HomeMy WebLinkAboutDrainage Report-PCW001Drainage Calculations
Prime Car Wash
9805 North Michigan Road
Carmel, Indiana 46032
Job #: PCW.001
Date: 10 -15 -13
Prepared by: Eric A. Gleissner, P.E.
Reviewed by: Brian Cross, P.E.
CivH
Site
GROUP, INC
643 Massachusetts Avenue
Suite 200
Indianapolis, IN 46204
Phone: 317- 423 -3305 Fax: 317- 423 -3306
TABLE OF CONTENTS
Section 1: Report
A. Project Title
B. Project Description
C. Design Method and Criteria
D. References
E. Existing Conditions
F. Proposed Conditions
G. Stormwater Quality
Section 11: Appendix
A. Site Information
B. Existing Conditions (Exhibits, Calculations, etc.)
C. Proposed Conditions (Exhibits, Calculations, etc.)
D. ICPR Input Data
E. Water Quality Data
F. Previously Approved Walnut Creek Drive Drainage Calculations
SECTION 1: REPORT
A. Project Title
Prime Car Wash (9805 North Michigan Road)
B. Project Description
This project is located on the northeast corner of the intersection of North
Michigan Road (U.S. 421) and West 98th Street in Carmel, Indiana. The site
totals 1.47 +/- acres in size and was previously occupied by single family homes
prior to their demolition. The proposed improvements will consist of a new
10,695 square foot commercial building to serve as a car wash. Also included
with the proposed improvements will be utility and drainage infrastructure along
with new hard surface for parking and ingress / egress. The existing wet
detention facility for West Carmel Marketplace was previously approved by the
Hamilton County Surveyor's Office to provide stormwater detention for the
subject site in the developed condition. In addition, the Walnut Creek Drive
extension and the North Augusta Arm #1- Crooked Creek Regulated Drain
extension are currently under construction and have been sized to accommodate
the proposed development. These plans and calculations analyze the existing
and proposed drainage patterns and will show that the proposed improvements
will have no negative effect on drainage conditions in the area.
The existing land uses adjacent to the subject site are as follows:
North: Commercial / Vacant
West: Commercial / Retail
South: Commercial / Office
East: Institutional / School (under construction)
C. Design Method and Criteria
1. Soil Type: Soil maps from the United States Department of Agriculture, Soil
Conservation Service, identify Brookston Silty Clay Loam — (Br — 54% Site) and
Crosby Silt Loam — (CrA — 46% Site).
2. Design Storm: The 2, 10 and 100 -year storm events have been analyzed for
both the existing and proposed overall conditions. The Rational Method was
used in pipe sizing calculations. Hydrology / Detention sizing was performed
using the SCS -II 24 -hour rainfall distribution and ICPR computer software.
3. Overall Watershed: The existing site drains via overland flow to the west into
the existing detention facility for West Carmel Marketplace eventually outletting
into Crooked Creek.
D. References
1. TR55 Stormwater Design Manual.
2. Hamilton County Soil Survey.
3. Highway Extension and Research Project for Indiana Counties (HERPIC).
4. City of Carmel Stormwater Technical Standards Manual.
E. Existing Conditions
The subject site totals 1.47 +/- acres in size and was previously occupied by
single family homes prior to their demolition. The existing property generally
drains via overland flow to the west into the existing detention facility for West
Carmel Marketplace eventually outletting into Crooked Creek. Please see
attached exhibit "EX1" for existing conditions. The existing wet detention facility
for West Carmel Marketplace was previously approved by the Hamilton County
Surveyor's Office to provide stormwater detention for the subject site in the
developed condition. In addition, the Walnut Creek Drive extension and the
North Augusta Arm #1- Crooked Creek Regulated Drain extension are currently
under construction and have been sized to accommodate the proposed
development.
An existing conditions runoff analysis was performed using the Rational Method.
Basin "EX1" represents the 1.47 +/- acre subject site as it exists today. The
following table summarizes the maximum existing discharge rates for Basin
"EX1 ":
Table 1: Pre - Developed Existing Conditions
DRAINAGE BASIN RUNOFF (CFS)
Basin
EX1 (1.47 +/- acres)
2 -YEAR
0.94 cfs
10 -YEAR
1.43 cfs
100 -YEAR
2.05 cfs
Table 1: Pre - Developed Existing Conditions
F. Proposed Conditions
The proposed improvements will consist of a new 10,695 square foot commercial
building to serve as a car wash. Also included with the proposed improvements
will be utility and drainage infrastructure along with new hard surface for parking
and ingress / egress. A Downstream Defender 4' diameter hydrodynamic
separator structure along with a Snout oil /water separator will be specified to
address the stormwater quality requirements.
The existing wet detention facility for West Carmel Marketplace was previously
approved by the Hamilton County Surveyor's Office to provide stormwater
detention for the subject site in the developed condition. In addition, the Walnut
Creek Drive extension and the North Augusta Arm #1- Crooked Creek Regulated
Drain extension are currently under construction and have been sized to
accommodate the proposed development. Therefore, stormwater detention for
the proposed development will not be required.
The following table summarizes the total discharge rates from Basin "EX2" with
the proposed building expansion during the 2 -year, 10 -year and 100 -year storm
events:
G. Stormwater Quality
An offline Downstream Defender 4' diameter hydrodynamic separator will be
proposed to address the Stormwater Quality requirements. In addition, a Snout
oil /water separator will be proposed on the BMP diversion structure with a 2'
sump prior to discharging into the regulated drain storm sewer system. Based on
data provided by Downstream Defender, this particular structure has a maximum
treatment flow capacity of 3.00 cfs. The required treatment flow rate has been
calculated based on the CNwq at 1.08 cfs per the City of Carmel Stormwater
Technical Standards Manual. Therefore, the Downstream Defender 4' diameter
structure is an ideal fit for this application.
DRAINAGE BASIN RUNOFF (CFS)
Basin
PR1 (1.47 +/- acres)
2 -YEAR
2.43 cfs
10 -YEAR
3.75 cfs
100 -YEAR
5.41 cfs
G. Stormwater Quality
An offline Downstream Defender 4' diameter hydrodynamic separator will be
proposed to address the Stormwater Quality requirements. In addition, a Snout
oil /water separator will be proposed on the BMP diversion structure with a 2'
sump prior to discharging into the regulated drain storm sewer system. Based on
data provided by Downstream Defender, this particular structure has a maximum
treatment flow capacity of 3.00 cfs. The required treatment flow rate has been
calculated based on the CNwq at 1.08 cfs per the City of Carmel Stormwater
Technical Standards Manual. Therefore, the Downstream Defender 4' diameter
structure is an ideal fit for this application.
SECTION 11: APPENDIX
A. Site Information
Soil Map — Hamilton County, Indiana
Map Unit Legend
Hamilton County, Indiana (IN057)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
Br
Brookston silty clay loam
0.8
53.5%
CrA
Crosby silt loam, 0 to 3 percent
slopes
0.7
1.4
46.5%
Totals for Area of Interest
100.0%
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
9/30/2013
Page 3 of 3
B. Existing Conditions
EXISTING CONDITIONS
Runoff Curve
Coefficient Number
Impervious Area = 0.90 98
Open Area = 0.20 67 * *Open Space (Good Condition)
Gravel /Stone = 0.50 86.8
Miami Silt Loam (MmB2 - 46% Site) Type "C" Soil
Brookston Silty Clay Loam (Br - 54% Site) Type "B" Soil
BASIN (EX1) - Overall Site
Impervious Area Open Area Stone Total Total Composite Composite
(ft ^2) (ft ^2) (ft ^2) (ft ^2) (Acres) "CN"
0 64044 0 64044 1.47 67.0 0.20
Overland flow
seg. 1
Shallow Concentrated Flow
Basin
name
Length
(ft)
S
%
n
T_t
(min)
Length
(ft)
S
%
Paved/Un
(P or U)
Vel.
