HomeMy WebLinkAboutDrainage Design Report
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Drainage Design ~eporrf
for
City of Carmel East Salt Barn
Hamilton County, Indiana
Prepared for:
City of Carmel
One CivIc Square
Carmel, IN 46032
May 16, 2008
(::J~ f
David Loch, P.E.
INDIANA PE 1 0000 126
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Architects + Engineers
7172 Graham Rood Indionapoli,. Indiana 46250 Telephone 3178426777 Facsimile 3178414798
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PIC 0990488- 10700
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DRAINAGE DESIGN REPORT FOR
CITY OF CARMEL, CARMEL SALT BARN
106 TH STREET & GRAY ROAD
TABLE OF CONTENTS
1.0 Introduction .. ......... .............. .............. ..................................................................1
1.1 Project Description ...................................................................................1
1.2 Scope of Report .......................................................................................1
1.3 Existing Conditions........... ...... ................. ........... P' P.................................1
2.0 Hydrologic .Method . ........... ....... p' d.... ............................ ............................... .......1
2.1 Rainfa II Distribution .......................".........................................................2
2.2 Software................. ......... ...... .............._.................. ..................................2
3.0 Allowable Release Rates.... .......................................... ......................................2
4.0 Post-Developed Drainage Analysis. n' ................................................. ................2
5.0 Comparison of Release Rates .............................................. ..... .........................3
6.0 Water Quality Analysis ............ ,.. n........... ............ ................................................ 3
7.0 Conclusions............................... ............... ............ .............. ....... ............... ..........3
Appendix A - Downstream Receiving Storm Sewer Calculations
Appendix B - Post-Developed Drainage Analysis
Appendix C - Water Quality.Analysis
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1.0 Introduction
This report outlines the design of the storm water management system to serve Carmel
Salt Barn located at the southeast quadrant of 10STH Street & Gray Road, Carmel. The
project is currently located within the City of Carmel and is therefore subject to the
design requirements of the City of Carmel Stormwater Technical Standard Manual.
1.1 Project Description
The proposed development is located on a 2.24 acres portion of a 20 acre site in'the
southeast quadrant of 106 TH Street and Gray Road. The 2.24 acre project is being
undertaken by the Carmel Street Department. The remaining portion of the site will be
developed in the future and consist of a water treatment facility for the City of Carmel.
The water treatment facility will provide its own detention and water quality. The 2.24
acre project will consist of constructing a salt barn, incinerator, street sweep dump and
street sweep storage. The site IS located in an 8-1 (residential) zoning district and is
bounded by 10Slh Street and Carmel Parks to the north and Gray Road and gravel
operations to the west and gravel operations to the south and east.
1 .2 Scope of Report
This report summarizes the design for the overall storm water management system for
the 2.24 acre portion of the project, which consists of the storm sewer system, BMP, a
dry detention pond, and temporary access to the salt barn.
1.3 Existing Conditions
The'existing 2.24 +/- acre site is currently a limestone sediment basin for the gravel
operation. The stormwater runoff sheet flows to the south into Blue Woods Creek.
Gray Road has recently been improved and picks up runoff from the road into a storm
sewer network which outlets south into Blue Woods Creek.
The soil maps from the US Department of Agriculture, Soil Conservation Service identify
pt - Pits on the subject property. The FIRM Map Panel Number 180081 0229 F
effective February 19,2003 indicates that the site lies entirely in Flood Zone "X". These
areas were determined to be outside of the 500 year floodplain.
2.0 Hydrologic Method
The method used to generate runoff from the proposed watersheds is the SCS Unit
Hydrograph Method. This method calculates the peak storm flows. for the 10-year, and
the 1 DO-year storm event, which are used to analyze the storage volume required for
the dry detention pond. Factors involved in the use of this method are the area of the
watershed or basin, the runoff coefficient (CN) and the time of concentration (Tc). The
runoff curve numbers are calculated based on the proposed land use conditions and the
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types of soils. The times of concentration are determined from surface conditions and
the slope of terrain,
2.1 Rainfall Distribution
The SCS 24-hour Type II Rainfall Distribution is used to calculate the stormwater runoff
for the post-developed conditions. The storm sewer drainage network was designed
using intensity-duration frequency curves and the rational method,
2.2 Software
After the input data and rainfall have been estimated, PondPack v9, a hydraulic
modeling program, IS used to determine the peak flows and volumes using the SCS Unit
Hydrograph Method. PondPack v9 generates an individual hydrograph for the basin.
The hydrographs are then added to generate runoff flows for ponds or to specific points
of interest.
3.0 Allowable Release Rates
Per the City of Carmel Stormwater Technical Standards Manual the allowable release
rate from the site is 0.1cfs. per acre of development for the 10 year storm event and 0.3
efs per acre of development for the 100 year storm event. The allowable release rate is
O.224cfs and 0,672 ds for the 10 year and 100 year storm events, respectively.
