SW4210803_Design Calculations_20220120

SCM CALCULATIONS
COMMUNITY ROAD SUBSTATION
Prepared for:
Southeastern Consulting Engineers, INC.
PO Box 240436
Charlotte, NC 28224
[phone]
Prepared by:
ESP Associates, Inc.
20484 Chartwell Center Drive, Suite D
Cornelius, NC 28031
[phone]
Project Number: IV18.400
October 8, 2021
License No. F-1407

Rainfall Data

NOAA Atlas 14, Volume 2, Version 3
Location name: Lexington, North Carolina, USA*Al
°� t
Latitude: 35.9515*, Longitude:-80.288'
Elevation: 839.3 ft** a
' source: ESRI Maps k,N ^ m
" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parcybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
5-min
4.57
5.44
(5.02-5.93)
6.34
(5.83-6.90)
6.95
(6.37-7.54)
7.61
(6.95-8.24)
8.03
(7.30-8.72)
8.40
(7.58-9.12)
8.70
(7.82-9.47)
9.00
(8.00-9.82)
9.18
(8.10-10.0)
3.65
4.34
5.08
5.56
6.06
6.40
6.67
6.89
7.12
7.23
10-min
(3.37-3.97)
(4.01-4.73)
(4.67-5.53)
(5.10-6.03)
(5.54-6.58)
(5.81-6.94)
(6.03-7.25)
(6.20-7.51)
(6.33-7.76)
(6.37-7.91)
3.0
15-min
2 0 3531
3.36 3497
3.94 4866
4. 0 5808
4. 815.56
4.91 5086
5. 866.11
5.22 6031
5.3196.51
5.33 6562
2.09
2.52
3.04
3.39
3.79
4.06
4.31
4.51
4.75
4.90
30-min
(1 .92-2.27)
(2.32-2.74)
(2.80-3.31)
(3.12-3.68)
(3.47-4.11)
(3.70-4.41)
(3.89-4.68)
(4.06-4.91)
(4.23-5.18)
(4.32-5.36)
1.30
1.58
1.95
2.21
2.53
2.75
2.97
3.17
3.41
3.58
60-min
(1.20-1.42) 1(1.46-1.72)
(1.79-2.12)
(2.03-2.40)
(2.31-2.74)
(2.50-2.99)
(2.68-3.22)
(2.85-3.45)
(3.03-3.72)
(3.15-3.91)
0.754
0.914
1.14
1.30
1.51
1.67
1.82
1.96
2.15
2.28
2-hr
(0.696-0.817)
(0.844-0.993)
(1.05-1.24)1
(1.20-1.41) 11
(1.38-1.63)
1 (1.52-1.80)
1 (1.64-1.97)
1 (1.76-2.13)
1 (1.90-2.33)
1 (2.00-2.48)
0.536
0.650
0.812
0.930
1.08
1.20
1.31
1.42
1.56
1.67
3-hr
(0.496-0.582)
(0.602-0.706)
(0.750-0.880)
(0.856-1.00)
(0.990-1.17)
1 (1.09-1.29)
1 (1.18-1.42)
1 (1.27-1.54)
1 (1.38-1.69)
1 (1.45-1.81)
0.327
0.395
0.492
0.567
0.665
0.741
0.818
0.894
0.995
1.07
6-hr
(0.302-0.356)
(0.366-0.430)
(0.454-0.536)
(0.521-0.615)
(0.607-0.720)
(0.671-0.802)
(0.734-0.883)
(0.794-0.966)
1 (0.870-1.08)
1 (0.926-1.16)
0.192
0.231
0.290
0.335
0.398
0.447
0.497
0.549
0.619
0.674
12-hr
(0.177-0.209)
(0.213-0.253)
(0.267-0.316)
(0.308-0.365)
(0.361-0.431)
(0.402-0.483)
(0.444-0.536)
(0.484-0.592)
(0.537-0.668)
(0.575-0.727)
0.116
0.140
0.176
0.203
0.240
0.270
0.300
0.332
0.374
0.408
24-hr
(0.108-0.125)
(0.130-0.151)
(0.163-0.189)
(0.188-0.219)
(0.222-0.259)
(0.248-0.292)
(0.275-0.325)
(0.303-0.359)
(0.340-0.406)
(0.369-0.443)
0.067
0.081
0.100
0.115
0.135
0.151
0.167
0.183
0.205
0.222
2-day
(0.063-0.072)
(0.076-0.087)
(0.093-0.108)
(0.107-0.124)
(0.125-0.145)
(0.139-0.162)
(0.154-0.179)
(0.168-0.197)
(0.187-0.221)
(0.202-0.240)
0.048
0.057
0.071
0.081
0.095
0.106
0.117
0.129
0.144
0.156
3-day
(0.045-0.051)
(0.053-0.061)
(0.066-0.076)
(0.076-0.087)
(0.088-0.102)
(0.098-0.114)
(0.108-0.126)
(0.118-0.139)
(0.132-0.156)
(0.142-0.169)
0.038
0.045
0.056
0.064
0.075
0.084
0.092
0.101
0.114
0.123
4-day
(0.035-0.040)
(0.042-0.049)
(0.052-0.060)
(0.060-0.068)
(0.070-0.080)
(0.077-0.090)
(0.085-0.099)
(0.093-0.109)
(0.104-0.123)
(0.112-0.134)
0.025
0.029
0.036
0.041
0.048
0.053
0.058
0.064
0.071
0.077
7-day
(0.023-0.026)
(0.028-0.031)
(0.034-0.038)
(0.038-0.044)
(0.044-0.051)
(0.049-0.056)
(0.054-0.062)
(0.059-0.068)
(0.065-0.077)
(0.070-0.083)
0.020
0.023
0.028
0.032
0.037
0.041
0.045
0.049
0.054
0.058
10-day
(0.019-0.021)
(0.022-0.025)
(0.026-0.030)
(0.030-0.034)
(0.034-0.039)
(0.038-0.043)
(0.042-0.047)
(0.045-0.052)
(0.050-0.058)
(0.053-0.062)
0.013
0.016
0.018
0.021
0.024
0.026
0.029
0.031
0.034
0.037
20-day
(0.013-0.014)
(0.015-0.016)
(0.017-0.019)
(0.020-0.022)
(0.022-0.025)
(0.025-0.028)
(0.027-0.030)
(0.029-0.033)
(0.032-0.037)
(0.034-0.040)
30-day
0.01 0 011
0.01 -0 013
0.014-0 016
0.016-0 017
0.018-0 019
0.019-0 021
0.021--0 023
0.02 -0 025
0.024-0 027
0.025-0 029
0.009
0.011
0.012
0.013
0.015
0.016
0.017
0.018
0.020
0.021
45-day
(0.009-0.010)
(0.010-0.011)
(0.012-0.013)
(0.013-0.014)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.019-0.021)
(0.020-0.022)
0.008
0.010
0.011
0.012
0.013
0.014
0.015
0.016
0.017
0.017
60-day
(0.008-0.009)
(0.009-0.010)
(0.010-0.011)
(0.011-0.012)
(0.012-0.013)
(0.013-0.014)
(0.014-0.015)
(0.015-0.016)
(0.016-0.017)
(0.016-0.018)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

7/16/2021
Precipitation Frequency Data Server
q) NOAA Atlas 14, Volume 2, Version 3
Location name: Lexington, North Carolina, USA*'�
Latitude: 35.9515°, Longitude:-80.288°
Elevation: 839.3 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parcybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
Average recurrence interval (years)
1
2
5
10
25
50
100
����
200
500
1000
0.381
0.453
0.528
0.579
0.634
0.669
0.700
0.725
0.750
0.765
5-min
(0.351-0.415)
(0.418-0.494)
(0.486-0.575)
(0.531-0.628)
(0.579-0.687)
(0.608-0.727)
(0.632-0.760)
(0.652-0.789)
(0.667-0.818)
(0.675-0.837)
0.609
0.724
0.846
0.926
1.01
1.07
1.11
1.15
1.19
1.21
10-min
(0.561-0.662)
(0.668-0.789)
(0.779-0.921)
(0.850-1.00)
(0.923-1.10)
(0.969-1.16)
1 (1.00-1.21)
1 (1.03-1.25)
1 (1.06-1.29)
1 (1.06-1.32)
0.762
0.911
1.07
1.17
1.28
1.35
1.41
1.45
1.49
1.51
1 5-min
(0.701-0.828)
(0.840-0.992)
(0.985-1.17) 1
1 (1.17-1.39)
1 (1.23-1.47)
1 (1.27-1.53)
1 (1.30-1.58)
1 (1.33-1.63)
1 (1.33-1.65)
1.04
1.26
1.52
1.70
1.90
2.03
2.15
2.26
2.38
2.45
30-min
(0.961-1.14)
(1.16-1.37) 1
1 (1.56-1.84) 11
(1.73-2.06)
1 (1.85-2.21)
1 (1.95-2.34)
1 (2.03-2.46)
1 (2.11-2.59)
1 (2.16-2.68)
1.30
1.58
1.95
2.21
2.53
2.75
2.97
3.17
3.41
3.58
60-min
(1.20-1.42)
(1.46-1.72)
(1.79-2.12)
(2.03-2.40)
(2.31-2.74)
(2.50-2.99)
1 (2.68-3.22)
(2.85-3.45)
(3.03-3.72)
1 (3.15-3.91)
1.51
1.83
2.28
2.61
3.02
3.33
3.64
3.93
4.30
4.56
2-hr
(1.39-1.63)
(1.69-1.99)
(2.10-2.47)
(2.40-2.82)
(2.76-3.27)
(3.03-3.60)
1 (3.28-3.94)
(3.52-4.26)
(3.80-4.67)
1 (3.99-4.97)
1.61
1.95
2.44
2.79
3.25
3.60
3.94
4.26
4.69
5.00
3-hr
(1.49-1.75)
(1.81-2.12)
(2.25-2.64)
(2.57-3.02)
(2.97-3.52)
(3.27-3.89)
(3.56-4.25)
(3.82-4.61)
(4.14-5.09)
1 (4.36-5.44)
1.96
2.36
2.95
3.39
3.98
4.44
4.90
5.35
5.96
6.42
6-hr
(1.81-2.13)
(2.19-2.57) 11
(2.72-3.21)
(3.12-3.68)
(3.63-4.31)
(4.02-4.80)
(4.40-5.29)
(4.75-5.78)
(5.21-6.46)
1 (5.55-6.96)
2.31
2.79
3.49
4.04
4.79
5.38
5.99
6.61
7.46
8.12
12-hr
(2.13-2.52)
(2.57-3.05)
(3.21-3.81)
(3.71-4.40)
(4.35-5.19)
(4.85-5.82)
(5.34-6.46)
(5.83-7.13)
1 (6.47-8.05)
1 (6.92-8.76)
2.79
3.37
4.21
4.87
5.77
6.48
7.21
7.96
8.99
9.80
24-hr
(2.59-3.01)
(3.13-3.63)
(3.91-4.55)
(4.51-5.26) 11
(5.32-6.23)
(5.96-7.00)
(6.61-7.79)
(7.26-8.61)
1 (8.15-9.74)
(8.85-10.6)
3.23
3.89
4.82
5.54
6.50
7.25
8.01
8.79
9.84
10.7
2-day
(3.02-3.47)
(3.63-4.18)
(4.49-5.18)
(5.15-5.94)
(6.02-6.97)
(6.70-7.79)
(7.37-8.61)
(8.06-9.47)
1 (8.97-10.6)
(9.68-11.5)
3.43
4.12
5.08
5.83
6.84
7.63
8.44
9.27
10.4
11.3
3-day
(3.21-3.68)
(3.85-4.42)
(4.75-5.45)
(5.44-6.25)
(6.35-7.33)
(7.07-8.20)
1 (7.79-9.08)
(8.51-9.98)
(9.48-11.2)
1 (10.2-12.2)
3.62
4.35
5.35
6.13
7.19
8.02
8.8710.9
11.8
4-day
(3.40-3.88) 11
(4.07-4.66)
(5.00-5.72)
(5.73-6.56)
(6.69-7.70)
(7.44-8.61)
1 (8.20-9.54)
(8.96-10.5)
(9.99-11.8)
(10.8-12.8)
4.15
4.95
6.01
6.85
7.98
8.88
9.78
10.7
12.0
13.0
7-day
(3.90 4.43)
(4.65-5.29)
(5.64-6.42)
(6.41-7.31)
(7.45-8.53)
(8.25-9.49)
(9.07-10.5)
(9.90-11.5)
1 (11.0-12.9)
(11.8-14.0)
4.72
5.61
6.74
7.62
8.81
9.74
10.7
11.6
12.9
13.9
10-day
(4.45-5.01)
(5.29-5.96)
(6.35-7.15)
(7.18-8.09)
(8.27-9.35)
(9.12-10.4)
(9.96-11.4)
1 (10.8-12.4)
(12.0-13.8)
1 (12.8-15.0)
6.35
7.49
8.86
9.94
11.4
12.6
13.7
14.9
16.5
17.8
20-day
(6.01-6.70)
(7.10-7.91)
(8.39-9.35)
(9.40-10.5) 11
(10.7-12.1)
1 (11.8-13.3)
(12.9-14.6)
(13.9-15.9)
(15.3-17.6)
(16.4-19.0)
7.86
9.25
10.7
11.9
13.4
14.6
15.7
16.8
18.3
19.5
30-day
(7.51-8.25)
(8.82-9.69)
(10.2-11.2)
(11.3-12.4)
(12.7-14.0)
(13.8-15.3)
(14.8-16.5)
(15.8-17.7)
(17.2-19.4)
(18.2-20.6)
9.89
11.6
13.2
14.5
16.2
17.5
18.7
20.0
21.6
22.8
45-day
(9.47-10.3)
(11.1-12.1)
(12.7-13.8)
(13.9-15.2)
(15.5-16.9)
(16.6-18.3)
1 (17.8-19.6)
1 (18.9-21.0)
1 (20.3-22.7)
(21.4-24.1)
11.8
13.8
15.6
16.9
18.6
19.9
21.2
22.4
23.9
25.1
60-day
(11.4-12.3)
(13.3-14.4)
(15.0-16.2)
(16.2-17.6)
(17.9-19.4) JL
(19.1-20.8) JL
(20.2-22.1) JL
(21.3-23.4) JL
(22.7-25.1) JL
(23.7-26.4)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
hftps:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.9515&Ion=-80.2880&data=depth&units=english&series=pds 1/4

Permanent Conveyance Swale Calculations

NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>> > PD-4
Name
PD-4
Discharge
3.63
Channel Slope
0.01
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Bunch Type
Vegetation Density
Good 65-79%
Soil Type
Sandy Loam (GM)
Unreinforced Vegetation
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 3.63 cfs 1.19 ft/s 1.01 ft 0.076 4 Ibs/ft2 0.63 Ibs/ft2 6.37 STABLE
Vegetation
Underlying Straight 3.63 cfs 1.19 ft/s 1.01 ft 0.076 4 Ibs/ft2 0.3 Ibs/ft2 13.42 STABLE
Substrate

NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > PD-3
Name
PD-3
Discharge
0.79
Channel Slope
0.0388
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Bunch Type
Vegetation Density
Good 65-79%
Soil Type
Sandy Loam (GM)
Unreinforced Vegetation
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.79 cfs 1.56 ft/s 0.41 ft 0.063 4 Ibs/ft2 1 Ibs/ft2 4.02 STABLE
Vegetation
Underlying Straight 0.79 cfs 1.56 ft/s 0.41 ft 0.063 3.13 Ibs/ft2 0.47 Ibs/ft2 6.62 STABLE
Substrate

NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > PD-2
Name
PD-2
Discharge
0.46
Channel Slope
0.036
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Bunch Type
Vegetation Density
Good 65-79%
Soil Type
Sandy Loam (GM)
Unreinforced Vegetation
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 0.46 cfs 1.23 ft/s 0.35 ft 0.069 4 Ibs/ft2 0.79 Ibs/ft2 5.05 STABLE
Vegetation
Underlying Straight 0.46 cfs 1.23 ft/s 0.35 ft 0.069 3.76 Ibs/ft2 0.38 Ibs/ft2 10.01 STABLE
Substrate

NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
>>>PDA
Name
PD-1
Discharge
13.55
Channel Slope
0.02
Channel Bottom Width
0
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Bunch Type
Vegetation Density
Good 65-79%
Soil Type
Sandy Loam (GM)
Unreinforced Vegetation
North American Green
5401 St. Wendel -Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
Phase Reach Discharge Velocity Normal Mannings N Permissible Calculated Safety Remarks Staple
Depth Shear Stress Shear Stress Factor Pattern
Unreinforced Straight 13.55 cfs 2.84 ft/s 1.26 ft 0.053 4 Ibs/ft2 1.58 Ibs/ft2 2.54 STABLE
Vegetation
Underlying Straight 13.55 cfs 2.84 ft/s 1.26 ft 0.053 2.17 Ibs/ft2 0.75 Ibs/ft2 2.9 STABLE
Substrate

Detention Basin
(not a required SCM)

V-
PRE -DEVELOPMENT DRAINAGE AREA \\ \
(FUTURE UNCAUGHT AREA)
AREA = 0.91 AC
CN=80 / \
TOC = 5 MIN (MINIMUM)Ol
PRE -DEVELOPMENT DRAINAGE AREA
AREA =4.00AC
CN=78
TOC=13.8MIN
O
�SEGMENTD
\ - - - - \ I SEGMENT C /
SEGMENT B
S GMENTA
PRE -DEVELOPMENT DRAINAGE AREA MAP \ \ \

//
POST -DEVELOPMENT DRAINAGE
AREA (UNCAUGHT AREA) \\ \
AREA
CN76
TOC = 5 MIN (MINIMUM)
/\AIV
/
.POST -DEVELOPMENT DRAINAGE AREA (ON SITE)
SEGMENT A \ / AREA = 1.86 AC
TOC = 13.8 MIN -
SEGMENT B
POST -DEVELOPMENT DRAINAGE AREA (ON -SITE)
AREA = AC
CN4 73 '- SEGMENT C
TOC = 5 MIN (MINIMUM)-
\\\\ MENTD
\\ \------\ \ \ ��1SEGMENTE
SEGMENT B,
SEGMENT A/
SEGMENTF/
POST -DEVELOPMENT DRAINAGE AREA MAP

Time of Concentration and Curve Number
Calculations

ESP Associates, Inc.
20484 Chartwell Center Drive, Suite D Cornelius, NC 28031 Phone [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project Community Road Substation By JWF
Location Davidson County, NC Checked DEB
Circle One: Present Developed SCM 1 Pre -Development
1. SHEET FLOW
1. Surface description (table.3-1.)...........................
Grass -Dense
2. Manning's roughness coefficient, n (table 3-1)......
0.24
3. Flow length, L (total L <_ 3QO.ft).........................ft
95
4. Two-year 24-hour rainfall,.P............................in
3.77
5. Land slope, s.............................................ft/ft
0.022
6. Tt = 0.007 (nL)^0.8 Compute Tt........
hr
0.202
P210.5 s10.4
2. SHALLOW CONCENTRATED FLOW
7. Surface description (paved or unpaved) ............... Un ave
8. Flowlength,.L.................................................ft 255
9. Watercourse slope,.s....................................ft/ft 0.036
10. Average velocity, V (figure.3-.1)........................ 3.061
11. Tt = L Compute Tt........ hr 0.023
3600 V
3. CHANNEL FLOW
12. Channel type (Pipe or Open 0.23
13. Cross sectional flow area,. a............................ft2
14. Wetted perimeter,.pw....................................ft
15. Hydraulic radius r = a/pw Compute r ........ft
16. Channel slope,.s........................................ft/ft
17. Manning's roughness coefficient,.n.....................
18. V = [1.49 r^(2/3) s^(1/2)] / n Compute .V........ft/s
19. Flow length,.L.............................................ft
20. Tt = L Compute Tt........hr
D
Open Channel
2000.00
400.50
4.99
0.058
0.040
26.21
145
0.002
3600 V
21. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Associates', PA
Po Box 7030
Charlotte NC 28241
U
0.076
4.448
Date: 7/20/2021
Total Channel Flow Tt (hr;
Total Tt (hr) =
Total Tt (min) =
NCDENR BMP Design Manual, July 2007
13.8
SCM 1 Pre -Development
TOC Calcs
7/16/2021

Project
Location
Circle One
ESP Associates, Inc.
20484 Chartwell Center Drive, Suite D Cornelius, NC 28031 Phone [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Community Road Substation By JWF
Davidson County, NC Checked DEB
Present QDeveloped SCM 1 Post -Development (On -site)
1. SHEET FLOW
1. Surface description (table.3-1.)...........................
2. Manning's roughness coefficient, n (table 3-1)......
3. Flow length, L (total L <_ 3QO.ft).........................ft
4. Two-year 24-hour rainfall,.P............................in
5. Land slope, s.............................................ft/ft
6. Tt = 0.007 (nL)^0.8 Compute Tt........ hr
P210.5 s10.4
Pavement
Pavement
0.011
0.011
43
57
3.77
3.77
0.029
0.027
0.008
1 0.011
I Tot
2. SHALLOW CONCENTRATED FLOW
7. Surface description (paved or unpaved) ............... Paved Paved
8. Flowlength,.L.................................................ft 14 62
9. Watercourse slope,.s....................................ft/ft 0.027 0.049
10. Average velocity, V (figure.3-.1)........................ 3.340 4.500
11. Tt = L Compute Tt........ hr 0.001 0.004
3600 V Total Shallow Cor
3. CHANNEL FLOW
Date: 7/20/2021
E
F
12. Channel type (Pipe or Open 0.04
Open Channel
Pipe
13. Cross sectional flow area,. a............................ft2
12.00
1.77
14. Wetted perimeter,.pw....................................ft
12.65
4.71
15. Hydraulic radius r = a/pw Compute r ........ft
0.95
0.38
16. Channel slope,.s........................................ft/ft
0.020
0.010
17. Manning's roughness coefficient,.n.....................
0.040
0.012
18. V = [1.49 r^(2/3) s^(1/2)] / n Compute .V........
ft/s
5.09
6.46
19. Flow length,.L.............................................ft
115
27
20. Tt = L Compute Tt........
hr
0.006
0.001
Total Channel Flow Tt (hr) 0.01
3600 V
21. Watershed or subarea Tc or Tt (add Tt in steps
6, 11, and 19)
Total Tt (hr) = 0.04
Total Tt (min) = 2.4
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
NCDENR BMP Design Manual, July 2007
ESP Associates', PA SCM 1 Post Dev - Onsite
Po Box 7030 TOC Calcs
Charlotte NC 28241 7/16/2021