(ft/s)
T_t
(min)
T_c
(min)
EX1
100
1.00
0.150
13
1
1.00
U
1.61
0
13
CIVIL SITE GROUP, INC.
EXISTING RUNOFF CALCULATION - RATIONAL METHOD
PROJECT NAME
PRIME CAR WASH
STORM FREQUENCY DESIGN YEAR
2
10/15/13
PROJECT No. PCW.003
LOCATION
INLET
AREA
ACRES
COEF.
"C"
CA
SUM
CA
TIME CONC. (min)
INT.
"1"
"Q" =
CIA
from
to
sub
total
inlet
drain
total
EX1
1.47
0.20
0.29
13
3.19
0.94
STORM FREQUENCY DESIGN YEAR
10
LOCATION
INLET
AREA
ACRES
COEF.
"C"
CA
SUM
CA
TIME CONC. (min)
INT.
"1"
"Q" =
CIA
from
to
sub
total
inlet
drain
total
EX1
1.47
0.20
0.29
13
4.88
1.43
STORM FREQUENCY DESIGN YEAR
100
LOCATION
INLET
AREA
ACRES
COEF.
"C"
CA
SUM
CA
TIME CONC. (min)
INT.
"1"
"Q" =
CIA
from
to
sub
total
inlet
drain
total
EX1
1.47
0.20
0.29
13
6.97
2.05
Page 1
C. Proposed Conditions
PROPOSED CONDITIONS
Runoff Curve
Coefficient Number
Impervious Area = 0.90 98 **Rooftop
Open Area = 0.15 67 ` *Moderately Pervious Soil with Turf
Impervious Area = 0.85 98 **Pavement
Miami Silt Loam (MmB2 - 46% Site) Type "C" Soil
Brookston Silty Clay Loam (Br - 54% Site) Type "B" Soil
ON SITE (PR1)
Impervious Area Open Area Impervious Area Total Total Composite Composite
Rofftop (ft ^2) (ft ^2) Pavement (ft ^2) (ft ^2) (Acres) "CN"
12378 22331 29335 64044 1.47 87.2
0.62
Overland flow
seg. 1
Shallow Concentrated Flow
Basin
name
Length
(ft)
S
%
n
T_t
(min)
Length S
(ft) %
Paved/Un
(P or U)
Vel.
(ft /s)
T_t
(min)
T_c
(min)
PR1
(SEE STORM SEWER SPREADSHEET)
18
CIVIL SITE GROUP, INC.
PROPOSED RUNOFF CALCULATION - RATIONAL METHOD
PROJECT NAME
PRIME CAR WASH
STORM FREQUENCY DESIGN YEAR
2
PROJECT No. PCW.003
LOCATION
INLET
AREA
ACRES
COEF.
"C"
CA
SUM
CA
TIME CONC. (min)
INT.
"1"
"Q" =
CIA
from
to
sub
total
inlet
drain
total
PR1
1.47
0.62
0.91
18
2.67
2.43
STORM FREQUENCY DESIGN YEAR
10
LOCATION
INLET
AREA
ACRES
COEF.
"C"
CA
SUM
CA
TIME CONC. (min)
INT.
"1"
"Q" =
CIA
from
to
sub
total
inlet
drain
total
PR1
1.47
0.62
0.91
18
4.12
3.75
STORM FREQUENCY DESIGN YEAR
100
LOCATION
INLET
AREA
ACRES
COEF.
"C"
CA
SUM
CA
TIME CONC. (min)
INT.
"1"
"Q" =
CIA
from
to
sub
total
inlet
drain
total
PR1
1.47
0.62
0.91
18
5.94
5.41
Page 2
CIVIL SITE GROUP, INC.
STORM DRAIN FLOW TABULATION FORM • RATIONAL METHOD
10/15/13
PROJECT NAME PRIME CAR WASH
PROJECT No. PCW.003
STORM FREQUENCY DESIGN YEAR
10
COMPUTED BY: EAG
CHECKED BY: EAG
CALCULATED
D E S I G N
HGL
Headloss
LOCATION
from
INLET
AREA
ACRES
COEF.
"C"
CA
SUM
CA
TIME CONC. min)
INT.
'9"
"Q" =
CIA
PIPE (ull) n = 0.013
Pipe
length
Pipe
slope
Max Q
full
Max V
full
MANHOLE
in MH
out MH
MH
DEPTH
TC -INV
Coeff. at
Manhole
LOCA TION
to
sub
total
inlet
drain
total
size
slope
vel.
INV out
INV in
FROM
TO
0.19
103
0.14
15.39
0.72
0.10
12
5
1.13
5
6.98
0.70
2.52
878.55
878.31
106
105
T.C.=
883.50
879.03
879.02
878.98
878.94
878.61
878.58
878.52
878.48
103
Cover =
102
Cover =
101
Cover =
100
Cover =
4.00
3.00
4.01
3.01
5.39
3.89
6.35
4.85
0.50
0.50
0.50
0.50
103
103
102
0.82
0.14
0.10
5.00
1.90
6.90
6.98
0.70
12
0.04
0.90
102
0.66
2.89
3.68
879.50
878.82
103
102
16.96
4.49
102
0.30
0.05
0.67
0.20
0.23
7
2.52
7
6.44
1.29
104
104
0.11
0.70
T.C.=
882.73
102
102
101
0.54
0.44
0.30
6.90
0.80
7.70
6.31
1.90
12
0.29
2.43
116
0.31
1.98
2.52
878.72
878.37
102
101
17.64
4.27
101
0.29
0.06
0.68
0.20
0.23
6
2.52
6
6.76
1.33
101
T.C.=
882.73
101
101
100
0.73
0.88
17.64
0.39
18.03
4.19
3.70
18
0.12
2.09
49
0.18
4.46
2.52
877.34
877.25
101
100
100
0.00
0.00
0.00
5
5
6.98
0.00
T.C.=
883.50
100
100
702
0.73
0.88
18.03
0.19
18.23
4.14
3.66
18
0.12
2.07
24
0.18
4.46
2.52
877.15
877.10
100
702
Above =
877.10 878.45 = T.W.
