SW3170503 (12)

Charlotte
Raleigh
41>
CoIeJengmt
Stone
Land Planning
Landscape Architecture
Civil Engineering
+
Urban Resign
200 South Tryon Street, Suite 1400
Charlotte, North Carolina 28242
p+ 704 376 1555 f+ 704 376 7851
AFTON RIDGE INDUSTRIAL
CJS # 4386.04
CALCULATIONS FOR:
STORMWATER DETENTION & WATER QUALITY
EROSION CONTROL
DATE: 04.21.17
REV. 05.21.17
' s? 0;?
SEALS
C-1361 x
S C-1�3 .7 S

PROJECT SUMMARY
AFTON RIDGE INDUSTRIAL
CJS PROJECT NO.: 4386.04
TE: 04.21.17 BY: NTV
VISED: 05.21.17 RVW: JCC
Charlotte
Raleigh
+r,oleJenest Wilmington
& Stone
Land Planninq + Landscape Architecture + Civil Erigineerinr3 + Urban Design
Afton Ridge Industrial is a proposed 3 lot industrial subdivision located North of Goodman Road Concord, North Carolina. The
project will consist of roadways, storm drainage collection & conveyances, stormwater BMP's and associated utilities. The
project will be constructed in (3) total phases, submitted separately. The stormwater management system will collect and
convey stormwater runoff from improved areas to a single wet detention pond for each phase, isolating the phases for
independent construction. Off-site stormwater will be bypassed via ditches when appropriate at the top of cut slopes and the
bottom of fill slopes. The ponds will be designed in accordance with the North Carolina Department of Environmental Quality
(NCDEQ) Stormwater Best Managment Practices (BMP) Manual to provide water quality treatment to remove 85% total
suspended solids (TSS). Stormwater detention will be provided in each pond to provide peak control for the 1 yr, 10yr, and 25yr, -
24hr storm events, in accordance with the North Carolina State stormwater requirements. The pond outlet has been designed to
provide adequate bypass during a 100 -yr - 24hr storm event while maintaining adequate freeboard in the pond.

STORMWATER DETENTION &
WATER QUALITY

HYDROLOGIC ANALYSIS
Charlotte
AFTON RIDGE INDUSTRIAL Raleigh
CJS PROJECT NO.: 4386.04 +ColeJenest Wilmington
L
TE:04.21.17 BY: NTV & Stone
VISED: 05.21.17 RVW: JCC Land Plamng + Landscape Architecture + Civil Engineerirg + Urban Design
DRAINAGE AREAS:
(see attached drainage area map)
SOIL TYPES:
(see attached soils map)
Basin #1
Predeveloped Drainage Area =
36.34
acres
0.056781
sq. miles
n:]Postdeveloped
Drainage Area=
25.30
acres
0.039531
sq. miles
SOIL TYPES:
(see attached soils map)
Basin #1
jArea (%)
Soil TypeI
Hydrologic Soil Group
30
CuD2
B
30
CcD2
B
10
PoD
C
30
PoB
C
CURVE NUMBER:
Predeveloped CN
BASIN #1
Cover Type
% Impervio Area (ac)
% Total
Imp. Area
CN
Wtd. CN
Woods (good, B)
0 15.26
0.42
0.0
55
23.1
Woods fair, C
0 10.18
0.28
0.0
60
16.8
Grass/Open space (good, B)
0 10.9
0.30
0.0
61
18.3
Pavement/Buildings
100 0
0.00
0.0
98
0.0
Tota I
36.34
17.25
7 0.0
66.8
1 58.2
25.3
17.25
11 Use CN =
58
Postdeveloped CN
BASIN #1
Cover Type
% Impervio Area (ac)
% Total
Imp. Area
CN
Wtd. CN
Streets/Roads
0
0
0.00
0.00
98
0.0
Residential (1/8 ac. or less, B)
0
0
0.00
0.00
85
0.0
Grass/Open space (good, B)
0
8.05
0.32
0.00
61
19.4
Paved Parking Lots/Buildings
100
17.25
0.68
17.25
98
66.8
Total
25.3
17.25
1 86.2
Use CN =
86

TIME OF CONCENTRATION
Charlotte
AFTON RIDGE INDUSTRIAL Raleigh
CJS PROJECT NO.: 4386.04
+ColeJenest Wilminglon
DATE: 04.21.17 BY: NTV Stone
REVISED: 05.21.17 RVW: JCC Land Planninq + Landscape Architecture + Civil Englneerinq + Urban Oesign
BASIN #1 TIME OF CONCENTRATION
PRE -DEVELOPMENT
Pre -development
Flow Phase One
I Type: Sheet Flow
Length: 200 ft
"N" Value: 0.24 from tables
Slope: 0.07 ft/ft
Computed 'T' 15.3 Minutes
Pre -development
Flow Phase Two
Type: Shallow Concentrated Flow
Surface: u
Length: 954 ft
u=unpaved
p=paved
Slope: 0.075 ft/ft
Velocity: 4.42 ft/sec
Computed 'T': 0.06 hr, or 3.6 Minutes
Pre -development
Flow Phase Three
I Type: Open Channel Flow
Length: 780 ft
Velocity: 5 ft/sec (assumed)
Computed 'T': 0.043 hr, or 2.6 Minutes
Pre -development
Total Flow
Summary
Time of Concentration
Total T, 21.5 Minutes
Lag Time
T LAG = 12.9 Minutes
T LAG =0.6 X T,
TLAG = 0.22 Hours
BASIN #1 - TIME OF CONCENTRATION
POST -DEVELOPMENT
Post -development
Total Flow
Summary
I Time of Concentration
Total Tc= 5,0 Minutes
I Lag Time
T LAG = 3.0 Minutes
T LAG =0.6 X Tc
TLAG = 0.05 Hours

TIME OF CONCENTRATION
Charlotte
AFTON RIDGE INDUSTRIAL Raleigh
CJS PROJECT NO.: 4386.04
+ColeJenest Wilminglon
DATE: 04.21.17 BY: NTV Stone
REVISED: 05.21.17 RVW: JCC Land Planninq + Landscape Architecture + Civil Englneerinq + Urban Oesign
BASIN #1 - BYPASS ATIME OF CONCENTRATION
POST -DEVELOPMENT
Pre -development
Flow Phase Two
Type: Shallow Concentrated Flow
Surface: u
Length: 737 ft
u=unpaved
p=paved
Slope: 0.095 ft/ft
Velocity: 4.97 ft/sec
Computed 'T': 0.041 hr, or =1 2.46 Minutes
Pre -development
Flow Phase Three
I Type: Open Channel Flow
Length: 1161 ft
Velocity: 5 ft/sec (assumed)
Computed 'T': 0.065 hr, or 3.9 Minutes
Pre -development
Total Flow
Summary
I Time of Concentration
Total T, = 6.4 Minutes
I Lag Time
T LAG = 3.8 Minutes
T LAG =0.6 x T 11TLAG
= 0.06 Hours
BASIN #1 - BYPASS B TIME OF CONCENTRATION
POST -DEVELOPMENT
Post -development
Total Flow
Summary
Time of Concentration
Total T, _ 5 91 Minutes
Lag Time
T LAG = 3.0 Minutes
T LAG =0.6 x T,
T LAG = 0.05 Hours
BASIN #1 - BYPASS C TIME OF CONCENTRATION
POST -DEVELOPMENT
Post -development
Total Flow
Summary
Time of Concentration
Total T, _ J. Minutes
Lag Time
T LAG = 3.0 Minutes
T LAG =0.6 x T, 11TLAG
= 0.05 Hours

NCDENR- WQ Pond Analysis
AFTON RIDGE INDUSTRIAL %1tt�
6g
Rakish
CJS PROJECT NO.: 4386.04+ColeJenest wilmingtor& Stone
04.21.17 BY: NTV
REVISED: 05.21.17 RVW: !9f—J I
Land Planning + LandSCape ArChneCtUre + Civil Engineering + Urban Design
NCDENR BMP Design Manual, July 2007
SURFACE AREA REQUIREMENTS
Total Drainage Area to Pond = 25.30 Acres
Post -Developed Impervious Area = 17.25 Acres, or 68.2 %
Average pool depth = 4.44 ft
Designed permanent pool elevation = 631.5
From Table 1.1 in the BMP Design Manual the required Surface Area to Drainage Area
Ratio (SA/DA) for the average permanent pool depth shown above = 1 2.09
Surface Area Required = SA/DA / 100 x Drainage Area: 0.529 Acres
Surface Area Provided (at permanent pool): 0.545 Acres
Refer to Storage - Elevation Data Chart
WATER QUALITY VOLUME (WQv)
Rv = runoff coefficient (Runoff/Rainfall)
WQv = Water Quality Volume (1 -inch water quality control)
I = % Impervious
("Simple Method" - Schueler)
Rv = 0.05 + 0.009(1)
WQv = 1.0"RvA
12
Rv = I0.66
WQv = 1.40 Ac. Ft.
60948 Cubic Feet Required
This volume must be released over a period of 2-5 days
Page 8 of 15

ELEVATION TO HOLD WQv
Refer to Storage - Elevation Data Chart
WQv Elevation = 634
RELEASE RATE
Release Rate for WQ control:
Water quality control volume is to be released over a 2 - 5 day duration.
Release Designed for 60
WQ Release Rate = 0.282 cfs Hour Detention
ORIFICE SIZING FOR WATER QUALITY VOLUME
Avg Head = (WQv Elev - Perm Pool Elev) / 2 = 1_1 ft
Use orifice equation
Q = CA(2gh)^0.5
A= Q/(C*(2gh)^0.5)
A = 8.165 in12
A = (¶*d^2)/4
d = 3.22 inches
Q= 0.282
Page 9 of 15
Release Rate for Design
Orifice

NCDENR WET POND AVG. DEPTH
Charlotte
AFTON RIDGE INDUSTRIAL Raleigh
CJS PROJECT NO.: 4386.04
+ColeJenest Wilmington
DATE: 04.21.17 BY: NTV & Stone
REVISED: 05.21.17 RVW: JCC I Land Planning + LandstapeArChiteeture+ Civil Engineering + urban Design
NCDEQ Stormwater Design Manual, Effective 01.01.2017
C-3. Wet Pond - Revised 04.18.2017
AVERAGE DEPTH (OPTION 2, EQUATION 3)
VPP—Vshelf
iJang =
Abottomofshel f
Where: Davg = Average depth in feet
VPP e Total volume of permanent pool (feet3)
Vshelf - Volume over the shelf only (feet3) - see below
Aottom of shelf = Area of wet pond at the bottom of the shelf (feetz)
shelf = 0.5 . Depth... —1 shelf* Perimeterperm pool * Widthsub—ged part of shelf
Where: Dm_ —sholf - Depth of water at the deep side of the shelf as
measured at permanent pool (feet)
Perimeterperr„anem pool - Perimeter of permanent pool at the bottom of the
shelf (feet)
Widthyobmerged part of shelf = Width from the deep side to the dry side of the
shelf as measured at permanent pool (feet)
Vshelf
Depth of Water at Deep Side of Shelf:
Perimeter of the Permanent Pool:
Width of Half of Shelf:
Total Volume of Permanent Pool:
Area of Bottom of Shelf:
0.50 Ft.
6:4.7 Ft.
5 Ft.
Vshelf = 808.8 Cu. Ft.
91398 Cu. Ft.
20385 Sq. Ft.
Average Depth (dav) = 4.44 Ft.

Water Quality Pond
Charlotte
AFTON RIDGE INDUSTRIAL Raleigh
CJS PROJECT NO.: 4386.04 +ColeJenest "lm`ng-
DATE: 04.21.17 BY: NTV & Stone
REVISED: 05.11.17 RVW: -ICC Land Planning + Landscape Architecture + civil Engineering + urban Design
Design Permanent Pool Elevation = Lmn -3
Volume at Permanent Pool = 2.10 ac -ft
WQv = 1.40 ac -ft
Elevation to hold Water Quality Volume = 633.64
BMP Basin Stora e - Elevation Data
Storage - Elevation Data
Elevation
Area (sf)
Area (ac)
Inc. Vol.
(ac -ft)
Total Accum.
Vol. (ac -ft)
Accum. Det.
Vol. (ac -ft) Notes
626.00
12053
0.28
0.000
North Forebay
627.00
13590
0.31
0.294
0.294
628.00
15184
0.35
0.330
0.625
0.016
629.00
16834
0.39
0.368
0.992
0.023
630.00
18541
0.43
0.406
1.398
0.032
631.00
20385
0.47
0.447
1.845
0.041
631.50
23734
0.54
0.253
2.098
0.00 PPv
632.00
27476
0.63
0.294
2.392
0.29
633.00
29660
0.68
0.656
3.048
0.95
634.00
31871
0.73
0.706
3.754
1.66
635.00
34139
0.78
0.758
4.512
2.41 WQv
636.00
36463
0.84
0.810
5.322
3.22
637.00
38843
0.89
0.864
6.187
4.09
638.00
41280
0.95
0.920
7.106
5.01
639.00
43774
1.00
0.976
8.083
5.98
Design Permanent Pool Elevation = Lmn -3
Volume at Permanent Pool = 2.10 ac -ft
WQv = 1.40 ac -ft
Elevation to hold Water Quality Volume = 633.64
Total Volume = 0.33 ac -ft
Total Volume = 14432.50 cft
Percent of Total = 16%
Page 11 of 15
BMP Forebay
Storage - Elevation Data
Elevation
Area (sf)
Area (ac)
Inc. Vol.
(ac -ft)
Total Accum.
Vol. (ac -ft)
Accum. Det.
Vol. (ac -ft)
Notes
North Forebay
626.00
570
0.01
0.000
0.000
627.00
853
0.02
0.016
0.016
0.016
628.00
1185
0.03
0.023
0.040
0.040
629.00
1565
0.04
0.032
0.071
0.071
630.00
1993
0.05
0.041
0.112
0.112
630.50
2191
0.05
r 0.024
0.136
0.136
South Forebay
626.00
946
0.02
0.000
0.00
627.00
1311
0.03
0.026
0.026
0.03
628.00
1727
0.04
0.035
0.061
0.06
629.00
2193
0.05
0.045
0.106
0.11
630.00
2709
0.06
0.056
0.162
0.16
630.50
3065
0.07
1 0.033
1 0.195
0.20
Total Volume = 0.33 ac -ft
Total Volume = 14432.50 cft
Percent of Total = 16%
Page 11 of 15

FLOTATION CALCULATIONS
Charlotte
AFTON RIDGE INDUSTRIAL Raleigh
CJS PROJECT NO.: 4386.04 +ColeJenest Wilmington
DATE: 04.21.17 BY: NTV & Stone
REVISED: 05.21.17 RVW: JCC Land Plannlrg + Landscape Architecture + Civil Engineering + Urban Design
CONSTRAINTS:
Weight of Concrete
150 lbs/ft"3
Weight of Water
62.4 lbs/ft"3
Safety Factor (S.F.)
1.25
Height of structure
14.5 ft
Structure thickness
6 in
Outlet box width
5 ft
Weight of outlet structurefWs)
Ws = (width + thickness x 4) x thickness x height x weight of concrete =
Weight of water displaced
Ww = (width + 2 x thickness)"2) x Weight of water x height = 32572.8 lbs
Size Base
Wb = (S.F. x Ww) - Ws = 16791 lbs
Footing size
Required concrete = Wb / Weight of concrete = 112 cult
'Assume base is 6" wider than exterior box width and minimum thickness is 8".
Thickness of base = 2.65 ft
Length = 7.00 ft
Width = 7.00 ft
Thickness = 2.65 ft
23925 lbs

HYDROLOGIC ANALYSIS
Charlotte
AFTON RIDGE INDUSTRIAL Raleigh
CJS PROJECT NO.: 4386.04 +ColeJenest Wilmington
L
TE:04.21.17 BY: NTV & Stone
VISED: 05.21.17 RVW: JCC Land Plannmg + Landscape Architecture + Civil Engineerirg + Urban Design
DRAINAGE AREAS:
(see attached drainage area map)
SOIL TYPES:
(see attached soils map)
Basin #2
Predeveloped Drainage Area =
5.05
acres
0.007891
sq. miles
n:]Postdeveloped
Drainage Area=
4.00
acres
0.006250
sq. miles
SOIL TYPES:
(see attached soils map)
Basin #2
jArea (%)
Soil Type
Hydrologic Soil Group
50
CuD2
B
50
CuB2
B
CURVE NUMBER:
Predeveloped CN
BASIN #2
Cover Type
% Impervio Area (ac)
% Total
Imp. Area
CN
Wtd. CN
Woods (good, B)
0 3.71
0.73
0.0
55
40.4
Grass/Open space (good, B)
0 1.34
0.27
0.0
61
16.2
Pavement/Buildings
100 0
0.00
0.0
98
0.0
Total
5.05
7 0.0
56.6
11
Use CN =
57
Postdeveloped CN
BASIN 112
Cover T pe
% Impervio Area ac
% Total
Imp. Area
CN
Wtd. CN
Woods (good, B)
0 2.66
0.67
0.00
55
36.6
Grass/Open space(good, B
0 1.34
0.34
0.00
61
20.4
Pavement/Buildings
100 0
0.00
0.00
98
0.0
Total
4.00
7 0.00
57.0
11 Use CN =
57

TIME OF CONCENTRATION
Charlotte
AFTON RIDGE INDUSTRIAL RA4
CJS PROJECT NO.: 4386.04
C
Wilmington
oleJenest
DATE: 04.21.17 BY: NTV & Stone
REVISED: 05.21.17 RVW: JCC Land Planwng + Landscape Architecture + Civil Engineering + Urban Design
BASIN #2 TIME OF CONCENTRATION
PRE -DEVELOPMENT
Pre -development
Flow Phase One
Type: Sheet Flow
Length: 100 ft
"N" Value: 0.24 from tables
Slope: 0.07 ft/ft
Computed 'T' 8.8 Minutes
Pre -development
Flow Phase Two
Type: Shallow Concentrated Flow
Surface: u
Length: 587 ft
u=unpaved
p=paved
Slope: 0.06 ft/ft
Velocity: 3.95 ft/sec
Computed 'T': 0.041 hr, or 2.46 Minutes
Pre -development
Flow Phase Three
Type: Open Channel Flow
Length: 0 ft
Velocity: e ft/sec (assumed)
Computed 'T': 0 hr, or 0.0 Minutes
Pre -development
Total Flow
Summary
Time of Concentration
Total T,= 11.3 Minutes
Lag Time
T LAG = 6.8 Minutes
T LAG =0.6 X T
T LAG = 0.11 Hours

