HomeMy WebLinkAboutDrainage Report
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CHATEAUX DE MOULIN
SUBDIVISION
116TH Street (between Spring Hill Rd. & Ditch Rd.)
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A project located in
Clay Township, Hamilton County, Indiana
DEVELOPER:
CAMPBELL DEVELOPMT - 2, LLC
CONTACT: SCOTT CAMPBELL
P.O. BOX 501
PE~LETON,~.46064
765-778-2738
ENGINEER:
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NING-
ENGINEERING
CONTACT: JOSEPH L. MILLER
698 TOWER ROAD, SUITE 100
PL~IELD,~.46168
317-839-2581
APRIL, 2003
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INDEX OF SHEETS
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1. NARRATIVE
2. OVERALL SITE PLAN
3. EXISTING CONDITIONS
4. EXISTING BASIN MAP
5. EXISTING BASIN TR-55 CALCULATIONS FOR CN & Tc
6. EXISTING CONDITION CALCULATIONS
7. 2 YEAR - 24 HOUR EVENT
8. 10 YEAR - 24 HOUR EVENT
9. POST DEVELOPED CONDITIONS
10. PROPOSED BASIN MAP
11. POST DEVELOPED CALCULATIONS
12. ICPR SCHEMATIC
13. ICPR OVERALL POND ROUTING
14. 2 YEAR- 24 HOUR EVENT
15. 10 YEAR - 24 HOUR EVENT
16. 100 YEAR - 24 HOUR EVENT
17. INPUT DATA REPORT
18. INDIVIDUAL BASIN MAP
19. STORM SEWER DESIGN
20. STORM SEWER DESIGN CALCULATIONS - Tc
21. STORM SEWER DESIGN CALCULATIONS - PIPE DESIGN
22. STORM SEWER DESIGN CALCULATIONS - RATIONAL METHOD
23. REFERENCES
24. USGS MAP
25. SOILS MAP
26. FIRM MAP
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Drainage Narrative for:
CHA TEAUX DE MOULIN SUBDIVISION
OVERALL
Existine: Characteristics:
The purpose of the project is to develop approximately 10.0 acres of ground into a
residential subdivision containing 6 lots. The proposed site is located on the south side of
116th St. between Spring Mill Rd. and Clay Center Rd. in Section 3, Township 17 North,
Range 3 East, Clay Township, Hamilton County.
Desie:n Criteria:
Adjoining land conditions:
North: Residential
South: Pond
East: Open Residential
West: Open Residential
Existine: Soil Name & tvpes:
CrA - Crosby (C)
Br - Brookston (BID)
MoC3 - Miami (B)
Overall Watershed:
Williams Creek (HUC #05120201090060)
Site Drainae:e Analvsis:
After review of soil types and on site characteristics, we have determined that there are
two major drainage basins draining this parcel. Woods line the property on three sides.
Our design will maintain as much of this wooded area as possible. The center of the
property is made up of farmland. One portion of the property drains south to an existing
pond. The other portion drains east over adjacent property then into the previously
mentioned pond. The pond eventually discharges into Williams Creek.
Undeveloped Site Runoff:
The proposed parcel has very defined drainage basins. This basin delineation limits what
can be taken east overland, and what can be taken south to a pond on adjacent property.
The basin that drains to the east overland is Basin A, and the basin that drains south to the
pond is Basin B. There is a very small portion of offsite drainage coming from the west
onto the property. This offsite drainage will be accounted for in the subdivision's storm
water detention system.
Outlet '0' Undeveloped:
Basin Acres 2-Yr 24 Hr (cfs) lO-Yr 24 Hr (cfs)
Basin A 7.38 9.44 18.30
Basin B 3.63 5.37 9.85
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Proposed Drainal!e Analysis:
In its developed state the site will maintain only two drainage basins. Basin A will drain
east overland, and Basin B will drain south to a proposed pond. This pond will then
outlet into an existing pond south on adjacent property. From there the water makes its
way to Williams Creek.