ESP Associates, Inc.
20484 Chartwell Center Drive, Suite D Cornelius, NC 28031 Phone [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project Community Road Substation By JWF
Location Davidson County, NC Checked DEB
Circle One: Present Developed SCM 1 Post Development (Off -site, undevelo
1. SHEET FLOW
1. Surface description (table.3-1.)...........................
2. Manning's roughness coefficient, n (table 3-1)......
3. Flow length, L (total L <_ 3QO.ft).........................ft
4. Two-year 24-hour rainfall,.P............................in
5. Land slope, s.............................................ft/ft
6. Tt = 0.007 (nL)^0.8 Compute Tt........
P210.5 s10.4
hr
Grass -Dense
0.24
95
3.77
0.022
0.202
2. SHALLOW CONCENTRATED FLOW
7. Surface description (paved or unpaved) ............... Un ave
8. Flowlength,.L.................................................ft 255
9. Watercourse slope,.s....................................ft/ft 0.036
10. Average velocity, V (figure.3-.1)........................ 3.061
11. Tt = L Compute Tt........ hr 0.023
3600 V
3. CHANNEL FLOW
12. Channel type (Pipe or Open 0.23
13. Cross sectional flow area,. a............................ft2
14. Wetted perimeter,.pw....................................ft
15. Hydraulic radius r = a/pw Compute r ........ft
16. Channel slope,.s........................................ft/ft
17. Manning's roughness coefficient,.n.....................
18. V = [1.49 r^(2/3) s^(1/2)] / n Compute .V........
ft/s
19. Flow length,.L.............................................ft
20. Tt = L Compute Tt........
hr
3600 V
21. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Associates', PA
Po Box 7030
Charlotte NC 28241
U
0.076
4.448
Date: 7/20/2021
Total Channel Flow Tt (hr) 0.001
Total Tt (hr) = 0.23
Total Tt (min) = 13.s
NCDENR BMP Design Manual, July 2007
BMP 1 Pre-Dev - Offsite
TOC Calcs
7/16/2021

ESP Associates, Inc.
20484 Chartwell Center Drive, Suite D Cornelius, NC 28031 Phone [phone]
Runoff Curve Number and Runoff
Project Community Road Substation
By JWF
Date
7/20/2021
Location Davidson County, NC
Checked DEB
Date
7/20/2021
Circle One: Present Developed SCM 1 Pre -Development (Property, Off -site, and partial entrance road
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
I Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
B
Row Crops
(PaB,PaD)
78
4.00
312.00
* Use only one CN source per line
Totals =
4.00
312.00
CN (weighted) total product = 312 = 78.0
Use CN= 78
total area 4
2. Runoff
Storm #1
Storm #2
Storm #3
Frequency yr
2
10
100
Rainfall , P (24-hour) in
3.77
5.82
9.86
Runoff, Q in
1.71
3.42
7.13
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
PoBox 7030
Charlotte NC 28241
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
BMP 1 Pre -Development
CN Calcs
7/16/2021

ESP Associates, Inc.
20484 Chartwell Center Drive, Suite D Cornelius, NC 28031 Phone [phone]
Runoff Curve Number and Runoff
Project Community Road Substation
By JWF
Date
7/20/2021
Location Davidson County, NC
Checked DEB
Date
7/20/2021
Circle One: Present Developed SCM 1 Pre -Development (uncaught entrance road)
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
I Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
B
Row Crops
(PaB,PaD)
78
0.83
64.74
B
Gravel Roads
(PaB,PaD)
96
1 0.08
7.68
* Use only one CN source per line
Totals =
1 0.91
72.42
CN (weighted) total product = 72.42 = 79.6
Use CN= 80
total area 0.91
2. Runoff
Storm #1
Storm #2
Storm #3
Frequency yr
2
10
100
Rainfall , P (24-hour) in
3.77
5.82
9.86
Runoff, Q in
1.85
3.62
7.39
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
ESP Assocates, PA BMP 1 Pre -Uncaught
PoBox 7030 CN Calcs
Charlotte NC 28241 7/16/2021

ESP Associates, Inc.
20484 Chartwell Center Drive, Suite D Cornelius, NC 28031 Phone [phone]
Runoff Curve Number and Runoff
Project Community Road Substation
By JWF
Date
7/20/2021
Location Davidson County, NC
Checked DEB
Date
7/20/2021
Circle One: Present Developed SCM 1 Post Development (On -site, and partial Road)
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
I Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
B
Gravel Roads
(PaB,PaD)
96
0.79
75.84
B
Open space, Good condition (grass cover > 75%)
(PaB,PaD)
61
1 1.45
88.45
* Use only one CN source per line
Totals =
1 2.24
164.29
CN (weighted) total product = 164.29 = 73.3
Use CN= 73
total area 2.24
2. Runoff
Storm #1
Storm #2
Storm #3
Frequency yr
2
10
100
Rainfall , P (24-hour) in
3.77
5.82
9.86
Runoff, Q in
1.36
2.94
6.49
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
PoBox 7030
Charlotte NC 28241
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
BMP 1 Post -Development
CN Calcs
7/16/2021

ESP Associates, Inc.
20484 Chartwell Center Drive, Suite D Cornelius, NC 28031 Phone [phone]
Runoff Curve Number and Runoff
Project Community Road Substation
By JWF
Date
7/20/2021
Location Davidson County, NC
Checked DEB
Date
7/20/2021
Circle One: Present Developed Entrance Drive (area not draining toward SCM) - Post Development
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
I Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
B
Gravel Roads
(PaB,PaD)
96
0.40
38.40
B
Open space, Good condition (grass cover > 75%)
(PaB,PaD)
61
1 0.51
31.11
* Use only one CN source per line
Totals =
1 0.91
69.51
CN (weighted) total product = 69.51 = 76.4
Use CN= 76
total area 0.91
2. Runoff
Storm #1
Storm #2
Storm #3
Frequency yr
2
10
100
Rainfall , P (24-hour) in
3.77
5.82
9.86
Runoff, Q in
1.56
3.23
6.88
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
ESP Assocates, PA Uncaught Area (2)
PoBox 7030 CN Calcs
Charlotte NC 28241 7/16/2021

HydroCAD

year, 2 year, 10 year, and 100 year 24 hour
Storms

1A 1B
Entrance Driv -Pre Pre- evelopment
(uncaught
6L
Total Pre
Subcat Reach on Link
2A
SCM 1 P ST
2B
Off-si e - Drains on
�2C�
4P
Entra ce Drive Post
SCM 1 uncaught)
5L
Total Post

IV18 - SCM Calcs Type 11 24-hr 1 yr- 24 hrRainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 2
Time span=1.00-96.00 hrs, dt=0.03 hrs, 3168 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1A: Entrance Drive - Pre Runoff Area=0.910 ac 0.00% Impervious Runoff Depth=1.06"
Tc=5.0 min CN=79.58 Runoff=1.78 cfs 0.081 of
Subcatchment1B: Pre -Development Runoff Area=4.000 ac 0.00% Impervious Runoff Depth=0.97"
Tc=13.8 min CN=78.00 Runoff=5.12 cfs 0.325 of
Subcatchment2A: SCM 1 POST Runoff Area=2.240 ac 0.00% Impervious Runoff Depth=0.74"
Tc=5.0 min CN=73.34 Runoff=2.98 cfs 0.138 of
Subcatchment2B: Off -site - Drains on Runoff Area=1.860 ac 0.00% Impervious Runoff Depth=0.97"
Tc=13.8 min CN=78.00 Runoff=2.38 cfs 0.151 of
Subcatchment2C: Entrance Drive Post Runoff Area=0.910 ac 0.00% Impervious Runoff Depth=0.89"
Tc=5.0 min CN=76.38 Runoff=1.48 cfs 0.067 of
Pond 4P: SCM 1 Peak Elev=834.41' Storage=3,700 cf Inflow=4.71 cfs 0.289 of
Primary=1.02 cfs 0.289 of Secondary=0.00 cfs 0.000 of Outflow=1.02 cfs 0.289 of
Link 5L: Total Post Inflow=2.23 cfs 0.357 of
Primary=2.23 cfs 0.357 of
Link 6L: Total Pre Inflow=5.98 cfs 0.406 of
Primary=5.98 cfs 0.406 of
Total Runoff Area = 9.920 ac Runoff Volume = 0.762 of Average Runoff Depth = 0.92"
100.00% Pervious = 9.920 ac 0.00% Impervious = 0.000 ac

IV18 - SCM Calcs Type 11 24-hr 1 yr- 24 hrRainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1A: Entrance Drive - Pre (uncaught)
Runoff = 1.78 cfs @ 11.97 hrs, Volume= 0.081 af, Depth= 1.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Area (ac) CN Description
0.080 96.00 Gravel
0.830 78.00 Row Crops
0.910 79.58 Weighted Average
0.910 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1A: Entrance Drive - Pre (uncaught)
Hydrograph
II I II II II II II II II II II II II II II II II II ■Runoff
1.78 cfs
typp 11 241hr
1 lyr 24 hrl Rainfall=2.718"
RuhofflArea-0.9110 'lac
Runoff Vd1urbe-'0.081 of
-- -------+---' -- --- ---' +--- Runoff -Dep;th 11:06"-I
3 1 I I I I I I I I I I I I I I I I I
I Tc=5.0 rj i n
LL I I I I I I I I I I I I I I
4N=179.58
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1A: Entrance Drive - Pre (uncaught)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.03
0.00
0.00
2.50
0.08
0.00
0.00
4.00
0.13
0.00
0.00
5.50
0.20
0.00
0.00
7.00
0.28
0.00
0.00
8.50
0.37
0.00
0.00
10.00
0.50
0.00
0.00
11.50
0.79
0.03
0.05
13.00
2.15
0.64
0.10
14.50
2.33
0.75
0.06
16.00
2.45
0.83
0.04
17.50
2.53
0.89
0.03
19.00
2.61
0.94
0.03
20.50
2.66
0.98
0.02
22.00
2.72
1.02
0.02
23.50
2.76
1.05
0.02
25.00
2.78
1.06
0.00
26.50
2.78
1.06
0.00
28.00
2.78
1.06
0.00
29.50
2.78
1.06
0.00
31.00
2.78
1.06
0.00
32.50
2.78
1.06
0.00
34.00
2.78
1.06
0.00
35.50
2.78
1.06
0.00
37.00
2.78
1.06
0.00
38.50
2.78
1.06
0.00
40.00
2.78
1.06
0.00
41.50
2.78
1.06
0.00
43.00
2.78
1.06
0.00
44.50
2.78
1.06
0.00
46.00
2.78
1.06
0.00
47.50
2.78
1.06
0.00
49.00
2.78
1.06
0.00
50.50
2.78
1.06
0.00
52.00
2.78
1.06
0.00
53.50
2.78
1.06
0.00
55.00
2.78
1.06
0.00
56.50
2.78
1.06
0.00
58.00
2.78
1.06
0.00
59.50
2.78
1.06
0.00
61.00
2.78
1.06
0.00
62.50
2.78
1.06
0.00
64.00
2.78
1.06
0.00
65.50
2.78
1.06
0.00
67.00
2.78
1.06
0.00
68.50
2.78
1.06
0.00
70.00
2.78
1.06
0.00
71.50
2.78
1.06
0.00
73.00
2.78
1.06
0.00
74.50
2.78
1.06
0.00
76.00
2.78
1.06
0.00
77.50
2.78
1.06
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
2.78
1.06
0.00
80.50
2.78
1.06
0.00
82.00
2.78
1.06
0.00
83.50
2.78
1.06
0.00
85.00
2.78
1.06
0.00
86.50
2.78
1.06
0.00
88.00
2.78
1.06
0.00
89.50
2.78
1.06
0.00
91.00
2.78
1.06
0.00
92.50
2.78
1.06
0.00
94.00
2.78
1.06
0.00
95.50
2.78
1.06
0.00

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 1 B: Pre -Development
Runoff = 5.12 cfs @ 12.07 hrs, Volume= 0.325 af, Depth= 0.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Area (ac) CN Description
4.000 78.00 Row crops
4.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry,
Subcatchment 1 B: Pre -Development
Hydrograph
II I II II II II II II II II II II II II II II II II ■Runoff
5.12 cfs
5 Type II �124yhr
1 lyr 24 hrl Rainfall=2.718"
-------------------------------- -- -
4 F uno c Aria=4.-000 a
------ 'I
Runoff VdlurbeT0.325'� of
1- - -1--- I -Ru rraff Depth-10:97"
V3 I I I I I I I I I I I I I I
LL Tc='113.$ On
2-
--I----
t------t- - -'r----- t------ t----------r--- - - --
---t--
1 I I I I I I I I I I I I I I I I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 6
Hydrograph for Subcatchment 1 B: Pre -Development
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.03
0.00
0.00
2.50
0.08
0.00
0.00
4.00
0.13
0.00
0.00
5.50
0.20
0.00
0.00
7.00
0.28
0.00
0.00
8.50
0.37
0.00
0.00
10.00
0.50
0.00
0.00
11.50
0.79
0.02
0.12
13.00
2.15
0.57
0.47
14.50
2.33
0.68
0.24
16.00
2.45
0.75
0.18
17.50
2.53
0.81
0.14
19.00
2.61
0.86
0.12
20.50
2.66
0.90
0.10
22.00
2.72
0.93
0.09
23.50
2.76
0.96
0.09
25.00
2.78
0.97
0.00
26.50
2.78
0.97
0.00
28.00
2.78
0.97
0.00
29.50
2.78
0.97
0.00
31.00
2.78
0.97
0.00
32.50
2.78
0.97
0.00
34.00
2.78
0.97
0.00
35.50
2.78
0.97
0.00
37.00
2.78
0.97
0.00
38.50
2.78
0.97
0.00
40.00
2.78
0.97
0.00
41.50
2.78
0.97
0.00
43.00
2.78
0.97
0.00
44.50
2.78
0.97
0.00
46.00
2.78
0.97
0.00
47.50
2.78
0.97
0.00
49.00
2.78
0.97
0.00
50.50
2.78
0.97
0.00
52.00
2.78
0.97
0.00
53.50
2.78
0.97
0.00
55.00
2.78
0.97
0.00
56.50
2.78
0.97
0.00
58.00
2.78
0.97
0.00
59.50
2.78
0.97
0.00
61.00
2.78
0.97
0.00
62.50
2.78
0.97
0.00
64.00
2.78
0.97
0.00
65.50
2.78
0.97
0.00
67.00
2.78
0.97
0.00
68.50
2.78
0.97
0.00
70.00
2.78
0.97
0.00
71.50
2.78
0.97
0.00
73.00
2.78
0.97
0.00
74.50
2.78
0.97
0.00
76.00
2.78
0.97
0.00
77.50
2.78
0.97
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
2.78
0.97
0.00
80.50
2.78
0.97
0.00
82.00
2.78
0.97
0.00
83.50
2.78
0.97
0.00
85.00
2.78
0.97
0.00
86.50
2.78
0.97
0.00
88.00
2.78
0.97
0.00
89.50
2.78
0.97
0.00
91.00
2.78
0.97
0.00
92.50
2.78
0.97
0.00
94.00
2.78
0.97
0.00
95.50
2.78
0.97
0.00

IV18 - SCM Calcs Type 11 24-hr 1 yr- 24 hrRainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 2A: SCM 1 POST
Runoff = 2.98 cfs @ 11.97 hrs, Volume= 0.138 af, Depth= 0.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Area (ac) CN Description
0.790 96.00 gravel
1.450 61.00 >75% Grass cover
2.240 73.34 Weighted Average
2.240 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2A: SCM 1 POST
Hydrograph
I I I I I I I I I I I I I I I I I I ■Runoff
--- - ------ ------ --- ---------------- ------ --------
2.98 cfs
3 typp 11 241hr
1 lyr 2 hrl Rainfall
11 11 RuhofflArea-2.240 'lac
2
--- ----'I--- -'I-------'I--- ---Runoff V61urbeT0.138'� of
Runoff Depth-0.714"
3
0 Tc=5.0 nj i n
EL
4N=173.,34
--I--- }--------------------- ---+-------------- ---�— 'I --- 1-- ---
I
1 I I I I I I I I I I I I I I I I I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment 2A: SCM 1 POST
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.03
0.00
0.00
2.50
0.08
0.00
0.00
4.00
0.13
0.00
0.00
5.50
0.20
0.00
0.00
7.00
0.28
0.00
0.00
8.50
0.37
0.00
0.00
10.00
0.50
0.00
0.00
11.50
0.79
0.00
0.01
13.00
2.15
0.40
0.20
14.50
2.33
0.49
0.11
16.00
2.45
0.55
0.08
17.50
2.53
0.60
0.07
19.00
2.61
0.64
0.06
20.50
2.66
0.67
0.05
22.00
2.72
0.70
0.04
23.50
2.76
0.73
0.04
25.00
2.78
0.74
0.00
26.50
2.78
0.74
0.00
28.00
2.78
0.74
0.00
29.50
2.78
0.74
0.00
31.00
2.78
0.74
0.00
32.50
2.78
0.74
0.00
34.00
2.78
0.74
0.00
35.50
2.78
0.74
0.00
37.00
2.78
0.74
0.00
38.50
2.78
0.74
0.00
40.00
2.78
0.74
0.00
41.50
2.78
0.74
0.00
43.00
2.78
0.74
0.00
44.50
2.78
0.74
0.00
46.00
2.78
0.74
0.00
47.50
2.78
0.74
0.00
49.00
2.78
0.74
0.00
50.50
2.78
0.74
0.00
52.00
2.78
0.74
0.00
53.50
2.78
0.74
0.00
55.00
2.78
0.74
0.00
56.50
2.78
0.74
0.00
58.00
2.78
0.74
0.00
59.50
2.78
0.74
0.00
61.00
2.78
0.74
0.00
62.50
2.78
0.74
0.00
64.00
2.78
0.74
0.00
65.50
2.78
0.74
0.00
67.00
2.78
0.74
0.00
68.50
2.78
0.74
0.00
70.00
2.78
0.74
0.00
71.50
2.78
0.74
0.00
73.00
2.78
0.74
0.00
74.50
2.78
0.74
0.00
76.00
2.78
0.74
0.00
77.50
2.78
0.74
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
2.78
0.74
0.00
80.50
2.78
0.74
0.00
82.00
2.78
0.74
0.00
83.50
2.78
0.74
0.00
85.00
2.78
0.74
0.00
86.50
2.78
0.74
0.00
88.00
2.78
0.74
0.00
89.50
2.78
0.74
0.00
91.00
2.78
0.74
0.00
92.50
2.78
0.74
0.00
94.00
2.78
0.74
0.00
95.50
2.78
0.74
0.00

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2113: Off -site - Drains on
Runoff = 2.38 cfs @ 12.07 hrs, Volume= 0.151 af, Depth= 0.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Area (ac) CN Description
1.860 78.00 Row crops
1.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry,
Subcatchment 2113: Off -site - Drains on
Hydrograph
�I � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ■Runoff
2.38 cfs
type II 24yhr
--- 1-dry 2 r, in€ �1�2.78--I
2 I I I I I I I I
Ruho€flArea-1.860 'ac
Ruho€€ Vdlurbe"0.151 of
Runoff Dep',th-0.9,7„
LL Tc=113.0 rr i n
—+------+--------+------+----------------4--
1 --- 4N=178.00—I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 10
Hydrograph for Subcatchment 2113: Off -site - Drains on
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.03
0.00
0.00
2.50
0.08
0.00
0.00
4.00
0.13
0.00
0.00
5.50
0.20
0.00
0.00
7.00
0.28
0.00
0.00
8.50
0.37
0.00
0.00
10.00
0.50
0.00
0.00
11.50
0.79
0.02
0.05
13.00
2.15
0.57
0.22
14.50
2.33
0.68
0.11
16.00
2.45
0.75
0.08
17.50
2.53
0.81
0.07
19.00
2.61
0.86
0.06
20.50
2.66
0.90
0.04
22.00
2.72
0.93
0.04
23.50
2.76
0.96
0.04
25.00
2.78
0.97
0.00
26.50
2.78
0.97
0.00
28.00
2.78
0.97
0.00
29.50
2.78
0.97
0.00
31.00
2.78
0.97
0.00
32.50
2.78
0.97
0.00
34.00
2.78
0.97
0.00
35.50
2.78
0.97
0.00
37.00
2.78
0.97
0.00
38.50
2.78
0.97
0.00
40.00
2.78
0.97
0.00
41.50
2.78
0.97
0.00
43.00
2.78
0.97
0.00
44.50
2.78
0.97
0.00
46.00
2.78
0.97
0.00
47.50
2.78
0.97
0.00
49.00
2.78
0.97
0.00
50.50
2.78
0.97
0.00
52.00
2.78
0.97
0.00
53.50
2.78
0.97
0.00
55.00
2.78
0.97
0.00
56.50
2.78
0.97
0.00
58.00
2.78
0.97
0.00
59.50
2.78
0.97
0.00
61.00
2.78
0.97
0.00
62.50
2.78
0.97
0.00
64.00
2.78
0.97
0.00
65.50
2.78
0.97
0.00
67.00
2.78
0.97
0.00
68.50
2.78
0.97
0.00
70.00
2.78
0.97
0.00
71.50
2.78
0.97
0.00
73.00
2.78
0.97
0.00
74.50
2.78
0.97
0.00
76.00
2.78
0.97
0.00
77.50
2.78
0.97
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
2.78
0.97
0.00
80.50
2.78
0.97
0.00
82.00
2.78
0.97
0.00
83.50
2.78
0.97
0.00
85.00
2.78
0.97
0.00
86.50
2.78
0.97
0.00
88.00
2.78
0.97
0.00
89.50
2.78
0.97
0.00
91.00
2.78
0.97
0.00
92.50
2.78
0.97
0.00
94.00
2.78
0.97
0.00
95.50
2.78
0.97
0.00

