. 75 0.215 1. 77 0.236
8TR 27 BASE 10yr-05hr 0.25 B66. en 869.050 o .OOB 118 0.25 1.4.16 0.26 1. )71.
8TR 27 BASE 10yr-12hr 3.59 866.H3 859.050 o .003', 116 3.58 0.194 1.59 0.193
5TR 27 EASE 1.0yr-1hr 0.43 666.692 869.050 o .0015 1.16 0.42 ]..000 0.4) 0.996
STR 27 BASE 1.0yr-24hr 1.17 866.283 859.050 -0.0023 117 7.17 0.112 7.17 0.112
5TR 27 BASE 10yr-2hr 0'.66 856.571 869.050 0.0017 118 0.67 0.654 0.68 0.661-
sra 27 EASE 10yr<,hr 0.93 856.511 869.050 0.0035 11.6 0.92 0.520 0.9) 0.516
5TR 27 BASE 1.0yr-6hr 1.81 866.415 869.050 0.0035 118 1.75 0.322 1.61. 0.322
STR 28 BASE 1.0yr-OShr 0.30 867.216 869.100 0.0050 113 0,25 2.321 0.23 2.371
5TR 28 BASE 1.0yr-12hr 3.59 866..4.1.5 859.100 0.0050 ],17 3.58 0.31.B 3.58 0.317
STR 26 BASB 10yr-1hr 0.50 8,6.966 859.100 0.0050 116 0.42 1.64.0 O.4-S 1..650
5TR 28 EASE 10yr-24hr 7.17 656.336 859.1.00 -0.0033 117 7.17 0.1.84 7.15 0.184
STR 28 BASE 10yr-2hr 0.68 856.128 859.1.00 0.0050 117 0.67 1. ass 0.68 1.064
STR 26 EASE 10yr-3hr 0.93 866.542 869.100 0.n050 117 0.92 0.853 0..93 0.B46
8TR 28 EASE lOyr-6hr 1.00 S66.516 669.100 O.OOU 11.7 1.75 0.526 1. 76 0.528
8TR 29 BASil 10yr-05hr 0.31 867.321 859.050 -0.0033 11.3 0.25 1.101 0.27 o . 890
5TR 29 BASE 10yr-12hr 3.59 e'6.~74 869.050 0.0032 H6 :>.sa 0.151 3.59 0.150
S1'R 29 BASE 10yr-lhr 0.51 667.049 869.050 0.0032 113 0.42 0.778 0.50 0.736
5TR 29 BASE 1.0yr-24h" 1.17 606.221 859.050 -0.0020 116 7.17 0.087 7.11 0.OS7
STR 29 BASB lOyr-2br 0.76 856.570 859.050 O.OOH 11.7 0.67 0.516 0.76 0,503
STR 29 EASIl 10yr-3hr 0.98 656.502 869.050 o.oon 117 0.92 0.405 a .92 o.)n
STR 29 BASE 10yr-6hr 1.75 8;6.366 869.050 0.0031 117 1.75 0.250 1..76 0.282
STR 30 BASE lOyr-OShr 0.31 857.291 859.300 -0.004.5 159 0.25 2.300 0.26 2.065
5TR 30 BASE 10yr-12hr 3.59 B 1i6 .56E 869.300 0.003 B 179 3.50 0.339 3.59 o . J J E
8TR 30 BASE 10yr:-l1n.-- 0.50 861.035 669.300 0.0034 181 0.42 1.72Q 0.42 L 686
8TR 30 BASE 10yr-Hhr 7.11 856.500 1l69.300 0.0025 113 7.17 0.196 7.17 0.1.96
8TR JO BASE 10yr-2hr 0.71 866.755 869.300 o . 0035 192 0.6B 1.154 0.70 1.150
8TR 30 BASB 1.0yr-3hr D.94 856.691 859.300 a . 003 5 l.B9 o.n 0.899 0.95 0.899
STR 30 BASB lOyi-6br 1.97 856.649 869.100 0.0036 1B5 1.74 0.563 1.74 0.567
8TR n BASE 10yr-05hr 0.31 8".306 859.100 0.0033 113 0.25 1.062 0.25 o . 901
STR 31 !lASE 10yr-12hr 3.59 B56.51B 869.300 0.0028 111 3.5B 0.145 3.59 0.1.45
8TR J1 BASE 10yr-lhr 0.50 851.052 869.300 O. DOH 1L6 0.42 0.750 0.42 0.722
5TR 31 BASB 10yr-24hr 1,17 856 .501l 859.300 -0.0022 116 7.17 0.084 7.17 O,OB4
8TR 31 BASB 1.0yr-2hr o.n B66.781 869.300 0.0032 111 0.67 0.498 0.7Q 0.~93
5TR n BASS 10yr-3hr 0.94 856.71.5 859.300 -0.0032 111 0.92 0.390 0.95 0.3B5
STR 31 BASE 1 oyr- 6hr 1. 81 866.660 859.300 Q. 002 a LL1 1. 75 0.24.1 1. 74- 0.242
STR J2 BASE lOyr-C5hr 0.31 867.366 81i9.050 0.0033 15B 0.25 2.1.55 0.27 1.687
8TR 12 BASE 1.0yr-12hr l.59 B66.321 659.050 -0.0047 194 3.58 0.333 3.04- 0.455
STR 32 BASE 1.0yr-1hr 0.51. 657.089 869.050 0.0041 189 0.42 1.562 0.50 1.623
Interconnected Channel and Pond Routing Model (IGPR) 102002 Streamline Technologies, Inc. Page 2 on
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J.O Year Storm Sewer ~alyQiQ
Max Time Max Warning Max Delea MaJ< Surf Max Time Max Max. Time Max
Narile Group Simulation Stage St.age Stage stage Area. Inflow Inflo\< O..It flo\< Outflow