Post-Developed Runoff:
Basin
Basin A
Basin B
2 Y r 24 Hr cfs
2.27
2.86
10 Yr 24 Hr cfs
4.58
5.28
100 Yr 24 Hr cfs
7.68
7.29
Storal!e Requirements:
Basin A: Outlet restrictions were met by significantly reducing the associated acreage
discharging east overland.
Basin B: Outlet restrictions were met by routing storm system through a retention pond.
ICPR was used to evaluate the design. Data for ICPR data input was pulled from
construction drawings.
Summary Analysis:
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We have run multiple ICPR models with the development being fully built to determine
the best pond design and size. Rainfall depths of 5.8", 4.2" and 2.9" were used with the
NRCS type II rainfall distribution as per Hamilton County Surveyor's standards.
Included in the analysis is any offsite drainage. As shown in the above tabulated date, the
post to pre 10:2 and 100: 1 0 for all outlet points exceed the requirements set forth by the
Hamilton County Surveyor's Office Standards.
Floodway:
The proposed site has no areas located within the floodway - floodplain. FIRM MAP #
18057C0208F, Hamilton County Indiana panel 208 of290 is attached.
References:
Design data and methods are based on the following reference materials:
1. HERPIC Manual
2. Hamilton County Surveyor's Office Ordinance and Details
3. Hamilton County Soils Map
4. USGS Mapping
5. Win TR-55
6. ICPR3
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SEE SHEET 16 FOR OET AILS ON STRUCTURE U1
liD' ASPHAI. T PATH
2' NON-ACCESS E IIENT "-
SEE LANDSCAPE PLANS FOR
EXACT SIZE AND DETAIL OF
LANDSCAPE IIOUND
~
50'
.
100'
116 TH ST ROAD
WIDENING
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Joe Miller
Sub-Area
Identifier/
03-146
Chateaux De Moulin
Hamilton County, Indiana
Sub-Area Time of Concentration Details
Flow
Length
(ft)
Mannings's
Slope n
(ft/ft)
End
Area
(sq ft)
Wetted
Perimeter
(ft)
Velocity
(ft/sec)
Travel
Time
(hr)
--------------------------------------------------------------------------------
Basin A
SHEET
SHALLOW
Basin B
SHEET
SHALLOW
SHALLOW
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80
495
0.0100
0.0100
0.170
0.050
80
260
320
0.0100
0.0050
0.0250
0.170
0.050
0.050
WinTR-55, Version 1.00.00
Page
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Time of Concentration
Time of Concentration
1
4/1/2004
0.209
0.085
0.294
0.209
0.063
0.035
0.307
2:01:24 PM
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Joe Miller
03-146
Chateaux De Moulin
Hamilton County, Indiana
Sub-Area Land Use and Curve Number Details
Sub-Area
Identifier
Land Use
--------------------------------------------------------------------------------
Hydrologic
Soil
Group
Sub-Area
Area
(ac)
Curve
Number
Basin A Paved; curbs and storm sewers C .2 98
Row Crop SR + Crop residue (good) B 3.69 75
Row Crop SR + Crop residue (good) C 3.49 82
Total Area / Weighted Curve Number 7.38 79
Basin B Row Crop SR + Crop residue (good) C 3.63 82
Total Area /;Weighted Curve Number 3.63 82
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WinTR-55, Version 1.00.00
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4/1/2004
2:53:41 PM
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Joe Miller
03-146
Chateaux De Moulin
Hamilton County, Indiana
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr
(in)
5-Yr
(in)
10-Yr
(in)
25-Yr
(in)
50-Yr
(in)
100-Yr
(in)
1-Yr
(in)
2.9
3.7
4.2
4.8
5.4
--------------------------------------------------------------------------------
2.55
Storm Data Source:
Rainfall Distribution Type:
Dimensionless Unit Hydrograph:
Hamilton County, IN
Type II
<standard>
(NRCS)
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WinTR-55, Version 1.00.00
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5.8
4/1/2004
2:01:24 PM
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Joe Miller
03-146
Chateaux De Moulin
Hamilton County, Indiana
Hydrograph Peak/Peak Time Table
Sub-Area
or Reach
Identifier
Peak
2-Yr
(cfs)
(hr)
Flow and Peak Time (hr)
10-Yr 100-Yr
(cfs) (cfs)
(hr) (hr)
by Rainfall Return Period
----------------------------------------------------------------------------------
SUBAREAS
Basin A 9.44 18.30 30.03
12.08 12.07 12.07
Basin B 5.37 9.85 15.65
12.08 12.08 12.08
REACHES
OUTLET 14.80 28.12 45.65
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WinTR-55, Version 1.00.00
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4/1/2004
2:53:41 PM
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---------
------------------- -..-..-.
