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Drainage Design Report
for
OpUS North Corporation
landmark at Meridian Building 2
Carmel, Indiana
Prepared for:
Opus North Corporation
10333 North Meridian Sf. Suite 130
Indianapolis, IN 46290
August 30, 2007
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Architects + Engineers
7172 Graham Road Indianapolis, Indiana 46250 Telephone 317842 6777 Facsimile 317 841 4798
www.cripe.biz
PIC 0990399-20010
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DRAINAGE DESIGN REPORT FOR
OPUS NORTH CORPORATION
LANDMARK AT MERIDIAN BUILDING 2
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1.0 I ntrod u ctio n ....... ................................................................,................ .................1
1.1 Project Description.......... .... ..., ........... ............ ......... ....... ............ .......... .......... ......1
1.2 Scope of Report.......,......,. ...... .... ................... ......... ....... .... ........ ..... ..... .......... ......1
1.3 Existing Conditions .................... ................... ....... ..................... ..... ..... ............ ....1
2.0 Pre-developed Cond itions..................................................................................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 ..... .......... .... ...... ...... .... .... ....... ............ ...... ......... .... .... ........3
4.0 Water Qual ity Analys is .......................................................................................3
4.1 Existing Building 1 ...............................................................................................3
4.2 Building 2 and Future Building 3..........................................................................3
5.0 Conclusions......n.................. ................................. ...... ............. ...........................3
Appendix A - Post-Developed Drainage Basin Map
. Appendix B - Water Quality Analysis
Appendix C - Storm Pipe Analysis and Calculations
Appendix D - Wool pert Master Plan Drainage Report
Appendix E - Wool pert Phase 1 Drainage Report
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1.0 Introduction
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This Drainage report outlines the storm water management system to serve the Opus
North Corporation, landmark at Meridian development, located East of US 31, North of
West Carmel Or. and West of Pennsylvania S1. The purpose of this report is to identify
the impacts of the proposed commercial office building and proposed parking and how
they will relate to the storm water management system on the Opus property. The
detention design for 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 cover 15.30 acres of the approximate 23.6 acre Opus
North Corporation property. The project will consist of enlarging the existing pond,
constructing a new pond, and the addition of a second building with associated parking
and site improvements.
1.2 Scope of Report
This report revises the Woolpert master plan drainage report dated September 2005
and the supplement dated October 2005. This report provides an overall storm water
management system designed to accommodate the existing Phase I building with the
additional parking areas submitted in August 2007, Building 2 with parking and site
developments, and a future building 3 with parking improvements.
1.3 Existing Conditions
The existing developed site drains to the existing pond where it is detained and
ultimately drains South through a temporary swale and then to two 21" CMP pipes
under West Carmel Or. 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 (B2)
South: Commercial Strip Mall (B2)
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 two soils classifications. These are:
Brookston silty clay loam (Br) and Crosby Silt loam (CrA).
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The Firm map panel numbers 18057C0206F and 18057C0207F dated February 19,
2003, indicate that the site lies in Flood Zone !IX". These areas are considered to be
outside of the 500 year floodplain.
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2.0 Pre-developed Conditions
2.1 Pre-developed Site Conditions Allowable Release Rates
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The allowable release rate from the twin 21" CMP's into the existing manhole south of
West Carmel Drive is 5.0 cfs. 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 Cripe Architects + Engineers. 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. Please refer to
Appendices D and E for the drainage analysis calculations completed by Woolpert LLP.
3.0 Post-Developed Drainage Analysis
The post-developed drainage analysis consists of a storm sewer network designed to
take the proposed building and parking areas to a new pond, and an analysis of the
existing storm sewer and pond system as it relates to the master planned' storm water
management system.
3.1 Post-developed Pond Network
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Pond Pack was used to analyze the multiple ponds on this site. The network consists of
the existing Pond 1 built in Phase 1 on the north end of the site, this drains into Pond 2
on the west side. Pond 2 drains into an existing Wet Pond on the southern border of
the site which drains to the twin 21" culverts under West Carmel Drive. These ponds
are modeled as an inter-connected pond network model that accounts for the
downstream flows and backwater conditions.
Pond 1 is being expanded to accommodate the model and desired site asthetics by the
developer. Pond 2 is sized based on the site limitations, flow from Pond 1, flow from the
storm sewer system, and restricted outflow to the existing pond and twin 21" outlet
culverts.
The contributing watershed for each pond as analyzed is as follows:
North Pond South Pond Existing Pond
Area 1 0.67 acres 11.72 acres 1.01 acres
Weighted eN =: 94 96 85
Time of Concentration = 10.3 10 min. 9.6 min.
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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 the future developments of
the sjte. (See calculations and the inlet basin exhibit in Appendix C).
4.0 Water Quality Analysis
4.1 Existing Building 1
The existing building and parking lot was not analyzed for the provision of water quality,
The Building 1 Parking Improvements were analyzed in the drainage report prepared
and submitted by Cripe Architects + Engineers in August 2007. This analysis was for
2.30 acres that included future areas of building 2 parking improvements.
4.2 Building 2 and Future Building 3
The improvements for building 2, the proposed parking improvements, and the future
building 3 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 11.03 cfs. To treat this
flow, a Vortechs Model 7000 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).
5.0 Conclusions
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.
The proposed pond network, storm sewer systems, and water quality BMP's complies
with the developer's site requirements, the City of Carmel Stormwater Technical
Standards, the existing drainage reports submitted for this site and the overall master
plan design. The final outflow from the pond network is 4.79 cfs for the 1 DO-year storm
event to the twin 21" culverts. This is less than the allowable 5.0 cfs, therefore no
adverse impacts are anticipated by this design.
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Appendix A
Post-Developed Drainage Basin Map
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Job F:Lle: O:\1999\990399\20010\calcs\Detention\Final Phase II\OPUS ~ FINAL ~lODEL MJI.STER PLAN 082907.PP~,
Rain Dir: O:\1999\990399\20010\calcs\Detention\Final Phase 11\
===============~==========
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JOB TITLE
------~----------~~-------
-----~-----------~--------
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Project Date: 8/30/2007
Project Engineer: JRN
project Title: Landmark at Meridian - Building #2
Project Comments:
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SiN: F21B05A2EIC9
PondPacy. Ver. 9.0046
Paul I. Cripe Ine
Time: 10:28 AM
Date: 8/30/2007
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Table of Contents
ii
Table of Contents (continued)
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*****~*****~********** eN CALCULATIONS ******************~~*
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N POND BASIN. .., Runoff eN-Area
5.01
SOUTH BASIN..... Runoff CN-Area
5.02
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S POND BASIN.., Runoff CN-Area
5.03
*********************** POND VOLUMES ***********************
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EX POND. Vol: Elev-Area 6.01
NORTH POND. Vol: Elev-Area 6.02
-
SOUTH POND. Vol: Elev-r,rea 6.03
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******************** OUTLET STRUCTURES *********************
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NORTH OUTLET.... E-Q-TW Series
E-Q-TW Series
E-Q-TW Series
7.01
7.06
7.11
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SOUTH OUTLET. .., E-Q-TW Series
E-Q-TW Series
'E-Q-TW Series
7.16
7.20
7.24
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WETLANDS OUTLET E-Q-TW Series
E-Q-TW Series
E-Q-TW series
7.28
7.32
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PondPack Ver. 9.0046
Paul I. Cripe Inc
Time: 1 0 : 2 8 AM
Date: 8/30/2007
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Type.... Master Network summary Page 1.02
Name.... watershed
File.... O:\1999\990399\20DI0\eales\Detention\Final phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
ICPM CALCULATION TOLERANCES
Target Convergence=
Max. Iterations
Iepl'! Time Step
Output Time Step
TePM Ending Time
.000 cis +1-
35 loops
.0500 hrs
.0500 hra
35.0000 hra
MASTER NE:TWORK SUMl'lARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R~Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ae-it Trun hrs eta ft ac-rt
----~~---~------- -~-----~~~ ----~---- -------~ -------- ----------~-
NORTH POND POND 2 1.798 12.0000 27.92
NORTH POND POND 10 2.807 12.0000 42.43
-
NORTH POND POND 100 5.114 12.0000 74.51
NORTH POND OUT POND 2 1.255 14.6500 .80 864.94 1. 244
- 10 1.835 1. 08
NORTH POND OUT POND 1~.0500 865.52 2.000
- 100 2.846 15.8500
NORTH POND OUT POND 1. 55 866.86 3.772
-
N POND BASIN AREA 2 1.798 12.0000 27.92
~ -
N POND BASIN AREA 10 2.807 12.0000 42.43
- - 100
N POND BASIN AREA 5.114 12.0000 74.51
SOUTH BASIN II.REA 2 .110 12.0000 1. 82
SOUTH BASIN AREA 10 .194 12.0000 3.17
SOUTH BASIN AREA 100 .399 12.0000 6.30
SOUTH POND POND 2 3.421 12.0000 33.18
SOUTH POND POND 10 5.128 12.0000 49.15
SOUTH POND POND 100 8.692 11.9500 84.69
SOUTH POND OUT POND 2 2.038 20.0000 1.11 860.83 1.833
-
SOUTH POND OUT POND 10 2.717 23.2000 1. 44 861.75 2.900
SOUTH POND OUT POND 100 3.905 23.8500 2.01 863.86 5.347
S POND BASIN AREA 2 2.166 12.0000 32.66
-
S POND BASIN AREA 10 3.293 11.9500 48.44
-
S POND BASIN AREA 100 5.846 11.9500 83.62
SiN: F21B05A2E1C9
Pondpack Ver. 9.0046
Paul T. Cripe Inc
Time: 10:28 AM
Date: 8130/2007
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Type.... Design Storms
Name.... City of Carmel
Page 2.01
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File.... O:\1999\990399\20010\calcs\Detention\Final Phase 11\
Title... ProJect Date: 8/30/2007
Project Engineer: JRN
Project Title: Landmark at Meridian - Building #2
Project Comments:
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DESIGN STORMS SUMMl'.RY
Design storm File,ID = City of carmel
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Storm Tag Name
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24hr
Data Type, File, ID =
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Duration Multiplier =
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Storm Tag Name
--------~-----------------~------------~------------------~~----------
24hr
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Data Type, File, ID-
Storm Frequency
Total Rainfall Depth-
Duration Multiplier -
Resulting Duration
Resulting Start Time=
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Storm Tag Name
Synthetic Storm
2 yr
2.6600 in
1
24.0000 hrs
.0000 hrs Step=
Type II
End~ 24.0000 hrs
End- 24.0000 hrs
---------------------------------------------------~------------------
24hr
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Data Type, File, 10 =
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Total Rainfall Depth=
Duration Multiplier -
Resulting Duration
Resulting Start Time=
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SIN: ~21B05A2E1C9
pondpack Ver. 9.0046
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.1000 hrs
= 1024
Synthetic Storm
10 yr
3.8300 in
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24.0000 hrs
.0000 hrs Step=
TypeII
.1000 hrs
= 10024
Synthetic Storm
100 yr
6 . 4600 in
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24.0000 hrs
.0000 hrs Step= .1000 hrs
Type11
Paul T. Cripe Ine
Time: 10:28 l'.M
End= 24.0000 hrs
Date: 8/30/2007
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Type.... Synthetic Curve Page 3.01
Name.... TypeII 24hr Tag: 224
File.... O:\1999\990399\20010\calcs\Detention\Final Phase 11\
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CUMULATIVE RAINFALL FRACTIONS
Tune Output Time increment = .1000 hrs
hrs I Time on left represents time for first value in each row.
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.016
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.063
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.120
.132
.147
.163
.181
.204
.235
.283
.663
.735
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.838
.854
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Date: 8/30/2007
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Type. . . .
Name. . . .
File. . . .
Storm. . .
Synthetic Cumulative Depth
TypeII 24hr Tag: 224
O:\1999\990399\20010\ca1cs\Detention\Final
Typerl 24hr Tag: 224
Page 3.03
Event: 2 yr
phase II \
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CUMULATIVE RAINFALL DEPTHS (in)
Time Oucput Time increment = .1000 hrs
hrs I Time on left represents time for first value in each row.
-----~~-~I--------------------------------------------------------------
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16.0000
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17 .0000
17.5000
18.0000
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20.0000
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21.0000
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.2374
.2633
.2906
.3192
.3518
.3910
.4336
.4815
.5426
.6251
.7528
1. 7636
1.9551
2.0535
2.1253
2.1812
2.2281
2.2703
2.3079
2.3408
2.3706
2.3987
2.4251
2.4";99
2.4730
2.4944
2.5142
2.5323
2.5495
2.5662
2.5827
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.0164
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2.0694
2,1376
2.1910
2.2369
2,2782
2.3148
2,3469
2.3763
2.4041
2.4302
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2.4774
2.4985
2.5180
2.5358
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2.5696
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.1166
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1.8584
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2.2455
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2.3216
2.3529
2.3820
2.4094
2.4352
2.4593
2.4818
2.5025
2.5217
2.5392
2.5562
2.5729
2.5892
Paul I. Cripe Ine
Time: 10:28 AM
.0081
.0221
.0368
.0522
.0682
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.1023
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.2031
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.6940
1.1459
1.8967
2.0183
2.0988
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2.2099
2.2540
2,2934
2,3282
2.3589
2.3876
2.4147
2,4402
2.4639
2.4860
2.5065
2.5253
2.5426
2.5596
2.5762
2.5924
.0109
.0250
.0398
.0554
.0715
.0883
.1058
.1240
.1430
.1634
.1850
.2080
.2324
.2580
.2850
.3134
.3447
.3826
.4251
.4710
.5291
.6065
.7221
1.5105
1.9289
2.0366
2.1125
2.1711
2.2191
2.2623
2.3007
2.3346
2.3647
2.3932
2.4199
2.4450
2. 4685
2.4903
2.5104
2.5288
2.5460
2.5629
2.5794
2.5956
Date: 8/30/2007
u
Type. ... Synthetic Curve Page 3.05
Name. ... TypeII 24hr Tag: 1024
File. ... O:\1999\990399\20010\calcs\Detention\Fina1 Phase 11\
o
CUMULATIVE RAINFALL FRACTIONS
Time Output Time increment = .1000 hrs
hrs I Time on left represents time for first value in each row.
---------1--------------------------------------------------------------
o
.0000
.5000
1.0000
1.5000
2.IJOOO
2.5000
3.0000
3.5000
4.0000
4.5000
5.0000
5.5000
6.0000
6.5000
7.0000
7.5000
8.0000
8.5000
9.0000
9.5000
10.0000
10.5000
11.0000
11.5000
12.0000
12.5000
13.0000
13.5000
14.0000
14.5000
15.0000
15.5000
16.0000
16.5000
17 . 0000
17.5000
18.0000
18.5000
19.0000
19.5000
20.0000
20.5000
21.0000
21.5000
.000
.005
.011
.016
.022
.028
.035
.041
.048
.055
.063
.071
.080
.089
.099
.109
.120
.132
.147
.163
.181
.204
.235
.283
.663
.735
.772
.799
.820
.838
.854
.868
.880
.891
.902
.912
.921
.930
.938
.945
.952
.958
.965
.971
IJ
o
o
u
u
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ID
o
10
I
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u
IU
u
o
SIN: F21B05A2E1C9
PDndPack Ver. 9.0046
Paul I. Cripe Ine
Time: 10: 28 F.M
iU
I
.001
.006
.012
.017
.023
.029
.036
.042
.049
.057
.065
.073
.082
.091
.101
.111
.122
.135
.150
.166
.185
.209
.243
.307
.682
.743
.778
.804
.824
.841
.856
.870
.882
.893
.904
.914
.923
.931
.939
.947
.953
.960
.966
.972
.002
.007
.013
.018
.024
.031
.037
.044
.051
.058
.066
.075
.084
.093
.103
.113
.125
.138
.153
.170
.189
.215
.251
.354
.699
.751
.784
.808
.827
.844
.859
.873
.885
.895
.906
.915
.925
.933
.941
.948
.955
.961
.967
.973
.003
.008
.014
.020
.026
.032
.038
.045
.052
.060
.068
.076
.085
.095
.1DS
.116
.127
.141
.157
.173
.194
.221
.261
.431
.713
.759
.789
.812
.831
.847
.862
.875
.887
.898
.908
.917
.926
.935
.942
.949
.956
.962
.968
.975
.004
.009
.015
.021
.027
.033
.040
.047
.054
.061
.070
.D78
.087
.097
.107
.118
.130
.144
.160
.177
.199
.228
.271
.568
.725
.766
.794
.816
.834
.850
.865
.878
.889
.900
.910
.919
.928
.936
.944
.951
.957
.964
.970
.976
Date: 8/30/2007
u
Type.. ..
Name.. ..
File.. . .
Storm. . .
Synthetic Cumulative Depth
TypeII 24hr Tag: 1024
O:\1999\990399\20010\calcs\Detention\Final
TypeII 24hr Tag: 1024
Page 3.07
Event: 10 yr
Phase II\
u
CUMULATIVE RAINFALL DEPTHS (in)
Time Output Time increment = .1000 hrs
hrs I Time on left represents time for first value in each row.
---------I--------------------------~~~---------~~-----------~----------
o
.0000 I
.5000 I
1.0000 I
1.5000 I
2.0000 I
2.5000 I
3.0000 I
3.5000 I
4.0000
4.5000
5.0000
5.5000
6.0000
6.5000
7.0000
7.5000
8.0000
8.5000
9.0000
9.5000
10.0000
10.5000
11.0000
11.5000
12.0000
12.5000
13.0000
13.5000
14.0000
14.5000
15.0000
15.5000
16.0000
16.5000
17.0000
17.5000
18.0000
18.5000
19.0000
19.5000
20.0000
20.5000
21.0000
21.5000
10
u
u
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u
u
o
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u
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SiN: I'21B05A2EIC9
PondPack Ver. 9.0046
u
.0000
.0196
.0402
.0618
.0843
.1077
.1321
.1575
.1838
.2116
.2413
.2729
.3064
.3418
.3792
.4184
.4596
.5065
.5530
.6243
.6932
.7813
.9001
1.0839
2.5393
2.8151
2.9568
3.0602
3.1406
3.2081
3.2689
3.3230
3.3704
3.4133
3.4537
3.4918
3.5274
3.5607
3.5916
3.6201
3.6462
3.6708
3.6950
3.7187
.0039
.0237
.0445
.0662
.0889
.1125
.1372
.1627
.1892
.2174
.2475
.2794
.3133
.3491
.3869
.4265
.4682
.5171
.5753
.6369
.7090 .
.8020
.9295
1. 17 52
2.6119
2.8474
2.9796
3.0778
3.1547
3.2208
3.2803
3.3330
3.3792
3.4215
3.4615
3.4991
3.5343
3.5671
3.5975
3. 6255
3.6511
3. 6757
3.6998
3.7234
.0077
.0278
.0487
.0707
.0935
.1174
.1422
.1679
.1947
.2233
.2537
.2861
.3203
.3565
.3946
.4347
.4772
.5280
.5875
.6500
.7257
.8242
.9626
1.3572
2.6758
2.8777
3.0013
3.0946
3.1684
3.2332
3.2913
3.3428
3.3878
3.4297
3.4692
3.5063
3.5410
3.5734
3.6033
3.6308
3.6561
3.6806
3.7045
3.7280
paul I. Cripe Inc
Time: 10: 28 A!'ol
.01l7
.0319
.0530
.0751
.0982
.1223
.1473
.1732
.2003
.2292
.2600
.2928
.3274
.3640
.4025
.4429
.4866
.5393
.5998
.6638
.7433
.8480
.9993
1. 6499
2.7309
2.9061
3.0220
3.1107
3.1819
3.2454
3.3022
3.3522
3.3964
3.4378
3.4768
3.5135
3.5477
3.5795
3.6090
3.6360
3.6610
3.6854
3.7093
3.7327
.0156
.0360
.0574
.0797
.1030
.1272
.1524
.1785
.2059
.2352
.2664
.2995
.3346
.3715
.4104
.4512
.4964
.5509
.6120
.6782
.7619
.8732
1. 0398
2.1749
2.7774
2.9324
3.0416
3. 1260
3.1951
3.2573
3.3127
3.3615
3.4049
3.4458
3.4843
3.5205
3.5542
3.5856
3.6146
3.6411
3.6659
3.6902
3.7140
3.7373
Date: 8/30/2007
u
Type.... Synthetic Curve Page 3.09
Name. . .. TypeII 24hr Tag: 10024
File.... O:\1999\990399\20010\calcs\Detention\Final Phase 11\
Time
hrs
CUMULATIVE RAINFALL FRACTIONS
Output Time increment ~ .1000 hrs
Time on left represents time for first value in eaeh row.
[J
I
I[
.0000
.5000
1. 0000
1.5000
2.0000
2.5000
3.0000
3.5000
4.0000
4.5000
5.0000
5.5000
6.0000
6.5000
7.0000
7.5000
8.0000
8.5000
9.0000
9.5000
10.0000
10.5000
11.0000
11.5000
12.0000
12.5000
13.0000
13.5000
14.0000
14.5000
15.0000
15.5000
16.0000
16.5000
17.0000
17 .5000
18.0000
18.5000
19.0000
19.5000
20.0000
20.5000
21. 0000
21. 5000
.000
.005
.011
.016
.022
.028
.035
.041
.048
.055
.063
.071
.080
.089
.099
.109
.120
.132
.147
.163
.181
.204
.235
.283
.663
.735
.772
.799
.820
.838
.B54
.868
.880
.891
.902
.912
.921
.930
.938
.945
.952
.958
.965
.971
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SIN: F21B05A2EIC9
pondPack Ver. 9.0046
Paul I. Cripe Ine
Time: 10:28 AM
u
.001
.006
.012
.017
.023
.029
.036
.042
.049
.057
.065
.073
.082
.091
.101
.111
.122
.135
.150
.166
.185
.209
.243
.307
.682
.743
.778
.804
.824
.841
.856
.870
.882
.893
.904
.914
.923
.931
.939
.947
.953
.960
.966
.972
.002
.007
.013
.018
.024
.031
.037
.044
.051
.058
.066
.075
.084
.093
.103
.113
.125
.138
.153
.170
.189
.215
.251
.354
.699
.751
.784
.808
.827
.844
.859
.873
.885
.895
.906
.915
.925
.933
.941
.948
.955
.961
.967
.9'13
.003
.008
.014
.020
.026
.032
.038
.045
.052
.060
.068
.076
.085
.095
.105
.116
.127
.141
.157
.173
.194
.221
.261
.431
.713
.759
.789
.812
.831
.847
.862
.875
.887
.898
.90B
.917
.926
.935
.942
.949
.956
.962
.968
.975
.004
.009
.015
.021
.027
.033
.040
.047
.054
.061
.070
.078
.OB7
.097
.107
.118
.130
.144
.160
.177
.199
.228
.271
.568
.725
.766
.794
.816
.834
.850
.865
.878
.889
.900
.910
.919
.928
.936
.944
.951
.957
.964
.970
.976
Date: 8/30/2007
I[J
Type... .
Name. . . .
E'ile.. ..
storm. . .
synthetic Cumulative Depth
TypeII 24hr Tag: 10024
O:\1999\990399\20010\ca1cS\Detention\~inal
TypeII 24hr Tag: 10024
Page 3.11
Event: 100 yr
Phase II \
[j
Time
hrs
'U
.0000
.5000
1.0000
1.5000
2.0000
2.5000
3.0000
3.5000
4.0000
4.5000
5.0000
5.5000
6.0000
6.5000
7.0000
7.5000
8.0000
8.5000
9.0000
9.5000
10.0000
10.5000
11.0000
11.5000
12.0000
12.5000
13.0000
13.5000
14.0000
14.5000
15.0000
15.5000
16.0000
16.5000
17.0000
17.5000
18.0000
18.5000
19.0000
19.5000
20.0000
20.5000
21 .0000
21.5000
o
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SiN: F21B05A2EIC9
PondPack Ver. 9.0046
,
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I
CUMULATIVE RAINFALL DEPTHS (in)
Output Time increment ~ .1000 hrs
Time on left represents time for first value in each row.
.0000
.0331
.0678
.1042
.1421
.1817
.2229
.2657
.3101
.3569
.4070
.4603
.5168
.5766
.6395
.7058
.7752
.8543
.9496
1.0530
1.1693
1.3178
1. 5181
1.8282
4.2830
4.7481
4.9871
5.1615
5.2972
5.4111
5.5136
5.6049
5.6848
5.7571
5.8253
5.8895
5.9497
6.0058
6.0579
6.1059
6.1499
6.1915
6.2323
6.2723
.0065
.0399
.0750
.1116
.1499
.1898
.2313
.2744
.3192
.3667
.4174
.4713
.5285
.5889
.6525
.7194
.7897
.8721
.9703
1. 0742
1.1959
1. 3527
1.5677
1. 9822
4.4055
4.8026
5.0256
5.1913
5.3209
5.4325
5.5328
5.6218
5.6996
5.7710
5.8385
5.9019
5.9612
6.0165
6.0678
6.1150
6.1583
6.1997
6.2404
6.2802
.0130
.0468
.0822
.1192
.1578
.1980
.2398
.2833
.3284
.3766
.4279
.4825
.5403
.6014
.6656
.7331
.8049
.8905
.9910
1.0964
1. 224 0
1.3902
1 . 6235
2.2892
4.5132
4.8538
5.0623
5.2197
5.3441
5.4535
5.5515
5.6382
5.7142
5.7849
5.8515
5.9141
5.9726
6.0271
6.077 6
6.1240
6.1667
6.2079
6.2484
6.2880
Paul I. Cripe Inc
Time: 10: 28 AM
.0197
.0537
.0895
.1267
.1657
.2062
.2484
.2921
.3378
.3866
.4386
.4938
. .5523
.6140
.6789
.7470
.8207
.9096
1.0116
1.1196
1.2538
1. 4302
1.6855
2.7829
4.6062
4.9016
5.0972
5.2468
5.3669
5.4739
5.5697
5.6542
5.7287
5.7985
5. 8643
5.9261
5.9838
6.0375
6.0872
6.1328
6.1750
6.2161
6.2564
6.2959
.0264
.0608
.0968
.1341
.1736
.2145
.2570
.3011
.3473
.3967
.4494
.5052
.5643
.6267
.6923
.7611
.8372
.9293
1.0323
1.1439
1.2850
1.4729
1. 7538
3.6684
4.6845
4.9460
5.1303
5.2727
5.3892
5.4940
5.5875
5.6697
5.7429
5.8120
5.8770
5.9380
5.9949
6.0478
6.0966
6.1415
6.1833
6.2242
6.2643
6.3037
Date: 8nO/2007
u
Type.... Te Cales
Name.... N POND BASIN
Page 4.01
File. ... 0: \1999\99039g\20010\ea1cs\Detention\Final Phase II\OPUS - FINAL MODEL ~IASTER PLAN 082907. PPW
u
.....................................o...... 0'.............................
................ .'.....................o.....................................
TIME OF CONCENTRATION CALCULATOR
..................................... '............................."......
...................,............... -................ .,.....................
u
----------~~~------~----~---------------------~----------------~--------
'U
Segment #1: Tc: TR-55 sheet
: U-
I -
'0
Nannings n .1500
Hydraulic Length 15.00 ft
2yr, 24hr p 2.6600 in
Slope .010000 ft/ft
Avg.veloeity .08 ft/s-ec
Segment #l Time:
.0518 hrs
------------------------~--------------------~-----------------~-~~-----
Segment #2: Te: TR-55 Shallow
u
Hydraulic Length
Slope
Paved
80.00 ft
.010000 ft/ft
o
Avg.Ve1oeity
2.03 ft/see
Segment #2 Time:
.0109 hrs
------------------------------~~--------------------~-------------------
o
Segment #3: Tc: Length & Vel.
Hydraulic Length
Avg.Veloeity
980.00 ft
2.50 ft/see
u
Segment #3 Ttme:
.1089 hrs
----~------------~-~--------------------~~------------------~~----------
u
Total Tc:
.1716 hrs
u
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SiN: F21B05A2EIC9
PondPaek Ver. 9.0046
Paul I. Cripe Ine
Tlme: 10:28 AM
Date: 8/3012007
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Type. ...
Name. ...
To Cales
S1:ltI'P1'l BASIN
tJ.. VO/J 0
O:\1999\990399\20010\eales\Detention\rinal
Page 4.03
File. ...
Phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
............................................................. -",
........................................................... -....,.....,-
TIME or CONCENTRATION CALCULATOR
,............. -..................................................,.......
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Segment #1: Tc: TR-55 Sheet
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Nannings II
Hydraulic Length
2yr, 2.jhr P
Slope
.2400
61. 00 ft
2.6600 in
.025000 ft/ft
l"vg. Veloei ty
.11 it/see
D
Segment #1 Time:
. 1607 hrs
Total Tc:
.1607 hrs
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SIN: F21B05A2EIC9
PondPack Ver. 9.0046
Paul I. Cripe Ine
Time: 10:28 AM
Date: 8/30/2007
lJ
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Type.... Te Cales
Name.... S POND BASIN
page 4.05
File.... O:\1999\990399\20010\cales\Detention\Final phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
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TIME OF CONCENTRATION CALCULATOR
...................................................... L.................
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Segment #1: Te: TR-55 Sheet
Mannings n
Hydraulic Length
2yr, 24tH P
Slope
.2400
45.00 ft
2.6600 in
.012500 ft/ft
Avg.Ve1ocity
.08 ft/see
Segment #1 Time:
.1662 hrs
Total Tc:
.1662 hrs
u
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SiN: F21B05A2E1C9
PondPa~k Ver. 9.0046
Paul I. Cripe IDe
Time: 10:28 AM
Date: 8130/2007
u
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Type. . .. Runoff eN-Area
Name.... N POND BASIN
Page 5.01
RUNOFF CURVE NUMBER DJI.TA
File.... O:\1999\990399\2DDIO\calcs\Detention\Final Phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
................. -.......... '-........... +.........................................
.................,............, +."...' -.....................................
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Soil!Surf~ce Description
Fully Developed Urban Areas (Veg Es 98
Pond 98
Open space (Lawns,parks etc.) - Goo 80
COMPOSITE AREA & WEIGHTED CN --->
..................................................,......... -..........................
.... 0....................................................... +...... -. -.. -. -. +
93.73 (94)
IU
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Area
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7.130
1.010
2.530
10.670
S!N: F21B05AZE1C9
PondPack Ver. 9.0046
Paul I. cripe Ine
Time: 10:28 AM
u
Impervious
Adjustment
'loC 'loUC
Adjusted
CN
98.00
98.00
80.00
Date: e/30!2007
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Type.... Runoff CN7Area
Name.... S POND BASIN
Page 5.03
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RUNOFF CURVE NllMBER DATA
File.... O:\1999\990399\200l0\calcs\Detention\Final Phase II.\OPUS - F!NAL MODEL ~ffiSTER PLAN 082907.PPW
... -.."......................"..,... <-,......... - -............... -........
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Soil/Surface Description
Pond 98
Impervious Areas - Paved; curbs and 98
open space (Lawns,parks etc.) - Goo 80
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,.......................................................................... .
