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0 IN20071468
AMERICAN
STRUCTUREPOINT
INC.
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Drainage Narrative
for
Old Meridian Plaza
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Old Meridian Street
Carmel, Indiana
PREPARED FOR:
Keystone Construction Corporation
47 South Pennsylvania Street
Indianapolis, Indiana 46204
PREPARED BY:
AMERICAN STRUCTUREPOINT, INC.
7260 Shadeland Station
Indianapolis, Indiana 46256
January 16, 2008
Revised Ju ne 19, 2008
Submitted by:
Alen Fetahagic, PE
Rod Pizarro, EI
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TABLE OF CONTENTS
DRAINAGE NARRATIVE
APPENDIX A FLOOD MAP AND MISCELLANEOUS INFORMA nON
APPENDIX B PROPOSED STORM SPREADSHEET
APPENDIX C ICPR AND POND CALCULA nONS
APPENDIX D PROPOSED DRAINAGE MAP
APPENDIX E WATER QUALITY INFORMA nON
APPENDIX F EXISTING CONDITIONS INFORMATION
fN20071468
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Drainage Narrative
Keystone Group, lLC Old Meridian Plaza
Location
This site is located just east of Old Meridian Street and north of Cannel Drive in Carmel, Hamilton County,
Indiana. The proj eet is not located within the laO-year flood zone, as shown by the Flood Insurance Rate Map
(FIRM) 18057C0207F, effective Febmary 19, 2003. A copy of the FIRM is located in Appendix A.
Description
The proposed development includes the constmction of two buildings, on-street parking and associated off-
street parking, utilities, and a dry pond.
Existing Drainage
Under existing conditions, the majority of the project site drains east via overland and shallow concentrated
flow to the adjacent property. A portion of the site drains west into Old Meridian Street. Refer to Appendix F
for the existing conditions calculations and drainage map.
Proposed Drainage
In the proposed condition, a small portion of the far west portion of the site will drain into Old Meridian Street,
as it currently drains. The majority of the site will drain via sheet tlow to three inlets and the dry pond. These
inlets discharge into the dry detention pond at the east side of the site. Stormwater held in the dry detention
facility will drain through a restrictor pipe and outlet near the property line. The detention facility was
designed to contain the 1 aO-year storm without ovenopping. Stonnwater release from the dry detention faci Iity
is control led by a 6-inch control orifice and includes an emergency spillway to provide flood release for storm
events that produce runoff greater than the I aO-year frequency storm. The minimum 6-inch diameter orifice, as
required by the stonnwater ordinance, discharges at a rate higher than the 0.1 and 0.3 cfs/acre allowable
discharge restriction. We have included additional calculations showing the pond is sized to contain the runoff,
even though the minimum orifice size requirement applies.
Post-Construction BMP
The dry pond has also been designed to be used as a permanent post-construction Best Management Practice
(BMF). The pond is shaped such that the maximum travel distance is achieved for the impervious flow from
the parking lot. In addition, plantings have been added to the dry pond, which will provide water quality
treatment. The side slopes have been designed at a maximum slope of 3: 1. The outlet pipe designed for the
detention pond will also function as the dry pond outlet. A snout has been installed in the upstream structure
from the pond to provide the second required EMF. Additional information can be found in Appendix E.
Conclusions
No adverse impacts are expected from the construction of the proposed project. Although the discharge from
the dry detention facility exceeds the allowable discharge restriction, this condition could not be avoided since
the ordinance also stipulates the control orifice shall not be less than six inches in diameter.
IN2007146k
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APPENDIX A
FLOOD MAP AND MISCELLANEOUS INFORMATION
IN2007] 46R
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City of Carmel
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Hamilton County
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NATIONAL FLOOD INSURANCE PROGRAM
FIRM
FLOOD INSURANCE RATE MAP
HAMILTON COUNTY,
INDIANA
AND INCORPORATED AREAS
(SEE MAP INDEX FOR PANELS NOT PRINTEO)
~ fM!ll. SUfFIX
lSOQII 0207
'eooao 0:207
'&00a"3 0207
Jotg~1 lP- IJg: 'Thli MAP NUMB;Efi; 1!1cIwl1 ~law t.1'14IU\ bI w..,
y,.hIIrl .pIaoIllg I'rll!Ip OOOo1h1; l:i'.@ Cm.lMu'""tTY NlJMSEA ..ilg\M1
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MAP NUMBER
1 B057C0201F
EmcnvE DATE:
FEBRUARY 19, 2003
Federal EmecgellCy MlWagemcn[ Agency
This is an aflicial copy of a portion of the abo-.e referenced flood map. It
was extracted using F-MIT On-Une. This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title biock. For the lates't product information about National Flood Insurance
Program ~omj maps checl< the FEMA Fiood Map Stare at wwwmsc.femagov
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Soil Map-Hamilton County, Indiana
(Building @ Old Meridian)
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572660 572680 572700 572760 572800 572820 572860
N Meters
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Feet
0 50 100 200 300
USDA Nalllral Resources Web Soil surve~ 2.0
jjjiiI Conservation Service National Cooperative oil Survey
1/11/2008
Page 1 of 3
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Soil Map-Hamilton County, Indiana
(Building @ Old Meridian)
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MAP INFORMA liON
MAP .LEGE~JD
Area of Interest (AOI) ro Very Stony Spot
0 Area of Interast (AOI) 'p Wet Spot
Soils Other
,s
j Soil Map Units
Special Line Features
Special Point Features .-;'.' Gully
(~) Blowout
.' . Shari Steep Slope
~ Borrow Pit
.^ . Other
* Clay Spol
Political Features
!I' Closed Depression Municipalities
X Gravel Pit . Cities
.. Gravelly Spot D Urban Areas
@ Landfill Water Features
A. Lava Flow . Oceans
~.. Marsh ,....... Streams and Canals
y Mine or Quarry Transportation
-t-H- Ralls
@ Miscellaneous Water
Roads
@ Perennial Water ~ Interstate Highways
v Rock Outcrop .;"'./ US Roules
+ Saline Spol State Highways
Sandy Spot ,A.,-' Local Roads
- Severaly Eroded Spot Other Roads
0 Sinkhole
}l Slide or Slip
JZJ Sadic Spot
- Spoil Area
D Stony Spot
Original soil survey map sheets were prepared at publication scale.
Viewing scale and printing scale, however, may vary from the
original. Please rely on the bar scale on each map sheet for proper
map measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 16N
This produclis generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Hamillon County, Indiana
Survey Area Data: Version 6, Sep 4, 2007
Date(s) aerial images were photographed: 1998
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
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Natural Resources
Conservation Service
Web Soli Survey 2.0
National Cooperative Soil Survey
1/11/2008
Page 2 of 3
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Soil Map-Hamilton County, Indiana
Building @ Did Meridian
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Natural Resources
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APPENDIX B
PROPOSED STORM SPREADSHEET
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PROPOSED STORM SEWER SYSTEM
STORM SEWER DESIGN TABLE - RATIONAL METHOD
LOCATION Carmel, Indiana
JOB TITLE Keystone Group LLC Veterinary hospital
JOB NUMBER IN20071468
DATE 06/19/08
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MANNINGS n =
0013
10 YEAR STORM RIM INVERT
PIPE PIPE PIPE TRAVEL ELEV. ELEV. ELEV. ELEV.
STR. TO STR. LENGTH c AREA cA CUM. cA Tc Tcum i Q DIAMETER SLOPE CAPACITY VELOCITY TIME U.S. D.S. U.S. D.S.