In the event the downstream receiving storm sewer system is inadequate to hand the
release rate, then the release rate will need to be reduced to the capacity of the
downstream storm sewer system. The outlet determined is the Gray Road storm sewer
system. As-builts and design drawings have not be located, so Cripe has calculated the
capacity based on the best available information. The downstream sewer has 0.42 cfs
capacity. See AppendixA for hand calculations.
4.0 Post-Developed Drainage Analysis
The post-developed drainage analysis consists of designing a dry detention basin. The
proposed site sheet flows into swales which then connect to a dry detention basin. This
basin detains the water to meet the allowable release rates described in the above
section. The basin stages 3.64' and has 0.70 ac-ft of storage. The proposed release
rates are 0.15 and 0.39 cfs for the 10-year and 1 DO-year storm events, respectively.
Pondpack calculations are included in AppendIx B.
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5.0 Comparison of Release Rates
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The following summarizes the results of the proposed site conditions.
10 year storm event 100 year storm event
Allowable Release Rate 0.22cfs (0.1 cfs/acre) 0.67 (0.3 cfsJ acre)
Downstream Restriction 0.42 cfs 0.42 cfs
Dry Detention Basin 0.15 cfs 0.39 cfs
Release Rate
6.0 Water Quality Analysis
A treatment train for BMPs is recommended by the City of Carmel to treat runoff through
the system. . For this site vegetative swales and an extended dry detention basin was
used to treat the runoff. Utilizing the procedures outlined in the City of Carmel
Stormwater Technical Standards Manual, a water quality treatment rate was calculated
based on the SCS Type II distribution for 1 inch of rainfall in 24hours and a water quality
CN of 92. Two swales facilitate runoff from the pavement and thus the swales are
utilizing a vegetative section for BMPs at 40LF each. Utilizing the procedures outlined
in the City of Carmel Stormwater Technical Standards Manual, a water quality treatment
volume was calculated to determine the water quality treatment volume for the extended
dry detention basin as 0.086 ae-ft. Pondpack was utilized to create a hydrograph with
this runoff volume to analyze if the required emptying time was met. As a result a 1-
inch crITice was required. See Appendix C for additional information.
7.0 Conclusions
The proposed dry detention pond is designed to provide sufficient storage volume to
release an acceptable rate. The runoff associated with a post-developed 100 year storm
event is retained to release at a peak rate below the downstream storm sewer capacity_
Also, the runoff associated with a post-developed 10 year storm event is retained to
release at a peak rate below the allowable release rate of 0.10 cfs/acre by ord inance.
3
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APPENDIX A
Downstream Receiving Storm Sewer
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DescriPtiok K...c.-
Recorded By
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Cripe
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Architects -;- Engineers
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APPENDIX B
Post-Developed Drainage Analysis
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Job File: O:\1999\990488\10700\calcs\Engr\Detention\Final\CARMELSALTBARNDRYDETENTION.PPW
Rain bir: O:\1999\990488\10700\calcs\Engr\Detention\Final\
~========~==~===c========~
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JOB TITLE
===~~=============~=======
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project Date: 4/24/2008
Project Engineer: glewia
Project Title: Carmel-East Salt
Project comments:
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SIN: F21B05A2Elc9
PondPack Ver. 9.0046
Paul I. Cripe Ine
Time: 5:50 PM
Date: 5/14/2008
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Table of Contents
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Table of Contents
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*****************~**** MASTER SUMMARY **********************
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Watershed....... Master Network Summary....... ......
1. 01
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****************** DESIGN STORMS SUMNARY *******************
Hamilton County Design Storms... .... ...............
2.01
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***********~********** TC C~LCULATIONS *********************
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SALT BARN....... Tc Cales ...........................
3.01
********~***~********* eN CALCULATIONS **~*******~**********
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SALT BARN....... Runoff eN-Area... ........... .......
4.01
****** 7* ***"* *""**'*,****** POND VOLUMES 'IIl******** ** * * *** * -}:*****
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DRY DETENTION... Vol: ~lev-Area .... .................
5.01
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*****************r** OOTLET STROCTURES *~***********~*******
Outlet 2........ outlet Input Data ..................