IV18 - SCM Calcs Type 11 24-hr 1 yr- 24 hrRainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 2C: Entrance Drive Post (uncaught)
Runoff = 1.48 cfs @ 11.97 hrs, Volume= 0.067 af, Depth= 0.89"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Area (ac) CN Description
0.400 96.00 Gravel
0.510 61.00 >75% Grass cover
0.910 76.38 Weighted Average
0.910 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2C: Entrance Drive Post (uncaught)
Hydrograph
II I II II II II II II II II II II II II II II II II ■Runoff
1.48 cfs
typp II 241hr
1 lyr 24 hrl Rainfall=2.718"
11 11 RuhofflArea-0.9110 'lac
----------+--- -- --- --- +--- Ruhoff V61urbe*,O- 67L of
1 I I I I I I I I I I I I I I I I I I
Runoff Depth 0.819"
3 Tc=5.� r>� i n
0
LL I I I I I I I I I I I I I I
4N=176.,38
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 12
Hydrograph for Subcatchment 2C: Entrance Drive Post (uncaught)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.03
0.00
0.00
2.50
0.08
0.00
0.00
4.00
0.13
0.00
0.00
5.50
0.20
0.00
0.00
7.00
0.28
0.00
0.00
8.50
0.37
0.00
0.00
10.00
0.50
0.00
0.00
11.50
0.79
0.01
0.02
13.00
2.15
0.51
0.09
14.50
2.33
0.61
0.05
16.00
2.45
0.68
0.04
17.50
2.53
0.73
0.03
19.00
2.61
0.78
0.03
20.50
2.66
0.81
0.02
22.00
2.72
0.85
0.02
23.50
2.76
0.88
0.02
25.00
2.78
0.89
0.00
26.50
2.78
0.89
0.00
28.00
2.78
0.89
0.00
29.50
2.78
0.89
0.00
31.00
2.78
0.89
0.00
32.50
2.78
0.89
0.00
34.00
2.78
0.89
0.00
35.50
2.78
0.89
0.00
37.00
2.78
0.89
0.00
38.50
2.78
0.89
0.00
40.00
2.78
0.89
0.00
41.50
2.78
0.89
0.00
43.00
2.78
0.89
0.00
44.50
2.78
0.89
0.00
46.00
2.78
0.89
0.00
47.50
2.78
0.89
0.00
49.00
2.78
0.89
0.00
50.50
2.78
0.89
0.00
52.00
2.78
0.89
0.00
53.50
2.78
0.89
0.00
55.00
2.78
0.89
0.00
56.50
2.78
0.89
0.00
58.00
2.78
0.89
0.00
59.50
2.78
0.89
0.00
61.00
2.78
0.89
0.00
62.50
2.78
0.89
0.00
64.00
2.78
0.89
0.00
65.50
2.78
0.89
0.00
67.00
2.78
0.89
0.00
68.50
2.78
0.89
0.00
70.00
2.78
0.89
0.00
71.50
2.78
0.89
0.00
73.00
2.78
0.89
0.00
74.50
2.78
0.89
0.00
76.00
2.78
0.89
0.00
77.50
2.78
0.89
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
2.78
0.89
0.00
80.50
2.78
0.89
0.00
82.00
2.78
0.89
0.00
83.50
2.78
0.89
0.00
85.00
2.78
0.89
0.00
86.50
2.78
0.89
0.00
88.00
2.78
0.89
0.00
89.50
2.78
0.89
0.00
91.00
2.78
0.89
0.00
92.50
2.78
0.89
0.00
94.00
2.78
0.89
0.00
95.50
2.78
0.89
0.00

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 13
Summary for Pond 4P: SCM 1
Inflow Area = 4.100 ac, 0.00% Impervious, Inflow Depth = 0.85" for 1 yr - 24 hr event
Inflow =
4.71 cfs @
11.99 hrs,
Volume=
0.289 of
Outflow =
1.02 cfs @
12.35 hrs,
Volume=
0.289 af, Atten= 78%, Lag= 21.9 min
Primary =
1.02 cfs @
12.35 hrs,
Volume=
0.289 of
Secondary =
0.00 cfs @
1.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Peak Elev= 834.41' @ 12.35 hrs Surf.Area= 4,335 sf Storage= 3,700 cf
Plug -Flow detention time= 32.8 min calculated for 0.289 of (100% of inflow)
Center -of -Mass det. time= 32.8 min ( 898.1 - 865.3 )
Volume Invert
Avail.Storage Storage Description
#1 833.00'
33,709 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
833.00
50
0 0
834.00
3,980
2,015 2,015
835.00
4,856
4,418 6,433
836.00
5,788
5,322 11,755
837.00
6,776
6,282 18,037
838.00
7,821
7,299 25,336
839.00
8,925
8,373 33,709
Device Routing
Invert
Outlet Devices
#1 Primary
829.50'
18.0" Round Culvert
L= 60.7' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 829.50' / 827.03' S= 0.0407'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1
833.00'
6.0" Vert. Orifice C= 0.600
#3 Device 1
836.50'
48.0" x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#4 Secondary
837.50'
10.0' long x 15.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=1.02 cfs @ 12.35 hrs HW=834.40' (Free Discharge)
L1=Culvert (Passes 1.02 cfs of 17.34 cfs potential flow)
�__3=Riser
2=Orifice (Orifice Controls 1.02 cfs @ 5.17 fps)
( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=833.00' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 14
N
U
3
0
LL
Pond 4P: SCM 1
Hyd rog raph
10 20 30 40 50 60 70 80 90
Time (hours)
■ Inflow
Outflow
❑ Primary
Secondary

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 15
Hydrograph for Pond 4P: SCM 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
1.00
0.00
0
833.00
0.00
0.00
0.00
4.00
0.00
0
833.00
0.00
0.00
0.00
7.00
0.00
0
833.00
0.00
0.00
0.00
10.00
0.00
0
833.00
0.00
0.00
0.00
13.00
0.42
2,811
834.20
0.92
0.92
0.00
16.00
0.16
141
833.25
0.17
0.17
0.00
19.00
0.11
92
833.20
0.11
0.11
0.00
22.00
0.09
69
833.17
0.09
0.09
0.00
25.00
0.00
2
833.01
0.00
0.00
0.00
28.00
0.00
0
833.00
0.00
0.00
0.00
31.00
0.00
0
833.00
0.00
0.00
0.00
34.00
0.00
0
833.00
0.00
0.00
0.00
37.00
0.00
0
833.00
0.00
0.00
0.00
40.00
0.00
0
833.00
0.00
0.00
0.00
43.00
0.00
0
833.00
0.00
0.00
0.00
46.00
0.00
0
833.00
0.00
0.00
0.00
49.00
0.00
0
833.00
0.00
0.00
0.00
52.00
0.00
0
833.00
0.00
0.00
0.00
55.00
0.00
0
833.00
0.00
0.00
0.00
58.00
0.00
0
833.00
0.00
0.00
0.00
61.00
0.00
0
833.00
0.00
0.00
0.00
64.00
0.00
0
833.00
0.00
0.00
0.00
67.00
0.00
0
833.00
0.00
0.00
0.00
70.00
0.00
0
833.00
0.00
0.00
0.00
73.00
0.00
0
833.00
0.00
0.00
0.00
76.00
0.00
0
833.00
0.00
0.00
0.00
79.00
0.00
0
833.00
0.00
0.00
0.00
82.00
0.00
0
833.00
0.00
0.00
0.00
85.00
0.00
0
833.00
0.00
0.00
0.00
88.00
0.00
0
833.00
0.00
0.00
0.00
91.00
0.00
0
833.00
0.00
0.00
0.00
94.00
0.00
0
833.00
0.00
0.00
0.00

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 16
Stage -Discharge for Pond 4P: SCM 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
833.00
0.00
0.00
0.00
833.10
0.03
0.03
0.00
833.20
0.11
0.11
0.00
833.30
0.23
0.23
0.00
833.40
0.36
0.36
0.00
833.50
0.47
0.47
0.00
833.60
0.56
0.56
0.00
833.70
0.63
0.63
0.00
833.80
0.70
0.70
0.00
833.90
0.76
0.76
0.00
834.00
0.82
0.82
0.00
834.10
0.87
0.87
0.00
834.20
0.92
0.92
0.00
834.30
0.97
0.97
0.00
834.40
1.01
1.01
0.00
834.50
1.06
1.06
0.00
834.60
1.10
1.10
0.00
834.70
1.14
1.14
0.00
834.80
1.18
1.18
0.00
834.90
1.21
1.21
0.00
835.00
1.25
1.25
0.00
835.10
1.29
1.29
0.00
835.20
1.32
1.32
0.00
835.30
1.35
1.35
0.00
835.40
1.39
1.39
0.00
835.50
1.42
1.42
0.00
835.60
1.45
1.45
0.00
835.70
1.48
1.48
0.00
835.80
1.51
1.51
0.00
835.90
1.54
1.54
0.00
836.00
1.57
1.57
0.00
836.10
1.60
1.60
0.00
836.20
1.62
1.62
0.00
836.30
1.65
1.65
0.00
836.40
1.68
1.68
0.00
836.50
1.70
1.70
0.00
836.60
3.38
3.38
0.00
836.70
6.44
6.44
0.00
836.80
10.38
10.38
0.00
836.90
15.04
15.04
0.00
837.00
20.33
20.33
0.00
837.10
22.27
22.27
0.00
837.20
22.43
22.43
0.00
837.30
22.59
22.59
0.00
837.40
22.75
22.75
0.00
837.50
22.91
22.91
0.00
837.60
23.92
23.07
0.85
837.70
25.62
23.22
2.40
837.80
27.80
23.38
4.42
837.90
30.36
23.53
6.83
838.00
33.23
23.69
9.55
838.10
36.39
23.84
12.55
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
838.20
39.63
23.99
15.64
838.30
43.03
24.14
18.89
838.40
46.79
24.29
22.50
838.50
50.74
24.44
26.30
838.60
54.99
24.59
30.40
838.70
59.44
24.73
34.70
838.80
64.01
24.88
39.13
838.90
68.76
25.03
43.73
839.00
73.58
25.17
48.41

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 17
Stage -Area -Storage for Pond 4P: SCM 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
833.00
50
0
833.10
443
25
833.20
836
89
833.30
1,229
192
833.40
1,622
334
833.50
2,015
516
833.60
2,408
737
833.70
2,801
998
833.80
3,194
1,298
833.90
3,587
1,637
834.00
3,980
2,015
834.10
4,068
2,417
834.20
4,155
2,829
834.30
4,243
3,248
834.40
4,330
3,677
834.50
4,418
4,115
834.60
4,506
4,561
834.70
4,593
5,016
834.80
4,681
5,479
834.90
4,768
5,952
835.00
4,856
6,433
835.10
4,949
6,923
835.20
5,042
7,423
835.30
5,136
7,932
835.40
5,229
8,450
835.50
5,322
8,978
835.60
5,415
9,514
835.70
5,508
10,061
835.80
5,602
10,616
835.90
5,695
11,181
836.00
5,788
11,755
836.10
5,887
12,339
836.20
5,986
12,932
836.30
6,084
13,536
836.40
6,183
14,149
836.50
6,282
14,773
836.60
6,381
15,406
836.70
6,480
16,049
836.80
6,578
16,702
836.90
6,677
17,364
837.00
6,776
18,037
837.10
6,881
18,720
837.20
6,985
19,413
837.30
7,089
20,117
837.40
7,194
20,831
837.50
7,299
21,556
837.60
7,403
22,291
837.70
7,508
23,036
837.80
7,612
23,792
837.90
7,716
24,559
838.00
7,821
25,336
838.10
7,931
26,123
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
838.20
8,042
26,922
838.30
8,152
27,731
838.40
8,263
28,552
838.50
8,373
29,384
838.60
8,483
30,227
838.70
8,594
31,081
838.80
8,704
31,946
838.90
8,815
32,822
839.00
8,925
33,709

IV18 - SCM Calcs Type 11 24-hr 1 yr- 24 hrRainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 18
Summary for Link 5L: Total Post
Inflow Area = 5.010 ac, 0.00% Impervious, Inflow Depth = 0.85" for 1 yr - 24 hr event
Inflow = 2.23 cfs @ 11.98 hrs, Volume= 0.357 of
Primary = 2.23 cfs @ 11.98 hrs, Volume= 0.357 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Link 5L: Total Post
Hyd rog raph
nflow
❑ Primary
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 19
Hydrograph for Link 5L: Total Post
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
1.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
4.00
0.00
0.00
0.00
5.50
0.00
0.00
0.00
7.00
0.00
0.00
0.00
8.50
0.00
0.00
0.00
10.00
0.00
0.00
0.00
11.50
0.06
0.00
0.06
13.00
1.01
0.00
1.01
14.50
0.52
0.00
0.52
16.00
0.21
0.00
0.21
17.50
0.17
0.00
0.17
19.00
0.14
0.00
0.14
20.50
0.11
0.00
0.11
22.00
0.11
0.00
0.11
23.50
0.10
0.00
0.10
25.00
0.00
0.00
0.00
26.50
0.00
0.00
0.00
28.00
0.00
0.00
0.00
29.50
0.00
0.00
0.00
31.00
0.00
0.00
0.00
32.50
0.00
0.00
0.00
34.00
0.00
0.00
0.00
35.50
0.00
0.00
0.00
37.00
0.00
0.00
0.00
38.50
0.00
0.00
0.00
40.00
0.00
0.00
0.00
41.50
0.00
0.00
0.00
43.00
0.00
0.00
0.00
44.50
0.00
0.00
0.00
46.00
0.00
0.00
0.00
47.50
0.00
0.00
0.00
49.00
0.00
0.00
0.00
50.50
0.00
0.00
0.00
52.00
0.00
0.00
0.00
53.50
0.00
0.00
0.00
55.00
0.00
0.00
0.00
56.50
0.00
0.00
0.00
58.00
0.00
0.00
0.00
59.50
0.00
0.00
0.00
61.00
0.00
0.00
0.00
62.50
0.00
0.00
0.00
64.00
0.00
0.00
0.00
65.50
0.00
0.00
0.00
67.00
0.00
0.00
0.00
68.50
0.00
0.00
0.00
70.00
0.00
0.00
0.00
71.50
0.00
0.00
0.00
73.00
0.00
0.00
0.00
74.50
0.00
0.00
0.00
76.00
0.00
0.00
0.00
77.50
0.00
0.00
0.00
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
79.00
0.00
0.00
0.00
80.50
0.00
0.00
0.00
82.00
0.00
0.00
0.00
83.50
0.00
0.00
0.00
85.00
0.00
0.00
0.00
86.50
0.00
0.00
0.00
88.00
0.00
0.00
0.00
89.50
0.00
0.00
0.00
91.00
0.00
0.00
0.00
92.50
0.00
0.00
0.00
94.00
0.00
0.00
0.00
95.50
0.00
0.00
0.00

IV18 - SCM Calcs Type 11 24-hr 1 yr- 24 hrRainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 20
Summary for Link 6L: Total Pre
Inflow Area = 4.910 ac, 0.00% Impervious, Inflow Depth = 0.99" for 1 yr - 24 hr event
Inflow = 5.98 cfs @ 12.03 hrs, Volume= 0.406 of
Primary = 5.98 cfs @ 12.03 hrs, Volume= 0.406 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Hyd rog raph
nflow
--��—
cfs --------I---r r-- �___'I----__—'I--- �__-------'I---
❑Primary
5.98
5.9a
cfs
Inflow a
6
--I—
rie a=4:'191''10 c
—J
---J------J------L------L--J--- L--J------J--- L--J---I---
5
--
--
4
y
I
I I I I I I I I I I I I I I I I
I
L---___1---___L---___L__J___L__J___I___J___L__1___I___1
I I I I I I I I I I I I I I I I
3
I
I I I I I I I I I I I I I I I I
0 3
LL
--I-
--I---r---I---r---I---r---I---r--r---r--r---r--r---r--r---r--r
2
I
I i I i I i I i I i I i i i i i
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 1 yr - 24 hr Rainfall=2.78"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 21
Hydrograph for Link 6L: Total Pre
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
1.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
4.00
0.00
0.00
0.00
5.50
0.00
0.00
0.00
7.00
0.00
0.00
0.00
8.50
0.00
0.00
0.00
10.00
0.00
0.00
0.00
11.50
0.17
0.00
0.17
13.00
0.58
0.00
0.58
14.50
0.30
0.00
0.30
16.00
0.22
0.00
0.22
17.50
0.18
0.00
0.18
19.00
0.15
0.00
0.15
20.50
0.12
0.00
0.12
22.00
0.11
0.00
0.11
23.50
0.11
0.00
0.11
25.00
0.00
0.00
0.00
26.50
0.00
0.00
0.00
28.00
0.00
0.00
0.00
29.50
0.00
0.00
0.00
31.00
0.00
0.00
0.00
32.50
0.00
0.00
0.00
34.00
0.00
0.00
0.00
35.50
0.00
0.00
0.00
37.00
0.00
0.00
0.00
38.50
0.00
0.00
0.00
40.00
0.00
0.00
0.00
41.50
0.00
0.00
0.00
43.00
0.00
0.00
0.00
44.50
0.00
0.00
0.00
46.00
0.00
0.00
0.00
47.50
0.00
0.00
0.00
49.00
0.00
0.00
0.00
50.50
0.00
0.00
0.00
52.00
0.00
0.00
0.00
53.50
0.00
0.00
0.00
55.00
0.00
0.00
0.00
56.50
0.00
0.00
0.00
58.00
0.00
0.00
0.00
59.50
0.00
0.00
0.00
61.00
0.00
0.00
0.00
62.50
0.00
0.00
0.00
64.00
0.00
0.00
0.00
65.50
0.00
0.00
0.00
67.00
0.00
0.00
0.00
68.50
0.00
0.00
0.00
70.00
0.00
0.00
0.00
71.50
0.00
0.00
0.00
73.00
0.00
0.00
0.00
74.50
0.00
0.00
0.00
76.00
0.00
0.00
0.00
77.50
0.00
0.00
0.00
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
79.00
0.00
0.00
0.00
80.50
0.00
0.00
0.00
82.00
0.00
0.00
0.00
83.50
0.00
0.00
0.00
85.00
0.00
0.00
0.00
86.50
0.00
0.00
0.00
88.00
0.00
0.00
0.00
89.50
0.00
0.00
0.00
91.00
0.00
0.00
0.00
92.50
0.00
0.00
0.00
94.00
0.00
0.00
0.00
95.50
0.00
0.00
0.00

IV18 - SCM Calcs Type 11 24-hr 2 yr- 24 hrRainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 22
Time span=1.00-96.00 hrs, dt=0.03 hrs, 3168 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1A: Entrance Drive - Pre Runoff Area=0.910 ac 0.00% Impervious Runoff Depth=1.50"
Tc=5.0 min CN=79.58 Runoff=2.51 cfs 0.114 of
Subcatchment1B: Pre -Development Runoff Area=4.000 ac 0.00% Impervious Runoff Depth=1.39"
Tc=13.8 min CN=78.00 Runoff=7.43 cfs 0.464 of
Subcatchment2A: SCM 1 POST Runoff Area=2.240 ac 0.00% Impervious Runoff Depth=1.11"
Tc=5.0 min CN=73.34 Runoff=4.54 cfs 0.206 of
Subcatchment2B: Off -site - Drains on Runoff Area=1.860 ac 0.00% Impervious Runoff Depth=1.39"
Tc=13.8 min CN=78.00 Runoff=3.45 cfs 0.216 of
Subcatchment2C: Entrance Drive Post Runoff Area=0.910 ac 0.00% Impervious Runoff Depth=1.29"
Tc=5.0 min CN=76.38 Runoff=2.16 cfs 0.098 of
Pond 4P: SCM 1 Peak Elev=834.95' Storage=6,211 cf Inflow=7.08 cfs 0.422 of
Primary=1.23 cfs 0.422 of Secondary=0.00 cfs 0.000 of Outflow=1.23 cfs 0.422 of
Link 5L: Total Post Inflow=3.06 cfs 0.520 of
Primary=3.06 cfs 0.520 of
Link 6L: Total Pre Inflow=8.68 cfs 0.577 of
Primary=8.68 cfs 0.577 of
Total Runoff Area = 9.920 ac Runoff Volume = 1.097 of Average Runoff Depth = 1.33"
100.00% Pervious = 9.920 ac 0.00% Impervious = 0.000 ac

