SW3191205_217053-Calculation Book-R2-2020-02-06_2/11/2020

Storm Drainage and Erosion Control Calculations for:
Windsong Subdivision
Highway 218 (Fairview Road),
Union County, NC
Prepared by:
HensonFoley
Landscape Architecture I Civil Engineering
HensonFoley
8712 Lindholm Drive
Suite 202A
Huntersville, NC 28078
704-875-1615 p
NC Engineers Corp License C-3781
NC Board of Landscape Architects C-399
February 27, 2019
REVISED: September 27, 2019
REVISED: October 22, 2019
REVISED: February 6, 2020
HFI Calculations - Winsong Subdivision
Pagel

Narrative
Existing Conditions
The site consists of one parcel along Highway 218 (Fairview Road) having a total area of 53.698
acres. The development will consist of 27 single family residential lots of slightly under 1 acre
(40,000 sf). The existing site is undeveloped and heavily wooded at this time but the east
property line does contain a portion of Duck Creek with two minor tributaries. The topography
for the development is all sloping from west to east toward Duck Creek. There is a substantial
amount of upstream drainage area that passes through this site to Duck Creek and that portion
of storm water shall be passed through the site utilizing the 2 creek tributaries that shall remain
undisturbed.
Proposed Conditions
The existing parcel will be developed as a single-family residential subdivision with a new road
and right of way to serve the lots. The development will also consist of utility and stormwater
infrastructure in the form of septic sewer, public water main, offsite upstream drainage pass
through, onsite storm pipe network and three dry detention ponds and sand filters.
Erosion Control
The main control for sediment runoff will be one (1) temporary sediment trap that will serve to
collect the road entrance as it's cleared and improved. Then there will be three (3) permanent
storm water ponds that will serve as temporary sediment traps until converted to permanent
storm basins. The three (3) SCM's will treat the storm water with sand filters. Additional
measures such as a construction entrance, diversion ditches, silt fence, and inlet protection will
also assist in controlling erosion runoff.
Storm Water Detention
Detention of the storm drainage shall be provided by converting the three temporary sediment
traps to dry detention basins to control the water quality volume of the 1 year, 24 hour storm
with peak control of the 50 year storm.
Water Quality/Channel Protection
Water quality treatment for the difference between the pre -development and post -
development of the 1 year 24 hour storm will be provided via surface sand filter.
HFI Calculations - Winsong Subdivision
Page2

Henson Foley
Land&wpa A-Chilealum F' ginv"ing
Sand Filter Design
15.28 AC
Input
Basin Drainage Area
665596.8 SF
Impervious Area to Basin
135617 SF
Filter Surface Elevation
553
WINDSONG
POND 1
Lot Impervious
13 Lots x
Road Impervious
270 sf / per 10 If
8000 sf = 104000
1171 If = 31617
135617
1. Runoff Volumetric runoff coefficient (Rv) (Equation 3.1)
Rv=0.05 + 0.9 * la
Rv= Runoff coefficient [storm runoff (in)/storm rainfall (in)l, unitless
la= Impervious fraction [impervious portion of drainage area (ac)/drainage area (ac.)l, unitles!
Pre Dev. Imp Area 0 S.F.=
Post Dev. Imp. Area 135,617 S.F.=
Drainage Area (A) 665,597 S.F.=
Rv = 0.233
2. Compute Volume Controlled (Wqv) (Eq. 3.2)
WQv = 1.0*Rv*A/12
WQv = water quality protection volume (cc-ft)
Rv = volumetric runoff coefficient
A = total drainage area (acres)
WQv = 12,944.6 cu. Ff.
3. Compute Sand Filter Area to Treat Wafer Qualify Volume
At = (WQv*df)/(k*(hf+df)*tf)
Where
At = surface area of filter bed (sq ft)
df = filter bed depth (ft)
k = coefficient of permeability of filter media (ft/day) _
hf = average height of water above filter bed (ft)
tf = design filter bed drain time (days)
Af = 684.9 s.f.
Develop Stage Storage for Sand Filter Media
At elevation of 3 feet above filter bed Qo=
At elevation of 2 feet above filter bed Qo=
At elevation of 1 feet above filter bed Qo=
At elevation of 2 feet above filter bed Qo=
0.00 AC Pre la = 0.0%
3.11 AC Post la = 20.4% (using s.f. #'s)
15.28 AC
Sand Filter Discount per MDC3
Sand Chamber Storage Req.
9708 Cu. Ft
sq ft
2.5 ft
3.5 ft/day = 1.75 in/hr
2 ft
3 days
5992.87 cf/day=
0.069 cfs
4794.29 cf/day=
0.055 cfs
3595.72 cf/day=
0.042 cfs
2397.15 cf/day=
0.028 cfs
HFI Calculations - Winsong Subdivision
Page3