6.01
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SIN: F21B05A2E1C9
PondPack Ver. 9.0046
Paul I. Cripe Ine
Time: 5:50 PM
Date: 5/14/2008
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Table of Contents
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S!N: F21B05A2E1C9
PondPack Ver. 9.0046
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Table of Contents (continued)
Individual Ou~let Curves ........... 6.03
Composite Rating Curve .. ........ ... 6.06
Paul 1. Cripe Ine
Time: 5:50 PM
Date: 5/14/2008
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Type. . .. Master Network Summary Page 1.01
Name.... watershed
File.... 0: \1999\990488\10700\calcs\Engr\Detention\?inal \CARMELSALTBAIDlDRYDETENTION. PPW
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MASTER DESIGN STORM SUMMARY
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Network storm Collection: Hamilton County
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Total
Depth Rainfall
Return Event in Type RNF ID
------------ -----------.-.---- ---------------~
2 2.2500 Synthetic Curve Hamilton County
10 3.8300 Synthe tic Curve Hamilton County
25 4.7200 Synthetic Curve Hamilton County
50 .5.5200 Synthetic Curve Hamil ton County
100 6.4600 Synthetic Curve Hamilton county
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MASTER NETWORK SUMMARY
sca unit Hydrograph Method
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(*Node~Outfall; +Node=Diversion;)
(Trlli~= HYG Truncation; Blank=None; L=Left; R=Rt; LR=Left&Rt)
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Max
Return HYG Vol QpeaJ( Qpeak Max WSEL Pond Storage
Node 1D Type Event ac-it Trun hrs cis it ac-ft
----------------- -------_....- --------- -----_._- -------- ----~~------
DRY DETENTIOl'lIN POND 2 .163 12.0000 .91
DRY DETENTION1N POND 10 .399 12.0000 2.17
DRY DETENTIONIN POND 25 .545 12.0000 2.90
DRY DETENTION1N POND 50 .681 12.0000 3.57
DRY DETENT ION IN POND 100 .844 12.0000 4.35
DRY DETENTION OUT POND 2 .163 14.2500 .09 743.00 ,097
DRY DETENTION OUT POND 10 .399 16.8500 .15 743.80 .268
DRY DETENTION OUT POND 25 .545 14.5000 .25 744.08 .362
DRY DETENT ION OUT POND 50 .681 14.3500 .33 744.33 .452
DRY DETENTIONOUT POND 100 .844 14. .5000 .39 744.64 .565
*GRAY ROAD JCT 2 .163 14.2500 .09
*GRAY ROAD JCT 10 .399 16.8500 .15
*GP~lI.Y ROAD JCT 25 .545 14. .5000 .25
*GR..l\Y ROAD JeT 50 .681 14.3500 .33
"'GRAY ROAD JeT 100 .844 14.5000 .39
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SIN: F21B05A2EIC9
pondpack Ver. 9.0046
Paul I. Cripe Inc
Time: 5:50 PM
Date: 5/14/2008
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Type.... Master Network summary Page 1.02
Name.... Watershed
File.. ,.. O:\1999\9904S8\10700\cales\Engr\Detention\Final\CARMELSALTBARNDRYDETENTION.PPW
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M-~STER NETWORK SUMMARY
8es Unit Hydrograph Method
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(*Node=Outfall, +Node=Diversion;)
(Trun= HYG Truncacion: Blank=None; L=Left; R=Rt; LR=Left&Rt)
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Max
Return HYG Vol Qpeak Qpeak Max WSSL Pond Storage
Node 10 Type Event ae-ft Trun hrs cfs ft ac-ft
---~------------- -----~~--- -~------- -------- -------- ------------
SALT BARN AREA 2 .163 12.0000 .91
SALT BARN AREA 10 .399 12.0000 2.17
SALT BARN AREA 25 .545 12.0000 2.90
SALT BARN AREA 50 .681 12.0000 3.57
SALT BARN AREA 100 .844 12.0000 4.35
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S!N: F21B05A2EIC9
pandpaek Ver. 9.0046
Paul I. Cripe Ine
Time: 5:50 PM.
Date: 5/14/2008
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---_._~-_._-_._----, -, .__._~-- - - .-_.---- ~-_.~~_._.._-----_.,- --------------
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Type.... Design Sto~ms
Name.... Hamilton County
Page 2.01
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File.... O:\l999\990488\10700\calcs\Engr\Detention\Final\
Title... project Date: 4/24/2008
Project Engineer: glewis
Project Title: Carmel-East Salt
p~oject Comments:
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Design Storm File,ID -
DESIGN STORMS SUMMARY
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Storm Tag Name ~ 2
----------~~-------------------------------------~~-~-----~~----------
Hamilton County
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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
---------------~~----------~~~---------------------------------~------
Hamilton County
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Data Type, File, ID =
Storm Frequency
Total Rainfall Depth~
Duration Multiplier =
Resulting Du~ation
Resulting Start Time-
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Storm Tag Name ~ 25
----------------------------------------------------------------------
Hamilton County
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Data Type, File, ID =
Storm Frequency
Total Rainfall Depth=
Duration Multiplier ~
Resulting Du~ation
Resulting Start Time=
D
Storm Tag Name = 50
Synthetic Storm
2 yr
2.2500 in
1
24.0000 hrs
.0000 hrs Step=
~ 10
Synthetic Storm
10 yr:
3.8300 in
1
24.0000 hrs
.0000 hrs Step=
Synthetic Storm
25 yr
4.7200 in
1
24.0000 h~s
.0000 hrs Step=
Hamilton County
1.2000 hrs End= 24.0000 hrs
1.2000 hrs End= 24.0000 hrs
1.2000 hrs End= 24.0000 h~s
----------------------------------------------------------------------
Hamilton County
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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
--------~----------------------------~--------------------------------
Hamilton County
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Data Type, File, ID =
Storm Frequency
Total Rainfall Depth=
Duration Multiplier =
Resulting DuratiOn
Resulting Sta~t Time=
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SIN: F21E05A2EIC9
PondPack Ver. 9.0046
lJ
synthetic Storm
50 y~
5.5200 in
1
24.0000 hrs
.0000 hrs Step=
= 100
Synthetic Storm
100 yr
6.4600 in
1
24.0000 hrs
.0000 hrs Step=
1.2000 h~s End= 24.0000 hrs
1.2000 hrs End= 24.0000 hrs
Paul I. C~ipe Iuc
Time: 5:50 PM
Date; 5/14/200B
Type.... Te Cales
Name.... SALT BARN
?age 3.01
File.... O:\1999\990488\10700\cales\Eng~\Detention\Final\CARMELSALTBARNDRYDETENTION.PPW
.......................0............ _. _.0..................................
