HomeMy WebLinkAboutDrainage Report 9-20-06
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Surveyi,ng . Site Design . Civil Engineering . Urban Planning · Water Quality
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Civil Designs
2415 Directors Row Ste.E
Indianapolis, In 46241
317-244-1968
FAX-244-1969
DRAINAGE REPORT
FOR
WILLIAMS REAL TV
PARKING EXPANSION
CLIENT:
WILLIAMS REALTY
9830 BAUER DRIVE
INDIANAPOLIS, INDIANA
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SEPTEMBER 20, 2006
Easement Preparation . Construction Staking . Permitting . Construction Services
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Drainage Report
Williams Realty Parking Expansion
Table of Omtents
SUllllllaIY... ... ... ... ... ... ... ... ... ... ... ... .., ... ... ... ... ... ... ... ... ... ... ... ... ... ... .., ... ... ... ... ... ... ...2
Appendix A Maps
Appendix B Existing Conditions
Appendix C Proposed Conditions,Appendix D Inlet Capacity Worksheets
Appendix E Water Quality
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Williams Realty Parking Expansion
9830 Bauer Drive
Introduction:
The existing 2.03 +/ - acre site is located on the north side of Bauer Drive in the City of Indianapolis,
Hamilton County, Indiana. Currently the site is approximately 45% developed with the Williams
Realty buildings on the south portion of the site and an existing dry detention area to the north. The
current project will consist of the constru.ction of an 8,000 SF asphalt parlcing expansion located just
south of the dry detention area and the milling and resurlacing of the asphalt located at the northern
portion of the existing site. Storm sewer sizing accounts for the increase in impervious area; however
detention and water qualitywill only accommodate the proposed constru.ction.
Existing Conditions
The south portion of the site is commercial and contains the Williams Realty building and its
associated parking. The existing north portion of the site is mostly grass and scattered tree ground
coverage. Runoff from the building and asphalt parking is currently collected by a series of inlets
connected by an underground pipe network that conveys the runoff to the north portion of the site.
The runoff is then released through two endsections into a dry detention area located to the north
(see attached sheet 12 of 15 by Weihe Engineers Inc. Dated February 24, 1977). The runoff then
flows as shallow concentrated via a concrete ditch to a 30" CMP pipe located approximately 395' east
of the outlet pipe and approximately 260' east of our site. The 30" pipe then empties into another
ditch that flows east 390' then turns 900 south and runs 600' to an open ditch located approximately
700' north of 96th Street. The open ditch eventually flows to the White River located to the
southeast of the open ditch.
Existing Soil Types:
Sleeth (St) Loam... ... ... ... ... ....... ... ... ... ... ... ... .Type C
Westland (We) Silty Cay Loam... ... ... ... ... ... ... ...Type 0
Existing Results: (Appendix B)
The existing site was divided up into five basins A, B, 0, E and G (see Existing Basins Map B-1).
G.u-ve numbers for each basin were calculated using the appropriate soil type and cover condition.
This data was inputted into Advanced Interconnected Ganne! & Pond Routing (Ia>R Version 3.02)
resulting in the runoff amounts found in Table 1-1.
IG>R Results: (see sheets B4-5)
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Q Proposed 10 Q Proposed 100
Q Existina 10 Year Q Existina100 Year Allowable Allowable
Max Flow
lets) 4.37 7.73 4.37 7.73
Table 1-1 - I CPR existing conditions results.
Proposed Conditions: (Appendix C)
The proposed construction calls for an additional 8,000 SF asphalt parking lot addition as shown on
exhibit Cl, Proposed Basins Map. Pipes were oversized for the proposed construction to
accommodate the increase in runoff generated from the new asphalt. Composite C values were
conservative at 0.88 and 0.89, and time of concentration values were the minimum allowable at 5.0
minutes. The volume of the dry detention to the north was maintained by keeping construction
south of the 747 (100-year flood elevation) contour and increasing the volume of the pond by
maintaining 3:1 slopes to the 745 contour.
Please refer to the attached Proposed Drainage Basins exhibit on page Cl that outlines the proposed
watersheds for each proposed and existing inlet. Interconnected pipes were designed with the
Rational Method, and sized for the 10-year frequency rainfall event. Advanced Interconnected
Channel & Pond Routing (ICPR Version 3.02) was used to size the pipe run from the proposed
pipes to the outfall into the dry detention. Please refer to page 0 for storm sewer sizes and
computations and Appendix C for I CPR input and resuhs.
Existing Structure A remains the same to a new Structure 102. Structure 102 will be replaced with a
4' manhole to accommodate the increased outlet pipe. Structure D will also remain the same to
Structure 100. Structure 100 will also become a 4' manhole to accommodate the outlet pipe. New
Structures 101, 103 and 105 will be added to increase storage in pipes and to route water to the
Aqua-swirl There will be two outlets from the site, Structure 106 will be a concrete endsection
releasing the flow through the Aqua-swirl and Structure 104 will also be a concrete endsection
releasing the remainder of the runoff. Flow will be restricted at Structure 104 with a 12" cin:ular
orifice.
ICPR Results:
Max 10- Year Flow = 4.14cfs
Max 100- Year Flow = 6.38cfs
less than the allowable 4.37 cfs
less than the allowable 7.73 cfs
Analysis Method:
100- Year. 24-Hour Runoff Computation: The method used to generate runoff from the proposed
watersheds is the Soil Conservation Service (Sa;) unit hydrograph method. This method of was
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used to determine the peak flows that would be leaving the site. Factors involved in the use of this
method are the area of the watershed or basin, the weighted curve number (CN), and the time of
concentration (fc). The basin areas were measured off the plans and survey. The weighted curve
number was estimated based on the proposed land use conditions and the types of soils. The time of
concentration was calculated with the TR-55 worksheet which is based from surface conditions and
the slope of terrain.
Rainfall Distribution: The SCS Rainfall Distribution was used to calculate post-developed peak flows
and to evaluate the 100-year water surface elevation of the existing Shiloh Creek This is the
suggested method of the City of Indianapolis. The 1,2, 3, 6, 12 and 24-hour storm events were
calculated for the 2- Year, 10- Year and 100- Year rainfall return periods.
Software: After the input data and rainfall were estimated, IO'R (Interconnected Pond Routing), a
hydraulic modeling program developed by Streamline Technologies, was used to determine the peak
flows using the SCS TR-55 unit hydrograph method. IO'R generates an individual hydrograph for
each basin and then adds the hydrographs to generate runoff flows for ponds or to points of interest.
The time-of-concentration was calculated for each basin using the Tc calculated for each basin or the
use of the minimum allowable of 5 minutes.
Storm Sewer Computations: Computations for storm sewers to be constructed for the proposed site
during this phase of the development have been completed. The interconnected pipes were designed
with the Rational Method, and sized for the 10-year frequency rainfall event. These computations
are shown on in Appendix C The following summarizes the results of the analysis:
Return Interval = 10 years
Contributing Basins = see page Cl
Rational Runoff Coefficient, C = see page C2
Time of Concentration, T c = assumed 5 min.
Rainfall Intensity, i = see page C3
Total Runoff, Q = GA
Pipe Full Capacity = (1.49/ n)(pd2/ 4)(( pd2/ 4)/ (pd))213(S)0.5
n = Manning's Roughness Coefficient = 0.013 for RO' Pipes
d = Diameter of Pipe (feet)
s = Slope of Pipe
All pipes are oversized to accommodate additional runoff from proposed development.
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WaterQlality: (Appendix E)
Water quality was determined using the water quality volume methodology. A corresponding Guve
Number (CNwq) is computed utilizing the following equation:
CNwq = 1000/ (10 + 5P + 10Qa- 10 (Qa2 + 125QaP) )
Rv = 0.05 + 0.009 (1)
CNwq = curve number for water quality storm event
P = 1" (rainfall for water quality storm event)
Qa = runoff volume, in inches = 1" x Rv = Rv (inches)
Rv = volumetric runoff coefficient
I is the percent impervious cover
A CNwq was computed to be 99 (see Appendix E). A depth of 1" and duration of 24 hours was
used in the SCS Type II storm event. The results gave a peak flow of 0.204cfs. See ICJ>R input and
results in Appendix E. An Aqua-swirl AS-2 capable of treating a peak flow of l.lcfs was chosen to
treat the flow.
Summaty:
The proposed design will ensure proper drainage by conveying storm water at an adequate velocity
through the proposed pipe network toward the dry detention. As a result, the storm water design
effectively manages the runoff from the site without burdening downstream property owners.