'..-..-..-..-..
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asin A
1.9 ac
f
Basin B
9.11 ac
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JLM 4-23-04
Nodes
A Stage/Area
V Stage/Volume
T Time/Stage
M Manhole
A: Pond 1
Basins
QOVerland 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
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
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----~-- --------~-- --- ---- - ---_____L~__~ _____~___~____~ _
c\
Name
C\ C
Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max
Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow
hrs ft ft ft ft2 hrs cfs hrs cfs
BASE HamilO02yr24hr 12.63 843.208 845.000 0.0050 21544 12.25 8.551 12.63 2.861
BASE Hamil010yr24hr 12.61 843.827 845.000 0.0050 23430 12.25 15.929 12.61 5.281
BASE HamillOOyr24hr 12.66 844.686 845.000 0.0050 26948 12.25 25.514 12.66 7.286
JLM 4-23-04
Pond 1
Pond 1
Pond 1
Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.
Page I of 1
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Joe Miller
Sub-Area
or Reach
Identifier
Peak
2-Yr
(cfs)
(hr)
03-146
Chateaux De Moulin
Hamilton County, Indiana
Hydrograph Peak/Peak Time Table
Flow and Peak Time (hr)
10-Yr 100-Yr
(cfs) (cfs)
(hr) (hr)
by Rainfall Return Period
SUBAREAS
Basin A
----------------------------------------------------------------------------------
REACHES
OUTLET
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2.27 4.58 7.68
12.06 12.05 12.04
2.27
4.58
7.68
WinTR-55, version 1.00.00
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1
4/29/2004
11.___'-.
11:44:02 AM
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Joe Miller
Sub-Area
Identifier/
03-146
Chateaux De Moulin
Hamilton County, Indiana
Sub-Area Time of Concentration Details
Flow
Length
(ft)
Mannings's
Slope n
(ft/ft)
End
Area
(sq ft)
Wetted
Perimeter
(ft)
Velocity
(ft/see)
Travel
Time
(hr)
--------------------------------------------------------------------------------
Basin A
SHEET
SHALLOW
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80
415
0.0100
0.0100
0.150
0.050
WinTR-55, Version 1.00.00
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Time of Concentration
1
4/29/2004
0.189
0.071
0.260
11:44:11 AM
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Joe Miller
03-146
Chateaux De Moulin
Hamilton County, Indiana
Sub-Area Land Use and Curve Number Details
Sub-Area
Identifier
Land Use
--------------------------------------------------------------------------------
Basin A
Paved; curbs and storm sewers
Residential districts (I acre)
Residential districts (1 acre)
Total Area / Weighted Curve Number
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Hydrologic
Soil
Group
C
B
C
Sub-Area
Area
(ac)
.25
.825
.825
1.9
4/29/2004
Curve
Number
98
68
79
77
11:44:11 AM
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Joe Miller
03-146
Chateaux De Moulin
Hamilton County, Indiana
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr
(in)
5-Yr
(in)
10-Yr
(in)
50-Yr
(in)
25-Yr
(in)
100-Yr
(in)
1-Yr
(in)
2.9
3.7
4.2
4.8
5.4
--------------------------------------------------------------------------------
2.55
Storm Data Source:
Rainfall Distribution Type:
Dimensionless Unit Hydrograph:
Hamilton County, IN
Type II
<standard>
(NRCS)
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WinTR-55, Version 1.00.00
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5.8
4/2/2004
12: 48: 59 PM
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JLM 4-23-04
==========================================================================================
==== Basins ==============================================================================
==========================================================================================
Name: Post Pond 1
Group: BASE
Node: Pond 1
Type: SCS Unit Hydrograph
Status: Onsite
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount (in) : 0.000
Area (ac) : 9.110
Curve Number: 80.00
DCIA(%): 0.00
Peaking Factor: 484.0
Storm Duration (hrs) : 0.00
Time of Conc(min): 23.00
Time Shift (hrs) : 0.00
Max Allowable Q(cfs): 999999.000
==========================================================================================
==== Nodes ===============================================================================