(ft) (acres) (min) lmin) (in/hr) (eFS) (inches) (%) lcfs) fftlsec) (min) (ft) (ft) (ft) TIo
1 3 65 0.85 0.70 0.59 0.59 5.00 5.00 6.98 4.15 15 0.60 5.00 4.08 0.27 857.81 857.81 853.64 853.25
2 3 26 0.85 1.07 0.91 0.91 5.00 5.00 6.98 6.37 18 0.55 7.79 4.41 0.10 857.27 857.81 853.39 853.25
3 3A 36 0.85 0.01 0.01 1.51 5.0a 5.27 6.88 10.42 24 0.25 11.31 3.60 0.17 857.81 858.42 853.15 853.06
3A 4 89 0.85 0.01 0.01 1.52 5.00 5.43 6.82 10.39 24 0.25 11.31 3.60 0.41 858,42 856.25 852.96 852.74
4 es 77 0.85 0.01 0.01 1.53 5.00 5.84 6.67 10.21 24 0.27 11.75 3.74 0.34 856.25 - 852.64 852.43
5 es 30 0.85 0.01 0.01 0.01 5.00 5.00 6.98 0.06 12 0.33 2.05 2.61 0.19 - 851 .50 851.40
IN20071468.ce.Storm Sewer Design .ADLS.Amended.xls,Design
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PROPOSED STORM SEWER SYSTEM
HYDRAULIC GRADE LINE CALCULATIONS
Keystone Group LLC Veterinary hospital
IN20071468
6/19/2008
Hydraulic Grade Line
Manning's n =
0.013
(Downstream) (Upstream) starting flow pipe dla. area vel length friction k manhole total final T.O.R Theo. Depth
MH# to MH # elev. Icfs) (in) ISQ. ft) (ft( s) 1ft) loss manhole loss loss elev. U.S. MH Over Rim
3 1 855.41 4.15 15 1.227 3.382 65 0.268 0.50 0.10 0.368 855.78 857.81 -2.03
3 2 855.41 6.37 18 1.767 3.605 26 0.096 1.50 0.30 0.398 855.81 857.27 -1.46
3A 3 855.06 10.42 24 3.142 3.318 36 0.076 2.50 0.27 0.347 855.41 857.81 -2.40
4 3A 854.74 10.39 24 3.142 3.306 89 0.188 3.50 0.10 0.289 855.03 858.42 -3.39
es 4 854.43 10.21 24 3.142 3.251 77 0.157 4.50 0.10 0.257 854.69 856.25 -1.56
e:> 5 852.40 0.06 12 0.785 0.076 30 0.000 5.50 0.10 0.100 852.50 0.00
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APPENDIX C
rCPR AND POND CALCULA TrONS
IN20071468
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~=== Basins ======================================~~~~~=~=~===============================
Name, BASIN 1&2
Group, BASE
Node, Pond
Type, SCS Unit 3ydrograph
Status, Onsits
Unit Hydrograph: Uh484
Rainfall File,
Rainfall Amount (In), O~OOO
Area (ac) , 1.783
CUrve Number, 95.00
DCIA(%), D.DC
Peaking Factor: 484~0
Storm Duration (hrs) , 0 00
Time of Cone (min] , 5~00
Time Shift~hrs]: 0.00
Max Allowable Q(cfs), 939999.000
Name, BASIN POIID
Group' BASE
Node: Pond
Type, SCS Unit Hydrograph
Status: Onsite
Unit Hydrograph, Uh484
Rainfall File,
Rainfall Amount (in) , 0.000
Area (ac), 0 ~ 844
CUt~ve Numbe", 83 ~ 00
DCIAnJ,O.Oo
peaking Factor,
Storm Duration (hrs) ,
Time oE Cone (min) ,
Time Shlft (hrs) ,
Max Allcwable Q(cfsJ
484.0
C~OO
25.00
o~oo
999999.000
Name, DIRECT
Group, BASE
Node, End
Type, SCS Unit Hydrograph
Status, Onsite
Unit Hydrograph, Uh484
Rainfall File,
Rainfall Amount [in] , 0.000
.l\rea[ac), 0.191
Cu::-v~ NUlllber: 80.0D
DCU\('t): 0 GO
Peaking Factor: 484_0
Storm Duration (hrs! , 0.00
Time Of Conc(min), 5.00
Time Shift (hrs! , 0.00
fI.'ax Alloll,.!able Q(cEs) ~ 999S99 000
==== Nodes ==================================================~~=====~~~=~=============:~~=
Name, End
Group: BASE
Type, Time/Stage
Base Flov' (cfs), 0.000
Init Stage(ft) 851.GOO
'~arn Stage(Et) 855.000
Time (hra)
Stage (ft)
0.00
24.00
10000.00
851.000
851.000
851.000
Name~ Pond
Group, BASE
Type " Stage/Area
Base Flow(cfs), 0.000
Init Stage (ft), 851. 500
Warn Stage (ft) , 855.000
Stage [ft)
Area (ac)
851.500
852.000
853.000
854.000
855.000
0.0050
0.1174
0.2794
0.3153
o .3520
==== Drop Structures ======================~~=~===~=~=====~~======~===~===================
Name, Outfall From Node: Pond Length (ft) , 50 .00
Group: BASE To Node: End Count, 1
UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance
Geometry: Circular Circula'r solution Algorithm, Automatic
Span (in) , 12.00 12.00 Flow, Both
Rise (in) : 12.00 12.00 Entrance Loss Coef: 0.500
Interconnected Channel and Pond Routing Model (ICPR) iQ2002 Streamline Technologies, Inc.
Page 1 of 3
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Invert (ft) : B51.500 851. 400 Exit Loss Coef: 0.500
Manning's N: 0.013000 0,013000 Outlet Ctrl Spec: Use dc or tw
Top Clip (in) : 0.000 0.000 Inlet etrl Spec: U"e dn
Bot Clip (in) : 0.000 0.000 Solution Incs: 10
Upstream FEWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Clrcular Concrete: Square edge wi headwall
*** Weir 1 of 1 for Drop Structure Outfall 'i'I'lII'1r
TABLE
Count: 1
Typ~: Vertic31~ Mavis
Flow: Both
Geometry: Circular
Bottom Clip (in): a. 000
Top Clip!inl: 0.000
Weir Disc CoeE, 3.200
Orifice Disc CoeE= 0_600
Span Cin) , 6.00
Ri"e(in) , 6.00
Invert(ftl: 851.500
Control Elev[Etl: 851.500
====~~M==================================~======================~=========================
==== Hydrology Simulations -~,_~==,===,====,=~==================================~=~____==,
==========~========~================~~====================================~===~===========
Name: 100yr - 24hr
Filename: P:\IN2006\1187\C. Calcs_Data\ICPR\Einal\lOOyr - ~4hr.R32
Override Defaults: Yes
Storm Duration (hrs): ~4. 00
Rainfall File: SCS TJ~e II
Rainfall Amountlin) , 6.46
Timelhrs) Print Inc(min)
8 000
-'..8 aoo
32 000
15 co
5.00
15 . O~J
Name: lDyr - 24hr
Filename: P,\IN2006\1187\C, Calcs_Data\rCPR\Einal\lOyr - 2111, R3~
Override Defaults, Yes
Storm Duration (llTS;I: 24 _ 00
Rainfall File, SCS Type II
Rainfall Amount {inl , 3,83
Time (hrs)
Print Inc(min)
8.000
16.000
32.000
15,00
5.00
15.00
Name: 2yr - 24hr
Filename: P,\IN2006\1187\C. calcs_Data\ICPR\final\2yr - 24hr.R32
Override Defaults, Yes
Storm D:o.ration(hr5)' 24.00
Rainfall File: SCS Type II
Rainfall Amount (in) : 2.66
Time (hrsl "
Print Ine (min)
8.000
16.000
32.000
15.00
5.00
15.00
===~~._-~--~=-=====================~====~~====================~===-=======================
~=~= Routing Simulations __=~=~=~=~~=~==========~~===========~~~==~=~=~===~=~~~~_~__=~====
~====~========================~~~~==-=====================================================
Name: 100yr-24hr Hydrology Sim: 100yr - 24hr
Fil",nam",: p, \IN20 06\118 7\C. Calcs _Data \rCPR\Einal \10 Oyr-24hr, 132
Exe"ute: Yes
Alternative: NO
Restart: No
Patch: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time (hrs): 0.000
Delta Z Factor: 0.00500
End Time (hrs) : 32,00
Interconnected Channel and Pond Routing Model (ICPR) (92002 Streamline Technologies, Inc.