I........,......... .'................ I................................ j....
TIME OF CONCENTRATION CALCULATOR
..,.............,............................................... "'...'....
...................................................'....................... .
------------------------------------~---------~~------------------------
Segment #1: Tc: TR-55 Sheet
Mannings n
Hyd~aulie Length
2yr, 24h~ P
Slope
.2000
50.00 ft
2.6400 in
.010000 ft/ft
Avg.Velocity
.08 ft/see
segment #1 Time:
.1715 hrs
----------~~---------------------~-----------~--------------------------
segment #2; Tc: TR-55 Shallow
Hydraulic Length
Slope
Unpaved
250.00 ft
.010000 ft/ft
Avg.Velocity
1. 61 ft/see
Segment #2 Time:
.0430 hrs
-------------------~---------------------------------------------~------
===========~~======~===~=
Total Tc:
.2146 hrs
S/N: F21B05A2E1C9
pondPack Ver. 9.0046
Paul I. Cripe Inc
Time: 5:50 PM
Date: 5/14./2008
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Type.... Tc Cales
Name. . .. SALT BARN
Page 3.02
File.... O:\1999\990486\10700\calcs\gugr\Detention\Final\CARMELSALTBARNDRYDETENTION.PPW
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-------------~~-------~-~----------------------------~~-----------------
To Equations used...
--~------------~---------------------------~----------------------------
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ses TF-S5 Sheet Flow ~~~~~~===============================~=======
To = (.007 * ((n " Lf)HO.8)) I ((PH.5) * (SfH.4))
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Where: Tc Time of conoentration, hrs
n = Mannings n
Lf Flow length, ft
P 2yr, 24hr Rain depth, inches
Sf Sloper %
ses TR-55 Sha.llow Concentrated Flow ====~=========================~
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Unpaved surface:
v = 16.1345 * (Sf**O.5i
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Paved surface:
V 20.3282 * (Sf**O.5)
Tc (Lf I V) I (3600sec/hr)
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Where: V = Velocity, ft/sec
Sf = Sloper it/it
To Time of concentration, hrs
Lf = Flow length, ft
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SIN: F21B05A2EIC9
PondPaek Ver. 9.0046
Paul I. Cripe Inc
Tine: 5:50 PM
Date; 5/14/2008
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Type.... Runoff CN-Area
Name..., SALT BARN
Page 4.01
File. ... O:\1999\990488\10700\calcs\Engr\Detention\Final\CARMELSALTBARND~YDETENTION.PPW
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RUNOFF CURVE NUMBER DATA
.. .. .. ~ . . .. .. .. . . .. .. .. . . . .. . . . .. . . . . .. .. .. .. . . . . .. .. .. .. .. .. .. . .. . . . I I .. . .. . .. , .. . . .. . .. .. .. . . .. .. .. . .. . .. .. .. .
.......................,........ L...................... 0................ -. -....,............................
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------~~~------------------~------------~-------------------~~~-~---------
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Soil/Surface Description
CN
Area
acres
Impervious
Adjustment
%C %DC
Adjusted
CN
Impervious Areas - Paved parking 10 98
Open spaCe (LawnS,parks etc.) - Goo 74
,830
1.410
98.00
74.00
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COMPOSITE AREA & WEIGHTED eN --->
2,240
82.89 (83)
...........................,............. ow....................................................,..............................
.. .. .. .. .. . .. . .. .. .. . .. . .. . .. .. . .. .. .. - .. I .. .. . .. .. . .. .. . .. .. .. .. .. . .. .. .. .. .. .. .. .. . . . . . . . . . . . . . . . . ~ . . . . . . . .' . ..