IV18 - SCM Calcs Type 11 24-hr 2 yr- 24 hrRainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 1A: Entrance Drive - Pre (uncaught)
Runoff = 2.51 cfs @ 11.96 hrs, Volume= 0.114 af, Depth= 1.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Area (ac) CN Description
0.080 96.00 Gravel
0.830 78.00 Row Crops
0.910 79.58 Weighted Average
0.910 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1A: Entrance Drive - Pre (uncaught)
Hydrograph
II I II II II II II II II II II II II II II II II II ■Runoff
2.51 cfs
Typo 11 241hr
2 lyr 24 hrl Rainfall=3.316"
2 RuhofflArea-70.9110 'lac
Runoff Vd1urbe-'0.114 of
Runoff Depth-1.510"
3
0 Tc=5.0 rp i n
EL
1 I I I I I I I I I I I I I I I I I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 24
Hydrograph for Subcatchment 1A: Entrance Drive - Pre (uncaught)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.04
0.00
0.00
2.50
0.09
0.00
0.00
4.00
0.16
0.00
0.00
5.50
0.24
0.00
0.00
7.00
0.33
0.00
0.00
8.50
0.44
0.00
0.00
10.00
0.61
0.00
0.01
11.50
0.95
0.06
0.09
13.00
2.59
0.93
0.14
14.50
2.81
1.09
0.08
16.00
2.96
1.19
0.05
17.50
3.06
1.27
0.04
19.00
3.15
1.34
0.04
20.50
3.22
1.39
0.03
22.00
3.28
1.44
0.03
23.50
3.34
1.48
0.03
25.00
3.36
1.50
0.00
26.50
3.36
1.50
0.00
28.00
3.36
1.50
0.00
29.50
3.36
1.50
0.00
31.00
3.36
1.50
0.00
32.50
3.36
1.50
0.00
34.00
3.36
1.50
0.00
35.50
3.36
1.50
0.00
37.00
3.36
1.50
0.00
38.50
3.36
1.50
0.00
40.00
3.36
1.50
0.00
41.50
3.36
1.50
0.00
43.00
3.36
1.50
0.00
44.50
3.36
1.50
0.00
46.00
3.36
1.50
0.00
47.50
3.36
1.50
0.00
49.00
3.36
1.50
0.00
50.50
3.36
1.50
0.00
52.00
3.36
1.50
0.00
53.50
3.36
1.50
0.00
55.00
3.36
1.50
0.00
56.50
3.36
1.50
0.00
58.00
3.36
1.50
0.00
59.50
3.36
1.50
0.00
61.00
3.36
1.50
0.00
62.50
3.36
1.50
0.00
64.00
3.36
1.50
0.00
65.50
3.36
1.50
0.00
67.00
3.36
1.50
0.00
68.50
3.36
1.50
0.00
70.00
3.36
1.50
0.00
71.50
3.36
1.50
0.00
73.00
3.36
1.50
0.00
74.50
3.36
1.50
0.00
76.00
3.36
1.50
0.00
77.50
3.36
1.50
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
3.36
1.50
0.00
80.50
3.36
1.50
0.00
82.00
3.36
1.50
0.00
83.50
3.36
1.50
0.00
85.00
3.36
1.50
0.00
86.50
3.36
1.50
0.00
88.00
3.36
1.50
0.00
89.50
3.36
1.50
0.00
91.00
3.36
1.50
0.00
92.50
3.36
1.50
0.00
94.00
3.36
1.50
0.00
95.50
3.36
1.50
0.00

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 1 B: Pre -Development
Runoff = 7.43 cfs @ 12.06 hrs, Volume= 0.464 af, Depth= 1.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Area (ac) CN Description
4.000 78.00 Row crops
4.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry,
Subcatchment 1 B: Pre -Development
Hydrograph
8 ■Runoff
7.43 cfs
--r------+---r--+---+--- +--- +-- -- Typp 1I+124$hi
7 '
2 ,fir -, 24 hr, Rainfall=3.3,6"
6 Ruhoff Area-4.000 'ac
---L---1---1--- L--- 1---1--- RurroffVdlurbeT0:4-664'af
s
---r------t---'r-----r--- t--- - Runoff Dep',th=1.39"
LL 4 Tc=',13.0 rr i n
--'----L---1---1--- -----L---1---1----------L--- ---L--- ---L--- L---'
2
1 it � it it it it it it it it it it it it it it it
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 26
Hydrograph for Subcatchment 1 B: Pre -Development
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.04
0.00
0.00
2.50
0.09
0.00
0.00
4.00
0.16
0.00
0.00
5.50
0.24
0.00
0.00
7.00
0.33
0.00
0.00
8.50
0.44
0.00
0.00
10.00
0.61
0.00
0.01
11.50
0.95
0.05
0.26
13.00
2.59
0.85
0.64
14.50
2.81
1.00
0.33
16.00
2.96
1.10
0.23
17.50
3.06
1.17
0.19
19.00
3.15
1.24
0.16
20.50
3.22
1.29
0.13
22.00
3.28
1.33
0.12
23.50
3.34
1.38
0.11
25.00
3.36
1.39
0.00
26.50
3.36
1.39
0.00
28.00
3.36
1.39
0.00
29.50
3.36
1.39
0.00
31.00
3.36
1.39
0.00
32.50
3.36
1.39
0.00
34.00
3.36
1.39
0.00
35.50
3.36
1.39
0.00
37.00
3.36
1.39
0.00
38.50
3.36
1.39
0.00
40.00
3.36
1.39
0.00
41.50
3.36
1.39
0.00
43.00
3.36
1.39
0.00
44.50
3.36
1.39
0.00
46.00
3.36
1.39
0.00
47.50
3.36
1.39
0.00
49.00
3.36
1.39
0.00
50.50
3.36
1.39
0.00
52.00
3.36
1.39
0.00
53.50
3.36
1.39
0.00
55.00
3.36
1.39
0.00
56.50
3.36
1.39
0.00
58.00
3.36
1.39
0.00
59.50
3.36
1.39
0.00
61.00
3.36
1.39
0.00
62.50
3.36
1.39
0.00
64.00
3.36
1.39
0.00
65.50
3.36
1.39
0.00
67.00
3.36
1.39
0.00
68.50
3.36
1.39
0.00
70.00
3.36
1.39
0.00
71.50
3.36
1.39
0.00
73.00
3.36
1.39
0.00
74.50
3.36
1.39
0.00
76.00
3.36
1.39
0.00
77.50
3.36
1.39
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
3.36
1.39
0.00
80.50
3.36
1.39
0.00
82.00
3.36
1.39
0.00
83.50
3.36
1.39
0.00
85.00
3.36
1.39
0.00
86.50
3.36
1.39
0.00
88.00
3.36
1.39
0.00
89.50
3.36
1.39
0.00
91.00
3.36
1.39
0.00
92.50
3.36
1.39
0.00
94.00
3.36
1.39
0.00
95.50
3.36
1.39
0.00

IV18 - SCM Calcs Type 11 24-hr 2 yr- 24 hrRainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 2A: SCM 1 POST
Runoff = 4.54 cfs @ 11.97 hrs, Volume= 0.206 af, Depth= 1.11"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Area (ac) CN Description
0.790 96.00 gravel
1.450 61.00 >75% Grass cover
2.240 73.34 Weighted Average
2.240 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2A: SCM 1 POST
Hydrograph
5 ■Runoff
4.54 cfs
typp II 241hr
4 2 lyr 24 hrl Rainfalk3.316"
RunofflArea-2.240 'lac
--- T------T- -- T--- T--- Runoff V61-uMe*0.2-G6Taf
3
Runoff Dep'Ith-1.11"
3 Tc1 rain
0
---------------
2 4N=173.34
1 I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 28
Hydrograph for Subcatchment 2A: SCM 1 POST
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.04
0.00
0.00
2.50
0.09
0.00
0.00
4.00
0.16
0.00
0.00
5.50
0.24
0.00
0.00
7.00
0.33
0.00
0.00
8.50
0.44
0.00
0.00
10.00
0.61
0.00
0.00
11.50
0.95
0.01
0.08
13.00
2.59
0.63
0.28
14.50
2.81
0.76
0.15
16.00
2.96
0.85
0.11
17.50
3.06
0.91
0.09
19.00
3.15
0.97
0.08
20.50
3.22
1.01
0.06
22.00
3.28
1.06
0.06
23.50
3.34
1.09
0.06
25.00
3.36
1.11
0.00
26.50
3.36
1.11
0.00
28.00
3.36
1.11
0.00
29.50
3.36
1.11
0.00
31.00
3.36
1.11
0.00
32.50
3.36
1.11
0.00
34.00
3.36
1.11
0.00
35.50
3.36
1.11
0.00
37.00
3.36
1.11
0.00
38.50
3.36
1.11
0.00
40.00
3.36
1.11
0.00
41.50
3.36
1.11
0.00
43.00
3.36
1.11
0.00
44.50
3.36
1.11
0.00
46.00
3.36
1.11
0.00
47.50
3.36
1.11
0.00
49.00
3.36
1.11
0.00
50.50
3.36
1.11
0.00
52.00
3.36
1.11
0.00
53.50
3.36
1.11
0.00
55.00
3.36
1.11
0.00
56.50
3.36
1.11
0.00
58.00
3.36
1.11
0.00
59.50
3.36
1.11
0.00
61.00
3.36
1.11
0.00
62.50
3.36
1.11
0.00
64.00
3.36
1.11
0.00
65.50
3.36
1.11
0.00
67.00
3.36
1.11
0.00
68.50
3.36
1.11
0.00
70.00
3.36
1.11
0.00
71.50
3.36
1.11
0.00
73.00
3.36
1.11
0.00
74.50
3.36
1.11
0.00
76.00
3.36
1.11
0.00
77.50
3.36
1.11
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
3.36
1.11
0.00
80.50
3.36
1.11
0.00
82.00
3.36
1.11
0.00
83.50
3.36
1.11
0.00
85.00
3.36
1.11
0.00
86.50
3.36
1.11
0.00
88.00
3.36
1.11
0.00
89.50
3.36
1.11
0.00
91.00
3.36
1.11
0.00
92.50
3.36
1.11
0.00
94.00
3.36
1.11
0.00
95.50
3.36
1.11
0.00

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 2113: Off -site - Drains on
Runoff = 3.45 cfs @ 12.06 hrs, Volume= 0.216 af, Depth= 1.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Area (ac) CN Description
1.860 78.00 Row crops
1.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry,
Subcatchment 2113: Off -site - Drains on
Hydrograph
�I � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ■Runoff
3.45 cfs
type II 24yhr
-- - - --- - --- --- - --- - ;yr 24-hr;-Rainfal1=136"-;
RunoffArea-1.860 'ac
Ruhoff V61urbe"0.21&of
w - -- --- --- 1 --- --- Rurroff-Dep;th-1.39"
2
LL Tc=,13.0 rr� i n
4N=,78.p0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 30
Hydrograph for Subcatchment 2113: Off -site - Drains on
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.04
0.00
0.00
2.50
0.09
0.00
0.00
4.00
0.16
0.00
0.00
5.50
0.24
0.00
0.00
7.00
0.33
0.00
0.00
8.50
0.44
0.00
0.00
10.00
0.61
0.00
0.00
11.50
0.95
0.05
0.12
13.00
2.59
0.85
0.30
14.50
2.81
1.00
0.15
16.00
2.96
1.10
0.11
17.50
3.06
1.17
0.09
19.00
3.15
1.24
0.07
20.50
3.22
1.29
0.06
22.00
3.28
1.33
0.06
23.50
3.34
1.38
0.05
25.00
3.36
1.39
0.00
26.50
3.36
1.39
0.00
28.00
3.36
1.39
0.00
29.50
3.36
1.39
0.00
31.00
3.36
1.39
0.00
32.50
3.36
1.39
0.00
34.00
3.36
1.39
0.00
35.50
3.36
1.39
0.00
37.00
3.36
1.39
0.00
38.50
3.36
1.39
0.00
40.00
3.36
1.39
0.00
41.50
3.36
1.39
0.00
43.00
3.36
1.39
0.00
44.50
3.36
1.39
0.00
46.00
3.36
1.39
0.00
47.50
3.36
1.39
0.00
49.00
3.36
1.39
0.00
50.50
3.36
1.39
0.00
52.00
3.36
1.39
0.00
53.50
3.36
1.39
0.00
55.00
3.36
1.39
0.00
56.50
3.36
1.39
0.00
58.00
3.36
1.39
0.00
59.50
3.36
1.39
0.00
61.00
3.36
1.39
0.00
62.50
3.36
1.39
0.00
64.00
3.36
1.39
0.00
65.50
3.36
1.39
0.00
67.00
3.36
1.39
0.00
68.50
3.36
1.39
0.00
70.00
3.36
1.39
0.00
71.50
3.36
1.39
0.00
73.00
3.36
1.39
0.00
74.50
3.36
1.39
0.00
76.00
3.36
1.39
0.00
77.50
3.36
1.39
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
3.36
1.39
0.00
80.50
3.36
1.39
0.00
82.00
3.36
1.39
0.00
83.50
3.36
1.39
0.00
85.00
3.36
1.39
0.00
86.50
3.36
1.39
0.00
88.00
3.36
1.39
0.00
89.50
3.36
1.39
0.00
91.00
3.36
1.39
0.00
92.50
3.36
1.39
0.00
94.00
3.36
1.39
0.00
95.50
3.36
1.39
0.00

IV18 - SCM Calcs Type 11 24-hr 2 yr- 24 hrRainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 2C: Entrance Drive Post (uncaught)
Runoff = 2.16 cfs @ 11.97 hrs, Volume= 0.098 af, Depth= 1.29"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Area (ac) CN Description
0.400 96.00 Gravel
0.510 61.00 >75% Grass cover
0.910 76.38 Weighted Average
0.910 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2C: Entrance Drive Post (uncaught)
Hyd rog raph
�I � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ■Runoff
2.16 cfs
--- - -- -- -- ---yi�l�-a-'2�hx
2 2 yr 24 hr, Rainfall=3.3,6„
RuhoffArea-0.910 'ac
Runoff V61urbe-'0.09& of
Runoff Depth-1.2,9"
o —
—' --—---- — —'--- ---'—
4N=',76.38
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 32
Hydrograph for Subcatchment 2C: Entrance Drive Post (uncaught)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.04
0.00
0.00
2.50
0.09
0.00
0.00
4.00
0.16
0.00
0.00
5.50
0.24
0.00
0.00
7.00
0.33
0.00
0.00
8.50
0.44
0.00
0.00
10.00
0.61
0.00
0.00
11.50
0.95
0.03
0.06
13.00
2.59
0.77
0.13
14.50
2.81
0.91
0.07
16.00
2.96
1.01
0.05
17.50
3.06
1.08
0.04
19.00
3.15
1.14
0.03
20.50
3.22
1.19
0.03
22.00
3.28
1.23
0.03
23.50
3.34
1.27
0.02
25.00
3.36
1.29
0.00
26.50
3.36
1.29
0.00
28.00
3.36
1.29
0.00
29.50
3.36
1.29
0.00
31.00
3.36
1.29
0.00
32.50
3.36
1.29
0.00
34.00
3.36
1.29
0.00
35.50
3.36
1.29
0.00
37.00
3.36
1.29
0.00
38.50
3.36
1.29
0.00
40.00
3.36
1.29
0.00
41.50
3.36
1.29
0.00
43.00
3.36
1.29
0.00
44.50
3.36
1.29
0.00
46.00
3.36
1.29
0.00
47.50
3.36
1.29
0.00
49.00
3.36
1.29
0.00
50.50
3.36
1.29
0.00
52.00
3.36
1.29
0.00
53.50
3.36
1.29
0.00
55.00
3.36
1.29
0.00
56.50
3.36
1.29
0.00
58.00
3.36
1.29
0.00
59.50
3.36
1.29
0.00
61.00
3.36
1.29
0.00
62.50
3.36
1.29
0.00
64.00
3.36
1.29
0.00
65.50
3.36
1.29
0.00
67.00
3.36
1.29
0.00
68.50
3.36
1.29
0.00
70.00
3.36
1.29
0.00
71.50
3.36
1.29
0.00
73.00
3.36
1.29
0.00
74.50
3.36
1.29
0.00
76.00
3.36
1.29
0.00
77.50
3.36
1.29
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
3.36
1.29
0.00
80.50
3.36
1.29
0.00
82.00
3.36
1.29
0.00
83.50
3.36
1.29
0.00
85.00
3.36
1.29
0.00
86.50
3.36
1.29
0.00
88.00
3.36
1.29
0.00
89.50
3.36
1.29
0.00
91.00
3.36
1.29
0.00
92.50
3.36
1.29
0.00
94.00
3.36
1.29
0.00
95.50
3.36
1.29
0.00

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 33
Summary for Pond 4P: SCM 1
Inflow Area = 4.100 ac, 0.00% Impervious, Inflow Depth = 1.24" for 2 yr - 24 hr event
Inflow =
7.08 cfs @
11.99 hrs,
Volume=
0.422 of
Outflow =
1.23 cfs @
12.41 hrs,
Volume=
0.422 af, Atten= 83%, Lag= 25.6 min
Primary =
1.23 cfs @
12.41 hrs,
Volume=
0.422 of
Secondary =
0.00 cfs @
1.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Peak Elev= 834.95' @ 12.41 hrs Surf.Area= 4,816 sf Storage= 6,211 cf
Plug -Flow detention time= 46.1 min calculated for 0.422 of (100% of inflow)
Center -of -Mass det. time= 46.1 min ( 899.7 - 853.6 )
Volume Invert
Avail.Storage Storage Description
#1 833.00'
33,709 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
833.00
50
0 0
834.00
3,980
2,015 2,015
835.00
4,856
4,418 6,433
836.00
5,788
5,322 11,755
837.00
6,776
6,282 18,037
838.00
7,821
7,299 25,336
839.00
8,925
8,373 33,709
Device Routing
Invert
Outlet Devices
#1 Primary
829.50'
18.0" Round Culvert
L= 60.7' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 829.50' / 827.03' S= 0.0407'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1
833.00'
6.0" Vert. Orifice C= 0.600
#3 Device 1
836.50'
48.0" x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#4 Secondary
837.50'
10.0' long x 15.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=1.23 cfs @ 12.41 hrs HW=834.95' (Free Discharge)
L1=Culvert (Passes 1.23 cfs of 18.45 cfs potential flow)
�__3=Riser
2=Orifice (Orifice Controls 1.23 cfs @ 6.29 fps)
( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=833.00' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)

IV18 - SCM Calcs Type 11 24-hr 2 yr- 24 hrRainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 34
Pond 4P: SCM 1
Hyd rog raph
— — 7.08 cfs —
T T---- i T______I_ T T______I_
Inflow Aroa=4.100 ac
Ptak- feV= 34.-96-
-
---';------------ ----------- Storalge=6 214 ef-
6
s '
U
° -- ---L-----J------1------1------1------L-----1------'---
LL
3
-El -23 cfs I_-----i - - - --T ------- - - - - -i-----------i___
2 1.23 cfs
1
0.00 cfs
0
10 20 30 40 50 60 70 80 90
Time (hours)
❑ Inflow
Outflow
❑ Primary
Secondary

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 35
Hydrograph for Pond 4P: SCM 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
1.00
0.00
0
833.00
0.00
0.00
0.00
4.00
0.00
0
833.00
0.00
0.00
0.00
7.00
0.00
0
833.00
0.00
0.00
0.00
10.00
0.00
1
833.00
0.00
0.00
0.00
13.00
0.58
5,313
834.76
1.16
1.16
0.00
16.00
0.22
286
833.37
0.32
0.32
0.00
19.00
0.15
125
833.24
0.16
0.16
0.00
22.00
0.12
94
833.20
0.12
0.12
0.00
25.00
0.00
3
833.02
0.00
0.00
0.00
28.00
0.00
0
833.00
0.00
0.00
0.00
31.00
0.00
0
833.00
0.00
0.00
0.00
34.00
0.00
0
833.00
0.00
0.00
0.00
37.00
0.00
0
833.00
0.00
0.00
0.00
40.00
0.00
0
833.00
0.00
0.00
0.00
43.00
0.00
0
833.00
0.00
0.00
0.00
46.00
0.00
0
833.00
0.00
0.00
0.00
49.00
0.00
0
833.00
0.00
0.00
0.00
52.00
0.00
0
833.00
0.00
0.00
0.00
55.00
0.00
0
833.00
0.00
0.00
0.00
58.00
0.00
0
833.00
0.00
0.00
0.00
61.00
0.00
0
833.00
0.00
0.00
0.00
64.00
0.00
0
833.00
0.00
0.00
0.00
67.00
0.00
0
833.00
0.00
0.00
0.00
70.00
0.00
0
833.00
0.00
0.00
0.00
73.00
0.00
0
833.00
0.00
0.00
0.00
76.00
0.00
0
833.00
0.00
0.00
0.00
79.00
0.00
0
833.00
0.00
0.00
0.00
82.00
0.00
0
833.00
0.00
0.00
0.00
85.00
0.00
0
833.00
0.00
0.00
0.00
88.00
0.00
0
833.00
0.00
0.00
0.00
91.00
0.00
0
833.00
0.00
0.00
0.00
94.00
0.00
0
833.00
0.00
0.00
0.00

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 36
Stage -Discharge for Pond 4P: SCM 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
833.00
0.00
0.00
0.00
833.10
0.03
0.03
0.00
833.20
0.11
0.11
0.00
833.30
0.23
0.23
0.00
833.40
0.36
0.36
0.00
833.50
0.47
0.47
0.00
833.60
0.56
0.56
0.00
833.70
0.63
0.63
0.00
833.80
0.70
0.70
0.00
833.90
0.76
0.76
0.00
834.00
0.82
0.82
0.00
834.10
0.87
0.87
0.00
834.20
0.92
0.92
0.00
834.30
0.97
0.97
0.00
834.40
1.01
1.01
0.00
834.50
1.06
1.06
0.00
834.60
1.10
1.10
0.00
834.70
1.14
1.14
0.00
834.80
1.18
1.18
0.00
834.90
1.21
1.21
0.00
835.00
1.25
1.25
0.00
835.10
1.29
1.29
0.00
835.20
1.32
1.32
0.00
835.30
1.35
1.35
0.00
835.40
1.39
1.39
0.00
835.50
1.42
1.42
0.00
835.60
1.45
1.45
0.00
835.70
1.48
1.48
0.00
835.80
1.51
1.51
0.00
835.90
1.54
1.54
0.00
836.00
1.57
1.57
0.00
836.10
1.60
1.60
0.00
836.20
1.62
1.62
0.00
836.30
1.65
1.65
0.00
836.40
1.68
1.68
0.00
836.50
1.70
1.70
0.00
836.60
3.38
3.38
0.00
836.70
6.44
6.44
0.00
836.80
10.38
10.38
0.00
836.90
15.04
15.04
0.00
837.00
20.33
20.33
0.00
837.10
22.27
22.27
0.00
837.20
22.43
22.43
0.00
837.30
22.59
22.59
0.00
837.40
22.75
22.75
0.00
837.50
22.91
22.91
0.00
837.60
23.92
23.07
0.85
837.70
25.62
23.22
2.40
837.80
27.80
23.38
4.42
837.90
30.36
23.53
6.83
838.00
33.23
23.69
9.55
838.10
36.39
23.84
12.55
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
838.20
39.63
23.99
15.64
838.30
43.03
24.14
18.89
838.40
46.79
24.29
22.50
838.50
50.74
24.44
26.30
838.60
54.99
24.59
30.40
838.70
59.44
24.73
34.70
838.80
64.01
24.88
39.13
838.90
68.76
25.03
43.73
839.00
73.58
25.17
48.41