TIME OF CONCENTRATION
Charlotte
AFTON RIDGE INDUSTRIAL RA4
CJS PROJECT NO.: 4386.04
C
Wilmington
oleJenest
DATE: 04.21.17 BY: NTV & Stone
REVISED: 05.21.17 RVW: JCC Land Planwng + Landscape Architecture + Civil Engineering + Urban Design
BASIN #2 TIME OF CONCENTRATION
POST -DEVELOPMENT
Post -development
Flow Phase One
Type: Sheet Flow
Length: 100 ft
"N" Value: 0.24 from tables
Slope: 0.09 ft/ft
Computed 'T' 7.9 Minutes
Post -development
Flow Phase Two
I Type: Shallow Concentrated Flow
Surface: u
Length: 298 ft
u=unpaved
p=paved
Slope: 0.0638 ft/ft
Velocity: 4.08 ft/sec
Computed 'T': 0.02 hr, or 1.2 Minutes
Post -development
Flow Phase Three
Time of Concentration
Type: Pipe Flow
Length:
177 ft
Velocity:
13.93 ft/sec (calculated)
Computed 'T':
0.004 hr, or 0.2 Minutes
Post -development I Type: Shallow Concentrated Flow
Flow Phase Two Surface: u
Length: 93 ft
u=unpaved
p=paved
Slope:
0.05 ft/ft
Velocity:
3.61 ft/sec
Computed 'T':
0.007 hr, or 0.42 Minutes
Post -development
Total Flow
Summary
Time of Concentration
Total Tc= 9.8 Minutes
Lag Time
T LAG = 5.9 Minutes
T LAG =0.6 x T
T LAG = 0.10 Hours

STORMWATER DETENTION &
WATER QUALITY
HYDROCAD ANALYSIS

Pre -Development Outfall
2bS
Post -Development -
Basin #1 - Bypass B
S4
Reach on Link
\� 2L
Post evelopment
Outfall
2cS
Post -Development -
Basin #1 - Bypass C
2aS
1S
Post -Development -
Basin #1 - Bypass A
Pre-Deve opment -
Bas n #1
2S 2P
1L
Post -Development -
Basin #1 - BMP #1 BMP #1
Pre -Development Outfall
2bS
Post -Development -
Basin #1 - Bypass B
S4
Reach on Link
\� 2L
Post evelopment
Outfall
2cS
Post -Development -
Basin #1 - Bypass C

4386 Basin #1
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
7.850 61 >75% Grass cover, Good, HSG B (2S)
36.340 58 From Excel Spreadsheet (1S)
17.300 98 Paved roads w/curbs & sewers, HSG B (2S)
12.660 58 Woods/grass comb., Good, HSG B (2aS, 2bS, 2cS)
74.150 68 TOTAL AREA

4386 Basin #1
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
37.810
HSG B 2aS, 2bS, 2cS, 2S
0.000
HSG C
0.000
HSG D
36.340
Other is
74.150
TOTAL AREA

4386 Basin #1
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000
7.850
0.000
0.000
0.000
7.850
>75% Grass cover, Good
2S
0.000
0.000
0.000
0.000
36.340
36.340
From Excel Spreadsheet
is
0.000
17.300
0.000
0.000
0.000
17.300
Paved roads w/curbs & sewers
2S
0.000
12.660
0.000
0.000
0.000
12.660
Woods/grass comb., Good
2aS,
2bS,
2cS
0.000
37.810
0.000
0.000
36.340
74.150
TOTAL AREA

4386 Basin #1
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 5
Pipe Listing (all nodes)
Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 2P 626.00 625.24 76.3 0.0100 0.013 36.0 0.0 0.0

4386 -Basin #1 Type 1124 -hr 1-yr/24-hrRainfal1=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 6
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1 L: Pre-DevelopmentOutfall Inflow=3.82 cfs 0.734 of
Primary=3.82 cfs 0.734 of
Subcatchment1S: Pre -Development- Runoff Area=36.340 ac 0.00% Impervious Runoff Depth=0.24"
Tc=21.4 min CN=58 Runoff=3.82 cfs 0.734 of
Subcatchment2aS: Post -Development- Runoff Area=5.760 ac 0.00% Impervious Runoff Depth=0.24"
Tc=6.4 min CN=58 Runoff=1.22 cfs 0.116 of
Subcatchment2bS: Post -Development- Runoff Area=2.140 ac 0.00% Impervious Runoff Depth=0.24"
Tc=5.0 min CN=58 Runoff=0.50 cfs 0.043 of
Subcatchment2cS: Post -Development- Runoff Area=4.760 ac 0.00% Impervious Runoff Depth=0.24"
Tc=5.0 min CN=58 Runoff=1.12 cfs 0.096 of
Link 2L: Post-DevelopmentOutfall Inflow=3.38 cfs 3.492 of
Primary=3.38 cfs 3.492 of
Pond 2P: BMP #1 Peak Elev=634.41' Storage=85.783 cf Inflow=70.99 cfs 3.305 of
Outflow=2.99 cfs 3.237 of
Subcatchment2S: Post -Development- Runoff Area=25.150 ac 68.79% Impervious Runoff Depth=1.58"
Tc=5.0 min CN=86 Runoff=70.99 cfs 3.305 of
Total Runoff Area = 74.150 ac Runoff Volume = 4.295 of Average Runoff Depth = 0.70"
76.67% Pervious = 56.850 ac 23.33% Impervious = 17.300 ac

4386—Basin #1 Type 1124 -hr 1-yr/24-hrRainfal1=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 7
Summary for Link 1 L: Pre -Development Outfall
Inflow Area = 36.340 ac, 0.00% Impervious, Inflow Depth = 0.24" for 1-yr/24-hr event
Inflow = 3.82 cfs @ 12.24 hrs, Volume= 0.734 of
Primary = 3.82 cfs @ 12.24 hrs, Volume= 0.734 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
4
3
N
U
0 2
LL
fl
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Link 1 L: Pre -Development Outfall
Hydrograph
FF-Infl-o-w-11
❑ Primary

4386—Basin #1 Type 1124 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1S: Pre -Development - Basin #1
Runoff = 3.82 cfs @ 12.24 hrs, Volume= 0.734 af, Depth= 0.24"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
36.340 58 From Excel Spreadsheet
36.340 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.4 Direct Entry, SCS METHOD
Subcatchment 1S: Pre -Development - Basin #1
Hydrograph
4
3
0 2
LL
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 .. 105 110 115 1211
Time (hours)
❑ Runoff
3.82 cfs
Type 11124- r
1 1 1 1 1 I_y111�
r/241hr Rainfa2.J06'
Runoff Area=36.340 ac
Runoff iVolume=0.734 of
Runoff Depth=0.24"
Tc=11.4
min
�N'_58
At
i�lllllllllllll
II�IIIIIIIIIIIIII
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 .. 105 110 115 1211
Time (hours)
❑ Runoff

4386—Basin #1 Type 1124 -hr 1-yr/24-hrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2aS: Post -Development - Basin #1 - Bypass A
Runoff = 1.22 cfs @ 12.02 hrs, Volume= 0.116 af, Depth= 0.24"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
5.760 58 Woods/grass comb., Good, HSG B
5.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.4 Direct Entry, SCS METHOD
Subcatchment 2aS: Post -Development - Basin #1 - Bypass A
Hydrograph
❑ Runoff
1.22 c
Type II 24 -hr
1-yr/24-hr Rai nfal l=2.90"
Runoff Area=5.760 ac
Runoff Volume=0.116 of
Runoff Depth=0.24"
Tc=6.4 min
CN=58
(0 5 10 15 20 25 30 35 40 5 60 65 70 75 80 85 90 95 100 105 110 115 124
Time (hours)

4386—Basin #1 Type 1124 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2bS: Post -Development - Basin #1 - Bypass B
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.50 cfs @ 12.01 hrs, Volume= 0.043 af, Depth= 0.24"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
2.140 58 Woods/grass comb., Good, HSG B
2.140 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2bS: Post -Development - Basin #1 - Bypass B
Hydrograph
0.55
05
0.50 cfs T
rt
fi
Type II 24 -hr
0.45
1
1 7
1 1 1
i-y�r/�4�hr Rainfa 112.90"
0.4 �I
RUn6fflAteA=2.1140 ac
0.35 �I
Ityngff IV91ymp=I0.943 �f
U 0.3- 1
1
h 0.24"
Ru ff DP7=5
3
.2 0.25 =.0
m i n
0.2
0.15
t - t
I I
r —1
_r T I
0.1
TIT T
IT
TIT
TI7 T 7T TI
0.05
otm/
'46-45-56'
0
5 10 15 20 25 30 35
55 60 65 70 75 80 85 90 95 100 105 110 1'115-1'2o
Time (hours)
❑ Runoff

4386—Basin #1 Type 1124 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 2cS: Post -Development - Basin #1 - Bypass C
[49] Hint: Tc<2dt may require smaller dt
Runoff = 1.12 cfs @ 12.01 hrs, Volume= 0.096 af, Depth= 0.24"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
4.760 58 Woods/grass comb., Good, HSG B
4.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2cS: Post -Development - Basin #1 - Bypass C
Hydrograph
❑ Runoff
1.12 cfs
TT p� 11124 -her
1 rj _yr/24' hrs Rainfa11�2.9O�'
'Runbff Area=4.76O ac
RunoffiV91ume 0.996 of
3
Runoff Depth7O.F41'
LL Tc=5.0 min
6NL58
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386—Basin #1 Type 1124 -hr 1-yr/24-hrRainfal1=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 12
Summary for Link 2L: Post -Development Outfall
Inflow Area = 37.810 ac, 45.76% Impervious, Inflow Depth > 1.11" for 1-yr/24-hr event
Inflow = 3.38 cfs @ 13.29 hrs, Volume= 3.492 of
Primary = 3.38 cfs @ 13.29 hrs, Volume= 3.492 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 2L: Post -Development Outfall
Hydrograph
Time (hours)
FF-Infl-o-w-11
❑ Primary

4386 -Basin #1 Type 1124 -hr 1-yr/24-hrRainfal1=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 13
Summary for Pond 2P: BMP #1
Inflow Area = 25.150 ac, 68.79% Impervious, Inflow Depth = 1.58" for 1-yr/24-hr event
Inflow = 70.99 cfs @ 11.96 hrs, Volume= 3.305 of
Outflow = 2.99 cfs @ 13.43 hrs, Volume= 3.237 af, Atten= 96%, Lag= 88.4 min
Primary = 2.99 cfs @ 13.43 hrs, Volume= 3.237 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 634.41' @ 13.43 hrs Surf.Area= 32,809 sf Storage= 85,783 cf
Plug -Flow detention time= 1,341.9 min calculated for 3.235 of (98% of inflow)
Center -of -Mass det. time= 1,331.3 min ( 2,154.2 - 822.8 )
Volume Invert Avail.Storage Storage Description
#1 631.50' 305,733 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
631.50 23,734 0 0
632.00 27,476 12,803 12,803
633.00 29,660 28,568 41,371
634.00 31,871 30,766 72,136
635.00 34,139 33,005 105,141
636.00 36,463 35,301 140,442
637.00 38,843 37,653 178,095
638.00 41,280 40,062 218,157
639.00 43,774 42,527 260,684
640.00 46,324 45,049 305,733
Device Routing Invert Outlet Devices
#1 Primary 626.00' 36.0" Round Culvert
L= 76.3' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 626.00'/625.24' S=0.0100'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 631.50' 3.0" Vert. Orifice C= 0.600
#3 Device 1 633.75' 1.6' long x 3.45' rise Sharp -Crested Rectangular Weir
2 End Contraction(s)
#4 Device 1 637.20' 5.0' long x 1.80' rise Sharp -Crested Rectangular Weir X 4.00
2 End Contraction(s)
Primary OutFlow Max=2.99 cfs @ 13.43 hrs HW=634.41' (Free Discharge)
't -=Culvert (Passes 2.99 cfs of 89.49 cfs potential flow)
2=Orifice (Orifice Controls 0.39 cfs @ 8.04 fps)
3=Sharp-Crested Rectangular Weir (Weir Controls 2.59 cfs @ 2.66 fps)
=Culvert
Rectangular Weir( Controls 0.00 cfs)

4386—Basin #1 Type 1124 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 14
0 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑ Inflow
❑ Primary
Pond 2P: BMP #1
Hydrograph
75
70.99 cfs
fiI
T IT
T
lia#iowr�ea=25.150 ac
70
-
-OeAl Elev=634.41
65
60
T 1 T
T 11
T 11tdra�g�583�
c
55
50
TIT
TI
ITI
ITI
TTTT ITI
w 45
X40
T
35
1
T 11
11
T
T 14 T 1
30
25 -/TIT
T
1 T 1-17
I T TIT 71-1 T
15
T
t 1
1 T
1 T
TI --t TI —' I
10 /
2.99 -Ifs
0 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑ Inflow
❑ Primary

4386—Basin #1 Type 1124 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 2S: Post -Development - Basin #1 - BMP #1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 70.99 cfs @ 11.96 hrs, Volume= 3.305 af, Depth= 1.58"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
17.300 98 Paved roads w/curbs & sewers, HSG B
7.850 61 >75% Grass cover, Good, HSG B
25.150 86 Weighted Average
7.850 31.21 % Pervious Area
17.300 68.79% Impervious Area
Tc
(min)
Length Slope
(feet) (ft/ft)
Velocity Capacity
(ft/sec) (cfs)
Description
5.0
Direct Entry, SCS METHOD
Subcatchment 2S: Post -Development
- Basin #1 - BMP #1
Hydrograph
75
70
70.99 cfs
Typ� IIT 24 -hr
65 '
/
1 1-1
I—
T� _ jr/�*# ht-Rlainfall�2.�9w
60 '
55 z
T
I T
T T
T
T Ruhoff Ar6a�--25.1150 at
50
-IRy-nOff Vglume=3.30. zIIf
3 40
I 7
1 7
7 7
7
"
T T1;�nrIBepth--�1. 7.
LL 35 !
tc=5.0_ m i n
30
7-1-1
7
7 7
7
7 7 7 7 CL
25H
4 I I T T I�
15
T
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■Runoff

4386 -Basin #1 Type 1l 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 16
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1L: Pre-DevelopmentOutfall Inflow=41.31 cfs 3.707 of
Primary=41.31 cfs 3.707 of
Subcatchment1S: Pre -Development- Runoff Area=36.340 ac 0.00% Impervious Runoff Depth=1.22"
Tc=21.4 min CN=58 Runoff=41.31 cfs 3.707 of
Subcatchment2aS: Post -Development- Runoff Area=5.760 ac 0.00% Impervious Runoff Depth=1.22"
Tc=6.4 min CN=58 Runoff=11.55 cfs 0.588 of
Subcatchment2bS: Post -Development- Runoff Area=2.140 ac 0.00% Impervious Runoff Depth=1.22"
Tc=5.0 min CN=58 Runoff=4.47 cfs 0.218 of
Subcatchment2cS: Post -Development- Runoff Area=4.760 ac 0.00% Impervious Runoff Depth=1.22"
Tc=5.0 min CN=58 Runoff=9.94 cfs 0.486 of
Link 2L: Post-DevelopmentOutfall Inflow=39.35 cfs 8.681 of
Primary=39.35 cfs 8.681 of
Pond 2P: BMP #1 Peak Elev=636.85' Storage=172.485 cf Inflow=154.86 cfs 7.462 of
Outflow=18.04 cfs 7.390 of
Subcatchment2S: Post -Development- Runoff Area=25.150 ac 68.79% Impervious Runoff Depth=3.56"
Tc=5.0 min CN=86 Runoff=154.86 cfs 7.462 of
Total Runoff Area = 74.150 ac Runoff Volume = 12.461 of Average Runoff Depth = 2.02"
76.67% Pervious = 56.850 ac 23.33% Impervious = 17.300 ac

4386—Basin #1 Type 1124 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 17
Summary for Link 1 L: Pre -Development Outfall
Inflow Area = 36.340 ac, 0.00% Impervious, Inflow Depth = 1.22" for 10-yr/24-hr event
Inflow = 41.31 cfs @ 12.17 hrs, Volume= 3.707 of
Primary = 41.31 cfs @ 12.17 hrs, Volume= 3.707 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 1 L: Pre -Development Outfall
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
FF-Infl-o-w-i
❑ Primary

4386—Basin #1 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 1S: Pre -Development - Basin #1
Runoff = 41.31 cfs @ 12.17 hrs, Volume= 3.707 af, Depth= 1.22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Description
36.340 58 From Excel Spreadsheet
36.340 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.4 Direct Entry, SCS METHOD
Subcatchment 1S: Pre -Development - Basin #1
Hydrograph
❑Runoff
41.31 cfs
40
-Type II -24 -hr
338 6
4
-l0 yr/24-tr Itinfall� I�6"
i
32
11
T_ I
1
-4
�- -
Runoff 'Area=36.340
28 ;II
I -I
Rr�oflf Volume=3.707f
( 24
Runofffiepth=1.22
022-Tc=21EZi
18
I- -�
I-
-I I- 14 CM= $
16
14
I
�1 --t
i_ 1
1 _+I� + I I _+I�
12
18
—
-
T
a T
6
4
1 4
I - E- �-- I --� 1 4 1-�
10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386—Basin #1 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2aS: Post -Development - Basin #1 - Bypass A
Runoff = 11.55 cfs @ 11.99 hrs, Volume= 0.588 af, Depth= 1.22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Description
5.760 58 Woods/grass comb., Good, HSG B
5.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.4 Direct Entry, SCS METHOD
Subcatchment 2aS: Post -Development - Basin #1 - Bypass A
Hydrograph
■ Runoff
12
11.55
cfs
—i L I T I
fiyp�
11
T t
r
X10 yn/2-firilnfll=5 �'rO"
10V
9 'I
T
I 7
T I 1
1 1-1
1 FIRupofjl• Area_.76Q arc
8
I
T
1 T
T 1 T
T
1 T �n° ol�ume O.58�8 �f
U 7
Runoff Depth =1 .22"
0 6 '
c-6.4
LL
5
GN* -5$
4
I_
T
1 T
TT
T
1 T TT T I T TT
3
TII
TI SIT
2/I
1
1T
1 1-1_T
I T T F I T I
10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386—Basin #1 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 2bS: Post -Development - Basin #1 - Bypass B
[49] Hint: Tc<2dt may require smaller dt
Runoff = 4.47 cfs @ 11.97 hrs, Volume= 0.218 af, Depth= 1.22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Description
2.140 58 Woods/grass comb., Good, HSG B
2.140 100.00% Pervious Area
Tc
min
5.0
5
4
3
w
3
0
LL
2
1
1
1 5 10 15 20 25 30 35 41 45 1 .1 65 70 7 :1 85 91 95 100 105 110 115 1211
Length Slope Velocity Capacity Description
(feet) (ft/ft) (ft/sec) (cfs)
Direct Entry, SCS METHOD
Subcatchment 2bS: Post -Development - Basin #1 - Bypass B
Hydrograph
❑ Runoff
Typ� Ii 24 -hr
4.47 cfs
10-yr/24-hr Rainfa11�=5I10111
Runoff Area=2.140 ac
Runoff Volume=0.18 of
Runoff Depth 1.22"
Tc=5.0 Mi In
1 1 1 1 1 1 1 tN=58
ki, I
❑ Runoff