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SIN: F21B05A2E1C9
PondPack Ver. 9.0046
Paul T. Cripe Inc
Time: 5:50 PM
Date: 5/14/2008
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Type.... Vol: Elev-Area
Name.... DRY DETENTION
Page 5.01
File.... O:\l999\990488\10700\calcs\Engr\Detention\Final\CARMELSALTBARNDRYDETENTION.PPW
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Elevation
(ft)
Planimeter
(sq.inl
Area Al+F2tsqr(A1*A2)
(acres) (acres)
volume
(ac-ft)
Volume Sum
(ac-ft)
-------------------~~----------~~-~-----------------------~---------~---
u
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741. 00 .0000 .0000 .000 .000
742.00 .0407 .0413 .014 .014
743.00 .1360 .2510 .084 .097
744.00 .3506 .7049 .235 .332
745.00 .3940 1.1162 .372 .704
POND VOLOME EQUATIONS
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* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELl) * (Areal + Area2 t sq.rt. (Areal*Area2))
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where: ELI, 8L2
Areal, Area2
Volume
= Lower and upper elevations of the increment
Areas computed for ELI, EL2, respectively
= Incremental volume between ELl and EL2
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SIN: F21BD5A2EIC9
pondPack Ver. 9.0046
Paul I. Cripe Inc
Time: 5:50 PM
Date: 5/14/2008
D
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Type.... Outlet Input Data
Name.... Outlet 2
Page 6.01
File.... O:\1999\9904B8\10700\calcs\Engr\Dete~tion\Final\CARMELSALTBARNDRYDETENTION.PPW
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REQUESTED POND WS ELEVATIONS:
u
Min. Elev.=
Increment =
May.. Elev. =
741.00 it
.25 ft
745.00 ft
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+~+*********************.*******.*************
OUTLET CONNECTIVITY
**********k***~******************~**+*********
1
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---> Forward Flow Only (UpStream to DnStream)
<--- Reverse ?low Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
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Structure No. Outfall E1, ft E2, ft
-----~----------- ------- --------- _._-~-----
Orifice-Circular 3 ---> TW 743.800 745.000
Orifice-Circular 2 ---> TW 742.620 745.000
Orifice-Circular 1 ---> TW 741. 000 745.000
TW SETUP, DS Channel
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S!N: F21B05A2ElC9
pondPack Ver. 9.0046
paul I. Cripe Ine
Time: 5:50 PM
Date: 5/14/2008
lJ
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Type.... Outlet Input Data
Name.... Outlet 2
page 6.02
File.... O:\1999\990488\10700\calcs\Engr\DetentiDn\Final\CA~~ELSALTBARNDRYDETENTION.PPW
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OUTLET STRUCTURE INPUT DATA
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Structure ID
Struct".tre Type
u
# of Openings
Invert Elev.
Diameter
Orifice Coeff.
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Structure ID
Structure Type
u
# of Openings
Invert Elev.
'Diameter
Orifice Coeff.
u
u
Structure ID
Structure Type
u
# of Openings
Invert Elev.
Diameter
Orifice Coet!.
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Structure ID
Structure Type
= 3
= Orifice-Circular
1
743.80 ft
.2500 ft
.600
= 2
= Orifice-circular
1
742 . 62 ft
.1670 ft
.600
" 1
= Orifice-Circular
1
74l. 00 ft
.0833 ft
.600
= TW
= TW SETUP, DS Channel
FREE OUTFALL CONDITIONS SPECIFIED
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CONVERGENCE TOLERANCES...