96.16 (96)
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Time: 10:28 AM
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Area
acres
.910
9.610
1.200
11.710
Impervious
Adjustment Adjusted
%C %UC CN
98.00
98.00
80.00
Odte: 8/30/2007
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Name.... NORTH POND
Page 6.02
File.... O:\1999\990399\20010\calcs\Detention\Final Phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
Elevation
(ft)
Planimeter'
(sq.in)
864.00
868.00
Area AltA2+sqr(Al*A2)
(acres) (acres)
.9400
1. 7400
.0000
3.9589
Volume
(ac-ft)
Volume Sum
(ac-ft)
POND VOLUME EQUATIONS
.000
5.279
.000
5.279
~ Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (ELZ-ELl) * (Areal + Area2 + sq, rt. (Area1*Area2))
where: ELI, EL2
Areal, AreaZ
Volume
= Lower and upper elevations of the increment
Areas computed for ELI, EL2, respectively
= Incremental volume between ELI and EL2
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pondpack Ver. 9.0046
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Time: 10:28 AM
Date: 8/30/2007
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Page 7.01
File.... O:\1999\990399\20010\ealcs\Detention\Final Phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
Elevation - Outflow - Tailwater (ICPR Rating Table)
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TW Elevs. ---> TW,ft TW, ft TW, ft TW,ft T\~, ft
859.25 859.50 859.75 860.00 860.25
HW Elev,ft Flow, efs Flow, efs Flow, efs Flow, efs Flow, efs
--------- --------- --------- -~~------ --------- ---------
864 . 00 .00 .00 .00 .00 .00
864.25 .14 .14 .14 .14 .14
864 . 50 .48 .48 .48 .48 .48
864. 75 .68 .68 .68 .68 .68
865. 00 .83 .83 .83 .83 .83
865.25 .96 .96 .96 .96 .96
865.50 1. 07 1. 07 1. 07 1. 07 1. 07
B 65. 75 1. 18 1. 18 1.18 1. 18 1. 18
866.00 1- 27 1. 27 1. 27 1. 27 1. 27
866.25 1. 36 1. 36 1. 3 6 1. 36 1. 36
866.50 1. 44 l.H 1.44 1. 44 1. 44
866.75 1. 52 1. 52 1. 52 1. 52 1. 52
867 . 00 1. 59 1. 59 1. 59 1. 59 1. 59
867 .25 1. 66 1. 66 1. 66 1- 66 1. 66
867 . 50 1. 73 1. 73 1. 7 3 1. 73 1.73
867 . 75 1. 80 1. 80 1. 80 1. 80 1. 80
EJ 68.00 1. 86 1. 86 1. 8 6 1- 86 1. 86
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Time: 10: 28 AM
Date: 8/30/2007
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Page 7.03
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Elevation - Outflow - Tailwater (ICPR Rating Table)
1
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TW Elevs. ---> TW,ft TW,ft TW,ft TWlrt TW, ft
861.75 862.00 862.25 862 . 50 862 . 75
HW Elev,ft Flow, cfs F 10\0; , cfs Flo\ol, cis Flow, cis Flow, cfs
--------- --------- --------- --------- ---_._---- ---------
864.00 .00 .00 .00 .00 .00
864.25 .14 .14 .14 .14 .14
864.50 .48 .4B .48 .4 B .48
864.75 .68 .68 .68 68 .68
865.00 .83 .83 .B3 .83 .83
865.25 .96 .96 .96 .96 .96
865.50 1. 07 1. 07 1. 07 1. 07 1. 07
865.75 LIB 1.18 1.18 1. 18 1. 18
866.00 1. 27 1. 27 1. 27 1. 27 1.27
866.25 1. 36 1. 36 1 .36 1. 36 1. 36
866.50 1. 44 1. 44 1. 44 1. 44 1. 44
866.75 1. 52 1.52 1. 52 1. 52 1. 52
867.00 1.59 1. 59 1.59 1. 59 1. 59
867.25 1. 66 1. 66 1. 66 1. 66 1. 66
867.50 1. 73 1. 7 3 1. 73 1.73 1. 73
867.75 1.80 1. 80 1. 80 1. 80 1. 80
868.00 1. 86 1. 86 1. 86 1. 86 1. 86
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PondPack Ver. 9.0046
Paul I. Cripe Inc
Time: 10:28 AI'!
Date: 8130/2007
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Name.... NORTH OUTLET
Page 7.05
File.... O:\l999\990399\20010\calcs\Detention\Final Phase 11\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
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Elevation - Outflow - Tailwater (ICPR Rating Tablel
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TW Elevs. ---> TW,ft TW,ft Tvl, ft TW,ft TW,ft
.00 .00 .00 .00
HVI Elev,ft Flow, cfs Flow, cfs Flaw, cfs Flaw, cfs Flow, cfs
------~-- ------~-- -~-----~~ ~-~-~---- ~~-~-~~-- ---------
864.00 .00 .00 .00 .00
864.25 .00 .00 .00 .00
864.50 .00 .00 .00 .00
864.75 .00 .00 .00 .00
865.00 .00 .00 .00 .00
865.25 .00 .00 .00 .00
865.50 .00 .00 .00 .00
865.75 .00 .00 .00 .00
866.00 .00 .00 .00 .00
866.25 .00 .00 .00 .00
866.50 .00 .00 .00 .00
866.75 .00 .00 .00 .00
867.00 .00 .00 .00 .00
867.25 .00 .00 .00 .00
867. 50 .00 .00 .00 .00
867.75 .00 .00 .00 .00
868.00 .00 .00 .00 .00
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PondPack Ver. 9.0046
Paul I. CripE Ine
Time: 10:28 AM
Date: 8/30/2007
'0
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Type.... E-Q-TW Series
Name.... NORTH OUtLET
Page 7.07
File.. .. 0: \1999\990399\200l0\calcs\Detention\Final Phase rr\OPUS - FINAL MODEL ~IASTER PLAN 082907, PPW
11
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Elevation - Outflow - Tailwater (ICPR Rating Tablel
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TW Elevs. --~> TI'!, tt TW,ft TW,ft TW,ft TW,ft
860. 50 860.75 861.00 861. 25 861.50
HW Elev,ft "low, cfs Flow, cfs Flow, cfs Flow, ets Flow, efs
------~-- -----~--- --------- -------~- --------- ---------
864 .00 .00 .00 .00 .00 .00
864.25 .14 .14 .14 .14 .14
864.50 .48 .48 .48 .48 .48
864 .75 .68 .68 .68 .68 .68
865.00 .83 .83 .83 .83 .83
865.25 .96 .96 .96 .96 .96
865.50 1. 07 1. 07 1. 07 1.07 1. 07
865.75 1.18 1. 18 1.18 1. 18 1.18
866.00 1.27 1. 27 1.27 1. 27 1.27
866.25 1. 36 1. 36 1. 36 1. 36 1. 36
866.50 1. 44 1. 44 1. 44 1. 44 1.44
866.75 1. 52 1. 52 1. 52 1. 52 1. 52
867.00 1. 59 1. 59 1. 59 1. 59 1. 59
867.25 1. 66 1. 66 1. 66 1. 66 1.66
867.50 1. 73 1. 73 1. 73 1. 73 1. 73
867.75 1. 80 1. 80 1. 80 1. 80 1. 80
868.00 1. 86 1. 86 1. B 6 1. 86 1. 86
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SIN: F2lB05A2E1C9
pondPaek Ver. 9.0046
Paul I. Cripe Ine
Time: 10: 28 AM
Date: 8/30/2007
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Name.... NORTH OUTLET
Page 7.09
file.... O;\1999\990399\20010\calcs\Detention\Fina1 Phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
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Tailwate~ (ICPR Rating Table)
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TW Elevs. ---> TW,ft TW,ft TW,ft TW,ft TW,ft
863.00 863.25 863 . 50 863.75 864.00
HW Elev,ft Flow, cfs Flow, cis FlOl" , cis Flow, cfs Flow, efs
---~~---- --------- --------- --------- --------- ----~-~--
864.00 .00 .00 .00 .00 .00
864 .25 .14 .14 .14 .14 .14
864 . 50 .48 .48 .48 .48 .48
864 .75 .68 .68 .68 .68 .68
865. DO .83 .83 .83 .83 .83
865.25 .96 .96 .96 .96 .96
865.50 1. 07 1. 07 1. 07 1. 07 1. 07
865.75 1. 18 1.18 1.18 1.18 1.18
866.00 1. 27 1. 27 1. 27 1. 27 1. 27
866.25 1. 36 1.36 1. 36 1. 36 1. 36
866.50 1. 44 1. 44 1. 44 1. 44 1. I} 4
866.75 1. 52 1. 52 1. 52 1. 52 1. 52
867.00 1. 59 1. 59 1. 59 1. 59 1. 59
867.25 1. 66 1. 66 1. 66 1. 66 1. 66
867.50 1.73 1. 73 1. 73 1. 73 1. 73
867.75 1. 80 1. 80 1. 80 1. 80 1. 80
868.00 1. 86 1. 86 1. 86 1. 86 1. 86
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Pondpaek Ver. 9.0046
Paul I. Cripe Tne
Time: 10:28 "'.M
Date: 8/30/2007
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Type.... E-Q-TW Series
Name.... NORTH OUTLET
Page 7. 11
File.... O:\1999\990399\200l0\calcs\Detention\Final Phase II\OPUS - FINAL MODEL MASTER PLAN o82907.PPW
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TW Elevs. --~> TW, ft TW,ft TW,ft TW, it TW,ft
859.25 859.50 859.75 860 . 00 860.25
HW Elev1 ft Flow, cfs Flow, cfs Flow, cfs Flow, cfs Flow, cfs
--~~----- -------~~ -----~--- --------- -----~--- ---------
864.00 .00 .00 .00 .00 .00
864.25 .H .14 .14 .14 .14
864.50 .48 .48 .46 .48 .48
864.75 .68 .68 .68 .68 .68
865.00 .83 .83 .83 .83 .83
865.25 .96 .96 .96 .96 .96
865.50 1. 07 1. 07 1.07 1. 07 1. 07
865.75 1.18 1.18 1. 18 1.18 1. 18
866.00 1. 27 1. 27 1.27 1. 27 1. 27
866.25 1. 36 1. 36 1.36 1. 36 1. 36
866.50 1. 44 1..44 1. 44 1. 44 1. 44
866.75 1. 52 1. 52 1.52 1. 52 1. 52
867.00 1. 59 1. 59 1.59 1. 59 1. 59
867.25 1. 66 1. 66 1. 66 1. 66 1. 66
867 . 50 1. 73 1.73 1. 73 1. 73 1. 73
867.75 1. 80 1. 80 1.80 1. 80 1. 80
868.00 1. 86 1. 86 1. 86 1. 86 1. 86
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Paul I. Cripe Inc
Time: 10:28 ]"-I~
Date: 8/30/2007
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Type. . .. E-Q-TW Series
Name.... NORTH OUTLET
Page 7.13
File.... O:\1999\990399\20010\eales\Detention\Final Phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
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Elevation - Outflow - Tailwater (ICPR Rating Table)
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TW Elevs. ---> TW, ft TW,ft TW, ft TW,ft T~J, ft
861. 75 862.00 B 52 .25 862.50 862.75
HW Elev,ft Flow, cfs Flow, cis Flow, efs Flow, cis Flow, cfs
--------- ~-------- --------- --------- ----~---- -------~~
864.00 .00 .00 .00 .00 .00
864.25 .14 .14 .14 .14 .14
864.50 .48 .48 .4B .48 .4 B
854.75 .68 .68 .68 .68 .68
865.00 .83 .83 .83 .83 .83
865.25 .96 .96 .96 .96 .96
B55.50 1. 07 1. 07 1. 07 1. 07 1. 07
865.75 1. 18 1.18 1.18 1.18 1.18
866.00 1. 27 1.27 1. 27 1. 27 1. 27
866.25 1. 36 1. 36 1. 36 1. 36 1. 36
866.50 1. 44 1. 44 1. 44 1. 44 1. 44
866.75 1.52 1. 52 1. 52 1. 52 1. 52
867.00 1. 59 1. 59 1. 59 1. 59 1. 59
867.25 1.66 1. 56 1. 66 1. 66 1. 66
867.50 1. 73 1. 73 1. 73 1. 73 1. 73
867.75 1. 80 1. 80 1. 80 1. 80 1. 80
868.00 1. 86 1. 86 1. 8 6 1. 8 6 1. 86
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Paul I. Cripe Ine
Time: 10: 28 AM
Date: 8/30/2007
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Name.... NORTH OUTLET
Page 7.15
File.... O:\1999\990399\20010\calcs\Detention\Final Phase U\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
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TW Elevs. ---> TW, ft TW, ft TW,ft TVI, ft TW, ft
.00 .00 .00 .00
HW Elev,ft f'l ow, cfs Flow, cfs ,'low, cis Flow, cfs Flow, cfs
---~-~--- -----~~-- ----~~~~- ------~-- --------~ ~~-------
864.00 .00 .00 .00 .00
864.25 .00 .00 .00 .00
864 . 50 .00 .00 .00 .00
864. "15 .00 .00 .00 .00
865.00 .00 .00 .00 .00
865.25 .00 .00 .00 .00
865.50 .00 .00 .00 .00
865 . 75 .00 .00 .00 .00
866.00 .00 .00 .00 .00
866.25 .00 .00 .00 .00
866.50 .00 .00 . DO .00
866.75 .00 .00 .00 .00
867.00 .00 .00 .00 .00
867.25 .00 .00 .00 .00
867.50 .00 .00 .00 .00
867.75 .00 .00 .00 .00
868.00 .00 .00 .00 .00
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Paul I. Cripe Ine
Time: 10:28 AM
Date: 8130/2007
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Type.... E~<:l-TW Seri.es
Name.... SOUTH OUTLET
Page 7.17
File.... O:\1999\990399\20010\ealcs\Detentlon\Final Phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
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Elevation - Outflow - Tailwater (ICPR Rating Table)
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TW Elev5 . ~--.... TI-l, ft TW, ft TW, ft TW,ft TW,ft
859.25 859.45 859.70 859.95 860.20
HW Elev, it Flow, efs Flow, efs Flow, efs Flow, efs Flow, cis
--------- --------- --------- --------- ------~-- ---------
859.25 .00 -.09 ~.3B -. 6~ -.80
859.45 .09 .00 -.38 -.64 -.80
859.50 .14 .13 -.38 -.64 -.80
859.70 .38 .38 .00 -.48 -.68
859.75 .48 .48 .21 -.43 - . 64
859.95 .64 .64 .48 .00 - .48
860.00 .68 .68 .53 .21 -.43
860.20 .80 .80 .68 .48 .00
860.25 .83 .83 .71 .53 .21
860.45 .94 .94 .83 .68 .48
860. 50 .96 .96 .86 .71 .53
860.70 1.05 1. OS .96 .83 .68
860. 75 1. 07 1. 07 .98 .86 .71
860 . 95 1.16 1. 16 1. 07 .96 .83
861.00 1. 18 1.18 1. 10 .98 .86
861. 25 1. 27 1. 27 1. 20 1.10 .98
861.50 1. 36 1. 36 1. 29 1. 20 1. 10
861.75 1. 44 1. 44 1. 38 1. 29 1. 20
862. DO 1. 52 1. 52 1. 46 1. 38 1. 29
862.25 1. 59 1. 59 1. 53 1.46 1. 38
862.50 1. 66 1. 66 1. 61 1. 53 1.46
862.75 1. 73 1. 73 1. 68 1. 61 1. 53
863.00 1. 80 1.80 1. 75 1. 68 1. 61
863.25 1. 86 1. 86 1. 81 1. 75 1. 68
863.50 1. 92 1. 92 1. 87 1. 81 1. 75
863.75 1.98 1. 98 1. 93 1. 87 1. 81
864.00 2.04 2.04 1. 99 1. 93 1. 87
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Paul T. Crlpe Ine
Time: 10:28 AM
Date: 8130/2007
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Type.... E-Q-TW Series
Name.... SOUTH OUTLET
Page 7.19
FUe.... 0: \1999\990399\20010\calcs\Detention\FinOll phase II\OPUS - FINl'.L MODEL M}\STER PLAN 082907. PPW
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TW Elevs. ---> TW, ft TW, tt n/,ft TW,ft T~J, ft
.00 .00 .00 .00
H~I Elev,ft Flow, cfs Flow, efs Flow, efs Flow, efs Flow, efs
--~---~-- --------- -------~- --------- -~------- --~---~-~
859.25 .00 .00 .00 .00
859.45 .00 .00 .00 .00
859.50 .00 .00 .00 .00
859.70 .00 .00 .00 .00
859.75 .00 .00 .00 .00
859.95 .00 .00 .00 .00
860.00 .00 .00 .00 .00
860.20 .00 .00 .00 .00
860.25 .00 .00 .00 .00
860.45 .00 .00 .00 .00
860.50 .00 .00 .00 .00
860.70 .00 .00 .00 .00
860.75 .00 .00 .00 .00
860. 95 .00 .00 .DO .00
861. 00 .00 .00 .00 .00
861. 25 .00 .00 .00 .00
861.50 .00 .00 .00 .00
861 . 75 .00 .00 .00 .00
862 . 00 .00 .00 .00 .00
B 62 . 2 5 .00 .00 .00 .00
862 .50 .00 .00 .00 .00
862 .75 .00 .00 .00 .00
B 63 . 00 .00 .00 .00 .00
863.25 .00 .00 .00 .00
863.50 .00 .00 .00 .00
863.75 .00 .00 .00 .00
864.00 .00 .00 .00 .00
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SIN: F21B05A2EIC9
pondpaek Ver. 9.0046
Paul I. Cri?e Ine
Time: 10:28 Al'l
Date: 8/30/2007
o
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Type.... E-Q-TW Se~ies
Name.... SOUTH OUTLET
Page 7.21
File.. .. 0: \l999\990399\20010\calcs\Detention\Fina1 phase rr\OPUS - FINAL MODEL MASTER PLAN 082907. PP\~
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Elevation - Outflow - Tailwater (ICPR Rating Table)
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TW Elevs. ---./ Tn,ft TW,ft TW, ft TW, ft n~, it
859.25 859.45 859.70 859.95 860.20
HW Elev, ft Flow, efs FlOl'I, cfs Flow, efs Flow, cfs Flow, efs
--------- -------~- --~~----- --------- --------- ~--------
859.25 .00 -.09 -.38 - . 64 -.80
859.45 .09 .00 -.38 - . 64 -.80
859.50 .14 .13 -.38 - . 64 -.80
859.70 .38 .38 .00 -.48 -.68
859.75 .48 .48 .21 -.43 -.64
859.95 .64 .64 .4 B .00 -.48
860.00 .68 .68 .53 .21 -.43
860 . 20 .80 .80 .68 .48 .00
860 . 25 .83 .83 .71 .53 .21
860.45 .94 .94 .fl3 .68 .48
fl60.50 .96 .96 .86 .71 .53
860 .70 1. 05 1. 05 .96 .83 .68
860 .75 1. 07 1. 07 .98 .86 .71
860.95 1.16 1. 16 1. 07 .96 .83
861.00 1. 18 1. 18 1. 10 .98 .86
861.25 1.27 1. 27 1. 20 1.10 .98
861.50 1. 36 1. 3 6 1. 29 1.20 1. 10
861.75 1.44 1.44 1. 38 1. 29 1. 20
862.00 1. 52 1. 52 1. 46 1. 38 1. 29
862.25 1. 59 1. 59 1. 53 1. 46 1. 38
862.50 1. 66 1. 66 1. 61 1. 53 1. 46
862.75 1. 73 1. 73 1.68 1. 61 1. 53
863.00 1. 80 1. 80 1. 75 1.68 1. 61
863.25 1. 86 1. 86 1. 81 1.75 1. 68
863.50 1. 92 1. 92 1. 87 1. 81 1. 75
863.75 1. 98 1. 98 1. 93 1. 87 1. 81
864.00 2.04 2.04 1. 99 1. 93 1. 87
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Time: 10:28 AM
Date: 8/30/2007
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Name.... SOUTH OUTLET
Page 7.23
FEe.... O:\1999\990399\20D10\ea1es\Detention\Fi.nal Phase U\OPUS - FINAL MODEL MASTER PLAN 082907.l'PW
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TW SleV5. ---> TW,ft TW, ft TW, ft TW,ft TW,ft
.00 .00 .00 .00
1m Elev,ft Flow, cfs Flow, efs Flow, efs Flow, efs Flow, efs
----~---- --------- ---~----~ --------- ~-~------ -------~-
859.25 .00 .00 .00 .OD
859.45 .00 .00 .00 .00
859.50 .00 .00 .00 .00
859.70 .00 .00 .00 .00
859.75 .00 .00 .00 .00
859.95 .00 .00 .00 .00
860.00 .00 .00 .00 .00
860.20 .00 .00 .00 .00
860.25 .00 .00 .00 .00
860.45 .00 .00 .00 .00
860.50 .00 .00 .00 .00
860.70 .00 .00 .00 .00
860.75 .00 .00 .00 .00
860.95 .00 .OD .00 .00
861.00 .00 .00 .00 .00
861.25 .00 .00 .00 .00
861.50 .00 .00 .00 .00
861.75 .00 .00 .00 .00
862.00 .00 .00 .00 .00
862.25 .00 .00 .00 .00
862.50 .00 .00 .00 .00
862.75 .00 .00 .00 .00
863.00 .00 .00 .00 .00
863.25 .00 .00 .00 .00
863.50 .00 .00 .00 .00
863.75 .00 .00 .00 .00
864.00 .00 .00 .00 .00
--1
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SIN: F21B05A2ElC9
pondpack Ver. 9.0046
Paul I. Cripe Ine
Time: 10:28 AM
Date: 8/30/2007
iU
I
u
Type. ... E-Q-TW Series
Name. . .. SOUTH OOTLET
Page 7.25
File.... O:\1999\990399\20010\calcs\Detention\Final Phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
u
Elevation - Outflow - Tai1water (ICPR Rating Table)
u
TW Elevs. ~--, TW,ft TW,ft TIll, it TW, ft TVJ, ft
859.25 859.45 859.70 859.95 860.20
HW Elev,ft Flow, cfs Flow, ers P'low, cis Flow, efs Flow, efs
~-------- -----~--- ~-------- --------- --------- ---~~----
859.25 .00 -.09 -.38 -.64 -.80
859.45 .09 .00 -.38 -.64 -.80
859.50 .14 .13 -.38 -.64 -.80
859.70 .38 .38 .00 -.48 -.68
859.75 .48 .48 .21 - .43 -.64
859.95 .64 .64 .48 .00 -.48
860.00 .68 .68 .53 .21 - .43
860.20 .80 .80 .68 .48 .00
860.25 .83 .83 .71 .53 .21
860.45 .94 .94 .83 .68 .48
860.50 .96 .96 .86 .71 .53
860.70 1. 05 1. 05 .96 .83 .68
860.75 1. 07 1. 07 .98 .86 .71
860.95 1. 16 1. 16 1. 07 .96 .83
861. DO 1. 18 1.18 1. 10 .98 .86
861. 25 1. 27 1. 27 1. 20 1.10 .98
861.50 1. 36 1. 36 1. 29 1. 20 1.10
861. 75 1. 44 1. 44 1. 38 1. 29 1. 20
862 .00 1. 52 1. 52 1. 46 1. 38 1. 29
862.25 1. 59 1. S9 1. 53 1. 46 1. 38
862.50 1. 66 1. 66 1. 61 1. 53 1. 46
862 .75 1. 73 1. 73 1. 68 1. 61 1. 53
863.00 1. 80 1. 80 1. 75 1. 68 1. 61
863.25 1. 86 1. 8 6 1. 81 1. 75 1. 68
863.50 1. 92 1. 92 1. 87 1. 81 1. 75
863.75 1. 98 1. 98 1. 93 1. 87 1. 81
864.00 2.04 2.04 1. 99 1. 93 1. 87
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SIN: F21B05A2EIC9
pondpack Ver. 9.0046
Paul I. Cripe rnc
Time: 10:28 1'11']
Date: 8/30/2007
IU
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Type. ... E-Q~TW Series
Name.... SOUTB OUTLET
Page 7.27
File. ... O:\1999\990399\200l0\calcs\Detention\Final Phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
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Elevation - Outflow - Tailwater (ICPR Rating Table)
:J
TW E1evs. ---> TW, ft TW, ft TW,ft TW,ft TW, ft
.00 .00 .00 .00
HW E1ev,ft E'low, cfs ,,'low, cfs Flow, cfs Flow, cis Flow, cfs
--------- --------- -------~~ ---~----- -----~--- -------~-
859.25 .00 .00 .00 .00
859.45 .00 .00 .00 .00
859.50 .00 .00 .00 .00
859.70 .00 .00 .00 .00
[J59.75 .00 .00 .00 .00
859.95 .00 .00 .00 .00
860.00 .00 .00 .00 .00
860.20 .00 .00 .00 .00
860.25 .00 .00 .00 .00
860.45 .00 .00 .00 .00
860.50 .00 .00 .00 .00
860.70 .00 .00 .00 .00
860.75 .00 .00 .00 .00
860.95 .00 .00 .00 .00
861.00 .00 .00 .00 .00
861. 25 .00 .00 .00 .00
861.50 .00 .00 .00 .00
861.75 .00 .00 .00 .00
862.00 .00 .00 .00 .00
862.25 .00 .00 .00 .00
862.50 .00 .00 .00 .00
862.75 .00 .00 .DO .00
863.00 .00 .00 .00 .00
863.25 .00 .00 .00 .00
863.50 .00 .00 .00 .00
863.75 .00 .00 .00 .00
864.00 .00 .00 .00 .00
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Paul I. Cripe Ioc
Time: 10: 2 8 AM
Date: 8/30/2007
II
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Type.... E-Q-TW Series
Name.... WETLANDS OUTLET
Page 7.29
File.... O:\1999\990399\20010\eales\Detention\Final phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
[j
Elevation - Outflow - Tailwater (ICPR Rating Table)
u
TW Elevs. ---> TW,ft TW,ft TW,ft TW,ft TW,ft
853.65 853.90 854.15 854.40 854.65
HW Elev, ft Flow, efs Flowl efs Flow, efs Flow, efs Flow, efs
--------- -~-~-~--- -~~~~---- --~-~-_._- -----~-~~ --~------
858.45 .00 .00 .00 .00 .00
858.50 .02 .02 .02 .02 .02
858.70 1. 03 1. 03 1. 03 1. 03 1.03
858.95 5.83 5.83 5.83 5.83 5.83
859.20 16.30 16.30 16.30 16.30 16.30
859.45 34.58 34.58 34.58 34.58 34.58
859.70 62.33 62.33 62.33 62.33 62.33
859.95 101.18 101.18 101.18 101.18 101.18
860.20 154.89 154.89 154.89 154.89 154.89
860.45 219.63 219.63 219.63 219.63 219.63
860.70 293.77 293.77 293.77 293.77 293.77
860.95 376.78 376.78 376.78 376.78 376.78
861. 00 394.41 394.41 394.41 394.41 394 .41
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PondP8ck Ver. 9.0046
Paul I. Cripe Ine
Time: 10: 28 Jl,M
Date: 8/30/2007
, UI
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Type.... E-Q~TW Series
Name.... WETLANDS OUTLET
Page 7.31
File.... O:\l999\990399\20010\calcs\Detention\Final phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
u
Elevation - Outflow - Tailwater (ICPR Rating Table)
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TW Elevs. ---> Tl~, ft TW,ft TW, ft TW, ft TW, ft
856.09 .00 .00 .00
HW Elev,ft Flow, cfs Flow, cfs Flow, cfs Flow, cis Flow, cfs
-------~~ -------~- --------- --------- --------- ----~--_.-
858.45 .00 .00 .00 .00
858.50 .02 .00 .00 .00
858.70 1. 03 .00 .00 .00
858.95 5.83 .00 .00 .00
859.20 16.30 .00 .00 .00
859.45 34.58 .00 .00 .00
859.70 62.33 .00 .00 .00
859.95 101.18 .00 .00 .00
860.20 154.89 .00 .00 .00
860.45 219.63 .00 .00 .00
860.70 293.77 .00 .00 .00
860 . 95 376.78 .00 .00 .00
861.00 394.41 .00 .00 .00
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pondPack Ver. 9.0046
Paul I. Cripe rnc
Time: 10: 28 P.M
Dilte: 8!3D/2007
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Type.... E-Q-TW Series
Name.... WETLANDS OUTLET
Page 7.33
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File.... O:\1999\990399\20010\calcs\Detention\Final phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
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Elevation - Outflow - Tailwater (ICPR Rating Table)
u
TW Elevs. ---> TW,ft TW,ft TW,ft TW,ft TW, ft
853.65 853.90 854.15 854.40 854.65
HW Elev,ft 1"10"1, cfs F'low, cfs Flow, cEs Flow, cfs Flow, cfs
--------- --------- -~------- --------- ------~-- ~--------
858.45 .00 .00 .00 .00 .00
858.50 .02 .02 .02 .02 .02
858.70 1. 03 1. 03 1. 03 1. 03 1. 03
858.95 5.83 5.83 5.83 5.83 5.83
859.20 16.30 16.30 16.30 16.30 16.30
859.45 34.58 34.58 34.58 3/}.S8 34.58
859.70 62.33 62.33 62.33 62.33 62.33
859.95 101.18 101.18 101. 18 101.18 101..18
860.20 154.89 154.89 154.89 154.89 154.89
860.45 219.63 219.63 219.63 219.63 219.63
860.70 293.77 293.77 293.77 293.77 293.77
860.95 376.78 376.78 376.78 376.78 376.78
861. 00 394.41 394.41 394.41 394.41 394.41
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paul I. Cripe Inc
Time: 10:28 AM
Date: 8/30/2007
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Type. .... E-Q-TW Series
Name. . .. WETLANDS OUl'LE:T
Page 7.35
File. . .. 0: \1999\990399\20010\eales\Detention\Final phase II\OPUS - F'rNAL MODEL I'IASTER PLAN 082907. PPW
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Elevation - Outflow - Tailwater (ICPR Rating Table)
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TW Elevs. ---> l'W,ft TW, it TW, ft Tvl, ft TW,ft
856.09 .00 .00 .00
H~J Elev,ft Flow, efs Flow, cfs Flow, efs Flow, efs Flow, efs
--------- --------- --------- --------- --------- -~-------
858.45 .00 .00 .00 .00
858.50 .02 .00 .00 .00
858.70 1. 03 .00 .00 .00
858.95 5.83 .00 .00 .00
859.20 16..30 .00 .00 .00
859.45 34.58 .00 .00 .00
859.70 62.33 .00 .00 .00
859.95 101.110 .00 .00 .00
860.20 154.89 .00 .00 .00
860.45 219.63 .00 .00 .00
860.70 293.77 .00 .00 .00
860.95 376.78 .00 .00 .00
861.00 394.41 .00 .00 .00
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Pondpack Ver. 9.0046
Paul I. Cripe lne
Time: 10:28 AM
Date: 8/30/2007
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Type.... E-Q-TW Series
Name.... WETLANDS OOTLET
Pa ge 7. 37
File.... O;\1999\990399\20010\calcs\Detention\Final phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
L1
Elevation - Outflow - Tailwater (ICPR Rating Table)
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TW Elevs. ---> TW,ft TW,ft TW,ft TW, ft TW,ft
853.65 853.90 854.15 854.40 854.65
HW F.1ev,ft Flow, efs Flow, efs Flow, efs Flow, cis Flow, efs
-------~- --------- --------~ --------- --------- ---------
858.45 .00 .00 .00 .00 .00
858.50 .02 .02 .02 .02 .02
858.70 1.03 1. 03 1. 03 1.03 1. 03
858.95 5.83 5.83 5.83 5.83 5.83
859.20 16.30 16.30 16.30 16.30 16.30
859.45 34.58 34.58 34.58 34.58 34.58
859.70 62.33 62.33 62.33 62.33 62.33
859.95 101.18 101.18 101.18 101.18 101.18
860.20 154.89 154.89 154.89 154.89 154.89
860.45 219.63 219. 63 219.63 219.63 219.63
860.70 293.77 293.7'7 293.77 293.77 293.77
860.95 376.78 376.78 376.78 376.78 376. 78
861. 00 394.41 394.41 394.41 394.41 394.41
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SIN: F21BOSA2E1C9
PondPaek Ver. 9.0046
Paul I. Crlpe Ine
Time: 10:28 AM
Date: 8/30/2007
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Type. . .. E-Q-TW Serie s
Name.... WETLANDS OUTLET
Page 7.39
File.... O:\1999\990399\200l0\calcs\Detention\Final phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
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Elevation - Outflow - Tailwater (ICPR Rating Table)
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TW E:levs. ---> TW,ft TW, ft TW/ft TW, it TW, ft
856.09 .00 .00 .00
HI'I Elev,ft Flow, cfs Flow, cis Flow, cfs Flow, efs Flow, cfs
--------- ~~~------ --------- ~-------- ---~----- -------~-
858.45 .00 .00 .00 .00
858.50 .02 .00 .00 .00
858.70 1. 03 .Do .00 .00
858.95 5.83 .00 .00 .00
859.20 16.30 .00 .00 .00
859.45 34.58 .00 .00 .00
859.70 62.33 .00 .00 .00
859.95 101.18 .00 .00 .00
860.20 154.89 .00 .00 .00
860.<15 219.63 .00 .00 .00
860.70 293.77 .00 .00 .00
860.95 376.78 .00 .00 .00
861.00 394.41 .00 .00 .00
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SIN: F21B05A2E:IC9
PondPack Ver. 9.0046
Paul I. Cripe lne
Time: 10:28 AI"!