4386—Basin #1 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 2cS: Post -Development - Basin #1 - Bypass C
[49] Hint: Tc<2dt may require smaller dt
Runoff = 9.94 cfs @ 11.97 hrs, Volume= 0.486 af, Depth= 1.22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Description
4.760 58 Woods/grass comb., Good, HSG B
4.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2cS: Post -Development - Basin #1 - Bypass C
Hydrograph
9.94 cfs 1 T -
Typ_ II 24 -hr _
9 I 10-yr/24-hr Rainfa11:65I1O1"
8 _ RunoffArea=��4.7, 60 ac
' L -i RLno�ff V�olurne7O.478P�f
0 6 /I 4 DepthRunoff c5�0.min
LL 5
4 ,1 1 dN=58
3;
2'I 1 T 1 T FI T _ 1 1
1'I I 1 1 1 1 1 1 1 1 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386—Basin #1 Type 1124 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 22
Summary for Link 2L: Post -Development Outfall
Inflow Area = 37.810 ac, 45.76% Impervious, Inflow Depth > 2.76" for 10-yr/24-hr event
Inflow = 39.35 cfs @ 12.00 hrs, Volume= 8.681 of
Primary = 39.35 cfs @ 12.00 hrs, Volume= 8.681 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 2L: Post -Development Outfall
Hydrograph
44
❑ Inflow
❑ Primary
42
40
39.35
cfs - E—I—I + Inflow Area=37.810 ac
38
fi fi fi
36
34
32-:
-�
30
28-
t- I -1
26=
�24
—
X171 t I—I t::IL
3 22
— — --I
° 20-
LL 18-
-
1 4 �_ I �
16-
14-
J�
1
12
1011
8-
7
6-
4-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 -Basin #1 Type 1124 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 23
Summary for Pond 2P: BMP #1
Inflow Area = 25.150 ac, 68.79% Impervious, Inflow Depth = 3.56" for 10-yr/24-hr event
Inflow = 154.86 cfs @ 11.95 hrs, Volume= 7.462 of
Outflow = 18.04 cfs @ 12.27 hrs, Volume= 7.390 af, Atten= 88%, Lag= 19.1 min
Primary = 18.04 cfs @ 12.27 hrs, Volume= 7.390 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 636.85' @ 12.27 hrs Surf.Area= 38,488 sf Storage= 172,485 cf
Plug -Flow detention time= 668.1 min calculated for 7.390 of (99% of inflow)
Center -of -Mass det. time= 662.0 min ( 1,461.7 - 799.7 )
Volume Invert Avail.Storage Storage Description
#1 631.50' 305,733 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
631.50 23,734 0 0
632.00 27,476 12,803 12,803
633.00 29,660 28,568 41,371
634.00 31,871 30,766 72,136
635.00 34,139 33,005 105,141
636.00 36,463 35,301 140,442
637.00 38,843 37,653 178,095
638.00 41,280 40,062 218,157
639.00 43,774 42,527 260,684
640.00 46,324 45,049 305,733
Device Routing Invert Outlet Devices
#1 Primary 626.00' 36.0" Round Culvert
L= 76.3' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 626.00'/625.24' S=0.0100'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 631.50' 3.0" Vert. Orifice C= 0.600
#3 Device 1 633.75' 1.6' long x 3.45' rise Sharp -Crested Rectangular Weir
2 End Contraction(s)
#4 Device 1 637.20' 5.0' long x 1.80' rise Sharp -Crested Rectangular Weir X 4.00
2 End Contraction(s)
Primary OutFlow Max=18.03 cfs @ 12.27 hrs HW=636.85' (Free Discharge)
't -=Culvert (Passes 18.03 cfs of 104.07 cfs potential flow)
2=Orifice (Orifice Controls 0.54 cfs @ 11.01 fps)
3=Sharp-Crested Rectangular Weir (Weir Controls 17.49 cfs @ 5.76 fps)
=Culvert
Rectangular Weir( Controls 0.00 cfs)

4386—Basin #1 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 24
i
U
is
20
10
Pond 2P: BMP #1
Hydrograph
I —F F— —F I Ie Inflow
154.86cfs ❑ Primary
I inilo�w IA%e-a=251.160 --
11
1 4-
I -Oelak Eie�--1636.8'
-I
I Soe-ad&1172,485-clf
�I L L
-L
-L I -L LI -L LI
-fI I 1
T
T )- - --
l l 1
- l r r - -I
t 1-I t F- -II
I
I I I 1 1
1 1 1
_ + _ i -
1 1 1 1 1 I I I I I
18.04 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386—Basin #1 Type 11 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 2S: Post -Development - Basin #1 - BMP #1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 154.86 cfs @ 11.95 hrs, Volume= 7.462 af, Depth= 3.56"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Description
17.300 98 Paved roads w/curbs & sewers, HSG B
7.850 61 >75% Grass cover, Good, HSG B
25.150 86 Weighted Average
7.850 31.21 % Pervious Area
17.300 68.79% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
❑ Runoff
Subcatchment 2S: Post -Development - Basin #1 - BMP #1
Hydrograph
170
160 _
150:
154.86 cfs
T
1 T pe III 24 -hr
140
40�yd2-4-hi-Fk4nf�*--5.1 V
130
120
_
T
T
_
T
T 1
T Rul npff r►rpa�2�5.150 ac
110
T
T
T
fi 1-1
_Rlux ofl Volume=7.462 of
w 100
Runoff Depth=3.56"
0 8°
LL
70
�-
T
T
-I 4- d -N686
60
50
_
II
II
T 11
1IIS
40
30
T
IT
TI
T IT TT T T
T
TT
T
TT fi
10
0
0
5 10 15 20
25 30 35
40 45 50
55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑ Runoff

4386 -Basin #1 Type 1124 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 26
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1 L: Pre-DevelopmentOutfall Inflow=106.00 cfs 8.557 of
Primary=106.00 cfs 8.557 of
Subcatchment1S: Pre -Development- Runoff Area=36.340 ac 0.00% Impervious Runoff Depth=2.83"
Tc=21.4 min CN=58 Runoff=106.00 cfs 8.557 of
Subcatchment2aS: Post -Development- Runoff Area=5.760 ac 0.00% Impervious Runoff Depth=2.83"
Tc=6.4 min CN=58 Runoff=27.98 cfs 1.356 of
Subcatchment2bS: Post -Development- Runoff Area=2.140 ac 0.00% Impervious Runoff Depth=2.83"
Tc=5.0 min CN=58 Runoff=10.86 cfs 0.504 of
Subcatchment2cS: Post -Development- Runoff Area=4.760 ac 0.00% Impervious Runoff Depth=2.83"
Tc=5.0 min CN=58 Runoff=24.15 cfs 1.121 of
Link 2L: Post-DevelopmentOutfall Inflow=173.42 cfs 15.365 of
Primary=173.42 cfs 15.365 of
Pond 2P: BMP #1 Peak Elev=638.69' Storage=247.391 cf Inflow=250.56 cfs 12.458 of
Outflow=113.84 cfs 12.384 of
Subcatchment2S: Post -Development- Runoff Area=25.150 ac 68.79% Impervious Runoff Depth=5.94"
Tc=5.0 min CN=86 Runoff=250.56 cfs 12.458 of
Total Runoff Area = 74.150 ac Runoff Volume = 23.996 of Average Runoff Depth = 3.88"
76.67% Pervious = 56.850 ac 23.33% Impervious = 17.300 ac

4386—Basin #1 Type 1124 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 27
Summary for Link 1 L: Pre -Development Outfall
Inflow Area = 36.340 ac, 0.00% Impervious, Inflow Depth = 2.83" for 100 -year event
Inflow = 106.00 cfs @ 12.15 hrs, Volume= 8.557 of
Primary = 106.00 cfs @ 12.15 hrs, Volume= 8.557 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 1 L: Pre -Development Outfall
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
FF-Infl-o-w-i
❑ Primary

4386–Basin #1 Type 1124 -hr 100 -year Rainfall= 7.60 "
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 1S: Pre -Development - Basin #1
Runoff = 106.00 cfs @ 12.15 hrs, Volume= 8.557 af, Depth= 2.83"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Description
36.340 58 From Excel Spreadsheet
36.340 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
21.4 Direct Entry, SCS METHOD
115
110
105
100
95
90
85
80
75
70
65
3 60
o 55
LL 50
45
40
35
30
25
20
15
10
106.00 cfs
Subcatchment 1S: Pre -Development - Basin #1
Hydrograph
F 7
I i � i
1= iT pe42�-hr
160-years-R�a_iMfa�H� 60"
Runoff ArOa=36-X40 ac
—I-�unoffNotume=8.557 of
Rulnoff Depth 2.83'
— Tc=21.4-min
_f G� N 5�8
-14-11-4 14-
4— I __
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑Runoff

4386—Basin #1 Type 1124 -hr 100 -year Rainfall= 7.60 "
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 2aS: Post -Development - Basin #1 - Bypass A
Runoff = 27.98 cfs @ 11.98 hrs, Volume= 1.356 af, Depth= 2.83"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Description
5.760 58 Woods/grass comb., Good, HSG B
5.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.4 Direct Entry, SCS METHOD
Subcatchment 2aS: Post -Development - Basin #1 - Bypass A
Hydrograph
--
30-
28--�
27.98
cfs
lI
-I-
TITII
[
26
-1
-hr
OO1y6ai-R!ainfa11=7.�V
24
22 -'
1
T I I
T 11
T
L O ffA e 5.76q arc
20 I
T
I T
TIT
T
I-�R"Gff..,, Volume=�1.�5"f
3 167=6.4
° 14
m i n
12
TI
IT
TIT
1 1-1
7
1 IT T M 6AIL58
10
T
I+
T
T T
8
6
i-
-I
_
TT
_ _
_
l l
_ _
1T
_ _ _ _ _ _ _
TT TI TTT
4
TT
_T
TT TI TTT
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Runoff

4386—Basin #1 Type 1124 -hr 100 -year Rainfall= 7.60 "
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 2bS: Post -Development - Basin #1 - Bypass B
[49] Hint: Tc<2dt may require smaller dt
Runoff = 10.86 cfs @ 11.96 hrs, Volume= 0.504 af, Depth= 2.83"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Description
2.140 58 Woods/grass comb., Good, HSG B
2.140 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2bS: Post -Development - Basin #1 - Bypass B
Hydrograph
12-'
❑Runoff
10.86 cfs
11
_ _ _ _ Type 11 24 -hr
100 y4af-Rainfall:i7.6O"
9
/
Runbff-Aeea=2.I4O ac -
8
�I
-� —1 rt Runoff Volume=0.504 of
7
0 6 'In-ff
Depth�2.183�'
Tc=5.a nmin
4
G�8
SIA 1 4-4
3
l r l l l 1—I l fi l rt 1—I
2/I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386—Basin #1 Type 1124 -hr 100 -year Rainfall= 7.60 "
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 2cS: Post -Development - Basin #1 - Bypass C
[49] Hint: Tc<2dt may require smaller dt
Runoff = 24.15 cfs @ 11.96 hrs, Volume= 1.121 af, Depth= 2.83"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Description
4.760 58 Woods/grass comb., Good, HSG B
4.760 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2cS: Post -Development - Basin #1 - Bypass C
Hydrograph
24.15 cfs ■Runoff
24
V
I
1 pe 11 -hr
22-
-100
-24
y4at-Rainfa11�7.60"
20-
1-1
+ I- -I-
HI- IRUnbff Area=4.760 ac
18
16'
l
R4n9ff Vplume=1.1-211-zlf
14
-
- - - - -
- - Depth=2. 311ting-ff
LL 12
_
T_�
c 50 n
10
dN-58
8-
6-
�I
1--t
H4 14 1--1
4
2'
I- 1-1
T 71--t 7 1-1
7 F7 T 1-1 7 71-1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386—Basin #1 Type 1124 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 32
Summary for Link 2L: Post -Development Outfall
Inflow Area = 37.810 ac, 45.76% Impervious, Inflow Depth > 4.88" for 100 -year event
Inflow = 173.42 cfs @ 12.01 hrs, Volume= 15.365 of
Primary = 173.42 cfs @ 12.01 hrs, Volume= 15.365 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 2L: Post -Development Outfall
11
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Hydrograph
190-
—
I
—
1II�
—
— -
❑Inflow
❑ Primary
180= 173.42 cfs
I
I
�nilOt I_4 e�=37I.8� 0�
160
150 /
140
-I--------I
_
130 /
120/
rI
�I-f
N 110
0100-/ :/-IS
�I�
Z
Z
0 90
LL 80 1
LI -t
LI
-1
J- 1
1 L
1 1
70-
60 /
I
I —I
7-
I-
50
40
30 /
11
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386 -Basin #1 Type 1124 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 33
Summary for Pond 2P: BMP #1
Inflow Area = 25.150 ac, 68.79% Impervious, Inflow Depth = 5.94" for 100 -year event
Inflow = 250.56 cfs @ 11.95 hrs, Volume= 12.458 of
Outflow = 113.84 cfs @ 12.06 hrs, Volume= 12.384 af, Atten= 55%, Lag= 6.3 min
Primary = 113.84 cfs @ 12.06 hrs, Volume= 12.384 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 638.69' @ 12.06 hrs Surf.Area= 42,994 sf Storage= 247,391 cf
Plug -Flow detention time= 435.2 min calculated for 12.384 of (99% of inflow)
Center -of -Mass det. time= 431.3 min ( 1,216.7 - 785.3 )
Volume Invert Avail.Storage Storage Description
#1 631.50' 305,733 cf Custom Stage Data (Prismatic)Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
631.50 23,734 0 0
632.00 27,476 12,803 12,803
633.00 29,660 28,568 41,371
634.00 31,871 30,766 72,136
635.00 34,139 33,005 105,141
636.00 36,463 35,301 140,442
637.00 38,843 37,653 178,095
638.00 41,280 40,062 218,157
639.00 43,774 42,527 260,684
640.00 46,324 45,049 305,733
Device Routing Invert Outlet Devices
#1 Primary 626.00' 36.0" Round Culvert
L= 76.3' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 626.00'/625.24' S=0.0100'/' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 631.50' 3.0" Vert. Orifice C= 0.600
#3 Device 1 633.75' 1.6' long x 3.45' rise Sharp -Crested Rectangular Weir
2 End Contraction(s)
#4 Device 1 637.20' 5.0' long x 1.80' rise Sharp -Crested Rectangular Weir X 4.00
2 End Contraction(s)
Primary OutFlow Max=113.75 cfs @ 12.06 hrs HW=638.67' (Free Discharge)
't -=Culvert (Inlet Controls 113.75 cfs @ 16.09 fps)
2=Orifice (Passes < 0.63 cfs potential flow)
3=Sharp-Crested Rectangular Weir (Passes < 27.17 cfs potential flow)
=Culvert
Rectangular Weir (Passes < 109.63 cfs potential flow)

4386—Basin #1 Type 1124 -hr 100 -year Rainfall= 7.60 "
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 34
Pond 2P: BMP #1
Hydrograph
280 /
260
� �
250.56 cfS
� �
�
� � � � � � � �
T
i-loArea=25.1_0
■Inflow
❑ Prlmary
w a�
240_
TT
T
T
f T -ef ak� Elegy=638 G�
220-'
200-�
Storage=247,39'-cff
180
n 160
f
�
3 140-
0
E: 120
113.84
cfs
__ F
100-
80 '
1- 4
1 T
�- 1-1
-I- 1-1 -I 1-1 T �— 14 T
60-�
T
I f
T
f f f f f T
40- /
-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386—Basin #1 Type 1124 -hr 100 -year Rainfall= 7.60 "
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 35
Summary for Subcatchment 2S: Post -Development - Basin #1 - BMP #1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 250.56 cfs @ 11.95 hrs, Volume= 12.458 af, Depth= 5.94"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Description
17.300 98 Paved roads w/curbs & sewers, HSG B
7.850 61 >75% Grass cover, Good, HSG B
25.150 86 Weighted Average
7.850 31.21 % Pervious Area
17.300 68.79% Impervious Area
Tc Length Slope Velocity Capacity Description
min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, SCS METHOD
Subcatchment 2S: Post -Development - Basin #1 - BMP #1
Hydrograph
280ZI7 T T T
260 250.56 cfs — -�- — �-
240 T' Pe 11-2- -hr
220 T T T T 10d -yea _ka_ihfi_11:�7.160"
200 T I T RungffArPar-2_5.159 aP
180 T T Ttulna�ff�Va�n�=12.58f
U 160 Runoff Depth= -&W
3 140
Tc --5 0
LL 120 T IN6
100 �Q+��
80
60
40
20
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑Runoff

1S (2S
Pre -Development - Post- Dew h lopment
Bas n #2 Bas n #2
1L 2L
Pre -Development Outfall Post -Development
Outfall
�Subca� Reach Pon Lln k

4386 Basin #2
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
9.050 57 From Excel Spreadsheet (1 S, 2S)
9.050 57 TOTAL AREA

4386 Basin #2
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000
HSG A
0.000
HSG B
0.000
HSG C
0.000
HSG D
9.050
Other 1 S, 2S
9.050
TOTAL AREA

4386 Basin #2
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.000 0.000 0.000 9.050 9.050 From Excel Spreadsheet IIS, 2S
0.000 0.000 0.000 0.000 9.050 9.050 TOTAL AREA