Page 2 of3
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Min Calc Time (see), 0.5000
Boundary Stages,
Max Calc Time(sec), 60.0000
Boundary Flo'...s,
Tirue (hrs)
Print. Inc(min)
32.000 5.000
Group Run
BASE
Yes
Name, IOyr-24ht' Hydrology Sirn, 10yr - 24hr
F"lename: P,\IN2006\1187\C. Cales Data\ICPR\final\10yr-24hr.I32
Execute, Yes
Alternative: No
Restart ~ No
Patch, No
Max Delta Z{ft),
Time Step O?timizer,
Start Time (hrs) ,
Min Calc Time (see) :
Eouudary Stages:
1. 00
10.000
0.000
a 5000
Delta Z Factor, a 00580
End Time (!-!rs) = 32 _ 00
Max Calc Time(sec), 60.0000
Doundar"/ f1c'''';8;
Time (hrs) Print Inc (min)
32.000 5.000
Group
Run
Bl\SE
Yes
Narl,2: 2~fC-:,~;':;;:-
~;'i L""T","':IT,===: SJ = \r,~n ')0 {; \118 7'\C
Hydrology Si~~I: '2:/I.:- - 2.1'''-
{:ccd:: s _Data \ IC,E':(\ E.i ~-:'':'l l \:::: ",'":::: -:: "j
Exec'..'..te: YC2. S
AlternativE; No
:K.estart ;:-ro
pa tC;l: No
Max Delta Z(fc): 1.00
Tlme Ste~ C~timizer: 10.000
Star~ Tin,.e \:::rsJ; 0, ODO
Min Calc Time(see) , 0.5000
Boundary Stages,
Delta Z Fa~:or' 0.00500
E~j 'I': I~le ':~.. r- _==): 1 ,- 'I r,
Max Cal~ Time (see), GO. 0000
Boundary Flows,
Time (hrs)
Print Ine (min)
32_000 5_000
Group Run
BASE Yes
================~~~=======~=============================================~=====~===========
==== Bound~ry Conditions =================================================================
--------~----------------------------~---------------------------------------------~~-----
~-----------------~--------------------~--------~~-~--------------------------------------
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
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Max Time Max Warning Max Delta t.}..;-i:..... Surf r4ax Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage AI-ea Inflow Inflo'l Outflow Outflow
hrs ft f I: ft2 hrs cfs hrs cfs
E:nd BASE: lOOyr-24hr' 0.00 851.000 855.000 O. 0000 11.50 2 .21.1 0.00 0.000
End BASE 10yr- 24hr 0.00 851.000 855.000 o . 0000 11.50 1 .358 0.00 0.000
End BASE 2yr- 24.hr 0.00 851.000 855.000 a . 0000 11.50 0 .952 0.00 0.000
pond BASE 100yr-24hr 12.50 854.216 855.000 o . 0 05 0 14081 11.50 15. 522 12.50 1 .317
Pond BASE 10yr- 24hr 12.26 853.222 855.00G o .0050 12519 11.50 8 .672 12.26 0 .980
Pond BASE 2yr-24hr 12.07 852.774 855.000 0.OD50 10577 11.50 5 .631 12.07 0 .792
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Interconnected Channel and Pond Routing Model (ICPR) rg2002 Streamline Tcchnolo gil~'. J lie.
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Simulation Basin Group Time Max Flow Max Volume Volume
hrs cfs in ft3
--- - ~___.'__h'__',~.~______~ --------_.~--~ - -~- --- --- -----._- --~ __.',_ _ _ L
100yr - 24hr BASIN 1&2 BASE: 11. 51 13 . 035 5 .861 37699.293
10yr - 24hr BASIN 1&2 BASE 11 51 7.538 3 259 20964.652
2yr - 24hr BASIN 1&2 BASE 11 52 5.061 2 .116 13607.745
100yr - 24hr BASIN POND BASE 11.67 3 .463 4.514 13486 .033
10yr - 24hr BASIN POND B}\.SE 11.67 1 .661 2.136 6382 .643
2yr - 24hr BASIN POND BJ\.SE 11.67 0 .904 1.177 3514 .886
100yr - 24hr DIRECT BASE 11.52 1.348 4.193 3379.126
lOyr - 24hr DIRECT BASE 11.52 0.642 1.900 1530.742
2yr - 24hr DIRECT BASE 11.52 0.346 1.000 80S 756
111terconnectcd Channel and Pond Routing Model (ICPR) 192002 Streamline Technologies, Inc.
c:=
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Page 1 of 1
c:='~-==-==E::=~C=E=:I:::II::::Jc::!C:::I:=:C=:c:JI:=:Jt::Jc::.[:=J
Release Rate Modeling Results
;"j Old Meridian Plaza
Pre-Development Post-Development
Site Outlet Depress Depress
# Item DA Storage? _ 2-Yr. 1 0- Y r. 100-Yr. DA StoraQe? 2-Yr. 10-Yr. 100-Yr.
Default Unit .-
,
Discharge 0.1 0.3
Allowable
Release rate
Basin Specific
Discharge ,-
Allowable I , -
j -
Release rate, if I
any " ~ ' '.
Unit Discharge ' I
It
Allowable ! ~
Release rate
based on D/S - -
restrictions, if I
,
any
,
Adopted Unit I
Discharge 0.1 0.3
Release Rate
~
Allowable 2.9 t 0.29 0.87
Release Rate !
,
Modeling 2.9 No 1.78 4.032 9.968 2.9 No 0.996 1.44
Results 2.39
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Project No..
Project Description:
County:
Description
Rainfall Frequency
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Sheet Flow
Flow Length (<300 ft) ( ft )
Two year 24-hr rainfall
Land Slope (ftlft)
Surface coeff.
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Shallow concentrated flow
Flow Length ( ft )
Slope (ft/ft)
(Paved / Unpaved)
Ave. Velocil
u
Channel Flow
Cross Sec. Area
Wetted Perimeter
Hydraulic Radius
Channel Slope
Manning's Coeff.
Velocity
Flow Length
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3/25/2008
TR-55 WORKSHEETS
3/25/2008
1N20071468
OLD MERIDIAN PLAZA
Hamilton
2.64 2 Vr storm
3.05 5 Vr storm
4.25 10 Yr storm
5.1 50 Yr storm
5.85 1 DO Vr storm
ment 10
CO
225.00
2.64
0.012
0.150
0.00
0.010
U
1.50
0.00
0.00
0.00
0.000
0.00
0.00
0.00
segment ID
AB
0.42
25.32
0.00
0.00
0.00
0.00
segment 10
CD
0.00
0.00
0.00
0.00
0.00
0.00
Total
Total
Page 1
Time (hrs~
Time (min
0.42
25.32
PROPOSED tc CALC FOR POND BASIN.xls
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Date:
3/24/2008
TR-55 WORKSHEETS
Project No.:
Project Description:
County:
Description
IN20071468
OLD MERIDIAN PLAZA
Hamilton
Proposed "eN" Number FOR POND BASIN
IWorksheet 2 - Runoff curve number and runoff
Areas
BUILDING
GRASS
Area (sft)
6642
29086
35728
-:. .