Date: 8/30/2007
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Type. .. outlet Input Data
Name. ... North Outlet
Page 1.01
-/~ , {
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File.... O:\1999\990399\20010\calcs\Detention\Final phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
Title... project Date: 8/30/2007
Project Engineer: JRN
project Title: Landmark at Meridian - Building #2
Project Comments:
u
REQUESTED POND WS ELEVATIONS:
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Min. Elev.=
Increment =
Max. Elev.=
86Q.00 ft
.25 ft
868.00 ft
*t*************~*************************~~:***
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OUTLET CONNECTIVITY
****~****************~*******************+***t
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---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to OpStream)
<---> Forward and Reverse Both Allowed
Structure
No.
Outfall
El, ft
E2, ft
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Orifice-Circular 6"
TW SETUP, DS Channel
<--->
TW
864.000
868.000
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Pondpack Ver. 9.0046
Paul I. Cripe Inc
Time: 11: 27 }'IM
Date: 8/30/2007
iU
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Type.... Outlet Input Data
Name. . .. North Outlet
Page 1.02
~ f. ':" 1;
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File.... 0: \1999\990399\20010\calcs\Detention\Final Phase II\OPUS - FINAL MODEL t~ASTER PLAN 082907. PPW
Title... Project Date: 8/30/2007
Proje8t Engineer: JRN
Project Title: Landmark at Meridian - Building #2
Project Comments:
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OUTLET STRUCTURE INPUT DATA
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Structure ID
Structure Type
;::: 6"
~ Orifice-Circular
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# of Openings
Invert Elev.
Diameter
Ortfice Coeff.
1
864.00 ft
.5000 ft
.610
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SIN: F21B05A2EIC9
pondPack Ver. 9.0045
Paul I. Cripe Ine
Time: 11:27 AM
Date: 8130/2007
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Type.... Outlet Input Data
Name.... South Outlet
Page 2.01
I. 'S4
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File.... O:\1999\990399\20010\calcs\Detention\Final Phase II\OPUS - FINAL MODEL MASTER PLAN 082907.FPW
Title... project Date: 8/30/2007
Project Engineer: JRN
Project Title: Landmarl: at Meridian - Building #2
ProJect comments:
u
REQUESTED POND WS ELEVATIONS:
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I'lin. Elev. =
Increment =
Max. Elev.=
859.25 ft
.25 ft
8S4.00 ft
Spot Elevations, ft
859.25
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OUTLET CONNECTIVITY
*~***********+****+***********************~~**
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~--> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to upStream)
<---> Forward and Reverse Both Allowed
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Structure No. Outfall EI, ft E2, ft
---------.-------- ------- --------- ---------
orifice-Circular 6" <---> TW 859.250 864.000
TW SETUP, DS Channel
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SiN: F21B05A2EIC9
pondpack Ver. 9.0046
Paul I. Cripe Inc
Time: 11: 27 AH
Date: 8/3012007
J
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Type.... Outlet Input Data
Name.... South Outlet
Page 2.02
. 1'1 v
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File.... O:\1999\990399\20010\calcs\Detention\Final Phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
Title... Project Date: 8/30/2007
project Engineer: JRN
project Title: Landmark at Meridian - Building #2
Project Comments:
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OUTLET STRUCTURE INPUT DATA
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Structure ID
S1:ructure Type
= 6"
= Orifice-Circular
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# of Openings
Inve rt Elev.
Diameter
Orifice Coeff.
1
859.25 ft
.5000 ft
.610
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SiN: F21B05A2EIC9
pondPack Ver. 9.0046
Paul I. Cripe Inc
Time: 11:27 AM
Date: 8/30/2007
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Type.... Outlet Input Data
Name.... Wetlands Outlet
Page 1.01
-1"Yf
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File.... O:\1999\990399\20010\calcs\Detention\Final phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
Title_.. Project Date: 8/30/2007
Project Engineer: JRN
Project Title: Landmark at Meridian - Building i2
Project Comments:
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REQUESTED POND WS ELEVATIONS:
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Min. Elev.~
Increment .~
Max. Elev.~
858.45 ft
.25 ft
861.00 ft
spot Elevations, ft
858.50
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OUTLET CONNECTIVITY
******************~-,******~*******+*********+**
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---> Forward Flow Only (UpStream to DnStream)
<___ Reverse Flow Only (DnStrearn to UpStream)
<---> Forward and Reverse Both Allowed
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Structure No.
Outfall El, ft E2, ft
Weir-XY Points WW
TW SETUP, DS Channel
---> TW 858.450 861.000
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SiN: F21B05A2EIC9
Pondpack Ver. 9.0046
Paul I. Cripe Inc
Time: 11:28 A~l
Date: 8/30/2007
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Type.... Outlet Input Data
Name.... Wetlands Outlet
Page 1.02
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File.... O;\1999\990399\20010\calcs\Detention\Final Phase II\OPUS - FINAL MODEL MASTER PLAN 082907.PPW
Title... Project Date: 8/30/2007
Project Engineer: JRN
Project Title: Landmark at Meridian - Bu~lding #2
Project Comments:
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OUTLET STRUCTURE INPUT DATA
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Structure ID
structure Type
= ww
= Weir-XY Points
----------~----~------~-------~-----
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# of Openings
WEIR X-Y GROUND POINTS
1
X, ft
Elev, ft
u
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5.50
10.00
21.00
35.00
63.00
66.00
861. 00
860.00
859.15
858.45
859.36
860.00
861.00
u
Lowest E1ev.
858.45 ft
u
Weir Coeff.
3.000000
weir TW effects
(Use adjustment equation)
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SIN: F21B05A2EIC9
Pondpack Ver. 9.0046
Paul I. Cripe Inc
Time: 11: 28 AM
Date: 8/30/2007
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Appendix B
Water Quality Analysis
6
0:\ 1999\990399\2001 O\docs\ENG\Reports\Drainoge Repmi_8-23-07.DOC
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Job File: O:\1999\990399\20010\calcs\Storm\WATER QUALITY 082907.PPW
Rain Oir: O:\1999\990399\20010\calcs\Storm\
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JOB 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
pondpack Ver, 9,0046
Paul I. Cripe Inc
Time: 10:30 AH
Date: 8/29/2007
u
Type.... Master Network Swmnary Page 1.01
Name.... Watershed
File.... O:\1999\99D399\2D010\cales\Storm\WATER QUALITY 082907.PPl'i
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MASTER DESIGN STORM SUMMARY
Network Storm Collection: 1inch WQ
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Total
Depth
in
Rainfall
Type
,- 1
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Return Event
21
1.DOOO
Synthetic Curve
TypeII 24hr
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MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
RNF ID
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(*Node=Outfall; +Node=Diversion;)
(Trun~ HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
u
Node I D
Return
Type Event
HYG Vol
ac-ft Trun
Qpea k
hrs
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*OUT 10
2
.705
11.9500
JeT
2
.705
11.9500
WATER_QUALITY
AREA
u
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SIN: F2lB05A2ElC9
pondPack ver. 9.0046
Paul I. Cripe Inc
Time: 10:30 AM
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Qpeak
cfs
11.03
Date: 8/29/2007
Max WSEL
ft
Max
Pond Storage
ae-ft
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Type.... Design Storms
Name.... linch WQ
File.... O:\1999\990399\20010\calcs\Storm\
Storm... Type!! 24hr Tag: 21
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Design Storm File,1D =
DESIGN STORMS SUMMARY
lineh WQ
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Storm Tag Name = 21
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Data Type, File, 10 =
Storm Frequency
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration
Resulting start Time=
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SIN: F21B05A2ElC9
PondPack Ver. 9.0046
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Synthetic sto.rm
2 yr
1.0000 in
1
24.0000 hrs
.0000 hrs Step=
Type II
.1000 hrs
paul I. Cripe Ine
Time: 10:30 AM
24hr
Page 2.02
Event: 2 yr
End~ 24.0000 hrs
Date: 8/29/2007
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Type. . .. Synthetic Curve
Name. ... TypeII 24hr Tag: 21
File.... O:\1999\99D399\2DD10\calcs\Storm\
Page 3.02
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CUMULATIVE RAINFALL FRACTIONS
Time Output Time increment = .1000 hrs
hrs 1 Time on left represents time for first value in each row.
---------1--------------------------------------------------------------
22.0000 I .977 .978 .979 .981 .982
22.5000 I .983 .984 .985 .986 .988
23.0000 I .989 .990 .991 .992 .993
23.5000 I .994 .996 .997 .998 .999
24.0000 I 1.000
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SIN: F21B05A2EIC9
pondpack Ver. 9.0046
Paul I. Cripe rne
Time: 10:30 lI.M
Date: 8/29/2007
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Type. .,. Synthetic Cumulative Depth
Name.... TypelI 24hr Tag: 21
File.... O,\1999\990399\20010\calcs\Storm\
storm. .. TypeII 2~hr Tag: 21
Page 3.04
Event: 2 yr
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CUMULATIVE RAINFALL DEPTHS (in)
Time Output Time increment = .1000 hrs
hrs I Time on left represents time for first value in each row.
---------1--------------------------------------------------------------
22.0000 I .9770 .9782 .9794 .9806 .9818
22.5000 I .9029 .9841 .9853 .9864 .9876
23.0DDO I .9888 .9899 .9910 .9922 .9933
23.5000 I .9944 .9956 .9967 .9978 .9989
24.0000 I 1.0000
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SIN: F21BD5A2E1C9
PondPack Ver. 9.0046
Paul I. Cripe Ine
Time: 10,]0 AI"!
Date: 8/29/2007
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Type.... Tc Calcs
Name.... WATER_QUALITY
Page 4.02
File.... O:\1999\990399\20010\calcs\Storm\WATER QUALITY OB2907.PPW
D
Segment #5: Te: Length & Vel.
Hydraulic Length
Avg.Veloeity
108.00 ft
3.00 ft/see
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Segment #5 Time:
.0100 hrs
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Segment #6: Tc: Length & Vel.
Hydraulic Length
Avg.Velocity
138.00 it
4.21 ft/see
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Segment #6 Time:
.0091 hrs
segment #7: Te: Length & Vel.
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Hydraulic Length
Avg.Velocity
98.00 ft
4.67 ft/sec
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Segment #7 Time:
.00s8 hrs
Total Tc:
.1348 hrs
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SIN: F21B05A2E1c9
pondpack Ver. 9.0046
Paul I. Cripe Inc
Time: 10:30 AM
Date: 8/29/2007
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Type.... Runoff CN-Area
Name.... WATER QUALITY
Page 5.01
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RUNOFF CURVE NUMBER DATA
File.... O:\1999\990399\20010\ealcs\Storm\WATER QUALITY_082907.PPW
.................................. ...................................... ,..
.................................. ................,..................... ,..
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Soil/Surface DescriptiOl\
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Water Quality
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i'lrea
acres
99
9.530
COMPOSITE i'lREA & WEIGHTED CN --->
9.530
Impervious
Adjustment
'liC 'WC
Adjusted
CN
99.00
...............,...............,........................................... .
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99.00 (99)
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SiN: F21B05A2EIC9
Pondpack Ver. 9.00Q6
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Paul I. Cripe IDe
Time: 10: 30 AI"
Date: 8/29/2007
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Appendix C
Storm Pipe Analysis andCa~culations
7
0:\ 1999\990399\2001 O\docs\ENG\Reports\Droinoge Repori_B,23-07.DOC
Scenario: Base
Inlet Report
Label ~alculatec Ground Set Rim Rim Sump Area Inlet Inlet Time Local System Total System Inlet Inlet iclescription
Station Elevation Equal to Elevation Elevation (acres) C CA of Intensily Intensity Flow Rational Location
(ft) (ft) Ground (ft) (f1) (acres oncentratio (inlhr) (in/hr) To Inlet Flow
Flevation? (min) (cfs) (cfs)
702 0+79 868.95 true 868.95 864.10 0.25 0.83 0.21 5.00 6.12 5.65 1.28 8.83 Generic Default 1 ( In Sag
704 2+46 869.21 true 86921 864.52 0.20 0.82 0.16 5.00 6.12 5.89 1.01 4.56 Generic Default 1 In Sag
705 4+34 869.25 true 869.25 865.04 0.16 0.83 0.13 5.00 6.12 6.11 0.82 2.24 Generic Default 1( In Sag
706 3+12 869.20 true 869.20 854.72 0.14 0.83 0.12 5.00 6.12 5.96 0.72 3.63 Generic Default 1C In Sag
707 3+05 869.01 true 869.01 864.80 0.22 0.79 0.17 5.00 6.12 6.02 1.07 2.26 Generic Default 1( In Sag
708 3+16 869.00 true 869.00 865.09 0.11 079 009 5.00 6.12 606 0.54 100 Generic Default 1( In Sag
709 3+59 869.00 true 869.00 865.33 0.10 0.77 0.08 5.00 6.12 6.12 0.48 0.48 Generic Defaull1C In Sag
710 3+62 868.92 true 868.92 865.23 0.13 0.27 0.04 5.00 6.12 6.12 022 022 Generic Default 1C In Sag
711 2+69 868.77 true 868.77 865.33 0.22 0.79 0.17 5.00 6.12 5.86 1.07 1.19 Generic Default 1 C In Sag
712 3+12 869.17 true 869.17 865A7 0.09 0.28 0.03 5.00 6.12 5.94 0.16 0.16 Generic Default 1 C In Sag
713 3+55 869.31 Irue 869.31 865.61 0.01 0.20 0.00 5.00 6.12 6.12 0.01 0.01 Generic Default 1 In Sag
714 3+24 868.79 true 86879 86485 0.15 0.83 0.12 5.00 6.12 612 077 0.77 Generic Default 1 In Sag
715 4+46 869.27 true 869.27 865.18 0.30 0.77 0.23 5.00 6.12 6.12 1.43 1.43 Generic Default 1 In Sag
720 3+54 865.94 true 865.94 860.62 0.15 0.67 0.10 5.00 6.12 5.80 0.62 7.47 Generic Default 1 In Sag
721 4+65 86565 true 865.65 860.90 0.47 0.75 0.35 5.00 6.12 5.90 2.17 7.01 Generic Default 1 ( In Sag
722 5+92 866.68 true 866.68 861 .89 0.37 0.75 0.28 5.00 6.12 5.98 1.71 4.97 Generic Default 1 ( In Sag
723 7+29 866.63 trLJe 866.63 862.68 0.73 0.75 0.55 5.00 6.12 6.12 3.38 3.38 Generic Default H In Sag
724 6+34 867.75 true 867.75 86379 1.05 0.83 0.87 5.00 6.12 6.12 5.38 5.38 Generic Default 1( In Sag
725 4+83 866.65 true 866,65 862.15 0.39 0.79 0.31 5.00 6.12 6.03 1.90 8.47 Generic Default 1C In Sag
726 3+38 865.50 true 86550 860.21 0.47 0.81 038 5.00 6.12 596 2.35 10.66 Generic Default 1 C In Sag
727 5+44 867.75 true 867.75 864.05 0.31 0.69 0.21 5.00 6.12 6.12 1.32 1.32 Generic Default H In Sag
728 3+05 869.25 true 869.25 863.90 0.44 0.88 0.39 5.00 6.12 6.12 2.39 2.39 Generic DefaullH In Sag
729 2+41 867.95 true 867.95 863.01 0.06 0.77 0.05 500 6.12 6.08 0.29 2.66 Generic Default 1( In Sag
730 1+36 866.50 true 866.50 862.04 0.45 0.81 0.36 5.00 6.12 6.01 2.25 4.83 Generic Default 1 In Sag
731 7+65 866.49 true 866.49 862.79 0.15 0.74 0.11 5.00 6.12 6.12 0.68 0.68 Generic Default 1( In Sag
732 7+53 866.45 true 86645 862.75 0.23 0.77 0.18 5.00 6.12 6.10 1.09 1.77 Generic Defaul11 C In Sag
733 6+29 866.30 true 866.30 862.10 0.24 0.76 0.18 5.00 6.12 5.98 1.13 2.84 Generic Default 1 C In Sag
734 6+10 866.01 true 866.01 861.80 0.31 0.77 024 500 612 5.96 1.47 4.26 Generic Default 1 [ In Sag
735 4+59 865.71 true 865.71 861.23 0.27 0.77 0.21 5.00 6.12 5.81 1.28 5.37 Generic Default 1 C In Sag
735A 4+41 865,70 true 865.70 860.95 0,20 0.67 0.13 5.00 6.12 5.79 0.83 6.14 Generic Default 1 C In Sag
736 3+87 865.94 true 865.94 860.77 0.08 0.69 0.06 5.00 6.12 5.74 0.34 6.40 Generic Default 1 C In Sag
737 3+53 865.94 true 865.94 860.62 0.08 0.66 0.05 5.00 6.12 5.71 0.33 6.67 Generic Default 1 ( In Sag
738 6+57 866.04 true 866.04 862.34 0.10 0.82 0.08 5.00 6.12 6.12 0.51 0.51 Generic Default 1 ( In Sag
739 6+45 866.00 true 866.00 862.30 0.16 0.83 0.13 5.00 6.12 6.10 0.82 1.32 Generic Default 1 C In Sag
740 5+21 865.85 true 865.85 861.65 0.17 0.82 0.14 5.00 6.12 5.97 0.86 2.13 Generic Default 1 C In Sag
741 5+02 865.66 true 865.66 861.45 0.19 0.83 0.16 5.00 6.12 5.95 097 3.07 Generic Default 1 ( In Sag
742 3+50 865.43 true 865.43 860.95 0.30 0.82 0.25 5.00 6.12 5.79 1.52 4.42 Generic Default 1 C In Sag
743 2+79 866.11 true 866.11 B60.B3 0.11 0.67 0.07 5.00 6.12 5.71 0,45 4.79 Generic Default 1 ( In Sag
744 2+45 866.11 true 866.11 860.77 0.11 065 0.07 5.00 6.12 5.68 0.44 5.17 Generic Default 1 C In Sag
F1 5+89 865.5B true 865.58 861.88 0.24 0.76 0.18 5.00 6.12 6.12 1.13 1.13 Generic Default 1 ( In Sag
F2 5+37 865.46 true 865.46 B61.61 0.19 0.82 0.16 5.00 6.12 6.06 0.96 2.07 Generic Default 1 ( In Sag
F3 4+47 865.49 true 865.49 861.28 0.15 0.82 0.12 5.00 6.12 5.97 0.76 3.71 Generic Default 1 ( In Sag
F4 3+56 865.48 true 865.48 861.00 0.19 0.77 0.15 5.00 6.12 5.87 0.90 5.63 Generic Default 1 ( In Sag
F5 2+58 865.49 true 865.49 860.74 0.24 0.79 019 5.00 6.12 5.77 1.17 6.64 Generic Default 1 ( In Sag
F6 1+75 86582 true 865.82 860.53 0.32 0.73 0.23 5.00 6.12 5.69 1.44 8.65 Generic Default 1( In Sag
F7 2+42 865.35 true 865.35 861.65 0.18 0.74 0.13 5.00 6.12 6.12 0.82 0.82 Generic Default 1 ( In Sag
F8 4+03 865.35 true 865.35 861.65 0.23 0.82 0.19 5.00 6.12 6.12 1.16 1.16 Generic Default 1 ( In Sag
F9 4+94 865,45 true 865.45 861.75 0.19 0.82 0.16 5.00 6.12 6.12 0.96 0.96 Generic Default 1 ( In Sag
Tille. OPUS - Storm Design
o:I__.lcalcslstorm\stormcadd 082307 opus phiLstm
08/30/07 11 :23:56 AM
Paull. Cripe, Inc.
@ Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666
/oj~
---
project Engineer: jOlerzwicki
Storm CAD v5.5 [55003]
Page 1 of 1
._-~
---~-----,----~-
I
Scenario: Base
{fJill,
~-L---
Node Report
Label Area Inlet Inlet Externa System Time External Upstream Time System System System Additional jA.dditional Known Upstreall Total Ground Rim Hydraulic Hydraulic Local Local pescription
(acres) C CA CA CA of Time of I f Concentratio L-Iow TimE Intensity Rational Flow Carryove Flow Additiona System Elevation Elevation Grade Grade Intensity Rational
(acres) (acres) (acres) oncentratio oncentratio (min) (mln) (in/hi) Flow (cfs) (cIs) (cIs) Flow Flow (ft) (ft) Line In Line Out (in/hr) Flow
(min) (min) (cIs) (cIs) (ets) (ft) (ft) (ets)
701 1.55 8.06 5.57 8.70 8.70 866.00 866.00 864,00 864.00
702 0.25 0.83 0.21 0.00 1.55 5.00 0.00 7.59 7.59 5.65 8.83 0.00 0.00 0.00 000 8.83 868.95 868.95 865.56 865.49 6.12 1.28
703 1.34 6.94 5.77 7.81 7.81 870.25 870.25 865.80 865.77
704 0.20 0.82 016 0.00 0.77 5.00 0.00 6.29 6.29 5.89 4.56 0.00 0.00 0.00 0.00 4.56 869.21 869.21 865.88 865.84 6.12 1.01
705 0.16 0.83 0.13 0.00 0.36 5.00 0.00 5.07 5.07 6.11 224 000 0.00 0.00 0.00 2.24 86925 869.25 866.05 866.01 6.12 0.82
706 0.14 0,83 0,12 0.00 0.60 5.00 0.00 5.88 5.88 5.96 3.63 0.00 000 0.00 0.00 3.63 869.20 869.20 865.94 865.93 612 0.72
707 0,22 0.79 017 0.00 0.37 5.00 0.00 5.57 5.57 6.02 2.26 0.00 0,00 0.00 0.00 2.26 86901 869.01 865.86 865.85 6.12 1.07
708 0.11 0.79 0,09 0.00 0.16 5.00 0.00 5.34 5.34 6.06 100 000 0.00 0.00 0.00 1.00 869,00 869.00 865.87 865.87 6.12 0.54
709 0.10 0.77 008 0.00 0.08 5.00 0.00 0.00 5,00 6.12 048 0.00 0.00 0.00 0.00 0.48 869,00 869.00 865.88 865.88 6.12 0.48
710 0.13 0.27 0.04 0.00 0.04 5.00 0.00 0.00 500 6.12 0,22 0.00 0,00 0.00 0.00 0.22 86892 868.92 865.87 865.87 6.12 0.22
711 0.22 0.79 0.17 0..00 0.20 500 0.00 6.47 6.47 5.86 1 19 0.00 0,00 0.00 0.00 1.19 868,77 868.77 865.98 865.97 6.12 1.07
712 0.09 028 0.03 0.00 0.03 5.00 0.00 6.00 6.00 5.94 0,16 0.00 0,00 0.00 0.00 0.16 869.17 869.17 865.99 865.99 6.12 016
713 0.01 0.20 0.00 0.00 0.00 500 0.00 0.00 5.00 6.12 0.01 0.00 0.00 0.00 0.00 0.01 869.31 869.31 865.99 865.99 6.12 0,01
714 0.15 0.83 0.12 0.00 0.12 5.00 0.00 0.00 5.00 6,12 0.77 0.00 0.00 0.00 0.00 0.77 868.79 868.79 865.94 865.94 6,12 0,77
715 0.30 0.77 0.23 0.00 0.23 5.00 0,00 0.00 500 6.12 1.43 0.00 0.00 0.00 0.00 1.43 869.27 869.27 866.06 866.06 612 1.43
716 7.42 8.69 5.46 40.81 40.81 86275 862.75 859.25 859.25
717 7.42 8.38 5.51 41.23 41.23 867..75 867.75 861.88 861.82
718 5,11 790 5.60 28.86 28.86 867.10 867.10 862,24 862.17
719 2.44 7.33 5.70 1400 14.00 866.87 866.87 862,35 862,29
720 0.15 0.67 0.10 0.00 1.28 5.00 0.00 6.79 6,79 5.80 7.47 0.00 0.00 0.00 0.00 7.47 865.94 865.94 862.37 862.36 6.12 0.62
721 0.47 0.75 0.35 0,00 1.18 5.00 0.00 6.21 6.21 5.90 7.01 0.00 0.00 0.00 0.00 7.01 865.65 865.65 862.48 862.47 6.12 2.17
722 0.37 0.75 0.28 0.00 0.83 5.00 000 5,77 5,77 5.98 4.97 0.00 0.00 0.00 0.00 4.97 866.68 866.68 862.73 862.71 6,12 1.71
723 0.73 0.75 0.55 0.00 0.55 5.00 0.00 0.00 5.00 6.12 3.38 0.00 0.00 0.00 0.00 3.38 866.63 866.63 86369 86369 612 3.38
724 1.05 0.83 0.87 0,00 0.87 5.00 0.00 0.00 5.00 612 5.38 0.00 0.00 0.00 0.00 5.38 867.75 867.75 864.77 864,77 6.12 5.38
725 0.39 0.79 0.31 0.00 1.39 5.00 0.00 5.48 5.48 6.03 8.47 0.00 0.00 0.00 0.00 8.47 866.65 866.65 863.28 86323 6.12 1.90
726 0.47 0.81 0,38 0.00 1.77 5.00 0.00 5.87 5.87 5.96 10.66 0.00 0.00 0.00 0.00 10.66 865.50 865.50 862.32 862.31 6.12 2.35
727 0,31 0.69 0.21 0.00 0.21 5.00 0.00 0,00 5.00 6.12 1.32 0.00 0.00 0.00 0.00 1.32 867.75 867.75 864.54 864,54 6.12 1.32
728 0.44 0.88 0.39 0.00 0.39 5.00 0.00 000 5.00 6.12 2.39 0.00 000 0.00 0.00 2.39 869.25 869.25 86452 864.52 6.12 2.39
729 0.06 0.77 0.05 0.00 0.43 5.00 0.00 5.20 5.20 6.08 2.66 0.00 0.00 0.00 0.00 2.66 867.95 867.95 863.80 863.66 6.12 0.29
730 0.45 081 0.36 0.00 0.80 5.00 0.00 5.60 5.60 6.01 4.83 0.00 0.00 0.00 0.00 4,83 866.50 866.50 863.10 863.03 6.12 2.25
731 0.15 0.74 0.11 0.00 0.1 ~ 5.00 0.00 0.00 5.00 6.12 0.68 0.00 000 0.00 0.00 0,68 866.49 866.49 863.49 86349 6.12 0.68
732 0,23 0.77 0,18 0.00 0.29 500 0.00 5.08 5.08 6,10 1.77 0.00 0.00 0.00 0.00 1.77 866.45 866.45 863.49 863.47 6.12 1.09
733 0.24 0.76 0.18 0.00 0.47 5,00 0.00 5.79 5.79 5.98 2.84 0.00 0.00 0.00 0.00 2,84 866.30 866.30 86297 862,95 6.12 1.13
734 0.31 0.77 0.24 0.00 0.71 500 0.00 5.89 5.89 5.96 4.26 0.00 0.00 0.00 0.00 426 866.01 866.01 862,89 862,87 6.12 1.47
735 0.27 0,77 0.21 0.00 0.92 500 0.00 6.71 6.71 581 5.37 0.00 0.00 0.00 0.00 5.37 865.71 865.71 86249 86248 6.12 1.28
735A 0.20 067 013 0.00 1.05 5,00 0.00 6.81 6.81 5,79 6.14 0.00 0.00 000 0,00 6.14 865.70 865.70 86245 862.44 6.12 0.83
736 0.08 0.69 0.06 0"00 1 11 500 0.00 7.11 7.11 5.74 6.40 0.00 0.00 0.00 000 6.40 865.94 865.94 862.40 862.39 6.12 0.34
737 0.08 0.66 0.05 0,00 1.16 5.00 000 7.30 7.30 5.71 6.67 0.00 0.00 0.00 0.00 6.67 865.94 865.94 862.37 862.36 6.12 0.33
738 0.10 0.82 0.08 0,00 0.08 5.00 000 0.00 5,00 6.12 0.51 000 0.00 0.00 0.00 0.51 86604 866.04 86293 862.93 6.12 0.51
739 0.16 0.83 0.13 000 0.21 500 0.00 5.09 5.09 610 1.32 0,00 0.00 000 000 1.32 866,00 866.00 862.92 86291 6.12 082
740 017 0.82 0.14 0.00 0.35 5.00 000 5.85 5.85 5,97 213 0.00 0.00 0,00 0.00 2.13 86585 B65.85 862.67 862.66 6.12 0.86
741 0.19 0.83 0.16 0.00 0.51 5.00 0,00 5.96 596 5.95 3.07 000 0.00 0.00 0.00 3.07 865.66 865,66 862.64 86264 612 0.97
742 0.30 0.82 0.25 0.00 0.76 5.00 0.00 6.85 685 5.79 4.42 0.00 0,00 0.00 0.00 4.42 865,43 865.43 862.53 862.51 6.12 1.52
743 0.11 0.67 0,07 0.00 0.83 5.00 0.00 7.26 7,26 5.71 4.79 000 000 0.00 0.00 4.79 866.11 866.11 862.47 862.45 6.12 0.45
744 0.11 0,65 0.07 000 0.90 5.00 0.00 7.45 7.45 5.68 5.17 0.00 0.00 0.00 0.00 517 866.11 866.11 862.43 86242 6.12 0.44
F1 024 0.76 0.18 0.00 0.18 5.00 0.00 0.00 5.00 6.12 1.13 000 0.00 0.00 0.00 1.13 865.58 865.58 862.73 862.73 6.12 1.13
F2 0.19 0.82 0.16 0.00 0.34 5.00 0.00 5.33 5.33 6.06 2.07 0.00 0.00 0.00 0.00 2.07 865.46 86546 862.69 862,64 6.12 0.96
F3 0.15 0.82 0.12 0.00 0.62 500 0.00 5.86 586 5.97 3.71 0.00 0,00 0.00 0.00 3.71 86549 865.49 862.57 86255 612 0.76
F4 0.19 077 0.15 0.00 0,95 5,00 0.00 6.38 6.38 5.87 563 0.00 000 0.00 0.00 5.63 865.48 865.48 862.45 862.44 6.12 0.90
F5 0.24 0.79 0.19 0.00 1 14 500 0.00 6.92 6.92 5.77 6.64 0.00 0.00 0.00 0.00 664 865.49 865.49 862.33 862.29 6.12 1.17
Fe 0.32 0.73 0.23 0.00 1.51 5.00 0.00 7.39 7.39 569 8.65 0.00 0.00 0.00 0"00 8.65 865.82 865.82 862.22 862.19 6.12 1.44
Title: OPUS - Storm Design
0;\... \calcslslorm\stormcadd 082307 opus phii.stm
08/30107 11 :24:26 AM
Paull. Cripe, Inc.
@ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA + 1-203-755-1666
PrOject Engineer; jnierzwicki
SlormCAO v5.5 [5.5003]
Page 1 of 2
Scenario: Base
Node Report
~
Label Area Inlel Inlet External System Time External Upstream TimE System System System Addiliona ~dditional Known Upstream Total Ground Rim Hydrauli( Hydraulic Local Local Description
(acres) C CA CA CA or Time of Dr Concentratio low Tim Intensity Rational Flow Carryove Flow !<\dditional System Elevation Elevation Grade Grade Intensity Rational
(acres) (acres) (acres) ancentratio oncentratio (min) (min) (in/hr) Flow (efs) (ds) (cfs) Flow Flow (ft) (ft) Line In Line Out (in/hr) Flow
(min) (min) (ds) (efs) (ds) (ft) (fl) (efs)
F7 0.18 0,74 0.13 0,00 0.13 5,00 0,00 0.00 500 6,12 0,82 0.00 0.00 0,00 0.00 0.82 865.35 865.35 862.26 862.26 6.12 0.82
F8 0.23 0,82 0.19 0,00 0.19 5,00 0,00 0.00 5.00 6,12 1.16 0.00 000 0.00 000 1.16 865.35 865.35 862.49 862.49 6,12 1,16
F9 0.19 0,82 0.16 0,00 016 5,00 0,00 0,00 5.00 6,12 0.96 0.00 0,00 0,00 0.00 0.96 865.45 865.45 862.59 862.59 612 0,96
Title: OPUS - Storm Design
0:\. \calcs\storm\stormcadd 082307 opus phii.stm
08f30/07 11 :24:26 AM
Paul I. Cripe, Inc.
@ Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666
Project Engineer: jnierzwicki
StormCAD v5.5 [55003]
Page 2 of 2
,--
Scenario: Base
Pipe Report
10' f!'
~
Label Upstream Downstream Upstream Upstream Inle Upstream Upstream Calculated System Total Length Constructed Seclion Mannings . Full Upstream Downstream Upstream Downstream Upstream Downstream Hy&aulic Upstreanr HydraUlic )ownstrearr Average Flow I Full Capacity
Node Node Inlet Rational Inlet System CA Intensity System (ft) Slope Size n Capacity Invert Invert Ground Ground Cover Cover Grade Crown Grade Crown Velocity (%)
Area Coefficient CA (acres) (In/hr) Flow ( ftlft) (cfs) Elevation Elevation Elevation Elevation (ft) (ft) Line In Elevation Line Out Elevation (ftls)
(acres) (acres) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
I
P-2 715 705 0.30 0.77 0.23 0.23 612 1.43 12.00 0.003333 12 inch 0.013 2.06 865.18 865.14 869.27 869.25 3.09 3.11 866.06 866.18 86605 866.14 2.83 69.3
P-4 703 ' . 55.0
704 0.20 0.82 0.16 0.77 5.89 4.56 52.00 0.001346 24 inch 0.013 8.30 864.52 864.45 869.21 870.25 2.69 380 865.84 866.52 865.81 866.45 2.70
I 95.6
P-5 703 702 N/A N/A N/A 1.34 5.77 7.81 115.00 0.001304 24 inch 0.013 8.17 864.35 864.20 870.25 868.95 3.90 2.75 865.77 866.35 865.56 866.20 2.96
I 109.7
P-6 702 701 0.25 0.83 0.21 1.55 5.65 8.83 79.00 0.001266 24 inch 0.013 8.05 864.10 864.00 868.95 866.00 285 0.00 865:49 86610 865.06 866.00 2.81
I 23.8
P-8 714 706 0.15 0.83 0.12 0.12 6.12 0.77 12.00 0.002500 15 inch 0013 3.23 864.85 864.82 868.79 869.20 2.69 3.13 865,94 866.10 865,94 866.07 2.16
I
P-9 706 704 0.14 0.83 0.12 0.60 5.96 3.63 56.00 0.001515 21 inch 0.013 6.17 854.72 864.62 869.20 869.21 2.73 2.84 865.93 866.47 865.88 866.37 2.67 58.9
P-10 712 711 0.09 0.28 0.03 0.03 5.94 0.15 43.00 0.003256 12 inch 0.013 2.03 865..47 865.33 869.17 868.77 2.70 2.44 865.99 866.47 865.98 866.33 1.55 8.0
1
P-11 711 703 0.22 0.79 0.17 0.20 5.86 1.19 75.00 0.003067 12 inch 0.013 197 865.33 865.10 868.77 870.25 2.44 4,15 865.97 866.33 865.88 866.10 2.63 60.1
P-12 710 707 0.13 0.27 0.04 0.04 6.12 0.22 57.00 0.003158 12 inch 0.013 2.00 865.23 865.05 868.92 869.01 2.69 2.96 865.87 86623 865.87 866.05 1.67 10.8
P-13 707 703 0.22 0.79 0.17 0.37 6.02 2.26 111.00 0.001802 18 inch 0.D13 4..46 864.80 864.60 86901 870,25 2.71 4.15 86585 866.30 865.80 866.10 2.53 50.7
P-14 709 708 0.10 077 008 008 6.12 0.48 43.00 0.003256 12 inch 0.013 2.03 865.33 865.19 869.00 869.00 2.67 2.81 865.88 866.33 865.87 866.19 2.11 23.4
P-15 708 707 0.11 0.79 0.09 0.16 6.06 1.00 1100 0.003636 12 inch 0.013 2.15 86509 865.05 869.00 869.01 2.91 2.96 86587 86609 865.86 866.05 2.69 46.6
P-16 705 706 0.16 0.83 0.13 0.36 6.11 2.24 122.00 0.001803 18 inch 0.013 4.46 865.04 864.82 869.25 869.20 2.71 2.88 866.01 866.54 865.95 866.32 2.53 50.2
P-17 724 725 105 0.83 0.87 0.87 6.12 5.38 151.00 0.007550 15 inch 0.013 5.61 863.79 862.65 867.75 866.65 2.71 2.75 864.77 865.04 863.59 863,90 5.21 95.8
P-18 725 726 0.39 0.79 0.31 1.39 6.03 8.47 145.00 0.008207 21 inch 0.013 14.35 862.15 860.96 866.65 865.50 2.75 2.79 863.23 863.90 862.32 862.71 6.21 590
P-19 726 718 047 0.81 0.38 1.77 5.96 10.66 101.00 0.000990 30 inch 0.013 12.91 860.21 860.11 865.50 867.10 2.79 4.49 862.31 862.71 862.25 862.61 2.94 82.6
P-20 718 717 N/A NJA N/A 5.11 5.60 28.86 138.00 0.002029 36 inch 0.013 30.04 859.83 859.55 867.10 867.75 4.27 5.20 862.17 862.83 861.88 862.55 4.84 96.1
P-21 717 716 N/A N/A N/A 7.42 5.51 41.23 99.00 0.002020 42 inch 0.013 45.22 859.45 859.25 867.75 862.75 4.80 0.00 861.82 862.95 861.25 862.75 5.33 91.2
P-22 728 729 044 0.88 039 0.39 6.12 2.39 64.00 0.012344 15 inch 0.013 7.18 863.90 863.11 869.25 867.95 4.10 3.59 864.52 865.15 863.80 864.36 5.26 33.3
I.
P-23 729 730 0.06 0.77 0.05 0.43 6.08 266 105.00 0.006857 15 inch 0.013 5.35 863.01 862.29 867.95 866.50 3.69 2.96 863.66 864.26 863.10 863.54 4.35 49.7
P-24 730 717 045 0.81 0.36 0.80 6.01 4.83 37.00 0.002973 18 inch 0.013 5.73 862.04 861.93 866.50 867.75 2.96 4.32 853.03 863.54 862.78 863.43 3.63 84.4
P-25 723 722 073 0.75 0.55 0.55 6.12 3.38 137.00 0.002482 15 inch 0.013 3.22 862.68 862.34 866.63 866.68 2.70 3.09 863.69 863.93 863.08 863.59 2.97 105.0
P-26 722 721 0.37 0.75 0.28 0.83 5.98 4.97 127.00 0.005827 21 inch 0.013 12.09 86189 86115 866.68 865.65 3.04 2.75 862.71 863.64 862.48 862.90 4.78 41.1
P-27 721 720 047 075 035 1.18 5.90 7.01 111.00 0.001622 24 inch 0.013 9.11 860.90 860.72 865.65 865.94 2.75 3.22 862.47 862.90 862.37 862.72 3.20 76.9
P-28 720 719 0.15 0.67 0.10 1.28 5.80 7.47 8.00 0.001250 24 inch 0.013 8.00 860.62 860.61 865.94 866.87 3.32 4.26 862.36 862.62 862.35 862.61 2.89 93.4
P-29 719 718 N/A N/A N/A 2.44 5.70 14.00 109.00 0.001009 36 inch 0.013 21.19 860 04 859.93 866.87 867.10 3.83 4.17 862.29 863.04 862.24 862.93 3.20 66.1
P-30 727 725 0.31 0,69 0.21 0.21 6.12 1.32 61.00 0.018033 12 inch 0.013 4.78 864.05 862.95 867.75 866.65 2.70 2.70 864.54 865.05 863.50 863.95 5.20 27.6
P-31 731 732 0.15 0.74 0.11 0.11 6.12 0.68 1200 0.003333 12 inch 0.013 2.06 862.79 862.75 866.49 86645 2.70 2.70 863.49 863.79 86349 863.75 2.35 33.3
P-32 732 733 0.23 0.77 0.18 0.29 6.10 1.77 124.00 0.003306 12 inch 0.013 2.05 862.75 862,34 866.45 866.30 2.70 2.96 863.47 863.75 862.97 863.34 2.94 86.5
P-33 733 734 0.24 0.76 0.18 0.47 5.98 2.84 19.00 0.002632 15 inch 0.013 3.31 862.10 862.05 866.30 866.01 2.95 2.71 862.95 863.35 862.89 863.30 3.03 85.6
P-34 734 735 0.31 0.77 0.24 0.71 5.96 4.26 151.00 0.002119 18 inch 0.013 4.84 861.80 86148 866.01 865.71 2.71 2.73 862.87 863.30 862.49 862.98 3.09 88.1
P-36 736 737 0.08 0.69 006 111 5.74 6.40 34.00 0.001471 24 inch 0.013 8.67 860.77 860.72 865.94 865.94 317 3.22 862.39 862.77 862.37 862.72 3.02 73.8
P-37 737 719 0.08 0.66 0.05 116 5.71 6.67 7.00 0.001429 24 inch 0.013 8.55 860.62 860.61 865.94 866.87 3.32 4.26 862.36 862.62 862.35 862.61 3.01 78.0
P-38 738 739 0.10 0.82 0.08 0.08 6.12 0.51 12.00 0.003333 12 inch 0.01.3 2.06 862.34 862.30 866.04 86600 2.70 2.70 86.2,93 86334 862.92 863.30 2.17 24.6
P-39 739 740 0.16 0.83 0.13 0.21 6.10 1.32 124.00 0.003226 12 inch 0.013 2.02 862.30 861.90 866.00 865.85 2.70 2.95 862.91 863.30 862.67 862.90 2.75 65.3
P-40 740 741 0.17 0.82 0.14 0.35 5.97 2.13 19.00 0.002632 15 inch 0013 3.31 861.65 861.60 865.85 865.66 2.95 2.81 862.66 862.90 862.64 862.85 2.87 64.3
P-41 741 742 0.19 0.83 0.16 0.51 5.95 3.07 152.00 0.001974 18 inch 0.013 4.67 861 .45 861.15 865.66 865.43 2.71 2.78 862.64 862.95 862.53 862.65 2.82 65.8
P-42 742 743 0.30 0.82 0.25 0.76 5.79 4.42 71.00 0.001690 21 inch 0.013 6.51 860.95 860.83 865.43 866.11 2.73 3.53 862.51 862.70 862.47 862.58 2.91 67.9
P-43 743 744 0.11 0.67 0.07 0.83 5.71 4.79 34.00 0.001765 21 inch 0.013 6.66 860.83 860.77 866.11 866.11 3.53 3.59 862.45 862.58 862.43 862.52 3.01 72.0
r
P-44 744 718 0.11 0.65 0.07 0.90 5.68 5.17 8.00 0.002500 21 inch 0.013 7.92 860.77 860.75 866.11 867.10 3.59 4.60 862.42 862.52 862.41 862.50 3.51 65.3
P-45 F1 F2 0.24 0.76 0.18 0.18 6.12 1.13 52.00 0.003269 12 inch 0.013 2.04 861.88 861.71 865.58 865.46 2.70 2.75 862.73 862.88 86269 862.71 2.66 55.2
P-46 F2 F3 0.19 0.82 0.16 0.34 6.06 2.07 90.00 0.002556 15 inch 0.013 3.27 861.61 861.38 865.46 86549 2.60 2.86 ~6264 862.86 862.57 862.63 2.82 63.3
P-47 F3 F4 0.15 0.82 0.12 0.62 5.97 3.71 91.00 0.001978 18 inch 0.013 4.67 86128 861.10 865.49 865.48 2.71 288 86255 862.78 862.46 862 60 2.93 794
P-48 F4 F5 0.19 077 015 095 5.87 5.63 98.00 0.001633 21 inch 0.013 6.40 861.00 860.84 865.48 865.49 2.73 2.90 862.44 862.75 862.33 862.59 3.00 88.0
P-49 F5 F6 0.24 0.79 0.19 1.14 5.77 6.64 83.00 0.001325 24 inch 0013 8.24 860.74 86063 865.49 865.82 2.75 3.19 862.29 862.74 862.22 862.63 2.92 80.7
P-50 F6 717 0.32 0.73 0.23 1.51 5.69 8.65 76.00 0.001053 30 inch 0.013 13.31 860.53 860.45 865.82 867.75 2.79 4.80 862.19 863.03 86214 862.95 2.89 65.0
P-51 F7 F6 0.18 0.74 0.13 0.13 6.12 0.82 6700 0003433 12 inch 0.013 2.09 861.65 861.42 865.35 865.82 2.70 3.40 862,26 862.65 862.23 862.42 2.50 39.4
P-52 F9 F3 0.19 0.82 0.16 0.16 6.12 0.96 47.00 0.003404 12 inch 0.013 208 861.75 86159 865.45 865.49 2.70 2.90 862.59 862.75 862.57 862.59 2.59 46.2
P"53 F8 F4 0.23 0.82 0.19 0.1 9 6.12 1.16 47.00 0.003404 12 inch 0.013 2.08 861.65 86149 865.35 865.48 2.70 2.99 86249 862.65 862.45 862.49 2.72 56.0
P-54 713 712 0.01 0.20 0.00 0.00 6.12 0.01 43.00 0.003256 12 inch 0.013 2.03 865.61 86547 869.31 869.17 2.70 2.70 865.99 866.61 86599 866.47 0.71 0.6
P-55 735 735A 0.27 0.77 0.21 0.92 5.81 5.37 18.00 0.001667 21 irlch 0.013 647 861 .23 861 .20 865.71 865.70 2.73 2.75 86248 862.98 862.45 862.95 3.01 83.1
Title: OPUS - Storm Design
o:\...\calcs\storm\stormcadd 082307 opus phii.stm
08/30/07 11 :24:49 AM
Paull. Cripe. Inc.
@ Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666
Project Engineer: jnierzwicki
StormCAD v5.5 [5.5003]
Page 1 of 2
Scenario: Base
Pipe Report
10 VfL
~
Label Upstream Downstream Upstream Upstream Inle Upstream Upstream Calculated System Total Length Constructed Section Mannings Full Upstream Downstream Upstream Downstream Upstream Downstream Hydraulic ~pstrearr Hydraulic )ownstrean Average Flow I Full Capacity
Node Node Inlet Rational Inlet System CA Intensity System (ft) Slope Size n Capacity Invert Invert Ground Ground Cover Cover Grade Crown Grade Crown Velocity (%)
Area Coefficient CA (acres) (in/hr) Flow ( fIIft) (cfs) Elevation Elevation Elevation Elevation (ft) (ft) Li~e In Elevation Line Out Elevation (fils)
(acres) (acres) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft)
P-56 735A 736 0.20 0.6.7 0.13 1,05 5.79 6,14 54.00 0.001481 24 inch 0,013 8.71 860,95 86087 865.70 865,94 2,75 3,07 8?2A4 862.95 862.40 862.87 3.00 70.5
Title: OPUS - Storm Design
o:\".\calcs\stormlstormcadd 082307 opus phii.stm
08/30/07 11 :24:49 AM
P;jul I, Cripe, Inc.
@ Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666
Project Engineer' jnierzwicki
StormCAD v5.5 [5.5003]
Page 2 of 2
~--I
Scenario: Base
Inlet Report
(0 0 jib
-----
Label alculated Ground Set Rim Rim Sump Area Inlet Inlet Time Local System Total System Inlet Inlet pescfiption
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) (cfs) (cIs)
702 0+79 868,95 true 868,95 864,10 025 0,83 0,21 5,00 9,12 4,30 1.91 6.71 Generic Default 1C In Sag
704 2+46 86921 true 869,21 864,52 0.20 0,82 0.16 5.00 9,12 8,68 1.51 6.72 Generic Default 1C In Sag
705 4+34 869,25 true 869,25 865,04 0,16 083 0.13 5.00 9,12 9.10 1.22 3.34 Generic Default 1C In Sag
706 3+12 869,20 true 869.20 864,72 0.14 0,83 0,12 5.00 9,12 8.81 1.07 5.37 Generic Default 1( In Sag
707 3+05 869,01 true 86901 86480 0.22 0,79 0,17 5.00 9,12 8.50 1,60 3.19 Generic Defaull1 C In Sag
708 3+16 869,00 true 869,00 865.09 011 0,79 0,09 5.00 9,12 8.91 0,80 1,47 Generic Default 1 C In Sag
709 3+59 86900 true 86900 865,33 0,10 0.77 0.08 5.00 9,12 9.12 0.71 0.71 Generic Default 1 [ In Sag
710 3+62 868.92 true 868.92 865.23 013 0.27 0,04 5.00 9,12 9.12 0.32 0.32 Generic Default 1 ( In Sag
711 2+69 868.77 true 868.77 865.33 0,22 0.79 0,17 5.00 9.12 4.36 1,60 0.88 Generic Default l' In Sag
712 3+12 869.17 true 869.17 865.47 0,09 0.28 0,03 5.00 9.12 4.50 0,23 012 Generic Default 11 In Sag
713 3+55 869.31 Irue 869.31 865.61 0,01 0.20 000 5.00 9.12 9,12 0.02 0,02 Generic Default 1 ( In Sag
714 3+24 868.79 true 868.79 864.85 0,15 0.83 0,12 5.00 9.12 9.12 1.14 1.14 Generic Default 1 ( In Sag
715 4+46 869.27 true 869.27 865.18 0.30 0.77 0,23 5,00 9.12 9.12 2,12 2,12 Generic Default 1 In Sag
720 3+54 865.94 true 865.94 860.62 0.15 0.67 0.10 5.00 9.12 8.64 0,92 11,13 Generic Default 1C In Sag
721 4+65 865.65 true 865.65 860,90 ,0.47 0,75 0.35 5.00 9.12 8,79 3,24 1043 Generic Default 1 ( In Sag
722 5+92 866.68 true 866.68 861.89 0.37 0,75 0,28 500 9.12 897 2.55 7.46 Genefic Default 1( In Sag
723 7+29 866.63 true 866.63 862.68 0.73 0.75 0.55 5,00 9.12 9.12 5.03 503 Generic Default 1( In Sag
724 6+34 867.75 true 867.75 863J9 1.05 0.83 0.87 5,00 9.12 9.12 8.01 8.01 Generic Default 1 ( In Sag
725 4+83 866.65 true 866,65 862.15 0.39 079 0.31 5,00 9.12 9,02 2.83 12.67 Generic Default 1 In Sag
726 3+38 865.50 true 86550 860.21 0.47 0,81 0.38 5,00 9.12 8.89 3.50 15.91 Generic Default 1 In Sag
727 5+44 867.75 true 867.75 864,05 0.31 0.69 0.21 5,00 912 9.12 1.97 1.97 Generic Default 1 In Sag
728 3+05 869,25 true 869.25 863,90 0.44 088 0.39 5.00 9.12 9.12 3.56 3.56 Generic Default 1 ( In Sag
729 2+41 867,95 true 86795 863.01 0.06 0.77 0.05 5.00 9,12 9.07 0.42 3.96 Generic Default 1 In Sag
730 1+36 866,50 true 866.50 862.04 0.45 0,81 0.36 5.00 9.12 8.97 3,35 7.22 Generic Default 1 In Sag
731 7+65 866,49 true 86649 862.79 0.15 0,74 0.11 5.00 9,12 9.12 1.02 1.02 Generic Default 1 ( In Sag
732 7+53 86645 true 86645 862.75 0.23 0.77 0,18 5.00 9,12 9.08 1.63 2,64 Generic Default 1 ( In Sag
733 6+29 866.30 true 866,30 862,10 0.24 0,76 018 5.00 9.12 8.91 1,68 4,23 Generic Default 1C In Sag
734 6+10 866.01 true 86601 861.80 0.31 0.77 0.24 5.00 9,12 8.89 2.19 6,35 Generic Default 1 C In Sag
735 4+59 865.71 true 865.71 861.23 0.27 0.77 0.21 5.00 9.12 8.70 1.91 8.04 Generic Default 1 C In Sag
735A 4+41 865.70 true 865,70 860,95 0.20 0.67 013 5.00 9.12 8.68 1.23 9,19 Generic Default 1 [ In Sag
736 3+87 865.94 true 865.94 860.77 0.08 0.69 0.06 5.00 9.12 8.60 0,51 9.58 Generic Default 1 In Sag
737 3+53 865.94 true 865.94 860,62 0.08 0.66 0.05 5.00 9.12 8.55 049 9.98 Generic Default 1 In Sag
738 6+57 866.04 true 866.04 86234 0.10 0.82 0,08 5.00 9.12 9,12 0.75 0,75 Generic Defaull1 In Sag
739 6+45 866.00 true 866.00 862.30 0.16 0.83 0.13 5.00 9.12 906 1.22 1.96 Generic Default 1 In Sag
740 5+21 865.85 true 865.85 861,65 0,17 0.82 0,14 5.00 9.12 8.84 1.28 3.16 Generic Default 1 In Sag
741 5+02 865.66 true 865.66 86145 019 0.83 0.16 5.00 9.12 8,81 1.45 4,55 Generic Default 1 [ In Sag
742 3+50 865.43 true 865.43 860.95 0,30 0.82 0,25 5.00 9.12 855 2.26 6.53 Generic Default 1 C In Sag
743 2+79 866.11 true 866.11 860.83 0,11 0.67 0.07 5.00 9.12 8.43 0.68 7,07 Generic Default 1 ( In Sag
744 2+45 866.11 true 866.11 860.77 0.11 0.65 0.07 5.00 9.12 8.38 0.66 7,63 Generic Default 1 ( In Sag
F1 5+89 865.58 true 865.58 861.88 0.24 0.76 0,18 5.00 9.12 912 1.68 1.68 Generic Default 1 ( In Sag
F2 5+37 865.46 true 865.46 861,61 0.19 0.82 0,16 500 9.12 9,01 1.43 3.07 Generic Default 1 ( In Sag
F3 4+47 865.49 true 865.49 861.28 0.15 0.82 0,12 5.00 9,12 8.85 1,13 5.50 Generic Default 1 ( In Sag
F4 3+56 865.48 true 865.48 861.00 0.19 0.77 0,15 5.00 9,12 8.72 1.34 8.37 Generic Default 1 ( In Sag
F5 2+58 865.49 true 865.49 860.74 0.24 0,79 019 500 9,12 8.59 1.74 989 Generic Default 1 ( In Sag
F6 1+75 865.82 true 865.82 860.53 0,32 0,73 0,23 5.00 9.12 848 2.15 12.89 Generic Default 1 ( In Sag
F7 2+42 865.35 true 865.35 861 .65 0,18 0.74 0.13 5.00 9.12 9,12 1.22 1.22 Generic Default 1 ( In Sag
F8 4+03 865.35 true 865.35 861 .65 0.23 0.82 0.19 5.00 9,12 9.12 1,73 1.73 Generic Default 1 ( In Sag
F9 4+94 865.45 true 865.45 861.75 0,19 0.82 0,16 5,00 9,12 9.12 1.43 1.43 Generic Default 1 ( In Sag
Title' OPUS - Storm Design
o~\...\cOllcs\slorm\stormcadd 082307 opus phii.stm
08/30/07 11 :25:44 AM
Paull. Cripe. InC,
@Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666
Project Engineer: Jnierzwicki
StormCAD v5.5 [5.5003]
Page 1 of 1
____ _1_._ ___ ________
Scenario: Base
Node Report
Label Area Inlet Inlet External System Time External Upstream Time System System System f-dditiona l\dditional Known Upstream Total Ground Rim Hydraulic Hydraulic Local Local Description
(acres) C CA CA CA 01 Time of f Concentratio low TimE Intensity Rational Fiow Carryove Flow f-dditiona System Elevation Elevation Grade Grade I ntensity Rational
(acres) (acres) (acres) .,;oncentratio ~oncentratio (min) (min) (in/hr) Flow (cts) (cfs) (cIs) Flow Flow (ft) (ft) Line Irl Line Out (in/hr) Flow
(min) (min) (crs) (cfs) (cfs) (ft) (ft) (cfs)
701 1.55 39,31 4.28 6.68 i 6,68 866,00 866,00 864,00 864,00
702 0.25 0,83 0.21 0.00 1.55 5.00 0.00 39,00 39,00 4.30 6.71 0.00 0.00 0.00 ,0.00 6,71 868.95 868,95 86595 865,85 9,12 1.91
703 1.34 38,48 4.33 5.86 5.86 870.25 870.25 866.29 866,24
704 0.20 082 0,16 0.00 0.77 5.00 0.00 6,64 6.64 8.68 6.72 0,00 0.00 0.00 0.00 6,72 869.21 869,21 866.41 866,35 9,12 1,51
705 0.16 0,83 0,13 0.00 0.36 5.00 0.00 5.07 5,07 9.10 3.34 0,00 0.00 0.00 O.oei 3,34 869.25 869.25 866.69 866.64 9,12 1.22
706 0.14 0.83 0,12 0.00 0.60 5.00 0.00 6,15 6.15 8.81 5.37 000 0.00 0.00 0.00 5.37 869.20 869.20 866.50 866.49 9.12 107
707 0.22 0,79 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 3.19 869.01 869.01 866.42 866.40 9.12 1.60
708 0.11 0.79 0,09 0.00 0.16 5.00 0.00 5,80 5.80 8.91 1.47 0.00 0.00 0.00 0.00 1.47 869.00 869.00 866.45 866.44 9.12 0.80
709 0.10 0.77 0,08 0.00 0.08 5.00 0.00 000 5.00 9.12 0.71 0,00 0.00 000 000 0.71 869.00 869.00 866.47 866.4 7 9.12 0.71
710 0.13 0.27 0.04 0.00 0,04 5.00 0.00 000 5.00 912 0.32 000 0.00 000 0.00 0.32 868.92 868.92 866,43 866.43 912 0.32
711 0.22 0,79 0.17 0.00 0.20 5.00 0.00 37,93 37.93 4.36 0.88 0.00 0.00 0.00 0.00 0.88 868,77 868.77 866.62 866,60 9.12 1.60
712 0.09 0,28 0.03 0,00 0,03 5.00 0.00 3561 35.61 4.50 012 0.00 0.00 0.00 000 012 869.17 869.17 866.63 86662 912 0.23
713 0.01 0.20 0.00 0.00 0.00 5.00 0.00 0.00 5.00 9.12 0.02 0.00 0.00 0,00 0,00 0.02 869.31 869.31 866,63 866.63 9,12 0.02
714 0.15 0,83 0.12 0.00 0,12 5.00 0.00 0,00 5.00 9,12 1.14 0.00 0.00 0.00 0.00 1.14 868,79 868.79 866.51 866.51 9,12 1.14
715 0.30 077 0.23 000 023 5.00 0.00 000 5.00 9.12 2.12 0.00 000 0.00 0.00 2.12 869.27 86927 866.73 866.73 912 2,12
716 7,42 8.45 8,20 61,31 61.31 862.75 862,75 859.25 859.25
717 7,42 8.19 8.26 61.82 '61.82 867.75 867.75 862.58 862.48
718 5.11 7.81 837 4313 43.13 867.10 867.10 863.29 863.15
719 2.44 7.1 B 8,54 20.97 .20.97 866.87 866.87 863.52 863.40
720 0.15 0.67 0.10 0.00 1.28 5.00 000 6.80 6.80 864 1113 0.00 0.00 0.00 0.00 11.13 865.94 865.94 863.56 863.53 9.12 0.92
721 0.47 0.75 0.35 0.00 1.18 5.00 0.00 6.24 6.24 8,79 10,43 0.00 0,00 0.00 0.00 10.43 865.65 865.65 863.82 863.79 9.12 3.24
722 0,37 0.75 0.28 0.00 0,83 5.00 0.00 5.56 5.56 8.97 7,46 0.00 0.00 0.00 0.00 7.46 866.68 866.68 864.12 864,10 9.12 2.55
723 0.73 0.75 0.55 000 0.55 5.00 0.00 0.00 5.00 9.12 5.03 0.00 0.00 0.00 0.00 5.03 866.63 866.63 86495 86495 9.12 5.03
724 1,05 0.83 0.87 0.00 0,87 5.00 0.00 0.00 5.00 9.12 8.01 0.00 0.00 0.00 0.00 8.01 867.75 867.75 866,82 866.82 9,12 8.01
725 0.39 0.79 0.31 0.00 1,39 5.00 0.00 5.39 539 9.02 12,67 0.00 0.00 0.00 0.00 12.67 866.65 866.65 864,50 864,41 9.12 2.83
726 0,47 0.81 0.38 0.00 1.77 5.00 0.00 5.84 5.84 889 15.91 0.00 0,00 0.00 0.00 15.91 86550 865.50 863,48 863.45 912 3.50
727 0,31 0.69 0.21 0.00 0.21 5.00 0.00 0.00 5.00 9.12 1.97 0.00 0.00 0.00 0.00 1.97 867.75 867.75 865,03 865.03 9.12 1.97
728 0,44 0.88 0.39 0,00 039 5.00 0.00 0.00 5.00 9.12 3.56 0.00 0.00 0.00 0.00 3.56 869.25 869.25 864.66 864.66 9.12 3.56
729 0,06 0.77 0.05 0,00 0.43 5.00 0.00 5.18 5.18 9.07 3.96 0.00 0.00 0.00 0.00 3.96 867.95 867.95 864.02 863.82 9.12 0.42
730 0.45 0.81 0.36 0.00 0.80 5,00 0.00 5.55 5.55 8.97 7.22 0.00 0.00 0.00 0.00 7.22 866.50 866.50 863.42 863.31 9.12 3.35
731 0.15 0.74 0.11 000 0.11 5.00 0.00 0.00 5.00 9,12 1.02 000 0.00 0,00 0.00 1.02 866.49 866,49 865.27 865.27 9.12 1.02
732 0.23 0.77 0.18 0,00 0.29 5.00 0.00 5.15 5,15 9.08 2.64 0.00 0.00 0.00 000 264 866.45 866.45 865.26 865.20 9.12 1.63
733 0.24 0.76 0.18 0,00 0,47 5.00 0.00 5.77 577 8.91 4.23 0.00 0.00 0.00 0.00 4.23 866.30 866.30 864.52 864.48 9.12 1.68
734 0,31 0.77 0.24 0,00 0.71 5,00 0.00 5.86 5,86 8.89 6.35 0.00 0.00 0.00 0.00 6.35 866.01 866.01 864.40 864.36 9.12 2.19
735 0.27 0.77 0.21 0,00 0.92 5.00 0.00 6.56 6.56 8.70 8.04 0.00 0.00 0.00 0.00 8.04 865.71 865.71 863.!l1 86378 9.12 1.91
735A 0.20 0.67 0.13 0,00 1.05 5.00 000 6.65 665 8.68 9.19 0,00 0.00 0.00 0.00 9.19 865.70 865.70 863.73 863.72 9.12 1.23
736 0,08 0.69 0.06 0,00 1.11 5,00 0,00 6.96 6,96 8.60 9.58 000 0.00 000 000 9.58 865.94 865.94 863.63 863.61 9.12 0.51
737 0.08 0.66 0.05 0.00 1.16 5.00 0,00 7.14 7.14 8.55 9.98 0.00 0.00 0.00 0.00 9,98 865.94 865.94 863.55 863.53 9.12 0,49
738 0.10 0.82 0.08 000 0.08 500 000 0.00 500 9.12 0.75 0.00 0.00 0.00 0,00 0.75 866.04 866.04 864.73 864.73 9.12 0.75
739 0.16 0.83 0.13 0.00 0.21 5,00 0.00 5.21 5,21 9.06 196 0.00 0.00 0.00 0.00 1.96 86600 866.00 864.73 86469 9.12 1.22
740 0.17 0.82 0.14 0.00 0.35 5.00 0.00 6.04 604 8.84 3.16 0.00 0.00 0.00 0.00 3,16 865.85 865.85 864.32 864,29 9,12 1,28
741 0.19 0.83 0.16 0.00 0.51 5.00 000 6.16 6.16 8.81 4.55 000 0.00 0.00 0,00 4.55 865.66 865.66 864.24 864.22 9.12 1,45
742 030 0.82 0.25 0,00 0.76 5.00 0.00 7.14 7,14 8.55 6.53 0.00 0.00 0.00 0.00 653 865.43 865.43 863.94 863.90 9.12 226
743 0.11 0.67 0.07 0.00 0,83 5,00 0.00 7.58 7.58 8.43 7.07 0,00 0.00 0,00 0,00 7,07 866.11 866.11 863.78 863.74 9,12 0.68
744 0.11 0.65 0.07 000 0.90 500 0.00 7.77 7.77 8.38 763 000 000 000 000 763 866.11 866.11 86367 86364 912 0.66
F1 0.24 0.76 0.18 0.00 0.18 5.00 0.00 0.00 5.00 9.12 1.68 0.00 0.00 0.00 0,00 1,68 865.58 865.58 864.39 864,39 9,12 1.68
F2 0.19 0.82 0.16 0.00 0,34 500 0.00 5.41 5.41 9.01 3.07 0.00 0.00 0,00 0.00 307 865.46 865.46 864.27 864.15 9.12 1,43
F3 0.15 0.82 012 0.00 0.62 5.00 0.00 6.01 6.01 8.85 5.50 0.00 0.00 000 000 5.50 865.49 865.49 86394 863.90 9.12 1.13
F4 0.19 0.77 0.15 0.00 0,95 5.00 0.00 6.49 6.49 8.72 8.37 0.00 0.00 0,00 0,00 8.37 865.48 865.48 863.64 863.61 9.12 1.34
F5 0.24 0.79 0.19 0.00 1.14 5,00 0.00 6.96 6.96 8,59 9.89 0.00 0.00 000 000 9.89 865.49 865.49 863.34 86327 9.12 1.74
F6 0.32 0,73 0.23 0.00 1,51 5.00 0.00 7.40 7.40 8.48 12.89 0,00 0.00 0.00 0,00 12.89 865.82 865.82 863.11 863.07 9.12 2.15
Title; OPUS - Storm Design
0:\__.lcalcs\stormlstormC3dd 082307 opus phiLstm
D8/30f07 11 :25:54 AM
Paull. Cripe. Inc.