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Appendix A
Maps
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SCALE:
DATE:
N/A
09/20/2006
Civil Designs
WILLIAMS REALTY PARKING EXPANSION
FIRM MAP
9830 BAUER DRIVE
INDIANAPOLIS, INDIANA
OWN BY:
CHKD. BY:
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SHEET 1 OF 1
241 5 Directors Row Ste.E
Indianapolis, In 46241
MARIE DR
P 317 244 1968
f 31 7-244-1969
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WILLIAMS REAL TV PARKING EXPANSION
QUAD MAP
9830 BAUER DRIVE
INDIANAPOLIS, INDIANA
OWN BY: MAT
CHKD. BY: DMG
SCALE: N / A
DATE: 09/20/2006
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SHEET 1 OF 1
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Appendix B
Existing Conditions
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WILLIAMS REAL TV PARKING EXPANSION
EXISTING BASINS MAP
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Civil Designs
CARMEL, HAMILTON COUNTY, INDIANA
CHKD. BY: DMG
SCALE: 1" = 30'
DATE: 09/12/2006
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241 5 Directors Row Ste.E
Indianapolis. In 46241
f 31 7-244-1969
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Composite Curve Number Computation Worksheet
Civil Designs Job No.
Project
Location
Description
06-116
Williams Realty
9830 Bauer Drive. Indianpolis. IN
Existing Curve Number
By
Date
Checked
Date
MAT
9/8/2006
DMG
9/8/2006
Basin A
Soil name and Cover description (cover type. treatment. and CN Area Product of
hydrologic group hydrologic condition; percent impervious; CN x area
unconnected/connected impervious area ratio) aclmi2/%
St - Sleeth. Type C Grass. Good Condition 74 0.02 1.60
We - Westland. Type D Grass. Good Condition 80 0.01 1.12
Impervious 98 0.33 32.02
Totals = 0.362 34.74
CN (weighted) = total product/total area =
34.74
0.36
=
95.87
Use CN
=
96
Basin B
Soil name and Cover description (cover type. treatment. and CN Area Product of
hydrologic group hydrologic condition; percent impervious; CN x area
unconnected/connected impervious area ratio) aclmi2/%
Impervious 98 0.18 17.78
Totals = 0.181 17.78
CN (weighted) = total product/total area =
17.78
0.18
=
98.00
Use CN =
98
Basin D
Soil name and Cover description (cover type. treatment. and CN Area Product of
hydrologic group hydrologic condition; percent impervious; CN x area
unconnected/connected impervious area ratio) aclmi2/%
Impervious 98 0.27 26.25
Totals = 0.268 26.25
CN (weighted) = total product/total area =
26.25
0.27
=
98.00
Use CN =
98
Existing Curve Number
06-116 . CN Worksheet.xls
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Composite Curve Number Computation Worksheet
Basin E
Soil name and Cover description (cover type, treatment, and CN Area Product of
hydrologic group hydrologic condition; percent impervious; CN x area
unconnected/connected impervious area ratio) aclmi2l%
.Impervious 98 0.10 9.56
Totals = 0.098 9.56
CN (weighted) = total product/total area =
9.56
0.10
=
98.00
Use CN =
98
Basin G
Soil name and Cover description (cover type, treatment, and CN Area Product of
hydrologic group hydrologic condition; percent impervious; CN x area
unconnected/connected impervious area ratio) aclmi2l%
St, Sleeth, Type C Grass, Good Condition 74 1.12 82.54
Totals = 1.115 82.54
CN (weighted) = total product/total area =
82.54
1.12
=
74.00
UseCN = 74
Existing Curve Number
06-116 - CN Worksheet.xls
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Existing Conditions - 10-Year
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
Outlet BASE 0.5hr10vr 6.00 743.946 747.000 0.0057 0 0.26 4.373 0.00 0.000
Outlet BASE 1.0hr10yr 6.00 743.946 747.000 0.0057 0 0.50 3.284 ----O~-OO----o: 000
Outlet BASE 12.0hr10yr 12.00 745.999 747.000 0.0057 0 4.75 0.707 0.00 0.000
Outlet BASE 2.0hr10yr 12.00 745.999 747.000 0.0057 0 0.82 2.276 0.00 0.000
Outlet BASE 24.0hr10yr 12.00 745.999 747.000 0.0057 0 9.57 0.423 0.00 0.000
Outlet BASE 3.0hr10yr 12.00 745.999 747.000 0.0057 0 1.20 1.777 0.00 0.000
Outlet BASE 6.0hr10yr 12.00 745.999 747.000 0.0057 0 2.40 1.150 0.00 0.000
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Existing Conditions - lOa-Year
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
Outlet BASE 0.5hr100yr 6.00 744.447 747.000 0.0071 0 0.26 7.726 0.00 0.000
Outlet BASE 1. Ohr100yr 6.00 744.447 747.000 0.0071 0 0.44 5.804 0.00 0:000
Outlet BASE 12.0hr100yr 12.00 746.999 747.000 0.0071 0 4.75 1.148 0.00 0.000
Outlet BASE 2.0hr100yr 12.00 746.999 747.000 0.0071 0 0.82 3.952 0.00 0.000
Outlet BASE 24.0hr10yr 12.00 745.999 747.000 0.0057 0 9.57 0.423 0.00 0.000
Outlet BASE 3.0hr100yr 12.00 746.999 747.000 0.0071 0 1.20 3.075 0.00 0.000
Outlet BASE 6.0hr100yr 12.00 746.999 747.000 0.0071 0 2.40 1.908 0.00 0.000
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C=:J
CJ
Existing Conditions
U:8asin A
U:8asin 8
U:8asin 0
U:8asin E
U:8asin G
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
o
Existing Conditions - 10-Year
o
==== Basins ==============================================================================
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Name: Basin A
Group: BASE
Node: Outlet
Type: SCS Unit Hydrograph
Status: Onsite
o
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount (in) : 0.000
Area(ac): 0.362
Curve Number: 96.00
DCIA(%): 0.00
Peaking Factor: 484.0
Storm Duration(hrs}: 0.00
Time of Conc(min): 5.00
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
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Name: Basin B
Group: BASE
Node: Outlet
Type: SCS Unit Hydrograph
Status: Onsite
o
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(in}: 0.000
Area(ac}: 0.181
Curve Number: 98.00
DCIA(%}: 0.00
Peaking Factor: 484.0
Storm Duration (hrs) : 0.00
Time of Conc(min}: 5.00
Time Shift (hrs) : 0.00
Max Allowable Q(cfs}: 999999.000
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Name: . Basin D
Group: BASE
Node: Outlet
Type: SCS Unit Hydrograph
Status: Onsite
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Unit Hydrograph:
Rainfall File:
Rainfall Amount(in}:
Area (ac) :
Curve Number:
DCIA(%) :
Uh484
0.000
0.268
98.00
0.00
Peaking Factor:
Storm Duration (hrs) :
Time of Conc(min}:
Time Shift(hrs}:
Max Allowable Q(cfs):
484.0
0.00
5.00
0.00
999999.000
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Name: Basin E
Group: BASE
Node: Outlet
Type: SCS Unit Hydrograph
Status: Onsite
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Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount (in) : 0.000
Area(ac): 0.098
Curve Number: 98.00
DCIA(%}: 0.00
Peaking Factor: 484.0
Storm Duration(hrs): 0.00
Time of Conc(min): 5.00
Time Shift(hrs}: 0.00
Max Allowable Q(cfs): 999999.000
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Name: Basin G
Group: BASE
Node: Outlet
Type: SCS Unit Hydrograph
Status: Onsite
o
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(in): 0.000
Area (ac) : 1.115
Curve Number: 74.00
DCIA(%}: 0.00
Peaking Factor: 484.0
Storm Duration(hrs}: 0.00
Time of Conc(min}: 5.00
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
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==== Nodes ===============================================================================
Name: Outlet
Base Flow(cfs}: 0.000
Init Stage(~t}: 741.890
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Interconnected Channel and Pond Routing Model (ICPR) <92002 Streamline Technologies, Inc.
Page I of6
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Existing Conditions - 10-Year
Group: BASE Warn Stage (ft) : 747.000
Type: Time/Stage
Time (hrs) Stage(ft)
0.00
12.00
24.00
741.890
746.000
741.890
==== Operating Tables ====================================================================
Name: Group: BASE
Type: Bottom Clip
Function: Time vs. Depth of Clip
Time (hrs) Clip Depth (in)
==== Weirs ===============================================================================
Name:
Group: BASE
Flow: Both
Type: Horizontal
From Node
To Node
Count 1
Geometry Circular
Span(in): 0.00
Rise{in): 0.00
Invert (ft) : 0.000
Control Elevation{ft): 0.000
TABLE
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
==== Hydrology Simulations ===============================================================
Name: 0.5hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Existing Site\10-Year\0.5hr10yr.R3
Override Defaults: Yes
Storm Duration (hrs) : 0.50
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 1.55
Time (hrs) Print Inc{min)
6.000 1.00
Name: 1.0hr10yr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Existing Site\10-Year\1.OhrlOyr.R3
Override Defaults: Yes
Storm Duration (hrs) : 1.00
Rainfall File: HuffQuartile2
Rainfall Amount(in): 1.96
Time (hrs) Print Inc(min)
6.000 1.00
Interconnected Channel and Pond Routing Model (ICPR) (92002 Streamline Technologies, Inc.