4. Size Undrains
Compute minimum drawdown discharge
Water quality volume =
Drawdown = WQv/(51 hours*3,600 sec/hour) _
Compute perforation capacity
4 rows of perforations / ft
Number of cleanouts in pipe=
4
total length of underdrain pipe
48 ft
Number of perforations =
704 holes
50 percent of perforations =
352 holes
Capacity of one hole = CA (2gh)A0.5
= 0.0083 cfs
Total Capacity
= 2.91 cfs
Compute underdrain
pipe capacity
For 6-inch PVC underdrain
pipe at 0.005 ft/ft slope:
Diameter of Pipe =
6 inches
Area of pipe =
28.27 sq. in. 0.1964 sq. ft.
Slope of pipe =
0.005 ft/ft
mannings n =
0.013
Capacity of pipe = (1.49/n)(A)(A/P)A0.67(S)A0.,I
0.40 cfs
Fifty percent assuming clogging = 0.20 cfs
12,944.6 cu. ft.
0.071 cfs
(1 per 50 ft, at each end of sytem and bends)
Underdrain capacity okay because Underdrain calc capacity is greater than sand filter infiltration Qc
HFI Calculations - Winsong Subdivision
Page4

Henson Foley
Land&wpa A-Chilealum F' ginv"ing
Sand Filter Design
Input
Basin Drainage Area
Impervious Area to Basin
Filter Surface Elevation
WINDSONG
POND 2
7.6 AC Lot Impervious
7 Lots x 8000 sf = 56000
331056 SF Road Impervious
70310 SF 270 sf / per 10 If 530 If = 14310
558 70310
1. Runoff Volumetric runoff coefficient (Rv) (Equation 3.1)
Rv=0.05 + 0.9 * la
Rv= Runoff coefficient [storm runoff (in)/storm rainfall (in)l, unitless
la= Impervious fraction [impervious portion of drainage area (ac)/drainage area (ac.)l, unitles!
Pre Dev. Imp Area 0 S.F.= 0.00 AC Pre la = 0.0%
Post Dev. Imp. Area 70,310 S.F.= 1.61 AC Post la = 21.2% (using s.f. #'s)
Drainage Area (A) 331,056 S.F.= 7.60 AC
Rv = 0.241
2. Compute Volume Controlled (Wqv) (Eq. 3.2)
WQv = 1.0*Rv*A/12
WQv = water quality protection volume (cc-ft)
Rv = volumetric runoff coefficient
A = total drainage area (acres)
Sand Filter Discount per MDC3
WQv = 6,652.7 cu. Ff. Sand Chamber Storage Req.
4989 Cu. Ff
3. Compute Sand Filter Area to Treat Wafer Qualify Volume
At = (WQv*df)/(k*(hf+df)*tf)
Where
At = surface area of filter bed (sq ft)
sq ft
df = filter bed depth (ft)
2.5 ft
k = coefficient of permeability of filter media (ft/day) =
3.5 ft/day = 1.75 in/hr
hf = average height of water above filter bed (ft)
2 ft
tf = design filter bed drain time (days)
3 days
Af = 352.0 s.f.
Develop Stage Storage for Sand Filter Media
At elevation of 3 feet above filter bed Qo=
3079.93 cf/day=
0.036 cfs
At elevation of 2 feet above filter bed Qo=
2463.94 cf/day=
0.029 cfs
At elevation of 1 feet above filter bed Qo=
1847.96 cf/day=
0.021 cfs
At elevation of 2 feet above filter bed Qo=
1231.97 cf/day=
0.014 cfs
HFI Calculations - Winsong Subdivision
Page5