@ Haeslad Methods, Inc. 37 Brookside .Road W31erbury, CT 06708 USA +1-203-755-1666
-----,----
(00 ill 0
-----
Project Engineer' jnierzwicki
Storm CAD v5.5 [5.5D03J
Page 1 of 2
Scenario: Base
Node Report
Label Area Inlet Inlet External System Time External Upstream Tim, System System System ~ddilional ~ddilional Known UPstre~~ Total Ground Rim Hydraulic Hydraulic Local Local Description
(acres) C CA CA CA of Time of f COl1centralio low Timt Intensity Rational Flow Carryove Flow f'\dditional System Elevation Elevation Grade Grade Intensity Rational
(acres) (acres) (acres) oncentratio oncentratio (min) (mil1) (in/hr) Flow (cfs) (cfs) (cis) Flow Flow (ft) (f1) Line In Line Out (in/hr) Flow
(min) (min) (cfs) (cIs) ,(cfs) (ft) (f1) (cfs)
F7 0.18 0.74 0.13 0.00 0.13 5.00 0.00 0.00 5.00 9.12 1.22 0.00 0.00 0.00 0.00 1.22 865.35 865.35 863.20 863.20 912 1.22
F8 0.23 0.82 019 000 0.19 5.00 000 000 500 9.12 1.73 0.00 0.00 0.00 0.00 1.73 865.35 865.35 863.75 863.75 9.12 1.73
F9 0.19 0.82 0.16 0.00 0.16 5.00 0.00 0.00 5.00 9.12 1.43 0.00 0.00 0.00 0.00 1.43 865.45 865.45 864.01 86401 912 1.43
Title: OPUS - Storm Design
o:\...\calcs\storm\stormcadd 082307 opus phiLstm
08/30/07 11 :25:54 AM
Paul I. Cripe. Inc.
@ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666
I
_I
loaf(L.
---------
Project Engineer: jnierzwicki
StormCAD v5.5 [5.5003]
Page 2 of 2
.~---
Scenario: Base
Pipe Report
/00/11.--
-
Label Upstream Downstream Upstream Upstream Inle Upstream Upstream Calculated System Total Length Constructed Section Mannings Full Upstream Downstream Upstream Downstream Upstream Downstream Hydraulic ~pstrearr Hydraulic bownstrean Average Flow I Full Capacity
Node Node Inlet Rational Inlet System CA Intensity System (ft) Slope Size n Capacity Invert Invert Ground Ground Cover Cover qrade Crown Grade Crown Velocity (%)
Area Coefficient CA (acres) (in/hr) Flow (ftIft) (cfs) Elevation Elevation Elevation Elevation (ft) (ft) Line In Elevation Line Out Elevation (ftIs)
(acres) (acres) (cfs) (ft) (ft) eft) (ft) i(ft) (ft) (ft) (ft)
705 869.27 I 86669 2.70 103.2
P-2 715 0.30 0.77 0.23 0.23 9.12 2.12 12.00 0.003333 12 inch 0.0)3 206 865.18 865.14 869.25 3.09 3.11 ~E:i6.73 866.18 866.14
P-4 704 703 0.20 0.82 0.16 0.77 8.68 6.72 52.00 0.001346 24 inch 0.013 8.30 864.52 864.45 869.21 87025 2.69 380 ~66.35 866.52 866.31 86645 2.95 81.0
P-5 703 702 N/A N/A N/A 1.34 4.33 5.86 115.00 0.001304 24 inch 0.013 817 864.35 864.20 870.25 868.95 3.90 2.75 ~66.24 866.35 865.95 866.20 3.71 71.7
P.6 702 701 0.25 0.83 021 1.55 430 6.71 79.00 0.001266 24 inch 0.013' 8.05 864.10 864.00 868.95 866 00 2.85 0.00 816585 866.10 865.31 866.00 4.19 83.4
P-8 714 706 0.15 0.83 012 0.12 9.12 1.14 12.00 0.002500 15 inch 0.013 3.23 864.85 86482 868.79 869.20 2.69 3.13 8.66.51 866.10 866.50 866.07 0.93 35.4
P-9 706 704 0.14 0.83 0.12 0.60 8.81 5.37 66.00 0001515 21 inch 0.013 6.17 864.72 864.62 869.20 869.21 2.73 2.84 866.49 86647 86641 866.37 2.26 87.1
P-10 712 711 0.09 0.28 0.03 0.03 4.50 0.12 43.00 0.003256 12 inch 0.013 2.03 86547 865.33 869.17 868 77 2.70 2.44 8'6662 866.47 866.62 866.33 0.31 6.1
P-11 711 703 0.22 0.79 0.17 0.20 4.36 0.88 75.00 0.003067 12 inch 0.013 1.97 865.33 865.10 86877 870.25 2.44 4.15 866.60 866.33 86642 866.10 2.26 44.8
l 16.1
P-12 710 707 0.13 0.27 004 0.04 912 0.32 57.00 0.003158 12 inch 0.013 2.00 865..23 865.05 868.92 869.01 2.69 2.96 866.43 866.23 866.43 866.05 0.41
, 71.6
P-13 707 703 0.22 0.79 0.17 0.37 8.50 3.19 111.00 0.001802 18 inch 0.013 4.46 864.80 864.60 869.01 870.25 2.71 415 8.66':40 866.30 866.29 866.10 191
P-14 709 708 0.10 0.77 0.08 0.08 9.12 0.71 43.00 0.003256 12 inch 0.013 2.03 865.33 865.19 869.00 869.00 2.67 2.81 856.47 866.33 866.45 866.19 0.90 34.8
P-15 708 707 0.11 0.79 0.09 016 8.91 1.47 11.00 0.003636 12 inch 0.013 2.15 865.09 865.05 86900 869.01 2.91 2.96 866.44 866.09 866.42 866.05 1.90 68.5
I 74.8
P-16 705 706 0.16 0.83 0.13 0.36 9.10 3.34 122.00 0.001803 18 inch 0.013 4.46 865.04 864.82 869.25 869.20 2.71 2.88 866.64 866.54 866.52 866.32 1.89
P-17 724 725 1.05 0.83 0.87 0.87 9.12 801 151.00 0.007550 15 inch 0.013 5.61 863.79 862.65 867.75 866.65 2.71 2.75 866.82 865.04 864.50 863.90 6.53 142.7
P~18 725 726 0.39 0.79 0.31 1.39 9.02 12.67 145.00 0.008207 21 inch 0.013 14.35 862.15 860.96 86665 865.50 2.75 2.79 864.41 863.90 863.48 862.71 5.27 88.2
P-19 726 718 0.47 0.81 0.38 1.77 8.89 1591 101.00 0.000990 30 inch 0.013 12.91 860.21 860.11 865.50 867.10 2.79 4.49 863.45 862.71 863.30 862.61 3.24 123.2
P.20 718 717 N/A N/A NfA 5.11 8.37 43.13 138.00 0.002029 36 inch 0.013 30.04 859.83 859.55 867.10 867.75 4.27 5.20 863.15 862.83 862.58 862.55 6.10 143.6
P-21 717 716 N/A N/A N/A 742 8.26 61.82 99.00 0.002020 42 inch 0.013 45.22 859.45 859.25 867.75 862.75 4.80 0.00 862.48 862.95 861.71 862.75 643 136.7
P-22 728 729 0.44 0.88 0.39 0.39 9.12 3.56 64.00 0.012344 15 inch 0.013 7.18 863.90 863.11 869.25 867.95 4.10 3.59 864.66 865.15 864.02 864.36 5.84 49.6
P-23 729 730 0.06 0.77 0.05 OA3 9.07 3.96 105.00 0.006857 15 inch 0.013 5.35 863.01 862.29 867.95 866.50 3.69 2.96 863.82 864.26 863.42 863.54 4.77 74.1
P-24 730 717 0.45 0.81 0.36 0.80 8.97 7.22 37.00 0.002973 18 inch 0.013 5.73 862.04 861.93 866.50 867.75 2.96 4.32 863.31 863.54 862.99 86343 408 126.0
P-25 723 722 0.73 0.75 0.55 0.55 9.12 5.03 137.00 0.002482 15 inch 0.013 3.22 86268 862.34 866.63 86668 2.70 3.09 864.95 863.93 864.12 863.59 4.10 156.4
P-26 722 721 0.37 0.75 0.28 0.83 8.97 7.46 127.00 0005827 21 inch 0.013 12.09 861.89 861.15 866.68 865.65 3.04 2.75 864.10 863.64 863.82 862.90 3.10 61.7
P-27 721 720 0.47 0.75 0.35 1.18 8.79 10.43 111.00 0.001622 24 inch 0.013 9.11 86090 860.72 865.65 865.94 2.75 3.22 863.79 862.90 863.56 862.72 3.32 114.5
P-28 720 719 0.15 0.67 0.10 1.28 8.64 11.13 8.00 0001250 24 inch 0.013 8.00 860.62 860.61 865.94 866.87 3.32 4.26 863.53 862.62 863.52 862.61 3.54 139.1
P-29 719 718 N/A NfA N/A 2.44 8.54 20.97 109.00 0.001009 36 inch 0.013 2119 860.04 85993 86687 867.10 3.83 4.17 863.40 863.04 863.29 862.93 2.97 990
P-3a 727 725 0.31 0.69 0.21 0.21 9.12 1.97 61.00 0.018033 12 inch 0.013 4.78 864.05 862.95 867.75 866.65 2.70 2.70 865.03 865.05 864.84 863.95 5.79 41.1
P.31 731 732 0.15 074 0.11 011 9.12 1.02 1200 0.003333 12 inch 0.013 2.06 862.79 862.75 866.49 86645. 2.70 2.70 865.27 863.79 865.26 863.75 1.30 49.6
P-32 732 733 0.23 0.77 0.18 0.29 9.08 2.64 124.00 0.003306 12 inch 0.013 2.05 862.75 862.34 866.45 866.30 2.70 296 865.20 863.75 864.52 863.34 3.36 128.7
P-33 733 734 0.24 076 0.18 0.47 8.91 4.23 19.00 0.002632 15 inch 0.013 3.31 862.10 862.05 866.30 866.01 2.95 271 864.48 863.35 864.40 863.30 3.44 127.6
P.34 734 735 0.31 0.77 0.24 0.71 8.89 6.35 151.00 0.002119 18 inch 0.013 4.84 861.80 861 .48 866.01 865.71 2.71 2.73 864.36 863.30 863.81 862.98 360 131,4
P-36 736 737 008 0.69 0.06 1.11 8.60 9.58 34.00 0.001471 24 inch 0.013 8.67 860.77 860.72 86594 865.94 3.17 322 863.61 862.77 863.55 862.72 3.05 110.5
P-37 737 719 0.08 066 0.05 1.16 8.55 9.98 7.00 0.001429 24 inch 0.013 8.55 860.62 860.61 865.94 866.87 3.32 4.26 8f;i353 862.62 863.52 862.61 3.18 116.8
P-38 738 739 0.10 0.82 0.08 0.08 9.12 0.75 12.00 0.003333 12 inch 0.013 2.06 862.34 862.30 866.04 866.00 2.70 2.70 864.73 863.34 864.73 863.30 0.96 36.6
P-39 739 740 0.16 0.83 013 0.21 906 1.96 124.00 0.003226 12 inch 0.013 202 862.30 861.90 866.00 865.85 2.70 2.95 864.69 863.30 864.32 862.90 2.50 97.0
P-40 740 741 0.17 0.82 0.14 0.35 8.84 3.16 19.00 0.002632 15 inch 0013 3.31 861.65 861.60 865.85 865.66 2.95 2.81 864.29 862.90 864.24 862.85 257 95.3
P-41 741 742 O. i9 0.83 0.16 0.51 8.81 4.55 152.00 0.001974 18 inch 0.013 4.67 861.45 861 15 865.66 865.43 2.71 278 864.22 86295 863.94 862.65 2.57 97.4
P-42 742 743 0.30 0.82 0.25 0.76 8.55 6.53 71.00 0.001690 21 inch 0.013 6.51 860.95 860.83 865.43 866.11 2.73 3.53 863.90 862.70 863.78 862.58 2.71 1002
P-43 743 744 0.11 067 0.07 0.83 8.43 7.07 34.00 0.001765 21 inch 0.013 6.66 860.83 860.77 866.11 866.11 353 3.59 863.74 862.58 863.67 862.52 2.94 106.2
P-44 744 718 0.11 0.65 0.07 0.90 838 7.63 8.00 0002500 21 inch 7.92 860.77 867.10 3.59 4.60 I 86252 863.63 862.50 3.17 963
0.013 860.75 866.11 863:64
P-45 F1 F2 0.24 0.76 0.18 0.18 9.12 1.68 52.00 0.003269 12 inch 0.013 2.04 86188 861.71 865.58 865.46 2.70 2.75 864:39 862.88 864.27 862.71 2.13 82.3
P-46 F2 F3 0.19 0.82 0.16 0.34 9.01 3.07 90.00 0.002556 15 inch 0.013 3.27 861.61 861.38 86546 865.49 2.60 2.86 864.15 86286 863.94 862.63 2.50 94.1
P-47 F3 F4 0.15 0.82 0.12 0.62 8.85 91.00 0.001978 I
5.50 18 inch 0.013 467 861.28 861.10 865.49 865.48 2.71 2.88 863.90 862.78 86365 862.60 3.11 1178
P-48 F4 F5 0.19 0.77 0.15 0.95 8.72 8.37 98.00 0.001633 2.73 2.90 I 3.48 130.7
21 inch 0.013 640 861.00 860.84 86548 86549 863.61 862.75 863.34 86259
P-49 F5 0.24 0.79 0.19 8.59 9.89 I
F6 1 14 83.00 0.001325 24 inch 0.013 8.24 860.74 860.63 865.49 865.82 2.75 3.19 86-3.27 862.74 863.11 862.63 3.15 120.1
P.50 F6 717 0.32 0.73 0.23 1.51 8.48 12.89 76.00 0.001053 30 inch 0.013 1331 860.53 860.45 865.82 867.75 2.79 4.80 863.07 863.03 862.99 862 95 2.63 96.8
P-51 F7 F6 0.18 0.74 0.13 0.13 9.12 1.22 67.00 0.003433 12 inch 0.013 2.09 86165 861 .42 865.35 86582 2.70 340 86320 862.65 863.12 86242 1.56 58.7
P-52 F9 F3 0.19 0.82 0.16 0.16 9.12 1.43 47.00 0003404 12 inct1 0.013 208 861.75 86159 865.45 865.49 2.70 2.90 864,01 862.75 86394 862.59 1.82 689
P-53 F8 F4 023 0.82 0.19 0.19 9.12 1.73 47.00 0.003404 12 inch 0.013 2.08 86165 861 .49 865.35 86548 2.70 2.99 863.75 862.65 863.64 86249 2-21 83.4
P-54 713 712 0.01 0.20 0.00 000 9.12 0.02 43.00 0003256 12 inch 0.013 2.03 865.61 865.47 869.31 869.17 2.70 2.70 866.63 866.61 866.63 866.4 7 0.02 0.9
P.55 735 735A 0.27 0.77 0.21 0.92 8.70 8.04 18.00 0.001667 21 inch 0.013 647 86123 861.20 865.71 865.70 2.73 2.75 863.78 862.98 863.73 862.95 3.34 1244
Title: OPUS - Storm Design
o:\...\calcs\storm\stormcadd 082307 opus phiistm
08/30/07 11 :26:04 AM
Paull. Cripe, Inc.
@ Haestad Methods. Inc. 37 Brookside Road Waterbury. CT 06708 USA +1-203-755-1666
PrOject Engineer: jnierzwicki
StormCAD v5.5 [5.5003]
Page 1 of 2
,- -~-
Scenario: Base
Pipe Report
/ODIfi-.
-------
Label Upstream Downstream Upstream Upstream Inlet Upstream Upstream Calculated System Total Length Constructed Section Mannings Full Upstream Downstream Upstream Downstream Upstream Downstream Hyqrau lic Upstrearr Hydraulic )ownslrean Average Flow I Full Capacity
Node Node Inlet Rational Inlel System CA Intensity System (ft) Slope Size n Capacity Ilwert Invert Ground Ground Cover Cover Grade Crown Grade Crown Velocity (%)
Area Coefficie n I CA (acres) (in/hr) Flow (ftlft) (cfs) Elevation Elevation Elevation Elevation (ft) (ft) Li~e in Elevation Line Out Elevation (ft/s)
(acres) (acres) (cfs) (fl) (ft) (fl) (ft) ~ft) (fl) (fl) (ft)
P-55 735A 736 0.20 0.57 0.13 1.05 8.68 9.19 54.00 0.001481 24 inch 0013 8.71 860.95 860.87 865.70 865 94 2.75 3,07 863.72 862.95 863.63 862.87 2.93 105.6
Title OPUS. Storm DeSign
0:\.. Icalcs\storm\stormcadd 082307 opus phiistm
08/30/07 11 :2604 AM
Paull. Cripe, Inc.
@ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666
Project Engineer~ jnierzwicki
StormCAO v5.5 [5.5003]
Page 2 of 2
- --- ----------
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Appendix D
Woolpert Master Plan Drainage Report
8
0:\ 1999\990399\2001 O\docs\ENG \Reports\Droinoge Repori_8-23-07.DOC
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WOOLPERT
Drainage Report
OPUS LANDMARK AT
MERIDIAN
Opus North Corporation
Carmel, Indiana
July 2000
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Drainage Report
OPUS LANDMARK AT
MERIDIAN
Opus North Corporation
Carmel, Indiana
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 Pe1U1sylvania 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 SQuth end of the site that will be utilized
for storm water detention. 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 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!. 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 PelUlsylvania Street overtopping during
intense rainfall events. This drainage analysis follows the drainage designs that were 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 OIl the west side of the
property, through a storm sewer network. Pond A will flow south to Pond B through a 12"
reinforced concrete pipe. An 8" 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 DO-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 aD-year pond elevation of 861.07
ft. The 18" pipe will connect to the twin 21" eMP culverts that win 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 Interconnected Channel and
Pond Routing (AdICPR) program version 2.1], The interconnected ponds are designed to
regulate the I OO-year, 24~hour rainfall event to the 5.0cfs release rate. This design releases
3.68cfs into the existing twin 21" CMP culverts at the south end ofthe site. This is 1.32cfs less
Woolpert
July 2000
Opus Landmark 81 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 Stormwater Management Design Calculations on Hamilton Crossing" dated June 1, 1989.
Pond A
Pond B
Normal Pool
864.00
858.70
Acreage Volume (Ac-ft)
1.67
1.05
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
determine 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 of this report.
Conclusion
The development 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 Permsylvania 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.
Woolpert
July 2000
Opus LandmarK at Meridian
Opus North Corporation
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HAMILTON COUNTY, iNDIANA
SHEET NUMBER 50
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APP ROX IMA TE SCALE
4DO 0
~ ~~.I
4DO FEET
_J
III NATIONAl flOOD INSURANCE PROGRAM
fLOODWA Y
FLOOD' BOUNDARY AND
FlOODWAY MAP
CITY OF
CARMEL,
INDIANA
HAMILTON COUNTY
PANEl 7 OF 14
iSEE MAP INDEX FOR PANEL-S NO; PAINTED)
COMMUNITY -f ANElNUMBER
180081 0001 C
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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N~BLDGS S-BLDG B
Surface description (table 3-1 )....,...... Grass Grass
Manning's roughness coeff., n (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............."......JtJft 001 0.01
0.007 (nL)^O.8
Tt ::: ------------ Computed TL....~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.......".......fJit 0.01 0.01
Average velocity, V (figure 3-1)." ...ftJs 203282 2.03282
Tt = U(36DO V)......."..Computed Tt..hr. 0.020 0.025
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Bottom Width...................Jt
Depth. .......' .... ..... ,.ft
Left Side Slope ?: 1
Right Side Slope? 1
Cross sectional flow area, a.........fI^2 0 0
Wetted perimeter. Pw......."........tt 0 0
Hydraulic radius, r=a/Pw Compute f.... ft 0 0
Channel slope.s........... ........ft/ft
Manning's roughness coeff.,n.. (See next sheet)
V =(1.49 r^2/3 s^1/2)/n Computed V'dft1S 0 0
Flow length. L ................".....fi.
Tt -= U(3600 V)...........Computed Tt..hr 0,000 0.000
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Velocity ..... .......... ...... .... ......JtJs 2.5 2.5
Length,....... ..... ................. ." ... "ft 655 680
Tt=LI(3600v).. ,........ ...... ...Computed Tt. .hr 0.073 0.076
Watershed or subarea Tc or Tt ....hr
Watershed or subarea Tear TLmin
01591
101
0.166]1
1011
~ ~ c=:; c= c:= ~ c:== c=: c=:J c...:::J CJ c=::. CJ c:::= c=: c:= CJ c=: CJ
Project: Carmel Professional Center
Owner: Opus North Corporation
Location: Carmel, Indiana
Prepared by: Stacey Paul
Date:
06/1312000
Existing
Area or % Soli Type eN CNxA
Land Use 1 50 B 69 34.50
Land Use 2 50 C 79 3950
Land Use 3 0
land Use 4 0
land Use 5 0
Total: I
1001
,
7400]
7411
Use eN: lr
~~~~~~~~~~~~~~~~~~~
Project: Carmel Professional Center
Location: Carmel, Indiana
Prepared by: Stacey Paul
Date:
07/20/2000
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: I
14:9~1
, 1364.57J
Use eN: II 91il
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Project Carmel Professional Center
location: Carmel, Indiana
Prepared by: Stacey Paul
Proposed South - (S-SLOG)
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Area or % Soil Type eN I 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 1.05 POND 100 105
Total: L
10:-1:31
III 924.591
Use eN: II" 91~
c:::= ~
Date:
07/20/2000
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Subject:
pi<ap 05ED R QvIlN(.",
Date:
Computed by:
Date:
Sheet:
of
Order No.:
Checked by:
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L~66ND
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N-.s-rrE
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Advanced Inte~connected Channel & Pond Routing (ICPR Ver 2.11)
Copyright 1995, Streamline Technologies, Inc.
[1J
. )
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CARMEL BUSINESS OFFICES - OPUS SITE
CONUECTING oPUS PONDS TO EXISTIUG SOUTH
G:\SD\SITE\58207\CALCS\DEV9\SIM 07/19/00
******.... Node Maximum conditions - DEV9 .*...*...*.**.._..*....................*..._._..........***......*....*.....*.....
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(Time units - hours)
Node Group Max Time
Name Name Conditions
Max stage Warning Max Delta MaX Surface
(ft) stage (ft) Stage (ft) Ares (sf)
Max Time Max Inflow
Inflow (efa)
Max Time Max Outflow
Outflow (cfs)
LJ
___~~_______~__._~~~__~___w__r-.*--.__P--~~-_._____r-M__y________~_~~~~______w--~---------~~~-~-~-----------~~__~__w_____'_~~
48CULV MSE 12.45 860.98 861.00 -0.0100 34809.08 12" 13 113.47 12.45 71.35
MEIJER BASE 13.00 854.41 855.31 -0.2200 315.71 13.09 68.27 0.00 0.00
MH BASE 13.08 856.09 861.00 0.0096 1187.75 13.07 68.27 13.08 68.27
MHZ eASE 13.09 855.55 861.00 0.0083 1082.38 13.06 68.27 n.09 68.27
POliO BASE 13.08 8S6.71 857.00 0.0078 84218.73 12.09 104.70 13.07 64.23
POND2 BASE 13.39 857.62 858.00 -0.0063 17640.64 12.05 17.90 15.73 2.50
MH3 NDRTtl 14.32 85B.95 861.00 0.0021 602.81 14.31 3.68 14.32 3.68
PDND-A NORTH 17.85 866.27 868.00 0.0042 92830.82 12.03 63.64 11.73 1.63
POHD-B NORTH 14.31 861. 07 863.00 0.0049 59892.22 12.03 47.43 14.31 3.68
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Advanced Interconnected Channel & Pond Routing (lCPR Ver 2.11> [1J
U Copyright 1995, Streamline Technologies. Inc.
CARMEL BUSINESS OFFICES - OPUS SITE
U COHNECTING OPUS PONDS TO EXISTING SOUTH
G:\SD\SITE\58207\CALCS\DEV9\SIM 07/19/00
********** Basin summary ~ DEV9 *****~*******2****~******+********~**~***~******
LJ _._w_~_w~---------~-~-~~~------_?~-----------------~~----------y---~--_._-------
***
LJ Basin Narne: OS-SOUTH \.I-SITE MPP US31 Il.S11E
Group Name: BASE BASE !lASE BASE BASE
!lode ),lame: POND POND 48cULV 48CULV MH
Hydrograph Type: UK UH UH UH UH
U Uni t Hydrograph: UH256 UH256 UH256 UH256 UH256
PeaKIng Factor: 256.00 256.00 256.00 256.00 256.00
, I Spec Time loe (min): 3.33 1.60 2.67 2.67 0.67
U Comp Time Inc (m;n): 3.33 1.60 2.67 2.67 0.67
Ra i nfatl File: scsn-24 SCSII-24 SCSll-24 SCSI! -24 SCSI I' 24
Rainfall Amount (in): 6.00 6.00 6.00 6.00 6.00
U Storm Duration (hr>: 2t..00 24.00 24.00 2t..OO 24.00
Status: OFFSlTE ONSITE onSIlE OFFSITE ONSITE
Time of Conc. emin) : 25.00 12.0[1 20.00 20.00 5.00
0 Lag Time (hr): 0.00 0.00 0.00 0.00 0.00
Area (a~res): 4.70 9.57 6.40 38.53 1.09
VoL of unl t Hyd {i n): 1.00 1.00 1.00 1.00 1.00
Curve Number: 63.00 91.00 94.00 78.00 91.00
U DCIA C%): 0.00 0.00 0.00 0.00 0.00
Time Max {hrs): 12.17 12.05 12.13 12.13 12.01
U Flo.. Max Cds): 5.48 [,0.50 21.34 92.19 6.40
Runoff Volume (in): 2.18 4.96 5.29 3.58 4.96
Runoff Volume (cf): 37120 172152 123010 500391 19608
U ***
Bas; n Na[llf.!: NE-SIT!: E-sI1E SE-SlTE tl-BLDGS s-BLOG
0 Group Name: BASE BASE BASE NORTH NORTH
Node !lame: POND MHZ PONDZ POtlD-A POND-B
Hydrograpl1 Type: UH UH UH UH UIl
U Unit Hydrograph: UH256 UH256 UH256 UH256 UH256
peaking Factor: 256.00 256. 00 256.00 256.00 256.00
spec Time lnc Cmin): 2.00 0.93 1.60 1.33 1.33
U Camp Time Inc (m;n): 2.00 0.93 1.60 1.33 1..33
Rainfa\ l File: 51;SII-24 5CSII-24 SCSII-24 SCSI I -24 SCSII-24
Rainfall Amount (in): 6.00 6.00 6.00 6.00 6.00
Storm Duration (hr): 2'.. DO 24.00 24.00 24.00 24.00
U Status: ONSITE I NACTI VE ONSI TE OIlSITE 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
U Area (acres): 1.44 0.40 4.54 13.86 10.00
Vol of Un i t ~lyd (in) : 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 (h rs j: 12.07 12.02 12.05 12.04 12.04
Flow Max (cfs) : 4.34 1.81 17.95 63.96 46.14
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^dvan~ed Interconnected Channel & Pond Routing (ICPR Ver 2.11)
copyright 1995, Streamline Technologies, Inc.
[2]
o
CARMEL BUSIUESS OFFICES - OPUs SITE
CONNECTING OPUS PO~DS TO EXISTING SOUTH
G:\SD\SITE\5820?\CALCS\OEV9\SIM 07/19/00
u
********** Basin Summary - DEV9 **************~**********~**~*~**.*******~~~****
__~_~"_._~~_._____~___~_-~---~---__~___H----~--~------__~__~_____________~u_____
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Runoff Volume (in):
Runoff Volume (cf);
4.30
22483
3.99
5786
4.52
74420
4.96
249323
4.96
179887
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Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11) [1]
Copyright 1995, streamline Technologies, Inc.