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 37
Stage -Area -Storage for Pond 4P: SCM 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
833.00
50
0
833.10
443
25
833.20
836
89
833.30
1,229
192
833.40
1,622
334
833.50
2,015
516
833.60
2,408
737
833.70
2,801
998
833.80
3,194
1,298
833.90
3,587
1,637
834.00
3,980
2,015
834.10
4,068
2,417
834.20
4,155
2,829
834.30
4,243
3,248
834.40
4,330
3,677
834.50
4,418
4,115
834.60
4,506
4,561
834.70
4,593
5,016
834.80
4,681
5,479
834.90
4,768
5,952
835.00
4,856
6,433
835.10
4,949
6,923
835.20
5,042
7,423
835.30
5,136
7,932
835.40
5,229
8,450
835.50
5,322
8,978
835.60
5,415
9,514
835.70
5,508
10,061
835.80
5,602
10,616
835.90
5,695
11,181
836.00
5,788
11,755
836.10
5,887
12,339
836.20
5,986
12,932
836.30
6,084
13,536
836.40
6,183
14,149
836.50
6,282
14,773
836.60
6,381
15,406
836.70
6,480
16,049
836.80
6,578
16,702
836.90
6,677
17,364
837.00
6,776
18,037
837.10
6,881
18,720
837.20
6,985
19,413
837.30
7,089
20,117
837.40
7,194
20,831
837.50
7,299
21,556
837.60
7,403
22,291
837.70
7,508
23,036
837.80
7,612
23,792
837.90
7,716
24,559
838.00
7,821
25,336
838.10
7,931
26,123
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
838.20
8,042
26,922
838.30
8,152
27,731
838.40
8,263
28,552
838.50
8,373
29,384
838.60
8,483
30,227
838.70
8,594
31,081
838.80
8,704
31,946
838.90
8,815
32,822
839.00
8,925
33,709

IV18 - SCM Calcs Type 11 24-hr 2 yr- 24 hrRainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 38
Summary for Link 5L: Total Post
Inflow Area = 5.010 ac, 0.00% Impervious, Inflow Depth = 1.25" for 2 yr - 24 hr event
Inflow = 3.06 cfs @ 11.97 hrs, Volume= 0.520 of
Primary = 3.06 cfs @ 11.97 hrs, Volume= 0.520 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Link 5L: Total Post
Hyd rog raph
nflow
❑ Primary
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 39
Hydrograph for Link 5L: Total Post
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
1.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
4.00
0.00
0.00
0.00
5.50
0.00
0.00
0.00
7.00
0.00
0.00
0.00
8.50
0.00
0.00
0.00
10.00
0.00
0.00
0.00
11.50
0.19
0.00
0.19
13.00
1.29
0.00
1.29
14.50
0.90
0.00
0.90
16.00
0.37
0.00
0.37
17.50
0.23
0.00
0.23
19.00
0.19
0.00
0.19
20.50
0.15
0.00
0.15
22.00
0.14
0.00
0.14
23.50
0.14
0.00
0.14
25.00
0.00
0.00
0.00
26.50
0.00
0.00
0.00
28.00
0.00
0.00
0.00
29.50
0.00
0.00
0.00
31.00
0.00
0.00
0.00
32.50
0.00
0.00
0.00
34.00
0.00
0.00
0.00
35.50
0.00
0.00
0.00
37.00
0.00
0.00
0.00
38.50
0.00
0.00
0.00
40.00
0.00
0.00
0.00
41.50
0.00
0.00
0.00
43.00
0.00
0.00
0.00
44.50
0.00
0.00
0.00
46.00
0.00
0.00
0.00
47.50
0.00
0.00
0.00
49.00
0.00
0.00
0.00
50.50
0.00
0.00
0.00
52.00
0.00
0.00
0.00
53.50
0.00
0.00
0.00
55.00
0.00
0.00
0.00
56.50
0.00
0.00
0.00
58.00
0.00
0.00
0.00
59.50
0.00
0.00
0.00
61.00
0.00
0.00
0.00
62.50
0.00
0.00
0.00
64.00
0.00
0.00
0.00
65.50
0.00
0.00
0.00
67.00
0.00
0.00
0.00
68.50
0.00
0.00
0.00
70.00
0.00
0.00
0.00
71.50
0.00
0.00
0.00
73.00
0.00
0.00
0.00
74.50
0.00
0.00
0.00
76.00
0.00
0.00
0.00
77.50
0.00
0.00
0.00
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
79.00
0.00
0.00
0.00
80.50
0.00
0.00
0.00
82.00
0.00
0.00
0.00
83.50
0.00
0.00
0.00
85.00
0.00
0.00
0.00
86.50
0.00
0.00
0.00
88.00
0.00
0.00
0.00
89.50
0.00
0.00
0.00
91.00
0.00
0.00
0.00
92.50
0.00
0.00
0.00
94.00
0.00
0.00
0.00
95.50
0.00
0.00
0.00

IV18 - SCM Calcs Type 11 24-hr 2 yr- 24 hrRainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 40
Summary for Link 6L: Total Pre
Inflow Area = 4.910 ac, 0.00% Impervious, Inflow Depth = 1.41" for 2 yr - 24 hr event
Inflow = 8.68 cfs @ 12.03 hrs, Volume= 0.577 of
Primary = 8.68 cfs @ 12.03 hrs, Volume= 0.577 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Hyd rog raph
--'------'------'------'--- ---'----'---------------------'--- Inflow
8.68 cfs ❑ Primary
8_68 cfs
9 - - - I of ow Area 91-0-akE-
i
--1—--1---L---1---L---1---L---1---L--L---L--L---1------L--L---1---1
7 --i------+------+------+------+--+---+--+------+---+--+---I---+
6
y I I I I I I I I I I I I I I I I I
U I I I I I I I I I I I I I I I I I
5
p
LL
4
3
2 --1- -1------1------1------1--- -- --- -----1--- --- -----1---
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 2 yr - 24 hr Rainfall=3.36"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 41
Hydrograph for Link 6L: Total Pre
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
1.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
4.00
0.00
0.00
0.00
5.50
0.00
0.00
0.00
7.00
0.00
0.00
0.00
8.50
0.00
0.00
0.00
10.00
0.01
0.00
0.01
11.50
0.34
0.00
0.34
13.00
0.78
0.00
0.78
14.50
0.40
0.00
0.40
16.00
0.29
0.00
0.29
17.50
0.24
0.00
0.24
19.00
0.19
0.00
0.19
20.50
0.16
0.00
0.16
22.00
0.15
0.00
0.15
23.50
0.14
0.00
0.14
25.00
0.00
0.00
0.00
26.50
0.00
0.00
0.00
28.00
0.00
0.00
0.00
29.50
0.00
0.00
0.00
31.00
0.00
0.00
0.00
32.50
0.00
0.00
0.00
34.00
0.00
0.00
0.00
35.50
0.00
0.00
0.00
37.00
0.00
0.00
0.00
38.50
0.00
0.00
0.00
40.00
0.00
0.00
0.00
41.50
0.00
0.00
0.00
43.00
0.00
0.00
0.00
44.50
0.00
0.00
0.00
46.00
0.00
0.00
0.00
47.50
0.00
0.00
0.00
49.00
0.00
0.00
0.00
50.50
0.00
0.00
0.00
52.00
0.00
0.00
0.00
53.50
0.00
0.00
0.00
55.00
0.00
0.00
0.00
56.50
0.00
0.00
0.00
58.00
0.00
0.00
0.00
59.50
0.00
0.00
0.00
61.00
0.00
0.00
0.00
62.50
0.00
0.00
0.00
64.00
0.00
0.00
0.00
65.50
0.00
0.00
0.00
67.00
0.00
0.00
0.00
68.50
0.00
0.00
0.00
70.00
0.00
0.00
0.00
71.50
0.00
0.00
0.00
73.00
0.00
0.00
0.00
74.50
0.00
0.00
0.00
76.00
0.00
0.00
0.00
77.50
0.00
0.00
0.00
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
79.00
0.00
0.00
0.00
80.50
0.00
0.00
0.00
82.00
0.00
0.00
0.00
83.50
0.00
0.00
0.00
85.00
0.00
0.00
0.00
86.50
0.00
0.00
0.00
88.00
0.00
0.00
0.00
89.50
0.00
0.00
0.00
91.00
0.00
0.00
0.00
92.50
0.00
0.00
0.00
94.00
0.00
0.00
0.00
95.50
0.00
0.00
0.00

IV18 - SCM Calcs Type 1124-hr 10 yr- 24 hrRainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 42
Time span=1.00-96.00 hrs, dt=0.03 hrs, 3168 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1A: Entrance Drive - Pre Runoff Area=0.910 ac 0.00% Impervious Runoff Depth=2.74"
Tc=5.0 min CN=79.58 Runoff=4.53 cfs 0.208 of
Subcatchment1B: Pre -Development Runoff Area=4.000 ac 0.00% Impervious Runoff Depth=2.60"
Tc=13.8 min CN=78.00 Runoff=13.99 cfs 0.867 of
Subcatchment2A: SCM 1 POST Runoff Area=2.240 ac 0.00% Impervious Runoff Depth=2.21"
Tc=5.0 min CN=73.34 Runoff=9.09 cfs 0.412 of
Subcatchment2B: Off -site - Drains on Runoff Area=1.860 ac 0.00% Impervious Runoff Depth=2.60"
Tc=13.8 min CN=78.00 Runoff=6.51 cfs 0.403 of
Subcatchment2C: Entrance Drive Post Runoff Area=0.910 ac 0.00% Impervious Runoff Depth=2.46"
Tc=5.0 min CN=76.38 Runoff=4.10 cfs 0.187 of
Pond 4P: SCM 1 Peak Elev=836.44' Storage=14,369 cf Inflow=14.00 cfs 0.815 of
Primary=1.69 cfs 0.815 of Secondary=0.00 cfs 0.000 of Outflow=1.69 cfs 0.815 of
Link 5L: Total Post Inflow=5.36 cfs 1.002 of
Primary=5.36 cfs 1.002 of
Link 6L: Total Pre Inflow=16.38 cfs 1.075 of
Primary=16.38 cfs 1.075 of
Total Runoff Area = 9.920 ac Runoff Volume = 2.077 of Average Runoff Depth = 2.51"
100.00% Pervious = 9.920 ac 0.00% Impervious = 0.000 ac

IV18 - SCM Calcs Type 1124-hr 10 yr- 24 hrRainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 1A: Entrance Drive - Pre (uncaught)
Runoff = 4.53 cfs @ 11.96 hrs, Volume= 0.208 af, Depth= 2.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type II 24-hr 10 yr - 24 hr Rainfall=4.87"
Area (ac) CN Description
0.080 96.00 Gravel
0.830 78.00 Row Crops
0.910 79.58 Weighted Average
0.910 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1A: Entrance Drive - Pre (uncaught)
Hydrograph
5 ■Runoff
4.53 cfs
Type 11'124yhr
--I--- r---I--- --- -----r------+-- --I -----�: -
I
4 1 r 24 h R in - all 4. 7"
Runoff Area=0.10 lac
-- Runoff V,oaunw= .-2O8-af
3
w Runoff Depth=2.74"
I I I I I I I I I I I I I I
3 TC=5.0 min
0
— — — — — — — — — — — — — — — — — — — — —
2 CN-79.158
--- }------+--- -----}------+--- --- ----------
1 I I I I I I I I I I I I I I I I I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 10 yr - 24 hr Rainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 44
Hydrograph for Subcatchment 1A: Entrance Drive - Pre (uncaught)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.05
0.00
0.00
2.50
0.14
0.00
0.00
4.00
0.23
0.00
0.00
5.50
0.35
0.00
0.00
7.00
0.48
0.00
0.00
8.50
0.64
0.01
0.01
10.00
0.88
0.05
0.04
11.50
1.38
0.22
0.21
13.00
3.76
1.81
0.23
14.50
4.08
2.07
0.13
16.00
4.29
2.25
0.09
17.50
4.44
2.37
0.07
19.00
4.57
2.48
0.06
20.50
4.67
2.57
0.05
22.00
4.76
2.65
0.05
23.50
4.84
2.72
0.04
25.00
4.87
2.74
0.00
26.50
4.87
2.74
0.00
28.00
4.87
2.74
0.00
29.50
4.87
2.74
0.00
31.00
4.87
2.74
0.00
32.50
4.87
2.74
0.00
34.00
4.87
2.74
0.00
35.50
4.87
2.74
0.00
37.00
4.87
2.74
0.00
38.50
4.87
2.74
0.00
40.00
4.87
2.74
0.00
41.50
4.87
2.74
0.00
43.00
4.87
2.74
0.00
44.50
4.87
2.74
0.00
46.00
4.87
2.74
0.00
47.50
4.87
2.74
0.00
49.00
4.87
2.74
0.00
50.50
4.87
2.74
0.00
52.00
4.87
2.74
0.00
53.50
4.87
2.74
0.00
55.00
4.87
2.74
0.00
56.50
4.87
2.74
0.00
58.00
4.87
2.74
0.00
59.50
4.87
2.74
0.00
61.00
4.87
2.74
0.00
62.50
4.87
2.74
0.00
64.00
4.87
2.74
0.00
65.50
4.87
2.74
0.00
67.00
4.87
2.74
0.00
68.50
4.87
2.74
0.00
70.00
4.87
2.74
0.00
71.50
4.87
2.74
0.00
73.00
4.87
2.74
0.00
74.50
4.87
2.74
0.00
76.00
4.87
2.74
0.00
77.50
4.87
2.74
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
4.87
2.74
0.00
80.50
4.87
2.74
0.00
82.00
4.87
2.74
0.00
83.50
4.87
2.74
0.00
85.00
4.87
2.74
0.00
86.50
4.87
2.74
0.00
88.00
4.87
2.74
0.00
89.50
4.87
2.74
0.00
91.00
4.87
2.74
0.00
92.50
4.87
2.74
0.00
94.00
4.87
2.74
0.00
95.50
4.87
2.74
0.00

IV18 - SCM Calcs Type 1124-hr 10 yr- 24 hrRainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment 1 B: Pre -Development
Runoff = 13.99 cfs @ 12.06 hrs, Volume= 0.867 af, Depth= 2.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type II 24-hr 10 yr - 24 hr Rainfall=4.87"
Area (ac) CN Description
4.000 78.00 Row crops
4.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry,
Subcatchment 1 B: Pre -Development
Hydrograph
15 Runoff
— — r 13.99 cfs
—r---r--r---r---i---r---r--r---r---r--r---r---i---r---r--r---r
14 i
---Type-u''-24ihr-'-
13-',---I ---1 ---'r---I--- ,--- ------ 10yr-2;4-hFR4mfaH-=4-Q1r
12
11 Runo 66=4. 00-',ac
--i -- -
10 -'----L---'------'L------1------J--- RnoLff VLoI_ume=0.$67', of L
N 9 - Runoff -Depth w - --- -
3 $ — —II — — — L — — —I— — — L — — — L — — —1— — — 1 — — —1— — — J — — — L — — — — — — 1 — — — L — — -119
L
o -TC i $ tl TI FY
a 7 I I I I
r
--�--- — L---�--- L — — —L-- —�--- L---�--- L--- L ---L -- 1 --— L-- — I — —— L — — —L---�--- L
5 1 1 1
— —� — — — r , — — — 7 T — — — T 7 — — — 7 T — — — 7 T
4 1
3
----- -r--------------------------r---------------------------
2
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 10 yr - 24 hr Rainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 46
Hydrograph for Subcatchment 1 B: Pre -Development
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.05
0.00
0.00
2.50
0.14
0.00
0.00
4.00
0.23
0.00
0.00
5.50
0.35
0.00
0.00
7.00
0.48
0.00
0.00
8.50
0.64
0.00
0.02
10.00
0.88
0.03
0.12
11.50
1.38
0.18
0.71
13.00
3.76
1.70
1.10
14.50
4.08
1.95
0.55
16.00
4.29
2.12
0.39
17.50
4.44
2.24
0.32
19.00
4.57
2.35
0.26
20.50
4.67
2.43
0.21
22.00
4.76
2.51
0.20
23.50
4.84
2.58
0.19
25.00
4.87
2.60
0.00
26.50
4.87
2.60
0.00
28.00
4.87
2.60
0.00
29.50
4.87
2.60
0.00
31.00
4.87
2.60
0.00
32.50
4.87
2.60
0.00
34.00
4.87
2.60
0.00
35.50
4.87
2.60
0.00
37.00
4.87
2.60
0.00
38.50
4.87
2.60
0.00
40.00
4.87
2.60
0.00
41.50
4.87
2.60
0.00
43.00
4.87
2.60
0.00
44.50
4.87
2.60
0.00
46.00
4.87
2.60
0.00
47.50
4.87
2.60
0.00
49.00
4.87
2.60
0.00
50.50
4.87
2.60
0.00
52.00
4.87
2.60
0.00
53.50
4.87
2.60
0.00
55.00
4.87
2.60
0.00
56.50
4.87
2.60
0.00
58.00
4.87
2.60
0.00
59.50
4.87
2.60
0.00
61.00
4.87
2.60
0.00
62.50
4.87
2.60
0.00
64.00
4.87
2.60
0.00
65.50
4.87
2.60
0.00
67.00
4.87
2.60
0.00
68.50
4.87
2.60
0.00
70.00
4.87
2.60
0.00
71.50
4.87
2.60
0.00
73.00
4.87
2.60
0.00
74.50
4.87
2.60
0.00
76.00
4.87
2.60
0.00
77.50
4.87
2.60
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
4.87
2.60
0.00
80.50
4.87
2.60
0.00
82.00
4.87
2.60
0.00
83.50
4.87
2.60
0.00
85.00
4.87
2.60
0.00
86.50
4.87
2.60
0.00
88.00
4.87
2.60
0.00
89.50
4.87
2.60
0.00
91.00
4.87
2.60
0.00
92.50
4.87
2.60
0.00
94.00
4.87
2.60
0.00
95.50
4.87
2.60
0.00

IV18 - SCM Calcs Type 1124-hr 10 yr- 24 hrRainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 2A: SCM 1 POST
Runoff = 9.09 cfs @ 11.96 hrs, Volume= 0.412 af, Depth= 2.21"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type II 24-hr 10 yr - 24 hr Rainfall=4.87"
Area (ac) CN Description
0.790 96.00 gravel
1.450 61.00 >75% Grass cover
2.240 73.34 Weighted Average
2.240 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2A: SCM 1 POST
Hydrograph
10 ■Runoff
--1— 9.09 cfs—L---1___L---L--J___+___1___L---L___1___ I---L--_1___LL--_1___L
9 hype II''124yhr''1
— —I— — — —1 — — — — — — -1 — — — I- — — — — — — + — — —1— — — � — — — — — — — � — — — — —I— — — — — — —1
+
$ 1 yr1 - 2'14 hr Rhin fall=4.07"
-I------I--- ---'------T---I--- ------''Ru o#fiArea=1. 40-'fact
7 '
- T------;------T---T-- TRLmofif-Vo uImeT=0.4121af!
6
-- - Runoff Depth=2.21"
- -- -+-- --- -- - ---+- -- 1 1
3 5
0 Tc=5.0 min
— — — — — — — — — — — — — — — — — —
4 CN#73:134
--1--- — L---1--- ---L---1--- L---1--- L--- L---1--- L --- L---1--- L ---L---1--- L
3
2
--I_--—Y---I_--Y---Y---I---+---I_--Y---+---I_--Y---Y---I---Y---Y---I---Y
1 I I I I I I I I I I I I I I I I I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 10 yr - 24 hr Rainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 48
Hydrograph for Subcatchment 2A: SCM 1 POST
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.05
0.00
0.00
2.50
0.14
0.00
0.00
4.00
0.23
0.00
0.00
5.50
0.35
0.00
0.00
7.00
0.48
0.00
0.00
8.50
0.64
0.00
0.00
10.00
0.88
0.01
0.03
11.50
1.38
0.10
0.33
13.00
3.76
1.38
0.50
14.50
4.08
1.61
0.27
16.00
4.29
1.76
0.19
17.50
4.44
1.88
0.16
19.00
4.57
1.97
0.13
20.50
4.67
2.05
0.11
22.00
4.76
2.12
0.10
23.50
4.84
2.19
0.10
25.00
4.87
2.21
0.00
26.50
4.87
2.21
0.00
28.00
4.87
2.21
0.00
29.50
4.87
2.21
0.00
31.00
4.87
2.21
0.00
32.50
4.87
2.21
0.00
34.00
4.87
2.21
0.00
35.50
4.87
2.21
0.00
37.00
4.87
2.21
0.00
38.50
4.87
2.21
0.00
40.00
4.87
2.21
0.00
41.50
4.87
2.21
0.00
43.00
4.87
2.21
0.00
44.50
4.87
2.21
0.00
46.00
4.87
2.21
0.00
47.50
4.87
2.21
0.00
49.00
4.87
2.21
0.00
50.50
4.87
2.21
0.00
52.00
4.87
2.21
0.00
53.50
4.87
2.21
0.00
55.00
4.87
2.21
0.00
56.50
4.87
2.21
0.00
58.00
4.87
2.21
0.00
59.50
4.87
2.21
0.00
61.00
4.87
2.21
0.00
62.50
4.87
2.21
0.00
64.00
4.87
2.21
0.00
65.50
4.87
2.21
0.00
67.00
4.87
2.21
0.00
68.50
4.87
2.21
0.00
70.00
4.87
2.21
0.00
71.50
4.87
2.21
0.00
73.00
4.87
2.21
0.00
74.50
4.87
2.21
0.00
76.00
4.87
2.21
0.00
77.50
4.87
2.21
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
4.87
2.21
0.00
80.50
4.87
2.21
0.00
82.00
4.87
2.21
0.00
83.50
4.87
2.21
0.00
85.00
4.87
2.21
0.00
86.50
4.87
2.21
0.00
88.00
4.87
2.21
0.00
89.50
4.87
2.21
0.00
91.00
4.87
2.21
0.00
92.50
4.87
2.21
0.00
94.00
4.87
2.21
0.00
95.50
4.87
2.21
0.00