Maximum Iterations= 3D
Min. TW tolerance .01 f"~
-'--
Max. TW tolerance .01 ft
Min. air/ tolerance .01 it
Max. HW tolerance .01 ft
Min. a tolerance = .10 cfs
Max. Q tolerance .10 cis
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SiN: F21B05A2E1C9
PcndPack Ver. 9.0046
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paul I. Cdpe Inc
Time: 5:50 PM
Date: 5/14/2008
.----,
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Type. . . . Individual outlet Curves
Name.." Outlet 2
Page 6.03
File. ... O:\1999\9904B8\10700\calcs\Engr\Detention\Fina1\CARMELSALTBARNDRYDETENTION.PPW
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RATING TABLE FOR ONE OOTLET TYPE
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3tructure ID = 3 (Orifice-Circular)
Upstream ID (pond Water Surface)
DNstrearn ID = TW (Fond Outfall)
u
D
IoIS E1ev,Device Q Tail ,~ater Notes
----~----------- --------------- ----------~---------~~~-~-
WS Elev. Q TN Elev Converge
it cfs ft +/-ft Computation Messages
-------- ~------ -------- ---------~~---------------
741. 00 .00 Free Outfall HW & TW below invert
741.25 .00 Free Outfall HVI & TW below invert
741. 50 .00 Free Outfall HW & TW below invert
741. 75 .00 Free Outfall HW & TN below invert
742.00 .00 Free Outfall Hvl & TN below invert
742.25 .00 Free Outfall HW & TW below invert
742.50 .00 Free Outfall HW & TW below invert
742.62 .00 Free Outfall HW & TN belol, invert
742.75 .00 Free Outfall HI'/ & TW below invert
743.00 .00 Free Outfall HW & TW below invert
743.25 .00 Free Outfall HW & TW below invert
743.50 .00 Free Outfall Ht~ & TN belm, invert
743.75 .00 Free Outfall HW & TW belolO/ invert
743.80 .00 Free Outfall Upstream EW & DNstream TW < Inv.El
744.00 .06 Free Outfall CRIT.DEPTH CONTROL Vh= .059ft Dc:r= . 141ft GRIT.DEPTH
744.25 .13 Free Outfall H =.33
744.50 .18 Free Outfall H =.58
744.75 .21 Free Outfall H =.83
745.00 .24 Free Outfall H =1.08
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SiN: F21B05A2EIC9
PondPack Ver. 9.0046
Paul I. Cripe Ine
Time: 5:50 PM
Date: 5/14/2008
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Type.... Individual outlet Curves
Name.... Outlet 2
Page 6.04
File.... O:\1999\990483\10700\calcs\Engr\Detention\Final\CARMELSALTBARNDRYDETENTION.PPW
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RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 2 (Orifice-Circular)
D
Upstream ID
DNstream ID
(Pond water Surface)
= TW (Pond Outfall)
u
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WS Elev, Device Q Tail Water Notes
---------------- --~-----~------ --------------------------
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
-------- ------- --~----- -~-~----------------------
741.00 .00 Free Outfall HW & TW below invert
741. 25 .00 Free Outfall HW & TW below invert
741.50 .00 Free Outfall HW & TW below invert
741.75 .00 Free Outfall HW & TW below invert
.742.00 .00 Free OUtfall HW & TW below invert
742.25 .00 Free Outfall HW & TW below invert
742.50 .00 Free Outfall HW & TW below invert
742. 62 .00 Free Outfall Upstream HW & DNstream TW < Inv.EI
742.75 .02 Free Outfall CRIT.DEPTH CONTROL vh~ .037ft Dcr-~ . 0 9 4ft CRIT.DEPTH
743.00 .06 Free Outfall H ~. 30
7113.25 .08 Fr-ee Outfall H =.55
743.50 .09 Free Outfall H =.80
743.75 .11 Free Dutfall H =1. 05
743.80 .11 Free Outfall H =1. 10
744.00 .12 Free Outfall H =1. 30
744.25 .13 Free Outfall H =1. 55
744.50 .14 Free Outfall H =1.80
744.75 .15 Free Outfall H =2.05
745.00 .16 Free Outfall H =2.30
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SIN: F21BD5A2EIC9
Pond?ack Ver. 9.0046
Paul I. Cripe Inc
Time: 5:50 PM
Date: 5/14/2008
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Type. .._ Individual Outlet Curves
Name. . .. O.ltlet 2
Page 6.05
File.... O:\1999\9904B8\10700\calcs\Engr\Decention\Final\CARMELSALTBARNDRYDETENTION.PPW
D
RATING TABLE FOR ONE OUTLET TYPE
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Structure ID - 1 (Orifice-Circular)
Upstream ID
DNstream ID
(Pond Water Surface)
= TW (?ond Outfall)
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WS.Elev,Device Q Tail Water Notes
----------_........--- -~....._----------- --------------~~-~--~-----
WS Elav. Q T~l Elev Converge
ft cfs ft +I-ft Computation Messages
--~----- -----~~ ------~- -----------~~~~~----------
741.00 .00 Free Outfall UpstJ;eam HW & DNstream Tl~ < Inv.El
741.25 .01 Free Outfall H =.21
741.50 .02 Free Outfall H =.46
741.75 .02 Free Outfall H =.71
742.00 .03 Free Outfall H =.96
742.25 .03 Free Outfall H -1. 21
742.50 .03 Free Outfall H =1. 46
742.62 .03 Free Outfall H =1.58
742.75 .03 Free Outfall H =1.71
743.00 .04 Free Outfall H =1. 96
743.25 .04 Free Outfall H =2.21
743.50 .04 Free Outfall H =2.46
743.75 .04 Free Outfall H -2.71
743.80 .04 Free Outfall H =2.76
744.00 .05 Free Outfall H =2.96
744.25 .05 Tree Outfall H =3.21
744.50 .05 Free Outfall H =3. ~6
744.75 .05 Free Outfall H =3.71
745.00 .05 Free Dutfall H =3.96
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SiN: F21BOSA2E1C9
PondPack Ver. 9.0046
Paul I. Cripe Inc
Time: 5:50 PM
Date: 5/14/2008
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Type. . .. Composite Rating Curve