CARMEL OFFICE BUILDINGS
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*.***.*~** Input Report ***~.***********~~*****.**~**~*~*~**T*******************
-----.--class: Node---------"---------------------------------------------------
Name: 48CULV Base Flow(cfs): 0 Init Stage(ft): 855.85
Group: BASE Length(ft): 0 Warn Stage(ft): 861
cOITI1lent ;
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Stage(ft) Area(ac)
855.85 0
861 0.8
--yo-yo-Class: Node----------------------------------------.-----------.--------
Name: MEIJER Base Flow(cfs); 0 Init Stage(ft): 851
Group: BASE Length{ft); 0 ~arn Stage(ft): 855.31
cOlTIl1Cnt;
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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
--yo-yO-Class: Node-------------------------------------------.---------"-------
Narne; MH Base Flow(cfs): 0 lnit Stage(ft): 852.65
Group; BASE Length(ft): 0 Warn Stage(ft): 861
Cooment:
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St~ge(ft) Area(ac)
852.65 0.01
861 0.01
_ _u ___ -Class: Node- __ __ _ - - - -- -- -- -- -- nd___ -- -- -. - - - --- --- --. --- - -- -- -- -- -----
Name: MH2 Base Flow(cfs): 0 Init Stage(ft); 852.34
Group; BASE Length(ft): 0 ~arn Stage(ft): 861
Cooment:
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Stage( ft)
852.34
861
Area(ac)
0.01
0.01
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Advanced Interconnected Channel & Pond Routing ((CPR Ver 2.11} [2]
Copyright 1995, Streamline Technologies, Inc.
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CARMEL oFFICE BUiLDINGS
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********** Input Report ~*~********~*~*********K***~*.********~**~**************
D
- -- - --- -Class:
Name; POND
Group: BASE
Cooment:
Node--------------------------------.-------------------------.--
Base Fto~(cfs): 0 In1t Stagc(ft): 853
Length(ft): 0 ~arn Stage(ft): 857
D
StageCft) Area(ac)
852 0.97
853 1.11
854 1.34
ass 1.63
856 1.8
657 1.97
--------Class: Node-------------------------------------------------_.----------
~ame: PONDZ Base Flow(cfs): 0 Init Stage(ft): 855
Group: BASE Length(ft): 0 IJOlrn Stage(ft): 858
Corrment:
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Stage(ft) Area(ac)
854 0.25
855 0.29
856 0_33
857 0.38
858 0.42
859 0.49
----'---Class: Node--.--------.---------------------------------------.---------
Name: M~3 Base flowCcfs): 0 lnit Stage(ft); 858.3
Group: NORTH Lengtn(ftl: 0 \larn Stage{ft): 861
Corrment:
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stageCft) Area(ac}
858.3 0.01
861 0.01
_ ___ __ --Class: Node- __ ____ -- --.- - - __n___ n_ - -- -- ____n_____ --- - - - H -- - - _____n_
Name: POND-A Base FLo~(cfs); 0 Init Stage(ft): 864
Group: NORTH Length(ft):. 0 \Jarn StageCftl: 868
Corrment: NORTH POND ON OPUS SITE
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StageCft)
864
867
868
AreaCac)
1.67
2.28
2.48
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. __ - __ ue l"ss: Node- -- -- n____ - -- -- - -- - -- - ----- --- -- - - -- - -- -- -- -- ----- - -- - -- ----
Name: POND-B Base Flow(cfs): 0 Init Stagc(ft): 858.7
Group: NORTH Length(ft): 0 ~arn Stage(ftj: 863
Comment: SOUTH PONO ON OPUS SITE
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Stage( ft)
858.7
863
Area{ac)
1.05
1.64
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Adv~nced Interconnected ChanneL & Pond Routing (ICPR Ver 2.11> [3]
Copyright 1995, Streamline TecnnDtogies, Inc.
CARMEL OFFICE BUILDINGS
*.*****~*. Input Report *****************~*****.*********~~*~**********~**~~****
--------Class: Pipe.-----------.--.----------------------.---.-------..-.------.
Name: L1 F ram Node: MHZ Length<fU: 14f.
Group: BASE To Node: MEIJER Count:
UPSTREAM DOWNSTREAM Equation: Average K
Geometry; Ci rcular Ci rcular Fl ow: Both
Span( i 11): 54 54 Entrance Loss toet: 0.5
Rise{in): 54 54 Exit Loss Coet: 0
Invert(ft): 852.34 852.08 Bend Loss coef: 0
Manning/s ~: 0.013 0.013 Outlet CntrL Spec: Use de or tw
Top Cl ip( in): 0 0 Inlet entrl Spec: Use dn
Bottom clip(in): 0 0 Stabilizer Option: None
Upstream FHI./A Inlet Edge Description:
circular Concrete: square edge ~I head~all
Downstream FH~A Inlet Edge Description:
Circutar Concrete: Square edge wi headwall
Structure # to Structure #
_ _n_._ -CLass: Pipe--- uo -. --- ------- nn_n p. --" - -- --.- - -- p -- - -- -- - -- - ----.-
Name: L 1A From Node; MH Length (ft) : 173
Group: BASE To Node: MH2 Count: 1
UPSTREAM DNNSTllEAM Equation: Average K
Geometry: Circular Circular Flow: Both
Span(in): 54 54 Entrance Loss coef: 0.5
Rise(in): 54 54 Ex it Loss Coef: 0
lnvert(ft): 852.65 852.34 !.lend loss Coef: 0
Manning'S N: 0.013 0,013 Outlet Cntrl Spec: Use de or tw
Top Cl ip( in): 0 0 Inlet Cntrl spec: Use dn
Bottom cl ip( in): 0 0 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHIJA Intet Edge Description:-
Circular Concrete: Square edge wi headwall
Structure #
to Structure #
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Advanced toterconneeted Channel & Pond Routing (lCPR Ver 2.11) [4]
copyright 1995, Streamline Technologies, Inc.
CARMEL OFFICE BUILDINGS
********** Input Report *****w**********.***********~~**.****~*************~****
--------Class: Pipe------------------------------------------------------------.
Name: L2 FrOOl Node: POND Length(ft): 198
Group: BASE To Node: !1H Count: 1
UPSTREAM DOWNSTREAM Equation: Average 1(
Geometry: Circular CIrcular Flow: Both
SpanCin): 48 L,8 Entrance Loss Coef: 0.5
Rise(in): 48 48 Exit Loss Cod: 0
Invert( ft): 853 852.65 Bend Loss Coef: 0
Manning'S N: 0.013 0_013 Outlet Cntrl Spec: Use de or tw
Top Clip(in): 0 0 loLet Cntrt Spec: USe dn
Bottom cl ip( in): 0 0 Stabilizer option: None
Upstream FH~A Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wI headwall
Structure #
to Structure #
---...--Class: Pipe---------.--------------------.-.----------------------------
Name: L3 From Node: 48CULV Length (ft): 194
Group: BASE To Neele: POND Count: 1
UPSTREAM DOWNSTREAM Equation: Average K
Geometry: Circular Circular Flail: Both
SpanOn) : 48 48 Entrance Loss Coef: 0.5
Rise(in): 48 48 Exit Loss Coef: 0
Invert<ft): 855.85 855.41 Bend Loss Coef: 0
Manning'S N: 0.024 O.OZ4 Outlet Cntrl spec: Use de or tw
TOp Cl j p{in): 0 0 Inlet Cntrl Spec: Use dn
Bottom Clip(in): 0 0 Stabilizer Option: NonE"
Upstream FH~A Inlet Edge Description:
Circular eMP: Projecting
2
3
Downstream FHYA Inlet Edge Description:
Circular eMP: Projecting
2
3
Structure #
to Structure #
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Advunced Interconnected Channel & Pond.Routing (ICPR Ver 2.11) [51
Copyright 1995, Streamline Technologies, Inc.
CARMEL OFFICE BUILDiNGS
...*****it** 1 nput Report *~,,**'***********'1"''fI:!*'fI:!*,,**''**IIr;~*)Ir'Ji"1t"/l(****''*;k*****''*********
n .._ .__ class: pi pe_ __ - - - -- - - n - -- -- -- -- __n --. __n_ - ..---" -- --- -- - -- -- --- - - ----
Warne: L7 From Node: POND2 Length( ft): 411
Group: BASE To Node: POND Count: 1
UPSTREAM DO\.INSTREAM Equation: Average j(
Geometry: Circular Circular flo\o/: Both
SpanO n): 12 12 Entrance Loss Coef: a.s
Rise{in) : 12 12 Ex it Loss Coaf: 0
Invert(ft): 855 853 Bend Loss Coef: 0
Manning's N: 0.013 0.013 Outlet Cntrl Spec: Use dc or tw
Top Cl ip( in}: 0 0 Inlet Cntrl Spec: Use dn
Bottom CI i p( i n}: 0 0 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
3
Downstream FH~A Inlet Edge Description:
Circular Concrete: Groove end projecting
3
"1
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Name: L4 From Node: MH3 LengthCft}= 100
Group: NORTIt To Node: MH Count: 2
UPSTREAM DOWNSTREAM Equat ion: Average K
Geometry: Circular Circular Flow: Both
SpanCln) : 21 21 Entrance loss Coef: 0.5
Rise(in): 21 21 Ex it Loss Coef; 0
Invert(ft) : 858.3 857_48 Bend Loss Cod: 0
Manning'S N: 0.024 0.024 Outlet CntrL Spec: Use dc or tw
Top Clip(in): 0 0 Inlet Cntrl spec: Use dn
Bottom Clip(1n): 0 0 Stabilizer Option: None
Upstre8m FHijA Inlet Edge Description:
Circular eMP: Projecting
2
3
Downstream FHWA Inlet Edge Description:
circular eMP: Headwall
2
Structure #
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Copyright 1995, Streamline Technologies, Inc.
CARMEL OFFICE BUILDINGS
********** Input Report ***'1t~,*********'1:*-'k"t''''*''*,*'''if*.*****'Il::*,************,*-j-,*'''******
--------Class: Pipe-------------------------------------------------------------
~ame: L8 From Node: POND-8 Length (ft) : 44
Group: NORTI{ To Node: MH3 Count:
UPSTREAM DCJ\.INSTREAM Equation: Average I(
Geomet ry: ciicular Circular Flow: Both
SpanCln) : 10 12 Entrance Loss Coef: 0.5
Rise(in): 10 12 Exi t losS Coef: 0
1 nvert( ft): 858_7 858.3 Bend Loss Coef: 0
Manning's N: 0.013 0.013 Outlet Cntrl Spec: Use de or t\.l
Top clip(in): 0 0 Inlet Cntrl Spec: Use dn
Bottom Cl ip{in): 0 0 Stubilizer Option: None
Upstream fHWA Inlet Edge Description:
Circular Concrete: Square edge wI headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
PIPE CONNECTION BETWEEN pm.rD-B A~D 21" TWIN PIPES
--------Class: pipe--------------------------------------------------------.----
Name: 19 From t.rode: POND-A Length(ft) ; 298
Group: NORTH To Node: POt.rD-B Count: 1
UPSTREAM DOWNSTREAM Equation: Average K
Geometry; Circular Circular Flow; Both
span(in): 8 8 Entrance Loss Coef: 0.5
Rlse(in) : 8 B Exit Loss Coef: 0
Invert{ft) : 864 858.7 Bend Loss coef: 0
Manning'S N: 0.013 0.013 Dutlet Cntrl Spec: Use dc or tw
TOp Cllpcin): {} 0 Inlet Cntrl Spec: Use dn
Bottom Cllp(in): 0 0 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
circular Concrete: Square edge wI head~all
Downstream FHWA Inlet Edge Description:
Circular Concr'ete: Square edge wi headwall
CONNECTING PIPE BETWEEN POND-A AND POND-S
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\ (ft) (ac} lac} (e) (min) (min) (inlhr) (cis) (efs) {flfs} (in) (%1 (ft) 1ft) (ft) 1ft, (ft) (ft)
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1 0.27 795 0.35 0.09 6.24 8,0 8.7 5.8 36.17 41.86 6.65 36 0.39 864.39 864.00 866.54 866.16 870.00 86800 #1-#2
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3 2 0.48 2.56 0.80 0.38 205 5.0 7.0 63 12.87 17.87 3.24 27 0.33 864.66 86463 867.38 867.36 869.15 868.00 #3-#4
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4 i 3 ' 234.0 0,63 2.08 080 0.50 1.65 5.0 5.6 6.8 1123 11.99 2.83 27 015 865.01 864.66 867.71 867.40 869.05 869.15 #4-4/.5
5 4 9.0 0.64 0.84 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 4 125.0 0.35 0.81 0.80 0,28 0.65 5.0 5.0 7.0 4.51 4.55 3.68 15 0.50 865.63 865,01 868.45 867.83 868.70 869.05 #5-#7
7 6 19.0 0.46 0.46 0.80 0.37 037 5.0 5.0 7.0 2.57 2.65 3.27 12 0.56 865.68 865.63 868.70 868.66 i 869.00 868.70 #7418
8 2 125.0 0.42 0.81 080 0.34 0.65 50 5.1 7.0 4.51 557 3.68 15 0.74 865.57 864.64 867.97 867.36 36905 868.00 #3-,#9
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9 8 9.0 0.39 0.39 0.80 0.31 0.31 5,0 5.0 I 7.0 2.18 5.69 2.78 12 2.56 866.23 866.00 868.22 868.18 86930 869.05 #9~10
10 1 161,0 0.41 3.78 0.80 0.33 3.02 5.0 7.0 6.3 19.01 20.84 3.25 33 0.16 864.64 864.39 867.24 867,06 86900 \ 870.00 #2-#13
11 I 10 9.0 0.48 2.56 0.80 0.38 2.05 5.0 6.9 6.3 12.90 1458 3.25 27 0.22 864.66 86464 867.38 867,36 869.00 869.00 #13-#14
12 11 225.0 0,63 208 0,80 0.50 1.66 5.0 5.6 68 11.23 11.99 2.83 21 0.15 865.00 864.66 867.70 867.40 86900 869.00 #14-#15
13 12 9.0 0.64 0.64 0.80 0.51 0.51 5.0 5.0 7,0 3.58 11.39 4.55 12 10.22 865.92 865.00 86792 867,82 869.00 869.00 #15..;';116
14 12 125.0 0.35 0.81 0.80 0.28 0:65 50 5.0 7.0 4.51 5.00 3.68 15 0.60 865.75 865.00 868.44 B67.82 869.00 859.00 #1 5.-#1 7
I 15 14 90 0.46 046 0.80 037 0.37 5.0 5,0 7.0 2.57 5.57 327 12 2.44 865S7 865.75 868.69 858.65 869.00 86900 #17-#18
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16 1D 125.0 0.42 0.81 0.80 0.34 0.65 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
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18 1 200.0 0.06 0.12 0.80 0.05 0.10 5.0 57 6.7 0.65 252 1.09 12 0.50 86657 865.57 867,16 867.06 870.00 87000 #2-#11
18 18 136.0 0.06 0.06 0.80 0.05 0.05 5.0 5.0 7.0 0,34 2.52 0.84 12 0.50 866,75 866.57 867.19 867.18 \ 870.00 870.00 #11-#12
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Project File mafn.slm I-D-F File: indianapolis,IDF Tolal number of lines: 19 Run Date: 07-18-2000
NOTES: Inlensity '" 56.97 I (Te + 9.00) ^ 0.80; Return period = 10 Yrs: Initial \ailwater elevation'" 866.16 (ft)
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1 ; 101.0 035 7.0 1.96 3.26 12 1.56 865.83 864.25 866.42 859.00
2 0.35 0.80 0.28 028 5.0 5.0 4.45 865.27 868.00 # 22 -'#23
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project File: north.stm I-D-F file; indianapolis.IDF Total number of lines: 2 Run Date: 07-20-2000
NOTES: Intensity = 56.97 f (To + 9.001 ^ 080; Return period'" 10 Yrs.; initial tailwaler devation '" 864.72 (ft)
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(ft) (ac) lac) (e) (mln) {mini (in/hrJ (cfs) (cIs) 1ft/5) (in) (%) (ft) (ft) : (ft) (ft) (ft) (ft)
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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 4.76 12 086 1864.18 86400 86497 86480 86800 866.00 #24-#25
2 1 121.0 O.3B 0.36 0.80 0.29 0.29 5.0 5.0 7.0 \ 2.01 4.39 386 12 1.52 1866.42 864.58 867.02 86524 869.00 868.00 #-25-#26
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Project File: South.stm I.D-F File: indianapolis.1DF Total number of lines: 2. Run Date: 07-18-2000
NOTES: intensity'" 56.97 ((Tc + 900) ^ 0.80; Return period = 10 Yrs.; Initial tailwater elevalion '" 864.80 (ft)
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No. Lines: 11
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(ft) (ac) (ac) [el (min) (min) (infhr) (ds) (ets) (ftls) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 182.0 048 5.23 0.80 0.36 4.18 5.0 10_6 5.4 22.39 25.69 4.05 36 0.15 858.97 658.70 86116 860.89 866.00 862.00 #;'5-#36
2 1 g.O 0.53 3.29 080 0.42 2.53 5.0 10.5 I 5.4 14.11 15.91 2.90 30 0.15 858.99 858.98 86142 861.41 866.00 866_00 #36-#37
3 2 174.0 012 2.16 0.80 0.10 2.21 5.0 9.6 56 12.31 1 12.42 3.10 21 0.16 85927 858.99 86172 851.44 866.00 86600 #37-#38
4 3 380 . 0.12 2.32 0.80 0.10 1.86 5.0 9.4 5.6 10.43 10.35 3.32 24 0.21 85935 859.27 861.95 861.87 866.00 866.00 #38-#39
5 4 1460 0.45 2.20 0.60 036 1.76 5.0 8.6 5.8 10.23 10.42 326 24 0.21 1859.56 859.35 862.27 861.97 866.00 866.00 #39-#40
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_66 862.50 852.44 866.00 866.00 #40-#41
7 5 129.0 1.23 1.23 080 0.98 0.98 B.O 8_0 6.0 5.B9 5.85 3.33 18 0.31 860.06 859.66 862.84 862.44 866.00 866.00 #40-#42
8 3 125.0 0.14 0.32 0.80 0.11 0.26 5.0 5.5 6.8 1.74 2.48 2.21 12 0.49 859.88 85927 862.16 861.87 864.00 B6600 #38-#45
9 8 41.0 0.18 0.18 0.80 0.14 0.14 5.0 5.0 7.0 1.01 3.73 128 12 1.10 860.33 859.88 862.27 86224 864.00 864.00 #45-#46
10 1 1128.0 0.50 1.46 0.80 10.40 1.17 5.0 5.0 7.0 8.14 9.16 2.59 24 016 859_19 858.98 861.58 861.41 865.00 I 866.00 #36-#43
11 10 19.0 0.96 0.96 0.80 0.77 0.77 5.0 5.0 7.0 5.36 5.35 3.44 18 026 B62.30 862.28 863.54 863.51 865.00 865.00 #43-#44
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Project File: Main-soulh.stm l-D-F File: indianapclis.IDF Tolal number of lines: 11 Run Date: 07.1 B-2000
-
NOTES: Intensity" 56.97 f (Tc + 9.00) ^ 0.80; Return period = 10 Yrs.; Initialta'Jwater elevation = 860.89 (ft)
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WETLAND DELINEATION REPORT:
TABLE OF CONTENTS
INTRODUCTION . . ' . . - - . . , - . . . . , , . . . . . . . .
1
REGULATORY DEFINITIONS . . , . . . . . . . . . . . . . . . . . . . . . ' . , . . . . . . . - , . . . .. 1
BACKGROUND INFORMATION . . . . . . . , . . . . . . . . . . . . : . . . . . . . . . . . . . . . , ,. 3
SITE INVESTIGATION & DESCRIPTION . . . . _ . . . . . . . . . . . , , . . . . . - .. . , , . . .. 4
JURISDICTIONAL ANALYSIS ..,.......'..........., _ . , . . . , . . . . . . . . .. 6
SUMMARY AND CONCLUSIONS .....,.,.................,........... 7
Appendix A - Site Photographs
Appendix B - Routine Wetland Delineation Data Sheets
Appendix C - Survey of Wetland Areas
J.Y. New & A:;,ocialcs, hie.
JFNA File# 00-06.Q4
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WETLAND D'ELINl:ATION REPORT:
U.S. 31 AND 126m STREET
HAMILTON COUNTY, INDIANA
1.0 INTRODUCTION
1.1 J.F. New & Associates was contracted to perform ajurisdictional determination and delineation
of the boundaries of "waters of the United States, II including wetlands, which occur within the project
site located at the northeast corner of the intersection of US. 31 and 126th Street within Section 26
,
Township 18 North, Range 3 East, Carmel, Clay TO\VIlship, Hamilton County, Indiana.
Approximately 0.4:l: acres of wetlands were identified on the site.
1.2 This report identifies the jurisdictional status ofthe proj eet area based on IF. New & Associates'
best professional understanding and interpretation ofthe Corps of Engineers Wetland Delineation
Manual (J 987) and Corps of Engineers guidance documents and regulations. Jurisdictional
determinations for other II waters of the 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 aU "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 UnitedStates
"Waters of the United States" are within the jurisdiction of the Corps of Engineers under the Clean
Water Act. "Waters of the United States" is a broad term which indudes waters that are used or
could be used for interstate commerce, This includes wetlands, ponds, lakes, territorial seas, rivers,
tributary streams including any definable intennittent watervvays, and some ditches below the
"Ordinary High Water Mark (OH\VM)." Also included are manmade waterbodies such as quanies
and ponds which are no longer actively being mined or constructed. Wetlands, mudflats, vegetated
shallows, riffle and pool complexes, coral reefs, sanctuaries and refuges are aU considered special
aquatic sites which involve more rigorous regulatory pernritting 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 II 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.
J.F. New & Associates, lnc.
JFNA File# 00-06-04
Page: \
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U.S. 31 and 126t1o Street
Hamilton County, Indiana
July 4, 2000
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2.2.1 Wetland Vegetation. In the course of developing the wetland determination methodology the
Corps, in cooperation with the US. Fish and Wildlife Service, Environmental Protection Agency and
the Soil Conservation Service, compiled a comprehensive list ofwetiand 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:
Obligate Wetland (OBL) Occur almost always (estimated probability >99%) under
natural conditions in wetlands.
Facultative Wetland (FACW) Usually occur in wetlands (estimated probability 67%-
99%), but occasionally found in non-wetlands,
Facultative fFAC) Equally likely to occur in wetlands or non-wetlands (estimated
probability 34%-66%).
Facultative Upland (FACU) Usually occur in Don-wetlands, but occasionally found
in wetlands (estimated probability 1%-33%)
Obligate Upland (UPL) Occur almost always (estimated probability >99%) in
uplands.
Plants which are GBL, FACW 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 ofthe vegetation strata in the
sample area determines the hydrophytic or wetland status of the plant community. Soil type and
hydro period are two factors important in controlling species composition.
2.2.2 Hydric Soils. 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, Of saturated for a week Of more during the growing season when
soil temperatures are above 320F 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 tillS 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 of the same lightness.
J_F, New & Associates, Inc_
JFNA File# 00-06-04
Page 2
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U.S. 31 and ]26111 Stree.l
Hamilton County, Indiana
July 4, 2000
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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 of numbers from 0 for absolute black, to 10 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 10YR 3/1 soil is more gray than a soil designated 10YR. 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 11 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, sail saturation in the upper 12" of the soil, water marks, sediment deposits
and drainage patterns. Secondary indicators such as oxidized root channels in the upper 12" ofthe
soil, water stained leaves, local soil survey data and F AC-neutraJ 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
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3.1 Existin'iZ maps
Several sources ofinfOlmation were consulted to identifY potential wetlands and wetland soil units
on the site. These include the U. S. Fish and Wildlife Servicds National Wetland Inventol)' (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 NV{l maps were prepared from
high altitude photography and in most cases were not field checked. Because ofthis, 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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JFNA File# 00-06-04
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U.S. 31 and 126th Street
Hamilton County, Indiana
July 4,2000
mapping units are often generalized based on topography and many mapping units contain inclusions
of other soil types for up to 15% ofthe area ofthe unit TIle Corps does not accept the use of either
of these maps to make wetland detenninations.
3.2 NWl map
The National Wetland Inventory 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 survey
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 Investigation Methodology
The delineation of wetlands and other "waters of the U.S." on the site was based on the
methodology described in the COlpS 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 rec01U1aissance of the project area was
made to determine site conditions. The site was then walked with the specific intent of detennining
wetland boundaries. Data statioI1s 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 confiml 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. 'Where stations represent a wetland boundary point they are
presented as paired data sheets, one each documenting the upland and wetland sides of the wetland
bou~dary. The distance the specific upland or wetland stations are from the boundary point is noted
on the data sheet. Approxbnate data station locations are located on Figure 5. The Routine
Wetland Determination data forms used in the jurisdictional delineation process are located in
l.F. New & A55ociale5, Inc.
JFNA File# 00-06-04
Page 4
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U.S. 3\ and 126U, 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.
4.1.3 Wetland Boundary Survey_ A survey of the wetland locations is included as Figure 6.
4.2 General Site Conditions
The site is located at the northeast comer ofthe intersection of U.S. 31 and 1261h Street and was
delineated by J.F. New and Associates on June 19, 2000. The majority of the property consists of
cropland with a sman 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 on 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.
4.3 Technical Descrimions
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Wetland A
This area is located in the south portion of the subject site, on the north side of 126th Street (Figure
5). The littoral shelf and bank ofthe open water system is dominated by shrubby plant species such
as black 'lVillow (Salix nigra, OBL) and gray dogwood (Cornus racemosa, FACW-). Herbaceous
species consisted of pond weed (Potamogeton sp., OBL), swamp milkweed (Asclepias incamata,
OBL), spikerush (Eleocharis sp.. OBL) and short beaked sedge (Carex 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 of1 OYR4/4 with few mottles oflOYR 5/4 to a depth of8 inches and] OYR
6/3 with many mottles of lOYR 5/8 to a depth of 16 inches. Hydrological indicators consisted of
inundation and drift lines_ Results of the F AC-neutral test also indicate that wetland hydroiogy 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 NWI
map. This conununity is defineQ. by the presence of mature silver maple (Acer saccharinum, F ACW)
and gray dogwood (Comus racemosa, F ACW-) within the central portion of the farmland.
Hackberry (Celtis occidentalis, FAC-) and white mulbeny (Morns alba, FAC) are also located
within this community. The ground cover within this small clump oftrees consists of garlic mustard
(Alliaria petiolata, FAC) and poison ivy (Toxicodendron radicans, FAC+). The type of plant
species dominating this conununity meets the first of the three criteria to be considered a wetland.
J.F. New & Associates, Inc.
JFNA File# 00-06-D4
Puge 5
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U.S. 31 and 126tl\ Strcet
Hamilton County, Indiana
July 4, 2000
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Soils within this wetland area exhibited a matrix color of 10YR 3/1 to a depth of 6 inches and a
color of 10YR 3/2 to a depth of 16 inches for test pit B-1, which does not meet the hydric soit
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 .roRISDICTIONAL ANALYSIS
5.1 Corps of Engineers
The Corps of Engineers has authority over the discharge offill 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 pennit must be
obtained from the Corps of Engineers before any ofthese activities occur. Permits can be divided
into three general categories: individual Pennits, Nationwide Pennits and the Regional General
Permit for Indiana. The Regional General Pennit for Indiana authorizes activities associated with
the construction or installation of new facilities or structures as wen as for agriculture or mining.
Proposed wetland impacts must be less than 1 acre and meet specific criteria in order to quality for
these permits. Section 401 Water Quality Certification must be obtained from the Indiana
Department of Envirornnental Management before the Corps will perform their permit review.
Nationwide Permits have been developed for projects which meet specific criteria and are deemed
to have minimal impact on the aquatic envirornnenL Individual Permits are required for projects
that do not fall into one of the specific Nationwide Permits or the Regional General Permit or are
deemed to have significant envirornnental 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 permits 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 of Natural Resources (ID"NR) has jurisdiction over the floodway of ditches
and streams with a watershed greater than one (1) square mile. If impacts are proposed to
jurisdictional t100dways, a Construction-In-A-Floodway permit may be required [wrn the IDNR.
J.F. New & Associates, Inc.
JFNA File# 00-06-04
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U.S. 31 and 126th Street
Hamilton County, Indiana
July 4, 2000
6.0 SUMMARY & CONCLUSION
J.P. New & Associates inspected the Opus North Corporation's project site located at the northeast
corner ofthe intersection orD. S. 31 and 126th Street within Section 26, Township 18 North, Range
3 East, Cannel, Clay Township, Hamilton County, Indiana on June 19, 2000. One jurisdictional
"waters of the U. S.", open water! emergent wetland, totaling approximately 0.4:1: 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.
l.F. New & Associates, Inc.
JFNA FileI;' 00-06-04
Page 7
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Figure 1:
Site Location Map
U.S. 31 and 126th Street
Opus North Corporation
Hamilton County, Indiana
(Source: Delorme 3-D TopoQuads)
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PerrrriWn9 ..Delir'1~otion'S "'" MH;g:oti.on De~i9f) . Wethmd
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JPNA # 00-06-04
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Figure 2: NWI Map (Carmel Quad, 1990)
U.S. 31 and 126(h Street
Opus North Corporation
Hamilton County, Indiana
JFNA # 00-06..04
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FRESH\V A TER WETLAND CLASSIFICATION
R -RIVERINE
12 LOWER PERENNIAL I
I ~
RB"ROCK
l'lOnOM
AD-AQUATIC
DED
lIB - UNCONSOLlDATEn
BOTTOM
I Bed,ock
2 RlIhhl.
I Mg.r
2 Aguatic Moss
3 Rootod Voselll",
4 FlOllling Vascula,
5 ljNK Submergenl
5 UNK Surf.""
I Cobble/Gravel
2 Sand
3 Mud
4 OrgnDio
MODIFYING TERMS
US- UNCONSOLIDATED
snORE
SB - STREAMBED"
1 CobbkfG,avcJ
2 Salld
3 Mud
4 Org"nie
5 V .getnl~d
I
2
3
4
!)
6
7
Eedrock
Rubble
Cobble-Gr..vel
Sand
Mud
Orga~ic
Vegelatw
In ardor to more ndeqIJ8tely d<!cribe wetland ond "quo'i. habitats waler regime, waler ohemistr)', soil or. sl'ccialmooifiers may be applied,
WATER REGIME
NON-TIDAL
A Temporarily Flooded
J Intermiltcn11y Floodod
K Artifteially Floodod
B SU111flltM
C S"",on..lly Flooded
W lnrermil1enlly FlnodedtTemporsry
D Seasonally Floodedl Wcll-Drairied Y SatllralcdfScm;petmanentlSeasonal
E Scosonally l100dedIS,rnr01cd
Z (ntermittently ExposcJIPennnnenl
F Semipernls"onlly Flooded
U Unknown
G Il\lermiHen\!y Exposed
H PermAnenll]' flonded
Domin.nee Iype' mu~( b< added t>y Users.
WATERCIJE.i\1ISnn'
INLAND SALINrTY
4 TNTERMITTENT
15 UNKNOWN PERENNIAL
I
EM - EMERGENT"
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.STREAMBED is limited 10 TIDAL and frITERMITTENT SU8SYSTEMS, and comprises the only CLASS in the INTERMITTENT SUBSYSTEM.
'.EMERGENT]S LIMITED TO TlDAL and LOWER PERENNIAL SUBSYSTEMS. The temaining CLASSES are found in all SUBSYSTEMS.
Figure 3: Key to the National Wetland Inventory Map
U.S. 31 and 1261h Street
Opus North Corporation
Hamilton County, Indiana
JFNA # 00-06-04
~F New &
~;;~c;atesJ Inc.