IV18 - SCM Calcs
Type 11 24-hr 10 yr - 24 hr Rainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment 2113: Off -site - Drains on
Runoff = 6.51 cfs @ 12.06 hrs, Volume= 0.403 af, Depth= 2.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type II 24-hr 10 yr - 24 hr Rainfall=4.87"
Area (ac) CN Description
1.860 78.00 Row crops
1.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry,
Subcatchment 2113: Off -site - Drains on
Hydrograph
7 ■Runoff
6.51 cfs
Ir
— — I — — — I— — — -- — — t — — — — ----- yp�al'24yh_'I
6 10 yr, - 2�,4 hr R4infall=4.07"
-I----r----------' -----r---------- ---- IR-urvoff Area=1:06,0 �;ac-I
s
Runoff V,olurne=0.4031 of
N Runoff Depth=2.60"
--- - - -
1Tc=13.8 min
DN-78.00
-t--- t--- I --- t---t--t--- t------t---t------ t------t---t-- t---t ---
i
--'---—L--- 1---L--- L-----L--- 1---L---
L------L------L------L---L---II
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 10 yr - 24 hr Rainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 50
Hydrograph for Subcatchment 2113: Off -site - Drains on
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.05
0.00
0.00
2.50
0.14
0.00
0.00
4.00
0.23
0.00
0.00
5.50
0.35
0.00
0.00
7.00
0.48
0.00
0.00
8.50
0.64
0.00
0.01
10.00
0.88
0.03
0.06
11.50
1.38
0.18
0.33
13.00
3.76
1.70
0.51
14.50
4.08
1.95
0.26
16.00
4.29
2.12
0.18
17.50
4.44
2.24
0.15
19.00
4.57
2.35
0.12
20.50
4.67
2.43
0.10
22.00
4.76
2.51
0.09
23.50
4.84
2.58
0.09
25.00
4.87
2.60
0.00
26.50
4.87
2.60
0.00
28.00
4.87
2.60
0.00
29.50
4.87
2.60
0.00
31.00
4.87
2.60
0.00
32.50
4.87
2.60
0.00
34.00
4.87
2.60
0.00
35.50
4.87
2.60
0.00
37.00
4.87
2.60
0.00
38.50
4.87
2.60
0.00
40.00
4.87
2.60
0.00
41.50
4.87
2.60
0.00
43.00
4.87
2.60
0.00
44.50
4.87
2.60
0.00
46.00
4.87
2.60
0.00
47.50
4.87
2.60
0.00
49.00
4.87
2.60
0.00
50.50
4.87
2.60
0.00
52.00
4.87
2.60
0.00
53.50
4.87
2.60
0.00
55.00
4.87
2.60
0.00
56.50
4.87
2.60
0.00
58.00
4.87
2.60
0.00
59.50
4.87
2.60
0.00
61.00
4.87
2.60
0.00
62.50
4.87
2.60
0.00
64.00
4.87
2.60
0.00
65.50
4.87
2.60
0.00
67.00
4.87
2.60
0.00
68.50
4.87
2.60
0.00
70.00
4.87
2.60
0.00
71.50
4.87
2.60
0.00
73.00
4.87
2.60
0.00
74.50
4.87
2.60
0.00
76.00
4.87
2.60
0.00
77.50
4.87
2.60
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
4.87
2.60
0.00
80.50
4.87
2.60
0.00
82.00
4.87
2.60
0.00
83.50
4.87
2.60
0.00
85.00
4.87
2.60
0.00
86.50
4.87
2.60
0.00
88.00
4.87
2.60
0.00
89.50
4.87
2.60
0.00
91.00
4.87
2.60
0.00
92.50
4.87
2.60
0.00
94.00
4.87
2.60
0.00
95.50
4.87
2.60
0.00

IV18 - SCM Calcs Type 1124-hr 10 yr- 24 hrRainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 51
Summary for Subcatchment 2C: Entrance Drive Post (uncaught)
Runoff = 4.10 cfs @ 11.96 hrs, Volume= 0.187 af, Depth= 2.46"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type II 24-hr 10 yr - 24 hr Rainfall=4.87"
Area (ac) CN Description
0.400 96.00 Gravel
0.510 61.00 >75% Grass cover
0.910 76.38 Weighted Average
0.910 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2C: Entrance Drive Post (uncaught)
Hydrograph
�I � �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I �I ■Runoff
4.10 cfs
--T
4 ype II 24yhr
10 yr, - 2�,4 hr R4infall=4.Q7"
- --- L------1---' L--- 1--- Runoff Area=0.910Lac
_I 3-Runoff V,olulrne=0.187, of
w Runoff Depth=2.46"
I I I I I I I I I I I
3 - --- - - -- TC=5a'0-Mi
o T--- T--- T--- -T-- -- T- -
E z
CN-76.�38 I
—�--- L--- 1---1--- L--J--- L---1---1--- 1-------L--- ---J--- ---J---L---I
1 I I I I I I I I I I I I I I I I I I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 10 yr - 24 hr Rainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 52
Hydrograph for Subcatchment 2C: Entrance Drive Post (uncaught)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.05
0.00
0.00
2.50
0.14
0.00
0.00
4.00
0.23
0.00
0.00
5.50
0.35
0.00
0.00
7.00
0.48
0.00
0.00
8.50
0.64
0.00
0.00
10.00
0.88
0.02
0.02
11.50
1.38
0.15
0.17
13.00
3.76
1.58
0.22
14.50
4.08
1.83
0.12
16.00
4.29
1.99
0.08
17.50
4.44
2.11
0.07
19.00
4.57
2.21
0.06
20.50
4.67
2.30
0.05
22.00
4.76
2.37
0.04
23.50
4.84
2.44
0.04
25.00
4.87
2.46
0.00
26.50
4.87
2.46
0.00
28.00
4.87
2.46
0.00
29.50
4.87
2.46
0.00
31.00
4.87
2.46
0.00
32.50
4.87
2.46
0.00
34.00
4.87
2.46
0.00
35.50
4.87
2.46
0.00
37.00
4.87
2.46
0.00
38.50
4.87
2.46
0.00
40.00
4.87
2.46
0.00
41.50
4.87
2.46
0.00
43.00
4.87
2.46
0.00
44.50
4.87
2.46
0.00
46.00
4.87
2.46
0.00
47.50
4.87
2.46
0.00
49.00
4.87
2.46
0.00
50.50
4.87
2.46
0.00
52.00
4.87
2.46
0.00
53.50
4.87
2.46
0.00
55.00
4.87
2.46
0.00
56.50
4.87
2.46
0.00
58.00
4.87
2.46
0.00
59.50
4.87
2.46
0.00
61.00
4.87
2.46
0.00
62.50
4.87
2.46
0.00
64.00
4.87
2.46
0.00
65.50
4.87
2.46
0.00
67.00
4.87
2.46
0.00
68.50
4.87
2.46
0.00
70.00
4.87
2.46
0.00
71.50
4.87
2.46
0.00
73.00
4.87
2.46
0.00
74.50
4.87
2.46
0.00
76.00
4.87
2.46
0.00
77.50
4.87
2.46
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
4.87
2.46
0.00
80.50
4.87
2.46
0.00
82.00
4.87
2.46
0.00
83.50
4.87
2.46
0.00
85.00
4.87
2.46
0.00
86.50
4.87
2.46
0.00
88.00
4.87
2.46
0.00
89.50
4.87
2.46
0.00
91.00
4.87
2.46
0.00
92.50
4.87
2.46
0.00
94.00
4.87
2.46
0.00
95.50
4.87
2.46
0.00

IV18 - SCM Calcs
Type 11 24-hr 10 yr - 24 hr Rainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 53
Summary for Pond 4P: SCM 1
Inflow Area = 4.100 ac, 0.00% Impervious, Inflow Depth = 2.39" for 10 yr - 24 hr event
Inflow =
14.00 cfs @
11.98 hrs,
Volume=
0.815 of
Outflow =
1.69 cfs @
12.53 hrs,
Volume=
0.815 af, Atten= 88%, Lag= 33.0 min
Primary =
1.69 cfs @
12.53 hrs,
Volume=
0.815 of
Secondary =
0.00 cfs @
1.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Peak Elev= 836.44' @ 12.53 hrs Surf.Area= 6,218 sf Storage= 14,369 cf
Plug -Flow detention time= 82.2 min calculated for 0.815 of (100% of inflow)
Center -of -Mass det. time= 82.2 min ( 916.6 - 834.3 )
Volume Invert
Avail.Storage Storage Description
#1 833.00'
33,709 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
833.00
50
0 0
834.00
3,980
2,015 2,015
835.00
4,856
4,418 6,433
836.00
5,788
5,322 11,755
837.00
6,776
6,282 18,037
838.00
7,821
7,299 25,336
839.00
8,925
8,373 33,709
Device Routing
Invert
Outlet Devices
#1 Primary
829.50'
18.0" Round Culvert
L= 60.7' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 829.50' / 827.03' S= 0.0407'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1
833.00'
6.0" Vert. Orifice C= 0.600
#3 Device 1
836.50'
48.0" x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#4 Secondary
837.50'
10.0' long x 15.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=1.69 cfs @ 12.53 hrs HW=836.44' (Free Discharge)
L1=Culvert (Passes 1.69 cfs of 21.16 cfs potential flow)
�__3=Riser
2=Orifice (Orifice Controls 1.69 cfs @ 8.59 fps)
( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=833.00' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)

IV18 - SCM Calcs Type 1124-hr 10 yr- 24 hrRainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 54
Pond 4P: SCM 1
Hyd rog raph
— — — — —I—
— — — — — L — — — — — —I— — — — — — - — — — 1 — — — — — —I— — — — — — 1 — — — — — —I— — — — — — L — — —
■ Inflow
14.00cfs
----
— — —— li--————li—— — — — —li -- — ——----'---liy`---/�--——————li———-— —-- — —_
----------------------- Inflo�VV Area=4.1W GIFT -
Outflow
❑Primary
Secondary
15 ----
---- r------I------ -T------ ----------------- -�-
lev= 36�44--
14 ----
---t------1------r-----rt----P-�e-ak
,2
'
----
---Storage=1�'1,�69_�1`_
—L— —I-- —L— —1— —�-- —�-- —L—
--- ---- --- ---
10 ----
----- ;------1------;---------------------- 1----------
li------I-------I-------
w9 ----
V
0
----r------------------li------Ir---
LL
1
6 ----
--- ---- ---- ---- ---- ---- ! ---- ---- ---
5 -
--T----------------------------------------------
li
4 — 1.69 cfs
—+------1------i -- — — — —i -- — —— li------1------i
3 69 cfs
2
10 20 30 40 50 60 70 80 90
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 10 yr - 24 hr Rainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 55
Hydrograph for Pond 4P: SCM 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
1.00
0.00
0
833.00
0.00
0.00
0.00
4.00
0.00
0
833.00
0.00
0.00
0.00
7.00
0.00
0
833.00
0.00
0.00
0.00
10.00
0.09
55
833.15
0.07
0.07
0.00
13.00
1.01
13,650
836.32
1.66
1.66
0.00
16.00
0.37
4,658
834.62
1.11
1.11
0.00
19.00
0.25
262
833.35
0.30
0.30
0.00
22.00
0.20
163
833.27
0.20
0.20
0.00
25.00
0.00
4
833.03
0.00
0.00
0.00
28.00
0.00
0
833.00
0.00
0.00
0.00
31.00
0.00
0
833.00
0.00
0.00
0.00
34.00
0.00
0
833.00
0.00
0.00
0.00
37.00
0.00
0
833.00
0.00
0.00
0.00
40.00
0.00
0
833.00
0.00
0.00
0.00
43.00
0.00
0
833.00
0.00
0.00
0.00
46.00
0.00
0
833.00
0.00
0.00
0.00
49.00
0.00
0
833.00
0.00
0.00
0.00
52.00
0.00
0
833.00
0.00
0.00
0.00
55.00
0.00
0
833.00
0.00
0.00
0.00
58.00
0.00
0
833.00
0.00
0.00
0.00
61.00
0.00
0
833.00
0.00
0.00
0.00
64.00
0.00
0
833.00
0.00
0.00
0.00
67.00
0.00
0
833.00
0.00
0.00
0.00
70.00
0.00
0
833.00
0.00
0.00
0.00
73.00
0.00
0
833.00
0.00
0.00
0.00
76.00
0.00
0
833.00
0.00
0.00
0.00
79.00
0.00
0
833.00
0.00
0.00
0.00
82.00
0.00
0
833.00
0.00
0.00
0.00
85.00
0.00
0
833.00
0.00
0.00
0.00
88.00
0.00
0
833.00
0.00
0.00
0.00
91.00
0.00
0
833.00
0.00
0.00
0.00
94.00
0.00
0
833.00
0.00
0.00
0.00

IV18 - SCM Calcs
Type 11 24-hr 10 yr - 24 hr Rainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 56
Stage -Discharge for Pond 4P: SCM 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
833.00
0.00
0.00
0.00
833.10
0.03
0.03
0.00
833.20
0.11
0.11
0.00
833.30
0.23
0.23
0.00
833.40
0.36
0.36
0.00
833.50
0.47
0.47
0.00
833.60
0.56
0.56
0.00
833.70
0.63
0.63
0.00
833.80
0.70
0.70
0.00
833.90
0.76
0.76
0.00
834.00
0.82
0.82
0.00
834.10
0.87
0.87
0.00
834.20
0.92
0.92
0.00
834.30
0.97
0.97
0.00
834.40
1.01
1.01
0.00
834.50
1.06
1.06
0.00
834.60
1.10
1.10
0.00
834.70
1.14
1.14
0.00
834.80
1.18
1.18
0.00
834.90
1.21
1.21
0.00
835.00
1.25
1.25
0.00
835.10
1.29
1.29
0.00
835.20
1.32
1.32
0.00
835.30
1.35
1.35
0.00
835.40
1.39
1.39
0.00
835.50
1.42
1.42
0.00
835.60
1.45
1.45
0.00
835.70
1.48
1.48
0.00
835.80
1.51
1.51
0.00
835.90
1.54
1.54
0.00
836.00
1.57
1.57
0.00
836.10
1.60
1.60
0.00
836.20
1.62
1.62
0.00
836.30
1.65
1.65
0.00
836.40
1.68
1.68
0.00
836.50
1.70
1.70
0.00
836.60
3.38
3.38
0.00
836.70
6.44
6.44
0.00
836.80
10.38
10.38
0.00
836.90
15.04
15.04
0.00
837.00
20.33
20.33
0.00
837.10
22.27
22.27
0.00
837.20
22.43
22.43
0.00
837.30
22.59
22.59
0.00
837.40
22.75
22.75
0.00
837.50
22.91
22.91
0.00
837.60
23.92
23.07
0.85
837.70
25.62
23.22
2.40
837.80
27.80
23.38
4.42
837.90
30.36
23.53
6.83
838.00
33.23
23.69
9.55
838.10
36.39
23.84
12.55
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
838.20
39.63
23.99
15.64
838.30
43.03
24.14
18.89
838.40
46.79
24.29
22.50
838.50
50.74
24.44
26.30
838.60
54.99
24.59
30.40
838.70
59.44
24.73
34.70
838.80
64.01
24.88
39.13
838.90
68.76
25.03
43.73
839.00
73.58
25.17
48.41

IV18 - SCM Calcs
Type 11 24-hr 10 yr - 24 hr Rainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 57
Stage -Area -Storage for Pond 4P: SCM 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
833.00
50
0
833.10
443
25
833.20
836
89
833.30
1,229
192
833.40
1,622
334
833.50
2,015
516
833.60
2,408
737
833.70
2,801
998
833.80
3,194
1,298
833.90
3,587
1,637
834.00
3,980
2,015
834.10
4,068
2,417
834.20
4,155
2,829
834.30
4,243
3,248
834.40
4,330
3,677
834.50
4,418
4,115
834.60
4,506
4,561
834.70
4,593
5,016
834.80
4,681
5,479
834.90
4,768
5,952
835.00
4,856
6,433
835.10
4,949
6,923
835.20
5,042
7,423
835.30
5,136
7,932
835.40
5,229
8,450
835.50
5,322
8,978
835.60
5,415
9,514
835.70
5,508
10,061
835.80
5,602
10,616
835.90
5,695
11,181
836.00
5,788
11,755
836.10
5,887
12,339
836.20
5,986
12,932
836.30
6,084
13,536
836.40
6,183
14,149
836.50
6,282
14,773
836.60
6,381
15,406
836.70
6,480
16,049
836.80
6,578
16,702
836.90
6,677
17,364
837.00
6,776
18,037
837.10
6,881
18,720
837.20
6,985
19,413
837.30
7,089
20,117
837.40
7,194
20,831
837.50
7,299
21,556
837.60
7,403
22,291
837.70
7,508
23,036
837.80
7,612
23,792
837.90
7,716
24,559
838.00
7,821
25,336
838.10
7,931
26,123
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
838.20
8,042
26,922
838.30
8,152
27,731
838.40
8,263
28,552
838.50
8,373
29,384
838.60
8,483
30,227
838.70
8,594
31,081
838.80
8,704
31,946
838.90
8,815
32,822
839.00
8,925
33,709

IV18 - SCM Calcs Type 1124-hr 10 yr- 24 hrRainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 58
Summary for Link 5L: Total Post
Inflow Area = 5.010 ac, 0.00% Impervious, Inflow Depth = 2.40" for 10 yr - 24 hr event
Inflow = 5.36 cfs @ 11.97 hrs, Volume= 1.002 of
Primary = 5.36 cfs @ 11.97 hrs, Volume= 1.002 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Link 5L: Total Post
Hyd rog raph
nflow
❑ Primary
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 10 yr - 24 hr Rainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 59
Hydrograph for Link 5L: Total Post
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
1.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
4.00
0.00
0.00
0.00
5.50
0.00
0.00
0.00
7.00
0.00
0.00
0.00
8.50
0.01
0.00
0.01
10.00
0.09
0.00
0.09
11.50
0.60
0.00
0.60
13.00
1.87
0.00
1.87
14.50
1.54
0.00
1.54
16.00
1.19
0.00
1.19
17.50
0.81
0.00
0.81
19.00
0.36
0.00
0.36
20.50
0.26
0.00
0.26
22.00
0.24
0.00
0.24
23.50
0.23
0.00
0.23
25.00
0.00
0.00
0.00
26.50
0.00
0.00
0.00
28.00
0.00
0.00
0.00
29.50
0.00
0.00
0.00
31.00
0.00
0.00
0.00
32.50
0.00
0.00
0.00
34.00
0.00
0.00
0.00
35.50
0.00
0.00
0.00
37.00
0.00
0.00
0.00
38.50
0.00
0.00
0.00
40.00
0.00
0.00
0.00
41.50
0.00
0.00
0.00
43.00
0.00
0.00
0.00
44.50
0.00
0.00
0.00
46.00
0.00
0.00
0.00
47.50
0.00
0.00
0.00
49.00
0.00
0.00
0.00
50.50
0.00
0.00
0.00
52.00
0.00
0.00
0.00
53.50
0.00
0.00
0.00
55.00
0.00
0.00
0.00
56.50
0.00
0.00
0.00
58.00
0.00
0.00
0.00
59.50
0.00
0.00
0.00
61.00
0.00
0.00
0.00
62.50
0.00
0.00
0.00
64.00
0.00
0.00
0.00
65.50
0.00
0.00
0.00
67.00
0.00
0.00
0.00
68.50
0.00
0.00
0.00
70.00
0.00
0.00
0.00
71.50
0.00
0.00
0.00
73.00
0.00
0.00
0.00
74.50
0.00
0.00
0.00
76.00
0.00
0.00
0.00
77.50
0.00
0.00
0.00
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
79.00
0.00
0.00
0.00
80.50
0.00
0.00
0.00
82.00
0.00
0.00
0.00
83.50
0.00
0.00
0.00
85.00
0.00
0.00
0.00
86.50
0.00
0.00
0.00
88.00
0.00
0.00
0.00
89.50
0.00
0.00
0.00
91.00
0.00
0.00
0.00
92.50
0.00
0.00
0.00
94.00
0.00
0.00
0.00
95.50
0.00
0.00
0.00