3/25/2008
eN NUMBER
95
80
10
630990
2326880
2957870
Average "c" Value =~
82.79
Lot Cn value.xls
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Runoff curve numbers for urban areas'
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Cover deScliption
Curve numbers for
hydrologic soil group-
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Cover type and hydrologic condition
Average percent
impervious area2
A
B
C
D
Fully developed 'urban area.s (z:egetation e.9tablished)
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Open space Oa\\.'t1s, parks, golf courses, cemeteries,
etc.!,: .
Poor condition (grass cover < 50%) .... . . . . . . . . . .
Fair condition (grass cover 50% to 75%). . . . . . . . . . .
Good condition (grass cover > 75%) . . . . . . . . . . . . . .
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-Qf-way). . . . . . . . . . . . . . . . . . . . . . . . . .
Streets and roads:
Paved; curbs and stonn sewers (excluding
right-of-way) . . . . . . . . . . . . . . . . . . . . . . . . . _ . . . . . . . .
Paved; open ditches (including right-Qf-way) . . . . . . .
Gravel (including right-of-way) .. . . . . . . . _ . . . . . . . . .
Dirt (including right-of-way) .....................
Western desert urban areas:
Natural desert landscaping (pervious areas only)'!...
Artificial desert landscaping (impervious weed
barrier, desert shrub with 1. to 2-inch sand
or gravel mulch and basin borders). ... _ . . . . . . . . . .
Urban districts:
Commercial and business _ . .,.. . . . . . . . . . . . . . . . . . . . . .
Industrial. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Resid~ntial districts by average lot size:
118 acre or less (town houses)... . . . . . . . . . . . . . . . . . . .
114 acre _............................. . . . . . . . . . . .
113 acre ......... . . . . . . _ . . . . . . . . . . . . . . . . . . . . . . . . .
1/2 acre. . , . . . . . . . . . . . . . . . . . . . . . . _ . . . . . . . . . . . . . . . .
1 acre. . . . . . . . . . . . . . . . . . . . . . . . . . _ . . . . . . . . . . . . . . . .
2 acres . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . _ _
68 79 86 89
49 69 79 ~
39 61 74
98 98 98 98
98 98 98 98
83 89 92 93
76 85 89 91
72 82 87 89
63 77 85 88
96 96 96 96
85 89 92 94 95
72 81 88 91 93
65 77 85 90 92
38 61 75 83 87
30 57 72 . 81 86
25 54 70 80 85
20 51 68 79 84
12 46 65 77 82
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Developing urban areas
Newly graded areas (pervious areas only,
no vegetati~n)S . . . . . . . . . . . . . . ... . . . . .. . _. . .. . . .. . .
Idle lands (9N.'s are detennined using cover types
similar to ::those in table 2-2c).
77
86
91
94
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IAverage runoff condition, and I. = O.2S.
2Th(:> <lver.lge percent impervious area sho....."ll was used to develop the composite eN's. Other a~-umptions are as follows: impervious area.":
are directly connected to the dr-4inage :>ystem, impel'Vious areas 'have a CN of 98, and pervious areas are considered et]uivalent to open
:>pace in good hydrologic condition. eN's fOI- other combinations of conditions may be computed using figure 2-3 or 2-4.
3CN's :>hown are equivalent to thrn;e of pasture. Composite CN':> may be computed for other combinations of open space cover type.
'Composite CN's far natur-.ll desert landscaping should be computed using figures 2-3 or 2-4 based on the imperVious area percentage (eN
= 98) and the pel"Viou~ clrea CN. The perviou~ al1~a GN's are assumed equivalent to desert shrub in poor hydrologic condition.
sCompasite eN'!:: to use for the design of temporary measures during gr.ujing and construction should be computed using figure 2-3 or 2-4,
based on the degree of development (impervious area per<:entage) and the CN':; for the newly graded pervious areas.
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TABLE 205-2: Runoff Curve'llumbers for Urban Areas
(SOURCE: . 21 o-VI-TR-55, Second Ed., June 1986)
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Trapezoidal Dilch
~obNo.:
,Dese.:
U ~n Parameters
Slope
[] :1 [3~i---
------- --.... r-
Depth +- ",,= /
O D+-~
ft -+--+
~ ::-- -----
~(n)
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Slope
D Width:
,
'Grade:
:R~~ihn;s~~ .-.
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[Straight stream., clean
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Fhm Qlaracleristics
Flow Area:
,\Vet Perim.:
,"yd. Rad.:
Capacity (Q):
,
-
:Veloeity (v):
-=.I
.uL_
8.21>001 ft
18.16231 :f1--
o 41>421 'itU .-. -
. I
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2:4. 11> I Jt fsee
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2:.931 .ftfsee -
Er'int
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==:= Basins =~=~=.~-======================================================================
Name, BASIN 1&2
Group' BASE:
Node, Pond
Type, SCS Unit Hydrograph
Status, Onsite
unit Hydrograph, Uh484
R~infall File:
Rainfall Amount (in) , 0.000
Area (ac), 1. 783
Curve Number, 95.00
DCIA(%), 0.00
Peaklng Factor, 434.0
Storm Duration(hrs), 0.00
Time of Conc(min), 5.00
Time Shift(hrs), 0.00
Max Allowable Q(cfs), 999999.000
Name: BASIN POND
Group: BASE
Node: Pond
Type: SCS Unit Hydrograph
Status, Onsite
unit Hydrograph, Uh484
Rainfall File,
Rainfall Amount (in) , 0.000
Area (ac) , 0.B44
Curve Number, B3.00
DCIA(\), 0.00
Peaking Factor~
Storm Duration (hrs)
Time of Conc(min).