Name.... Dutlet 2
page 6.05
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File. ... O:\1999\990488\10700\calcs\Engr\Detention\Final\CA.RMELSALTBARNDRYDETENTION.PPW
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WS Elev, Total Q
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
Elev. Q
ft cfs
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741.00 .00
741.25 .01
741.50 .02
741.75 .02
742.00 .03
742.25 .03
742.50 .03
742.62 .03
742.75 .05
743.00 .09
743.25 .12
743.50 .14
743.75 .15
743.80 .15
744.00 .22
744.25 .31
744.50 .37
744.75 .42
745.00 .46
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SiN: F21B05A2E1C9
pondpack Ver. 9.0046
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TW Elev
ft
converge
Error
+I-ft
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
-"ree Outfall
Free Outfall
Free Outfall
Free Outfall
"res Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Contributing Structures
None contributing
1
1
1
1
1
1
1
2 +1
2 +1
2 +1
2 +1
2 +1
2 +1
3 +2 +1
3 +2 +1
3 +2 +1
3 +2 +1
3 +2 +1
Paul I. Cripe Inc
Time: 5:50 PM
Date: 5/14/2008
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Appendix A
Index of Starting Page Numbers for ID N~rnes
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----- D
DRY DETENTION... 5.01
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----- H -----
Hamilton County.., 2.01
----- 0 -----
Outlet 2... 6.01, 6.03, 6.06
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----- s -----
SALT BARN.,. 3.01, 4.01
----- w -----
Watershed.,. 1.01
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S/N~ F21B05A2E1C9
PondPack Ver. 9.0046
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Paul r. cripe rue
Time: 5:50 PM
A-I
Date: 5/14/2008
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APPENDIX C
Water Quality Analysis
0:\1999\990488\1 07DO\docs\Engr\Reports\Drainage Report5-14-0B,doc
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itif'-m d:: jl(: 1'- -. ....:-" 1 L_ -+ r -- - . 'Tr- r' -r' .-t-.
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Project
<-1 '164~1$ - JDiOO
Job # t
s Jrz..J D<<?:. J "2-
Date Sketch #
DescriP~;jJJ.~ ~ s.c..-..)~
lL.lC-C-
Recorded By
Notes
Bt--lP #/
~
Cripe
~
Architects + Engineers
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MASTER DESIGN STORM SUMMARY
Network Storm eoll~ction:
Hamilton County
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Return Event
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100 1. 0000
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MASTER NETWORK SUMMARY
'ses Unit Hydrograph Method
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Time: 5:58 PM
Date: 5/13/2008
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MASTER DES IGN STORJ:1 SUMMARY
Network Storm Collection:
Hamilton County
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Return Event
Total
Depth
in
Rainfall
Type
RNF ID
100 1.6400
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Hamilton County
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MASTER NETWORK SUMMARY
5es unit Hydrograph Method
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(*Node=Outfall; +Node=Diver~ion;)
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Node 1D Type Event .ac-ft Trun hI~ cfs ft ae-ft
---------~------- --~------- --------~ -------- -------- -------------
"OUT 10 JeT 100 .086 13.0000 .03
POND 10 IN POND 100 .086 12.0000 .48
POND 10 OUT POND 100 ~ 13.0000 .03 742.62 .054
SUBAREA 10 AREA 100 .086 12.0000 .48
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PondPsck Ver. 9.0046
Faul I. Cripel Inc
Time: 5:23 PM
Date: 5/13/200B
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Type.... Time vs. Volume Page 10.01
Name. . .. POND 10 OUT Tag: 100 Event ~ 100 yr
File.... O:\1999\990438\10700\calcs\Engr\Detention\PREL1M_POND_SIZETEST.PPW
Storm. .. Hamilton County Tag: 100
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TIME VB. VOLUME [ac-ft)
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Time Output Time increment = .0500 hra
hrs ! Time on left represents time for first value in each row.
---------I----------------------~---------------------------------------
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11.1500
11.4000
11.6500
11.9000
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12.9000
13.1500
13.4000
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13.9000
14 . 1500
14 . 4000
14 . 6500
14 . 9000
15.1500
15.4000
15.6500
15.9000
16.1500
16.4000
16.6500
16.9000
17 .1500
17.4000
17.6500
17.9000
18.1500
18.4000
18.6500
18.9000
19.1500
19.4000
19.6500
19.9000
20.1500
20.4000
20.6500
20.9000
21 .1500
21. 4000
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Paul I. Cripe Inc
Time: 5:24 PM
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Date: 5/13/2008
U Type... . Time vs. volume page 10.02
Name... . POND 10 OUT Tag: 100 Event: 100 yr
File... . O:\1999\990488\10700\eales\Engr\Oetention\PRELIM_POND_SIZETEST.PPW
Storm... Hamilton county Tag: 100
U TINE vs. VOLUME (ac-ft)
Time I output Time increment ~ .0500. hrs
hrs I Time on left represents time for first value in each rm;.