IV18 - SCM Calcs Type 1124-hr 10 yr- 24 hrRainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 60
Summary for Link 6L: Total Pre
Inflow Area = 4.910 ac, 0.00% Impervious, Inflow Depth = 2.63" for 10 yr - 24 hr event
Inflow = 16.38 cfs @ 12.02 hrs, Volume= 1.075 of
Primary = 16.38 cfs @ 12.02 hrs, Volume= 1.075 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Hyd rog raph
---
---�---
---�---
---�---
---�--- ---�---
---�--- ---�--- ---I
C' Inflow
18
16.38ofs--�---
�
�
II
��
IIII�
❑Primary
17
6.38 cfs —i—
--I- --I---
— + — —i—
---I---
— + —
---I---
—i— — T — —i— —
---I---
+
a1#Ioiw-Ari��=49�'IQ-ac-'I
— — -
16
'
--- -----T------7---------------------------------------------
+
11
15
14
13
12
11
--I—--I---+---I---Y---I---T---I---T---I---+---I---+---I---T---I---T---I
I I
I I
y
u 10
-----T-
--I-
--rT
---rT
---r--
T---r-- T---rT
------T------T ---i
3 9
I
I
LL 8
— — — — — _
_ _ _ _ _
_ _ _ — —
— _ _ _ _ _ _ _ _ _
— — _-
7
Y
Y
+
+
6
5
4
3
2
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 10 yr - 24 hr Rainfall=4.87"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 61
Hydrograph for Link 6L: Total Pre
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
1.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
4.00
0.00
0.00
0.00
5.50
0.00
0.00
0.00
7.00
0.00
0.00
0.00
8.50
0.03
0.00
0.03
10.00
0.16
0.00
0.16
11.50
0.92
0.00
0.92
13.00
1.33
0.00
1.33
14.50
0.68
0.00
0.68
16.00
0.48
0.00
0.48
17.50
0.39
0.00
0.39
19.00
0.32
0.00
0.32
20.50
0.26
0.00
0.26
22.00
0.25
0.00
0.25
23.50
0.23
0.00
0.23
25.00
0.00
0.00
0.00
26.50
0.00
0.00
0.00
28.00
0.00
0.00
0.00
29.50
0.00
0.00
0.00
31.00
0.00
0.00
0.00
32.50
0.00
0.00
0.00
34.00
0.00
0.00
0.00
35.50
0.00
0.00
0.00
37.00
0.00
0.00
0.00
38.50
0.00
0.00
0.00
40.00
0.00
0.00
0.00
41.50
0.00
0.00
0.00
43.00
0.00
0.00
0.00
44.50
0.00
0.00
0.00
46.00
0.00
0.00
0.00
47.50
0.00
0.00
0.00
49.00
0.00
0.00
0.00
50.50
0.00
0.00
0.00
52.00
0.00
0.00
0.00
53.50
0.00
0.00
0.00
55.00
0.00
0.00
0.00
56.50
0.00
0.00
0.00
58.00
0.00
0.00
0.00
59.50
0.00
0.00
0.00
61.00
0.00
0.00
0.00
62.50
0.00
0.00
0.00
64.00
0.00
0.00
0.00
65.50
0.00
0.00
0.00
67.00
0.00
0.00
0.00
68.50
0.00
0.00
0.00
70.00
0.00
0.00
0.00
71.50
0.00
0.00
0.00
73.00
0.00
0.00
0.00
74.50
0.00
0.00
0.00
76.00
0.00
0.00
0.00
77.50
0.00
0.00
0.00
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
79.00
0.00
0.00
0.00
80.50
0.00
0.00
0.00
82.00
0.00
0.00
0.00
83.50
0.00
0.00
0.00
85.00
0.00
0.00
0.00
86.50
0.00
0.00
0.00
88.00
0.00
0.00
0.00
89.50
0.00
0.00
0.00
91.00
0.00
0.00
0.00
92.50
0.00
0.00
0.00
94.00
0.00
0.00
0.00
95.50
0.00
0.00
0.00

IV18 - SCM Calcs Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 62
Time span=1.00-96.00 hrs, dt=0.03 hrs, 3168 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment1A: Entrance Drive - Pre Runoff Area=0.910 ac 0.00% Impervious Runoff Depth=4.83"
Tc=5.0 min CN=79.58 Runoff=7.79 cfs 0.366 of
Subcatchment1B: Pre -Development Runoff Area=4.000 ac 0.00% Impervious Runoff Depth=4.66"
Tc=13.8 min CN=78.00 Runoff=24.77 cfs 1.552 of
Subcatchment2A: SCM 1 POST Runoff Area=2.240 ac 0.00% Impervious Runoff Depth=4.15"
Tc=5.0 min CN=73.34 Runoff=16.82 cfs 0.774 of
Subcatchment2B: Off -site - Drains on Runoff Area=1.860 ac 0.00% Impervious Runoff Depth=4.66"
Tc=13.8 min CN=78.00 Runoff=11.52 cfs 0.722 of
Subcatchment2C: Entrance Drive Post Runoff Area=0.910 ac 0.00% Impervious Runoff Depth=4.48"
Tc=5.0 min CN=76.38 Runoff=7.31 cfs 0.340 of
Pond 4P: SCM 1 Peak Elev=836.97' Storage=17,856 cf Inflow=25.62 cfs 1.496 of
Primary=18.86 cfs 1.496 of Secondary=0.00 cfs 0.000 of Outflow=18.86 cfs 1.496 of
Link 5L: Total Post Inflow=22.55 cfs 1.835 of
Primary=22.55 cfs 1.835 of
Link 6L: Total Pre Inflow=29.01 cfs 1.919 of
Primary=29.01 cfs 1.919 of
Total Runoff Area = 9.920 ac Runoff Volume = 3.754 of Average Runoff Depth = 4.54"
100.00% Pervious = 9.920 ac 0.00% Impervious = 0.000 ac

IV18 - SCM Calcs Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 63
Summary for Subcatchment 1A: Entrance Drive - Pre (uncaught)
Runoff = 7.79 cfs @ 11.96 hrs, Volume= 0.366 af, Depth= 4.83"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.20"
Area (ac) CN Description
0.080 96.00 Gravel
0.830 78.00 Row Crops
0.910 79.58 Weighted Average
0.910 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1A: Entrance Drive - Pre (uncaught)
Hydrograph
� � � � � � � � � � � � � � � � � � � ■Runoff
$ 7�9cfs �Type 11 24-hr
7 100 yr - 24 hr kain'fall=7.20"
--I----r------7---'r--,---r------7------- I-Runfl#Ar-ea'=-G."Orac
6
Runbff Volume=0.366'� of
--�----L---1---1---L--J---L---1---1---1----I---L---I---J---I---J---L --- I
N 5 Ruhoff�Depth=4.83"
3 --r---r---i---r---r--r---r---r--r---r---i- r- i- r-
0 4
LL CW79,58
- -�- - - --L - - -1- - - 1 - - - L - - J - - - L - - -1- - - L - - -1- - - J - - - L - - - - - - J - - - - - - J - - - L---
3
--i--- -
2
--'---L---1---L--- L--L--- L---1---L---L------L------L------L--- L---I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 64
Hydrograph for Subcatchment 1A: Entrance Drive - Pre (uncaught)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.08
0.00
0.00
2.50
0.20
0.00
0.00
4.00
0.35
0.00
0.00
5.50
0.51
0.00
0.00
7.00
0.71
0.01
0.02
8.50
0.95
0.06
0.05
10.00
1.30
0.19
0.10
11.50
2.04
0.57
0.44
13.00
5.56
3.34
0.38
14.50
6.03
3.77
0.20
16.00
6.34
4.04
0.14
17.50
6.56
4.25
0.12
19.00
6.75
4.42
0.09
20.50
6.90
4.56
0.08
22.00
7.03
4.68
0.07
23.50
7.16
4.80
0.07
25.00
7.20
4.83
0.00
26.50
7.20
4.83
0.00
28.00
7.20
4.83
0.00
29.50
7.20
4.83
0.00
31.00
7.20
4.83
0.00
32.50
7.20
4.83
0.00
34.00
7.20
4.83
0.00
35.50
7.20
4.83
0.00
37.00
7.20
4.83
0.00
38.50
7.20
4.83
0.00
40.00
7.20
4.83
0.00
41.50
7.20
4.83
0.00
43.00
7.20
4.83
0.00
44.50
7.20
4.83
0.00
46.00
7.20
4.83
0.00
47.50
7.20
4.83
0.00
49.00
7.20
4.83
0.00
50.50
7.20
4.83
0.00
52.00
7.20
4.83
0.00
53.50
7.20
4.83
0.00
55.00
7.20
4.83
0.00
56.50
7.20
4.83
0.00
58.00
7.20
4.83
0.00
59.50
7.20
4.83
0.00
61.00
7.20
4.83
0.00
62.50
7.20
4.83
0.00
64.00
7.20
4.83
0.00
65.50
7.20
4.83
0.00
67.00
7.20
4.83
0.00
68.50
7.20
4.83
0.00
70.00
7.20
4.83
0.00
71.50
7.20
4.83
0.00
73.00
7.20
4.83
0.00
74.50
7.20
4.83
0.00
76.00
7.20
4.83
0.00
77.50
7.20
4.83
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
7.20
4.83
0.00
80.50
7.20
4.83
0.00
82.00
7.20
4.83
0.00
83.50
7.20
4.83
0.00
85.00
7.20
4.83
0.00
86.50
7.20
4.83
0.00
88.00
7.20
4.83
0.00
89.50
7.20
4.83
0.00
91.00
7.20
4.83
0.00
92.50
7.20
4.83
0.00
94.00
7.20
4.83
0.00
95.50
7.20
4.83
0.00

IV18 - SCM Calcs
Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 65
Summary for Subcatchment 1 B: Pre -Development
Runoff = 24.77 cfs @ 12.06 hrs, Volume= 1.552 af, Depth= 4.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.20"
Area (ac) CN Description
4.000 78.00 Row crops
4.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry,
Subcatchment 1 B: Pre -Development
Hydrograph
--�---�---�---�---�---�---�---+---�---�---�---�---�---�---�---+---�---�---� ■Runoff
26 24.77 cfs
24 - ---+------+--- --- +--- +---+-------------- Type 1124'-1hr j
- --- -r--- ,---r--- T--- T--1b0 Xr - 24 hr F�ainjfall=7.0"
22
----- -
--------------------------------
20 Runoff A''�rea'-4.000'4c
- --- - - - -- - --- - --- - - -- ------------------
18 I I I I Runoff Volume=1.652� of
--�--- —---�--- ---�---�--- 1--------- 1---I--- --- L---I--- 1 ---L---I--- L
N 16 Rurioff Depth-4.66"}
3 14 T& 13L8 min
O
—r--—
r---r--r---r------ t---r--t--- r---r--r--- r--- I --- t--- r---I ---r
LL 12ICNT78,00
11-------------
10
$ -- -L - -- L - -----L---' L--- ---' L--- L - -- L L
6
4
--I--- — T---I--- T — — —r— — —I--- T— — —I--- T — —— T— — —I--- 7 — —— r— — —I--- T — — —r---I--- r
2
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 66
Hydrograph for Subcatchment 1 B: Pre -Development
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.08
0.00
0.00
2.50
0.20
0.00
0.00
4.00
0.35
0.00
0.00
5.50
0.51
0.00
0.00
7.00
0.71
0.01
0.04
8.50
0.95
0.05
0.15
10.00
1.30
0.15
0.37
11.50
2.04
0.51
1.55
13.00
5.56
3.19
1.82
14.50
6.03
3.61
0.90
16.00
6.34
3.88
0.63
17.50
6.56
4.08
0.52
19.00
6.75
4.25
0.42
20.50
6.90
4.38
0.34
22.00
7.03
4.51
0.32
23.50
7.16
4.62
0.30
25.00
7.20
4.66
0.00
26.50
7.20
4.66
0.00
28.00
7.20
4.66
0.00
29.50
7.20
4.66
0.00
31.00
7.20
4.66
0.00
32.50
7.20
4.66
0.00
34.00
7.20
4.66
0.00
35.50
7.20
4.66
0.00
37.00
7.20
4.66
0.00
38.50
7.20
4.66
0.00
40.00
7.20
4.66
0.00
41.50
7.20
4.66
0.00
43.00
7.20
4.66
0.00
44.50
7.20
4.66
0.00
46.00
7.20
4.66
0.00
47.50
7.20
4.66
0.00
49.00
7.20
4.66
0.00
50.50
7.20
4.66
0.00
52.00
7.20
4.66
0.00
53.50
7.20
4.66
0.00
55.00
7.20
4.66
0.00
56.50
7.20
4.66
0.00
58.00
7.20
4.66
0.00
59.50
7.20
4.66
0.00
61.00
7.20
4.66
0.00
62.50
7.20
4.66
0.00
64.00
7.20
4.66
0.00
65.50
7.20
4.66
0.00
67.00
7.20
4.66
0.00
68.50
7.20
4.66
0.00
70.00
7.20
4.66
0.00
71.50
7.20
4.66
0.00
73.00
7.20
4.66
0.00
74.50
7.20
4.66
0.00
76.00
7.20
4.66
0.00
77.50
7.20
4.66
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
7.20
4.66
0.00
80.50
7.20
4.66
0.00
82.00
7.20
4.66
0.00
83.50
7.20
4.66
0.00
85.00
7.20
4.66
0.00
86.50
7.20
4.66
0.00
88.00
7.20
4.66
0.00
89.50
7.20
4.66
0.00
91.00
7.20
4.66
0.00
92.50
7.20
4.66
0.00
94.00
7.20
4.66
0.00
95.50
7.20
4.66
0.00

IV18 - SCM Calcs Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 67
Summary for Subcatchment 2A: SCM 1 POST
Runoff = 16.82 cfs @ 11.96 hrs, Volume= 0.774 af, Depth= 4.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.20"
Area (ac) CN Description
0.790 96.00 gravel
1.450 61.00 >75% Grass cover
2.240 73.34 Weighted Average
2.240 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2A: SCM 1 POST
Hydrograph
■ Runoff
18 --'- ----'----------'----------'------'----------'----------'--
16.82 cfs i i i i i i i i i i i i i
17-- —' --- I---'----------'IT�p-eff24.ihr-
16
15 - ---+------,---r------+-----J--1b0 :_r-?24_hr_F ainfall=7. 0"r
- I
-+------J------ +------J ---+- p I- A }�
14--�i----r---�r-----�r------rt---�r--7---r---�r7Tuno fArea=2.-L`4&gat r
13 --�r---r---�r-----�r------t---�r-----r-- rt- ---7- --I-- r
12 F�unwVolume=01M of
N 11 --+---+---+--J---+------+--- J---+--- RuhoffDept-h=4.1W ,
I I
—v 10 --I----+------J---------+------J---+---i--- --- ---I--
0 9 T6=5,'0 ruin
--II---—+---I--- ---I----I---------------I--- --- ---I--- ---�---I---+
- �CW,7134 -
LL
7
6
5 —_'_--—--_'_----_'_--_'-----_'_--_'-----_'_----_'_--_'-----_'_--_'---I
4
3
2
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 68
Hydrograph for Subcatchment 2A: SCM 1 POST
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.08
0.00
0.00
2.50
0.20
0.00
0.00
4.00
0.35
0.00
0.00
5.50
0.51
0.00
0.00
7.00
0.71
0.00
0.00
8.50
0.95
0.01
0.05
10.00
1.30
0.08
0.16
11.50
2.04
0.35
0.82
13.00
5.56
2.76
0.86
14.50
6.03
3.15
0.46
16.00
6.34
3.40
0.32
17.50
6.56
3.60
0.27
19.00
6.75
3.76
0.22
20.50
6.90
3.89
0.18
22.00
7.03
4.00
0.17
23.50
7.16
4.11
0.16
25.00
7.20
4.15
0.00
26.50
7.20
4.15
0.00
28.00
7.20
4.15
0.00
29.50
7.20
4.15
0.00
31.00
7.20
4.15
0.00
32.50
7.20
4.15
0.00
34.00
7.20
4.15
0.00
35.50
7.20
4.15
0.00
37.00
7.20
4.15
0.00
38.50
7.20
4.15
0.00
40.00
7.20
4.15
0.00
41.50
7.20
4.15
0.00
43.00
7.20
4.15
0.00
44.50
7.20
4.15
0.00
46.00
7.20
4.15
0.00
47.50
7.20
4.15
0.00
49.00
7.20
4.15
0.00
50.50
7.20
4.15
0.00
52.00
7.20
4.15
0.00
53.50
7.20
4.15
0.00
55.00
7.20
4.15
0.00
56.50
7.20
4.15
0.00
58.00
7.20
4.15
0.00
59.50
7.20
4.15
0.00
61.00
7.20
4.15
0.00
62.50
7.20
4.15
0.00
64.00
7.20
4.15
0.00
65.50
7.20
4.15
0.00
67.00
7.20
4.15
0.00
68.50
7.20
4.15
0.00
70.00
7.20
4.15
0.00
71.50
7.20
4.15
0.00
73.00
7.20
4.15
0.00
74.50
7.20
4.15
0.00
76.00
7.20
4.15
0.00
77.50
7.20
4.15
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
7.20
4.15
0.00
80.50
7.20
4.15
0.00
82.00
7.20
4.15
0.00
83.50
7.20
4.15
0.00
85.00
7.20
4.15
0.00
86.50
7.20
4.15
0.00
88.00
7.20
4.15
0.00
89.50
7.20
4.15
0.00
91.00
7.20
4.15
0.00
92.50
7.20
4.15
0.00
94.00
7.20
4.15
0.00
95.50
7.20
4.15
0.00

IV18 - SCM Calcs Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 69
Summary for Subcatchment 2113: Off -site - Drains on
Runoff = 11.52 cfs @ 12.06 hrs, Volume= 0.722 af, Depth= 4.66"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.20"
Area (ac) CN Description
1.860 78.00 Row crops
1.860 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.8 Direct Entry,
Subcatchment 2113: Off -site - Drains on
Hydrograph
--'----'---'----'--- I'---'----'---'----'----'---'----'--- I' ---'----'--- I' ---'----'---'- ■Runoff
12 Type 52 cfs
-- --- - --- -------'2-4ihr-
I I I I I I I I I I I I I I � I
11 I I I I I I I I I I
10 -'I--------------'I--- --- 100=24-hr-Rair�fait=7:2V
- --- - - --- - --- - --- +Runo'ffArea--I
1..860,4-c
9
I I I I I I I I I I I
---'-------'--- Aunbff-Vol m-e=01221-af
w 7 --I--------I----------I--------- -I--- ---- --- Ru6offDepth-4.66"'
w
- - Tc"4311,8 -minx
o 6
LL ---I ------ ICW-,78,00
5 I I I I I I I I I I I I I I I I I
4 --i ---r---i--- li---i---i--- Ili ---i---i------i--- li ---i---i--- li ---i---i----
3
2 --i -- -- - -i --- li -- -i- - -i --- li -- -i------ r-- -i --- li -- -i-- -i --- li -- -i-- -i -- -
-
1 I I I I I I I I I I I I I I I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 70
Hydrograph for Subcatchment 2113: Off -site - Drains on
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.08
0.00
0.00
2.50
0.20
0.00
0.00
4.00
0.35
0.00
0.00
5.50
0.51
0.00
0.00
7.00
0.71
0.01
0.02
8.50
0.95
0.05
0.07
10.00
1.30
0.15
0.17
11.50
2.04
0.51
0.72
13.00
5.56
3.19
0.85
14.50
6.03
3.61
0.42
16.00
6.34
3.88
0.29
17.50
6.56
4.08
0.24
19.00
6.75
4.25
0.20
20.50
6.90
4.38
0.16
22.00
7.03
4.51
0.15
23.50
7.16
4.62
0.14
25.00
7.20
4.66
0.00
26.50
7.20
4.66
0.00
28.00
7.20
4.66
0.00
29.50
7.20
4.66
0.00
31.00
7.20
4.66
0.00
32.50
7.20
4.66
0.00
34.00
7.20
4.66
0.00
35.50
7.20
4.66
0.00
37.00
7.20
4.66
0.00
38.50
7.20
4.66
0.00
40.00
7.20
4.66
0.00
41.50
7.20
4.66
0.00
43.00
7.20
4.66
0.00
44.50
7.20
4.66
0.00
46.00
7.20
4.66
0.00
47.50
7.20
4.66
0.00
49.00
7.20
4.66
0.00
50.50
7.20
4.66
0.00
52.00
7.20
4.66
0.00
53.50
7.20
4.66
0.00
55.00
7.20
4.66
0.00
56.50
7.20
4.66
0.00
58.00
7.20
4.66
0.00
59.50
7.20
4.66
0.00
61.00
7.20
4.66
0.00
62.50
7.20
4.66
0.00
64.00
7.20
4.66
0.00
65.50
7.20
4.66
0.00
67.00
7.20
4.66
0.00
68.50
7.20
4.66
0.00
70.00
7.20
4.66
0.00
71.50
7.20
4.66
0.00
73.00
7.20
4.66
0.00
74.50
7.20
4.66
0.00
76.00
7.20
4.66
0.00
77.50
7.20
4.66
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
7.20
4.66
0.00
80.50
7.20
4.66
0.00
82.00
7.20
4.66
0.00
83.50
7.20
4.66
0.00
85.00
7.20
4.66
0.00
86.50
7.20
4.66
0.00
88.00
7.20
4.66
0.00
89.50
7.20
4.66
0.00
91.00
7.20
4.66
0.00
92.50
7.20
4.66
0.00
94.00
7.20
4.66
0.00
95.50
7.20
4.66
0.00