Page 2 of6
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Existing Conditions - 10-Year
Name: 12.0hr10yr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Existing Site\12.0hrlOyr.R32
Override Defaults: Yes
Storm Duration (hrs) : 12.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 3.60
Time (hrs) Print Inc(min)
36.000
5.00
Name: 2.0hr10yr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Existing Site\2.0hr10yr.R32
Override Defaults: Yes
Storm Duration (hrs) : 2.00
Rainfall File: HuffQuartile2
Rainfall Amount(in): 2.40
Time (hrs) Print Inc(min)
12.000 2.00
Name: 24.0hr10yr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Existing Site\10-Year\24.0hr10yr.R
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: HuffQuartile2
Rainfall Amount(in): 4.08
Time (hrs) Print Inc(min)
48.000
5.00
Name: 3.0hr10yr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Existing Site\3.0hr10yr.R32
Override Defaults: Yes
Storm Duration(hrs): 3.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 2.64
Time (hrs)
Print Inc(min)
12.000 2.00
Name: 6.0hrlOyr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Existing Site\6.0hrlOyr.R32
Override Defaults: Yes
Storm Duration(hrs): 6.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 3.12
Tirne(hrs) Print Inc(min)
24.000 5.00
==== Routing Simulations =================================================================
Name: 0.5hrlOyr Hydrology Sim: O.5hrlOyr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Existing Site\10-Year\0.5hrlOyr.I3
Execute: Yes
Alternative: No
Restart: No
Patch: No
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 3 of6
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Existing Conditions - 10-Year
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs}: 0.000
Min Calc Time (sec) : 1.0000
Boundary Stages:
Delta Z Factor: 0.05000
End Time(hrs): 6.00
Max Calc Time (sec) : 60.0000
Boundary Flows:
Time (hrs) Print Inc(min)
6.000
1.000
Group Run
BASE Yes
Name: 1.OhrlOyr Hydrology Sim: 1.OhrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Existing Site\10-Year\1.OhrlOyr.I3
Execute: Yes
Alternative: No
Patch: No
Restart: No
Max Delta Z (ft) :
Time Step Optimizer:
Start Time (hrs) :
Min Calc Time (sec) :
Boundary Stages:
1.00
10.000
0.000
1.0000
Delta Z Factor: 0.05000
End Time(hrs): 6.00
Max Calc Time(sec): 60.0000
Boundary Flows:
Time (hrs) Print Inc(min)
6.000
1. 000
Group Run
BASE Yes
Name: l2.0hrlOyr Hydrology Sim: l2.0hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Existing Site\10-Year\12.0hrlOyr.I
Execute: Yes
Alternative: No
Patch: No
Restart: No
Max Delta Z(ft):
Time Step Optimizer:
Start Time (hrs) :
Min Calc Time (sec) :
Boundary Stages:
1.00
10.000
0.000
1.0000
Delta Z Factor: 0.05000
End Time (hrs) : 36.00
Max Calc Time (sec) : 60.0000
Boundary Flows:
Time (hrs) Print Inc(min)
36.000
5.000
Group Run
BASE Yes
Name: 2.0hrlOyr Hydrology Sim: 2.0hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Existing Site\10-Year\2.0hrlOyr.I3
Execute: Yes
Alternative: No
Restart: No
Patch: No
Max Delta Z(ft): 1.00
Delta Z Factor: 0.05000
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 4 of6
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Existing Conditions - 10-Year
Time step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Calc Time (sec) : 1.0000
Boundary Stages:
End Time (hrs) : 12.00
Max Calc Time (see) : 60.0000
Boundary Flows:
Time (hrs)
Print Inc(min)
12.000 2.000
Group
Run
BASE
Yes
Name: 24.0hrlOyr Hydrology Sim: 24.0hrlOyr
Filename: P:\2006\06-l16 - Williams Realty Building\Drainage\ICPR\Existing Site\10-Year\24.0hr10yr.I
Execute: Yes
Alternative: No
Restart: No
Patch: No
Max Delta Z(ft): 1.00
1ime Step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Calc Time (sec) : 1.0000
Boundary Stages:
Delta Z Factor: 0.05000
End Time (hrs) : 48.00
Max Calc Time (sec) : 60.0000
Boundary Flows:
Time (hrs) Print Inc(min)
48.000 5.000
Group
Run
BASE
Yes
Name: 3.0hrlOyr Hydrology Sim: 3.0hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Existing Site\10-Year\3.0hrlOyr.I3
Execute: Yes
Alternative: No
Restart: No
Patch: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Calc Time (sec) : 1.0000
Boundary Stages:
Delta Z Factor: 0.05000
End Time(hrs): 12.00
Max Calc Time (sec) : 60.0000
Boundary Flows:
Time (hrs) Print Inc(min)
12.000 2.000
Group
Run
BASE Yes
Name: 6.0hrlOyr Hydrology Sim: 6.0hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Existing Site\10-Year\6.0hrlOyr.I3
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: 0.05000
End Time (hrs) : 24.00
Interconnected Channel and Pond Routing Model (ICPR) <<;l2002 Streamline Technologies, Inc.
Page 5 of6
o
Existing Conditions - 10-Year
o
Max Calc Time (sec) : 60.0000
Boundary Flows:
Min Calc Time (sec) : 1.0000
Boundary Stages:
o
Time (hrs)
Print Inc(min)
24.000 5.000
o
Group Run
BASE
Yes
o
==== Boundary Conditions =================================================================
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10
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Interconnected Channel and Pond Routing Model (ICPR) <<;)2002 Streamline Technologies, Inc.
Page 6 of6
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'0
Existing Conditions - 100-Year
Name: 0.5hrlOOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Existing Site\100-Year\0.5hrlOOyr.
Override Defaults: Yes
Storm Duration(hrs): 0.50
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 2.25
Time (hrs) Print Ine(min)
6.000 1.00
Name: 1.OhrlOOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Existing Site\100-Year\1.OhrlOOyr.
Override Defaults: Yes
Storm Duration(hrs): 1.00
Rainfall File: HuffQuartile2
Rainfall Amount(in): 2.88
Time (hrs)
Print Ine (min)
6.000 1.00
Name: 12.0hr100yr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Existing Site\100-Year\12.0hr100yr
Override Defaults: Yes
Storm Duration (hrs) : 12.00
Rainfall File: HuffQuarti1e2
Rainfall Amount (in) : 5.16
Time (hrs)
Print Ine(min)
36.000
5.00
Name: 2.0hr100yr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Existing Site\100-Year\2.0hr100yr.
Override Defaults: Yes
Storm Duration(hrs): 2.00
Rainfall File: HuffQuartile2
Rainfall Amount(in): 3.50
Time (hrs) Print Ine(min)
12.000
2.00
Name: 24.0hr100yr
Filename: P:\2006\06-116 - Williams Realty Bui1ding\Drainage\ICPR\Existing Site\100-Year\24.0hr100yr
Override Defaults: Yes
storm Duration (hrs) : 24.00
Rainfall File: HuffQuartile2
Rainfall Amount(in): 6.00
Time (hrs) Print Ine(min)
48.000 5.00
Name: 3.0hr100yr
Filename: P:\2006\06-1l6 - Williams Realty Building\Drainage\ICPR\Existing Site\100-Year\3.0hr100yr.
Override Defaults: Yes
storm Duration(hrs): 3.00
Rainfall File: HuffQuartile2
Rainfall Amount(in): 3.87
Time (hrs)
Print Ine(min)
Interconnected Channel and Pond Routing Model (ICPR) <<':>2002 Streamline Technologies, Inc.
Page 1 of2
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Existing Conditions - 100-Year
o
12.000 2.00
o
Name: 6.0hr100yr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Existing Site\100-Year\6.0hr100yr.
o
Override Defaults: Yes
Storm Duration(hrs): 6.00
Rainfall File: HuffQuartile2
Rainfall Amount(in): 4.50
D
Time (hrs) Print Inc(min)
24.000 5.00
D
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Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 2 of2
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Appendix C
Proposed Conditions
8
1
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Civil Designs
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WILLIAMS REAL TV PARKING EXPANSION
PROPOSED BASINS MAP
LJYYI'I U I.
CHKD. BY: DMG
SCALE: 1" = 30'
DATE: 09/12/2006
CARMEL, HAMILTON COUNTY, INDIANA
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/ /// I ....._-1-..... \ ~' ...........
/ / / / I \ BASIN G ---: I
/ / ~/:.- - \ \ : I
;/ /1 : / -- \ \ ",:,~ 40,472 SF STRUCTURE : I
/ 1:/ \ \ x" 0.929 AC STRUCTURE : I
,/'" I / /: ...../.....\ \ \ _-.....----\ /......... : I
./,/ 1/: /""/ \ \ \___--....-- \1 ............... : I
/ /1 :................. \ \ .....------ ---------------- : L -----
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====:::.:::.=:::.=:::.:::.=:::.:::.
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BASIN 1b2
7,995 $F
0.184 ~C
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_------STRUCTURE A II __-------==L/
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15,784 SF ,/
0.362 AC /
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--~------------------.~---
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PERVIOUS
AREA
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DRIVE
..........................