lJ ---------1--------------------------------------------------------------
21.6500 .054 .054 .054 .054 .054
21. 9000 .054 .054 .054 .054 .054
22.1500 .054 .054 .053 .053 .053
U 22.4000 .053 .053 .053 .053 .053
22.6500 .053 .053 .053 .053 .053
22.9000 .053 .053 .053 .053 .052
23.1500 .052 .052 .052 .052 .052
23.4000 .052 .052 .052 .052 .052
U 23.6500 .052 .052 .052 .052 .052
23.9000 .052 .052 .051 .051 .051
24.1500 .051 .051 .051 .051 .051
24.4000 .051 .051 .050 .050 ..050
U 24.6500 .050 .050 .050 .050 .050
24.9000 .049 .049 .049 .049 .049
25.1500 .049 .049 .049 .048 .048
25.4000 .048 .048 .048 .048 .048
25.6500 .048 .047 .047 .047 .047
J 25.9000 .047 .047 .047 .047 .047
26.1500 .046 .046 .046 .046 .046
26.4000 .046 .046 .046 .045 .045
26.6500 .045 .045 .045 .045 .045
26.9000 .045 .045 .044 .044 .044
U 27.1500 .044 .044 .044 .044 .044
27.4000 .043 .043 .043 .043 .043
27.6500 .043 .043 .042 .042 .042
27.9000 .042 .042 .042 .041 .041
J 28.1500 .041 .041 .041 .041 .041
28.4000 .040 .040 .040 .040 .040
28.6500 .040 .040 .039 .039 .039
28.9000 .039 .039 .039 .039 .039
29.1500 .038 .038 .038 .038 .038
U 29.4000 .038 .038 .037 .037 .037
29.6500 .037 .037 .037 .037 .036
29.9000 .036 .036 .036 .036 .036
30.1500 .036 .036 .035 .035 .035
0 30.4000 .035 .035 .035 .035 .035
30.6500 .034 .034 .034 .034 .034
30.9000 .034 .034 .034 .033 .033
31.1500 .033 .033 .033 .033 .033
31. 4000 .033 .032 .032 .032 .032
0 31.6500 .032 .032 .032 .032 .032
31.9000 .031 .031 .031 .031 .031
32.1500 .031 .031 .031 .030 .030
32.4000 .030 .030 .030 .030 .030
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Name. .... POND 10 OUT Tag: 100 Event: 100 yr
~ile.... Q:\1999\99048S\10700\calcs\Engr\Detentior-\PRELIM POND SIZETEST.PPW
Storm. .. Hamilton County Tag: 100 - -
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Time OLltput Tim~ increment ; .0500 hrs
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---------I----------------~---------------------------------------------
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32.9000
33.1500
33.4000
33.6500
33.9000
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34.4000
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3~.9000
35.1500
35.4000
35.6500
35.9000
36.1500
36.4000
36.6500
36.9000
37.1500
37.4000
37.6500
37.9000
38.1500
38.4000
38.6500
38.9000
39.1500
39.4000
39.6500
39.9000
40.1500
40.4000
40.6500
40.9000
41.1500
41.4000
41. 6500
41.9000
42,1500
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42.6500
42.9000
43.1500
43.4000
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Paul I. C=ipe Inc
Time: 5:24 PM
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Date: 5/13/2008
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Type.... Time vs. Volume Page 10.04
NamE.. .. POND 10 OUT T39: 100 Event: 100 yr
File.... O:\1999\990488\10700\calcs\Eng~\Detention\PRELIM_POND_SIZETEST.PPW
Storm... Hamilton County Tag: 100
u
TIME vs. VOLUME (ac-ft)
u
Time I Output Time increment ~ .0500 hrs
hrs 1 Time on left represents time for first value in each row.
---------1--------------------------------------------------------------
43.6500 1 .006 .006 .006 .006 .006
43.9000 I .006 .006 .005 .005 .005
44.1500 .005' .005 .005 .005 ,DOS
44.4000 .005 .004 .004 .004 .004
44.6500 .004 .004 .004 .004 .004
44.9000 .004 ,004 .003 .003 .003
45.1500 .003 .003 .003 .003 .003
45.4000. .003 .003 .003 .003 .003
45.6500 .003 .002 .002 .002 .002
45.9000 .002 .002 .002 ,002 .002
46.1500 .002 .C02 .002 .002 .002
46.4000 .002 .COl .001 .001 .001
46.6500 .001 .001 .001 .001 .001
46.9000 .001 .001 .001 .001 .001
47.1500..J .001 .000 .000 .000 .000
47.4000 I .000 .000 .000 .000 .000
47.6500 I .000 .000 .000 .000 .000
47.9000 I .000 .000
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SIN: F21B05A2ElC9
pondPack Ver. 9.0046
paul I. Cripe Inc
Tima: 5:24 PM
Date: 5/13/2008
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