Time Shift (hrs) ,
Max Allowable Q(cfs) ,
484.0
0.00
25.00
0.00
999999.000
Name, DIRECT
Group, BASE
Node, Pond
Type, ses Unit Hydrograph
Status: Onsite
Unit Hydrograph, Uh484
Rainfall File,
Rainfall Amount [in) , 0.000
Area [ac) , 0.191
Curve Number, 80.00
DCIA('!), 0 00
Peaking Factor, 484.0
Storm Duration(hrs), 0.00
Time of Conc(min), 5.00
Time ShiEt (hrs) , 0 00
Max Allowable Q(cfs), 999999.000
=~== Nodes ;==============================~~=~======~=====~~~==~==========================
Name: End
Group: EASE
Type: Time/Stage
Base Flow(cEs), 0.000
Inlt Stage(Et), 851.000
',;Tarn Stage Cft) , 855.000
Time (hrs)
Stage [Et)
0,00
24.00
10000.00
851.000
851.000
851.000
Name, Pond
Group, BASE
Type '. Stage/Area
Base Flow(cfs): 0.000
Init Stage (ft]: 851.500
Warn Stage (ft) : 855.000
Stage [ft)
Area(ac)
851.500
852.000
853.000
854.000
855.000
0.0050
0.11"14
o . 2794
0.3153
0.3520
~~~= Drop Structures ~~"==================================================================
Name~ Outfall From Node, Pond Length(ftl, 50.00
Group: Bl,SE To Node, End Count, 1
UPSTREAM DOWNSTREAM Friction Equation, Average Conveyance
Geometry: Circular Circular Solution Algorithm, Automatic
Span (in) : 12.00 12.00 Flow: Both
Rise (in) : 12.00 12.00 E:ntrance Loss Coef, 0.500
IntercODllected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
Page 10f3
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Invert. (ft) , 851. 500 851.400 Exit Loss Coef, 0.500
Mannir..g's N, 0.013000 0.013000 Outlet Ctrl Spec: Use de or lOw
TOp Clip (in) : 0.000 0.000 Inlet. Ctrl Spec: Use dn
Bot Clip (in) : 0.000 0.000 Solution Ines: 10
upstream FHWA Inlet Edge Desoription,
Circular Concrete: Square edge wi headwall
Downstre~m F~WA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
*** weir 1 ot 1 for Drop Structure Outfall ***
TABLE
Count, 1
Ty~e: Vertical: Mavis
Flow: Both
Geometry: Circular
Bott.om Clip(in): 0.000
Top Clip (in) : 0000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Span (in), 3.00
Rise (in), 3.00
Invert (ft): 851. 500
Control Elev(ft): 851.500
=====~===========~~=====================================================~==~======~=;:;;==
="=" Hydrology Simulations "~~""~""""""""""~"~~~~"~""~"~"-"=""_""""="="===================
Name: lOOyr - 24hr
Filename: P:\IN2006\1187\C. Calos_Data\ICPR\final\100yr - 24hr.R32
Override Defaults: Yes
Storm Duration (hrs): 24.00
Rainfall File: SCS Type II
Rainfall Amount (in)' 6.46
Time (hrs)
Print. Inc (min)
8.000
16.000
32.000
15.00
5.00
15.00
Nsme: 10yr - 24hr
Filename: p:\rN2006\1187\C. Calcs_Data\rCPR\final\10yr - 24hr.R32
Override Defaults:
Storm Duration(hrs) :
Rainfall File:
Rainfall Amount (in)
Yes
24.00
SCS Type II
3.83
Time (hrsl
prir,t Inc (min)
8.000
16.000
32.000
15.00
5.00
15.00
Name, 2yr - 24hr
Filename: P,\IN2006\ll87\C. calcs_Data\ICPR\final\2yr - 24hr.R32
Override Defaults: Yes
Storm Duration (hrs) , 24.00
Rainfall File: SCS Type II
RaiilfS!q Amouilt [in): 2.66
Time (hrs)
Print Inc(minl
8.000
16.000
32.000
15.00
5.00
15.00
~~~~ Routing Simulations =============================================~______.======.=.==.
Name, 100yr-24hr Hydrology Sim: 100yr - 24hr
Fi 1 "name: p, \IN2006\1l87\C. CaleS_Data \rCPR\final\lOOyr-2 4hr. 132
Execute: Yes
Alternative: No
Restart: No
Patch, No
Max Delta Z (ft), 1.00
Time Step Optimizer: 10.000
Start Time [hrs): 0.000
Delta Z Factor, 0.00500
End Time(hrs): 32 00
Interconnected Channel and Pond Routing Model (ICPR)~2002 Streamline Technologies, Inc.
Page 2 of3
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Min Calc Time(sec) 0.5000
Boundary Stages:
Max Calc Time (sec} , 60 0000
Boundary Flows:
Time (hrs)
Print Inc(",in)
32.000
5.000
Group
Run
BASE
Yes
Name, lOyr-24hr Hydrology Sim: 10yr - 24hr
Filename: P,\IN2006\1187\C. Calcs_Da~a\ICPR\final\10yr-2'lhr.I32
Execute~ Yes
Alternative: No
Restart: No
Patch: No
Max Delta 21ft):
Time Step Optimizer:
Start Tirne(hrs):
Min calc Ti",e{sec) :
Boundary Stages~
1. 00
10.000
0.000
0.5000
Delta Z Factor, 0.00500
End Time (hrs) , 32.00
Max Calc Timelsec), 60.0000
Boundary Flows:
Time (hrs)
print Inc(min)
32.000
5.000
Group
Run
BASE Yes
Name, 2yr-2'lhr
Filename, P,\IN2006\1187\C
Hydrology 8im: 2yr - 24hr
Calcs_Data\ICPR\final\2yr-24hr.I32
Execute: Yes
Alternative: NO
Rest,a:::-t: No
Patch: No
Max Delta Z{ftJ, 1 00
Time Step Optimizer: 10.0aO
Start Time (hrsJ , 0.000
Min Calc Time(sec) , 0.5000
Boundary Stages=
Delta Z Factor: 0.00500
End Time{hrs): 32.00
Max Calc Tlme{sec): 60.0000
Boundary Flows:
Time(hrs)
Print Ine (rr.in)
32.000 5.000
Group Run
BASE Yes
:===~~~~==;-~-=~=~======================================~==~==~~~;:;~=====================
==== Boundary Conditions =================================================================
~--'------------------------------------------------------------~~~~~----------------------
--------------------------------~---------------------------------------------~-~---------
'-,
Interconnected Channel and Pond Routing Model (lCPR) (92002 Streamline Technologies, Inc.
Page 3 of3
c= c= L_J c= c=J c= CJ c= c::; CJ c= c= c=J CJ c=J c= CJ c=J c=J
' '
,
f #> pos€J:j s~ f'4AA' ~,~O
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
,-
End BI\SE 1.00yr-24hr 0.00 851.000 855.000 0.0000 0 15.89 0.416 0.00 0.000
End EASE 10yr-24hr 0.00 851.000 855.000 0.0000 0 13.99 0.318 0.00 0 000
End EI\SE 2yr-24hr 0.00 851. 000 855.000 0.0000 0 13.54 0.262 0.00 0.000
Pond BI\SE 100yr-24hr 15.89 854 .998 855.000 0.0050 15329 11 .50 16.675 15.89 0 416
pond BI\SE 10yr-24hr 13.99 853 .648 855.000 0.0050 13185 11 .50 9.200 1J.99 0 318
pond BI\SE 2yr-24hr 13.54 853 047 855.000 0.0050 12245 11 ,50 5.921 13.54 0 ,262
Intercormected Channel and Pond Routing Model (ICPR) (92002 Streamline Technologies, Inc.
Page 1 of 1
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APPENDIX D
PROPOSED DRAINAGE MAP
IN2007] 468
.:10 9917 lLOOZN I 'ON 80r .
:),,8 'O'>IHO WOO'IU!odsJ npnJlS" NIMM 'ONI II-
~a oaO'8PS'H8 XV;:! 09SSL17S'H8131 INIO,d3Hnl:JInHlS 1111
:)..8 NMv~a L968-9929\7 NI 'SIlOdVNVIONI
NOIIV1S ONV130VHS 09U N Ii] I tI J V'J~' liD
90/6l/9 :31 va .,
,O~=..l :]lV'OS
'ON 133HS
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APPENDIX E
WATER QUALITY INFORMATION
IN20071468
woo 'lU!odeJ nlOnJIS' MMM
OLlOTtS"H€ XVj 09S9'LtS'L~€ 131
LS6€-9Sl9v NI 'SIlOdV'NV'IONI
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cwy ~,
.... .i~
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U NOTES
CONFIGURATION DETAil
1" PVG ANTI-SIPHON
PIPE ADAPTER ~
REMOVABLE WATERTI~
rMOUNTING FLANGE
.I
OUTLET PIPE (HIDDEN)
FRONT VIEW-
SlOE VIEW
SNOUT Oll-WATER-DEBRIS SEPARATOR
u
1. ALL HOODS AND TRAPS FOR CATCH BASINS AND WATER QUALITY STRUCTURES SHALL BE
AS MANUFACTURED BY:
BEST MANAGEMENT PRODUCTS, INC.