IV18 - SCM Calcs Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 71
Summary for Subcatchment 2C: Entrance Drive Post (uncaught)
Runoff = 7.31 cfs @ 11.96 hrs, Volume= 0.340 af, Depth= 4.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Type II 24-hr 100 yr - 24 hr Rainfall=7.20"
Area (ac) CN Description
0.400 96.00 Gravel
0.510 61.00 >75% Grass cover
0.910 76.38 Weighted Average
0.910 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2C: Entrance Drive Post (uncaught)
Hydrograph
---------r------,------,---r------,----------r----------------r---
8 ■Runoff
7.31 cfs
---I--- - ---r---I--- Type H-24-hr
7 I I I I I I I I I I I I I I
100 yr - 24 hr Rainfall -7.20"
6 Runoff A'�rea'=O.J10'4c
--I----r------t---'r-----r------t-----f�'unoff �FoFu e=0. 40raf
5 RunoffDepth'=4.48"
N I I I I I I I I I I I
w I I I I I I I I I I I I I I
--I---—j------j---j--j---j------j---j------j------j-------------I
3 4 Tp=5,0 min
0
LL -- -----ICIN*7638_
3
--I--- —
I———---I———-----L———
-------------------------------II
2-
---r---r---I
1 I I I I I I I I I I I I I I I I I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 72
Hydrograph for Subcatchment 2C: Entrance Drive Post (uncaught)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
1.00
0.08
0.00
0.00
2.50
0.20
0.00
0.00
4.00
0.35
0.00
0.00
5.50
0.51
0.00
0.00
7.00
0.71
0.00
0.01
8.50
0.95
0.03
0.03
10.00
1.30
0.12
0.08
11.50
2.04
0.45
0.38
13.00
5.56
3.04
0.37
14.50
6.03
3.44
0.20
16.00
6.34
3.71
0.14
17.50
6.56
3.91
0.11
19.00
6.75
4.08
0.09
20.50
6.90
4.21
0.08
22.00
7.03
4.33
0.07
23.50
7.16
4.44
0.07
25.00
7.20
4.48
0.00
26.50
7.20
4.48
0.00
28.00
7.20
4.48
0.00
29.50
7.20
4.48
0.00
31.00
7.20
4.48
0.00
32.50
7.20
4.48
0.00
34.00
7.20
4.48
0.00
35.50
7.20
4.48
0.00
37.00
7.20
4.48
0.00
38.50
7.20
4.48
0.00
40.00
7.20
4.48
0.00
41.50
7.20
4.48
0.00
43.00
7.20
4.48
0.00
44.50
7.20
4.48
0.00
46.00
7.20
4.48
0.00
47.50
7.20
4.48
0.00
49.00
7.20
4.48
0.00
50.50
7.20
4.48
0.00
52.00
7.20
4.48
0.00
53.50
7.20
4.48
0.00
55.00
7.20
4.48
0.00
56.50
7.20
4.48
0.00
58.00
7.20
4.48
0.00
59.50
7.20
4.48
0.00
61.00
7.20
4.48
0.00
62.50
7.20
4.48
0.00
64.00
7.20
4.48
0.00
65.50
7.20
4.48
0.00
67.00
7.20
4.48
0.00
68.50
7.20
4.48
0.00
70.00
7.20
4.48
0.00
71.50
7.20
4.48
0.00
73.00
7.20
4.48
0.00
74.50
7.20
4.48
0.00
76.00
7.20
4.48
0.00
77.50
7.20
4.48
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.00
7.20
4.48
0.00
80.50
7.20
4.48
0.00
82.00
7.20
4.48
0.00
83.50
7.20
4.48
0.00
85.00
7.20
4.48
0.00
86.50
7.20
4.48
0.00
88.00
7.20
4.48
0.00
89.50
7.20
4.48
0.00
91.00
7.20
4.48
0.00
92.50
7.20
4.48
0.00
94.00
7.20
4.48
0.00
95.50
7.20
4.48
0.00

IV18 - SCM Calcs
Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 73
Summary for Pond 4P: SCM 1
Inflow Area = 4.100 ac, 0.00% Impervious, Inflow Depth = 4.38" for 100 yr - 24 hr event
Inflow = 25.62 cfs @ 11.98 hrs, Volume= 1.496 of
Outflow = 18.86 cfs @ 12.06 hrs, Volume= 1.496 af, Atten= 26%, Lag= 4.8 min
Primary = 18.86 cfs @ 12.06 hrs, Volume= 1.496 of
Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Peak Elev= 836.97' @ 12.06 hrs Surf.Area= 6,750 sf Storage= 17,856 cf
Plug -Flow detention time= 67.2 min calculated for 1.496 of (100% of inflow)
Center -of -Mass det. time= 67.1 min ( 884.2 - 817.0 )
Volume Invert
Avail.Storage Storage Description
#1 833.00'
33,709 cf Custom Stage Data (Prismatic)-isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
833.00
50
0 0
834.00
3,980
2,015 2,015
835.00
4,856
4,418 6,433
836.00
5,788
5,322 11,755
837.00
6,776
6,282 18,037
838.00
7,821
7,299 25,336
839.00
8,925
8,373 33,709
Device Routing
Invert
Outlet Devices
#1 Primary
829.50'
18.0" Round Culvert
L= 60.7' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 829.50' / 827.03' S= 0.0407'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.77 sf
#2 Device 1
833.00'
6.0" Vert. Orifice C= 0.600
#3 Device 1
836.50'
48.0" x 48.0" Horiz. Riser C= 0.600
Limited to weir flow at low heads
#4 Secondary
837.50'
10.0' long x 15.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=18.62 cfs @ 12.06 hrs HW=836.97' (Free Discharge)
L1=Culvert (Passes 18.62 cfs of 22.06 cfs potential flow)
�__3=Riser
2=Orifice (Orifice Controls 1.82 cfs @ 9.29 fps)
(Weir Controls 16.80 cfs @ 2.24 fps)
Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=833.00' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)

IV18 - SCM Calcs Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 74
Pond 4P: SCM 1
Hyd rog raph
■ Inflow
25.62 cfs
r Outflow
----
----'------- '------ ------ , 1nf[oWArea=4.1-OG ac _
❑Primary
Seconda ry
26 --
---------------- ----- ----Peak ale-v_=�36.97`_
i
24 8.86 cfs
i
----------------i-----li----St ge=11,856-�-
22
� 18.86 cfs
— — — — T — — — — — — — — — — — r — — — — — 7 — — — — — — - — — — — — T — — — — — - — — — — — —-
20
+------------------- - - - - -- +------ - - - - -- --
w 16
3 14
0
E 12
_
10
---+-----+------+-----+------+-----+-----+------+---
8
6
4
10 20 30 40 50 60 70 80 90
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 75
Hydrograph for Pond 4P: SCM 1
Time
Inflow
Storage
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
(cfs)
(cfs)
1.00
0.00
0
833.00
0.00
0.00
0.00
4.00
0.00
0
833.00
0.00
0.00
0.00
7.00
0.02
13
833.07
0.02
0.02
0.00
10.00
0.33
239
833.34
0.28
0.28
0.00
13.00
1.71
14,896
836.52
1.92
1.92
0.00
16.00
0.62
8,235
835.36
1.37
1.37
0.00
19.00
0.41
1,911
833.97
0.80
0.80
0.00
22.00
0.32
290
833.37
0.32
0.32
0.00
25.00
0.00
7
833.04
0.01
0.01
0.00
28.00
0.00
0
833.00
0.00
0.00
0.00
31.00
0.00
0
833.00
0.00
0.00
0.00
34.00
0.00
0
833.00
0.00
0.00
0.00
37.00
0.00
0
833.00
0.00
0.00
0.00
40.00
0.00
0
833.00
0.00
0.00
0.00
43.00
0.00
0
833.00
0.00
0.00
0.00
46.00
0.00
0
833.00
0.00
0.00
0.00
49.00
0.00
0
833.00
0.00
0.00
0.00
52.00
0.00
0
833.00
0.00
0.00
0.00
55.00
0.00
0
833.00
0.00
0.00
0.00
58.00
0.00
0
833.00
0.00
0.00
0.00
61.00
0.00
0
833.00
0.00
0.00
0.00
64.00
0.00
0
833.00
0.00
0.00
0.00
67.00
0.00
0
833.00
0.00
0.00
0.00
70.00
0.00
0
833.00
0.00
0.00
0.00
73.00
0.00
0
833.00
0.00
0.00
0.00
76.00
0.00
0
833.00
0.00
0.00
0.00
79.00
0.00
0
833.00
0.00
0.00
0.00
82.00
0.00
0
833.00
0.00
0.00
0.00
85.00
0.00
0
833.00
0.00
0.00
0.00
88.00
0.00
0
833.00
0.00
0.00
0.00
91.00
0.00
0
833.00
0.00
0.00
0.00
94.00
0.00
0
833.00
0.00
0.00
0.00

IV18 - SCM Calcs
Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 76
Stage -Discharge for Pond 4P: SCM 1
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
833.00
0.00
0.00
0.00
833.10
0.03
0.03
0.00
833.20
0.11
0.11
0.00
833.30
0.23
0.23
0.00
833.40
0.36
0.36
0.00
833.50
0.47
0.47
0.00
833.60
0.56
0.56
0.00
833.70
0.63
0.63
0.00
833.80
0.70
0.70
0.00
833.90
0.76
0.76
0.00
834.00
0.82
0.82
0.00
834.10
0.87
0.87
0.00
834.20
0.92
0.92
0.00
834.30
0.97
0.97
0.00
834.40
1.01
1.01
0.00
834.50
1.06
1.06
0.00
834.60
1.10
1.10
0.00
834.70
1.14
1.14
0.00
834.80
1.18
1.18
0.00
834.90
1.21
1.21
0.00
835.00
1.25
1.25
0.00
835.10
1.29
1.29
0.00
835.20
1.32
1.32
0.00
835.30
1.35
1.35
0.00
835.40
1.39
1.39
0.00
835.50
1.42
1.42
0.00
835.60
1.45
1.45
0.00
835.70
1.48
1.48
0.00
835.80
1.51
1.51
0.00
835.90
1.54
1.54
0.00
836.00
1.57
1.57
0.00
836.10
1.60
1.60
0.00
836.20
1.62
1.62
0.00
836.30
1.65
1.65
0.00
836.40
1.68
1.68
0.00
836.50
1.70
1.70
0.00
836.60
3.38
3.38
0.00
836.70
6.44
6.44
0.00
836.80
10.38
10.38
0.00
836.90
15.04
15.04
0.00
837.00
20.33
20.33
0.00
837.10
22.27
22.27
0.00
837.20
22.43
22.43
0.00
837.30
22.59
22.59
0.00
837.40
22.75
22.75
0.00
837.50
22.91
22.91
0.00
837.60
23.92
23.07
0.85
837.70
25.62
23.22
2.40
837.80
27.80
23.38
4.42
837.90
30.36
23.53
6.83
838.00
33.23
23.69
9.55
838.10
36.39
23.84
12.55
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
838.20
39.63
23.99
15.64
838.30
43.03
24.14
18.89
838.40
46.79
24.29
22.50
838.50
50.74
24.44
26.30
838.60
54.99
24.59
30.40
838.70
59.44
24.73
34.70
838.80
64.01
24.88
39.13
838.90
68.76
25.03
43.73
839.00
73.58
25.17
48.41

IV18 - SCM Calcs
Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 77
Stage -Area -Storage for Pond 4P: SCM 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
833.00
50
0
833.10
443
25
833.20
836
89
833.30
1,229
192
833.40
1,622
334
833.50
2,015
516
833.60
2,408
737
833.70
2,801
998
833.80
3,194
1,298
833.90
3,587
1,637
834.00
3,980
2,015
834.10
4,068
2,417
834.20
4,155
2,829
834.30
4,243
3,248
834.40
4,330
3,677
834.50
4,418
4,115
834.60
4,506
4,561
834.70
4,593
5,016
834.80
4,681
5,479
834.90
4,768
5,952
835.00
4,856
6,433
835.10
4,949
6,923
835.20
5,042
7,423
835.30
5,136
7,932
835.40
5,229
8,450
835.50
5,322
8,978
835.60
5,415
9,514
835.70
5,508
10,061
835.80
5,602
10,616
835.90
5,695
11,181
836.00
5,788
11,755
836.10
5,887
12,339
836.20
5,986
12,932
836.30
6,084
13,536
836.40
6,183
14,149
836.50
6,282
14,773
836.60
6,381
15,406
836.70
6,480
16,049
836.80
6,578
16,702
836.90
6,677
17,364
837.00
6,776
18,037
837.10
6,881
18,720
837.20
6,985
19,413
837.30
7,089
20,117
837.40
7,194
20,831
837.50
7,299
21,556
837.60
7,403
22,291
837.70
7,508
23,036
837.80
7,612
23,792
837.90
7,716
24,559
838.00
7,821
25,336
838.10
7,931
26,123
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
838.20
8,042
26,922
838.30
8,152
27,731
838.40
8,263
28,552
838.50
8,373
29,384
838.60
8,483
30,227
838.70
8,594
31,081
838.80
8,704
31,946
838.90
8,815
32,822
839.00
8,925
33,709

IV18 - SCM Calcs Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 78
Summary for Link 5L: Total Post
Inflow Area = 5.010 ac, 0.00% Impervious, Inflow Depth = 4.40" for 100 yr - 24 hr event
Inflow = 22.55 cfs @ 12.05 hrs, Volume= 1.835 of
Primary = 22.55 cfs @ 12.05 hrs, Volume= 1.835 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Link 5L: Total Post
Hyd rog raph
------------
------
-------------
--------------------------,---,
Clnflow
25
-----------+---+--+---+--+------+------+---+--+--+---+--+---+---
22.55 cfs24
i
Primary
❑Prma
23
22.55cfs-----+---+--+------+------+Inflow-
IiQ= fie 1,�-a
22
--- -----
------
------
------
------------r---��---T------
---
21
--- -----+------+------+------+------+------+------+------+---
20
--- ----------------------------------------------------------
19
--- -----+------+------+------+------T------+------+------T---
18
--- ----------------------------------------------------------
17
--i------T---li---rt---Ir--+---li---T---li---T---li---r---li---+---li---+---li
16
--- ----------------------------------------------------------
.-. 15
--I—-----Y------Y------Y------t------Y------Y------Y------t---I
T14
U
--- ----------------------------------------------------------
-- 13
--r--r--T---Ir--7---1i---r---Ir--T---Ir--T---Ir--r---li---r---li---T---li
0 12
--'- --'---
+---'---!
T
---'---!
- - -'- --
+-- -'- -- +-----
TT
----------- -'--- + ---
a 11
10
--r--I—
-------+------
—— ---rT-
-
------
-rT---r--
------+------+------
---r-- ---rT
------T---
---T---li
------------+---
g--,-
-,---
---,---
------T---,---
-- -, ---
-----
- T------ T-- -, ---
---
g
--- ----+------+------+------+------+------+------+------+---
7
--,- -,-
--- - -,-
----
----Y------T-
- -,- --------Y------Y---,---
---
6
--- ----+---+--+---+--+------+------+---+--+--+---+--+---+---
5
--- ----
------
------
------
------ ------
------ ------ ---
4
--- ----+---+--+---+--+------+------+---+--+--+---+--+---+---
3
--,-
----,---?---,---,----,-----------------------------,---
2
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 79
Hydrograph for Link 5L: Total Post
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
1.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
4.00
0.00
0.00
0.00
5.50
0.00
0.00
0.00
7.00
0.02
0.00
0.02
8.50
0.13
0.00
0.13
10.00
0.36
0.00
0.36
11.50
1.13
0.00
1.13
13.00
2.28
0.00
2.28
14.50
1.79
0.00
1.79
16.00
1.51
0.00
1.51
17.50
1.21
0.00
1.21
19.00
0.90
0.00
0.90
20.50
0.53
0.00
0.53
22.00
0.39
0.00
0.39
23.50
0.37
0.00
0.37
25.00
0.01
0.00
0.01
26.50
0.00
0.00
0.00
28.00
0.00
0.00
0.00
29.50
0.00
0.00
0.00
31.00
0.00
0.00
0.00
32.50
0.00
0.00
0.00
34.00
0.00
0.00
0.00
35.50
0.00
0.00
0.00
37.00
0.00
0.00
0.00
38.50
0.00
0.00
0.00
40.00
0.00
0.00
0.00
41.50
0.00
0.00
0.00
43.00
0.00
0.00
0.00
44.50
0.00
0.00
0.00
46.00
0.00
0.00
0.00
47.50
0.00
0.00
0.00
49.00
0.00
0.00
0.00
50.50
0.00
0.00
0.00
52.00
0.00
0.00
0.00
53.50
0.00
0.00
0.00
55.00
0.00
0.00
0.00
56.50
0.00
0.00
0.00
58.00
0.00
0.00
0.00
59.50
0.00
0.00
0.00
61.00
0.00
0.00
0.00
62.50
0.00
0.00
0.00
64.00
0.00
0.00
0.00
65.50
0.00
0.00
0.00
67.00
0.00
0.00
0.00
68.50
0.00
0.00
0.00
70.00
0.00
0.00
0.00
71.50
0.00
0.00
0.00
73.00
0.00
0.00
0.00
74.50
0.00
0.00
0.00
76.00
0.00
0.00
0.00
77.50
0.00
0.00
0.00
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
79.00
0.00
0.00
0.00
80.50
0.00
0.00
0.00
82.00
0.00
0.00
0.00
83.50
0.00
0.00
0.00
85.00
0.00
0.00
0.00
86.50
0.00
0.00
0.00
88.00
0.00
0.00
0.00
89.50
0.00
0.00
0.00
91.00
0.00
0.00
0.00
92.50
0.00
0.00
0.00
94.00
0.00
0.00
0.00
95.50
0.00
0.00
0.00

IV18 - SCM Calcs Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 80
Summary for Link 6L: Total Pre
Inflow Area = 4.910 ac, 0.00% Impervious, Inflow Depth = 4.69" for 100 yr - 24 hr event
Inflow = 29.01 cfs @ 12.02 hrs, Volume= 1.919 of
Primary = 29.01 cfs @ 12.02 hrs, Volume= 1.919 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 1.00-96.01 hrs, dt= 0.03 hrs
Hyd rog raph
— —'— — — 1 — — —'—
— — 1 — — —'—
— — 1 — —
—'— — — L — — —'— — —
1 _ — — 1 — - —'— —
— L — — —'— — — L — — —'—
--I-------I---
---I—
--i—
Inflow
32
29.01 cfs
i
I
I
I I I
I
I T I
I I
I I I I I I
I I
❑ Primary
30
29.01 cfs
— t------t---r--r
I
---I---t
I
— I—t---I—
—r---I— r I— —1---I
arc
28
--'-----------------'---
I I
I
I I
---'---
I I I
-Inlfldw-Area=4,9110
I I I I
_I
I I I I I
li---T---li
24
-----T---Ir--T---li---T-
--I-
--Ir--T---Ir--
T---Ir--T---li---
T---
22
U
`
- -I- - - -
- - - - -
_ _ _ _ _
_ - - - - - - - - -
- - - - - - - - -I_ _
_ - - - - - - - - - - - - - - -I
3 16
I I
+
I
+
I I
+
I I I
+ +
I I I I
+ + +
I I I I I I
0
— —
--1---I---1---I---L---'---1---'---1---I---L---I---L---'---1---'
a 14
12
--I- --I---
- - -I---
T
--
----T------T
- - -I---------r
------T- - - I--- ---
10
--I--I-
-- - -----
------T-
-----T
------T------T
------T---
---T---
g
-'-1---1---I---1---I---L---'---1---'---1---'---L---'---L---'---1---II
6
,'
4
--I--I---T---I---7---I---r---I---T---I---T---I---r---I---r---I---T---I
I
I
I
I I
I I I
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)

IV18 - SCM Calcs
Type 11 24-hr 100 yr - 24 hr Rainfall=7.20"
Prepared by HP Inc. Printed 9/30/2021
HydroCAD® 10.00-24 s/n 06058 © 2018 HydroCAD Software Solutions LLC Page 81
Hydrograph for Link 6L: Total Pre
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
1.00
0.00
0.00
0.00
2.50
0.00
0.00
0.00
4.00
0.00
0.00
0.00
5.50
0.00
0.00
0.00
7.00
0.06
0.00
0.06
8.50
0.20
0.00
0.20
10.00
0.48
0.00
0.48
11.50
1.99
0.00
1.99
13.00
2.20
0.00
2.20
14.50
1.10
0.00
1.10
16.00
0.77
0.00
0.77
17.50
0.63
0.00
0.63
19.00
0.51
0.00
0.51
20.50
0.42
0.00
0.42
22.00
0.39
0.00
0.39
23.50
0.37
0.00
0.37
25.00
0.00
0.00
0.00
26.50
0.00
0.00
0.00
28.00
0.00
0.00
0.00
29.50
0.00
0.00
0.00
31.00
0.00
0.00
0.00
32.50
0.00
0.00
0.00
34.00
0.00
0.00
0.00
35.50
0.00
0.00
0.00
37.00
0.00
0.00
0.00
38.50
0.00
0.00
0.00
40.00
0.00
0.00
0.00
41.50
0.00
0.00
0.00
43.00
0.00
0.00
0.00
44.50
0.00
0.00
0.00
46.00
0.00
0.00
0.00
47.50
0.00
0.00
0.00
49.00
0.00
0.00
0.00
50.50
0.00
0.00
0.00
52.00
0.00
0.00
0.00
53.50
0.00
0.00
0.00
55.00
0.00
0.00
0.00
56.50
0.00
0.00
0.00
58.00
0.00
0.00
0.00
59.50
0.00
0.00
0.00
61.00
0.00
0.00
0.00
62.50
0.00
0.00
0.00
64.00
0.00
0.00
0.00
65.50
0.00
0.00
0.00
67.00
0.00
0.00
0.00
68.50
0.00
0.00
0.00
70.00
0.00
0.00
0.00
71.50
0.00
0.00
0.00
73.00
0.00
0.00
0.00
74.50
0.00
0.00
0.00
76.00
0.00
0.00
0.00
77.50
0.00
0.00
0.00
Time
Inflow
Elevation
Primary
(hours)
(cfs)
(feet)
(cfs)
79.00
0.00
0.00
0.00
80.50
0.00
0.00
0.00
82.00
0.00
0.00
0.00
83.50
0.00
0.00
0.00
85.00
0.00
0.00
0.00
86.50
0.00
0.00
0.00
88.00
0.00
0.00
0.00
89.50
0.00
0.00
0.00
91.00
0.00
0.00
0.00
92.50
0.00
0.00
0.00
94.00
0.00
0.00
0.00
95.50
0.00
0.00
0.00