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= = = = = = = = = == = = = = = = ::::::.'::;;..~-~-::;;:....~:;:-= = = = =
-----SI-jEET OF
2415 Directors Row Ste.E
Indianapolis, In 46241
f317-244-1969
C1
P 317-244-1968
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PROPOSED CONDITIONS
Civil Designs Project No 06-116 By MAT
Project Williams Realty Parking Expansion Date 9/12/2006
Location 9830 Bauer Drive, Carmel, Hamilton County, Indiana Checked DMG
Description Composite C Computations Date 9/12/2006
Runoff
Coefficient
Impervious Area = 0.90
Greenspace = 0.20
Gravel/Stone = 0.80
BASINS
Basin A
Impervious Area Greenspace Stone Total Total Composite
(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "cn
14233 1551 0 15784 0.362 0.83
Basin 0
Impervious Area Greenspace Stone Total Total Composite
(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C"
11666 0 0 11666 0.268 0.90
Basin 100
Impervious Area Greenspace Stone Total Total Composite
(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "cn
3988 263 0 4251 0.098 0.86
Basin 101
Impervious Area Greenspace Stone Total Total Composite
(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "cn
3614 70 0 3684 0.085 0.89
Basin 102
Impervious Area Greenspace Stone Total Total Composite
(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "cn
7733 262 0 7995 0.184 0.88
Basin 103
Imoervious Area Greenspace Stone Total Total Composite
(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C"
4276 65 0 4341 0.100 0.89
on _
C2
Storm Drain Flow Tabulation Form
Civil Designs Project No.
Project
Location
Description
06-116
Williams Realty Parking Expansion
9830 Bauer Drive, Carmel, Hamilton County, Indiana
Proposed Storm Sewer
By
Date
Checked
Date
MAT
9/12/2006
DMG
9/12/2006
Design Storm Frequency = 10-Year
Manning's n = 0.013
Rainfall Intensity, i = 56.974/((Tc+9)^0.7953)
DRAINAGE AREA "A" RUNOFF "A" x "C" FLOW TIME RAINFALL TOTAL PIPE SLOPE OF FULL VELOCITY RIM ELEVATION \ INVERT ELEVATION COVER STRUCTURE
STRUCTURE LENGTH Increment Total COEFFICIENT To Upper In Section INTENSITY RUNOFF DIAMETER SEWER CAPACITY Flowing Full Design Flow U1S D/S i. U1S D/S U/S D/S INVERT DROF
"C" End . Structure Structure Structure Structure Structure Structure
(ft) I (ft) (ft) (ft) (ft) (ft)
~:::~~;
I 101 I 103 I 83.00 I 0.09 0.45 I 0.89 T 0.08 I 0.40 I 5.41 I 0.38 I 6.83 T 2.75 I 2.00 I 0.25 I 11.34 I 3.61 I I 748.33 I -: I 743.66 I 743.45 I 2.42 _ I I
102 103 59.43 0.18 0.55 0.87 0.16 0.46 5.96 0.27 6.63 3.05 2.00 0.25 11.34 3.61 748.00 748.43 743.53 743.38 2.22 2.80
'.
2.00
103
104
26.83
0.10
1.10
0.89
0.09
0.95
6.23
0.12
6.53
6.22
0.25
11.34
3.61
748.43
743.48
743.41
2.70
103 105
105 106
6.00
26.83
.1.00
1.00
0.50
0.50
2.54
2.52
3.23
3.20
748.43
748.53
748.531
- i
I
743.28
743.15
743.25
743.02
3.98
4.21
4.11
_-III
. : ..' . .:. mi'I~,h ..;'j = Existing Pipe
Proposed Storm Sewer
06-116 - Storm Sewer Design Worksheet.xls
C3
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Composite Curve Number Computation Worksheet
Civil Designs Job No.
Project
Location
Description
06-116
Williams Realty
9830 Bauer Drive, Indianpolis, IN
Proposed Curve Number
By
Date
Checked
Date
MAT
9/14/2006
DMG
9/14/2006
Basin A
Soil name and Cover description (cover type, treatment, and CN Area Product of
hydrologic group hydrologic condition; percent impervious; CN x area
unconnected/connected impervious area ratio) aclmi2/%
St - Sleeth, Type C Grass, Good Condition 74 0.02 1.60
We - Westland, Type D Grass, Good Condition 80 0.01 1.12
Impervious 98 0.33 32.02
Totals = 0.362 34.74
CN (weighted) = total product/total area =
34.74
0.36
=
95.87
Use CN
=
96
Basin D
Soil name and Cover description (cover type, treatment, and CN Area Product of
hydrologic group hydrologic condition; percent impervious; aclmi2/% CN x area
unconnected/connected impervious area ratio)
Impervious 98 0.27 26.25
Totals = 0.268 26.25
CN (weighted) = total product/total area =
26.25
0.27
=
98.00
Use CN =
98
Basin G
Soil name and Cover description (cover type, treatment, and CN Area Product of
hydrologic group hydrologic condition; percent impervious; CN x area
unconnected/connected impervious area ratio) aclmi2/%
St, Sleeth, Type C Grass, Good Condition 74 0.93 68.75
Totals = 0.929 68.75
CN (weighted) = total product/total area =
68.75
0.93
=
74.00
Use CN =
74
Proposed Curve Number
06-116 - CN Worksheet.xls
C4
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Composite Curve Number Computation Worksheet
Civil Designs Job No.
Project
Location
Description
06-116
Williams Realty
9830 Bauer Drive, Indianpolis, IN
Proposed Curve Number
By
Date
Checked
Date
MAT
9/14/2006
DMG
9/14/2006
Basin 100
Soil name and Cover description (cover type, treatment, and CN Area Product of
hydrologic group hydrologic condition; percent impervious; CN x area
unconnected/connected impervious area ratio) acJmi2l%
St - Sleeth, Type C Grass, Good Condition 74 0.01 0.45
Impervious 98 0.09 8.97
Totals = 0.098 9.42
CN (weighted) = total product/total area =
9.42
0.10
=
96.52
Use CN
=
97
Basin 101
Soil name and Cover description (cover type, treatment, and CN Area Product of
hydrologic group hydrologic condition; percent impervious; CN x area
unconnected/connected impervious area ratio) acJmi2/%
St - Sleeth, Type C Grass, Good Condition 74 0.00 0.12
Impervious 98 0.08 8.13
Totals = 0.085 8.25
CN (weighted) = total product/total area =
8.25
0.08
=
97.54
Use CN =
98
Basin 102
Soil name and Cover deScription (cover type, treatment, and CN Area Product of
hydrologic condition; percent impervious;
hydrologic group unconnected/connected impervious area ratio) acJmi2l% CN x area
St - Sleeth, Type C Grass, Good Condition 74 0.01 0.45
Impervious 98 0.18 17.40
Totals = 0.184 17.84
CN (weighted) = total product/total area =
17.84
0.18
=
97.21
Use CN =
97
Proposed Curve Number
06-116 - CN Worksheet.xls
C5
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Composite Curve Number Computation Worksheet
Civil Designs Job No.
Project
Location
Description
06-116
Williams Realty
9830 Bauer Drive, Indianpolis, IN
Proposed Curve Number
MAT
9/14/2006
DMG
9/14/2006
By
Date
Checked
Date
Basin 103
Soil name and Cover description (cover type, treatment, and CN Area Product of
hydrologic group hydrologic condition; percent impervious; CN x area
unconnected/connected impervious area ratio) admi2l%
St - Sleeth, Type C Grass, Good Condition 74 0.00 0.11
Impervious 98 0.10 9.62
Totals = 0.100 9.73
CN (weighted) = total product/total area =
9.73
0.10
=
97.64
Use CN =
98
Proposed Curve Number
06-116 - CN Worksheet.xls
C6
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Nodes
A Stage/Area
V Stage/Volume
T Time/Stage
M Manhole
Basins
o Overland Flow
U SCS Unit Hydro
S Santa Barbara
Links
P Pipe
W Weir
C Channel
D Drop Structure
B Bridge
R Rating Curve
H Breach
LJ
CJ
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CJ
CJ
CJ
CJ
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CJ
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_..~~_________~..____________._________...____._________.________.._...____.________._______._________"~"_____.________.___._____________._.u.~________._.________________..____________.______~_________._________._______----..----------..----.-----------.
1 r-....-.m-----.-.
~ ....: Structure 101 I ~ P; 101 _ 103
I :r--/- --j
1":1__1
P:100-101
'~~E}
! P:D-IOO
i-----~--~--
i A' '''"ot"'' 0 !
~ u, B..'n 0 I
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:1 T: Outlet ~
" i): a..in G ~
<1______1_______'
W: Or. - outlet.
1----------+--------:
~ ,11.; Oritice I
~__L~
: P: 103 - Or.
- - ----r-
J+~
; P;lOl-103
11--------------+-------..