4. Size Undrains
Compute minimum drawdown discharge
Water quality volume =
Drawdown = WQv/(51 hours*3,600 sec/hour) _
Compute perforation capacity
4 rows of perforations / ft
Number of cleanouts in pipe=
2
total length of underdrain pipe
16 ft
Number of perforations =
224 holes
50 percent of perforations =
112 holes
Capacity of one hole = CA (2gh)A0.5
= 0.0083 cfs
Total Capacity
= 0.92 cfs
Compute underdrain
pipe capacity
For 6-inch PVC underdrain
pipe at 0.005 ft/ft slope:
Diameter of Pipe =
6 inches
Area of pipe =
28.27 sq. in. 0.1964 sq. ft.
Slope of pipe =
0.005 ft/ft
mannings n =
0.013
Capacity of pipe = (1.49/n)(A)(A/P)A0.67(S)A0.,I
0.40 cfs
Fifty percent assuming clogging = 0.20 cfs
6,652.7 cu. ft.
0.036 cfs
(1 per 50 ft, at each end of sytem and bends)
Underdrain capacity okay because Underdrain calc capacity is greater than sand filter infiltration Qc
HFI Calculations - Winsong Subdivision
Page6

Henson Foley
Land&wpa A-Chilealum F' ginv"ing
Sand Filter Design
6.13 AC
Input
Basin Drainage Area
267022.8 SF
Impervious Area to Basin
48640 SF
Filter Surface Elevation
553
WINDSONG
POND 3
Lot Impervious
5 Lots x
Road Impervious
270 sf / per 10 If
8000 sf = 40000
320If = 8640
48640
1. Runoff Volumetric runoff coefficient (Rv) (Equation 3.1)
Rv=0.05 + 0.9 * la
Rv= Runoff coefficient [storm runoff (in)/storm rainfall (in)l, unitless
la= Impervious fraction [impervious portion of drainage area (ac)/drainage area (ac.)l, unitles!
Pre Dev. Imp Area 0 S.F.= 0.00 AC Pre la = 0.0%
Post Dev. Imp. Area 48,640 S.F.= 1.12 AC Post la = 18.2% (using s.f. #'s)
Drainage Area (A) 267,023 S.F.= 6.13 AC
Rv= 0.214
2. Compute Volume Controlled (Wqv) (Eq. 3.2)
WQv = 1.0*Rv*A/12
WQv = water quality protection volume (cc-ft)
Rv = volumetric runoff coefficient
A = total drainage area (acres)
Sand Filter Discount per MDC3
WQv = 4,760.6 cu. Ff. Sand Chamber Storage Req.
3570 Cu. Ff
3. Compute Sand Filter Area to Treat Wafer Qualify Volume
At = (WQv*df)/(k*(hf+df)*tf)
Where
At = surface area of filter bed (sq ft)
sq ft
df = filter bed depth (ft)
2.5 ft
k = coefficient of permeability of filter media (ft/day) =
3.5 ft/day = 1.75 in/hr
hf = average height of water above filter bed (ft)
2 ft
tf = design filter bed drain time (days)
3 days
Af = 251.9 s.f.
Develop Stage Storage for Sand Filter Media
At elevation of 3 feet above filter bed Qo=
2203.98 cf/day=
0.026 cfs
At elevation of 2 feet above filter bed Qo=
1763.18 cf/day=
0.020 cfs
At elevation of 1 feet above filter bed Qo=
1322.39 cf/day=
0.015 cfs
At elevation of 2 feet above filter bed Qo=
881.59 cf/day=
0.010 cfs
HFI Calculations - Winsong Subdivision
Page7

4. Size Undrains
Compute minimum drawdown discharge
Water quality volume =
Drawdown = WQv/(51 hours*3,600 sec/hour) _
Compute perforation capacity
4 rows of perforations / ft
Number of cleanouts in pipe=
4
total length of underdrain pipe
44 ft
Number of perforations =
640 holes
50 percent of perforations =
320 holes
Capacity of one hole = CA (2gh)A0.5
= 0.0083 cfs
Total Capacity
= 2.64 cfs
Compute underdrain
pipe capacity
For 6-inch PVC underdrain
pipe at 0.005 ft/ft slope:
Diameter of Pipe =
6 inches
Area of pipe =
28.27 sq. in. 0.1964 sq. ft.
Slope of pipe =
0.005 ft/ft
mannings n =
0.013
Capacity of pipe = (1.49/n)(A)(A/P)A0.67(S)A0.,I
0.40 cfs
Fifty percent assuming clogging = 0.20 cfs
4,760.6 cu. ft.
0.026 cfs
(1 per 50 ft, at each end of sytem and bends)
Underdrain capacity okay because Underdrain calc capacity is greater than sand filter infiltration Qc
HFI Calculations - Winsong Subdivision
Page8