4386—Basin #2 Type 1124 -hr 1-yr/24-hrRainfal1=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 5
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1 L: Pre-DevelopmentOutfall
Inflow=0.61 cfs 0.091 of
Primary=0.61 cfs 0.091 of
Subcatchment1S: Pre -Development- Basin Runoff Area=5.050 ac 0.00% Impervious Runoff Depth=0.22"
Tc=11.3 min CN=57 Runoff=0.61 cfs 0.091 of
Link 2L: Post-DevelopmentOutfall Inflow=0.53 cfs 0.072 of
Primary=0.53 cfs 0.072 of
Subcatchment2S: Post -Development- Runoff Area=4.000 ac 0.00% Impervious Runoff Depth=0.22"
Tc=9.8 min CN=57 Runoff=0.53 cfs 0.072 of
Total Runoff Area = 9.050 ac Runoff Volume = 0.163 of Average Runoff Depth = 0.22"
100.00% Pervious = 9.050 ac 0.00% Impervious = 0.000 ac

4386—Basin #2 Type 1124 -hr 1-yr/24-hrRainfal1=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 6
Summary for Link 1 L: Pre -Development Outfall
Inflow Area = 5.050 ac, 0.00% Impervious, Inflow Depth = 0.22" for 1-yr/24-hr event
Inflow = 0.61 cfs @ 12.10 hrs, Volume= 0.091 of
Primary = 0.61 cfs @ 12.10 hrs, Volume= 0.091 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
0.65
0.6
0.55
0.5
0.45
0.4
N
U
0.35
3
ia: 0.3
0.25
0.2
0.15
0.1
0.05
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Link 1 L: Pre -Development Outfall
Hydrograph
❑ Inflow
❑ Primary

4386—Basin #2 Type 1124 -hr 1-yr/24-hr Rainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: Pre -Development - Basin #2
Runoff = 0.61 cfs @ 12.10 hrs, Volume= 0.091 af, Depth= 0.22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
5.050 57 From Excel Spreadsheet
5.050 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry, SCS METHOD
w
U
3
0
LL
0.55
0.5
0.45-
0.4
0.35
0.3
0.25
0.2-
0.15
0.1-
0.05-
5
.10.05
0.61 cfs
5 10 15
Subcatchment 1S: Pre -Development - Basin #2
Hydrograph
J � � � i � — ❑Runoff
-1 fiI- i��1124-hr
i _I I I I I I I I� _y�r-/�4�hrl_Rraai�fa�ll�2�a�•
1 I R-Onoffl-Area="50 a -c
-T F Runoff-Volume=lG.991 of
Ru ff depth- Z"
7 7L
Tc=11.3 min
fiI I t I __� �-6N157
+ I I _- �_ I__� 4- 1 1 1 I
TI _1 _T FI -1T' I_f FI IT
25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386—Basin #2 Type 1124 -hr 1-yr/24-hrRainfal1=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 8
Summary for Link 2L: Post -Development Outfall
Inflow Area = 4.000 ac, 0.00% Impervious, Inflow Depth = 0.22" for 1-yr/24-hr event
Inflow = 0.53 cfs @ 12.07 hrs, Volume= 0.072 of
Primary = 0.53 cfs @ 12.07 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
0.55
0.5
0.45
0.4
0.35
N
U
0.3
3
0
LL 0.25
0.2
0.15
0.1
0.05
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Link 2L: Post -Development Outfall
Hydrograph
FF-Infl-o-w-i
❑ Primary

4386—Basin #2 Type 1124 -hr 1-yr/24-hrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: Post -Development - Basin #2
Runoff = 0.53 cfs @ 12.07 hrs, Volume= 0.072 af, Depth= 0.22"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1-yr/24-hr Rainfall=2.90"
Area (ac) CN Description
4.000 57 From Excel Spreadsheet
4.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.8 Direct Entry, SCS METHOD
Subcatchment 2S: Post -Development - Basin #2
Hydrograph
0.55 1 0.53 cfs
0.5- Type 1124 -hr
0.45-
1-yr/24-hr Rai nfal l=2.90"
0.4 - Runoff Area=4.000 ac
0.35- Runoff Volume=0.072 of
0.3 Runoff Depth=0.22"
3
M 0.25 Tc=9.8 m i n
0.2- j CN=57
30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑ Runoff

4386—Basin #2 Type 1l 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 10
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1 L: Pre-DevelopmentOutfall
Inflow=7.69 cfs 0.487 of
Primary=7.69 cfs 0.487 of
Subcatchment1S: Pre -Development- Basin Runoff Area=5.050 ac 0.00% Impervious Runoff Depth=1.16"
Tc=11.3 min CN=57 Runoff=7.69 cfs 0.487 of
Link 2L: Post-DevelopmentOutfall Inflow=6.44 cfs 0.386 of
Primary=6.44 cfs 0.386 of
Subcatchment2S: Post -Development- Runoff Area=4.000 ac 0.00% Impervious Runoff Depth=1.16"
Tc=9.8 min CN=57 Runoff=6.44 cfs 0.386 of
Total Runoff Area = 9.050 ac Runoff Volume = 0.873 of Average Runoff Depth = 1.16"
100.00% Pervious = 9.050 ac 0.00% Impervious = 0.000 ac

4386—Basin #2 Type 1124 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 11
Summary for Link 1 L: Pre -Development Outfall
Inflow Area = 5.050 ac, 0.00% Impervious, Inflow Depth= 1.16" for 10-yr/24-hr event
Inflow = 7.69 cfs @ 12.05 hrs, Volume= 0.487 of
Primary = 7.69 cfs @ 12.05 hrs, Volume= 0.487 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 1 L: Pre -Development Outfall
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
FF-Infl-o-w-11
❑ Primary

4386—Basin #2 Type // 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 1 S: Pre -Development - Basin #2
Runoff = 7.69 cfs @ 12.05 hrs, Volume= 0.487 af, Depth= 1.16"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Description
5.050 57 From Excel Spreadsheet
5.050 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry, SCS METHOD
8
7
6-
5
N
0 4
ILL3
2
1
1
1 5 10 15 20 25 30 35 41 45 50 55 .1 65 70 75 81 85 91 95 100 105 110 115 124
Time (hours)
Subcatchment 1S: Pre -Development - Basin #2
Hydrograph
❑ Runoff
7.69 cfs
Type II 24 -hr
10-yr/24-hr Rainfall=5.10"
Runoff Area=5.050 ac
Runoff Volume=0.487 of
Runoff Depth=1.16"
Tc=11.3 min
CN=57
❑ Runoff

4386—Basin #2 Type 1124 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 13
Summary for Link 2L: Post -Development Outfall
Inflow Area = 4.000 ac, 0.00% Impervious, Inflow Depth= 1.16" for 10-yr/24-hr event
Inflow = 6.44 cfs @ 12.03 hrs, Volume= 0.386 of
Primary = 6.44 cfs @ 12.03 hrs, Volume= 0.386 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 2L: Post -Development Outfall
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
® Inflow
❑ Primary

4386—Basin #2 Type // 24 -hr 10-yr/24-hr Rainfall=5.10"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 2S: Post -Development - Basin #2
Runoff = 6.44 cfs @ 12.03 hrs, Volume= 0.386 af, Depth= 1.16"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10-yr/24-hr Rainfall=5.10"
Area (ac) CN Description
4.000 57 From Excel Spreadsheet
4.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.8 Direct Entry, SCS METHOD
7 6.44 cfs
6
5-
4
3
0
LL 3-
2
1
Subcatchment 2S: Post -Development - Basin #2
Hydrograph
Type II 24 -hr
10-yr/24-hr Rainfall=5.10"
Runoff Area=4.000 ac
Runoff Volume=0.386 of
Runoff Depth=1.16"
Tc=9.8 min
CN=57
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑ Runoff

4386—Basin #2 Type 1124 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 15
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1 L: Pre-DevelopmentOutfall
Inflow=19.64 cfs 1.145 of
Primary=19.64 cfs 1.145 of
Subcatchment1S: Pre -Development- Basin Runoff Area=5.050 ac 0.00% Impervious Runoff Depth=2.72"
Tc=11.3 min CN=57 Runoff=19.64 cfs 1.145 of
Link 2L: Post-DevelopmentOutfall Inflow=16.38 cfs 0.907 of
Primary=16.38 cfs 0.907 of
Subcatchment2S: Post -Development- Runoff Area=4.000 ac 0.00% Impervious Runoff Depth=2.72"
Tc=9.8 min CN=57 Runoff=16.38 cfs 0.907 of
Total Runoff Area = 9.050 ac Runoff Volume = 2.052 of Average Runoff Depth = 2.72"
100.00% Pervious = 9.050 ac 0.00% Impervious = 0.000 ac

4386—Basin #2 Type 1124 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 16
Summary for Link 1 L: Pre -Development Outfall
Inflow Area = 5.050 ac, 0.00% Impervious, Inflow Depth = 2.72" for 100 -year event
Inflow = 19.64 cfs @ 12.04 hrs, Volume= 1.145 of
Primary = 19.64 cfs @ 12.04 hrs, Volume= 1.145 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
211 1 19.64 cfs
19-
18
17
16
15
14
13
12
3 11-
c 10-
LL 9-
7
Link 1 L: Pre -Development Outfall
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Hydrograph
-
Inflow
[I Primary
Inflow
Area=5.050
ac
�-
-4-
1
_t4
1+1-1
4
-4
1_ti-1
1+
4
_t
I I I
4 1
1:1
:EIII117EI_T
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386—Basin #2 Type 1124 -hr 100 -year Rainfall= 7.60 "
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 1S: Pre -Development - Basin #2
Runoff = 19.64 cfs @ 12.04 hrs, Volume= 1.145 af, Depth= 2.72"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Description
5.050 57 From Excel Spreadsheet
5.050 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.3 Direct Entry, SCS METHOD
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■Runoff
Subcatchment 1S: Pre -Development - Basin #2
Hydrograph
21
20
19
cfs
+k
-1-A+-
I4-I--�+��II�22"'r
19.64
17 .
=
-
-
- -
-
a Rlai�fa�ll 7. '
15
—
_I
l =1 —
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14 '
13
R
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12
11I
4
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210
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LL
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3
2
+
1-1
4
+
1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■Runoff

4386—Basin #2 Type 1124 -hr 100 -year Rainfall=7.60"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 18
Summary for Link 2L: Post -Development Outfall
Inflow Area = 4.000 ac, 0.00% Impervious, Inflow Depth = 2.72" for 100 -year event
Inflow = 16.38 cfs @ 12.02 hrs, Volume= 0.907 of
Primary = 16.38 cfs @ 12.02 hrs, Volume= 0.907 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
1
1
1
1
1
1
1
1
w 1
U
3
0
LL
Link 2L: Post -Development Outfall
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑ Inflow
❑ Primary

4386—Basin #2 Type 1124 -hr 100 -year Rainfall= 7.60 "
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 2S: Post -Development - Basin #2
Runoff = 16.38 cfs @ 12.02 hrs, Volume= 0.907 af, Depth= 2.72"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -year Rainfall=7.60"
Area (ac) CN Description
4.000 57 From Excel Spreadsheet
4.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.8 Direct Entry, SCS METHOD
Subcatchment 2S: Post -Development - Basin #2
Hydrograph
18-
17
16
16.38
cfs
Type 11 24 -hr
160i year-Rainfal11=7.6W
14-:
13
i
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12
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� 1-
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71
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10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Runoff

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Hydrologic Soil Group-Cabarrus County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group- Summary by Map Unit - Cabarrus County, North Carolina (NCO25)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
AaB
Altavista sandy loam, 2
C
3.6
0.1%
to 6 percent slopes,
rarely flooded
CcB2
Cecil sandy clay loam, 2
B
630.8
24.0%
to 8 percent slopes,
moderately eroded
CcD2
Cecil sandy clay loam, 8
B
250.4
9.5%
to 15 percent slopes,
moderately eroded
ChA
Chewacla sandy loam, 0
B/D
165.4
6.3%
to 2 percent slopes,
frequently flooded
CoB
Coronaca clay loam, 2 to
B
94.8
3.6%
8 percent slopes
CoD
Coronaca clay loam, 8 to
B
18.2
0.7%
15 percent slopes
CuB2
Cullen clay loam, 2 to 8
B
435.4
16.6%
percent slopes,
moderately eroded
CuD2
Cullen clay loam, 8 to 15
B
243.2
9.3%
percent slopes,
moderately eroded
EnB
Enon sandy loam, 2 to 8
C
16.0
0.6%
percent slopes
EnD
Enon sandy loam, 8 to 15
C
73.0
2.8%
percent slopes
IdB
Iredell loam, 2 to 6
C/D
27.5
1.0%
percent slopes
MeB
Mecklenburg loam, 2 to 8
C
20.7
0.8%
percent slopes
MeD
Mecklenburg loam, 8 to
C
16.1
0.6%
15 percent slopes
PaF
Pacolet sandy loam, 15
B
25.3
1.0%
to 35 percent slopes
PoB
Poindexter loam, 2 to 8
C
73.7
2.8%
percent slopes
PoD
Poindexter loam, 8 to 15
C
127.2
4.8%
percent slopes
PoF
Poindexter loam, 15 to
C
69.1
2.6%
45 percent slopes
Ud
Udorthents, loamy
C
321.6
12.2%
W
Water
13.5
0.5%
Totals for Area of Interest
2,625.4
100.0%
USDA Natural Resources Web Soil Survey 8/18/2016
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cabarrus County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 8/18/2016
Conservation Service National Cooperative Soil Survey Page 4 of 4

STORM DRAINAGE ANALYSIS

STORM SCHEDULE
STORM NETWORK'EC' -
FOR EROSION CONTROL PHASE ONLY
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCTURE
SIZE (IN.)
MATERIAL
LENGTH (FT.)
SLOPE (FT/FT)
UPSTREAM INVERT
ELEVATION (FT)
DOWNSTREAM INVERT
ELEVATION (FT)
UPSTREAM RIM
ELEVATION (FT)
CI -EC -13A
CI -EC -13
15
RCP
36
0.0061
639.20
638.98
642.65
CI -EC -13
CI -EC -12
24
RCP
184
0.0097
638.28
636.50
642.65
CI -EC -12D
CI -EC -12C
15
RCP
36
0.0100
639.00
638.64
644.60
CI -EC -12C
YI-EC-12B
30
RCP
32
0.0108
637.24
636.90
644.60
YI-EC-12B
CI -EC -12A
36
RCP
31
0.0100
636.40
636.09
642.50
CI -EC -12A
CI -EC -12
36
RCP
36
0.0108
635.89
635.50
645.31
CI -EC -12
CI -EC -11
42
RCP
142
0.0127
635.50
633.70
645.31
CI -EC -11
MH -EC -10
48
RCP
35
0.0058
633.20
633.00
648.16
MH -EC -10
MH -EC -9
48
RCP
51
0.0078
632.80
632.40
648.01
MH -EC -9
HW -EC -8
48
RCP
22
0.0090
632.20
632.00
641.12
Yl -EC -7B
CI -EC -7
15
RCP
27
0.0075
641.00
640.80
644.50
CI -EC -7A
CI -EC -7
15
RCP
36
0.0100
640.96
640.60
645.91
CI -EC -7
CI -EC -6
36
RCP
66
0.0100
638.85
638.19
645.91
CI -EC -6
MH -EC -S
36
RCP
37
0.0103
638.00
637.62
646.90
MH -EC -5
HW -EC -4
36
RCP
35
0.0101
632.35
632.00
644.23
OCS-EC-3
MH -EC -2
36
RCP
46
0.0100
626.00
625.54
639.33
MH -EC -2
HW -EC -1
36
RCP
30
0.0132
619.40
619.00
639.50

STORM CALCULATIONS - 10 -YEAR STORM EVENT
....-EA
NVER7( 'T�

SLAB TYPE CATCH BASINS AND DROP INLETS
AFTON RIDGE INDUSTRIAL
CJS PROJECT NO.: 4386.04
DATE: 4/21/2017 BY: tp,•a`
REVISED: RVW: icc
25 Year Intensity (i) = 8.00 in/hr
Runoff Coefficient = 0.6
Time of Concentration= 5 min.
SLAB TYPE CATCH BASIN
Charlotte
Raleigh
+ColeJenest Wilmington
& Stone
Land Planning + Landscape Architecture + Civil Engineering + Urban Design
Weir
Drainage Flow to Inlet Pipe Outlet Pipe Weir Capacity Number of Number of
Yard Inlet Area (acres) Inlet (cfs) Size (in) Size (in) Length (ft) (cfs) Open Sides (width) Open Sides (span)
YI-EC-12B 1 1.57 1 6.16 1 30.00 1 36.00 1 0.42 1 0.122 1 0.42 1 4.00
YI-EC-7B 1 1.36 1 5.34 1 N/A 1 15.00 1 0.38 1 0.092 1 0.38 1 4.00