==========================================================================================
Name: Pond 1
Group: BASE
Type: Stage/Area
Base Flow(cfs): 0.000
Init Stage(ft): 842.500
Warn Stage(ft): 845.000
Stage (ft)
Area (ac)
840.000
842.500
843.000
844.000
845.000
846.000
0.4000
0.4500
0.4800
0.5500
0.6500
0.6700
------------------------------------------------------------------------------------------
Name: Pond Adjacent
Group: BASE
Type: Time/Stage
Base Flow(cfs): 0.000
Init Stage(ft): 840.000
Warn Stage(ft): 843.000
Time (hrs)
Stage(ft)
0.00
10.00
15.00
40.00
840.000
840.500
842.000
840.000
===================================================~=====================================~
==== Pipes ===============================================================================
===================================================~======================================
Name:
Group: BASE
From Node:
To Node:
Length (ft) : 0.00
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 Ctrl Spec: Use dc or tw
Inlet Ctrl Spec: Use dn
Stabilizer Option: None
UPSTREAM
Geometry: Circular
Span(in): 0.00
Rise(in): 0.00
Invert(ft): 0.000
Manning's N: 0.000000
Top Clip(in): 0.000
Bot Clip(in): 0.000
DOWNSTREAM
Circular
0.00
0.00
0.000
0.000000
0.000
0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
==========================================================================================
==== Drop Structures =====================================================================
==========================================================================================
Name: Drop 1
Group: BASE
From Node: Pond 1
To Node: Pond Adjacent
Length (ft) : 70.00
Count: 1
UPSTREAM
DOWNSTREAM
Friction Equation: Average Conveyance
Interconnected Channel and Pond Routing Model (ICPR) (1)2002 Streamline Technologies, Inc.
Page 1 of 4
___ ________ L_l___
JLM 4-23-04
U Geometry: Circular Circular Solution Algorithm Automatic
Span(in) : 15.00 15.00 Flow Both
Rise (in) : 15.00 15.00 Entrance Loss Coef 0.500
Invert (ft) : 841.500 840.000 Exit Loss Coef 0.300
Manning's N: 0.013000 0.013000 Outlet Ctrl Spec Use dc or tw
Top Clip(in): 0.000 0.000 Inlet Ctr1 Spec Use dn
Bot Clip (in) : 0.000 0.000 Solution Incs 10
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge wi headwall
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
*** Weir 1 of 2 for Drop Structure Drop 1 ***
TABLE
Count: 1
Type: Vertical: Mavi,s
Flow: Both
Geometry: Rectangular
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Span (in): 18.00
Rise(in): 9.00
Invert (ft) : 842.500
Control Elev(ft): 842.500
*** Weir 2 of 2 for Drop Structure Drop 1 ***
TABLE
Count: 1
Type: Horizontal
Flow: Both
Geometry: Rectangular
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Span (in): 36.00
Rise(in): 36.00
Invert (ft) : 845.000
Control Elev(ft): 845.100
==========================================================================================
==== Weirs ===============================================================================
==========================================================================================
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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 C1ip(in): 0.000
Top C1ip(in): 0.000
Weir Discharge Coei: 3.200
Orifice Discharge Coef: 0.600
==========================================================================================
==== Hydrology Simulations ===============================================================
==========================================================================================
Name: Hamil002yr24hr
Filename: S:\Projects\03146\icpr\Hami1002yr24hr.R32
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: Scsii-24
Rainfall Amount (in) : 2.90
Time(hrs) Print Inc(min)
24.000 15.00
----------------------------------------------------------------------------------------------------
Name: Hamil010yr24hr
Filename: S:\Projects\03146\icpr\Hamil010yr24hr.R32
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: Scsii-24
Rainfall Amount (in) : 4.20
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Time (hrs)
Print Inc(min)
Interconnected Channel and Pond Routing Model (ICPR) <<;)2002 Streamline Technologies, Inc.