Above =
Page 1
877.59
106
0.36
0.53
0.19
14
14
4.67
0.89
T.C.=
881.55
878.68
878.67
878.62
878.61
878.56
878.55
106
Cover =
105
Cover =
104
Cover =
3.00
2.00
5.37
4.12
5.30
4.05
0.50
0.50
0.50
106
106
105
0.36
0.19
14.25
1.13
15.39
4.67
0.89
12
0.06
1.13
77
0,31
1.98
2.52
878.55
878.31
106
105
105
0.16
0.73
0.12
5
5
6.98
0.82
T.C.=
883.43
105
105
104
0.52
0.31
15.39
1.58
16.96
4.49
1.38
15
0.05
1.13
107
0.23
3.10
2.52
878.06
877.82
105
104
104
0.11
0.70
0.08
5
5
6.98
0.54
T.C.=
883.02
104
104
101
0.63
0.38
16.96
0.68
17.64
4.27
1.64
15
0.06
1.34
54
0.23
3.10
2.52
877.72
877.59
104
101
Above =
Page 1
877.59
Runoff
Coefficient
Impervious Area = 0.90 Rooftop
Greenspace = 0.20 Slightly Pervious Soil with Turf
Gravel /Stone = 0.85
Impervious Area = 0.85 Pavement
BASIN (103)
Impervious Area Impervious Area Greenspace Stone Total Total Composite
(ft ^2) - Pavement (ft ^2) - Rooftop (ft ^2) (ft ^2) (ftA2) (Acres) "C"
3679 1127 1311 0 6117 0.14 0.72
BASIN (102)
Impervious Area Impervious Area Greenspace Stone Total Total Composite
(ft ^2) - Pavement (ft ^2) - Rooftop (ft ^2) (ft ^2) (ftA2) (Acres) "C"
7479 1790 3793 0 13062 0.30 0.67
BASIN (101)
Impervious Area Impervious Area Greenspace Stone Total Total Composite
(ft ^2) - Pavement (ft ^2) - Rooftop (ft ^2) (ft ^2) (ftA2) (Acres) "C"
7133 1928 3415 0 12476 0.29 0.68
BASIN (106)
Impervious Area Impervious Area Greenspace Stone Total Total Composite
(ft ^2) - Pavement (ft ^2) - Rooftop (ft ^2) (ft ^2) (ft ^2) (Acres)
1014 6382 8104 0 15500 0.36 0.53
BASIN (105)
Impervious Area Impervious Area Greenspace Stone Total Total Composite
(ft ^2) - Pavement (ft ^2) - Rooftop (ft ^2) (ft ^2) (ftA2) (Acres)
4474 1151 1323 0 6948 0.16 0.73
BASIN (104)
Impervious Area Impervious Area Greenspace Stone Total Total Composite
(ft ^2) - Pavement (ft ^2) - Rooftop (ft ^2) (ft ^2) (ftA2) (Acres)
3581 0 1063 0 4644 0.11 0.70
BASIN (702) Existing Structure
Impervious Area Impervious Area Greenspace Stone Total Total Composite
(ft^2) - Pavement (ft^2) - Rooftop (ft^2) (ft^2) (ft ^2) (Acres)
4248 0 1826 0 6074 0.14 0.65
TOTAL TO EXISTING STRUCTURE #702
Stone
(ft^2)
0
10 -Year
Total Total Composite Percent
(ft^2) (Acres) "C" Impervious ( %)
64821 1.49 0.65 68%
Impervious Area Impervious Area Greenspace
(ft^2) - Pavement (ft^2) - Rooftop (ft^2)
31608 12378 20835
STORM FREQUENCY DESIGN YEAR
TOTAL
AREA
ACRES
COEF.
"C"
CA
SUM
CA
TIME CONC. (min)
INT.
"1"
"Q" =
CIA
sub
total
inlet
drain
total
Ex. 702
1.49
0.65
0.97
18
18
4.12
3.99
DESIGN TO EXISTING STRUCTURE #702
10 -Year
STORM FREQUENCY DESIGN YEAR
TOTAL
AREA
ACRES
COEF.
"C"
CA
SUM
CA
TIME CONC. (min)
INT.
"1"
"Q" =
CIA
sub
total
inlet
drain
total
Ex. 702
1.39
0.65
0.90
5
5
6.98
6.31
Page 1
Time of Concentration Worksheet
Based on TR -55
PROJECT: PRIME CAR WASH
JOB #: PCW.003
Typical values for Manning's n
2 year, 24 hour rainfall =
2.90
inches
Typical values for Manning's n
Overland Flow
Channel Flow
short grass
dense grass
pavement
0.150
0.240
0.011
grass
concrete
rip -rap
0.030
0.015
0.035
Overland flow
seg. 1
Overland flow
seg. 2
Shallow Concentrated Flow
Channel Flow
Basin
name
Length S n
(ft) %
T_t
(min)
Length S
(ft) %
n
T_t
(min)
Length S ?aved/Ut Vel.
(ft) % (P or U) (ft /s)
T_t
(min)
Length
(ft)
a Pw r S
(s.f) (ft) (ft) %
n Vel.
(ft /s)
T_t
(min)
T_c
(min)
103
22 1.00 0.150
4
16 1.00
0.011
0
5
102
37 1.00 0.150
6
16 1.00
0.011
0
7
101
29 1.00 0.150
5
24 1.00
0.011
1
6
100
5
106
100 1.00 0.150
14
65 1.00 U 1.61
1
14
105
21 1.00 0.150
4
40 1.00
0.011
1
5
104
9 1.00 0.150
2
60 1.00
0.011
1
5
Page 1
D. I PRIn
u
data
___= Basins
Name: PR1
Group: POST
Unit Hydrograph: Uh484
Rainfall File:
Rainfall Amount(in): 0.000
Area(ac): 1.490
Curve Number: 96.30
DCIA( %): 0.00
Node: PR1 Status: Onsite
Type: SCS Unit Hydrograph CN
Peaking Factor: 484.0
Storm Duration(hrs): 0.00
Time of Conc(min): 18.00
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
___= Nodes
Name: BOUNDARY
Group: POST
Type: Time /Stage
Time(hrs)
0.00
12.00
24.00
Stage(ft)
100.000
100.000
100.000
Base Flow(cfs): 0.000 Init Stage(ft): 100.000
Warn Stage(ft): 100.000
___= Hydrology Simulations
Name: 24HR
Filename: P: \PCW.003 - 98th and Michigan - Armstrong \Drainage \ICPR \24HR.R32
Override Defaults: Yes
Storm Duration(hrs): 24.00
Rainfall File: Scsii -24
Rainfall Amount(in): 1.00
Time(hrs) Print Inc(min)
30.000 5.00
___= Routing Simulations
Name: 100YR -24HR Hydrology Sim: 100YR -24HR
Filename: P: \HHR.001 - Dunkin Donuts PetSuites - 9800 Michigan Road \Drainage \ICPR \100YR- 24HR.I32
Execute: Yes Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs) Print Inc(min)
999.000 15.000
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 25.00
Max Calc Time(sec): 60.0000
Boundary Flows:
Group Run
POST Yes
Name: 10YR -24HR Hydrology Sim: 10YR -24HR
Filename: P: \HHR.001 - Dunkin Donuts PetSuites - 9800 Michigan Road \Drainage \ICPR \10YR- 24HR.I32
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): 0.5000
Boundary Stages:
Time(hrs)
999.000
Group
POST
Print Inc(min)
15.000
Run
Yes
Delta Z Factor: 0.00500
End Time(hrs): 25.00
Max Calc Time(sec): 60.0000
Boundary Flows:
Name: WAT -QUAL Hydrology Sim: 24HR
Filename: P: \PCW.003 - 98th and Michigan - Armstrong \Drainage \ICPR \WAT- QUAL.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
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs)
999.000
Group
POST
Print Inc(min)
15.000
Run
Yes
Delta Z Factor: 0.00500
End Time(hrs): 25.00
Max Calc Time(sec): 60.0000
Boundary Flows:
E. Water Quality Data
Basin Name: PR1
Group Name: POST
Simulation: 24HR
Node Name: PR1
Basin Type: SCS Unit Hydrograph
Unit Hydrograph: Uh484
Peaking Fator: 484.0
Spec Time Inc (min): 2.40
Comp Time Inc (min): 2.40
Rainfall File: Scsii -24
Rainfall Amount (in): 1.000
Storm Duration (hrs): 24.00
Status: Onsite
Time of Conc (min): 18.00
Time Shift (hrs): 0.00
Area (ac): 1.490
Vol of Unit Hyd (in): 1.001
Curve Number: 96.300
DCIA ( %): 0.000
Time Max (hrs): 12.08
Flow Max (cfs): 1.08
Runoff Volume (in): 0.651
Runoff Volume (ft3): 3521
Diversion Structure Design
Pipe Diameter Exiting Diversion Structure (104) Flowing into BMP = 12 inches
Cross Sectional Area "A" = 0.79 ft ^2
Min. Overflow Weir Height (Structure 104) = 877.57 ft
Stormwater Quality Peak Treatment Flow Rate = 1.08 cfs
Pipe BMP to 100
CALCULATED
D E S I G N
"Q" =
CIA
PIPE (full) n = 0.013
Pipe
length
Pipe
slope
Max Q
full
Max V
full
MANHOLE
size
slope
vel.