53 MT. ARCHER RD.
LYME, CT 06371
(860) 434-0277, (860) 434-3195 FAX
TOLL FREE: (800) 504-8008 OR (888) 354-7585
WEB SITE: www.bestmp.com
OR PRE-APPROVED EQUAL
D
2. ALL HOODS SHALL BE CONSTRUCTED OF A GLASS REINFORCED RESIN COMPOSITE IMTH
ISO GEL COAT EXTERIOR FINISH WiTH A MINIMUM 0.125. LAMINATE THICKNESS.
U 3. ALL HOODS SHALL BE EQUIPPED WITH A WATERTIGHT ACCESS PORT, A MOUNTING FLANGE,
AND AN ANTI-SIPHON VENT AS DRAWN. (SEE CONFIGURATION DETAil)
U 4. THE SIZE AND POSITION OF THE HOOD SHALL BE DETERMINED BY OUTLET PIPE SIZE AS
PER MANUFACTUtER'S RECOMMENDATION.
5. THE BOTTOM OF THE HOOD SHALL EXTEND DOWNWARD A DISTANCE EQUAL TO 112 THE
OUTLET PIPE oj~METER vvrTH A MINIMUM DISTANCE OF 6" FOR PIPES "'12" LD.
U' 6. THE ANTI-SIPHON VENT SHALL EXTEND ABOVE HOOD BY MINIMUM OF 3" AND A MAXIMUM OF
24" ACCORDING TO STRUCTURE CONFIGURATION.
7. THE SURFACE OF THE STRUCTURE WHERE THE HOOD IS MOUNTED SHALL BE FINISHED
SMOOTH AND FREE OF LOOSE MATERIAL.
0-
8. THE HOOD SHALL BE SECUREl YATTACHED TO STRUCTURE WALL WITH 3/8' STAINLESS
STEEL BOLTS AND OIL-RESISTANT GASKET AS SUPPLIED BY MANUFACTURER (SEE
INSTALLATION DETAIL)
U 9
INSTALLATION INSTRUCTIONS SHALL BE FURNISHED IMTH MANUFACTURER SUPPLIED
INSTALLATION KIT.
INSTALLATION KIT SHALL INCLUDE:
A. INSTALLATION INSTRUCTIONS
B. PVC ANTI-SIPHON VENT PIPE AND ADAPTER
C. Oil-RESISTANT CRUSHED CELL FOAM GASKET WITH PSA BACKING
D. 318" STAINLESS STEEL BOLTS
E ANCHOR SHIELDS
[j
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us Patent # 6126817
TYPICAL INSTALLATION
ANTI-SIPHON DEVICE .
SNOUT
Oil-DEBRIS
HOOD
OIL AND DEBRIS
1&
1[- .'.
" ..
. .
.4
SEE NOTE'
'.
... ,."
..".
SOLIDS SETTLE ON
BOTTOM
"':'.11"
..
II
'NOTE. SUMP DEPTl-I OF 36" MIN FOR < OR: 12" DIAM.
OUTLET FOR OUTLETS >OR;;-:;S', DEPTH: 2.5-3)( DIAM.
INSTALLATION DETAil
.t..
DETAIL B
FOAMGASKETWI D
PSA BAGKINO-----; .
(TRIM TO LENGTH)
MOUNTI
ANCHOR WI BOLT FLANGE
SEE DETAil A)
o
INSTALLATION NOTE:
.
POSITION HOOD SUCH mAT
BOTTOM FLANGE IS A
DISTANCE OF 1/2 OUnET
PIPE DIAMETER (MIN.)
BELOW THE PIPE INVERT.
MINUMUM DISTANCE FOR
PIPES < 12" lD. IS 6"
-,-
1/2 D
-L-
GAS KET
COMPRESSED
BETWEEN HOOD
. ANO STRUCTURE
(SEE DETAIL B)
DETAIL A
ORILLE~:::'
HOLE ~ \ ~~IElD STAINLESS
BOLT
EXPANSION GONE
(NARROW END OUT)
HOOD SPECIFICATION FOR
CATCH BASINS AND
WATER QUALITY STRUCTURES
DESCRIPTION
Oll- DEBRIS HOOD
SPECIFfCA TlON AND
INSTALLATION
(TYPICAL)
DATE
SCALE
09/08/00
NONE
DRAWING NUMBER
SP-SN
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THE SNOUT@ STORMWA fER QUALITY IMPROVEMENT SYSTEM
SITE INSPECT/O'\! FIELD REPORT
INSPECTOR NAME:
DATE:
CURRENT WEATHER
SITE NAME and REF#:
BMP UNIT AND SIZE:
INLET PIPE/OUTLET PIPE SIZE: /
ADDRESS:
SITE CONTACT:
PHONE:
EMAIL
1. DATE OF LAST MAINTENANCE/INSPECTION (circle one):
PERFORMED BY: PHONE:
FLOATABLES/OIL: SEDIMENT DEPTH:
2. SITE CONDITIONS
LOOSE MATTER (desc.):
VISIBLE LIQUIDS (desc.):
VEGETATION (desc.):
HIGH FLOW (meas.ldesc.):
3. STRUCTURE CONDITIONS
TYPE (desc.):
VENT/PORT/GASK (desc.):
INLET/GRATE (desc.):
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U 4.
U
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U 5.
U
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6.
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U
( ,
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0
FLOATABLES (desc.):
OIUGREASE (desc.):
FLOW CONTROL (desc.)
SEDIMENT (meas.ldesc.):
OTHER (skimmer/unusual):
DISCHARGE CONDITIONS
VISIBLE (clarity/color):
FLOW WETJDRY(desc.):
DEBRIS (desc.):
FLOW PATH (desc.)
SURFACE WATER (desc.):
OTHER (desc.):
HISTORICAL
PRECIPITATION SINCE LAST INSPECTION:
PRECIP. DATA SOURCE:
PRECIPITATION SINCE LAST MAINTENANCE:
NOTES:
Best Management Products, Inc. . 800.504.8008 . www.bmpinc.com
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o AMERICAN STRUCTUREPOINT, INC.