~ A: Structure 102
i' U: Buin 102
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
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Proposed Conditions - 10-Year
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
Orifice BASE 0.5hr10yr 0.32 744.842 749.000 0.0490 137 0.29 4.363 0.32 3.648
Orifice BASE 1. Ohr10yr 0.50 744.585 749.000 0.0492 139 0.58 5.120 0.50 3.063
Orifice BASE 12.0hr10yr 12.01 745.019 749.000 -0.0493 135 2.76 0.777 9.72 0.732
Orifice BASE 2.0hr10yr 12.00 744.980 749.000 -0.0495 135 11. 94 5.313 0.81 2.130
Orifice BASE 24.0hr10yr 12.01 745.024 749.000 -0.0489 135 6.94 0.640 9.72 0.830
Orifice BASE 3.0hr10yr 12.00 744.980 749.000 -0.0496 135 11.94 5.313 1.12 1. 637
Orifice BASE 6.0hr10yr 12.01 744.980 749.000 -0.0497 135 12.13 5.396 1. 64 0.971 (l ~l.l:M:
Outlet BASE 0.5hr10yr 6.01 743.447 747.000 0.0043 0 0.33 4.137 0.00 0.000 ""I'<<. \()-'IEA 0
outlet BASE 1.0hrl0yr b.OO .-7IT;-lJ~-tIT:1J00 o .-01J4T-- 0 0.50 3.b:H 0.00 O. 000- = 4. \4c,(S
Outlet BASE 12.0hr10yr 12.00 745.000 747.000 0.0043 0 9.72 0.838 0.00 0.000
Outlet BASE 2.0hr10yr 12.00 745.000 747.000 0.0043 0 0.90 2.589 0.00 0.000
Outlet BASE 24.0hr10yr 12.00 745.000 747.000 0.0043 0 9.72 0.961 0.00 0.000
Outlet BASE 3.0hr10yr 12.00 745.000 747.000 0.0043 0 1.25 1. 998 0.00 0.000
Outlet BASE 6.0hr10yr 12.00 745.000 747.000 0.0043 0 2.52 1.239 0.00 0.000
Structure 100 BASE 0.5hr10yr 0.32 744.885 748.160 0.0440 197 0.24 2.069 0.30 1. 824
Structure 100 BASE 1. Ohr10yr 0.50 744.674 748.160 0.0355 196 0.42 1.164 0.50 2.570
Structure 100 BASE 12.0hr10yr 12.02 744.978 748.160 0.0051 193 3.50 0.190 8.23 0.196
Structure 100 BASE 2.0hr10yr 12.00 744.974 748.160 0.0238 188 0.75 0.729 11. 94 2.785
Structure 100 BASE 24.0hrlOyr 12.02 744.985 748.160 0.0043 194 7.08 0.109 8.17 0.197
Structure 100 BASE 3.0hr10yr 12.00 744.974 748.160 0.0145 188 0.92 0.545 11.94 2.785
Structure 100 BASE 6.0hr10yr 12.02 744.976 748.160 0.0093 188 1. 83 0.326 11. 94 2.785
Structure 101 BASE 0.5hr10yr 0.32 744.894 748.330 0.0285 254 0.27 2.181 0.32 5.621
Structure 101 BASE 1. Ohr10yr 0.51 744.636 748.330 0.0251 256 0.50 2.815 0.31 2.135
Structure 101 BASE 12.0hr10yr 12.02 744.999 748.330 -0.0289 249 3.50 0.235 12.13 4.680
Structure 101 BASE 2.0hr10yr 12.00 744.966 748.330 0.0248 250 11. 94 2.785 0.79 2.614
Structure 101 BASE 24.0hr10yr 12.02 745.006 748.330 -0.0194 249 8.17 0.222 12.16 4.704
Structure 101 BASE 3.0hr10yr 12.00 744.966 748.330 0.0237 250 11. 94 2.785 1. 09 1.769
Structure 101 BASE 6.0hr10yr 12.02 744.968 748.330 -0.0210 250 11. 94 2.785 2.55 0.795
Structure 102 BASE 0.5hr10yr 0.32 744.899 748.000 0.0368 184 0.20 2.533 0.32 6.811
Structure 102 BASE 1.0hr10yr 0.50 744.642 748.000 0.0455 240 0.35 2.323 0.31 2.779
Structure 102 BASE 12.0hr10yr 12.02 745.004 748.000 0.0309 185 3.50 0.273 12.13 5.687
Structure 102 BASE 2.0hrlOyr 12.00 744.968 748.000 0.0341 185 0.78 1. 034 0.79 3.309
Structure 102 BASE 24.0hr10yr 12.01 745.010 748.000 0.0228 184 11.15 0.261 12.16 5.732
Structure 102 BASE 3.0hr10yr 12.00 744.968 748.000 0.0276 185 1.17 0.775 1. 09 2.310
Structure 102 BASE 6.0hr10yr 12.02 744.970 748.000 0.0273 185 2.33 0.467 2.55 1.131
Structure 103 BASE 0.5hr10yr 0.32 744.860 748.430 -0.1300 268 0.32 12.773 0.29 4.363
Structure 103 BASE 1. Ohr10yr 0.50 744.657 748.430 -0.1300 279 0.31 5.207 0.58 5.120
Structure 103 BASE 12.0hr10yr 12.01 744.979 748.430 -0.1300 258 12.13 10.370 2.76 0.777
Structure 103 BASE 2.0hrlOyr 12.00 745.008 748.430 -0.1300 256 0.79 6.123 11.94 5.313
Structure 103 BASE 24.0hr10yr 12.01 744.985 748.430 -0.1300 257 12.16 10.453 6.94 0.640
Structure 103 BASE 3.0hr10yr 12.00 745.009 748.430 -0.1300 256 1. 09 4.227 11. 94 5.313
Structure 103 BASE 6.0hr10yr 12.02 745.011 748.430 -0.1300 256 2.55 2.004 12.13 5.396
Structure A BASE 0.5hr10yr 0.30 745.248 746.620 0.0426 150 0.27 1. 490 0.20 1.791
Structure A BASE 1. Ohr10yr 0.43 745.138 746.620 0.0274 161 0.42 1. 066 0.35 1. 779
Structure A BASE 12.0hr10yr 12.02 744.994 746.620 0.0044 166 4.66 0.180 4.65 0.180
Structure A BASE 2.0hr10yr 0.83 745.043 746.620 0.0233 182 0.75 0.678 0.81 0.678
Structure A BASE 24.0hr10yr 12.02 745.004 746.620 -0.0026 166 7.08 0.104 11.15 0.214
Structure A BASE 3.0hr10yr 12.00 744.974 746.620 0.0162 167 1.17 0.510 1.17 0.508
Structure A BASE 6.0hr10yr 12.02 744.978 746.620 -0.0098 167 2.33 0.308 2.33 0.307
Structure D BASE 0.5hr10yr 0.20 746.784 749.010 0.0480 121 0.23 1.273 0.20 1. 647
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 1 of2
t:=J
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proposed Conditions - 10-Year
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
Structure D BASE 1.0hr10yr 0.42 746.764 749.010 0.0359 122 0.42 0.865 0.42 0.861
Structure D BASE 12.0hr10yr 3.50 746.385 749.010 0.0044 121 3.50 0.140 3.48 0.140
Structure D BASE 2.0hr10yr 0.68 746.619 749.010 0.0208 122 0.67 0.539 0.68 0.539
Structure D BASE 24.0hr10yr 7.03 746.330 749.010 -0.0023 120 7.08 0.080 6.98 0.080
Structure D BASE 3.0hr10yr 0.93 746.551 749.010 0.0128 122 0.92 0.404 0.92 0.403
Structure D BASE 6.0hr10yr 1. 84 746.457 749.010 -0.0088 122 1. 83 0.241 1. 78 0.241
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 2 of2
L:J
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100-Year - Proposed Conditions
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
Orifice BASE 0.5hr100yr 0.34 745.627 749.000 0.0488 114 0.28 14.637 0.34 4.952
Orifice BASE 1.0hr100yr 0.52 745.275 749.000 0.0495 127 0.36 5.937 0.52 4.416
Orifice BASE 12.0hr100yr 12.00 746.514 749.000 -0.0500 114 4.60 1. 742 6.56 0.942
Orifice BASE 2.0hrlOOyr 12.00 746.505 749.000 0.0492 114 0.64 3.312 0.78 3.236
Orifice BASE 24.0hr100yr 12.00 746.517 749.000 -0.0499 114 4.54 0.622 6.56 0.983
Orifice BASE 3.0hr100yr 12.00 746.505 749.000 -0.0488 114 0.88 3.438 1.20 2.393
Orifice BASE 6.0hr100yr 12.01 746.505 749.000 -0.0485 114 6.50 4.013 1. 79 1.481 \OO~'/~
Outlet BASE 0.5hrlOOyr 6.00 744.195 747.000 0.0064 0 0.33 6.380 0.00 O. OOO..,-cn IItL
Outlet BASE 1.0hr100yr 6.00 744.195 747.000 0.0064 0 0.50 5.951 0.00 o . 0 0 0 ~ lI:lvl" 1I. ?1'8c.~
Outlet BASE 12.0hr100yr 12.00 746.500 747.000 0.0064 0 4.83 1.281 0.00 0.000 Ollr
Outlet BASE 2.0hr100yr 12.00 746.500 747.000 0.0064 0 0.86 4.351 0.00 0.000