INV out
INV in
T.C.=
883.50
1.08
12
0.09
= 1.38
8
= 1.250
= 3.98
5.07
= 877.25
= 877.15
Area of Pipe Used by Stormwater Quality Peak Treatment Flow Rate = 0.250 ft ^2
Min. Depth of Flow in Pipe for Stormwater Quality Peak Treatment Flow Rate = 0.32 ft
Min. Structure 106 Weir Wall Elevation = 877.57 ft
* *SET STRUCTURE 104 WEIR WALL ELEVATION = 877.65'
Max Flow Capacity of Pipe Flowing Full (A = 0.79 ftA2) "Qfuii" = 3.98 cfs
Required Treatment Flow Capacity of Pipe "Q" = 1.08 cfs
Q / Qfull = 0.27 this is a ratio
A = (Q / Qfuu) x Afull = 0.213 ft ^2
A = [r^2(c- sino)] / 2
Solve for cp = 137.33 degrees
Q= 2 {arcoss[(r- d) /r]}
Solve for "d" = 0.32 feet
F. Previously Approved Walnut Creek Drive
Drainage Calculations
Drainage
Calculations
Walnut Creek Drive Extension
& Utility Infrastructure
9805, 9807 N Michigan Rd.; 3746 West 98th Street
Carmel, Indiana
Job #: ADI.002
Date: 08 -20 -2010
REVISED: 03 -22 -2011
Prepared by: Brian Cross, P.E.
Reviewed by: Eric A. Gleissner, P.E.
No.
PE10910647 e ,
STATE OF ,I tv
v
'�,,-- ,!ONAL Eg ,,
�� „ „�y�
cos J
GROUP, INC
643 Massachusetts Avenue
Suite 200
Indianapolis, IN 46204
Phone: 317-423-3305 Fax: 317- 423 -3306
TABLE OF CONTENTS
Section 1: Report
A. Project Title
B. Project Drainage Summary
C. Design Method and Criteria
D. References
Section 11: Appendix
A. Site Information
B. Proposed Conditions (exhibits, calculations, etc.)
C. Hamilton County Surveyor's Office Approval — June, 2007
SECTION 1: REPORT
A. Project Title
Walnut Creek Drive Extension & Utility Infrastructure (9805, 9807 N
Michigan Rd., 3746 West 98th Street)
B. Project Drainage Summary
The project proposes to connect the Walnut Creek Drive (private) access road
from the West Carmel Marketplace development south to West 98th Street. The
construction of this drive connection requires existing utilities to be relocated
along with the extension of the North Augusta Arm #1- Crooked Creek Regulated
Drain designed to accommodate the future commercial development along
Michigan Road and W. 98th Street. Approved design plans (11/2009) for the
North Augusta Arm #1- Crooked Creek Regulated Drain are on file with the
Hamilton County Surveyor's Office.
This project is located at the northeast corner of the intersection of Michigan
Road and 98th Street in Hamilton County, Indiana. The proposed construction
activity will be disturbing approximately 0.88 acres. The construction area will be
disturbing existing open green space and landscape buffer area within Common
Area Block E Drainage Easement of West Carmel Marketplace. The proposed
improvements will consist of installing drainage infrastructure to extend the North
Augusta Arm #1- Crooked Creek Regulated Drain (ALL storm structures EXCEPT
FOR STR. #701, #704, & #EX1 will be part of this Regulated Drain extension),
provide road drainage for Walnut Creek Drive, and establish drainage
infrastructure sized to accommodate the future commercial development along
Michigan Road and W. 98th Street. These plans and calculations will provide the
area of North Augusta the opportunity to be positioned for future redevelopment
by providing a viable stormwater drainage connection point.
The previously approved North Augusta Arm #1- Crooked Creek Regulated Drain
terminates at Str. #611 on Lot #63 North Augusta and is designed to
accommodate Basin 611 post - developed conditions (3.59 Ac; CN =91.2; Tc =8).
The 10 -yr full flow design capacity of the 24 -inch diameter pipe is 16.43cfs. The
stormwater detention pond system of West Carmel Marketplace includes Basin
611 post - developed conditions in an updated analysis performed by Woolpert,
LLP in June, 2007 and reviewed / approved by the Hamilton County Surveyor's
Office (Letter on File). Separate stormwater detention is NOT required for the
3.59 Ac post - developed area of Basin 611.
The existing land uses adjacent to the subject site are as follows:
North: Commercial
West: Commercial / Residential
South: Residential
East: Residential
C. Design Method and Criteria
1. Soil Type: Soil maps from the United States Department of Agriculture, Soil
Conservation Service, identify Brookston Silty Clay Loam — (Br) and Crosby Silt
Loam (CrA).
2. Design Storm: The 10 -year storm event utilizing a 2- yr /24 -hr rainfall depth of
2.66- inches for Time of Concentration calculations has been analyzed for the
proposed storm sewer pipe sizing calculations. The NRCS type 11 rainfall
distribution was used in the hydrology calculations.
3. Overall Watershed: Crooked Creek Regulated Drain.
D. References
1. TR55 Stormwater Design Manual.
2. Hamilton County Soil Survey.
3. Hamilton County Stormwater Technical Standards
4. Highway Extension and Research Project for Indiana Counties (HERPIC).
SECTION 11: APPENDIX
A. Site Information
Soil Map — Hamilton County, Indiana
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Units
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
A Other
Special Line Features
Gully
• Short Steep Slope
Other
Political Features
0 Cities
Water Features
Oceans
Streams and Canals
Transportation
+++ Rails
,.. Interstate Highways
US Routes
Major Roads
Local Roads
MAP INFORMATION
Map Scale: 1:4,810 if printed on A size (8.5" x 11 ") sheet.
The soil surveys that comprise your AOI were mapped at 1:15,840.
Please rely on the bar scale on each map sheet for accurate map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 16N NAD83
This product is generated from the USDA -NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Hamilton County, Indiana
Survey Area Data: Version 8, Dec 11, 2008
Date(s) aerial images were photographed: 7/19/2003
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.
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
7/6/2009
Page 2 of 3
Soil Map — Hamilton County, Indiana
Map Unit Legend
Hamilton County, Indiana (IN057)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
Br
Brookston silty clay loam
30.5
27.8%
CrA
Crosby silt loam, 0 to 3 percent slopes
62.8
57.3%
MmB2
Miami silt loam, 2 to 6 percent slopes,
eroded
6.6
6.0%
Sh
Shoals silt loam
9.8
8.9%
Totals for Area of Interest
109.7
100.0%
usun Natural Resources Web Soil Survey
grin Conservation Service
National Cooperative Soil Survey
7/6/2009
Page 3 of 3
B. Proposed Conditions
ARMSTRONG ARM EXTENSION
CALCULATED
DESIGN
LOCATION
INLET
AREA
ACRES
COEF.
"C"
CA
SUM
CA
TIME CONC.
min)
INT.
"I"
"Q" =
CIA
PIPE (full) n = 0.012
Pipe
length
Pipe
slope
Max Q
full
Max V
full
MANHOLE
from
to
sub
total
inlet
drain
total
size
slope
vel.