STAGE I EROSION CONTROL

SEDIMENT BASIN CALCULATIONS
CARRINGDON 4 �k q e
CJS PROJECT NO.: 4386 C IeJenest u kp—
DATE: 06.22.16 BY: FDD & Saone
REVISED: 171 RVW: DSM and Planning. UWpe ArchiWaure. Civil Enginmring. urban Design
FA/RCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER #
DRAINAGE AREAS/REQD STORAGE
Total drainage area (TDA) 14.9 ac
Disturbed area(DA) 14.9 ac
R d sediment storage 1800xDA 11 26748 cf
BASIN CONFIGURATION
Elev. Area SF Cumulative Volume C
Proposed sediment depth
6 ft
Depth of flow over spillway
1 ft
Bottom elevation of basin
627 msl
Skimmer Invert elevation
628 msl
Sediment Storage elevation
633 msl
Spillway crest
633 msl
Top of Berm
635 msl
1 (STAGE 1)
APPROXIMATE BASIN DIMENSIONS
Length(ft) Width(ft)
Bottom 235 75
Top 330 140
PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN)
Elev. Area SF Cumulative Volume C
627
1539
0
628
2005
1772
629
2527
4038
630
3107
6855
631
15352
16085
632
27476
37499
633
29660
66067
634
31871
96832
635
34139
129837
636
36463
165138
BASIN EFFICIENCY
SK/MMERIOR/F/CE DESIGN
Sediment storage required:
26748
cf
Sediment storage provided:
64295
cf OKAY
Surface area required.,
21775
sf
Surface areaprovided:
29660
sf OKAY
SKIMMER DESIGN TABLE
SK/MMERIOR/F/CE DESIGN
FBasin # 1
Total Required Sediment Storage:
Skimmer Size:
# Of Skimmers:
Required Volume
26748 cf
4 in.
1
Basin # 1
Total Provided Sediment Storage:
Skimmer Size:
# Of Skimmers:
Provided Volume
64,295 cf
4 in.
1
Draw Down Time (Days)
Flow Rate ft^3/da
Required Orifice Diameter (in.)
CF drained
Draw Down Time (Days) Flow Rate ftA3/day)
Required Orifice Diameter (in.)
2
3202.00
3.26
960
2 3202.00
5.06
3
4803.00
2.66
3456
3 4803.00
4.13
4
6404.00
2.31
3202
4 6404.00
3.58
5
8005.00
2.06
60327
5 8005.00
3.20
Orifice Size =
6912
3.25 in.
3840
Orifice Size =
3.25 in.
4 days
SKIMMER CONNECTION PIPE LENGTH =
7.5 FT.
12096
7 days
*Calculations reflect J.W. Faircloth $ Son, Inc. faircloth skimmer technical sizing instructions.
SKIMMER DESIGN TABLE
CF drained
Drawdown
Factor
CF drained
Drawdown
Factor
1.5' Skimmer
1728
1 day
960
4" Skimmer
20109
1 day
1601
3456
2 days
1920
40218
2 days
3202
5184
3 days
2880
60327
3 days
4803
6912
4 days
3840
80436
4 days
6404
12096
7 days
6720
140763
7 days
11207
2" Skimmer
3283
1 day
1123
5' Skimmer
32832
1 day
1642
6566
2 days
2246
65664
2 days
3283
9849
3 days
3369
98496
3 days
4926
13132
4 days
4492
131328
4 days
6568
22981
7 days
7861
229824
7 days
11491
2.5" Skimmer
6234
1 day
1270
6" Skimmer
51840
1 day
1814
12468
2 days
2540
103680
2 days
3628
18702
3 days
3810
155520
3 days
5442
24936
4 days
5080
207360
4 days
7256
43638
7 days
8890
362880
7 days
12701
3" Skimmer
9744
1 day
1382
8" Skimmer
97978
1 day
1987
19548
2 days
2765
195956
2 days
3974
29322
3 days
4146
293934
3 days
5961
39096
4 days
5528
391912
4 days
7948
68418
7 days
9677
658846
7 days
13909
This table contains maximum drainage
volumes for a given Skimmer size and
drawdown period.
The orifice area is calculated by
dividing the Provided storage volume
by the corresponding Factor. The
factors are taken from the table and
were generated assuming a constant
head.
The diameter of the orifice is
calculated by: (2*(4(Area/3.14))

SEDIMENT BASIN CALCULATIONS
CARRINGDON 41 �k e
CJS PROJECT NO.: 4386 C IeJenest
DATE: 06.22.16 BY: FDD & Saone
REVISED: 171 RVW: DSM and Planning * UWpe ArchiWaure. Gull Enginmring. Urban Design
FA/RCLOTH SKIMMER TYPE BASIN DESIGN WITHOUT RISER #
DRAINAGE AREAS/REQ'D STORAGE
Total drainage area (TDA) 1.6 ac
Disturbed area(DA) 1.6 ac
R d sediment storage 1800xDA 11 2826 cf
BASIN CONFIGURATION
(REFER TO EROSION CONTROL PLAN)
Proposed sediment depth
3 ft
Depth of flow over spillway
1 ft
Bottom elevation of basin
618 msl
Skimmer Invert elevation
619 ms/
Sediment Storage elevation
621 msl
Spillway crest
621 msl
Top of Berm
623 msl
SPILLWAY DESIGN
(REFER TO EROSION CONTROL PLAN)
DESIGN FLOW Q=CIA
Cumulative Volume(Co__
Composite soil coefficient 'C'=
0.6
Area i4'=
1.6 ac
10 yr. storm rainfall intensity, T=
7.54 in/hr
Computed flow from site, 'Q'=
7.0 cfs
SPILLWAY SIZE L=QI C*hA1.5
#VALUEI
given C= 3.0 and
S i"wa len th flow de th =
h= 1.00
10 ft
2 (STAGE II)
APPROXIMATE BASIN DIMENSIONS
Length(ft) Width(ft)
Bottom 55 20
Top 150 40
PLANNED BASIN SIZE
(REFER TO EROSION CONTROL PLAN)
Elev. Area SF
Cumulative Volume(Co__
618 1076
0
619 3213
2145
620 5405
6454
621 6506
12409
X X
#VALUEI
X X
#VALUEI
X X
#VALUEI
X X
#VALUEI
X X
#VALUEI
X X
#VALUE!
BASIN EFFICIENCY
Sediment storage required., 2826 cf
Sediment storage provided: 10265 cf OKAY
Surface area required: 2275 sf
Surface area provided., 6506 sf OKAY
SKIMMER DESIGN TABLE
SKIMMERIORIFICE DESIGN
in # 2
lRequired Sediment Storage:
mmer Size:
F
# Of Skimmers:
Required Volume
2826 cf
2.5 in.
1
Basin # 2
Total Provided Sediment Storage:
Skimmer Size:
# Of Skimmers:
Provided Volume
10,265 cf
2.5 in.
1
Draw Down Time (Days)
Flow Rate ftA3/da
Required Orifice Diameter (in.)
CF drained
Draw Down Time (Days) Flow Rate ftA3/day)
Required Orifice Diameter (in.)
2
2540.00
1.19
960
2 2540.00
2.27
3
3810.00
0.97
3456
3 3810.00
1.85
4
5080.00
0.84
3202
4 5080.00
1.60
5
6350.00
0.75
60327
5 6350.00
1.43
Orifice Size =
6912
1.50 in.
3840
Orifice Size =
1.50 in.
4 days
SKIMMER CONNECTION PIPE LENGTH =
5 FT.
12096
7 days
*Calculations reflect J. W. Fairc/oth & Son, Inc. fairc/oth skimmer technical sizing instructions.
SKIMMER DESIGN TABLE
CF drained
Drawdown
Factor
CF drained
Drawdown
Factor
1.5" Skimmer
1728
1 day
960
4" Skimmer
20109
1 day
1601
3456
2 days
1920
40218
2 days
3202
5184
3 days
2880
60327
3 days
4803
6912
4 days
3840
80436
4 days
6404
12096
7 days
6720
140763
7 days
11207
2" Skimmer
3283
1 day
1123
5" Skimmer
32832
1 day
1642
6566
2 days
2246
65664
2 days
3283
9849
3 days
3369
98496
3 days
4926
13132
4 days
4492
131328
4 days
6568
22981
7 days
7861
229824
7 days
11491
2.5" Skimmer
6234
1 day
1270
6" Skimmer
51840
1 day
1814
12468
2 days
2540
103680
2 days
3628
18702
3 days
3810
155520
3 days
5442
24936
4 days
5080
207360
4 days
7256
43638
7 days
8890
362880
7 days
12701
3" Skimmer
9744
1 day
1382
8" Skimmer
97978
1 day
1987
19548
2 days
2765
195956
2 days
3974
29322
3 days
4146
293934
3 days
5961
39096
4 days
5528
391912
4 days
7948
68418
7 days
9677
658846
7 days
13909
This table contains maximum drainage
volumes for a given Skimmer size and
drawdown period.
The orifice area is calculated by
dividing the Provided storage volume
by the corresponding Factor. The
factors are taken from the table and
were generated assuming a constant
head.
The diameter of the orifice is
calculated by: (2*(4(Area/3.14))

STAGE II EROSION CONTROL

SEDIMENT BASIN CALCULATIONS
CARRINGDON 4 �k q e
CJS PROJECT NO.: 4386 C IeJenest u kp—
DATE: 06.22.16 BY: FDD & Saone
REVISED: 171 RVW: DSM and Planning. UWpe ArchiWaure. Civil Enginmring. Urban Design
FA/RCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER #
DRAINAGE AREAS/REQ'D STORAGE
Total drainage area (TDA) 20.2 ac
Disturbed area(DA) 20.2 ac
R d sediment storage 1800xDA 11 36360 cf
BASIN CONFIGURATION
Elev. Area SF Cumulative Volume C
Proposed sediment depth
6 ft
Depth of flow over spillway
1 ft
Bottom elevation of basin
627 msl
Skimmer Invert elevation
628 msl
Sediment Storage elevation
633 msl
Spillway crest
633 msl
Top of Berm
635 msl
1 (STAGE II)
APPROXIMATE BASIN DIMENSIONS
Length(ft) Width(ft)
Bottom 235 75
Top 330 140
PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN)
Elev. Area SF Cumulative Volume C
627
1539
0
628
2005
1772
629
2527
4038
630
3107
6855
631
15352
16085
632
27476
37499
633
29660
66067
634
31871
96832
635
34139
129837
636
36463
165138
BASIN EFFICIENCY
SK/MMER/OR/F/CE DESIGN
Sediment storage required:
36360
cf
Sediment storage provided:
64295
cf OKAY
Surface area required.,
29575
sf
Surface areaprovided:
29660
sf OKAY
SKIMMER DESIGN TABLE
SK/MMER/OR/F/CE DESIGN
Fin # 1
al Required Sediment Storage:
er Size:
# Of Skimmers:
Required Volume
36360 cf
4 in.
1
Basin # 1
Total Provided Sediment Storage:
Skimmer Size:
# Of Skimmers:
Provided Volume
64,295 cf
4 in.
1
Draw Down Time (Days)
Flow Rate ft^31da
Required Orifice Diameter (in.)
CF drained
Draw Down Time (Days) Flow Rate(ft-3/day)
Required Orifice Diameter (in.)
2
3202.00
3.80
960
2 3202.00
5.06
3
4803.00
3.10
3456
3 4803.00
4.13
4
6404.00
2.69
3202
4 6404.00
3.58
5
8005.00
2.40
60327
5 8005.00
3.20
Orifice Size =
6912
3.25 in.
3840
Orifice Size =
3.25 in.
4 days
SKIMMER CONNECTION PIPE LENGTH =
7.5 FT.
12096
7 days
*Calculations reflect J.W. Faircloth & Son, Inc. faircloth skimmer technical sizing instructions.
SKIMMER DESIGN TABLE
CF drained
Drawdown
Factor
CF drained
Drawdown
Factor
1.5' Skimmer
1728
1 day
960
4" Skimmer
20109
1 day
1601
3456
2 days
1920
40218
2 days
3202
5184
3 days
2880
60327
3 days
4803
6912
4 days
3840
80436
4 days
6404
12096
7 days
6720
140763
7 days
11207
2" Skimmer
3283
1 day
1123
5' Skimmer
32832
1 day
1642
6566
2 days
2246
65664
2 days
3283
9849
3 days
3369
98496
3 days
4926
13132
4 days
4492
131328
4 days
6568
22981
7 days
7861
229824
7 days
11491
2.5" Skimmer
6234
1 day
1270
6" Skimmer
51840
1 day
1814
12468
2 days
2540
103680
2 days
3628
18702
3 days
3810
155520
3 days
5442
24936
4 days
5080
207360
4 days
7256
43638
7 days
8890
362880
7 days
12701
3" Skimmer
9744
1 day
1382
8" Skimmer
97978
1 day
1987
19548
2 days
2765
195956
2 days
3974
29322
3 days
4146
293934
3 days
5961
39096
4 days
5528
391912
4 days
7948
68418
7 days
9677
658846
7 days
13909
This table contains maximum drainage
volumes for a given Skimmer size and
drawdown period.
The orifice area is calculated by
dividing the Provided storage volume
by the corresponding Factor. The
factors are taken from the table and
were generated assuming a constant
head.
The diameter of the orifice is
calculated by: (2*(q(Area/3.14))

SEDIMENT BASIN CALCULATIONS
CARRINGDON 41 �k e
CJS PROJECT NO.: 4386 C IeJenest
DATE: 06.22.16 BY: FDD & Saone
REVISED: 171 RVW: DSM and Planning * UWpe ArchiWaure. Gull Enginmring. Urban Design
FA/RCLOTH SKIMMER TYPE BASIN DESIGN WITHOUT RISER #
DRAINAGE AREAS/REQ'D STORAGE
Total drainage area (TDA) 3.5 ac
Disturbed area(DA) 3.5 ac
R d sediment storage 1800xDA 11 6300 cf
BASIN CONFIGURATION
Elev. Area SF Cumulative Volume(Co__
Proposed sediment depth
3 ft
Depth of flow over spillway
1 ft
Bottom elevation of basin
618 msl
Skimmer Invert elevation
619 ms/
Sediment Storage elevation
621 msl
Spillway crest
621 msl
Top of Berm
623 msl
SPILLWAY DESIGN
Elev. Area SF Cumulative Volume(Co__
DESIGN FLOW Q=CIA
1076 0
Composite soil coefficient 'C'=
0.6
Area i4'=
3.5 ac
10 yr. storm rainfall intensity, T=
7.54 in/hr
Computed flow from site, 'Q'=
16.0 cfs
SPILLWAY SIZE L=QI C*hA1.5
X #VALUEI
given C= 3.0 and
Sp "waylen th flow de th =
h= 1.00
10 ft
2 (STAGE II)
APPROXIMATE BASIN DIMENSIONS
Length(ft) Width(ft)
Bottom 55 20
Top 150 40
PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN)
Elev. Area SF Cumulative Volume(Co__
618
1076 0
619
3213 2145
620
5405 6454
621
6506 12409
X
X #VALUEI
X
X #VALUEI
X
X #VALUEI
X
X #VALUEI
X
X #VALUEI
X
X #VALUE!
BASIN EFFICIENCY
SKIMMERIORIFICE DESIGN
Sediment storage required.,
6300
cf
Sediment storage provided:
10265
cf OKAY
Surface area required:
5200
sf
Surface areaprovided:
6506
sf OKAY
SKIMMER DESIGN TABLE
SKIMMERIORIFICE DESIGN
in #2
lRequired Sediment Storage:
mmer Size:
F
# Of Skimmers:
Required Volume
6300 cf
2.5 in.
1
Basin # 2
Total Provided Sediment Storage:
Skimmer Size:
# Of Skimmers:
Provided Volume
10,265 cf
2.5 in.
1
Draw Down Time (Days)
Flow Rate ftA3/da
Required Orifice Diameter (in.)
CF drained
Draw Down Time (Days) Flow Rate(W3/day)
Required Orifice Diameter (in.)
2
2540.00
1.78
960
2 2540.00
2.27
3
3810.00
1.45
3456
3 3810.00
1.85
4
5080.00
1.26
3202
4 5080.00
1.60
5
6350.00
1.12
60327
5 6350.00
1.43
Orifice Size =
6912
1.50 in.
3840
Orifice Size =
1.50 in.
4 days
SKIMMER CONNECTION PIPE LENGTH =
5 FT.
12096
7 days
*Calculations reflect J. W. Fairc/oth & Son, Inc. fairc/oth skimmer technical sizing instructions.
SKIMMER DESIGN TABLE
CF drained
Drawdown
Factor
CF drained
Drawdown
Factor
1.5" Skimmer
1728
1 day
960
4" Skimmer
20109
1 day
1601
3456
2 days
1920
40218
2 days
3202
5184
3 days
2880
60327
3 days
4803
6912
4 days
3840
80436
4 days
6404
12096
7 days
6720
140763
7 days
11207
2" Skimmer
3283
1 day
1123
5" Skimmer
32832
1 day
1642
6566
2 days
2246
65664
2 days
3283
9849
3 days
3369
98496
3 days
4926
13132
4 days
4492
131328
4 days
6568
22981
7 days
7861
229824
7 days
11491
2.5" Skimmer
6234
1 day
1270
6" Skimmer
51840
1 day
1814
12468
2 days
2540
103680
2 days
3628
18702
3 days
3810
155520
3 days
5442
24936
4 days
5080
207360
4 days
7256
43638
7 days
8890
362880
7 days
12701
3" Skimmer
9744
1 day
1382
8" Skimmer
97978
1 day
1987
19548
2 days
2765
195956
2 days
3974
29322
3 days
4146
293934
3 days
5961
39096
4 days
5528
391912
4 days
7948
68418
7 days
9677
658846
7 days
13909
This table contains maximum drainage
volumes for a given Skimmer size and
drawdown period.
The orifice area is calculated by
dividing the Provided storage volume
by the corresponding Factor. The
factors are taken from the table and
were generated assuming a constant
head.
The diameter of the orifice is
calculated by: (2*(4(Area/3.14))

RIP -RAP OUTLET PROTECTION

STRUCTURE:
HW -EC -4 Appendices
Do 1 3.0'
W=1 27'
3Do= 1 9.0'
dso= F 9
Qtuty= 67.0 cfs
d.= F 13.5"
La 24'
t= 1 20.25"
30
��l
Outlet IW = Do + La 1
pipe
diameter (Da)
T ilwater < 0.5Do
90 - -1 ,+I.
i.i
80
f
Discharge (ft3/sec
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3
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Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3

STRUCTURE:
HW -EC -4 Appendices
Do 1 3.0'
W=1 27'
3Do= 1 9.0'
dso= F 9
Qtuty= 67.0 cfs
d.= F 13.5"
La 24'
t= 1 20.25"
30
��l
Outlet IW = Do + La 1
pipe
diameter (Da)
T ilwater < 0.5Do
90 - -1 ,+I.
i.i
80
f
Discharge (ft3/sec
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3
1
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ii1Y
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67.0 c1
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111
Discharge (ft3/sec
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3

STRUCTURE:
HW -EC -8 Appendices
Do 1 4.0'
W=1 36'
3Do= 1 12.0'
dso= F 12"
Qruty= 1 136.3 cfs
d.= F 18"
La 1 32'
t= 1 27"
30
��I
Outlet IW = Do + La
pipe 1
diameter (Da)
,,� T ilwater < 0.5Do
0
60
50
3 5 10 20 50 100 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3

CULVERT ANALYSIS:
DRAINAGE AREAS

TEMPORARY CULVERT BYPASS
PUMP DESIGN

1S
North Culvert #1
1L
North Culvert #1
South Culvert #2
Subcat Reach on Link
h Culvert #3
3L
/ypass Culvert #3
3S
Road Bypass Culvert #3

4386_culvertsizing
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(sq -ft) (subcatchment-numbers)
7,989,209
65
2 Acre Lots (1S)
5,880,600
60
Grassy wooded area (2S)
1,742,400
60
Large lot area (2S)
638,154
98
Paved area HSG B (1 S)
2,821
98
Paved roads w/curbs & sewers, HSG B (3S)
871,200
98
Paved/impervious area (2S)
4,467,644
60
Woods- fair (1 S)
148,867
65
Woods/grass comb., Fair, HSG B (3S)
21,740,895
65
TOTAL AREA