Outlet BASE 24.0hr100yr 12.00 746.500 747.000 0.0064 0 6.56 1.160 0.00 0.000
Outlet BASE 3.0hr100yr 12.00 746.500 747.000 0.0064 0 1.25 3.296 0.00 0.000
Outlet BASE 6.0hr100yr 12.00 746.500 747.000 -0.0064 0 2.36 2.067 0.00 0.000
Structure 100 BASE 0.5hr100yr 0.33 745.724 748.160 0.0365 168 0.25 2.515 0.30 7.565
Structure 100 BASE 1.0hr100yr 0.52 745.305 748.160 0.0436 191 0.41 2.088 0.46 2.512
Structure 100 BASE 12.0hr100yr 12.01 746.506 748.160 0.0075 139 3.50 0.276 3.40 0.287
Structure 100 BASE 2.0hr100yr 12.00 746.489 748.160 0.0232 139 0.62 1. 091 0.65 1. 440
Structure 100 BASE 24.0hr100yr 12.01 746.512 748.160 -0.0045 139 7.08 0.161 5.46 0.200
Structure 100 BASE 3.0hr100yr 12.00 746.489 748.160 0.0201 139 0.92 0.819 1.00 1. 038
Structure 100 BASE 6.0hr100yr 12.01 746.491 748.160 0.0105 139 1.72 0.479 6.50 0.519
Structure 101 BASE 0.5hr100yr 0.33 745.688 748.330 -0.0283 143 0.30 8.031 0.41 7.625
Structure 101 BASE 1.0hr100yr 0.52 745.312 748.330 0.0462 225 0.46 2.901 0.52 6.993
Structure 101 BASE 12.0hr100yr 12.01 746.521 748.330 -0.0160 120 3.40 0.351 9.33 6.140
Structure 101 BASE 2.0hrlOOyr 12.00 746.505 748.330 0.0209 120 0.65 1. 695 9.40 6.005
Structure 101 BASE 24.0hr100yr 12.00 746.526 748.330 0.0134 120 5.46 0.237 9.31 6.198
Structure 101 BASE 3.0hr100yr 12.00 746.505 748.330 0.0196 120 1.00 1. 225 9.40 6.005
Structure 101 BASE 6.0hr100yr 12.01 746.507 748.330 -0.0183 120 1. 74 0.595 14.70 6.074
Structure 102 BASE 0.5hr100yr 0.34 745.696 748.000 0.0387 119 0.25 3.062 0.41 8.666
Structure 102 BASE 1. Ohr100yr 0.52 745.317 748.000 0.0496 151 0.27 2.447 0.52 8.464
Structure 102 BASE 12.0hr100yr 12.01 746.516 748.000 0.0218 119 3.50 0.404 14.66 7.469
Structure 102 BASE 2.0hrlOOyr 12.00 746.501 748.000 0.0243 119 0.53 2.282 9.40 7.128
Structure 102 BASE 24.0hrlOOyr 12.00 746.522 748.000 -0.0209 119 7.54 0.327 14.70 7.536
Structure 102 BASE 3.0hr100yr 12.00 746.501 748.000 0.0209 119 0.92 1.177 9.40 7.128
Structure 102 BASE 6.0hr100yr 12.01 746.503 748.000 0.0304 119 1. 84 0.696 14.66 7.469
Structure 103 BASE 0.5hr100yr 0.33 745.689 748.430 -0.1000 121 0.41 16.604 0.28 14.637
Structure 103 BASE 1. Ohr100yr 0.52 745.264 748.430 -0.1000 211 0.52 15.861 0.36 5.937
Structure 103 BASE 12.0hr100yr 12.01 746.487 748.430 -0.1000 121 9.33 13.438 4.60 1.742
Structure 103 BASE 2.0hr100yr 12.00 746.473 748.430 -0.1000 121 9.40 13 .132 0.64 3.312
Structure 103 BASE 24.0hrlOOyr 12.00 746.492 748.430 -0.1000 121 9.27 13 .567 4.54 0.622
Structure 103 BASE 3.0hr100yr 12.00 746.473 748.430 -0.1000 121 9.40 13 .131 0.88 3.438
Structure 103 BASE 6.0hrlOOyr 12.01 746.475 748.430 -0.1000 121 14.66 13.341 6.50 4.013
Structure A BASE 0.5hr100yr 0.31 746.628 746.620 0.0440 117 0.25 2.365 0.17 1. 943
Structure A BASE 1.0hr100yr 0.51 745.977 746.620 0.0434 117 0.42 1. 665 0.27 1.783
Structure A BASE 12.0hr100yr 12.01 746.514 746.620 0.0053 117 3.50 0.266 3.49 0.266
Structure A BASE 2.0hr100yr 12.00 746.492 746.620 0.0220 117 0.75 1. 035 0.53 1.772
Structure A BASE 24.0hrlOOyr 12.00 746.522 746.620 -0.0034 117 7.08 0.157 7.54 0.249
Structure A BASE 3.0hr100yr 12.00 746.492 746.620 0.0161 117 0.92 0.776 0.93 0.773
Structure A BASE 6.0hr100yr 12.01 746.495 746.620 0.0087 117 1. 83 0.459 1. 84 0.458
Structure D BASE 0.5hr100yr 0.25 746.846 749.010 0.0432 121 0.25 1. 887 0.25 1. 855
Interconnected Channel and Pond Routing Model (ICPR) <1::)2002 Streamline Technologies, Inc. Page I of2
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100-Year - Proposed Conditions
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
Structure D BASE 1.0hr100yr 0.34 746.778 749.010 0.0458 121 0.42 1.297 0.34 1. 628
Structure D BASE 12.0hr100yr 12.01 746.516 749.010 0.0065 122 3.50 0.203 3.44 0.203
Structure D BASE 2.0hr100yr 0.62 746.740 749.010 0.0217 122 0.58 0.807 0.62 0.805
Structure D BASE 24.0hrlOOyr 12.01 746.526 749.010 -0.0030 122 7.08 0.119 6.96 0.119
Structure D BASE 3.0hr100yr 0.92 746.649 749.010 0.0156 122 0.92 0.604 0.91 0.603
Structure D BASE 6.0hr100yr 1.71 746.523 749.010 0.0089 122 1. 67 0.352 1.71 0.352
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 2 of2
o
Proposed Conditions - 10-Year
D
o
==== Basins ==============================================================================
Name: Basin 100
Group: BASE
Node: Structure 100
Type: SCS Unit Hydrograph
Status: Onsite
o
o
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(in): 0.000
Area(ac): 0.098
Curve Number: 97.00
DCIA(%): 0.00
Peaking Factor: 484.0
Storm Duration(hrs): 0.00
Time of Conc(min): 5.00
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
D
Name: Basin 101
Group: BASE
Node: Structure 101
Type: SCS Unit Hydrograph
Status: Onsite
o
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(in): 0.000
Area (ac) : 0.085
Curve Number: 98.00
DCIA(%): 0.00
Peaking Factor: 484.0
Storm Duration (hrs) : 0.00
Time of Conc(min): 5.00
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
o
o
Nam~: Basin 102
Group: BASE
Node: Structure 102
Type: SCS Unit Hydrograph
Status: Onsite
o
unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount (in) : 0.000
Area(ac): 0.184
Curve Number: 97.00
DCIA(%): 0.00
Peaking Factor: 484.0
Storm Duration(hrs): 0.00
Time of Conc(min): 5.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
o
o
Name: Basin 103
Group: BASE
Node: Structure 103
Type: SCS Unit Hydrograph
Status: Onsite
o
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount (in) : 0.000
Area(ac): 0.100
Curve Number: 98.00
DCIA(%I: 0.00
Peaking Factor:
Storm Duration(hrs):
Time of Conc(min):
Time Shift(hrs):
Max Allowable Q(cfs):
484.0
0.00
5.00
0.00
999999.000
o
Name: Basin A
Group: BASE
Node: Structure A
Type: SCS Unit Hydrograph
Status: Onsite
o
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(inl: 0.000
Area(ac): 0.362
Curve Number: 96.00
DCIA(%I: 0.00
Peaking Factor: 484.0
Storm Duration(hrs): 0.00
Time of Conc(min): 5.00
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
o
o
Name: Basin D
Group: BASE
Node: Structure D
Type: SCS Unit Hydrograph
Status: Onsite
Unit Hydrograph: Uh484
Peaking Factor: 484.0
D
Interconnected Channel and Pond Routing Model (ICPR) <<:12002 Streamline Technologies, Inc.