INV out
INV in
0.20
615
0.00
5.29
0.68
0.00
15
5
1.04
5
6.40
0.00
2.85
878.00
877.96
703
0.07
T.C.=
882.50
615
614
5
0.46
6.40
0.38
0.33
8.29
4.40
12.69
5.41
1.79
24
0.01
0.57
150
0.12
8.49
2.70
876.00
875.82
0.13
614
0.00
8.29
0.15
0.00
15
5
0.59
5
6.40
0.00
2.85
878.30
878.25
T.C.=
882.90
614
613
2.25
1.53
12.69
0.58
13.28
4.52
6.91
24
0.08
2.20
77
0.12
8.49
2.70
875.72
875.63
613
0.05
0.15
0.01
5
5
6.40
0.05
T.C.=
883.00
613
611
2.30
1.54
13.28
1.02
14.29
4.42
6.80
24
0.08
2.16
132
0.45
16.43
5.23
875.50
874.90
611
0.07
0.15
0.01
5
5
6.40
0.07
T.C.=
882.25
611
END
2.37
1.55
14.29
0.55
14.85
4.27
6.61
24
0.07
2.10
70
0.45
16.43
5.23
874.80
874.49
CIVIL SITE GROUP, INC
STORM DRAIN FLOW TABULATION FORM - RATIONAL METHOD
07/31/12
PROJECT NAME WALNUT CREEK DRIVE EXTENSION
PROJECT No. ADI.002
STORM FREQUENCY DESIGN YEAR
10
COMPUTED BY:
CHECKED BY:
BSC
BSC
HGL
in MH
out MH
876.42
876.42
876.41
876.37
876.31
876.27
876.17
876.14
876.09
Headloss
MH DEPTH Coeff. at
TC -INV Manhole
615 6.50 0.50
Cover = 4.50
614 7.18 0.50
Cover = 5.18
613 7.50 0.50
Cover = 5.50
611 7.45 0.50
Cover = 5.45
START HGL
LOCA TION
FROM
TO
615
615
614
614
614
613
613
613
611
611
611
END
Top
Pipe HGL
878.00 876.42
877.82 876.42
877.72 876.41
877.63 876.37
877.50 876.31
876.90 876.27
876.80 876.17
876.49 876.14
878.97 705 4.00 0.50 I 705 879.25 878.97
878.96 Cover = 2.75 Ir 705 615 879.21 878.96
878.96 START HGL
879.26 704 3.00 0.50
879.26 Cover = 2.00
879.26 703 3.70 0.50
879.25 Cover = 2.45
879.25 START HGL
879.00
878.98
878.97
878.28
878.19
878.15
879.31
879.26
879.20 START HGL
704
704
703
703
703
615
879.50
879.40
879.55
879.50
879.26
879.26
879.26
879.25
706 4.50 0.50 706 879.25 879.00
Cover = 3.25 706 614 879.22 878.98
START HGL
702 5.50 0.50 702 878.50 878.28
Cover = 4.00 702 614 878.45 878.19
START HGL
701 2.90 0.50 701 879.60 879.31
Cover = 1.40 701 EX1 879.50 879.26
705
0.27
0.74
0.20
5
5
6.40
1.28
GUT=
882.00
705
615
0.27
0.20
5.00
0.29
5.29
6.40
1.28
15
0.03
1.04
18
0.25
3.50
2.85
878.00
877.96
HGL
in MH
out MH
876.42
876.42
876.41
876.37
876.31
876.27
876.17
876.14
876.09
Headloss
MH DEPTH Coeff. at
TC -INV Manhole
615 6.50 0.50
Cover = 4.50
614 7.18 0.50
Cover = 5.18
613 7.50 0.50
Cover = 5.50
611 7.45 0.50
Cover = 5.45
START HGL
LOCA TION
FROM
TO
615
615
614
614
614
613
613
613
611
611
611
END
Top
Pipe HGL
878.00 876.42
877.82 876.42
877.72 876.41
877.63 876.37
877.50 876.31
876.90 876.27
876.80 876.17
876.49 876.14
878.97 705 4.00 0.50 I 705 879.25 878.97
878.96 Cover = 2.75 Ir 705 615 879.21 878.96
878.96 START HGL
879.26 704 3.00 0.50
879.26 Cover = 2.00
879.26 703 3.70 0.50
879.25 Cover = 2.45
879.25 START HGL
879.00
878.98
878.97
878.28
878.19
878.15
879.31
879.26
879.20 START HGL
704
704
703
703
703
615
879.50
879.40
879.55
879.50
879.26
879.26
879.26
879.25
706 4.50 0.50 706 879.25 879.00
Cover = 3.25 706 614 879.22 878.98
START HGL
702 5.50 0.50 702 878.50 878.28
Cover = 4.00 702 614 878.45 878.19
START HGL
701 2.90 0.50 701 879.60 879.31
Cover = 1.40 701 EX1 879.50 879.26
704
0.12
0.59
0.07
7
7
5.85
0.41
T.C.=
881.50
704
703
0.12
0.07
7
1.04
7.73
5.85
0.41
12
0.01
0.53
33
0.30
2.11
2.69
878.50
878.40
703
0.07
0.85
0.06
5
5
6.40
0.38
GUT=
882.00
703
615
0.19
0.13
7.73
0.57
8.29
5.55
0.72
15
0.01
0.59
20
0.25
3.50
2.85
878.30
878.25
HGL
in MH
out MH
876.42
876.42
876.41
876.37
876.31
876.27
876.17
876.14
876.09
Headloss
MH DEPTH Coeff. at
TC -INV Manhole
615 6.50 0.50
Cover = 4.50
614 7.18 0.50
Cover = 5.18
613 7.50 0.50
Cover = 5.50
611 7.45 0.50
Cover = 5.45
START HGL
LOCA TION
FROM
TO
615
615
614
614
614
613
613
613
611
611
611
END
Top
Pipe HGL
878.00 876.42
877.82 876.42
877.72 876.41
877.63 876.37
877.50 876.31
876.90 876.27
876.80 876.17
876.49 876.14
878.97 705 4.00 0.50 I 705 879.25 878.97
878.96 Cover = 2.75 Ir 705 615 879.21 878.96
878.96 START HGL
879.26 704 3.00 0.50
879.26 Cover = 2.00
879.26 703 3.70 0.50
879.25 Cover = 2.45
879.25 START HGL
879.00
878.98
878.97
878.28
878.19
878.15
879.31
879.26
879.20 START HGL
704
704
703
703
703
615
879.50
879.40
879.55
879.50
879.26
879.26
879.26
879.25
706 4.50 0.50 706 879.25 879.00
Cover = 3.25 706 614 879.22 878.98
START HGL
702 5.50 0.50 702 878.50 878.28
Cover = 4.00 702 614 878.45 878.19
START HGL
701 2.90 0.50 701 879.60 879.31
Cover = 1.40 701 EX1 879.50 879.26
706
0.40
0.74
0.30
5
5
6.40
1.89
GUT=
882.50
706
614
0.40
0.30
5.00
0.17
5.17
6.40
1.89
15
0.07
1.54
16
0.20
3.13
2.55
878.00
877.97
HGL
in MH
out MH
876.42
876.42
876.41
876.37
876.31
876.27
876.17
876.14
876.09
Headloss
MH DEPTH Coeff. at
TC -INV Manhole
615 6.50 0.50
Cover = 4.50
614 7.18 0.50
Cover = 5.18
613 7.50 0.50
Cover = 5.50
611 7.45 0.50
Cover = 5.45
START HGL
LOCA TION
FROM
TO
615
615
614
614
614
613
613
613
611
611
611
END
Top
Pipe HGL
878.00 876.42
877.82 876.42
877.72 876.41
877.63 876.37
877.50 876.31
876.90 876.27
876.80 876.17
876.49 876.14
878.97 705 4.00 0.50 I 705 879.25 878.97
878.96 Cover = 2.75 Ir 705 615 879.21 878.96
878.96 START HGL
879.26 704 3.00 0.50
879.26 Cover = 2.00
879.26 703 3.70 0.50
879.25 Cover = 2.45
879.25 START HGL
879.00
878.98
878.97
878.28
878.19
878.15
879.31
879.26
879.20 START HGL
704
704
703
703
703
615
879.50
879.40
879.55
879.50
879.26
879.26
879.26
879.25
706 4.50 0.50 706 879.25 879.00
Cover = 3.25 706 614 879.22 878.98
START HGL
702 5.50 0.50 702 878.50 878.28
Cover = 4.00 702 614 878.45 878.19
START HGL
701 2.90 0.50 701 879.60 879.31