1S
PRE DEV AREA 1
2S 4L
PRE DEV AREA 2 FULL PRE DEV
30SDISCHARGE
3S
PRE DEV AREA 3
CS � 8P
POST DEV -POND 1 POND 1
6S � 9P � 11L
POST DEV -POND 2 POND 2 POST CREEK
C7S IV\ 10
POST DEV - POND 3 POND 3
Subcat Reach on Link
HFI Calculations - Winsong Subdivision
Page9

217053 WINDSONG-R1
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 3
Area Listing (selected nodes)
Area CN Description
(acres) (s u bcatch me nt-n u m be rs)
21.470 79 1 acre lots, 20% imp, HSG C (5S, 6S, 7S)
5.270 71 Meadow, non -grazed, HSG C (5S, 6S, 7S)
2.270 98 Paved roads w/curbs & sewers, HSG B (5S, 6S, 7S)
33.420 73 Woods, Fair, HSG C (1 S, 2S, 3S)
62.430 76 TOTAL AREA
HFI Calculations - Winsong Subdivision
Page10

217053 WINDSONG-R1
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 4
Soil Listing (selected nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
2.270
HSG B
60.160
HSG C
0.000
HSG D
0.000
Other
62.430
5S, 6S, 7S
1 S, 2S, 3S, 5S, 6S, 7S
TOTAL AREA
HFI Calculations - Winsong Subdivision
Pagel

217053 WINDSONG-R1
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 5
Ground Covers (selected 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
21.470
0.000
0.000
21.470
1 acre lots, 20% imp
5S,
6S,
7S
0.000
0.000
5.270
0.000
0.000
5.270
Meadow, non -grazed
5S,
6S,
7S
0.000
2.270
0.000
0.000
0.000
2.270
Paved roads w/curbs & sewers
5S,
6S,
7S
0.000
0.000
33.420
0.000
0.000
33.420
Woods, Fair
is,
2S,
3S
0.000 2.270 60.160 0.000 0.000 62.430 TOTAL AREA
HFI Calculations - Winsong Subdivision
Page12

217053 WINDSONG-R1
Prepared by Henson Foley
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC
Printed
10/22/2019
Page 6
Pipe Listing (selected 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 8P
552.50
552.00
55.0
0.0091 0.012
24.0
0.0
0.0
2 9P
557.50
557.00
75.0
0.0067 0.012
24.0
0.0
0.0
3 10P
552.50
552.00
105.0
0.0048 0.012
24.0
0.0
0.0
HFI Calculations - Winsong Subdivision
Page13

217053 WINDSONG-R1 NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 7
Time span=0.00-100.00 hrs, dt=0.03 hrs, 3334 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: PRE DEV AREA 1 Runoff Area=18.340 ac 0.00% Impervious Runoff Depth=0.86"
Flow Length=1,129' Tc=49.4 min CN=73 Runoff=8.37 cfs 1.310 of
Subcatchment 2S: PRE DEV AREA 2 Runoff Area=8.950 ac 0.00% Impervious Runoff Depth=0.86"
Flow Length=1,127' Tc=49.3 min CN=73 Runoff=4.10 cfs 0.639 of
Subcatchment 3S: PRE DEV AREA 3 Runoff Area=6.130 ac 0.00% Impervious Runoff Depth=0.86"
Flow Length=1,116' Tc=49.2 min CN=73 Runoff=2.82 cfs 0.438 of
Subcatchment 5S: POST DEV - POND 1 Runoff Area=15.280 ac 22.96% Impervious Runoff Depth=1.19"
Tc=5.0 min CN=79 Runoff=28.12 cfs 1.513 of
Subcatchment 6S: POST DEV - POND 2 Runoff Area=7.600 ac 22.08% Impervious Runoff Depth=1.19"
Tc=5.0 min CN=79 Runoff=13.99 cfs 0.753 of
Subcatchment 7S: POST DEV - POND 3 Runoff Area=6.130 ac 22.48% Impervious Runoff Depth=1.19"
Tc=5.0 min CN=79 Runoff=11.28 cfs 0.607 of
Pond 8P: POND 1 Peak Elev=554.59' Storage=40,995 cf Inflow=28.12 cfs 1.513 of
Outflow=1.48 cfs 1.145 of
Pond 9P: POND 2 Peak Elev=559.37' Storage=21,467 cf Inflow=13.99 cfs 0.753 of
Outflow=0.56 cfs 0.574 of
Pond 10P: POND 3 Peak Elev=554.69' Storage=15,837 cf Inflow=11.28 cfs 0.607 of
Outflow=0.71 cfs 0.465 of
Link 4L: FULL PRE DEV DISCHARGE Inflow=15.28 cfs 2.388 of
Primary=15.28 cfs 2.388 of
Link 11L: POST CREEK Inflow=2.60 cfs 2.185 of
Primary=2.60 cfs 2.185 of
Total Runoff Area = 62.430 ac Runoff Volume = 5.261 of Average Runoff Depth = 1.01"
89.49% Pervious = 55.866 ac 10.51% Impervious = 6.564 ac
HFI Calculations - Winsong Subdivision
Page14