hre ft f~ ft ft2 hrs cf. hr. cfs
SIR )2 BASE 10yr-24hr 7.19 866.238 ~69.~50 -O.~050 lea 7.12 0.201 7.19 0.3l2
SIR ]2 BASE. 10yr-2hr 0.7& a66.703 869 050 0.0044 208 0.69 1.12:1 0.i8 1.113
SIR 32 BASE 10yr-3hr 0.97 866.5n 869.050 D.~050 206 o.n 0.882 0.73 1. 083
s:r;t D BASE lOyr-6hr L "/4 866.449 869.050 -0.0049 203 1.74 0.652 1. 74 1.095
S1'R )) BASE 10yr-OShr 0.31 867.399 869.050 -o,oon 113 0,25 1.259 0.27 1.01a
SIR B BI\.SE 10yr-12hr ).59 866.)35 869.050 0.OQ33 117 3.58 0.11:2 3.55 0.172
STR JJ BASE 10yr-1hr 0.51 867.109 869.050 0.0034. 113 0.42 0.889 o . 50 0.842
STR 33 BASE 10yr-24hr 7.12 866.250 859.050 -0.~02J. 115 7.17 0.100 7.l2 0.108
STR 33 BASE 10yr-2hr 0.79 966. n 7 869.050 o .0034 117 0.67 0.550 0.75 0.575
SI'R 33 BASE 10yr-3hr 0.97 866.550 859.~50 o.~on 117 0.32 0.463 0.93 O.~50
STR 33 BASE lOyr-6hr 1.74 866.460 859.050 0.0032 117 1. 7S 0.286 1.7~ 0.394
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Return Period - Rainfall Intonsity. (in/hr)
Hours Minutes 2 5 10 25 50 100
0,08 5 4.75 6.14 6.99 8.08 8.83 9.69
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0.25 15 2.97 3.92 4.55 5.34 5.94 6.53
0.5 30 1.98 2.64 3.09 3.65 4.10 4.50
1 60 , .25 1.67 1.96 2.31 2.62 2.88
2 120 0.76 1.02 1.20 1.40 1.59 I , .75
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6 360 0.33 0.44 0.52 0.60 0,68 0.75
12 720 0.20 0.26 0.30 0.35 039 0.43
24 1440 0.11 0.15 0.17 0.20 0.22 0.25
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October 12, 2005
2nd submittal
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Mr. Ryan McCroskey
Woolpert, Inc.
7140 Waldemar Dr.
Indianapolis, IN 46268-4192
Via FAX 317-291-5805
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RE: Opus Landmark at Meridian
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Technical Advisory Committee
Engineering Review Checklist for DevelopmentDrainal!e Desiflns
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Dear Mr. McCroskey:
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The stormwater review of the proposed construction plans and drainage calculations for
the above referenced project has been completed. The submittal is in need of additional
information in order to be in compliance with the guidelines as set forth by the City of
Cannel. Please revise the plans in accordance with the comments below.
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1. The drainage report refers to "Addendum to Stormwater Management Design
Calculations on Hamilton Crossing"ciated June 1, 1989, prepared by Paull
Cripe. Please provide a copy of this document to confirm release rate of 5.0 cft
for the twin 21-inch storm pipes under West Carmen Drive.
This issue has been addressed satnfactorily.
2. The construction plans show "FUTURE/POSSIBLE INDOT RiGHT-OF-WAY"
for us. 31 along the west side of the site, which includes approximately two-
thirds of the proposed detention area. Please add a note to the construction plans
stating that detention is for Phase I & II only and that Phase III shall be handled
separately, and include with this note that in the event INDOT obtains this right-
of way, the owner of the property shall be responsible for maintaining adequate
detention storage.
This issue has heen addressed satisfactorily.