Cover = 1.40 701 EX1 879.50 879.26
702
1.39
0.65
0.90
5
5
6.40
5.78
GUT=
882.50
702
614
1.39
0.90
5.00
0.08
5.08
6.40
5.78
18
0.26
3.27
16
0.30
6.23
3.53
877.00
876.95
HGL
in MH
out MH
876.42
876.42
876.41
876.37
876.31
876.27
876.17
876.14
876.09
Headloss
MH DEPTH Coeff. at
TC -INV Manhole
615 6.50 0.50
Cover = 4.50
614 7.18 0.50
Cover = 5.18
613 7.50 0.50
Cover = 5.50
611 7.45 0.50
Cover = 5.45
START HGL
LOCA TION
FROM
TO
615
615
614
614
614
613
613
613
611
611
611
END
Top
Pipe HGL
878.00 876.42
877.82 876.42
877.72 876.41
877.63 876.37
877.50 876.31
876.90 876.27
876.80 876.17
876.49 876.14
878.97 705 4.00 0.50 I 705 879.25 878.97
878.96 Cover = 2.75 Ir 705 615 879.21 878.96
878.96 START HGL
879.26 704 3.00 0.50
879.26 Cover = 2.00
879.26 703 3.70 0.50
879.25 Cover = 2.45
879.25 START HGL
879.00
878.98
878.97
878.28
878.19
878.15
879.31
879.26
879.20 START HGL
704
704
703
703
703
615
879.50
879.40
879.55
879.50
879.26
879.26
879.26
879.25
706 4.50 0.50 706 879.25 879.00
Cover = 3.25 706 614 879.22 878.98
START HGL
702 5.50 0.50 702 878.50 878.28
Cover = 4.00 702 614 878.45 878.19
START HGL
701 2.90 0.50 701 879.60 879.31
Cover = 1.40 701 EX1 879.50 879.26
701
1.00
0.68
0.68
5
5
6.40
4.35
T.C.=
881.00
701
EX1
1.00
0.68
5.00
0.29
5.29
6.40
4.35
18
0.15
2.46
43
0.23
5.46
3.09
878.10
878.00
HGL
in MH
out MH
876.42
876.42
876.41
876.37
876.31
876.27
876.17
876.14
876.09
Headloss
MH DEPTH Coeff. at
TC -INV Manhole
615 6.50 0.50
Cover = 4.50
614 7.18 0.50
Cover = 5.18
613 7.50 0.50
Cover = 5.50
611 7.45 0.50
Cover = 5.45
START HGL
LOCA TION
FROM
TO
615
615
614
614
614
613
613
613
611
611
611
END
Top
Pipe HGL
878.00 876.42
877.82 876.42
877.72 876.41
877.63 876.37
877.50 876.31
876.90 876.27
876.80 876.17
876.49 876.14
878.97 705 4.00 0.50 I 705 879.25 878.97
878.96 Cover = 2.75 Ir 705 615 879.21 878.96
878.96 START HGL
879.26 704 3.00 0.50
879.26 Cover = 2.00
879.26 703 3.70 0.50
879.25 Cover = 2.45
879.25 START HGL
879.00
878.98
878.97
878.28
878.19
878.15
879.31
879.26
879.20 START HGL
704
704
703
703
703
615
879.50
879.40
879.55
879.50
879.26
879.26
879.26
879.25
706 4.50 0.50 706 879.25 879.00
Cover = 3.25 706 614 879.22 878.98
START HGL
702 5.50 0.50 702 878.50 878.28
Cover = 4.00 702 614 878.45 878.19
START HGL
701 2.90 0.50 701 879.60 879.31
Cover = 1.40 701 EX1 879.50 879.26
ARMSTRONG ARM EXTENSION
CALCULATED
DESIGN
LOCATION
INLET
AREA
ACRES
COEF.
"C"
CA
SUM
CA
TIME CONC.
min)
INT.
"I"
"Q" =
CIA
PIPE (full) n = 0.012
Pipe
length
Pipe
slope
Max Q
full
Max V
full
MANHOLE
from
to
sub
total
inlet
drain
total
size
slope
vel.
INV out
INV in
0.20
615
0.00
5.20
0.68
0.00
15
5
1.48
5
9.12
0.00
2.85
878.00
877.96
703
0.07
T.C.=
882.50
615
614
5
0.46
9.12
0.54
0.33
7.80
2.98
10.77
7.99
2.64
24
0.01
0.84
150
0.12
8.49
2.70
876.00
875.82
0.13
614
0.00
7.80
0.15
0.00
15
5
0.86
5
9.12
0.00
2.85
878.30
878.25
T.C.=
882.90
614
613
2.25
1.53
10.77
0.37
11.15
7.09
10.85
24
0.20
3.45
77
0.12
8.49
2.70
875.72
875.63
613
0.05
0.15
0.01
5
5
9.12
0.07
T.C.
883.00
613
611
2.30
1.54
11.15
0.64
11.79
6.99
10.75
24
0.19
3.42
132
0.45
16.43
5.23
875.50
874.90
611
0.07
0.15
0.01
5
5
9.12
0.10
T.C.=
882.25
611
END
2.37
1.55
11.79
0.35
12.13
6.83
10.58
24
0.19
3.37
70
0.45
16.43
5.23
874.80
874.49
CIVIL SITE GROUP, INC
STORM DRAIN FLOW TABULATION FORM - RATIONAL METHOD
07/31/12
PROJECT NAME WALNUT CREEK DRIVE EXTENSION
PROJECT No. ADI.002
STORM FREQUENCY DESIGN YEAR
100
COMPUTED BY:
CHECKED BY:
BSC
BSC
HGL
in MH
out MH
876.91
876.91
876.89
876.80
876.65
876.56
876.31
876.22
876.09
Headloss
MH DEPTH Coeff. at
TC -INV Manhole
615 6.50 0.50
Cover = 4.50
614 7.18 0.50
Cover = 5.18
613 7.50 0.50
Cover = 5.50
611 7.45 0.50
Cover = 5.45
START HGL
LOCA TION
FROM
TO
615
615
614
614
614
613
613
613
611
611
611
END
Top
Pipe HGL
878.00 876.91
877.82 876.91
877.72 876.89
877.63 876.80
877.50 876.65
876.90 876.56
876.80 876.31
876.49 876.22
878.98 705 4.00 0.50 I 705 879.25 878.98
878.97 Cover = 2.75 Ir 705 615 879.21 878.97
878.96 START HGL
879.27 704 3.00 0.50
879.27 Cover = 2.00
879.26 703 3.70 0.50
879.26 Cover = 2.45
879.25 START HGL
879.03
878.99
878.97
878.40
878.23
878.15
879.42
879.33
879.20 START HGL
704
704
703
703
703
615
879.50
879.40
879.55
879.50
879.27
879.27
879.26
879.26
706 4.50 0.50 706 879.25 879.03
Cover = 3.25 706 614 879.22 878.99
START HGL
702 5.50 0.50 702 878.50 878.40
Cover = 4.00 702 614 878.45 878.23
START HGL
701 2.90 0.50 701 879.60 879.42
Cover = 1.40 701 EX1 879.50 879.33
705
0.27
0.74
0.20
5
5
9.12
1.82
GUT=
882.00
705
615
0.27
0.20
5.00
0.20
5.20
9.12
1.82
15
0.07
1.48
18
0.25
3.50
2.85
878.00
877.96
HGL
in MH
out MH
876.91
876.91
876.89
876.80
876.65
876.56
876.31
876.22
876.09
Headloss
MH DEPTH Coeff. at
TC -INV Manhole
615 6.50 0.50
Cover = 4.50
614 7.18 0.50
Cover = 5.18
613 7.50 0.50
Cover = 5.50
611 7.45 0.50
Cover = 5.45
START HGL
LOCA TION
FROM
TO
615
615
614
614
614
613
613
613
611
611
611
END
Top
Pipe HGL
878.00 876.91
877.82 876.91
877.72 876.89
877.63 876.80
877.50 876.65
876.90 876.56
876.80 876.31
876.49 876.22
878.98 705 4.00 0.50 I 705 879.25 878.98
878.97 Cover = 2.75 Ir 705 615 879.21 878.97
878.96 START HGL
879.27 704 3.00 0.50
879.27 Cover = 2.00
879.26 703 3.70 0.50
879.26 Cover = 2.45
879.25 START HGL
879.03
878.99
878.97
878.40
878.23
878.15
879.42
879.33
879.20 START HGL
704
704
703
703
703
615
879.50
879.40
879.55
879.50
879.27
879.27
879.26
879.26
706 4.50 0.50 706 879.25 879.03