217053 WINDSONG-R1 NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 1S: PRE DEV AREA 1
Runoff = 8.37 cfs @ 12.76 hrs, Volume= 1.310 af, Depth= 0.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 1-Year Rainfall=3.00"
Area (ac) CN Description
18.340 73 Woods, Fair, HSG C
18.340 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.0
300
0.0400
0.14
Sheet Flow, WOODS QUALITY
Woods: Light underbrush n= 0.400 P2= 3.60"
12.4
829
0.0500
1.12
Shallow Concentrated Flow, WOODS QUALITY
Woodland Kv= 5.0 fps
49.4 1,129 Total
N
3
0
E
Subcatchment 1S: PRE DEV AREA 1
Hydrograph
9
8.37
cfs
8
Mew
•
-r
_AfIll
Rnff
Area1830
c
6
uof
VOILm=.30
f
5
Rnff
Dept
=
.8
"
4
o
n
3
C
=
3
2
1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page15

217053 WINDSONG-R1 NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 2S: PRE DEV AREA 2
Runoff = 4.10 cfs @ 12.76 hrs, Volume= 0.639 af, Depth= 0.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 1-Year Rainfall=3.00"
Area (ac) CN Description
8.950 73 Woods, Fair, HSG C
8.950 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.0
300
0.0400
0.14
Sheet Flow, WOODS QUALITY
Woods: Light underbrush n= 0.400 P2= 3.60"
12.3
827
0.0500
1.12
Shallow Concentrated Flow, WOODS QUALITY
Woodland Kv= 5.0 fps
49.3 1,127 Total
4
3
N
3
0
LL 2'
1
Subcatchment 2S: PRE DEV AREA 2
Hydrograph
4.10
cfs
-Yea
NO
R
3ir fall=
4-hr
.0
"
u11
of
Rijn
YO
lm=.69
ff
Dept
=
.8
f
"
omf
Len(
Tc
4
.3
C
min
=
3
.0 65 70 75 :0 85 •0 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page16

217053 WINDSONG-R1 NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 3S: PRE DEV AREA 3
Runoff = 2.82 cfs @ 12.75 hrs, Volume= 0.438 af, Depth= 0.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 1-Year Rainfall=3.00"
Area (ac) CN Description
6.130 73 Woods, Fair, HSG C
6.130 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.0
300
0.0400
0.14
Sheet Flow, WOODS QUALITY
Woods: Light underbrush n= 0.400 P2= 3.60"
12.2
816
0.0500
1.12
Shallow Concentrated Flow, WOODS QUALITY
Woodland Kv= 5.0 fps
49.2 1,116 Total
3
2-
N
3
0
LL
Subcatchment 3S: PRE DEV AREA 3
Hydrograph
2.82
cfs
-Year
u
of
NO
R
A
i
e
fall=
=6
4-hr
1
.0
0
"
c
uof
R
F
n
omr
olm=.48
ff
Lnth111'
Depth=01.8
f
"
C
=
3
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page17

217053 WINDSONG-R1 NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 5S: POST DEV - POND 1
Runoff = 28.12 cfs @ 12.12 hrs, Volume= 1.513 af, Depth= 1.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 1-Year Rainfall=3.00"
Area (ac) CN Description
1.400 98 Paved roads w/curbs & sewers, HSG B
10.540 79 1 acre lots, 20% imp, HSG C
3.340 71 Meadow, non -grazed, HSG C
15.280 79 Weighted Average
11.772 77.04% Pervious Area
3.508 22.96% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
U
3
0
E
Subcatchment 5S: POST DEV - POND 1
Hydrograph
30
28.12 cfs
28
26
24
22 RnffAra1520 c
20
18
16
14 Tc= .0 min
12
10
8
6
4
2
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page18