3. Sheet C602 provides a Lake Section detail. Please confirm that this detail
conforms to the minimum requirements of the Hamilton County Surveyor's Office
as shown in Standard Plans D-6, D-7 or D-8, "Lake Cross-Sections ".
Per your response letter dated September 13) 2005, the 1 GO-year flood elevation
changes osl-'.'ell as the lOG-year discharge rate. Although your plans reflect this
change, the drainage narrative has not been revised. To avoid confusion,
please review and revise the drainage narrative information accordingly.
4. Please provide calculations for the post-developed time of concentration.
This issue has been addressed satisfactorily.
5. Please provide peak runoff calculations for the 2-year and the 10-y"ear storm
events.
This issue has been addressed satisfactorily.
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Opus LfIIldmark at Meridian
Wool~ert, Inc.
O~tober 12, 2005
. PD/(e I of 4
3417 Soul:h Sherman Dr. . DeE"t:h 6rDve, IN 46107 a Tel 317a7BO 01555 . Fax 3 T7D7BOa65i'!5 .".
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6. The drainage calculations refer to the detention area as Pond A, whereas the
construction plans refer to the detention area as Pond B. Please revise
accordingly.
This issue has been addressed satisfactorily.
7. The End Cap Detail on sheet C60i shows a 4-inch diameter orifice on a i2-inch
diameter pipe. The drainage report states and the drainage calculations
corroborate the orifice being a 7-inch diameter with no pipe diameter specified.
Please revise this detail accordingly.
This issue has been addressed satisfactorily.
8. There is some concern regarding the outlet male and it's considerably flat slope
(0.40%) combined with its length (1318 feet). The minimum slope for a grass-
lined swale shall be 1.0 percent, and the minimum slopefor a grass-lined swale
with a sub-surface drain is one-half percent. Drainage swales shall not exceed
400 feet. Please investigate methods of reducing standing water within the swale.
The City of Carmel may comment on this as well and offer measures typically
implemented.
This issue has been addressed satisfactorily.
9. Please delineate the drainage basins on the drainage basin map provided
Thi.. lssue has been addressed satisfactorily.
10. It appears that basin 24 has been mislabeled on the drainage basin map as basin
29. Please review and revise accordingly.
This issue has been addressed satisfactorily.
11. Please include the rainfall intensity tablelchart used in the drainage calculations
with the drainage report support documentation.
This issue has been addres!,ed satisfactorily.
J 2. Based on the velocities provided in the drainage calculations, Structures J 3, J 6,
17, 26, 29, 31, 32 and 33 do not meet minimumfulljlow velocity requirements.
Minimum storm drainflowing velocity for full pipejlow shall be 2.5 feet per
second
This issue has been addressed satisfactorily.
13. Please provide hydraulic grade line calculations with the drainage report.
Hydraulic grade line calculations are to be included as a part of the storm
calculations submittal. The hydraulic grade line calculations should be provided
to demonstrate (hat the maximum hydraulic grade line stays below inlet/manhole
rim elevations for a 10-year storm event.
This issue has been addressed satisfactorily.
14. It appears that there is direct run()ff west of building 2, south of the detention
area. Direct runofffrom the site needs to be accommodatedfor appropriately.
The direct runoffrates need to be added to the release rates developed for the
post 1 aD-year and 10.year storms to determine the total peak runoff rate leaving
the site.
It appears that the plans have been preparedfor Phase I of this project only.
The detention pond, which has been designed to accommodate Phase I and
Phase II, mus/be constructed as a part of Phase Ifor acceptance. The release
rate for the detention pond has been de~igned to include the acreagefor both
Phase I and II. There is approximately 1 acre of the 12.9- acre tract in the
southwest corner of Phase II thai is not being detained and is directly
Opus Landmark al Meridian
Woolpen. Inc.
October l2, 2005
Page 2 of 4
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discharging south along the proposed outJet swa/e. Tllis discharge needs to be
accounted for in the overall discharge ratefor the 12.9-acre tract. The
discharge rate at the point the proposed outlet swale leaves the south line of
Phase II should not exceed the 2.73 cIs release rate.
15. For any lo/(s) adjacent to any] aO-year local or regional flood area, a minimum
flood protection grade (MFP. G.) is required for the pad grade. Please define
the MFPG in the construction plans with a statement such as: "Finished floor
elevations of all structures shall be no less than 2 fiet above any adjacent] OO-yr
local or regional flood elevation (whichever is greater).
This issue has been addressed satisfactorily.
16. Drainage arrows shall be provided indicatingjlow direction. Please review and
revise accordingly.
This issue has been addressed satisfactorily.
17. Normal pool,. 2-year, lO-year and 100-year critical flood elevations shall be
provided on the drainage plans. The drainage calculations snow the lOO-year
critical flood elevation as 867. 95 whereas the plans show this elewition as
867.69. Please review and revise accordingly.
This issue has been addressed satisfactorily.