4386_culvertsizing
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(sq -ft) Group Numbers
0
HSG A
789,842
HSG B 1 S, 3S
0
HSG C
0
HSG D
20,951,053
Other 1 S, 2S
21,740,895
TOTAL AREA

4386_culvertsizing
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG -A HSG -B HSG -C HSG -D Other Total Ground
(sq -ft) (sq -ft) (sq -ft) (sq -ft) (sq -ft) (sq -ft) Cover
0 0
0
0
7,989,209
7,989,209
2 Acre Lots
0 0
0
0
5,880,600
5,880,600
Grassy wooded
area
0 0
0
0
1,742,400
1,742,400
Large lot area
0 638,154
0
0
0
638,154
Paved area
0 2,821
0
0
0
2,821
Paved roads
w/curbs & sewers
0 0
0
0
871,200
871,200
Paved/impervious
area
0 0
0
0
4,467,644
4,467,644
Woods- fair
0 148,867
0
0
0
148,867
Woods/grass
comb., Fair
0 789,842
0
0
20,951,053
21,740,895
TOTAL AREA

4386_culvertsizing Type 1124 -hr 1-yrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 5
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1L: North Culvert#1
Inflow=50.43 cfs 503,197 cf
Primary=50.43 cfs 503,197 cf
Subcatchment 1 S: North Culvert#1 RunoffArea=300.620 ac 4.87% Impervious Runoff Depth=0.46"
Flow Length=6,859' Tc=61.0 min CN=65 Runoff=50.43 cfs 503,197 cf
Link 2L: South Culvert#3
Inflow=48.93 cfs 301,374 cf
Primary=48.93 cfs 301,374 cf
Subcatchment2S: South Culvert #2 Runoff Area=195.000 ac 10.26% Impervious Runoff Depth=0.43"
Flow Length=4,393' Tc=28.7 min CN=64 Runoff=48.93 cfs 301,374 cf
Link 3L: Bypass Culvert #3
Inflow=2.01 cfs 6,294 cf
Primary=2.01 cfs 6,294 cf
Subcatchment3S: Road Bypass Culvert#3 RunoffArea=151,688 sf 1.86% Impervious Runoff Depth=0.50"
Flow Length=428' Tc=11.8 min CN=66 Runoff=2.01 cfs 6,294 cf
Total Runoff Area = 21,740,895 sf Runoff Volume = 810,865 cf Average Runoff Depth = 0.45"
93.04% Pervious = 20,228,720 sf 6.96% Impervious = 1,512,175 sf

4386_culvertsizing Type 1124 -hr 1-yrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 6
Summary for Link 1 L: North Culvert #1
Inflow Area = 13,095,007 sf, 4.87% Impervious, Inflow Depth = 0.46" for 1 -yr event
Inflow = 50.43 cfs @ 12.79 hrs, Volume= 503,197 cf
Primary = 50.43 cfs @ 12.79 hrs, Volume= 503,197 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 1 L: North Culvert #1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Fff-infl-o-w-i
❑ Primary

4386_culvertsizing Type 1124 -hr 1-yrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: North Culvert #1
Runoff = 50.43 cfs @ 12.79 hrs, Volume= 503,197 cf, Depth= 0.46"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -yr Rainfall=2.90"
Area (ac) CN Description
14.650 98 Paved area HSG B
183.407 65 2 Acre Lots
102.563 60 Woods- fair
300.620 65 Weighted Average
285.970 95.13% Pervious Area
14.650 4.87% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.4
100
0.0500
0.18
Sheet Flow, Sheet flow 100 ft
Grass: Dense n= 0.240 P2= 3.53"
44.6
2,726
0.0212
1.02
Shallow Concentrated Flow, Path to stream
Short Grass Pasture Kv= 7.0 fps
2.3
1,708
0.0480
12.22
183.24
Channel Flow, Roadside Ditch
Area= 15.0 sf Perim= 20.0' r= 0.75'
n= 0.022 Earth, clean & straight
4.7
2,325
0.0266
8.16
203.96
Channel Flow, STREAM
Area= 25.0 sf Perim= 16.0' r= 1.56'
n= 0.040 Windinq stream, pools & shoals
61.0 6,859 Total

4386_culvertsizing Type I/ 24 -hr 1 -yr Rainfall=2.90 "
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 8
Subcatchment 1S: North Culvert #1
Hydrograph
55
I —�
�— I �— I H - - I
Runoff
50.43
0
50-
cfs -C- r- — T- -t r- 1 —1 fi 1 � �
ype I1�24�I r
45 !
45--
01 1 1 1 1 11 -kyr Rain#ail�49d"
40
Rynpff AArea=300.�2Q a1c
35
N
-R n ff�-VIotume=503-W- f -
— — — — — — -Runoff Depth --0.46"
�e 30
3flow
Length=6,859'
6,859'
LL 2520+
I Tc=6" Min -
"
GN= 5 -
1 fi l rt I I t I-lei
15-
10
1 T F T
5-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_culvertsizing Type 1124 -hr 1-yrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 9
Summary for Link 2L: South Culvert #3
Inflow Area = 8,494,200 sf, 10.26% Impervious, Inflow Depth = 0.43" for 1 -yr event
Inflow = 48.93 cfs @ 12.30 hrs, Volume= 301,374 cf
Primary = 48.93 cfs @ 12.30 hrs, Volume= 301,374 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 2L: South Culvert #3
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Fff-infl-o-w-i
❑ Primary

4386_culvertsizing Type 1124 -hr 1 -yr Rainfall=2.90 "
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2S: South Culvert #2
Runoff = 48.93 cfs @ 12.30 hrs, Volume= 301,374 cf, Depth= 0.43"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -yr Rainfall=2.90"
Area (ac)
CN
Description
20.000
98
Paved/impervious area
135.000
60
Grassy wooded area
40.000
60
Large lot area
195.000
64
Weighted Average
175.000
89.74% Pervious Area
20.000
Smooth surfaces n= 0.011 P2= 3.53"
10.26% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.6
100
0.1000
2.75
Sheet Flow, sheet flow 100 ft
Smooth surfaces n= 0.011 P2= 3.53"
22.6
2,842
0.0900
2.10
Shallow Concentrated Flow, Path to stream
Short Grass Pasture Kv= 7.0 fps
5.5
1,451
0.0135
4.39
35.14 Channel Flow, stream
Area= 8.0 sf Perim= 12.0' r= 0.67'
n= 0.030 Stream, clean & straight
28.7 4,393 Total
Subcatchment 2S: South Culvert #2
Hydrograph
■ Runoff
48.93 cfs
40 L I L L
35-'� I
30
3 I
0 25-
2
20-'
15
10
-�yp�e 1L214� r
1 1 1 11 -fir Kt infall�=2190"
_L LRungff Area=195.000 ac
�Rroff Vollumee==�l 3714 cf
�unoff Depth=0.4�"
I- flow Length=4,393'
Tc=2" Min
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

4386_culvertsizing Type 1124 -hr 1-yrRainfall=2.90"
Prepared by Microsoft Printed 4/20/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 11
Summary for Link 3L: Bypass Culvert #3
Inflow Area = 151,688 sf, 1.86% Impervious, Inflow Depth = 0.50" for 1 -yr event
Inflow = 2.01 cfs @ 12.06 hrs, Volume= 6,294 cf
Primary = 2.01 cfs @ 12.06 hrs, Volume= 6,294 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 3L: Bypass Culvert #3
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Fff-infl-o-w-i
❑ Primary

4386_culvertsizing Type 1124 -hr 1 -yr Rainfall=2.90 "
Prepared by Microsoft Printed 4/20/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 3S: Road Bypass Culvert #3
Runoff = 2.01 cfs @ 12.06 hrs, Volume= 6,294 cf, Depth= 0.50"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -yr Rainfall=2.90"
Area (sf) CN Description
2,821 98 Paved roads w/curbs & sewers, HSG B
148,867 65 Woods/grass comb., Fair, HSG B
151,688 66 Weighted Average
148,867 98.14% Pervious Area
2,821 1.86% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
8.8
100
0.0600
0.19
Sheet Flow, Sheet
Runoff Volume=6,294 cf
Grass: Dense n= 0.240 P2= 3.53"
3.0
328
0.0700
1.85
Shallow Concentrated Flow, Sc
Short Grass Pasture Kv= 7.0 fas
11.8 428 Total
2
U
3
E: 1
Subcatchment 3S: Road Bypass Culvert #3
Hydrograph
0 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑ Runoff
Type II 24 -hr
1 -yr Rainfall --12.90"
2.01
cfs
Runoff Alrea=151,688 sf
Runoff Volume=6,294 cf
_ Runo�ff,Depth = O 10
Flow Length 28'
Tc=11.18 �ni%
GN�=66
0 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑ Runoff

CULVERT ANALYSIS:
DRAINAGE AREAS

1S
North Culvert #1
1L
North Culvert #1
South Culvert #2
Subcat Reach on Link
h Culvert #3
3L
/ypass Culvert #3
3S
Road Bypass Culvert #3

4386_culvertsizing
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
(sq -ft) (subcatchment-numbers)
7,989,209
65
2 Acre Lots (1S)
5,880,600
60
Grassy wooded area (2S)
1,742,400
60
Large lot area (2S)
638,154
98
Paved area HSG B (1 S)
2,821
98
Paved roads w/curbs & sewers, HSG B (3S)
871,200
98
Paved/impervious area (2S)
4,467,644
60
Woods- fair (1 S)
148,867
65
Woods/grass comb., Fair, HSG B (3S)
21,740,895
65
TOTAL AREA

4386_culvertsizing
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 3
Soil Listing (all nodes)
Area Soil Subcatchment
(sq -ft) Group Numbers
0
HSG A
789,842
HSG B 1 S, 3S
0
HSG C
0
HSG D
20,951,053
Other 1 S, 2S
21,740,895
TOTAL AREA

4386_culvertsizing
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 4
Ground Covers (all nodes)
HSG -A HSG -B HSG -C HSG -D Other Total Ground
(sq -ft) (sq -ft) (sq -ft) (sq -ft) (sq -ft) (sq -ft) Cover
0 0
0
0
7,989,209
7,989,209
2 Acre Lots
0 0
0
0
5,880,600
5,880,600
Grassy wooded
area
0 0
0
0
1,742,400
1,742,400
Large lot area
0 638,154
0
0
0
638,154
Paved area
0 2,821
0
0
0
2,821
Paved roads
w/curbs & sewers
0 0
0
0
871,200
871,200
Paved/impervious
area
0 0
0
0
4,467,644
4,467,644
Woods- fair
0 148,867
0
0
0
148,867
Woods/grass
comb., Fair
0 789,842
0
0
20,951,053
21,740,895
TOTAL AREA

4386_culvertsizing Type 1124 -hr 25 -yr Rainfall=6.00"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 5
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1L: North Culvert#1
Inflow=356.06 cfs 2,565,880 cf
Primary=356.06 cfs 2,565,880 cf
Subcatchment 1 S: North Culvert#1 RunoffArea=300.620 ac 4.87% Impervious Runoff Depth=2.35"
Flow Length=6,859' Tc=61.0 min CN=65 Runoff=356.06 cfs 2,565,880 cf
Link 2L: South Culvert#3
Inflow=377.80 cfs 1,602,143 cf
Primary=377.80 cfs 1,602,143 cf
Subcatchment2S: South Culvert #2 Runoff Area=195.000 ac 10.26% Impervious Runoff Depth=2.26"
Flow Length=4,393' Tc=28.7 min CN=64 Runoff=377.80 cfs 1,602,143 cf
Link 3L: Bypass Culvert #3
Inflow=12.07 cfs 30,846 cf
Primary=12.07 cfs 30,846 cf
Subcatchment3S: Road Bypass Culvert#3 RunoffArea=151,688 sf 1.86% Impervious Runoff Depth=2.44"
Flow Length=428' Tc=11.8 min CN=66 Runoff=12.07 cfs 30,846 cf
Total Runoff Area = 21,740,895 sf Runoff Volume = 4,198,868 cf Average Runoff Depth = 2.32"
93.04% Pervious = 20,228,720 sf 6.96% Impervious = 1,512,175 sf

4386_culvertsizing Type 1124 -hr 25 -yr Rainfall=6.00"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 6
Summary for Link 1 L: North Culvert #1
Inflow Area = 13,095,007 sf, 4.87% Impervious, Inflow Depth = 2.35" for 25 -yr event
Inflow = 356.06 cfs @ 12.67 hrs, Volume= 2,565,880 cf
Primary = 356.06 cfs @ 12.67 hrs, Volume= 2,565,880 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 1 L: North Culvert #1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Fff-infl-o-w-i
❑ Primary

4386_culvertsizing Type 1124 -hr 25 -yr Rainfall=6.00"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 1S: North Culvert #1
Runoff = 356.06 cfs @ 12.67 hrs, Volume= 2,565,880 cf, Depth= 2.35"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -yr Rainfall=6.00"
Area (ac) CN Description
14.650 98 Paved area HSG B
183.407 65 2 Acre Lots
102.563 60 Woods- fair
300.620 65 Weighted Average
285.970 95.13% Pervious Area
14.650 4.87% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.4
100
0.0500
0.18
Sheet Flow, Sheet flow 100 ft
Grass: Dense n= 0.240 P2= 3.53"
44.6
2,726
0.0212
1.02
Shallow Concentrated Flow, Path to stream
Short Grass Pasture Kv= 7.0 fps
2.3
1,708
0.0480
12.22
183.24
Channel Flow, Roadside Ditch
Area= 15.0 sf Perim= 20.0' r= 0.75'
n= 0.022 Earth, clean & straight
4.7
2,325
0.0266
8.16
203.96
Channel Flow, STREAM
Area= 25.0 sf Perim= 16.0' r= 1.56'
n= 0.040 Windinq stream, pools & shoals
61.0 6,859 Total

4386_culvertsizing Type 1124 -hr 25 -yr Rainfall=6. 00 "
Prepared by Microsoft Printed 4/21/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 8
❑Runoff
Subcatchment 1S: North Culvert #1
Hydrograph
—
�—L
L 1 1
1— LIQ —
380
360
cfs
1 1-1
1-
1-1
—
1-1 j 1— I -+y�e 111-24-V
356.06
340
320
�- —I
—
—
1-1 -25'-yr Rainfall!=6100"
300
280
I
1 l
1
1
-Ru ff Area=300. 20 arc
�°
260
220
-� 1-1
-4-�
1-1-
Runoff
Volume=2,565 880-cf
I I e�ithi
I
3 200
I-
I
-f l0wIL-ength�6;859'
i—oo 180
160
I 1-1
-I- 11
-I-
I 1-1
I
11 4�16
140
—
120
1-1
+ 1-14
1-1
+
1-1 4
100
80
—I
+ 1-14
1-1
+
1-14 1 41
60
40
+
�-—�
20
0
0
5 10
15 20 25
30 35 40
45 50
55 60 65
Time (hours)
70
75 80 85 90 95 100 105 110 115 120
❑Runoff

4386_culvertsizing Type 1124 -hr 25 -yr Rainfall=6.00"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 9
Summary for Link 2L: South Culvert #3
Inflow Area = 8,494,200 sf, 10.26% Impervious, Inflow Depth = 2.26" for 25 -yr event
Inflow = 377.80 cfs @ 12.24 hrs, Volume= 1,602,143 cf
Primary = 377.80 cfs @ 12.24 hrs, Volume= 1,602,143 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 2L: South Culvert #3
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)
Hydrograph
_I_
E Inflow
420-_
400-
cfs
I I
1
- infio�v,
, r�a--�8,�64-.
0O"f
8 Primary
377.80
380=
360-
340-
320-
- I --
I -f
fit I
- I
I -
300=
—
260
-!
-1-
-
1-
:E I-
- 1-1I
CI
�I
,i 240
-- 220
-1-I-
-I-
I -I
- 1-1
I- 1-1
4
1
c 200
LL 180
1-
1 1+
1-1
+ 1 1
4-
160:
— —
–
—
— —
—
— — —
—
—
—
—
140-
120
--
--
-
-
-1
--
-
100
80
-
1-1
-E��
7-
-
60
/
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1
Time (hours)

4386_culvertsizing Type 1124 -hr 25 -yr Rainfall=6. 00 "
Prepared by Microsoft Printed 4/21/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 2S: South Culvert #2
Runoff = 377.80 cfs @ 12.24 hrs, Volume= 1,602,143 cf, Depth= 2.26"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -yr Rainfall=6.00"
Area (ac)
CN
Description
20.000
98
Paved/impervious area
135.000
60
Grassy wooded area
40.000
60
Large lot area
195.000
64
Weighted Average
175.000
89.74% Pervious Area
20.000
Smooth surfaces n= 0.011 P2= 3.53"
10.26% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.6
100
0.1000
2.75
Sheet Flow, sheet flow 100 ft
r
Ty e III -24-V
360
340
Smooth surfaces n= 0.011 P2= 3.53"
22.6
2,842
0.0900
2.10
Shallow Concentrated Flow, Path to stream
� 1 4
Short Grass Pasture Kv= 7.0 fps
5.5
1,451
0.0135
4.39
35.14 Channel Flow, stream
Volume=1,602i143 cf
We}lth 2
zoo
Area= 8.0 sf Perim= 12.0' r= 0.67'
1
1-1 -ld*L-ln�th *,39T
o
LL 180
n= 0.030 Stream, clean & straight
28.7 4,393 Total
❑ Runoff
Subcatchment 2S: South Culvert #2
Hydrograph
420
400
380
377.80 cfs
— - l-
r
Ty e III -24-V
360
340
- 1 4- 1-1 4
25 -yr Rainfall=Cow
320
300
� 1 4
n�off Area -15 �00 ac
�I
280
260
w 240u-nol
- -
L
runoff
+
Volume=1,602i143 cf
We}lth 2
zoo
1
1
1-1 -ld*L-ln�th *,39T
o
LL 180
I 1 7
1-T E:�C I/+���min
160
140
I - - -
'N =64
120
i
1-
100
80
- --
60
I
40
20
0
0 5 10 15 20 25 30 35 40 45 50
55 60 65 70
Time (hours)
75 80 85 90 95 100 105 110 115 120
❑ Runoff