Cover = 3.25 706 614 879.22 878.99
START HGL
702 5.50 0.50 702 878.50 878.40
Cover = 4.00 702 614 878.45 878.23
START HGL
701 2.90 0.50 701 879.60 879.42
Cover = 1.40 701 EX1 879.50 879.33
704
0.12
0.59
0.07
7
7
8.40
0.59
T.C.=
881.50
704
703
0.12
0.07
7
0.73
7.41
8.40
0.59
12
0.02
0.76
33
0.30
2.11
2.69
878.50
878.40
703
0.07
0.85
0.06
5
5
9.12
0.54
GUT=
882.00
703
615
0.19
0.13
7.41
0.39
7.80
8.13
1.06
15
0.02
0.86
20
0.25
3.50
2.85
878.30
878.25
HGL
in MH
out MH
876.91
876.91
876.89
876.80
876.65
876.56
876.31
876.22
876.09
Headloss
MH DEPTH Coeff. at
TC -INV Manhole
615 6.50 0.50
Cover = 4.50
614 7.18 0.50
Cover = 5.18
613 7.50 0.50
Cover = 5.50
611 7.45 0.50
Cover = 5.45
START HGL
LOCA TION
FROM
TO
615
615
614
614
614
613
613
613
611
611
611
END
Top
Pipe HGL
878.00 876.91
877.82 876.91
877.72 876.89
877.63 876.80
877.50 876.65
876.90 876.56
876.80 876.31
876.49 876.22
878.98 705 4.00 0.50 I 705 879.25 878.98
878.97 Cover = 2.75 Ir 705 615 879.21 878.97
878.96 START HGL
879.27 704 3.00 0.50
879.27 Cover = 2.00
879.26 703 3.70 0.50
879.26 Cover = 2.45
879.25 START HGL
879.03
878.99
878.97
878.40
878.23
878.15
879.42
879.33
879.20 START HGL
704
704
703
703
703
615
879.50
879.40
879.55
879.50
879.27
879.27
879.26
879.26
706 4.50 0.50 706 879.25 879.03
Cover = 3.25 706 614 879.22 878.99
START HGL
702 5.50 0.50 702 878.50 878.40
Cover = 4.00 702 614 878.45 878.23
START HGL
701 2.90 0.50 701 879.60 879.42
Cover = 1.40 701 EX1 879.50 879.33
706
0.40
0.74
0.30
5
5
9.12
2.70
GUT=
882.50
706
614
0.40
0.30
5.00
0.12
5.12
9.12
2.70
15
0.15
2.20
16
0.20
3.13
2.55
878.00
877.97
HGL
in MH
out MH
876.91
876.91
876.89
876.80
876.65
876.56
876.31
876.22
876.09
Headloss
MH DEPTH Coeff. at
TC -INV Manhole
615 6.50 0.50
Cover = 4.50
614 7.18 0.50
Cover = 5.18
613 7.50 0.50
Cover = 5.50
611 7.45 0.50
Cover = 5.45
START HGL
LOCA TION
FROM
TO
615
615
614
614
614
613
613
613
611
611
611
END
Top
Pipe HGL
878.00 876.91
877.82 876.91
877.72 876.89
877.63 876.80
877.50 876.65
876.90 876.56
876.80 876.31
876.49 876.22
878.98 705 4.00 0.50 I 705 879.25 878.98
878.97 Cover = 2.75 Ir 705 615 879.21 878.97
878.96 START HGL
879.27 704 3.00 0.50
879.27 Cover = 2.00
879.26 703 3.70 0.50
879.26 Cover = 2.45
879.25 START HGL
879.03
878.99
878.97
878.40
878.23
878.15
879.42
879.33
879.20 START HGL
704
704
703
703
703
615
879.50
879.40
879.55
879.50
879.27
879.27
879.26
879.26
706 4.50 0.50 706 879.25 879.03
Cover = 3.25 706 614 879.22 878.99
START HGL
702 5.50 0.50 702 878.50 878.40
Cover = 4.00 702 614 878.45 878.23
START HGL
701 2.90 0.50 701 879.60 879.42
Cover = 1.40 701 EX1 879.50 879.33
702
1.39
0.65
0.90
5
5
9.12
8.24
GUT=
882.50
702
614
1.39
0.90
5.00
0.06
5.06
9.12
8.24
18
0.52
4.66
16
0.30
6.23
3.53
877.00
876.95
HGL
in MH
out MH
876.91
876.91
876.89
876.80
876.65
876.56
876.31
876.22
876.09
Headloss
MH DEPTH Coeff. at
TC -INV Manhole
615 6.50 0.50
Cover = 4.50
614 7.18 0.50
Cover = 5.18
613 7.50 0.50
Cover = 5.50
611 7.45 0.50
Cover = 5.45
START HGL
LOCA TION
FROM
TO
615
615
614
614
614
613
613
613
611
611
611
END
Top
Pipe HGL
878.00 876.91
877.82 876.91
877.72 876.89
877.63 876.80
877.50 876.65
876.90 876.56
876.80 876.31
876.49 876.22
878.98 705 4.00 0.50 I 705 879.25 878.98
878.97 Cover = 2.75 Ir 705 615 879.21 878.97
878.96 START HGL
879.27 704 3.00 0.50
879.27 Cover = 2.00
879.26 703 3.70 0.50
879.26 Cover = 2.45
879.25 START HGL
879.03
878.99
878.97
878.40
878.23
878.15
879.42
879.33
879.20 START HGL
704
704
703
703
703
615
879.50
879.40
879.55
879.50
879.27
879.27
879.26
879.26
706 4.50 0.50 706 879.25 879.03
Cover = 3.25 706 614 879.22 878.99
START HGL
702 5.50 0.50 702 878.50 878.40
Cover = 4.00 702 614 878.45 878.23
START HGL
701 2.90 0.50 701 879.60 879.42
Cover = 1.40 701 EX1 879.50 879.33
701
1.00
0.68
0.68
5
5
9.12
6.20
T.C.=
881.00
701
EX1
1.00
0.68
5.00
0.20
5.20
9.12
6.20
18
0.30
3.51
43
0.23
5.46
3.09
878.10
878.00
HGL
in MH
out MH
876.91
876.91
876.89
876.80
876.65
876.56
876.31
876.22
876.09
Headloss
MH DEPTH Coeff. at
TC -INV Manhole
615 6.50 0.50
Cover = 4.50
614 7.18 0.50
Cover = 5.18
613 7.50 0.50
Cover = 5.50
611 7.45 0.50
Cover = 5.45
START HGL
LOCA TION
FROM
TO
615
615
614
614
614
613
613
613
611
611
611
END
Top
Pipe HGL
878.00 876.91
877.82 876.91
877.72 876.89
877.63 876.80
877.50 876.65
876.90 876.56
876.80 876.31
876.49 876.22
878.98 705 4.00 0.50 I 705 879.25 878.98
878.97 Cover = 2.75 Ir 705 615 879.21 878.97
878.96 START HGL
879.27 704 3.00 0.50
879.27 Cover = 2.00
879.26 703 3.70 0.50
879.26 Cover = 2.45
879.25 START HGL
879.03
878.99
878.97
878.40
878.23
878.15
879.42
879.33
879.20 START HGL
704
704
703
703
703
615
879.50
879.40
879.55
879.50
879.27
879.27
879.26
879.26
706 4.50 0.50 706 879.25 879.03
Cover = 3.25 706 614 879.22 878.99
START HGL
702 5.50 0.50 702 878.50 878.40
Cover = 4.00 702 614 878.45 878.23
START HGL
701 2.90 0.50 701 879.60 879.42
Cover = 1.40 701 EX1 879.50 879.33
STORM SEWER PIPE BASINS
Impervious Area =
Greenspace =
Gravel /Stone =
Impervious Area =
Runoff
Coefficient
0.90
0.15
0.85
0.85
Weighted Curve
Number CN
98 Rooftop
70.5
89.0
98.0 Asphalt
**Open Space Lawn (Good Condition)
Brookston Silty Clay Loam (Br - 35% Site) Type "B" Soil - CN 61
Crosby Silt Loam (CrA - 65% Site) Type "C" Soil - CN 74
BASIN (706) - Commercial Land Use assumed
Impervious Area Impervious Area
(ft ^2) - Asphalt (ft ^2) - Rooftop
10477 4000
Greenspace
(ftA2)
2984