Page lof9
o
D
o
Proposed Conditions - la-Year
Rainfall File:
Rainfall Amount (in) : 0.000
Area(ac): 0.268
Curve Number: 98.00
DCIA(%): 0.00
o
o
Name: Basin G
Group: BASE
o
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(in): 0.000
Area (ac): 0.929
Curve Number: 74.00
DCIA(%): 0.00
o
o
Storm Duration (hrs) : 0.00
Time of Conc(rnin): 5.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
Node: Outlet
Type: SCS Unit Hydrograph
Status: Onsite
Peaking Factor: 484.0
Storm Duration (hrs) : 0.00
Time of Conc(min): 5.00
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
==== Nodes ===============================================================================
o
Name: Orifice
Group: BASE
Type: Stage/Area
o
Stage (ft) Area(ac)
o
Name: Outlet
Group: BASE
Type: Time/Stage
o
Time (hrs)
Stage (ft)
0.00
12.00
24.00
741.890
745.000
741. 890
o
o
Name: Structure 100
Group: BASE
Type: Stage/Area
o
Stage (ft) Area(ac)
743.910 0.0029
748.160 0.0029
o
Name: Structure 101
Group: BASE
Type: Stage/Area
o
Stage(ft)
Area(ac)
o
743.660
748.330
0.0003
0.0003
ID
[0
Name: Structure 102
Group: BASE
Base Flow(cfs): 0.000
Init Stage(ft): 743.410
Warn Stage(ft): 749.000
Base Flow(cfs): 0.000
Init Stage (ft) : 741.890
Warn Stage(ft): 747.000
Base Flow(cfs): 0.000
Init Stage (ft) : 743.910
Warn Stage(ft): 748.160
Base F1ow(cfs): 0.000
Init Stage (ft) : 743.660
Warn Stage(ft): 748.330
Base Flow(cfs): 0.000
Init Stage(ft): 743.530
Warn Stage(ft): 748.000
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
Page 2 of9
D
Proposed Conditions - 10-Year
o
Type: Stage/Area
o
Stage(ft)
Area (ac)
o
Name: Structure 103
Group: BASE
Type: stage/Area
Base Flow(cfs): 0.000
o
Stage (ft)
Area(ac)
o
Name: structure A
Group: BASE
Type: Stage/Area
Base Flow(cfs): 0.000
o
Stage(ft)
Area(ac)
o
744.530
746.620
0.0001
0.0001
o
Name: Structure D
Group: BASE
Type: Stage/Area
Base Flow(cfs): 0.000
o
Stage(ft) Area(ac)
746.170 0.0001
749.010 0.0001
o
Init Stage (ft) : 743.280
Warn Stage (ft) : 748.430
Init Stage(ft): 744.530
Warn stage (ft) : 746.620
Init stage (ft) : 746.170
Warn Stage(ft): 749.010
==== Operating Tables ====================================================================
o
Name: Group: BASE
Type: Bottom Clip
Function: Time vs. Depth of Clip
o
Time (hrs) Clip Depth (in)
o
==== Pipes ===============================================================================
From Node: Structure 100 Length(ft) :
To Node: Structure 101 Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
o
Name: 100 - 101
Group: BASE
UPSTREAM
Geometry: Circular
Span (in) : 24.00
Rise(in): 24.00
Invert (ft) : 743.910
Manning's N: 0.013000
TOp Clip(in): 0.000
Bot Clip(in): 0.000
DOWNSTREAM
Circular
24.00
24.00
743.760
0.013000
0.000
0.000
o
o
!O
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
61. 71
1
Average Conveyance
Automatic
Both
0.00
0.00
0.70
Use dc or tw
Use dn
None
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
'0
Page 3 of9
o
o
Proposed Conditions - 10-Year
D
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
o
Name: 101 - 103
Group: BASE
o
UPSTREAM
Geometry: Circular
Span (in) : 24.00
Rise (in) : 24.00
Invert (ft) : 743.660
Manning's N: 0.013000
Top Clip(in): 0.000
Bot Clip(in): 0.000
o
From Node: Structure 101 Length(ft) :
To Node: Structure 103 Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
DOWNSTREAM
Circular
24.00
24.00
743.450
0.013000
0.000
0.000
o
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
o
o
Name: 102 - 103
Group: BASE
o
UPSTREAM
Geometry: Circular
Span (in) : 24.00
Rise (in) : 24.00
Invert(ft): 743.530
Manning's N: 0.013000
Top Clip (in) : 0.000
Bot Clip(in): 0.000
o
From Node: Structure
To Node: Structure
DOWNSTREAM
Circular
24.00
24.00
743.410
0.013000
0.000
0.000
o
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
o
Name: 103 - Or.
Group: BASE
o
UPSTREAM
Geometry: Circular
Span(in): 24.00
Rise (in) : 24.00
Invert (ft) : 743.480
Manning's N: 0.013000
Top Clip(in): 0.000
Bot Clip(in): 0.000
o
o
From Node: Structure 103
To Node: Orifice
DOWNSTREAM
Circular
24.00
24.00
743.410
0.013000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: square edge wi headwall
o
Downstream FHWA Inlet Edge Description:
Circular Concrete: square edge wi headwall
,0
83.00
1
Average Conveyance
Automatic
Both
0.00
0.00
0.00
Use dc or tw
Use dn
None
102 Length(ft): 59.43
103 Count: 1
Friction Equation: Average Conveyance
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.00
Exit Loss Coef: 0.00
Bend Loss Coef: 0.00
Outlet Ctr1 Spec: Use dc or tw
Inlet Ctrl Spec: Use dn
Stabilizer Option: None
Length (ft) :
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
26.83
1
Average Conveyance
Automatic
Both
0.00
0.50
0.00
Use dc or tw
Use dn
None
Page 4 of9
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
o
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Proposed Conditions - 10-Year
D
Name: A - 102
Group: BASE
o
UPSTREAM
Geometry: Circular
Span(in): 10.00
Rise(in): 10.00
Invert (ft) : 744.530
Manning's N: 0.011000
Top Clip (in) : 0.000
Bot Clip (in) : 0.000
o
From Node: Structure A Length (ft) :
To Node: Structure 102 Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
DOWNSTREAM
Circular
10.00
10.00
743.630
0.011000
0.000
0.000
o
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
o
o
Name: D - 100
Group: BASE
o
UPSTREAM
Geometry: Circular
Span(in): 10.00
Rise (in): 10.00
Invert (ft) : 746.170
Manning's N: 0.011000
Top Clip(in): 0.000
Bot Clip(in): 0.000
,0
From Node: Structure D Length(ft):
To Node: Structure 100 Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coef:
Exit Loss Coef:
Bend Loss Coef:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option:
DOWNSTREAM
Circular
10.00
10.00
746.050
0.011000
0.000
0.000
o
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
o
169.25
1
Average Conveyance
Automatic
Both
0.00
0.00
0.16
Use dc or tw
Use dn
None
22.65
1
Average Conveyance
Automatic
Both
0.00
0.00
0.38
Use dc or tw
Use dn
None
==== Weirs ===============================================================================
o
Name: Or. - Outlet
Group: BASE
Flow: Both
Type: Vertical: Mavis
o
Span (in) :
Rise (in) :
Invert (ft) :
Control Elevation (ft) :
o
Bottom Clip (in) :
Top Clip (in) :
Weir Discharge Coef:
Orifice Discharge Coef:
o
o
From Node:
To Node:
Count:
Geometry:
12.00
12.00
743.410
743.410
0.000
0.000
3.200
0.600
Orifice
Outlet
1
Circular
TABLE
==== Hydrology Simulations ===============================================================
o
Name: 0.5hr10yr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\proposed Site\10-Year\0.5hr10yr.R3
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
o
Page 5 of9
o
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D
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o
D
o
o
o
Proposed Conditions - 10-Year
override Defaults: Yes
Storm Duration(hrs): 0.50
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 1.55
Time (hrs)
Print Inc (min)
6.000 2.00
Name: 1. OhrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\1.OhrlOyr.R3
Override Defaults: Yes
Storm Duration (hrs) : 1.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 1.96
Time (hrs)
Print Inc(min)
6.000
5.00
Name: l2.0hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\12.0hrlOyr.R
Override Defaults: Yes
Storm Duration (hrs) : 12.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 3.60
Time (hrs) Print Inc(min)
48.000
10.00
Name: 2.0hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\2.0hrlOyr.R3
Override Defaults: Yes
Storm Duration(hrs): 2.00
Rainfall File: HuffQuartile2
Rainfall Amount(in): 2.40
Time (hrs) Print Inc(min)
12.000 5.00
Name: 24.0hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\24.0hrlOyr.R
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 4.08
Time (hrs) Print Inc(min)
48.000
25.00
Name: 3.0hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\3.0hrlOyr.R3
Override Defaults: Yes
Storm Duration (hrs) : 3.00
Rainfall File: HuffQuartile2
Rainfall Amount(in): 2.64
Time (hrs)
Print Inc(min)
12.000 5.00
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 6 of9
o
Proposed Conditions - 10-Year
o
D