4386_culvertsizing Type 1124 -hr 25 -yr Rainfall=6.00"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 11
Summary for Link 3L: Bypass Culvert #3
Inflow Area = 151,688 sf, 1.86% Impervious, Inflow Depth = 2.44" for 25 -yr event
Inflow = 12.07 cfs @ 12.04 hrs, Volume= 30,846 cf
Primary = 12.07 cfs @ 12.04 hrs, Volume= 30,846 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
I
Link 3L: Bypass Culvert #3
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Inflow
❑ Primary

4386_culvertsizing Type 1124 -hr 25 -yr Rainfall=6. 00 "
Prepared by Microsoft Printed 4/21/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 3S: Road Bypass Culvert #3
Runoff = 12.07 cfs @ 12.04 hrs, Volume= 30,846 cf, Depth= 2.44"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 25 -yr Rainfall=6.00"
Area (sf) CN Description
2,821 98 Paved roads w/curbs & sewers, HSG B
148,867 65 Woods/grass comb., Fair, HSG B
151,688 66 Weighted Average
148,867 98.14% Pervious Area
2,821 1.86% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
8.8
100
0.0600
0.19
Sheet Flow, Sheet
Grass: Dense n= 0.240 P2= 3.53"
3.0
328
0.0700
1.85
Shallow Concentrated Flow, Sc
Short Grass Pasture Kv= 7.0 fas
11.8 428 Total
Subcatchment 3S: Road Bypass Culvert #3
Hydrograph
13-
- 12.07 cfs
12
Type II 24 -hr
11 SI I T T 26 -yr Rainfall=6.1001'
10 Runoff Area=151,68"f
9 /
'I Runof�Vc lume=30,84
8 ' f
- Runoff -Depth --2.44"
3 '
0 Flow Len t1=428'
6 g
LL
5 ,�I� -�—I �- 1— —I Tc=111.8 min
4 l ¢N=60
3
2
1 I T F T 7 T TT T T TT
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■Runoff

4386_culvertsizing Type 1124 -hr 100 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 13
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Link 1L: North Culvert#1
Inflow=556.52 cfs 3,899,437 cf
Primary=556.52 cfs 3,899,437 cf
Subcatchment 1 S: North Culvert#1 RunoffArea=300.620 ac 4.87% Impervious Runoff Depth=3.57"
Flow Length=6,859' Tc=61.0 min CN=65 Runoff=556.52 cfs 3,899,437 cf
Link 2L: South Culvert#3
Inflow=593.32 cfs 2,452,649 cf
Primary=593.32 cfs 2,452,649 cf
Subcatchment2S: South Culvert #2 Runoff Area=195.000 ac 10.26% Impervious Runoff Depth=3.46"
Flow Length=4,393' Tc=28.7 min CN=64 Runoff=593.32 cfs 2,452,649 cf
Link 3L: Bypass Culvert #3
Inflow=18.32 cfs 46,547 cf
Primary=18.32 cfs 46,547 cf
Subcatchment3S: Road Bypass Culvert#3 RunoffArea=151,688 sf 1.86% Impervious Runoff Depth=3.68"
Flow Length=428' Tc=11.8 min CN=66 Runoff=18.32 cfs 46,547 cf
Total Runoff Area = 21,740,895 sf Runoff Volume = 6,398,633 cf Average Runoff Depth = 3.53"
93.04% Pervious = 20,228,720 sf 6.96% Impervious = 1,512,175 sf

4386_culvertsizing Type 1124 -hr 100 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 14
Summary for Link 1 L: North Culvert #1
Inflow Area = 13,095,007 sf, 4.87% Impervious, Inflow Depth = 3.57" for 100 -yr event
Inflow = 556.52 cfs @ 12.65 hrs, Volume= 3,899,437 cf
Primary = 556.52 cfs @ 12.65 hrs, Volume= 3,899,437 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 1 L: North Culvert #1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Fff-infl-o-w-i
❑ Primary

4386_culvertsizing Type 1124 -hr 100 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 1S: North Culvert #1
Runoff = 556.52 cfs @ 12.65 hrs, Volume= 3,899,437 cf, Depth= 3.57"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -yr Rainfall=7.60"
Area (ac) CN Description
14.650 98 Paved area HSG B
183.407 65 2 Acre Lots
102.563 60 Woods- fair
300.620 65 Weighted Average
285.970 95.13% Pervious Area
14.650 4.87% Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
9.4
100
0.0500
0.18
Sheet Flow, Sheet flow 100 ft
Grass: Dense n= 0.240 P2= 3.53"
44.6
2,726
0.0212
1.02
Shallow Concentrated Flow, Path to stream
Short Grass Pasture Kv= 7.0 fps
2.3
1,708
0.0480
12.22
183.24
Channel Flow, Roadside Ditch
Area= 15.0 sf Perim= 20.0' r= 0.75'
n= 0.022 Earth, clean & straight
4.7
2,325
0.0266
8.16
203.96
Channel Flow, STREAM
Area= 25.0 sf Perim= 16.0' r= 1.56'
n= 0.040 Windinq stream, pools & shoals
61.0 6,859 Total

4386_culvertsizing Type 1124 -hr 100 -yr Rainfall= 7.60 "
Prepared by Microsoft Printed 4/21/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 16
Subcatchment 1S: North Culvert #1
Hydrograph
4- 1-1 4 1 14
600
550
cfs
I fi l fi l - 'y�e III 24 -hr
556.52
500
1 1 1 1 1 1 100' yr Rainfall)=71.60"
450
-1 L I —I Runoff) Area=300.620 ac
400
Runoff Volume=3,899,437 cf
- -' + 1 -]Ru�n-o'ff Deith�-3.57"
350
3 300
-FI �wlLenthfi,85
g�3'
0
250
�Ci�1 mi
T
_�
CN -'-
200
� l i i i
150
100
50
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑Runoff

4386_culvertsizing Type 1124 -hr 100 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 17
Summary for Link 2L: South Culvert #3
Inflow Area = 8,494,200 sf, 10.26% Impervious, Inflow Depth = 3.46" for 100 -yr event
Inflow = 593.32 cfs @ 12.24 hrs, Volume= 2,452,649 cf
Primary = 593.32 cfs @ 12.24 hrs, Volume= 2,452,649 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 2L: South Culvert #3
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Fff-infl-o-w-i
❑ Primary

4386_culvertsizing Type 1124 -hr 100 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 2S: South Culvert #2
Runoff = 593.32 cfs @ 12.24 hrs, Volume= 2,452,649 cf, Depth= 3.46"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -yr Rainfall=7.60"
Area (ac) CN Description
20.000
98
Paved/impervious area
135.000
60
Grassy wooded area
40.000
60
Large lot area
195.000
64
Weighted Average
175.000
2.75
89.74% Pervious Area
20.000
10.26% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
0.6
100
0.1000
2.75
Sheet Flow, sheet flow 100 ft
Smooth surfaces n= 0.011 P2= 3.53"
22.6
2,842
0.0900
2.10
Shallow Concentrated Flow, Path to stream
Short Grass Pasture Kv= 7.0 fps
5.5
1,451
0.0135
4.39
35.14 Channel Flow, stream
Area= 8.0 sf Perim= 12.0' r= 0.67'
n= 0.030 Stream, clean & straight
28.7 4,393 Total
593.32 cfs
N _
350-
3 — -
° 300-
orgy_
i1
Subcatchment 2S: South Culvert #2
Hydrograph
Type II 24 -hr
1 -00 -yr Rainfall=7.60"
Runoff Area=195.000 ac
Runoff Volume=2,452,649 cf
Runoff Depth=3.46"
Flow Length=4,393'
Tc=28.7 min
CN=64
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
❑ Runoff

4386_culvertsizing Type 1124 -hr 100 -yr Rainfall=7.60"
Prepared by Microsoft Printed 4/21/2017
HydroCAD® 10.00-14 s/n 08470 @2015 HydroCAD Software Solutions LLC Page 19
Summary for Link 3L: Bypass Culvert #3
Inflow Area = 151,688 sf, 1.86% Impervious, Inflow Depth = 3.68" for 100 -yr event
Inflow = 18.32 cfs @ 12.04 hrs, Volume= 46,547 cf
Primary = 18.32 cfs @ 12.04 hrs, Volume= 46,547 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
Link 3L: Bypass Culvert #3
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Fff-infl-o-w-i
❑ Primary

4386_culvertsizing Type 1124 -hr 100 -yr Rainfall= 7.60 "
Prepared by Microsoft Printed 4/21/2017
HydroCADO 10.00-14 s/n 08470 © 2015 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 3S: Road Bypass Culvert #3
Runoff = 18.32 cfs @ 12.04 hrs, Volume= 46,547 cf, Depth= 3.68"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -yr Rainfall=7.60"
Area (sf) CN Description
2,821 98 Paved roads w/curbs & sewers, HSG B
148,867 65 Woods/grass comb., Fair, HSG B
151,688 66 Weighted Average
148,867 98.14% Pervious Area
2,821 1.86% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
8.8
100
0.0600
0.19
Sheet Flow, Sheet
18 '�
—
Grass: Dense n= 0.240 P2= 3.53"
3.0
328
0.0700
1.85
Shallow Concentrated Flow, Sc
1
1
l
Short Grass Pasture Kv= 7.0 fas
11.8 428 Total
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
®Runoff
Subcatchment 3S: Road Bypass Culvert #3
Hydrograph
20 '��
19
18.32 cfs
—
18 '�
—
—1 —
Type II 24 -hr
16 ;I
1
1
l
10�-� r F�aiinfa11 7.6O"
!
—
—
_
I-
Runoff area=151,688-sf
14
,z
1
T
L I
L D
q:V(�Iu"6,�47-cf
—1
unoff�e h .68"
0 10 i
I L
1 1
L
L
-i
L� Fliten9 II t�=2 '
iz: 9
8'
6,1
4 PN7-66]
5
4
�
1—
4- —
-4�—
— —
3
2
I I
I+
�I I
S I I�
� I� +
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
®Runoff

NORTH CULVERT #1:
ANALYSIS OF THE 25 -YR STORM

HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 356.1 cfs
Design Flow: 356.1 cfs
Maximum Flow: 356.1 cfs

Table 1 - Summary of Culvert Flows at Crossing: North Culvert #1 - 25 yr Storm
Headwater Elevation
(ft)
Total Discharge (cfs)
North Culvert #1-25 yr
Storm Discharge (cfs)
Roadway Discharge
(cfs)
Iterations
618.04
356.10
356.10
0.00
1
618.04
356.10
356.10
0.00
1
618.04
356.10
356.10
0.00
1
618.04
356.10
356.10
0.00
1
618.04
356.10
356.10
0.00
1
618.04
356.10
356.10
0.00
1
618.04
356.10
356.10
0.00
1
618.04
356.10
356.10
0.00
1
618.04
356.10
356.10
0.00
1
618.04
356.10
356.10
0.00
1
618.04
356.10
356.10
0.00
1
643.00
907.90
907.90
0.00
Overtopping

Table 2 - Culvert Summary Table: North Culvert #1-25 yr Storm
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tailwater
Velocity
(ft/s)
356.10
356.10
618.04
5.318
8.845
7-M2c
6.000
4.408
4.408
2.233
12.537
4.861
356.10
356.10
618.04
5.318
8.845
7-M2c
6.000
4.408
4.408
2.233
12.537
4.861
356.10
356.10
618.04
5.318
8.845
7-M2c
6.000
4.408
4.408
2.233
12.537
4.861
356.10
356.10
618.04
5.318
8.845
7-M2c
6.000
4.408
4.408
2.233
12.537
4.861
356.10
356.10
618.04
5.318
8.845
7-M2c
6.000
4.408
4.408
2.233
12.537
4.861
356.10
356.10
618.04
5.318
8.845
7-M2c
6.000
4.408
4.408
2.233
12.537
4.861
356.10
356.10
618.04
5.318
8.845
7-M2c
6.000
4.408
4.408
2.233
12.537
4.861
356.10
356.10
618.04
5.318
8.845
7-M2c
6.000
4.408
4.408
2.233
12.537
4.861
356.10
356.10
1 618.04
5.318
8.845
1 7-M2c
6.000408
4.408
2.233
12.537
4.861
356.10
356.10
618.04
5.318
8.845
7-M2c
6.000±�4408
4.408
2.233
12.537
4.861
356.10
356.10
618.04
5.318
8.845
7-M2c
6.000
1 4.408
4.408
2.233
12.537
4.861

Straight Culvert
Inlet Elevation (invert): 609.20 ft, Outlet Elevation (invert): 608.30 ft
Culvert Length: 130.00 ft, Culvert Slope: 0.0069

Water Surface Profile Plot for Culvert: North Culvert #1-25 yr Storm
Crossing - Forth Culvert ##1 - 25 yr Storm, Desip Discharge - 356.1 cfs
Cuh-ert - North Cuh°ert :i� 1-25 -,T Storm. Culvert Discharge - 356.1 cfs
64(
63!
63(
0
62:
a3
W 62(
�V
Station (ft)
Site Data - North Culvert #1-25 yr Storm
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 608.20 ft
Outlet Station: 130.00 ft
Outlet Elevation: 607.30 ft
Number of Barrels: 1
Culvert Data Summary - North Culvert #1-25 yr Storm
Barrel Shape: Circular
Barrel Diameter: 7.00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 (top and sides)
Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None

Table 3 - Downstream Channel Rating Curve (Crossing: North Culvert #1 - 25 yr
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (ft/s)
Shear (psf)
Froude Number
356.10
610.53
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77
356.10
610.53
2.23
4.86
1.39
0.77

Tailwater Channel Data - North Culvert #1 - 25 yr Storm
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 6.00 ft
Side Slope (H:V): 12.00 (_:1)
Channel Slope: 0.0100
Channel Manning's n: 0.0350
Channel Invert Elevation: 608.30 ft
Roadway Data for Crossing: North Culvert #1 - 25 yr Storm
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 80.00 ft
Crest Elevation: 643.00 ft
Roadway Surface: Paved
Roadway Top Width: 80.00 ft

NORTH CULVERT #1: ANALYSIS
OF THE 100 -YR STORM

Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 556.5 cfs
Design Flow: 556.5 cfs
Maximum Flow: 556.5 cfs

Table 7 - Summary of Culvert Flows at Crossing: North Culvert #1 - 100 yr Storm
Headwater Elevation
(ft)
Total Discharge (cfs)
North Culvert #1-100
yr Storm Discharge
(cfs)
Roadway Discharge
(cfs)
Iterations
624.86
556.50
556.50
0.00
1
624.86
556.50
556.50
0.00
1
624.86
556.50
556.50
0.00
1
624.86
556.50
556.50
0.00
1
624.86
556.50
556.50
0.00
1
624.86
556.50
556.50
0.00
1
624.86
556.50
556.50
0.00
1
624.86
556.50
556.50
0.00
1
624.86
556.50
556.50
0.00
1
624.86
556.50
556.50
0.00
1
624.86
556.50
556.50
0.00
1
643.00
907.89
907.89
0.00
Overtopping

Table 8 - Culvert Summary Table: North Culvert #1-100 yr Storm
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tailwater
Velocity
(ft/s)
556.50
556.50
624.86
7.603
15.659
7-M2c
6.000
5.403
5.403
2.681
16.676
5.439
556.50
556.50
624.86
7.603
15.659
7-M2c
6.000
5.403
5.403
2.681
16.676
5.439
556.50
556.50
624.86
7.603 1
15.659
7-M2c
6.000
5.403
5.403
2.681
16.676
5.439
556.50
556.50
624.86
7.603
15.659
7-M2c
6.000
5.403
5.403
2.681
16.676
5.439
556.50
556.50
624.86
7.603
15.659
7-M2c
6.000
5.403
5.403
2.681
16.676
5.439
556.50
556.50
624.86
7.603
15.659
7-M2c
6.000
5.403
5.403
2.681
16.676
5.439
556.50
556.50
624.86
7.603
15.659
7-M2c
6.000
5.403
5.403
2.681
16.676
5.439
556.50
556.50
624.86
7.603
15.659
7-M2c
6.000
5.403
5.403
2.681
16.676
5.439
556.50
556.50
1 624.86
7.603
15.659
7-M2c
6.000
5.403
5.403
2.681 1
16.676
5.439
556.50
556.50
624.86
7.603
15.659
7-M2c
6.000
1 5.403
5.403
2.681
16.676
5.439
556.50
556.50
624.86
7.603 1
15.659
7-M2c
6.000
1 5.403
5.403
2.681
16.676
5.439

Straight Culvert
Inlet Elevation (invert): 609.20 ft, Outlet Elevation (invert): 608.30 ft
Culvert Length: 130.00 ft, Culvert Slope: 0.0069

Water Surface Profile Plot for Culvert: North Culvert #1-100 yr Storm
Crossinc, North CuIv.ert 41 - 100 yT Storm, Desip Discharge - 556.5 cfs
Cert -North Cuh-ert -1-100 �T Storm Cuh-ert Discharge - 556.5 cfs
64(
63!
63(
0
62:
a3
W 62(
-V
Statim (fl:)
Site Data - North Culvert #1-100 yr Storm
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 608.20 ft
Outlet Station: 130.00 ft
Outlet Elevation: 607.30 ft
Number of Barrels: 1
Culvert Data Summary - North Culvert #1-100 yr Storm
Barrel Shape: Circular
Barrel Diameter: 7.00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 (top and sides)
Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None

Table 9 - Downstream Channel Rating Curve (Crossing: North Culvert #1 - 100 yr
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (ft/s)
Shear (psf)
Froude Number
556.50
610.98
2.68
5.44
1.67
0.79
556.50
610.98
2.68
5.44
1.67
0.79
556.50
610.98
2.68
5.44
1.67
0.79
556.50
610.98
2.68
5.44
1.67
0.79
556.50
610.98
2.68
5.44
1.67
0.79
556.50
610.98
2.68
5.44
1.67
0.79
556.50
610.98
2.68
5.44
1.67
0.79
556.50
610.98
2.68
5.44
1.67
0.79
556.50
610.98
2.68
5.44
1.67
0.79
556.50
610.98
2.68
5.44
1.67
0.79
556.50
610.98
2.68
5.44
1.67
0.79

Tailwater Channel Data - North Culvert #1 - 100 yr Storm
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 6.00 ft
Side Slope (H:V): 12.00 (_:1)
Channel Slope: 0.0100
Channel Manning's n: 0.0350
Channel Invert Elevation: 608.30 ft
Roadway Data for Crossing: North Culvert #1 - 100 yr Storm
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 80.00 ft
Crest Elevation: 643.00 ft
Roadway Surface: Paved
Roadway Top Width: 80.00 ft