18. There is no structure data information provided in the construction plans. Please
incorporate this information in the construction plans. Please include on sheet
C400 structure information to include rim and invert elevations, length, diameter,
type and slope of each pipe structure, to include Structure 35.
This issue has been addressed satisfactorily.
19. The construction plans do not show the location of the spillway/emergency
overflow weir, which should be clearly marked on the drainage plans. The flood
route shall be clearly marked on the plans and should be addressed in the
drainage report for clarification. Assurances should be made that overflow is
conveyed to an aqjacent road ditch or water body in the event that a storm in
excess of a lOO-year event occurs or the outlet structure becomes clogged and the
pond backs up to a level where the '!'pillway becomes functional. Please review
and revise.
This issue has been addressed satisfactorily.
20. The Overflow Weir Section on Sheet C602 shows a top of bank elevation of 937.5.
Please review and revise.
This issue has been addressed satisfactorily.
21. The minimum freeboard elevationfor the detention area is 2-feet above the 100-
year critical flood elevation. Please include in the construction plans proposed
spot elevations and include/revise the details in Items 3 and 20 above to show this
elevation.
This issue has been addressed satisfactorily.
22. The invert elevations for Structures 1, 2, 18 and 19 are below the normal pool
elevation of 864.0 for the detention area. Please review and revise as necessary.
This issue has been addressed satisfactorily.
23. Sheet C301 shows a typical cross-section labeled "SECTION A-A H, with no
reference to what this cross section represents. Please review and revise.
This issue has been addressed satisfactorily.
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Opus Landmark al Meridian
WooJpert, lnc.
October J 2, 2005
Page 3 of4
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24. There is a discrepancy with the rim elevations shown on Sheets C300 and C30J
and the rim elevat ions provided on the 'Storm Drain Flow Tabulation Form" in
the drainage calculations for Structures 2, 3, 4, 5, 6, 7, 8, 9, 1 J, 12 and 13.
Please review and revise.
This issue has been addressed satisfactorily.
25. Structures 16, 23,24. 25, 27, 30 and 32fail to meet minimum cover requirements.
The cover requirements for these structures is where the invert elevation of the
largest pipe diameter is less that the difference between the rim elevation and 2-
feel plus the largest pipe diameter in fiet. Please review and revise.
In reviewing the structures in question, Structure 27 is not constructible based
on the given elevations and the diameter of pipe specified. Please review this
structure and revise as necessary~ The balance of the structures in question do
not meet tire City of Carmel storm design requirements for minimum
constructability for cover; however, due to the constraints oflhe outlet
elevation, this design is acceptable. It is recommended, but not a cond~tion for
approvaL, that Class V pipe and flowablefill be used for these structures per the
City of Carmel storm design requirements.
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Please include with your submittal, one (1) copy ofthe comments indicating the
action taken or a written explanation for action not taken. Construction plans and
drainage calculations are not to be re-submitted without implementing changes with
respect to any and all review comments from the City of Carmel and the Hamilton
County Surveyor's Office. The comments and plans. may be submitted to my attention at
the following address:
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CrossRoad Engineers, P.c.
3417 South Sherman Drive.
Beech Grove, TN 46107
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Please contact me at (317) 780-1555 ext. 12 with any questions.
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Sincerely,
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copy: Gary Duncan, City of Carmel Assistant Engineer
Greg Hayes, Hamilton County Surveyors Office
File
\Opus landmark al Men"cfiarrlplaflrev;ewl(}-l '2"OS\"a.b
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Opus Landmark at Meridi:m
Woo/pert, Inc.
October 12,2005
Page 4 of4
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October 26, 2005
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Mr. Ryan McCroskey
Woolpert, Inc.
7140 Waldemar Dr.
Indianapolis, IN 46268-4192
Via FAX 317-291-5805
RE: Opus Landmark at Meridian
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Dear Mr. McCroskey:
The revised construction plans and 'drainag'e calculations dated Oc~ober 19,2005, have
sufficiently addressed all comments from our initial review dated, September I, 2005.
There is no need for any additional drainage review by this office for this project unless
the current plans are revised, .
This letter docs not exonerate your finn from implementing changes with respect to any
and all review conunents from the City of Carmel and/or the Hamilton CO'lllIty
Surveyor's Office.
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Thank you,
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cc: Gary Duncan, City of Cannel Assistant Engineer
Greg Hayes, HamBton County Surveyors Office
File
lOpus lanclmatt.. M.ndi..laco.pt.'ln", lottectD-2Ii-OS\rab
---,-,.,-,-" "-,,,.,.- 3417!iout:h !ih""lrmitnlllr. III O@el:hlirove, IN46107 . Tel 317.780.1555 II Fax 317-'700"65E!5 -. .-.., ---..,-" -