Name: 6.0hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\6.0hrlOyr.R3
o
Override Defaults: Yes
Storm Duration(hrs): 6.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 3.12
Time (hrs) Print Inc(min)
o
36.000
10.00
==== Routing Simulations =================================================================
o
Name: 0.5hrlOyr Hydrology Sim: 0.5hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\0.5hrlOyr.I3
o
Execute: Yes
Alternative: No
Restart: No
Patch: No
o
Max Delta Z(ft):
Time Step Optimizer:
Start Time (hrs) :
Min Calc Time (sec) :
Boundary Stages:
1.00
10.000
0.000
1.0000
Delta Z Factor: 0.05000
End Time (hrs) : 6.00
Max Calc Time (sec) : 60.0000
Boundary Flows:
o
Time (hrs) Print Inc(min)
6.000
5.000
o
Group Run
BASE Yes
o
10
Name: 1.OhrlOyr Hydrology Sim: l.OhrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\1.OhrlOyr.I3
Execute: Yes
Alternative: No
Restart: No
Patch: No
o
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Calc Time (sec) : 1.0000
Boundary Stages:
Delta Z Factor: 0.05000
End Time (hrs) : 6.00
Max Calc Time(sec): 60.0000
Boundary Flows:
o
Time (hrs) Print Inc(min)
6.000
5.000
o
Group Run
BASE Yes
o
Name: l2.0hrlOyr Hydrology Sim: l2.0hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\12.0hrlOyr.I
o
Execute: Yes
Alternative: No
Restart: No
Patch: No
o
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Delta Z Factor: 0.05000
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 7 of9
D
u
Proposed Conditions - 10-Year
o
D
Start Time (hrs) : 0.000
Min Calc Time(sec): 1.0000
Boundary Stages:
End Time (hrs) : 36.00
Max Calc Time (sec) : 60.0000
Boundary Flows:
Time (hrs)
Print Inc(min)
D
48.000 10.000
Group
Run
D
BASE
Yes
D
Name: 2.0hr10yr Hydrology Sim: 2.0hr10yr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\2.0hr10yr.I3
Execute: Yes
Alternative: No
Restart: No
Patch: No
D
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Calc Time(sec): 1.0000
Boundary Stages:
Delta Z Factor: 0.05000
o
End Time(hrs): 12.00
Max Calc Time(sec): 60.0000
Boundary Flows:
Time (hrs)
Print Inc(min)
D
12.000 5.000
Group
Run
o
BASE
Yes
o
Name: 24.0hr10yr Hydrology Sim: 24.0hr10yr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\24.0hr10yr.I
Execute: Yes
Alternative: No
Restart: No
Patch: No
D
o
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Calc Time (sec) : 1.0000
Boundary Stages:
Delta Z Factor: 0.05000
End Time (hrs) : 48.00
Max Calc Time (sec) : 60.0000
Boundary Flows:
Time (hrs)
Print Inc(min)
o
48.000 25.000
Group
Run
o
BASE
Yes
o
Name: 3.0hr10yr Hydrology Sim: 3.0hr10yr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\3.0hr10yr.I3
Execute: Yes
Alternative: No
Restart: No
Patch: No
o
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Calc Time (sec) : 1.0000
Delta Z Factor: 0.05000
End Time (hrs) : 12.00
Max Calc Time (sec) : 60.0000
o
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 8 of9
o
o
Proposed Conditions - 10-Year
o
Boundary Stages:
Boundary Flows:
o
Time (hrs)
Print Inc(min)
12.000 10.000
o
Group Run
BASE
Yes
o
Name: 6.0hr10yr Hydrology Sim: 6.0hr10yr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\6.0hr10yr.I3
o
Execute: Yes
Alternative: No
Restart: No
Patch: No
o
Max Delta Z (ft) :
Time Step Optimizer:
Start Time (hrs) :
Min Calc Time (sec) :
Boundary Stages:
1.00
10.000
0.000
1. 0000
Delta Z Factor: 0.05000
End Time (hrs) : 36.00
Max Calc Time (sec) : 60.0000
Boundary Flows:
o
Time (hrs)
Print Inc(min)
36.000 10.000
o
Group Run
BASE
Yes
o
==== Boundary Conditions =================================================================
o
o
o
o
o
o
o
o
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 9 of9
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Proposed Conditions - 10-Year
Name: 0.5hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\0.5hrlOyr.R32
Override Defaults: Yes
Storm Duration (hrs) : 0.50
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 1.55
Time (hrs)
Print Inc(min)
6.000 2.00
Name: 1. Ohrl Oyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\1.OhrlOyr.R32
Override Defaults: Yes
Storm Duration (hrs) : 1.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 1.96
Time(hrs) Print Inc(min)
6.000 5.00
Name: l2.0hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\12.0hrlOyr.R32
Override Defaults: Yes
Storm Duration(hrs): 12.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 3.60
Time (hrs)
Print Inc(min)
48.000
10.00
Name: 2.0hrlOyr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\2.0hrlOyr.R32
Override Defaults: Yes
Storm Duration (hrs) : 2.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 2.40
Time (hrs) Print Inc(min)
12.000 5.00
Name: 24.0hr10yr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\24.0hr10yr.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 4.08
Time(hrs) Print Inc(min)
48.000
25.00
Name: 3.0hrlOyr
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\3.0hrlOyr.R32
Override Defaults: Yes
StOrID Duration (hrs) : 3.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 2.64
Time(hrs) Print Inc(min)
12.000
5.00
Name: 6.0hrlOyr
Filename: P:\2006\06-ll6 - Williams Realty Building\Drainage\ICPR\Proposed Site\10-Year\6.0hrlOyr.R32
Override Defaults: Yes
Storm Duration(hrs): 6.00
Rainfall File: HuffQuartile2
Rainfall Amount (in) : 3.12
Interconnected Channel and Pond Routing Model (ICPR) <<::>2002 Streamline Technologies, Inc.
Page 1 of2
o
Proposed Conditions - 10-Year
o
Time (hrs)
Print Inc(min)
36.000 10.00
o
o
o
o
o
o
o
o
10
o
o
o
o
o
o
o
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
Page 2 of2
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Appendix D
Inlet Capacity Worksheets
9
o
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o
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o
o
o
o
o
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o
o
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o
o
o
o
..
.."
:~'fI/I
. Discharge vs Depth On Grate
-<4
w
~
<
Z
~3
o
...:
I&.
ci
.CI)
I .
~2
<
~
.0
II.
o
.<
w
~
-<
. NU:.tJ ~ 1-\ 12- 'b0 10
~r. OPEN ~ '.0
1
.9
.8
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c..~ 0.89
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~-:: 0.09
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80
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50
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Appendix E
Water Quality
10
~
LJ CJ
LJ
Civil Design Porject No.
Project Name
Location
Description
Section I
PERVIOUS
(FT~)
135
CJ
CJ LJ
06-116
Williams Realty
9830 Bauer Drive, Indian polis, IN
Proposed Curve Number
CN
GREENS PACE 74.00
BUILDING 98
IMPERVIOUS 98
BUILDING
(FT~)
o
IMPERVIOUS
(FT~)
7890
TOTAL
(~)
8025
CJ
WQv=
CNwq =
TOTAL
(ACRES)
0.18
~
CJ
(P) (Rv) (A)
12
LJ
CJ
1000
1 0+5P+1 OQa-1 0(Qa2+1.25QaP)^0.5
CURVE NUMBER
CN
97.60
P
(in)
1
Rv
0.9349
~
~
By:
Date:
Checked:
Date:
WQv
(CF)
625
CJ
MAT
9/14/2006
DMG
9/14/2006
CNwq
99
CJ
CJ
C:J
-==:J
u
Water Quality
D
simulation
Basin
Group Time Max Flow Max
hrs cfs
Volume
in
Volume
ft3
Water Quality Water Quality
BASE
12.00
0.204
0.887
579.594
o
D
D
o
o
D
o
i D
o
D
D
o
o
D
o
'0
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page 1 of 1
,0
I
D
Water Quality
o
o
==== Basins ==============================================================================
Name: Water Quality
Group: BASE
Node: Water Quality
Type: SCS Unit Hydrograph
Status: Onsite
D
Unit Hydrograph: Uh484
Rainfall File: Scsii-24
Rainfall Arnount(in): 1.000
Area(ac): 0.180
Curve Number: 99.00
DCIA{%): 0.00
Peaking Factor: 484.0
Storm Duration (hrs) : 24.00
Time of Conc(rnin): 5.00
Time Shift(hrs): 0.00
Max Allowable Q{cfs): 999999.000
o
Proposed Asphalt Parking
u
==== Hydrology Simulations ===============================================================
o
Name: Water Quality
Filename: P:\2006\06-116 - Williams Realty Building\Drainage\Water Quality\Water Quality.R32
D
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: Scsii-24
Rainfall Arnount(in): 1.00
Time (hrs) Print Inc(rnin)
o
24.000
1.00
==== Boundary Conditions =================================================================
o
u
o
D
D
D
o
u
[j
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
Page 1 of 1
u