'>955 [<>gl. Ce<.k Parkwoy
Suito! A.
lh"iooo~Ii., IN 4625~
Phooe: 317-:188-1982
r.x: 3'7-338-1988
Permi\ling . Delineotioos . Miti9olion Design' Biological !rwenlarie,
Weiland coo Pro;,ie Nursery . lake ond Stream Enhancement
Notural Syslems for Woslewo\er Tee-olmeol
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Figure 4:
Hamilton County S.Oil. Survey (Sheets 52 & 58) t
U.S. 31 and 126tlt Street \
Opus North Corporation \
Hamilton County, Indiana ~ ~_
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Figure 5: Aerial Photograph (Spring, 1997)
U.S. 31 and 126(0 Street
Opus North Corporation
Hamiltoo County, Indiana
JFNA Ii 00-06-04
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FIELD NOTES:
WETLAND DELINEA TIONIDETERMINA TION
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Project/Site:
Client:
I nvestigator( s):
U.S. J 1 and 126111 Street
Opus North Corporation
Marc WoemJe
WETLAND
Distance from Stake:
YeslN 0
YeslNo
Y eslN 0
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STATION # A-I
NOImal Circumstances?
Significantly Disturbed?
Potential Problem Area?
J
Date:
County:
State:
10' S
Yes
No
No
STATION # A-2
Normal Circumstances?
Significantly Disturbed?
Potential Problem Area?
6/1 9/00
Hamilton
Indiana
UPLAND
Distance from Stake:
Yes/No
y es/N 0
Yes/No
JO'N
Yes
No
No
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VEGETATION
Stratum
Tree
Tree
Herb
Herb
Dominant Species
1. SaIix nigra
2. Camus racemosa
3 Potamogeton sp.
4. Eleochan's sp.
5.
6
7.
8.
Percent of Species GEL, FACW, FAC (exc1- FAC-)
Remarks:
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VEGETA TION
Stratum
Herb
Dominant Species
I. Glycine roCV';
2.
3.
4.
5.
6.
7.
8.
Percent of Species OBL, FACW, FAC (excl. FAC-)
Rem&rks:
Indicator
OBL
F ACW-
OBL
OBL
Indicator
UPL
100%
0%
HYDROLOGY
Field Indicators Depth Q[Surface Water 7"
Depth to Free Water: NA
Depth to Saturated Soil: NA
PRIW1AR Y INDICATORS SECONDARY INDICATORS
X Inundated Oie root channels
Saturated <12" Water-stained leaves
X Water marks X Local soil sW'vey data
X Sediment deposit --x- FAC- Neutral test
Drainage pattems Other{explain in Remarks)
Remarks:
HYDROLOGY
Field Indicators: Depth of Surface Water: None
Depth to Free Water; >16"
Depth to Saturated Soil: > 16"
PR.IJ:v1AR Y INDICATORS SECONDAR Y 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
Brookston silty clay loam (Br)
Map Unit Name:
Profile Description:
Depth Matrix
NA
SOILS
Brookston silty clay loam (Br)
Map Unit Name:
Profile Description:
Depth Matrix
0-8" lOYR 4/4
8-16" lOYR6/3
Mottle
Te:'1Ure, Structure, etc.
Mottle
lQYR 514
lOYR 518
Histosol
Histic epipedon
Sulfidic odor
Aquic moisture reg.
Gleyed
Low Chroma
Remarks:
HYDRlC SOIL INDICATORS
Concretions
Organic contenVsandy s<li!s
Organic streaking/sarldy soils
~ Local hydric soils list
X- . National hydric SOIls lIst
Other (explain in Remarks)
Histosol
Histic epipedon
Sulfidic odor
Aquic moisture reg,
G1eyed
Low Chroma
Remarks:
HYDRlC SOIL INDICATORS
Concretions
Organic content/sandy soils
Organic streaking/sandy soils
X- Local hydric soils list
-X National hydric soils list
Other (explain in Remarks)
Te^-iure, Structure, etc.
silty cla y 103ID
silty clay loam
we'i LAND lIET.ltltM.lNATJON
Hydrophytic vegetation present?
Wetland hydrology present?
HycIric soils present?
Sampling point v,ithin a wetland?
Remnrks: Qll.illrfies as a wetland
X Yes
-X Yes
-X Yes
""'X" Yes
No
No
No
No
W EILAND DETERMiNATION
Hydrophytic vegetation present? Yes
Wetland hydrology present? Yes
Hydric soils present? Yes
SillTIpling point WIthin a wetland? Yes
Remarks: Docs not qualify'as a wetlim~
X No
"'X No
X"'No
X"'No
JF. New & Associates, Inc.
JFNA #00-06-04
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FIELD NOTES:
WETLAND DELINEA TIONtDETERMINA TION
U.S. 31 and 1261il Street
Opus North Corporation
Marc Woemle
Project/Site:
Client:
lnvestigator( s):
Date:
County:
State:
6/19/00
Hamilton
Indiana
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STATION #
Normal Cirr.umstances?
Significantly Disturbed?
Potential Problem Mea?
WETLAND
Distance from Stake:
YeslNo
Yes/No
YeslNo
STATION # B-1
Normal Circumstances?
Significantly Disturbed?
Potential Problem Area?
UPLAND
Distance from Stake:
Y es/N 0
y es/N 0
Yes/No
NA
Yes
No
No
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VEGETATION
Domina...t Species Stratum Indicator
I.
2.
3.
4.
5.
6.
7.
8.
Percent of Species OBL, F ACW, F AC (exd. FAC-)
Remarks:
Dominant Spt.'Cies
1, Acer sacchan'/lum
2. Camus racemosa ,
3, AWana petiolata
4, Toxicodendron radicans
5.
6,
7.
8.
Percent of Species OEL, FACW, FAC (excl. FAC-)
Remarks:
VEGETATION
Stratlllu
Tree
Tree
Herb
Vine
Indicator
FACW
FACW-
FAC
FAC+
100%
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HYDROLOGY
Field Indicators: Depth ofSwface Water:
Depth to Free Water:
Depth to Saturated Soil:
PRIMARY 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:
HYDROLOGY
Field Indicators: Depth of Surface Water: None
Depth to Free Water: > 16"
Depth to Saturated Soil: >16"
PRlloAARY INDICA TORS SECONDARY INDICATORS
Inundated Ox. root chillllJels
Saturated <12" Water-stained leaves
Water marks Local soil survey data
Sediment deposit X- FAC- Neutral test
Drainage patterns Other (explain in Remarks)
Remarks:
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SOlLS
Map Unit Name:
Profile Description:
Depth Matrix
~ottle Texblle,Struc~e,eoc.
SOILS
Crosby silt loam, 0 to 2 % slopes (CrA)
Map Unit Name:
Frome Description:
Depth Matrix
0-6" lOYR 3/1
6-16" IOYR 3/2
Mottle
Texture, Structure, etc.
silty clay loam
silty clay loam
Histosol
Histic epipedon
Sulfidic odor
Aquic moisture reg.
Gleyed
Low Chroma
Remarks:
HYDRlC SOlL INDICATORS
Concretions
Organic content/sandy soils
Organic streaking/sandy soils
Local hydric soils list
National hydric soils list
Other (explain in Remarks)
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WETLAND DETERMINATION
Hydrophytic vegetation present? X Yes
Wetland hydrology present? Yes
Hydric soils present? Yes
Sampling point within a welland? Yes
Remarks: Does not qillllifY as a wetlan~
No
X No
XNo
"X" No
HYDRIC SOIL lNDICATORS
Concretions
Organic content/sandy soils
Organic streaking/sandy soils
Local hydric soils list
National hydric soils list
Other (ex-plain in Remarks)
Histoso!
His-tic epiIledon
Sulfidic odor
Aquie moisture reg.
Gleyed
Low Chroma
Remarks:
WETLAND Db; 1 J.<;KM1.NATlON
Hydrophytic vegetation present? Yes No
Wetland hydrology present? Yes No
Hydric soils present? Yes No
Sampling point within a wetland? Yes No
Remarks: Qualifies as a wetland
IF, New & Associates, Ine
JFNA #00-0604
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Appendix E
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Woolpert Phase 1 Drainage Report
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Drainage Report
OPUS LANDMARK AT MERID!AN
Opus North Corporation
Carmel, Indiana
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-'---'_~
September 2005
\2.2.'1'- Oc-~~, ~5'
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TABLE OF CONTENTS
DRAINAGE SUMMARY & SITE MAPS ,... ,.,.....,.,.. ..,...-on. .., ..............."...." ......... ,......... SECTION 1
DEVElOPED SITE DRAINAGE PLAN......... ....... ....,.............. ...... ............ .......................... SECTION 2
STORM SEWER CALCULATIONS.. ........... ...,.............. ......, .......... .....n..............,... ..... ....... SECTION 3
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woolpert
,July 2005
Gplis Landmark 8'( Meridi'iin
Opus North Corporalion
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DRAINAGE REPORT
Existing Conditions
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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 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 n corrugated metal pipes.
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The allowable release rate from the twin 21" ClVlP's into the existing manhole south of West
Cannel 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 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 Pennsylvania Street overtopping during
intense rainfal1 events.
According to -the FEMA Flood Boundary and Floodway Map, Community Panel 180081 0007 C,
the site does not lie in a floodplain.
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Proposed Conditions
The proposed improvements include two multi-story office buildings, parking areas, expansion
of the existing detention pond, storm 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 of the pond will direct discharge into the temporary charmel. Pond A will outlet into a
temporary channel that flows south to the existing twin 21-inch pipes under Cannel 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 charmcl is 2.ncfs. 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 IOO-year pond elevation of 867.86 ft.
A proposed watershed map for this site can be found in Section 2 ofthis report
Wool pert
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 1 QO-year,
24-hour rainfall event to 2.92efs into the temporary channellhat flows to the existing twin 21"
eMF 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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Pond A
Release Rate (cfs)
2.35
_ '> '?on~,~nekns;: O,'.l-s c~c.,
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 Jar all storm
sewer calculations and the ronoffvalue was taken as 0.85.
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 of Pennsylvama 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 ofthe site is less than 2.95 cfs, 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
October 2005
Opus Landmark al Meridian
Opus Nmh Corporation
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HAMILTON COur'lTY. 'I'IDIANA
SHEET f\!Ui\'1B[R 50
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APPROXJMATE SCALE
400 0 dOO FEET
~t-------------1 I
'FLOODW AY
FLOOO BOUNOARY AND
FlOODWAY MAP
CITY OF
CARMEL,
INDIAt~A
HAMILTON COUNTY
PANEL 7 Of 14
[SEE Mi>P INOEX FOF1 Pi> N El.S N,OT PRINTED)
. ,
COMMUNiTY.PANEL NUMBER
. 1BOOBl 0007 C
EFFECTIVE DAn:
MAY 19, 1981
federal emergency management agency
federal insurance administration
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Project: Opus Landmark at Meridian
Location: Carmel, IN
Prepared By: JRS
Date: 9/9/2005
Proposed
N-BLDG
Grass Grass Grass
0.15 0.15 0.15
20 0 0
2.64 2.64 2.64
0.020 0.000 0.000
Grass Grass
0.15 0.15
o 0
2_64 2.64
0.000 0.000
Channel Flow:
paved aved paved aved paved
80 0 0 0 0
0.015 0.000 0.000 0.000 0.000
2.490 0.000 0.000 0.000 0.000
1i~Ji~~@:€~~ iir~lIDJiQ B~~'Jl jjffi.~~i~m~~~~:$W:~iqQ:
Bottom Width....................ft
Depth... .................ft
Left Side Slope ?: 1
Right Side Slope 7:1
Grass sectJonal flow area, a..........ft^2 0 0 0 0 0
Wetted perimeter, Pw....................ft 0 0 0 0 0
Hydraulic radius, r-alPw Compute L.ft 0 0 0 0 0
Channel slope,s. ..... ............ ....ftlft
Manning's roughness coeff..n..
V =(1.49 r^2/3 s^1/2)/n Computed V...ftJs 0 0 0 0 0
Flow lenQth, L ........... ....... ......ft.
Tt = U(3600 V)...........Computed Tt..hr. ~~fQlO,t'!.ro. ff.4iJ.tMffiJ[g &iWi,;Qf;r10,o.: ~l)!~'qW'QQ @r~ii\pl,Q00
Pipe Flow:
Velocity_........ ._.. _.... __ .......... ..........ftIs 2.5
Length. ...._ ... .... ........ ....... .... ...........ft 987
Tt=U(36DOv). _n_______ ...- ...Computed. Tt..hr J]Z~Th;0.I~1ttQ: !ff%~:rg(:,,~~; 1({~~~Q;'t(qfj ~it~~j~O~@ :ti;~iLtb;tibo
_n _ _,_. ..
Totar Time of Concentration:
Watershed or subarea Tc or Tt...._hr
Watershed or subarea Tc 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
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Proposed North - (N-BLDGS)
Impervious
Grass
Grass
Pond
Total:
Area or % Soil T pe
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li:,1::r~1~1r~0&~A:1
Date
7/7/2005
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EX WETLANDS
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Max Time Max Warning Max Delta Max Surf Max -rime
Group Simula.tion Sta.gs Stage Stage Stage Area. Inflow
hr. ft ft ft ft2 hrs
llOR11lPHAS" I&IIloDyr 1L58 BS4.66o e6~.OOO -0.0040 3129 1~.O2
NORTHPHASE It.IIl. a Dyr 12.2' G5C. OM 961. 000 0.0051 11907 12.05
NORTHPHASE I&IIlouyr 12. J2 S59.950 861.000 -0.D082 5JS5 12.13
NQRTltP:v.SE l&I!lDOyr lA.7S Q67.B5a B69.000 o .ooln 55639 1.2.0]
Max
Outflow
cfs
5.197
1'1.729
15.S3~
~re.[ease ~
2.923 L. Z.qS e.-\\~\e.
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Name Group SinT.11ation Stage Stage stage Stage Area Inflow Inflow Outflow Outflow
hI'; ft it Et EtZ hre efe hra cfs
C'iANNEL TEMP NORTHPHASE n,II 10yr H,QS ~6,,5a9 869.000 o.oon 2870 12.77 1. B6 8 12,,.<1 2. D3 5
EX WETLANDS I<CPTHW.ASE r~II 10y" 12.44 859.572 B 61.000 0.0029 IEl U 0 12.0' 11.107 12 .4 7 <1.483
MI13 NORTHPHASE I!<II llJyr 12 .5-9. 859.183 861.000 -0.0082 3070 12.47 6.514 1-2.54 6.405
:OOtID-A NORTH~HASE I&I.1 10yr H.49 e61;.569 869.000 0.0051 4.0 I; sa 12.05 38.832 1<1.50 1.1310
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Max Time Max Warning Max Delta "'ax Surf' Max Time Max Max., Time Max
Name Grou.p Sirrnlla t ion stage Stage Stage stage 1t.rea Inflow In!:loW Out flow outflow
hrll ft ft ft ft2 h,," cf. hr. efa
CJL\MNEL TEMP NORm PI'_~SE 1:&1 I 2yr 14..05 864.496 86~.000 o . 0024 2535 14.00 1.29B 1....., (15 1.2S?
EX WETLANDS NORD! PHASE I&II 2yr 13.B 859.109 SH.OOO o . 0010 1HS6 12.07 3.279 13.36 0.564
Mll3 NORTH PltASE 1:U! 2yr 13,52 951:1. 759 861.000 ~O.Qoe:/. 2191 13.Q3 1,952 -13.52 1.850
PONlJ-i\ NORTH Pl'.ASE I&U 2yr 1'1.- 12 865,QS9 869,000 0.0028 39131 12.05 21.SH H.D 1.282
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LOCATION
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17
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15
14
13
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24
23
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DEVELOPED CONDITIONS
0.2.1
0.21
0.17
om
0.07
0.51
0.40
0.3J
0.57
0.53
0.1J
0.13
0.'7
OA1
0.30
OA~
O.Z~
0.3~
0.26
0,26
0.20
CDEFF.
TOTAL 'C'
0.21
0.~2
0.59
0.56
0.73
i.24
110
2.03
2.27
2.,0
3.D3
,1.16
0.47
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1.18
1.52
0.24
0.58
0.90
1.74
1.22
3.2:2
0.36
3.78
0,B5
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0,85
0.85
0.B5
0.85
0.85
0.85
0.85
0.S5
0.S5
0.65
0.S5
0.85
0.85
0.~5
0.B5
0.85
0.85
0.85
0.E,5
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0.18
0.18
0.14
0.06
0,06
0.43
0.39
0,28
0.46
0,54
0.11
0.11
0.40
0.35
0.26
0.37
0.20
0,29
0.22
0,22
0,1]
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SUM TIME CONC. (mi'l
CA INLET OPJIIN
0.18
0.36
0.50
0,56
0.52
1.05
1.45
1.73
1.93
1.38
3.64
3,95
4.06
0040
0.75
1.00
1.38
0.20
0.49
0.77
1.48
1.04
2.7~
0.31
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5,00
0,00
5.00
5.05
5.00
5,BO
5.00
S.E6
5.00
0.07
5.00
7.02
5.00
7.06
5.00
7.95
5.00
7.95
5.00
8.80
5.00
9.16
5.00
9.41
5.00
5.00
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5.49
5.00
5.75
5.00
0.23
5.00
5.00
5.00
5.05
5.00
5.79
5.00
6.72
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7.23
0.05
0.74
0.08
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0.95
0.05
0.B3
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0.64
0.37
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0,37
0.49
0.26
0.45
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0.74
0.93
0,51
0.41
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INTEN.
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5.00
5.05
5,00
5.60
5.00
5,66
5.00
607
5,00
.7.02
5.00
7.08
5.00
7.95
5,00
8.00
500
6.60
5.00
9,16
5.00
Q.4t
5.00
9,78
5,00
5,49
500
5.75
5,00
623
5.00
6.26
5.00
5.05
5,00
5.79
';,00
6.72
MO
7.23
500
7.64
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5.96
6,98
6.98
6.96
6.9S
6.66
6.98
6,66
6,98
6.59
6,96
6.27
6.98
6.26
6,98
6,00
6.98
6.00
6.~8
5.77
6.98
568
6.98
5.62
6.96
6.98
69B
6,60
5.98
6,70
6,9B
6.53
69B
6,96
6,9a
5.96
6.96
5.69
6.96
6.37
6.98
6,21
1'oiO I of2
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1.25
1.25
1.25
2.~9
1.01
3.35
0.42
3.73
0.42
MS
3.03
6.61
2.73
9.04
1.96
10,35
3.36
1157
3.74
22.17
0.77
22.45
0.77
22.83
2.79
2.79
2,43
5.0a
1.76
6.72
2.61
8.9g
1A2
1.A2
2.0~
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1.54
9.89
1.54
17.43
1.19
19.9S
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PIPE (fun)
SIZE SLOPE
12
15
15
15
18
21
21
24
24
30
30
30
12
15
16
18
12
15
24
24
30
c:=J
0.12
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0.27
0.33
0,18
0.17
0.32
0,21
0.26
0.29
030
0.32
0,61
0.62 '
0,41
0.73
0.16
0.2e
0,19
0,59
0.24
5194$
no
va.
1.59
203
2.73
3,04
2,31
2.75
3.76
3.29
3.58
4.52
4,57
4,85
3.55
4.1~
J,BO
5.09
1.81
2.BO
3.15
5,55
4.06
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144
198
186
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68
104
105
64'
110
124
178
170
99
0.31
0.2]
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0.33
0.18
0.17
0.32
0.21
0.26
0.29
0.30
0.32
0,6\
0.62
0.41
0.73
0.31
0.29
0.19
0.59
0.24
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311
3.36
3.73
4.47
6.51
9:04
10.35
11.57
22.17
22.45
23.19
2.79
5.08
6.72
8.99
U9
3,43
9.B9
17,43
19.95
2.5.3
2.53
2.73
3.04
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2.75
3.76
3.29
3.58
4.52
4,57
4,73
3.55
4,14
3,BO
5,09
2.53
2,80
3.15
5.55
4.06
TC c
B66.3O
TC:
B66.2B
TC"
866,02
TC:
865.98
TC'
865.85
TC =
865.60
TC =
665.59
1C =
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TC =
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TC =
864.44
TC"
864.15
rc,
6B3.~5
869.30
656.26
669.05
E66.02
870.3B
655.9g
869.88
855.66
869.88
865.50
869,05
655.59
869.30
66494
B6950
864.93
B69.30
654.4~
669.05
854.'5
66950
663.95
669.10
663.62
3.DO
l7
17
16
16
15
15
14
14
1:3
13
12
12
11
11
10
10
9
S
4
10
TC =
8~6. 05
TC %
855.41
TC=
865.02
TC.
864.57
659.30
865.41
869.50
865.02
869.30
B54.57
S690~
864.50
15
2.77
15
4,38
14
3.90
1J
4m
12.
3.45
11
3.71
4.55
4,37
4.61
5.35
3
3
2
2
TC =
666.05
TC =
666.03
TC'
665.64
TC%
665.31
TC ~
B6~.30
869.05
665.D3
669.15
855,65
859,05
855.31
B69.05
6&UO
8&9.05
B64.07
5.15
3.25
4,09
7
7
5
6
4.26
He
5
3.00
26
26
25
25
2.
24
23
23
22
U
2'
25'
3.12
24
3.41
23
3.7~
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Opus Landmark at Meridian
~o Year Storm Sewer Ana~ysie
Max Time Max Warning Max Delta Max. Surf Max: Time t1ax Max. Time Max
Name Grol..:.p simulation Stage Stage Sta.ge Stage Area Inflow Inflow Outf~"w Outflow
hra ft it: ft ftJ hr" cEo bre eE5
OUTFALL BAS" 100yr-3hr 0.00 0,000 69].500 -689...698 0 ],06 0.113 0.00 0.000
OUTFALL BAS!: J.Oyr-OShr J..OO 864,1\)4 869.000 0.3800 95 o.n 14.366 o . 00 0.000
OUTFALL BAS!: 10yr-12hr 24.00 8GG ,500 869.000 0.l800 7 3.61 2,733 0.00 0.000
OUTFAr..L BASE 10yr-l!1r 2.00 864,208 869.000 o.uoa 103 0.52 12.990 0.00 0.000
OUTFAr..L BASE 10yr-:Bhr .4.00 866.500 B69.000 0.3800 7 10.8~ 2.196 0.00 0.000
OUTFALL BASE lIjyr-2hr 3.00, 86".31] 069.000 o. >eOO 110 0,82 9.14.0 0.00 0.000
OUTFALl. BASE 10yr-3hr 4.00 864 .417 B69.000 0.3800 116 L05 7. 000 o . 00 0.000
OUTFA[,L BASE Hyr-6hr 1:2 ,00 8H ,~50 869.000 0.3800 -:.25 1.87 4.54.::1 0.00 0,000
STR 10 BASE 10yr-05hr 0,32 866.736 E69.500 -0.0050 ~62 0.25 5.559 0.38 5.630
STR 10 BJ>$E 10yr-12hr 24 ,00 866.496 B69.500 -O.OO~S 245 <10.55 2.277 3.60 1. 0 97
SIR 10 BAS:;: lOyr-1hr 0.51 E65,S25 959.500 -0.0050 23e 0,50 5.115 0.53 5_1.17
STR 10 BASE 10yr-24hr_ ::14.02 S66.503 B69.500 -0.00-16 2-1-1 20.51 1. 545 20.51 0.906
STR ~O BASE lOyr<2:hr 0_91 S66.041 B69,SOO 0.0050 .90 0.76 ~.H2 0.19 3,7~~
STR 10 BASE: 1 Oyr- <lhr 1. 03 865.B03 869.500 0.0050 293 0.99 3.509 L.O<l 2.B]7
STR 10 BASE 10yr-6hr l.B3 E6S.SB2 B69,500 -0.0050 2B. 1. 8] 2.24. 1. 83 1.B~9
STR 11 BASE 1Dyr-05hr 0.33 M 6.912 8.9.300 0.0050 234 0.15 5.059 0.3S 4.728
STR 11 BASE 10yr-12!1r .4.00 66. .496 669.300 0.0050 216 3.58 O.no 20.55 2.277
STR 11 BASE 10yr-lhr 0.52 8H.6n 869.300 0.0050 272 0.50 4.3U 0.53 4.269
STR ~J. BASE lOyr-2oilhr 24.02 866.504 869,300 0.0050 277 7.14 0.539 20.51 1.516
STR ~~ BASE lOyr-2nr 0.B9 066.299 869.300 0.0050 290 0.73 3.081 0.89 3,75.
STR 11 BASE lOyr-3hr 1.04 B66.226 069.300 0, COSO 289 1.02 2. )GO :1.04 3,057
STR H BASE 10yr-611r 1.83 866.055 669.300 0.0050 280 1.83 1.527 :1.84 1.951
STR 12 BASE 10yr-OShI' 0.33 066.940 869,050 o . 0043 ~93 0.25 3.7:1B 0.38 3.oil67
STR u_ BASE 10yr-32hI' ~4 ,00 8;6.495 a69.050 O.OO~O 227 3,58 0.665 3.60 0.673
STR 1< EASE 10yr-lhY 0.52 666.713 869.050 O.004~ 218 0.50 3.141 0.52 3.110
STR ~2 EASE 10yr-.4hr ::14.03 s56.504 869.050 {).OO35 227 7.10 0.387 7.14 0.3%
STR 12 3'>'SE 1 Oyr- 2hr 0.76 S6~ .377 869.050 0.0042 228 0.74 2.23B 0.7b 2.2~9
STR ~2 BASE 10yr-311r o . 99 866.287 859.050 0.0042 '227 o . 97 1.722 :L. 02 1. 73l
STR U :::lASE lOyr-6hr 1.B4 806.145 B69.0S0 0.00)3 222 1.93 l.lOS 1. B3 1.116
STR 13 EASE 10yr-CShr 0.33 866.992 a69.880 0.0029 213 0.26 2.156 O,iO 2.160
STR 13 BASE lOyr-12hr 14..00 856.495 B69.8eO 0.0035 24~ 3.59 O. ]91 :L61 0.391
sm 13 BAS!: lCyr-1.l1r 0.52 866.7B:L 559.8BO O.C031 235 0.50 :1.836 0.55 1.887
5TR 13 BASE lOyr-24hr 24.02 EE6.50S 859.8S0 0.0047 2-12 7.17 0.2.8 19.~7 0.251
STR ~3 !lASE lOYI-2hr 0,77 S66.462 B69.880 0.0037 24.2 0.75 :1.319 0.73 1. 316
STR 13 EASE 10yr-3hr 0.99 EGE.385 a69.080 0.0031 239 o . 97 LOB LOa 1.01B
sm 13 3ASE; 10yr-6hr 1.85 866.245 869.880 0.0036 230 L 83 0.E52 LH 0.551
STR 14 BASE loyr-oshr 0,34 867.029 .869,880 0.0020 1]5 0..26 2.081 0..6 ~.891
STR 14 BASE 10yr-12hr 24.00 BE5.495 869.. BaD 0.0015 143 3.58 0,354 3.60 0.3%
STR 14 BASE lCy:r"':,,1br 0.52 065.827 B69.B80 -O.C017 141 0.4] L695 0.52 1. 653
STR ~4 BASE 10yr-2oilhr 24.02 8Gb .505 859.9100 0.C019 14.3 7.110 0.205 7.17 0.20.
sm 14 ):lAS", loyr-.nr 0.7. 856.555 85~.880 0.0019 144- 0.74 1..1.H 0.75- ~.~S2
STR 14 BASE 10yr-3hr 0.99 856.461 869.880 0.0016 143 0.96 0.925 0.98 0.922
srn 14 BASE 10yr-.hr 1.84 856.340 869.8S0 0.0016 14.1 1.63 0.589 1. 104 0,589
STR 15 'EASE ~Oyr-05h::- 0.34 867.051 910.380 -0.0019 175 0.26 2.026 0.2€ 1.81';
STR ~5 SASE 10yr-:12hr .4.00 855.495 670. JaO 0.0013 186 3.58 0.H7 3.59 0.316
STH 15 BASE 10yr-1hr 0.5. 866.859 E70,]80 -0.0017 lEa 0.43 1.567 0.43 l.50~
STR 15 EASE 10yr-24hr 14.02 a66.505 910.380 0.0015 186 Z3 . 64 0.253 7.lS 0.l84
STR 1.5 EASE 10yr-2hr 0.76 B66.605 870,380 -0.00:22 191 0.71 1.071. 0.74 1.067
STR 15 EASE lOyr-3hY 0.9S 866.513 B10,380 -0.0021 189 0.94 0.834 0.97 0,827
STR 15 BASE ~oyr-6hr 1.84 B65.355 670.380 0.0015 ~a3 1. 8J 0.527 1. 84 0.527
STR l5 BASE 10yr- OShr 0.34 a67.052 869.050 0.0024 lS0 0..5 1. 5]5 0.26 1..378
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc. Page 1 of3
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1.0 Year Storm Sewer Analysis
Max Time Max Warning Max Delta Max SUrf Max rime Mo.x Max Time Max
Name Gro'Jp Simulation Stage Stage Stage Stage Are;a Inflow Inflow Outtlow Outflo",
hrs fl: ft ft ft2 hn eEs hrs eEs
STR H EASE 1.0yr-1.2hr 24.00 a~~.495 8~9 .050 0.0023 1.71. 3.58 0.225 3.59 0.225
STR 15 SASE 10yr-lhr 0.51 866.920 869. ose O.OOH. 1.a& 0.42 1.B9 0.43 1,097
sn 15 EASE loyr-24hr 24.02 B66.505 869.050 o .0023 174 1.17 0.131 23.64 Q.2H
STR 16 B1ISE lOyr-2hr 0.74 866.'1l 869.050 0.0024 1.85 0.6~ 0.766 0.73 0.761.
STR 15 BASE 10yr-3hr 0.95 656. E31 869.050 0.0024- 182 0.32 0.59g a.95 o .593
STR 1.6 EASE 10y.--6hr 1..82 066 . 5-4.5 659.050 0.0024 176 1..S3 0.375 1.83 0.375
STR 11 BASE 10yr-05hr O.H 861.099' 859.300 -0.0200 U6 0.25 0.826 0.25 0.118
STR 11 BASE 10yr-12hr 3.59 866.496 eG9.300 ~0.0200 116 3.58 0.113 3.59 0.113
STR 11 BASE 10yr-1hr 0.51 866.~31 669.300 -0.0200 11.1 0.-4.2 0.584 0.43 0.557
STR 11 BASE lQyr-24hr 24.02- 866.505 86~.300 -0.0200 U6 7.11 0.065 7.1.7 o .055
STR 11 BASE lUyr-2hr 0.74 B66.727 8G9.300 -0.0200 tl7 Q.57 0.387 0.71 o .381
STR 11 BASE 10yr-3hr 0.95 e66.655 869.300 -0.0200 117 0.92 0.304 0.94 0.297
SrR 11 BASE 10yr-6hr 1.83 e66.564 869.300 -0.0200 Ll7 l.75 0.188 1. 83 0.188
STR 2 BASE 10yr-05hr o.n 666 .066 869.100 0.0050 276 0.32 14.385 0.32 1-4..366
STR 2 BASE 10yrc12hr 24 .00 e 66 .4"9.4 86g.100 -0.0050 133 2J .sa 3.208 3.6l 2.733
STR Z BASE 10yr-lhr a.52 865.927 869.100 [).00.50 293 0.51 13 .002 0.52 12.990
STR 2 81'.SE 10yr-24hr 24.02 86G .496 869.100 0.0050 U3 24.02 3.50l 10.n 2.1.56
STR BASE 10yr-2hr 0.8, B05.526 869.100 0.0049 321 0.82 9.142 0.B2 9.140
STR BI'.SE 10yr-3hr 1.05 865.is6 069.100 0.0047 326 1. 04 7.00l 1.05 1.000
STR BASE 10yr-5hr 12.00 865.251 869.100 0.0050 326 1. 85 4.533 1.67 4.S4~
STR 3 :<lASE 10yr-OSr.r a.32 H6.346 869 .500 -0.000\9 254 0.31 14.055 0.32 1.4.004
STR 3 BJl.SE lOyr-12hr 24.00 666.S~2 B69. 500 -0.0050 212 3.59 2_57~ 23.58 3.208
STR 3 BME lOyr-n.r 0.51 666.1E6 869.500 -0.0046 279 0.50 12.705 0.51 12.669
STR BASE 1 Oyr-2 4hr 2 ~. a2 666.506 86~.500 -0.0050 210 6.49 1.5<12 2'1.02 3.592
5TR BASE 10Yl:-zhr 0.82 BoS .141 869.500 -0.0042 315 0.80 8.913 0.82 8.910
STR '!;ME 10yr-3hr 1.05 865.481 869.500 0.0037 3n 1. 03 5.B25 1.05 6.823
STR BASE 10yr-5hr 12.00 855.245 869.500 0.0050 316 1.84 4.422 1.85 4.U8
STR ~ BASE 10yr-05hr 0.32 BSB.503 869.050 0.0050 241 0.30 13.7S0 0.31 13.661.