SOUTH CULVERT #2: ANALYSIS
OF THE 25 -YR STORM

Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 377.8 cfs
Design Flow: 377.8 cfs
Maximum Flow: 377.8 cfs

Table 4 - Summary of Culvert Flows at Crossing: South Culvert #2 - 25 yr Storm
Headwater Elevation
(ft)
Total Discharge (cfs)
South Culvert #2-25
yr Storm Discharge
(cfs)
Roadway Discharge
(cfs)
Iterations
620.46
377.80
377.80
0.00
1
620.46
377.80
377.80
0.00
1
620.46
377.80
377.80
0.00
1
620.46
377.80
377.80
0.00
1
620.46
377.80
377.80
0.00
1
620.46
377.80
377.80
0.00
1
620.46
377.80
377.80
0.00
1
620.46
377.80
377.80
0.00
1
620.46
377.80
377.80
0.00
1
620.46
377.80
377.80
0.00
1
620.46
377.80
377.80
0.00
1
643.00
878.96
878.96
0.00
Overtopping

Table 5 - Culvert Summary Table: South Culvert #2-25 yr Storm
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tailwater
Velocity
(ft/s)
377.80
377.80
620.46
5.552
9.656
7-M2c
6.000
4.549
4.549
2.217
12.935
5.755
377.80
377.80
620.46
5.552
9.656
7-M2c
6.000
4.549
4.549
2.217
12.935
5.755
377.80
377.80
620.46
5.552 1
9.656
7-M2c
6.000
4.549
4.549
2.217
12.935
5.755
377.80
377.80
620.46
5.552
9.656
7-M2c
6.000
4.549
4.549
2.217
12.935
5.755
377.80
377.80
620.46
5.552
9.656
7-M2c
6.000
4.549
4.549
2.217
12.935
5.755
377.80
377.80
620.46
5.552
9.656
7-M2c
6.000
4.549
4.549
2.217
12.935
5.755
377.80
377.80
620.46
5.552
9.656
7-M2c
6.000
4.549
4.549
2.217
12.935
5.755
377.80
377.80
620.46
5.552
9.656
7-M2c
6.000
4.549
4.549
2.217
12.935
5.755
377.80
377.80
1 620.46
5.552
9.656
1 7-M2c
6.000
4.549
1 4.549 1
2.217
12.935
1 5.755
377.80
377.80
620.46
5.552
9.656
7-M2c
6.000
4.549
4.549
2.217
12.935
5.755
377.80
377.80
620.46
5.552
9.656
7-M2c
6.000
4.549
4.549
2.217
12.935
5.755

Straight Culvert
Inlet Elevation (invert): 610.80 ft, Outlet Elevation (invert): 610.10 ft
Culvert Length: 130.00 ft, Culvert Slope: 0.0054

Water Surface Profile Plot for Culvert: South Culvert #2-25 yr Storm
LL
64(
63(
62.
62(
61.
61(
Crossing - South Cuh-ert 32 - 25 yr Storm, Design Discharge - 3779 cfs
Culvert - South Cuh°ert �F-25 -.T Storm Culvert Discharge - 377.8 cfs
-AV
Station (ft)
Site Data - South Culvert #2-25 yr Storm
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 609.80 ft
Outlet Station: 130.00 ft
Outlet Elevation: 609.10 ft
Number of Barrels: 1
Culvert Data Summary - South Culvert #2-25 yr Storm
Barrel Shape: Circular
Barrel Diameter: 7.00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 (top and sides)
Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None
4J

Table 6 - Downstream Channel Rating Curve (Crossing: South Culvert #2 - 25 yr
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (ft/s)
Shear (psf)
Froude Number
377.80
612.32
2.22
5.75
2.08
0.94
377.80
612.32
2.22
5.75
2.08
0.94
377.80
612.32
2.22
5.75
2.08
0.94
377.80
612.32
2.22
5.75
2.08
0.94
377.80
612.32
2.22
5.75
2.08
0.94
377.80
612.32
2.22
5.75
2.08
0.94
377.80
612.32
2.22
5.75
2.08
0.94
377.80
612.32
2.22
5.75
2.08
0.94
377.80
612.32
2.22
5.75
2.08
0.94
377.80
612.32
2.22
5.75
2.08
0.94
377.80
612.32
2.22
5.75
2.08
0.94

Tailwater Channel Data - South Culvert #2 - 25 yr Storm
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 3.00 ft
Side Slope (H:V): 12.00 (_:1)
Channel Slope: 0.0150
Channel Manning's n: 0.0350
Channel Invert Elevation: 610.10 ft
Roadway Data for Crossing: South Culvert #2 - 25 yr Storm
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 80.00 ft
Crest Elevation: 643.00 ft
Roadway Surface: Paved
Roadway Top Width: 80.00 ft

SOUTH CULVERT #2: ANALYSIS
OF THE 100 -YR STORM

Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 593.3 cfs
Design Flow: 593.3 cfs
Maximum Flow: 593.3 cfs

Table 10 - Summary of Culvert Flows at Crossing: South Culvert #2 - 100 yr Storm
Headwater Elevation
(ft)
Total Discharge (cfs)
South Culvert #2-100
yr Storm Discharge
(cfs)
Roadway Discharge
(cfs)
Iterations
628.18
593.30
593.30
0.00
1
628.18
593.30
593.30
0.00
1
628.18
593.30
593.30
0.00
1
628.18
593.30
593.30
0.00
1
628.18
593.30
593.30
0.00
1
628.18
593.30
593.30
0.00
1
628.18
593.30
593.30
0.00
1
628.18
593.30
593.30
0.00
1
628.18
593.30
593.30
0.00
1
628.18
593.30
593.30
0.00
1
628.18
593.30
593.30
0.00
1
643.00
878.97
878.97
0.00
Overtopping

Table 11 - Culvert Summary Table: South Culvert #2-100 yr Storm
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tailwater
Velocity
(ft/s)
593.30
593.30
628.18
8.090
17.375
7-M2c
6.000
5.520
5.520
2.648
17.552
6.443
593.30
593.30
628.18
8.090
17.375
7-M2c
6.000
5.520
5.520
2.648
17.552
6.443
593.30
593.30
628.18
8.090 1
17.375
7-M2c
6.000
5.520
5.520
2.648
17.552
6.443
593.30
593.30
628.18
8.090
17.375
7-M2c
6.000
5.520
5.520
2.648
17.552
6.443
593.30
593.30
628.18
8.090
17.375
7-M2c
6.000
5.520
5.520
2.648
17.552
6.443
593.30
593.30
628.18
8.090
17.375
7-M2c
6.000
5.520
5.520
2.648
17.552
6.443
593.30
593.30
628.18
8.090
17.375
7-M2c
6.000
5.520
5.520
2.648
17.552
6.443
593.30
593.30
628.18
8.090
17.375
7-M2c
6.000
5.520
5.520
2.648
17.552
6.443
593.30
593.30
1 628.18
8.090
17.375
1 7-M2c
6.000
5.520
1 5.520 1
2.648
17.552
1 6.443
593.30
593.30
628.18
8.090
17.375
7-M2c
6.000
5.520
5.520
2.648
17.552
6.443
593.30
593.30
628.18
8.090
17.375
7-M2c
6.000
5.520
5.520
2.648
17.552
6.443

Straight Culvert
Inlet Elevation (invert): 610.80 ft, Outlet Elevation (invert): 610.10 ft
Culvert Length: 130.00 ft, Culvert Slope: 0.0054

Water Surface Profile Plot for Culvert: South Culvert #2-100 yr Storm
Cross n(y - South CuIv.ert 42 - 166 NT Storm_ Desip Discharge - 593.3 cfs
Culvert -South Cu vert ±'-100 yr Storm Culvert Discharge - 533.3 cfs
64(
63:
63(
62:
as
W
62(
61:
61(
-U
Statian (ft)
Site Data - South Culvert #2-100 yr Storm
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 609.80 ft
Outlet Station: 130.00 ft
Outlet Elevation: 609.10 ft
Number of Barrels: 1
Culvert Data Summary - South Culvert #2-100 yr Storm
Barrel Shape: Circular
Barrel Diameter: 7.00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 (top and sides)
Manning's n: 0.0350 (bottom)
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None

Table 12 - Downstream Channel Rating Curve (Crossing: South Culvert #2 - 100 yr
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (ft/s)
Shear (psf)
Froude Number
593.30
612.75
2.65
6.44
2.48
0.97
593.30
612.75
2.65
6.44
2.48
0.97
593.30
612.75
2.65
6.44
2.48
0.97
593.30
612.75
2.65
6.44
2.48
0.97
593.30
612.75
2.65
6.44
2.48
0.97
593.30
612.75
2.65
6.44
2.48
0.97
593.30
612.75
2.65
6.44
2.48
0.97
593.30
612.75
2.65
6.44
2.48
0.97
593.30
612.75
2.65
6.44
2.48
0.97
593.30
612.75
2.65
6.44
2.48
0.97
593.30
612.75
2.65
6.44
2.48
0.97

Tailwater Channel Data - South Culvert #2 - 100 yr Storm
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 3.00 ft
Side Slope (H:V): 12.00 (_:1)
Channel Slope: 0.0150
Channel Manning's n: 0.0350
Channel Invert Elevation: 610.10 ft
Roadway Data for Crossing: South Culvert #2 - 100 yr Storm
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 80.00 ft
Crest Elevation: 643.00 ft
Roadway Surface: Paved
Roadway Top Width: 80.00 ft

CULVERT #3: ANALYSIS OF
THE 25 -YR STORM

Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 12.1 cfs
Design Flow: 12.1 cfs
Maximum Flow: 12.1 cfs

Table 13 - Summary of Culvert Flows at Crossing: Culvert #3 - 25 yr Storm
Headwater Elevation
(ft)
Total Discharge (cfs)
Culvert #3-25 yr
Storm Discharge (cfs)
Roadway Discharge
(cfs)
Iterations
676.42
12.10
12.10
0.00
1
676.42
12.10
12.10
0.00
1
676.42
12.10
12.10
0.00
1
676.42
12.10
12.10
0.00
1
676.42
12.10
12.10
0.00
1
676.42
12.10
12.10
0.00
1
676.42
12.10
12.10
0.00
1
676.42
12.10
12.10
0.00
1
676.42
12.10
12.10
0.00
1
676.42
12.10
12.10
0.00
1
676.42
12.10
12.10
0.00
1
684.00
30.34
30.34
0.00
Overtopping

Table 14 - Culvert Summary Table: Culvert #3-25 yr Storm
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tailwater
Velocity
(ft/s)
12.10
12.10
676.42
2.418
0.0*
5-S2n
0.653
1.318
1.245
0.148
7.542
6.763
12.10
12.10
676.42
2.418
0.0*
5-S2n
0.653
1.318
1.245
0.148
7.542
6.763
12.10
12.10
676.42
2.418
0.0*
5-S2n
0.653
1.318
1.245
0.148
7.542
6.763
12.10
12.10
676.42
2.418
0.0*
5-S2n
0.653
1.318
1.245
0.148
7.542
6.763
12.10
12.10
676.42
2.418
0.0*
5-S2n
0.653
1.318
1.245
0.148
7.542
6.763
12.10
12.10
676.42
2.418
0.0*
5-S2n
0.653
1.318
1.245
0.148
7.542
6.763
12.10
12.10
676.42
2.418
0.0*
5-S2n
0.653
1.318
1.245
0.148
7.542
6.763
12.10
12.10
676.42
2.418
0.0*
5-S2n
0.653
1.318
1.245
0.148
7.542
6.763
12.10
12.10
1 676.42
2.418
0.0*
5-S2n
0.653
1 1.318
1 1.245
0.148
1 7.542
6.763
12.10
12.10
676.42
2.418
0.0*
5-S2n
0.653
1.318
1.245
0.148
7.542
6.763
12.10
12.10
676.42
2.418
0.0*
5-S2n
0.653
1.318
1.245
0.148
7.542
6.763

* Full Flow Headwater elevation is below inlet invert.

Straight Culvert
Inlet Elevation (invert): 674.00 ft, Outlet Elevation (invert): 663.00 ft
Culvert Length: 165.37 ft, Culvert Slope: 0.0667

Water Surface Profile Plot for Culvert: Culvert #3-25 yr Storm
Crossing - Culvert 43 - 25 yr Storm, Design Discharge - 12.1 cfs
Cert - Cuh-er-t 4-3-25 yr St€nn. Cuh-ert Discharge - 12.1 cfs
68E
68(
67,'
I V 'J 1 _1U L U s+
Station 1A)
Site Data - Culvert #3-25 yr Storm
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 674.00 ft
Outlet Station: 165.00 ft
Outlet Elevation: 663.00 ft
Number of Barrels: 1
Culvert Data Summary - Culvert #3-25 yr Storm
Barrel Shape: Circular
Barrel Diameter: 1.50 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration: Grooved End in Headwall
Inlet Depression: None

Table 15 - Downstream Channel Rating Curve (Crossing: Culvert #3 - 25 yr Storm)
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (ft/s)
Shear (psf)
Froude Number
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35
12.10
663.15
0.15
6.76
3.70
3.35

CULVERT #3: ANALYSIS OF
THE 100 -YR STORM

Tailwater Channel Data - Culvert #3 - 25 yr Storm
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 10.00 ft
Side Slope (H:V): 14.00 (_:1)
Channel Slope: 0.4000
Channel Manning's n: 0.0350
Channel Invert Elevation: 663.00 ft
Roadway Data for Crossing: Culvert #3 - 25 yr Storm
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 80.00 ft
Crest Elevation: 684.00 ft
Roadway Surface: Paved
Roadway Top Width: 80.00 ft

Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 18.3 cfs
Design Flow: 18.3 cfs
Maximum Flow: 18.3 cfs

Table 16 - Summary of Culvert Flows at Crossing: Culvert #3 -100 yr Storm
Headwater Elevation
(ft)
Total Discharge (cfs)
Culvert #3-100 yr
Storm Discharge (cfs)
Roadway Discharge
(cfs)
Iterations
678.16
18.30
18.30
0.00
1
678.16
18.30
18.30
0.00
1
678.16
18.30
18.30
0.00
1
678.16
18.30
18.30
0.00
1
678.16
18.30
18.30
0.00
1
678.16
18.30
18.30
0.00
1
678.16
18.30
18.30
0.00
1
678.16
18.30
18.30
0.00
1
678.16
18.30
18.30
0.00
1
678.16
18.30
18.30
0.00
1
678.16
18.30
18.30
0.00
1
684.00
30.34
30.34
0.00
Overtopping

Table 17 - Culvert Summary Table: Culvert #3-100 yr Storm
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Inlet Control
Depth (ft)
Outlet
Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet Depth
(ft)
Tailwater
Depth (ft)
Outlet
Velocity
(ft/s)
Tailwater
Velocity
(ft/s)
18.30
18.30
678.16
4.159
0.0*
5-S2n
0.834
1.456
1.454
0.187
10.322
7.747
18.30
18.30
678.16
4.159
0.0*
5-S2n
0.834
1.456
1.454
0.187
10.322
7.747
18.30
18.30
678.16
4.159 1
0.0*
5-S2n
0.834
1.456
1.454
0.187
10.322
7.747
18.30
18.30
678.16
4.159
0.0*
5-S2n
0.834
1.456
1.454
0.187
10.322
7.747
18.30
18.30
678.16
4.159
0.0*
5-S2n
0.834
1.456
1.454
0.187
10.322
7.747
18.30
18.30
678.16
4.159
0.0*
5-S2n
0.834
1.456
1.454
0.187
10.322
7.747
18.30
18.30
678.16
4.159
0.0*
5-S2n
0.834
1.456
1.454
0.187
10.322
7.747
18.30
18.30
678.16
4.159
0.0*
5-S2n
0.834
1.456
1.454
0.187
10.322
7.747
18.30
18.30
1 678.16
4.159
0.0*
5-S2n
0.8341.456
1.454
0.187
10.322
7.747
18.30
18.30
678.16
4.159
0.0*
5-S2n
0.834
1.456
1.454
0.187
10.322
7.747
18.30
18.30
678.16
4.159 1
0.0*
5-S2n
0.834
1 1.456
1.454
0.187
10.322
7.747

Straight Culvert
Inlet Elevation (invert): 674.00 ft, Outlet Elevation (invert): 663.00 ft
Culvert Length: 165.37 ft, Culvert Slope: 0.0667

Water Surface Profile Plot for Culvert: Culvert #3-100 yr Storm
CTOSSin - Culvert. 43 - 100 yr Storm, Design Discharge - 15.3 cfs
Culp°ert - Cuh°ert ±�3-100 �T Storm Cuh°ert DischarZe - 18.3 cfs
68E
68(
67,'
I V'J 1 _1U LUs+
Static jft)
Site Data - Culvert #3-100 yr Storm
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 674.00 ft
Outlet Station: 165.00 ft
Outlet Elevation: 663.00 ft
Number of Barrels: 1
Culvert Data Summary - Culvert #3-100 yr Storm
Barrel Shape: Circular
Barrel Diameter: 1.50 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration: Grooved End in Headwall
Inlet Depression: None

Table 18 - Downstream Channel Rating Curve (Crossing: Culvert #3 - 100 yr Storm)
Flow (cfs)
Water Surface
Elev (ft)
Depth (ft)
Velocity (ft/s)
Shear (psf)
Froude Number
18.30
663.19
0.19
7.75
4.67
3.47
18.30
663.19
0.19
7.75
4.67
3.47
18.30
663.19
0.19
7.75
4.67
3.47
18.30
663.19
0.19
7.75
4.67
3.47
18.30
663.19
0.19
7.75
4.67
3.47
18.30
663.19
0.19
7.75
4.67
3.47
18.30
663.19
0.19
7.75
4.67
3.47
18.30
663.19
0.19
7.75
4.67
3.47
18.30
663.19
0.19
7.75
4.67
3.47
18.30
663.19
0.19
7.75
4.67
3.47
18.30
663.19
0.19
7.75
4.67
3.47

Tailwater Channel Data - Culvert #3 - 100 yr Storm
Tailwater Channel Option: Trapezoidal Channel
Bottom Width: 10.00 ft
Side Slope (H:V): 14.00 (_:1)
Channel Slope: 0.4000
Channel Manning's n: 0.0350
Channel Invert Elevation: 663.00 ft
Roadway Data for Crossing: Culvert #3 - 100 yr Storm
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 80.00 ft
Crest Elevation: 684.00 ft
Roadway Surface: Paved
Roadway Top Width: 80.00 ft