BASIN (705) - Commercial Land Use assumed
Impervious Area Impervious Area
(ft ^2) - Asphalt (ft ^2) - Rooftop
8894 1000
Greenspace
(ft ^2)
1965
BASIN (704) - W 98TH ST HALF R/W
Impervious Area Impervious Area Greenspace
(ft ^2) - Asphalt (ft ^2) - Rooftop (ft ^2)
2880 0 2539
Stone Total Total Composite Composite
(ft ^2) (ft ^2) (Acres) "C" "CN"
0 17461 0.40 0.74 93.3
Stone Total Total Composite Composite
(ft ^2) (ft ^2) (Acres) "C" "CN"
0 11858 0.27 0.74 93.4
Stone Total Total Composite Composite
(ft ^2) (ft ^2) (Acres) "C" "CN"
432 5419 0.12 0.59 92.2
BASIN (703) - W 98TH ST & WALNUT CREEK DRIVE PVMT
Impervious Area Impervious Area
(ft ^2) - Asphalt (ft ^2) - Rooftop
3006 0
Greenspace
(ft ^2)
0
BASIN (702) - Commercial Land Use assumed
Impervious Area Impervious Area Greenspace
(ft ^2) - Asphalt (ft ^2) - Rooftop (ftA2)
30317 12000 18317
BASIN (701) - Commercial Land Use assumed
Impervious Area Impervious Area Greenspace
(ft ^2) - Asphalt (ft ^2) - Rooftop (ft ^2)
26126 6500 10918
TOTAL BASINS
Impervious Area
(ft ^2) - Asphalt
81699
Impervious Area
(ft ^2) - Rooftop
23500
Greenspace
(ft "2)
36722
Stone Total Total Composite Composite
(ft ^2) (ft ^2) (Acres) "C" "CN"
0 3006 0.07 0.85 98.0
Stone Total Total Composite Composite
(ftA2) (ft^2) (Acres) "C" "CN"
0 60633 1.39 0.65 89.7
Stone Total Total Composite Composite
(ft ^2) (ft ^2) (Acres) "C" "CN"
0 43544 1.00 0.68 91.1
Stone
(ft ^2 )
432
Total
(ft ^2)
141921
Total
(Acres)
3.26
Composite Composite
"C" "CN"
0.68 91.2
Time of Concentration Worksheet
Based on TR -55
PROJECT: ARMSTRONG ARM EXTENSION
JOB #: ADZ002
Typical values for Manning's n
2 year, 24 hour
rainfall =
2.66
inches
Typical values for Manning's n
Overland Flow
Channel Flow
short grass
dense grass
pavement
0.150
0.240
0.011
grass
concrete
rip -rap
0.030
0.015
0.035
Overland flow
seg. 1
Overland flow
seg. 2
Shallow Concentrated Flow
Channel Flow
Basin
name
Length S
(ft) %
n
T_t
(min)
Length S
(ft) %
n
T_t
(min)
Length S Paved/Ui Vel.
(ft) % (P or U) (ft /s)
T t
(min)
Length
(ft)
a Pw
(s.£) (ft)
r S
(ft) %
n Vel.
(ft /s)
T t
(min)
T_c
(min)
615
5
614
5
613
5
705
5
704
12 2.08
0.011
0
30 1.00
0.150
5
100 1.00 U
1.61
1
7
703
5
706
5
702
5
701
5
C. Hamilton County Surveyor's Office
Approval - June, 2007
07/19/2007 11:41 3177769628
HAMILTON CO SURVEYOR PAGE 01/03
HAMILTON COUNTY
SURVEYOR'S OFFICE
FACSIMILE TRANSMITTAL SHEET
TO: Chris Laysttom
COMPANY: Woolpert LLP
FROM Greg Hoyes
DATE: JULY 19, 2007
FAX NUMBER 291 -5805
NO. OF PAGES INCLUDING COVER: 3
PHONE NUMBER: 299 -7500
REFERENCE NUMBER:
RE: West Carmel Marketplace
YOUR PROJECT NUMBER:
C7 URGENT QI I;OR REVIEW ❑ PLEASE COMMENT ❑ PLEASE REPLY El PLEASE. RECYCLE.
10,N
The information contained in this facsimile message is intended only for the use of the
individual or entity nand above. If the reader is not the intended recipient or an employee, or agent of the intended
recipient who is responsible for delivering it to the intended recipient, you arc hereby notified that any dissemination,
distribution or copying of this communication is strictly prohibited. If you have received this FAX in error, please notify
us immediately by telephone at (317) 776 -8495, and return the original to the address below by U.S. Mail.
ONE HAMILTON COUNTY SQUARE:. SUITE 188
NO13LESVILLE, IN 46060.2230
PHONE: (317)776 -8495 FAX: (317)776 -9620
97/19/2007 11:41 3177769628
July 19, 2007
HAMILTON CO SURVEYOR
- yOR'S DFF!
.
• �,p �N a -'
•Jai r 9 'J 1I �� � _ fr �F�IF1 �_f { !- �a _ i� .� ) I`r,�,A'
J r Y4 /J /
PAGE 02/03
,Kenton C. 'IC' ird.
Si:n'cyor of .Hirmilton Crnfniy
'Phone (, ;r; )77644 )j
7ri.P (.317) 7715-,162.1
Woolpert LLP
ATTN: Chris Laystrom
7140 Waldemar Drive
Indianapolis, II4T 46268
VIA FACSIMILE: 291 -5805
RE: West Carmel Marketplace — Armstrong Property
Dear Mr. Laystrom:
Salle 1 SS
One J'(irmilion County Square
,. Vohlc.rdllc, Imlirrnn 4 (Otir -2 ! I1
We have reviewed the drainage calculations submitted to the Hamilton County Surveyor's
Office on June 29, 2007 for this project and have the following comments:
1. The project is located in the unincorporated area and MS4 jurisdiction of
Hamilton County.
2. The project falls in the Crook Creek Regulated Drain Watershed. This drain has
an allowable release rate of 0.1 cfs per acre for the 1 to 10 year 24 hour storm
event and 0.27 cfs per acre for the 11 to 100 year 24 hour storm event.
3. The proposed site DOES NOT fall in a Carmel Wellhead Protection Area.
4. HCSO does agree with the revised drainage report for. West Cannel Marketplace
and adequate detention volume does exist in West Carmel Marketplace for the
storm water runoff from the additional area (Armstrong property). The
development of the Armstrong property (2.90 acres) will now be considered part
of the master drainage plan for West Carmel Marketplace.
5. This approval is for detention volume only and does not grant approval for any
construction plans, storm sewers, drainage patterns, or BMPs for the Armstrong
project. Those plans will be reviewed for approval when they are submitted and
the necessary permits will be required at that time.
0711912007 11:41 3177769628
HAMILTON CO SURVEYOR PAGE 03/03
6. Please note the additional comments may be warranted at a later date.
Should you have arty questions, I can be reached at 317- 776 -8495.
Sincerely,
Greg Ho es, AC, CFM
Plan Reviewer
CC: Christine Barton - Holmes — Carmel DOCD
Brian Cross — Civil Site Group