217053 WINDSONG-R1 NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 6S: POST DEV - POND 2
Runoff = 13.99 cfs @ 12.12 hrs, Volume= 0.753 af, Depth= 1.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 1-Year Rainfall=3.00"
Area (ac) CN Description
0.440 98 Paved roads w/curbs & sewers, HSG B
6.190 79 1 acre lots, 20% imp, HSG C
0.970 71 Meadow, non -grazed, HSG C
7.600 79 Weighted Average
5.922 77.92% Pervious Area
1.678 22.08% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: POST DEV - POND 2
Hydrograph
15
13.99 cfs
14
13
12
11 u 6of f A e =7 600 c
10
H 9
U
8
3
il:7 Tc= .0 min
6
5
4
3
2
1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page19

217053 WINDSONG-R1 NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 7S: POST DEV - POND 3
Runoff = 11.28 cfs @ 12.12 hrs, Volume= 0.607 af, Depth= 1.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 1-Year Rainfall=3.00"
Area (ac) CN Description
0.430 98 Paved roads w/curbs & sewers, HSG B
4.740 79 1 acre lots, 20% imp, HSG C
0.960 71 Meadow, non -grazed, HSG C
6.130 79 Weighted Average
4.752 77.52% Pervious Area
1.378 22.48% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
8-
N 7-
U
0 6-
LL
5-
4-
3-
2
1-
0
Subcatchment 7S: POST DEV - POND 3
Hydrograph
11.28 cfs
NO
4-hr
-Year
ai
fall=
.0
"
Rut)off
A
e
=6
1
0
c
uof
olm=.67
af
45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page20

217053 WINDSONG-R1
NOAA 24-hr B 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 14
Summary for Pond 8P: POND 1
Inflow Area = 15.280 ac, 22.96% Impervious, Inflow Depth = 1.19" for 1-Year event
Inflow = 28.12 cfs @ 12.12 hrs, Volume= 1.513 of
Outflow = 1.48 cfs @ 13.68 hrs, Volume= 1.145 af, Atten= 95%, Lag= 93.2 min
Primary = 1.48 cfs @ 13.68 hrs, Volume= 1.145 of
Routing by Stor-Ind method, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Peak Elev= 554.59' @ 13.68 hrs Surf.Area= 27,418 sf Storage= 40,995 cf
Plug -Flow detention time= 847.7 min calculated for 1.144 of (76% of inflow)
Center -of -Mass det. time= 761.4 min ( 1,598.0 - 836.6 )
Volume Invert
#1 553.00'
UNI01
Description
147,200 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet) (sq-ft)
553.00
24,124
677.0 0 0 24,124
554.00
26,172
697.0 25,141 25,141 26,416
555.00
28,295
717.0 27,227 52,368 28,775
556.00
30,478
737.0 29,380 81,747 31,201
557.00
32,729
763.0 31,597 113,344 34,394
558.00
34,995
774.0 33,856 147,200 35,943
Device Routing
Invert
Outlet Devices
#1 Primary
552.50'
24.0" Round Culvert
L= 55.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 552.50' / 552.00' S= 0.0091 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1
553.60'
3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
554.40'
5.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=1.47 cfs @ 13.68 hrs HW=554.59' (Free Discharge)
L1=Culvert (Passes 1.47 cfs of 13.95 cfs potential flow)
�2=Orifi ce/G rate
(Orifice Controls 0.30 cfs @ 4.43 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 1.18 cfs @ 1.23 fps)
HFI Calculations - Winsong Subdivision
Page21

217053 WINDSONG-R1
NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 15
Pond 8P: POND 1
Hyd rog raph
30 28.12 cfs
28 -
26 Peak. E lev,=554.59-
24
22 7
20
18
16
14
12
10
8
6
4
2 1.48 cfs
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page22

217053 WINDSONG-R1
NOAA 24-hr B 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 16
Summary for Pond 9P: POND 2
Inflow Area = 7.600 ac, 22.08% Impervious, Inflow Depth = 1.19" for 1-Year event
Inflow = 13.99 cfs @ 12.12 hrs, Volume= 0.753 of
Outflow = 0.56 cfs @ 14.46 hrs, Volume= 0.574 af, Atten= 96%, Lag= 140.3 min
Primary = 0.56 cfs @ 14.46 hrs, Volume= 0.574 of
Routing by Stor-Ind method, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Peak Elev= 559.37' @ 14.46 hrs Surf.Area= 16,788 sf Storage= 21,467 cf
Plug -Flow detention time= 783.9 min calculated for 0.574 of (76% of inflow)
Center -of -Mass det. time= 698.8 min ( 1,535.4 - 836.6 )
Volume Invert
#1 558.00'
UNI01
Description
94,015 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet) (sq-ft)
558.00
14,522
541.0 0 0 14,522
559.00
16,161
560.0 15,334 15,334 16,275
560.00
17,872
579.0 17,009 32,344 18,089
561.00
19,645
599.0 18,752 51,095 20,054
562.00
21,477
619.0 20,554 71,649 22,086
563.00
23,267
603.0 22,366 94,015 23,758
Device Routing
Invert
Outlet Devices
#1 Primary
557.50'
24.0" Round Culvert
L= 75.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 557.50' / 557.00' S= 0.0067'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1
558.50'
3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
559.30'
5.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=0.55 cfs @ 14.46 hrs HW=559.37' (Free Discharge)
L1=Culvert (Passes 0.55 cfs of 12.18 cfs potential flow)
�2=Orifi ce/G rate
(Orifice Controls 0.27 cfs @ 4.10 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 0.27 cfs @ 0.75 fps)
HFI Calculations - Winsong Subdivision
Page23