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APPENDIX F
EXISTING CONDITIONSINFORMA nON
11
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IN20071468
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~~i !.t-....j
====~====~================~===~~=~============~===~=~=========================o===~=======
==== 8asins =====~~======================~==============~===;======~~=====================
==================~=='=====================~====~=====~====================================
Name: E:;.dstin.g
Group: BASE
Node: pond
Type: SCS Unit Hydrograph
St.<:ltus: Onsite
Unit Hydrograph:
Rainfall File:
Rainfall Amount linl:
Area lac) :
CUeve Number:
DCIAI%I:
Ur:484
Peaking Factor:
Storm Duratlon(hrs):
Time of Conc(mln) :
Time Shift(hrsi:
Max Allowable Q(cfs):
484.0
0,00
24,00
0.00
999999.000
0.000
2,900
74.00
0.00
==~=================~==============================~=================~===========~========
___= Hydrology Simulations ===~------~~~~~~~~==---=======-----~~~~~~~~~~~~=------=======--
======~~==~=============~=====~=====~==================~====~~========================~===
Name:
File"ame:
Override Defaults: No
Timelhrsl Prin~ I"clmini
---------~-----------~--------------------------~-----------------------------~---------------------
Name: 100yr ~ 24hr
Filename: P;\IN2006\ll87\C, Cales Data\ICPR\final\lOOyr - 2~hr.R32
Override Defaults: Yes
Storm Duration {hrs): 24.00
Rainfall File: SCS Type II
Rainfall Amount(inl: 6.46
Timelhrsl
P:::int Inc (minJ
8.000
16.000
32.000
15.00
5.00
15.00
---------------------~-------------~------------~----------------------------~----------------------
Name: 10yr - 24hr
~ilenarne: P:\IN2006\1187\C. Calcs Data\ICPR\final\lOyr - 24hr.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: SCS Type II
Rainfall JI.mcunt(in): 3.83
Time (hrs)
Print Inc(min)
8.000
16.000
32.000
15.00
5.00
15.00
-------------------------------~-------------------------------------------------~----~--------~----
Name: 2yr - 24hr
filename; P:\IN2006\1187\C. Calcs_Dat~\IC?R\final\2yr - 24hr.R3Z
Override DeEaul~s: Yes
Storm-:, Dura tion (hrs J: 24.00
',Raintall file: SCS Type II
Rainfall AmountlinJ: 2.66
Time Ihrsl
Print Inclminl
8.000
16. ODD
32.000
15.00
5.00
15.00
================c==================================~===============~=====~~===============
==~~ Routing Simulations ===~~------~~~~~~~~~~~----~===-----------~~~~~~~~~~~~~~~=-----~==
===~====~~====================~~======~================~==================================
Name: 100yr-24hr Hydrology Sim: 100yr - 24hr
filename: P:\IN2006\1187\C. Calcs~Data\ICPR\final\lOOyr-24hr.I32
Execute~ No
Alternative: No
Restart: No
patch: No
Max Delta Z(ttl: 1,00
Delta Z Factor: 0.00500
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
Page 1 of2
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Time Step Optimizer: 10.000
Start Timeihrs!; 0.000
Min Calc !imElsecl: 0.5000
Boundary Stages:
End Timelhrs): 32.00
Max Calc Timelsec), 60.0000
Boundary Flo'",s:
Time (hrs] ?rint In::: (min)
32.000 5.000
Group
Run
BASE
"(es
Name: lOyr-24hr Hydrology Sim: 10yr - 24hr
filename; P;\IN2006\1187\C. Calcs_DaLa\IC?R\final\10yr-24hr.I32
Execute~ No
AlternativE: No
Restart: No
Patch: No
Max Delta Z(Etl: 1.00
T1me Step Optimizer: 10.000
Start Time (hrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Delta Z Factor: 0.00500
End Time (hrs) : 32.00
Max calc TIme (sec) : 60.0000
Boundary Flows:
Timelhrs! Print Inc(mIn)
32.000
5.000
Group Run
!J}l.5" Yes
Name: 2yr-24hr Hydrology Slm: 2yr - 24hr
Filename: P:\IN2006\1187\C. Calcs_Data\ICPR\final\2yr-24hr.I32
Sxecute: No
Alternative: No
Restact: No
Patch: No
Max Delta Z(Et):
Time Step Optimizer:
Start Time(hrs):
Min Calc Time(sec):
Boundary SLages;
1. 00
10.000
0.000
0.5000
End Time(hrs): 32.00
Max Calc Time(sec): 50.0000
Boundary Flows:
Delta Z Factor: 0.00500
Time(hrs)
Print Inc (min)
32.000 5.000
Group Run
BASE
Yes
~~~~ 8oun~a~y Conditions ---------=-~~=~~=~========================================-----=-
=========~~=======================~=-==-~-=--============~=========================-===~~=
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 2 0[2
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Name~ Existing
Group: BASE;
simulation: 100yr - 24h~
Node: Por,d
Type: SCS
Unit Hydrograph: Uh484
Peakihg >actor: 484.0
Spec Time Inc (min): 3.20
Camp Time Inc(min): 3.20
Rain rile: SCS Type II
R2i~ Amaunt(in): 6.460
Du'Cation [hrs): 24.00
Status: Onsire
rc [min): 24.00
TimE Shift [hrs): 0.00
Area lac) : 2.900
Vol of Unit Hyd(i~): 1.001
Curve Num: 74.000
DCIA[%): 0.000
Time Maxlhrs): 11.68
Flow Maxlcfs): 9.968
Runoff Volume (inl : 3.571
Ru~off Volume{ft31: 37587.793
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Existing
BASE
10yr - 24hr
Pond
SCS
Uh484
484.0
3.20
3.20
SCS Type II
3.830
24.00
Onsite
24.00
0.00
2. geO
1.001
7 4 . 000
0.000
11.68
4.032
1.471
15482.fi20
Existing
BASE
2yr - 24h::-
Pond
ses
Uh484
484.0
3.20
3.20
ses Type II
2.660
24.00
Onsite
24.00
0.00
2.900
1.001
74.000
0.000
11. 68
1. '/81
0.699
7361.887
Page I of I
o
Interconnected Channel and Pond Routing Model (ICPR) i02002 Streamline Technologies, Inc.
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Date:
D
Project No.:
Project Description:
County:
Description
Rainfall Frequency
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TR-55 WORKSHEETS
312512008
IN20071468
OLD MERIDIAN PlAZA
Hamilton
2.64 2 Yr storm
3.05 5 Yr storm
4.25 10 Yr storm
5.1 50 Yr storm
5.85 100 Yr storm
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Sheet Flow
Flow Length (<300 ft) ( ft )
Two year 24-hr rainfall
Land Slope (tuft)
Surface coeff.
u
(J
Shallow concentrated flow
Flow Length ( ft )
Slope (fIJft)
(Paved I Unpaved)
Ave. Velocit
D
Channel Flow
Cross Sec. Area
Wetted Perimeter
Hydraulic Radius
Channel Slope
Manning's Coeff.
Velocity
Flow Length
D
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3/25/2008
ment 10
CD
300.00
2.64
0.033
0.150
290.00
0.010
U
1.50
0.00
0.00
0.00
0.000
0.00
0.00
0.00
segment ID
AS
0.35
21.26
0.05
3.22
0.00
0.00
segment ID
CD
0.00
0.00
0.00
0.00
0.00
0.00
Total
Total
=j
0.41
24.48
Page 1
-I
Time trs~
Time min
,;/'
eXISTING te cALC xis
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E.~; ~n~~
Runoff curve numbers fOl' urban areasI
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Cover description
Curve numbers for
hydrologic soil group-
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Cove!' type and hydrologic condition
Average percent
impervious area2
A
B
c
D
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Fully de-celop'!d urban areas (vegetation established)
o
Open spact; Oa......ns, parks, golf courses, cemeteries,
etc.)3:
Poor condition (grass cover < 50%) ............ . .
Fair condition (grass cover 50% to 75%). ... . . . . . . .
(;Qod condition (grass cover > 75%) . . . . . . . . . _ . . . .
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way). .. . . . . _ _ . . . . . . _ . . . _ . . . . . .
Streets and roads:
Paved; curbs and stonn sewers (excluding
right-of-way) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Paved; open ditches (including right-of-way) . . . . . . .
Gravel (including right-of-way) . . _.. _' . . _. . ... _ . . .
Dirt (including right-of-way) _.. _ . . . . . . . . . . . . . . . . .
Western desert urban areas:
Natural desert landscaping (pervious areas only)'l...
Artificial desert. landscaping (impervious weed
barrier, desert shrub with 1- to 2-inch sand
or gravel mulch and basin borders). _.. _ . . . . . . . . . _
Urban districts:
Commerc~l and business. . .. .. . . .. . .. . . . . . .. . . . . . .