Page 2 of4
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24.000 15.00
----------------------------------------------------------------------------------------------------
Name: HamillOOyr24hr
Filename: S:\Projects\03l46\icpr\HarnillOOyr24hr.R32
Override Defaults: Yes
Storm Duration (hrs) : 24.00
Rainfall File: Scsii-24
Rainfall Amount (in) : 5.80
Time (hrs) Print Inc(min)
24.000 15.00
==========================================================================================
==== Routing Simulations =================================================================
==========================================================================================
Execute: Yes
Alternative: No
Name: Hamil002yr24hr Hydrology Sim: Hamil002yr24hr
Filename: S:\Projects\03l46\icpr\Hamil002yr24hr.I32
Restart: No
Patch: No
Max Delta Z(ftl:
Time Step Optimizer:
Start Time (hrs) :
Min Calc Time(sec):
Boundary Stages:
Time (hrs)
Print Inc(min)
10.000
20.000
50.000
30.000
15.000
30.000
Group Run
BASE Yes
1.00
10.000
0.000
0.5000
Delta Z Factor: 0.00500
End Time (hrs) 50.00
Max Calc Time(sec) 60.0000
Boundary Flows
----------------------------------------------------------------------------------------------------
Name: Hamil010yr24hr Hydrology Sim: Harnil010yr24hr
Filename: S:\Projects\03l46\icpr\Hamil010yr24hr.I32
Execute: Yes
Alternative: No
Max Delta Z(ft):
Time Step Optimizer:
Start Time (hrs) :
Min Calc Time (see) :
Boundary Stages:
Time (hrs)
Print Inc (min)
10.000
20.000
50.000
30.000
15.000
30.000
Group
Run
BASE
Yes
----------------------------------------------------------------------------------------------------
Restart: No
Patch: No
1.00
10.000
0.000
0.5000
Delta Z Factor: 0.00500
End Time(hrs) 50.00
Max Calc Time(sec) 60.0000
Boundary Flows
Name: HamillOOyr24hr Hydrology Sim: Hamil100yr24hr
Filename: S:\Projects\03l46\icpr\HamillOOyr24hr.I32
Execute: Yes
Alternative: No
Restart: No
Patch: No
Delta Z Factor: 0.00500
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time (hrs) : 0.000
Min Calc Time (see) : 0.5000
Boundary Stages:
End Time (hrs) : 50.00
Max Calc Time(sec): 60.0000
Boundary Flows:
Page 3 of 4
Interconnected Channel and Pond Routing Model (ICPR) <eJ2002 Streamline Technologies, Inc.
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Time (hrs)
10.000
20.000
50.000
Group
BASE
Print Inc(min)
30.000
15.000
30.000
Run
==========================================================================================
Yes
~=== Boundary Conditions ======~===~======~======~===~======~==~=============~============
============================~=============================================================
Page 4 of 4
Interconnected Channel and Pond Routing Model (ICPR) ~2002 Streamline Technologies, Inc.
pp-_II_I_-
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C
Time of Concentration Worksheet PROJECT: JOB NAME SECTION
Based on TR-55 JOB #: 03146
Typical values for Manning's n
Overland Flow Channel Flow 2 year, 24 hour rainfall = 2.90 inches
short grass 0.15 grass 0.03 minimum T_c = 5 minutes
dense grass 0.24 concrete 0.015
pavement 0.011 rip-rap 0.035
Overland flow seq. 1 Overland flow seg.2 Shallow Concentrated Flow Channel Flow T_c
Basin Length S n T_t Length S n T_t Length S Paved/Un Vel. T_t Length a Pw r S n Vel. T_t
name (ft) % (min) (ft) % (min) (ft) % (P or U) (ftIs) (min (ft) (s.f.) (ft) (ft) % (ftIs) (min) (min)
107 80 1 0.24 17 0 260 2 P 2.9 2 0 18
106 0 310 1.2 P 2.2 2 0 5
105 120 1 0.24 21 0 0 21
104
103 60 1 0.24 13 0 185 1 P 2 2 0 15
102 30 1 0.24 8 0 120 1 P 2 1 0 9
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STORM SEWER DESIGN CALCULATIONS
-PIPE DESIGN-
PROJECT: JOB NAME SECTION STORM: 10 Year
JOB#: 03146 COMPUTED BY: JLM.