STR .. EASE 10yr-12hr 24.00 866.495 869.050 0.0050 244 3.50 2.664 3.55 2.604
STtl. 4 EASE loyr-1hr 0.5l 866. nil S6~ .050 0.0050 no 0.50 12...16 0.51 12.364
STR 4 BASE lOy::--24hr 24.02 B66.501 669..050 0.0050 243 13.11 2.257 6.49 1.542
STR 4 BASE 10yr-2"r 0.81 s65.858 659.050 0.0050 412 0.78 8.594 0.80 8.681
S'IR 4 BASE 1.0yr-3hr 1. 05 B65.592 869.050 0.0050 426 0.98 6.657 1.03 6.6H
STR '\ BASE 10yr-6hr 1. 85 865.266 669.050 0.0050 416 1..87 4.378 1.B4 4.301
STR BASE 1 oyr- 05hr ~.32 966.633 855.050 -0.0103 117 0.24 6.719 0.25 5.210
STR EASE 10yr-1.2hr 24.00 866.499 859.05~ 0.OC15 122 20.71 4.112 20.72 1. 162
STR BASE 1oyr-lhr 0.51 866.430 a6~.050 -0.0079 125 0.39 6.085 0.40 4 .8 6a
STR BASE 10yr-2'ihr 24.02 860.506 869.050 0.0071 121 20.54 4:156 20.70 1. 213
STR BASE 10y.-"2lu: 0.61 865.6e5 86~.050 o .0038 1.71 0.73 2.919 0.16 2. S03
STR EASE 10yr-3hr 1.04 B65.614 859.050 0.0038 1.97 0.95 2.255 0.97 2.231
S"!R SASE loyr-6hr 1. 85 865.285 859.050 0.0038 201 1. 83 1.445 1. 87 1.516
SIR 6 BASE 10yr-05hr 0.31 866.694 859.300 0.0061 119 0.21 4.Soa 0.24 5.075
STR 6 BASE 10yr-12hr 24..00 866.495 869.100 -0.0053 138 18.57 0.981 20.71 4..112
STR 6 BASE 10yr-lhr 0.51 866 .456 ~69.30o -0.0052 146 0.40 3.115 0.39 4 .884
STR 6 BASE 1.Oyr-24hr 24.02 866.503 869.300 -0.005l US 18.60 1. 04 6 20.54 4.1lE
STR 6 BASE 10yr-2hr 0.8l. 866.035 B69.300 -0.0040 224 0.69 2.161 0.75 2.123
STR 6 BASE 10yr-3hr 0.9a 665.196 669.300 0.00340 233 0.96 1. 802 Q.96 1.6'1.4
STR 0 !l}l_SE 10yr-6hr 1. 84 865.561 %9.300 0.0036 232 1. a3 l.054 1.84 1.052
STR 7 BASE 10yr-05hr 0.31. 655.866 86~.SOO -0.0050 117 0.23 3.542 0.21 3.570
STR 1 BASE lOyr-12hr 24.00 866.497 869.500 0.0031 1.49 3.58 0.473 16.57 0.981
STR 7 BASE IDyr-l.hr 0.51 856.552 869.500 0.0046 182 .0.38 3.241 0.40 2.esS
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies. Inc. Page 2 on
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10 Year Storm Sewer Analysis
Max Till"l.B Max Warning Max Delta M"-x Surf Max Time MaK Ma.x Time Max
Name Group .simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hr. ft it ft ft2 hI's cts hr. ct.
STR 7 SASE loyr-:Hhr 24.02 a66.5oS 869.500 0.0035 Hi! 23.11 0.443 16.60 1.011
STR 7 SASE 10yr-1hr 0.70 B66.115 B69.500 0.0035 ~04 0.56 l.nS 0.6S L612
STR 7 BASE 10yr-3hr 0.59 BH.056 869.500 0.0035 203 0.92 1.260 0 98 1.3B4
S'IR 7 BASE 10yr-6hr 1.83 865.883 869.500 0.0035 199 1. B:2 0.787 1. 83 0.786
STR 8 BASE 10yr-05hr 0.32 1167.066 869.300 -0.004<< 116 0 25 1.849 0.20 2.149
STR 8 BASE 10yr-12hr 24..00 866.497 869.300 0.0037 153 3.58 0.253 LS7 0.252
STR 6 BASE 10yr-1hr 0.50 B66.705 869.300 0.0043 151 O. 4 ~ 1. 306 0.35 2.HB
STR 8 BASE 10yr-24hr 24.02 866.505 869.300 o.oon 153 7.17 0.146 23.11 o . 42 0
STR e . BASE 10yr-2hr 0.69 86"6.592 669.300 0.0041 165 0.67 0.867 a . 68 0.852
STR 8 BASE lQyr-3hr 0.94 865,521 868.30~ 0.0041 165 o.n 0..79 a . 84 0.672
STR B S,\SE 10yr-6hr 1.82 865.413 869.300 0.0041 162 1.75 0.4:20 ~.82 0.420
STR 5 BASE 10yr-05hr 0.32 865.704 869.300 0.0049 20.9 0.28 7.134 0.3B 7.122
STR 9 BASE 10yr-12hr 24.00 866.497 669.300 0.0050 238 3.58 1.403 3.59 1.,4!!O
STR 5 BASE 10yr-lhr 0.51 866.489 865.300 0.0050 257 0.50 6.576 o . 52 (;.5,0
STR 9 BASE 1Qy~-24hr 24..02 966.505 669.300 0.0050 237 20.51 0.956 13 .1] 1. 83 a
,TR 9 !lASE 1Cyx--2hr 0.81 865.990 869.300 O.OOS-O 303 0.77 4.734 0.80 4.665
STR 9 BASE lOyr-3hr 1.03 86S.731 869.300 0.0050 305 1.0~ 3.616 1.01 3.577
5TR 9 BASE 10yr-6hr 1.137 B5:. . 4 52 669.:;00 0.0050 290 1.83 2.329 1. 8. 2.315
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~o Year Storm Sewer Analyaie
.Max 'rime Max warning Max Delta Max Surt M.;s.x Time Max Max Ti1Tl.e Ka.x
Na~e Group S:.mulation Seag" Beago Stage .stage Ar~a Inflow Inflo"'1 Oueflo,", outflo\J
hr. ft ft fe fe2 hre efg hrs cEe
OUTfA.:LL EASB 100yr.-6hr 0.00 0.000 693,500 .689,4638 0 6.02 0.137 0.00 0.000
OUTFALL BASE 10yr-05nr 1.00 1.l6].520 869.000 0.0000 41554585 0.33 n.329 0.00 o . D 00
OUTFALL BASE: 10yr-12hr 21.8S 86] . 621 869,000 0.0000 4 L554571 3.82 2.21.l4 0.00 0.000
DUTF.l\LL EASE ~Oyr-lhr 2.00 863.621 869.000 0.0000 4L554568 0.52 10.792 0.00 0.000
OUTFALL s..se 10yr-24hr 29.90 953.621 869,000 0.0000 >l.L554S72 7.19 ~.285 0.00 0.000
OUTFALL BASE 1Dyr-2hr 3.00 a63.62~ 869.000 O,OooQ U5S 45 59 0.62 7.427 0.00 0.000
OUT,PALL BASE l.Oyr-3hr 4.00 1163.621 S~9.000 0.0000 41554570 1.. 03 5.764 0.00 0.000
Otrr F ALL SASS 10yr-5hr n..o 663.52l 869.000 0.0000 41554570 ~.80 3.946 0.00 0.000
STR 19 BASE loyr-oshr 0.3J 855.8:n 669.000 0.0050 318 0.34 l2.6l7 0.3J ~2. 32~
STR 19 EASE 10yr-12hr 3 . ~2 864.572 869.000 0.0050 329 3.80 2.307 3.82 2.284
STR 19 BASE 10yr-1hr 0.52 865.657 869.000 a.ooso 335 0.51 10.740 O. S2 10.792
STR 19 EASE lDyr-24hr 7.lS 864.377 869.~OO a.ooso 307 7.17 1.285. 7.19 1.285
srI'. 19 BASE ~Oyr"2hr 0.82 665.284 869.000 O.OOSO 3S3 0.81 7.741 0.82 7.427
STR 19 BASS loyr-3hr 1. 03 665.081 869.000 0.0049 354 1.10 5.794 1. 03 5..764
STR 19 6ASE 10yr-5hr l.eo 86>l..834 859.000 0.'0050 347 1. 78 3.976 1.80 3.'946
STR 20 BASE; 10yr-05hr 0.32 66G.OG5 869.800 -0.0042 198 o .3l l2 .l9 9 0.34 1.2.09
STR 20 BASE 10yr-12hr 3. eL 664.717 e 59. BOO o . Q 0 50 Z09 3.79 2.29B 3.80 2.273
STR 20 BASE iOyr-lhr 0.51 865.878 865.600 -0.0050 208 0.50 10.82? 0.51 10. S Gl
srR 20 BASS 10y.r-:24hr 7.19 864.517 669.800 o.oosa 198 7.18 1.264 7.19 1.263
STR 20 BASE lOyr-2hr 0.81 865.476 859.. ~oo 0.0050 219 0.93 7.510 0.81 7.616
STP. 20 3ASE 1 Oyr-3 hr 1.01 865.253 a69.~00 0.0050 220 0.97 5.894 1. La 5,699
STR 20 S:>..sE 10yr-6hr 1-.79 864.9~9 869.~00 0.0050 218 1. 77 3.964 1. 7B 3.91]
STR 21- BASE 1.Oyr-osnr 0.32 665.2n 859.300 -0.0041 204 0.30 n.7SS 0.31 11.688
STR 21- Bl<sE 10yr-12nr ).79 eb4.~n 1369,300 -0.0042 238 3.78 2.264 3.79 2.215
STR 2l EASE :>'Oyx-1hr 0,52 666.053 869.300 -0.0048 225 0.51. 10.17'0 0.50 ~O . 371
STR 21 BASE 1.Oyr-21,.h.r 7.18 864.513 859.]00 0.0045 224 7.15 1.211 7.19 1.21.1
STR 21. 3ASE lOyr-2nr a .31- 865.624 86S.300 0.0044 247 0.81 7.09<1. 0.93 7.21.3
STR 2l EASE 1 Cly:r::-3hr 1.'03 865.392 869.300 -0.0040 250 0.96 5.432 '0.97 5.656
STR 21 BASE 10yr-.E;hr 1. 78 865.118 869.300 -0.0042 249 1.76 3.892 ~.77 3.612
STR 22 :3ASE lClyr-05hr C.32 866.4.59 969.050 0.0048 23l 0.27 ll.697 0.31- 11..384
STR 22 .3ASE 1Gyr-~2hr 3.78 854.955 869.050 -0.0050 334 3.76 2.520 3.76 2.205
STR 22 BASE ~(Iyr-1hr 0.52 866.221 869.050 -0,005'0 305 0.50 9.912 '0.51- 9.860
STR 22 BASE 1Dyr-24hr 7.18 8M.H2 869.050 -'0.0'050 30. 7.17 1.177 7.15 1.174
STR 22 llASE 1- Oyx -2'nr 0.81 855.749 869.050 -0.0046 365 0.77 6.796 0.81 6.870
STR 22 EASE lOyr-3hr 1.00 865.S0S 869.050 -0.0050 364 0.8>l. 5.294 0.99 5.266
3!R 22 BASE :>.Oyr-6hr 1. 77 665.238 869.050 -'0.0050 355 1.74. 4.266 1. 76 3.7<14
STR 23 BASE l.Oyr-OShr o.n 667.155 869.050 0,0050 30S 0.26 10.097 0.31 9.692
S'TP. 23 BASE 10yx-12hr ).61- 866.055 869.050 0.0050 487 3.54 1:745 3.76 2.247
STR 23 EASE 10yr-1hr 0.51 666.910 869,050 0.0050 442 0.50 8.459 0.51 8.413
STP. 23 BASE lCyx-24.h.r 7.19 8G5.79] a~9.05C 0,0050 439 7.07 1.010 7.14 L002
STR 2, BASE lOyr-2hr- a.?S S66.S4? 869,050 O. Q050 517 0.76 5.793 o .77 5.786
STR 23 SASE 10yr-3hr a.84 866.3B3 869.050 0.0050 520 0.95 4.511 0.84 4.564
STR 23 BASE 10yr-6hr 1.74 866.213 86B.OSG 0,0050 512 1.76 3.171 1.74 ).16B
STR 24 BASE: lOyr-a5hr 0.31 667.295 869.050 0.0042 259 0.27 5.H8 0.32 5.227
STR 24 BASE 10yr-12hr 3.60 866.132 869.050 -0.004.6 428 3.60 Ll66 3.78 0,993
STR 24 EASE 10yr-lhr 0.51 867.037 869.050 -0,0044 342 0.50 4.574 O.H 4. . 540 .. .
STR 24 BASE Loyr-24hr 7.l2 865.921 869.050 -0.0050 3?3 ? .17 0.661 7,07 O. S51
STR 24 BASE 10Y"-2hr 0.7B a66.658 B69.050 -a .0049 447 0.77 3.1..5 0.80 J .12~
STR 2<1. BASE lOyr-3hr 0.98 866.4B<I. 869.050 -0.0046 457 0.93 2.431 '0.99 2.4.2l
STR 24 BASE lOyr-6hr 1. 74 866.347 869,050 0.Q043 452 1.74 2,057 1.76 1.8S7
STR 25 BASe 10yr-05hr o .3J. 867.436 869.150 -0.0045 117 0.25 1.977 0.29 1.768
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10 Year StOrm Sewer Analysis
Max. Time Max Warning Max Delta Max: S1.lr~ Max Time Max Max Time Max
Name Group simulat.ion stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hre tt It ft ft2 hrB CfB hrs Cfll
STR ~5 BASE 10yr-~2hr 3.50 356.3:12 a6~,150 -0.0050 19~ 3.5<1 0.342 3.60 0.5<15
ST~ 35 BASE 10yr-1hr 0.51 S67.12~ 869.150 O.OOH 1,3 0.45 1.5~6 0.50 1..518
STR 35 BASE loyr-340hr 6 .2~ 866.200 86~.150 0.(0)6 171 7.17 O.~U 7.15 0.184
srR 2S EASB lC1yr~2hr O. '8 066.115 869.150 o .0049 191 0.70 1. 04S O.'S 1.041
srR 25 8i\SE 10yr-)hr 0.58 366.543 B69.~50 -O.OOSo 153 0.92 0.824 0.515 0.80")
STR 25 BASE 10yr-6hr 1.75 3615.3B~ B69.150 -0.0049 laSl 1. 77 0.540 1. 811 o . 558
STR ~5 BASE 10yr"OShr 0.31 867.455 869.050 -0. DOg 113 0.25 0.944 0.31 0.724
STR 36 BASE 10yr-12hr 3.60 866.319 865.050 0.0025 117 3.58 0.129 3.54 0.160
STR 16 BASE 10yr-lhr 0.51 867.137 869.050 0.0032 113 O.~2 0.667 0.50 0.628
STR 2~ BASE 10yr-24hr 15.23 B~6,n4 S69.05O -0.0019 116 7.17 0.075 ").19 0.075
STEI. 26 BASE 10yr-2hr 0.76 866,")22 669.050 0.0031 117 0.67 0.443 0.77 0.431
STR 26 BASE t'oyr-3hr 0.98 S66..552 969.050 -0.0031 117 o.n 0.347 0.95 0.335
5TR 26 BIISE 10yr-6hr 1.76 86~.394 869.050 0.0026 117 1. 75 0.215 1.77 0.236
51'R 27 BASE 10yr-05hr 0.15 856.911 3~9.050 0.0033 113 0.25 1.4H 0.26 1.371
STR 27 BASE 10yr-12hr 3.59 866,343 669.050 0.0036 11'8 3.58 0.194 3,59 0.193
STR 27 BASE 10yr-lhr- 0.43 H6.692 869.050 0.0036 118 0.42 1. 000 0.43 0.~96
ST?. 27 EASE 10yr-2411r 7.17 806..83 869.050 -0.0023 117 7.17 0.112 7.17 0.112
.5'!R 21 EASE 10yr-2hr 0.68 866.571 869.050 0.00l1 118 0.67 0.66~ 0.66 0.601
STR 27 EASE 10yr-3hr 0.93 856.511 86$1.050 0.0035 119 0.9'2 0.520 0.93 0.516
STR 2' EASS 10yr-Shr 1.81 e66.419 869.050 0.00l5 lL8 1.7'> 0.~22 1.81 0.322
srR 28 EASE 10yr-05hr 0.30 B67.176 869.100 0.0050 113 0.25 2.321 0.23 2, ]77
ST!'. 26 BASE lOyr-12hr 3.59 865.415 869.HO 0.0050 117 3.58 O.:>1B 3.5B 0.]17
STR 26 BASE 10yr-1hr 0.50 B56.966 B69.l00 0.0050 115 0.42 1.6'40 0.45 1.650
ST? 26 BASE 10yr-24hr 7.J.7 B56.336 60.100 -0.0033 117 "1.1"1 0.184 7.15 0.164
S'!'R 2€ BAsE 10yr-2hr o . 68 866.1:;6 869,100 0.0050 117 0.67 1.08B 0.68 1,084
STR 28 EASE 10yr-3hr o . ~3 866.642 869.100 0.0050 117 0.92 0.653 0.93 0.6.6
STR 28 EASS 10yr~6hr 1. 80 866.515 669.100 0.0049 117 1.")5 o .S2B 1. 78 o .S28
STR 29 :SASE lOyr-ashr 0.31 857.321 869.050 -0.0033 113 0.25 1.101 0.27 0.890
STR 29 BASE 10yr-12hr 3.59 866.274 665.050 0.0033 116 ,.58 0.151 3.59 0.150
STR ~9 BJ>.SE LOyr-lhr 0.51 867.049 669.050 0.0032 113 0.4.2 0.778 0.50 0.736
srR 29 BASE 10yr-240hr 7.1"l 866.2:a 8S9.050 -0.0020 116 7.17 0.087 7.17 0.067
STR 29 BASB 10yr-2hr 0.78 666.670 669.050 0.0031 117 0.61 0.516 0.16' 0.503
STR 29 Bi\SE Hyr'3hr 0.98 866.501 869.050 0.0031 H7 D.n 0.405 0.92 O. J 91
STR 19 BASE 10yr-6hr 1. 75 866.366 859.050 0.0031 117 1. 75 0.250 1. 76 0.162
STR 30 BASE 1 Oyr- 05hr 0.31 867.29J. 869.300 -0.0045 159 0.25 2.300 0.25 2.066
STR 30 BASE 10yr-12hr 3.59 366.568 BoS.30Q 0.0036 179 3.56 0.n9 3. 59 o .nB
STR 30 8ASE 10yr-1hr 0.50 667.035 859.300 0.0034 187 o .4~ 1.720 0.42 1.686
STR 30 BASE 10yr-24hr 7.17 SSG,500 865.300 0.0025 173 7.17 0,196 7.17 0.196
STR ,0 BASil 10yr-.hr o . "ll 866,755 869.300 0.00]5 15~ 0.68 1.~54 0.70 1.150
STR 30 BASE: 10yr-3hr 0.94 365.691 B05.300 0.0035 189 0.92 0.B99 0.95 O. asS'
STR 30 BASE 10yr-6hr 1.8"1 866,645 e69.300 0.0036 185 1. 74 0.563 1.7<1 0.567
STR n BASE 10yr-05hr D.3~ 667.305 S69.l00 0.0033 113 0.25 1.0.2 0.26' 0,901
STR II BASE 10yr-12hr ].59 666.578 s59..00 0.0018 117 3.58 0.145 3.5$1 0.145
STR n BASB 10yr-1hr 0.50 867.05~ 869.300 o.OOH 116 0.42 0.750 0.42 0,722
SIR 31 BI\S3 lOyr-<4hr 7.17 865.506 S.9.300 -0.0022 116 7.17 0.084 '.17 0,084
STR 31 BASE 10yr-2hr o .71 866.781 669.300 0.0032 117 0.67 0.4098 0.70 0,493
STR Jl BASE 10yr-3hr 0.94 866.715 86$1.300 .0.0032 117 o.n 0.390 0.95 o .385
STR 31 EASE 10yr-6hr 1.a7 e66.660 869.300 0.00:1.8 117 1.75 0,2<11 1. 74 0.142
STR J2 BASE LOyr-OShr 0.31 8.7.366 669.050 0.0033 !.SEl 0.25 <.155 0.27 1. ss")
STR ]2 BASE 10yr-12hr 3.55 666.321 865.050 -0.0047 19<1 3.58 0.333 3.04 0.4.55
srR 32 BASE: 10yr-lhr- 0.51 86'.089 869.050 0.0041 189 0.42 1.662 0.50 1. 523
Interconnected Channel and Pond Routing Model (I~PR) C92002 Streamline Technologies, Inc. Page 2 of3
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10 Year Storm Sewer Analysis
Max 'I"ime t1a.x. W'art"'..:tng Max Pelta Ma>: Surf Max Time Max Max Time Max
Name Clr~"p Simulatiot"',j, St.age Stage Sta<Je I;'ta<Je Are3 In:t:low InElow O'J.t!low Outfl"....
b.rB ft ft ft ft:2 hr.. cfs hr. dB
SrR 32 EASE 10yr-2~hr 7.19 8G6.2JB 85S.0S0 -0.0050 182 7.12 0.201 1.19 0.J12
STR )2 B1\.SE, 10Yrc2hr 0.78 865.70) 869.050 0.0044 208 0.69 1.122 0.18 LiD
STR J2 EMil lOyr-3hr- 0.97 855.532 869.050 0.0050 206 0.92 0.882 0.13 1.08)
ST~ 32 B1\.SE 10yr-6hr 1.7~ 860.4'19 859.0S0 -0.004S 203 1. 7~ 0.052 1. ?4. 1. 095
srR )) B1\.SE 1Qyr-05hr 0.) l g1.)99 859.050 -0.0032 113 0.25 1. 2.9 0.27 1. 018
STR 3) ~I'.SE lOyr-12hr 3.59 866.335 869.050 o . VV3 3 117 3.59 0.172 3.59 0.172
5TR D El\:SIl 10yr-lhr 0.51 857.109 8 6!? 050 0.0034 113 0.42 O. B89 0.50 0.B42
ST~ 33 E1\.SE 10yr-24hr 7.12 866.250 a69.0S0 -0.002l l15 7.17 O.LOO 7.12 0.108
5TR D EASE 10yr-2hr 0.78 a66.717 %9.050 0.0034 J.11 0.67 0.590 0.75 0.575
STR 33 BASE 1Qyr-3hr 0.9. 866..550 869.0S0 0.00:>2 117 0.92 0.H3 0.93 0.450
ST;l 33 EASE lOyr.6hr 1.74 866.460 069.050 0,0032 ..17 1.75 0.28. 1,74 O.3e4
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, me.
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Return' Period - Rainfall Intensity {in/hrl
Hours Mim.rtes I 2 5 10 25 50 100
0.08 5 4.75 6.14 6.99 8.08 8.83 9.69
0.17 10 3.63 4.75 5.48 6.40 7.07 7.77
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 1.25 1.67 1.96 2.31 2.62 2.BS
2 120 0.76 1.02 1.20 1.40 1.59 I 1.75
I 3 180 0.56 0.75 0.88 1.03 1.17 1.29
6 360 0.33 0.44 0.52 0.60 0.68 0.75
12 720 0.20 0.26 0.30 0.35 0.39 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,
7]40 Waldemar Dr.
Indianapolis, IN 46268-4192
Via FAX 317-291-5805
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RE: Opus Landmark at Meridian
Technical Advisory Committee
Engineering Review Checklist for Deve)opmentDrainal!e Desi20S
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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 ",dated June 1, 1989, prepared by Paul I
Cripe. Please provide a copyofthis document to confirm release rate of 5.0 eft
Jor the twin 2l-inch storm pipes under West Carmen Drive.
This issue has heen addressed satisfactorily.
2, The construction plans show "FUTURE/POSSIBLE INDOT RIGHT-OF-WA Y"
Jor us. 3] along the west side afthe site, which includes approximately two-
thirds of the proposed detention area. Please add a note to the construction plans
stating that detention isfor Phase I & II only and that Phase III shall be handled
separately, and include with this note that in the event INDOT obtaz:ns this right-
o.fway, the owner of the property shall he responsible for maintaining adequate
detention storage.
This issue has been 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 OO-year flood elevation
changes as well as the 1 GO-year discharge rate. Although your plans reflect thi,
change} the drainage narrative lUl~ not heen revised. To avoid confusion}
p/easereview 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 lO-year storm
events.
This issue has been addressed',mtisfactorily.
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Opus Landmark at Meridian
Woo I pert, Inc.
October 12,2005
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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 C60J shows a 4-inch diameter orifice on a 12-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 swale and it 's considerably flat slope
(0.40%) combined with its length (1318Ieet). The minimum slope for a grass-
lined swale shall be 1.0 percent, and the minimum slope for 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 olCarmel 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
This issue 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 beenaddm'fsed satisfactorily.
11. Please include the rainfall intensity table/chart used in the drainage calculations
with the drainage report support documentation.
This issue has been addressed satisfactorily.
J 2. Based on the velocities provided in the drainage calculations, Structures 13, 16,
17, 26, 29,3],32 and 33 do not meet minimumfuUflow velocity requirements.
Minimum storm drainjlowing velocity for full pipejlow shall be 2.5 feet per
second.
This issue has been addressed satisfactorily.
J 3. 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 that the maximum hydraulic grade line stays below inlet/manhole
rim elevations/or a lO-year storm event.
This issue has been addressed satiifactorily.
J 4. It appears that there is direct runoff west oj building 2, south of the detention
area. Direct runofffrom the sire needs to be accommodated for appropriately.
The direct runojJrates need to be added to the release rates developedfor the
post J OO-year and J O-year storms to determine the total peak runoIf rate fcC/ving
the site.
It appears that the plans have heen preparedfor Phase] oftMI' project only.
The detention pond, which has been designed to accommodate Pha.ve I and.
Phase II, must he constructed as a part of Phase 1 for acceptance. The release
ratejor the detention pond has been designed to include tlie acreage/or both
Phase I and Il. There is approximately 1 acre of the 12.9- acre tract in the
southwest corner oj Phase II that is not being detained and is directly
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Opus LaJldmark ~t Meridian
Woolpert, Inc.
October] 2. 200S
Page 2 of 4
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discharging south along the proposedoullet sUJa/e. This discharge needs to be
accountedfor in the o}Jeralldischarge rate for the 12.9-acre tract. The
discharge rate at the point the proposed olltlet swale leaves the south line of
Phase II should not exceed the 2.73 cfs release rate.
15, For any lot(s} adjacent to any 1 DO-year local or regionaljlood area, a minimum
flood protection grade (MF.P. G.) is required/or the pad grade. Please define
the MFPG in the construction plans with a statement such as: "Finishedjloor
elevations of all structures shall be no less than 2 fiet above any adjacent J OO-yr
local or regiunal flood elevation {whichever is f:,rreater}.
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 poof,. 2-year, 1 O-yearand 1 DO-year critical flood elevations shall be
provided on the drainage plans. The drainage calculations show the 1 aD-year
critical flood elevation as 867.95 whereas the plans show this elewition as
867. 69. Ph:!ase 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. _
] 9, 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 adjacent 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 spillway becomesfuncttonal. Please review
and revise.
This issue has been addressed satisfactorily.
20. The Overflow Weir Section on Sheet C602 shows a top of bank elevation of937.5.
Please review and revise.
This issue has bee.n addressed sati!.factorily.
21. The minimum freeboard elevation for the detention area is 2-feet above the 100-
year criticaljlood 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 elevationsfor Structures 1, 2, 18 and 19 are below the normal pool
elevation of 864.0 for the detention area. Please revi~w and revise as necessary.
This issue has been addressed satisfactorily_
23. Sheet C301 shows a typical CTO.'is-section labeled "SECTION A-A j', 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 at Meridiarl
Woolpert, Inc.
October] 2,2005
Page 3 of4
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24. There is a discrepancy with the rim elevations shown on Sheets C30D and C30J
and the rim elevations provided on the 'Storm Drain Flow Tabulation Form" in
{he drainage calculationsjor Structures 2, 3, 4, 5,6, 7, 8, 9, 11, 12 and) 3.
Please review and revise.
This issue has been addressed satiifae/orily.
25. Structures 16, 23, 24, 25, 27, 30 and 32fail to meet minimum cover requirements.
The cover requirementsfor these structures is where the invert elevation of the
largest pipe diameter is less that the difference between the rim elevation and 2-
feet plus the largest pipe diameter infeet. Please review and revise.
In reviewing the structures in question, Structure 27 is not constructible based
on the givell elevations and the diameter ofpipe specified. Please review thi~
structure and revise as necessary. The balance of the structures in question do
not meet the City of Carmel storm design requirementsfor minimum
constructability for cover,' however, due to the constraints of the outlet
elevation, this design is acceptable. It is recommended, but not a condition for
approval, that Class V pipe and flowable fill be usedfor thesestruciures per the
City of Cannel storm design. requirements.
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Please include with your submittal, one (1) copy of the 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 conunents from the City of Cannel and the Hamilton
COW1ty 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.
Bl::ech Grove, IN 46107
Please contact me at (317) 780-1555 ext. 12 with any questions.
Sincerely,
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copy: Gary Duncan, City of Carmel Assistant Engineer
Greg Hoyes, Hamilton County Surveyors Office
File
\Opu:s li.mvJllilI), \ll MeridianlplallreYiew1(J-1 2'-OSVab
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Opus Landmark at Mendinn
Woolpert, 1m,
O~lober 12, 2005
Pagc4of4
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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
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RE: Opus Landmark at Meridian
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Dear Mr. McCroskey:
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The revised construction plans and drainage calculations dated October 19, 2005, have
sufficiently addressed all conunents from our initial revievy dated, September 1,2005.
There is no need for any additional drainage review by this office for this project unless
the current plans are revised. .
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This letter does not exonerate yoUr firm from implementing changes with respect to any
and all review comments from the City of Cannel and/or the Hamilton County
Surveyor's Office.
Thank you,
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cc: Gary Duncan, City of Carmel Assistant Engineer
Greg Hayes, Hamilton County Surveyors Office
File
lOp"; landtnatk a1 Meridj.nl&<ceplanco lellerlo.,5-05\1ab
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3417 50uth Sherman Dr. D Beech 6rove, IN 46107 II!I Tel 317.780.1555 II Fm( 31'7a7BO-6'5i'!5 ''',_~'__''~_''e'_
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