217053 WINDSONG-R1
NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 17
Pond 9P: POND 2
Hyd rog raph
15 13.99 cfs
14 •
13
12
11
7
10
H 9
U
8
3
LLo 7
6
5
4
3
2
1 0.56 cfs
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page24

217053 WINDSONG-R1
NOAA 24-hr B 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 18
Summary for Pond 1OR POND 3
Inflow Area = 6.130 ac, 22.48% Impervious, Inflow Depth = 1.19" for 1-Year event
Inflow = 11.28 cfs @ 12.12 hrs, Volume= 0.607 of
Outflow = 0.71 cfs @ 13.48 hrs, Volume= 0.465 af, Atten= 94%, Lag= 81.3 min
Primary = 0.71 cfs @ 13.48 hrs, Volume= 0.465 of
Routing by Stor-Ind method, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Peak Elev= 554.69' @ 13.48 hrs Surf.Area= 10,551 sf Storage= 15,837 cf
Plug -Flow detention time= 544.3 min calculated for 0.465 of (77% of inflow)
Center -of -Mass det. time= 459.9 min ( 1,296.5 - 836.6 )
Volume Invert
#1 553.00'
UNI01
Description
44,168 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
Surf.Area Perim. Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet)
(sq-ft)
553.00
8,175
455.0 0 0
8,175
554.00
9,562
475.0 8,859 8,859
9,726
555.00
11,002
493.0 10,274 19,133
11,195
556.00
12,524
525.0 11,755 30,888
13,837
557.00
14,050
530.0 13,280 44,168
14,511
Device Routing
Invert
Outlet Devices
#1 Primary
552.50'
24.0" Round Culvert
L= 105.0' RCP, mitered to conform to fill,
Ke= 0.700
Inlet / Outlet Invert= 552.50' / 552.00' S= 0.0048'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1
553.70'
3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
554.60'
5.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=0.70 cfs @ 13.48 hrs HW=554.69' (Free Discharge)
L1=Culvert (Passes 0.70 cfs of 14.21 cfs potential flow)
�2=Orifi ce/G rate
(Orifice Controls 0.30 cfs @ 4.43 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 0.40 cfs @ 0.86 fps)
HFI Calculations - Winsong Subdivision
Page25

217053 WINDSONG-R1
NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 19
Pond 1OR POND 3
Hyd rog raph
11.28 cfs 2
Inflow Are = 3 ac.
1
0
9
8
7
6
5
4
3
2
1 0.71 cfs
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page26

217053 WINDSONG-R1 NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 20
Summary for Link 4L: FULL PRE DEV DISCHARGE
Inflow Area = 33.420 ac, 0.00% Impervious, Inflow Depth = 0.86" for 1-Year event
Inflow = 15.28 cfs @ 12.75 hrs, Volume= 2.388 of
Primary = 15.28 cfs @ 12.75 hrs, Volume= 2.388 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Link 4L: FULL PRE DEV DISCHARGE
Hyd rog raph
7
15.28 cfs
6 15.28 cfs _
5
4
3
2
1
0
9
8
7
6
5
4
3
2
1
0 ';Z� "41K f"41K.4 .... "I,.
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
[ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page27

217053 WINDSONG-R1 NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 21
Summary for Link 11 L: POST CREEK
Inflow Area = 29.010 ac, 22.63% Impervious, Inflow Depth > 0.90" for 1-Year event
Inflow = 2.60 cfs @ 13.84 hrs, Volume= 2.185 of
Primary = 2.60 cfs @ 13.84 hrs, Volume= 2.185 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
N
U
3
0
LL
Link 11 L: POST CREEK
Hyd rog raph
V,
1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
[ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page28