DATE: 4/29/2004 SHEET NO.:
STRUCTURE DESIGN CAP.
FROM TO Q L DIA. SLOPE Q VEL. RIM ELEV. INVERT ELEV. COVER
(cfs) (ft) (in) % (cfs) (ftls) UP DOWN UP DOWN (ft)
107 106 4.71 30 15 0.55 4.82 3.93 850.50 850.50 846.96 846.80 2.12
106 105 5.99 60 18 0.35 6.25 3.54 850.50 850.50 846.55 846.34 2.26
105 104 6.77 200 18 0.45 7.09 4.01 850.50 851.00 846.34 845.44 2.47
104 103 6.60 78 18 0.45 7.09 4.01 851.00 851.80 845.44 845.08 3.87
103 102 8.01 30 18 0.60 8.19 4.63 851.80 851.80 845.08 844.90 5.03
102 101 10.09 240 18 1.00 10.57 5.98 851.80 846.00 844.90 842.50 5.21
down- MAX.
stream INV.
cover ELEV. type
2.28 847.17 uci
2.47 847.02 uci
3.87 847.6 bh
5.03 847.85 mho
5.21 848.32 uci
1.81 848.32 uci
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STORM SEWER DESIGN CALCULATIONS
-RATIONAL METHOD-
PROJECT: JOB NAME SECTION STORM: 10 Year
JOB#: 03146 COMPUTED BY: J.L.M.
DATE: 4/29/2004 SHEET NO.:
STRUCTURE BASINS COMPOSITE BASINS TRAVEL
FROM TO BASIN c A c*A Tc I Q SUM Tc I Q TIME
# (acres) (min) (in/hr) (cfs) (e*A) (min) (in/hr) (efs) (min)
107 106 107 0.41 2.78 1.14 18 4.14 4.71 1.14 18 4.14 4.71 0.17
106 105 106 0.82 0.38 0.31 5 6.98 2.15 1.45 18 4.14 5.99 0.33
105 104 105 0.35 0.95 0.33 21 3.81 1.26 1.78 21 3.81 6.77 1.11
104 103 104 0.00 0.00 0 9.93 0.00 1.78 22 3.71 6.60 0.43
103 102 103 0.53 0.82 0.44 15 4.55 1.98 2.21 23 3.62 8.01 0.17
102 101 102 0.47 1.22 0.57 9 5.72 3.28 2.79 23 3.62 10.09 1.33
MAX.
INLET
FLOW
2.1 cfs
T_sum A
(min) type (sq. ft.)
X 18.05 uei 120879
X 18.22 uci 16335
18.55 bh 41258
22.39 mh 0
22.82 uei 35843
X 22.99 uci 53223
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Name: CARMEL
Date: 3/31/2004
Scale: 1 inch equals 1000 feet
Location: 0390 57' 28.0" N 0860 09' 52.4" W
Caption: 03-146 Chateaus De Moulin
Copyright (C) 1997, Maptech, Inc.
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I
I NATIONAL ROOD INSURANCE PROGRAM I
FIRM
noOD INSURANCE RATE MAP
HAMILTON COUNTY,
INDIANA
AND INCORPORATED AREAS
(SEE MAP INDEX FOR PANELS NOT PRINTED)
NUMBER PANe. ~
1lllIlIl1 QZ08
18llDIlO 0208
MAP NUMBER
18057C0208f
EFFECTIVE DATE:
FEBRUARY 19, 2003
This Is an o1lIclal copy of a portion of the abolle referenced ftood map. tt
was extracted using F.MIT On-Une. This map does not reftact changes
or amendments which may hlM> been made subsequent to the date on the
title block. For the latest ptOduct information about National Flood Insurance
Program ftood maps check the FEMA Flood Map Store at www.msc.fema.goY