Industrial. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Residt;ntial districts by average lot size:
118 acre or less (town houses). . . . . . . . . . . . . . . . . . . . . .
1/4 acre ............... _ . . . . . . . . . . . . . . . . . . . . . . . . .
113 acre ........................ _ . . . . . . . . . . . . . . . .
1/2 acre. . ... ... . . .. . _.. . " . _ _. . _ _ . . .. . _. . . .. ... . .
1 acre. . . . . _ . . . . . . . . . . . . . . . . . _ , . _ , . . . . _ . . . . . . . . . .
2 acres .. . . . . . . . . . . '. . . . . . . . _ . . . _ . . . . . . . . . . . . . . . . .
68 79 86 89
49 69 liD 84
39 61 8{)
98 98 98 98
98 98 98 98
83 89 92 93
76 85 89 91
72 82 87 89
63 77 85 88
96 96 96 96
85 89 92 94 95
72 81 S8 91 93
65 77 85 90 92
38 61 75 83 87
30 57 72 81 86
25 54 70 80 85
20 51 68 79 84
12 46 65 77 82
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Developing urban areas
c
Newly graded. areas (pervious areas only,
no vegetation)5 _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Idle lands (CN:s are determined using cover types
similar to 410se in table 2-2c).
77
86
91
94
u
o
1 A veTage runoff condition, and 1. =. 0.23.
2The average percent imperviuus al'e=< shuwn was used to d€'~'elop the composite CN's. Other u$.."Umptiom~ are as follows: impel'vious urea;;
ill't' directly connected to the dnlinage system, impervious areas .have a CN of 98, and pervious areas are considered equivalent to open
space in good hydrologic condition. CN's fOl' other combinations of conditions may be computed using figure 2-3 or 2-4.
3CN's shown are equivalent to those of pasture. Composite CN'I1 may be computed for other combinations of open space cover type.
4Compusite CN's for natural deser't landscaping should be computed using fIgUreS 2-3 or 2-4 based on the impervious area percentage (eN
~ 98) and the pel"ious area eN. The pervious al'ea GN's are assumed equivalent, to desert shrub in poor hydrologic condition.
'\Compusite CN'~ to use for the design of tempor-ary measures during grading and construction should be computed wing fJgUre 2-3 or 2-4,
b-dSed on the degree of development (impel"Viou~ are:.! percenla~) and the eN's for the newly gI"dded pervious areas.
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TABLE 205-2: Runoff Curve Numbers for Urban Areas
(SOURCE: 210-VI-TR-55, Second Ed., June 1986)
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,
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~"~
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.~:>--'~-~'...".~-, _:,-r<. '*'_,
Exhibit AelJ continued: Hydrologic soil groups for United States soils
COIIUNCNUL
CaNTO
CDIITftA ,con..
ClINTO...,
CIlHYENT
COOell:l -
ClI1II1:
COOICI'O"T ..,
ClICLUIUTH
COOLIDGE
D10~VILLe:
COOOlflS
CDD..SI: IIi
ClIO'>!lt
CDDSA.
CUOTl!A
CO"A,c1!
CDP"L IS ."
CCl>lUIIO .".,-,
COli IoS TO" .
COPELAND .C.,...
ClI"'tL:A"O; ..; .
Dt....l:SSIDHAL '.
CO"~All" -
CDPI!NHAGI!IlI
CallI TA ,.
cOppeR II'''",'
COPPER III RIh
LACUIlIU..!: -
SUIISTEtATIQl ..
ClI""CII ~I~. TILL
lUllS TlIA TII'!
CD"PI!R IInE.~
SILTT SUBST~ATU.
CDPP!!:. RlVEII.
GRaVELLT
SueStRAtv.-
ClIIIP!!:RC:IIEEC
ClI"PERCIO
ClI ""'[II TOJlt
ClIP"DC:C
CopSeT
CDClUA T
CaaUIL..! .
CO'U
CDIU"
ClIRaLLAJ::E
ClI.BETl
ClIRIII.. T
CllRBlI1l
. ClIRCE...
':C:1I110EI.l.
CD.lIES
'.'. COllOCSTDII
CORDD....
ClIlIO'f
ClIRIPP
COR IN 1H
ClllllI:$10..e
ClI'!'..ENa'
COIIU:Tt
caDLET
COII"AN1
t~~,!I!"L'r' .
C:lIRNr:L IUS
'cD~Hi;' I LL
cDRNlcc
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ai.;.UL..E
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ca:lltOllfJl
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ceRa: AI.
ClIiiOZO
CC'iJ"I!NJNIO
cOil.h""
CO'.....L I TOS
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SUIUU1UM I COttES11O"I!H
CDlIlI!CO C 1 CO\1'[U
CCAlIIGAN 0 I Ca....IOIL
ClR SON C 'COli HORN
CIlRU 0 I COIitICHE
CCl'llAOA S I con..i:!
C1IR1!Z 0., . CO""'''Z
COIITI"" II" I cavoao
CDRUNA. TIOIOI A I 4:""$01.'1'
SUR' ACE; 1 CllVTON
CDIIUHNA I!IJV COZ
CCRUN II CCZI.Al:E
Caslll'JTH I CO"lrl..L[;
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COII'I'OOIl a . C Ol'
caSAD C . CeYANCSA
(CUlt g' ClIT.U
CD$l!r 8. conT
C:CSlO C: ClITU
COSNOCTClN C : CO'l'lOt'
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COSl'IL"A ' . cA CDZAO ':.c;-~
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cau II. . CA'L'TAe[
ClITAHT ,'. 0 CRACCERr:A!E!l; ",
COUTt ,C CDJlCJl;UlI
caUAU ., C. CII"'OOOc:lt
COTHA C CRAaLEIIAU<OH__
CCTno 8 CD.gUa"V;lh
caTO I!I S.1..IN!-ALI:ALI
COTO"AU A C",.OL!ll'U!:H.
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Cl71TI!R II CR'~T
COT TEll A'" B (R",.TaN
caTT"! 0 clr.IOIOey
II conONE~A C CR..;O
D COTTO"1"0".S . C....IOOL4 -
. COTTaNwaco C CJ:AIOaSI!N
8 Conll!l." (CR.1G
o (D1U....... D CDAI/OIHL[
o CavCH o' CIOAlc;SYILLI!
o COVIO.Rlln 0 CRUER
D C.llUGHAH00/11 C CII'''ON1
, CCl'Jt.C EOA" D.C R "Ne
II COUl.STO..e; B C...."[CJ>!!IC
., caul. T!RG . C"'NP 11.1.
. .CIl\ll.T!IIYII....e: 0 CIl.....H...f:lI
o CDUNCl!:I.OIl e CR"'NnaN
C Cau"CIL B (RUY
o CavN1RU.iN C I CRASH
e COUNTS 0 I C....TC... 1...1:(
I COUPE! II I CII...1FR..O
C~ COUp!TILLe C I C~~VEN
I CDUIIl 8 I CUIJ~,aPD
eoi'll I COUR1"DUS!: II I .,C.I...,;I. C."'I' I..Lt' ""
c I COUR1L....O . "I ',CI!l!:.iI." . '.. "
D I 'C~TN!T 0 J 'CJil!.~...SC~lI' . "'-
A I 'CClUR1110Cl; II I CREDO;'
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e.fol-CDUS! C .) I tCR[l!:O-OOD
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8'; J ca~J~L~!!,a :'...')0" J"CIIUo;wta.. :,
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