217053 WINDSONG-R1 NOAA 24-hr 8 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 22
Time span=0.00-100.00 hrs, dt=0.03 hrs, 3334 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: PRE DEV AREA 1 Runoff Area=18.340 ac 0.00% Impervious Runoff Depth=2.52"
Flow Length=1,129' Tc=49.4 min CN=73 Runoff=26.68 cfs 3.848 of
Subcatchment 2S: PRE DEV AREA 2 Runoff Area=8.950 ac 0.00% Impervious Runoff Depth=2.52"
Flow Length=1,127' Tc=49.3 min CN=73 Runoff=12.99 cfs 1.878 of
Subcatchment 3S: PRE DEV AREA 3 Runoff Area=6.130 ac 0.00% Impervious Runoff Depth=2.52"
Flow Length=1,116' Tc=49.2 min CN=73 Runoff=8.93 cfs 1.286 of
Subcatchment 5S: POST DEV - POND 1 Runoff Area=15.280 ac 22.96% Impervious Runoff Depth=3.06"
Tc=5.0 min CN=79 Runoff=71.94 cfs 3.898 of
Subcatchment 6S: POST DEV - POND 2 Runoff Area=7.600 ac 22.08% Impervious Runoff Depth=3.06"
Tc=5.0 min CN=79 Runoff=35.78 cfs 1.939 of
Subcatchment 7S: POST DEV - POND 3 Runoff Area=6.130 ac 22.48% Impervious Runoff Depth=3.06"
Tc=5.0 min CN=79 Runoff=28.86 cfs 1.564 of
Pond 8P: POND 1 Peak Elev=555.69' Storage=72,391 cf Inflow=71.94 cfs 3.898 of
Outflow=19.75 cfs 3.529 of
Pond 9P: POND 2 Peak EIev=560.13' Storage=34,763 cf Inflow=35.78 cfs 1.939 of
Outflow=12.99 cfs 1.760 of
Pond 10P: POND 3 Peak EIev=555.52' Storage=25,016 cf Inflow=28.86 cfs 1.564 of
Outflow=14.95 cfs 1.422 of
Link 4L: FULL PRE DEV DISCHARGE Inflow=48.60 cfs 7.013 of
Primary=48.60 cfs 7.013 of
Link 11L: POST CREEK Inflow=46.97 cfs 6.712 of
Primary=46.97 cfs 6.712 of
Total Runoff Area = 62.430 ac Runoff Volume = 14.414 of Average Runoff Depth = 2.77"
89.49% Pervious = 55.866 ac 10.51% Impervious = 6.564 ac
HFI Calculations - Winsong Subdivision
Page29

217053 WINDSONG-R1 NOAA 24-hr 8 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 1S: PRE DEV AREA 1
Runoff = 26.68 cfs @ 12.69 hrs, Volume= 3.848 af, Depth= 2.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 10-Year Rainfall=5.30"
Area (ac) CN Description
18.340 73 Woods, Fair, HSG C
18.340 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.0
300
0.0400
0.14
Sheet Flow, WOODS QUALITY
Woods: Light underbrush n= 0.400 P2= 3.60"
12.4
829
0.0500
1.12
Shallow Concentrated Flow, WOODS QUALITY
Woodland Kv= 5.0 fps
49.4 1,129 Total
❑ Runoff
■■��1■■■■■■■■�ii�ili��ii�iiiii�iirMrfii�
■■��1■■■■■■■■■■■■Iii�il�iliWli■
iiiiiiii Iiiiiiiii......
•. 95
Time (hours)
HFI Calculations - Winsong Subdivision
Page30

217053 WINDSONG-R1 NOAA 24-hr 8 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 2S: PRE DEV AREA 2
Runoff = 12.99 cfs @ 12.70 hrs, Volume= 1.878 af, Depth= 2.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 10-Year Rainfall=5.30"
Area (ac) CN Description
8.950 73 Woods, Fair, HSG C
8.950 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.0
300
0.0400
0.14
Sheet Flow, WOODS QUALITY
Woods: Light underbrush n= 0.400 P2= 3.60"
12.3
827
0.0500
1.12
Shallow Concentrated Flow, WOODS QUALITY
Woodland Kv= 5.0 fps
49.3 1,127 Total
3
0
E
■■��1■■■■■■■■■■iiilii�ii�i�ii�i
.. 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page31

217053 WINDSONG-R1 NOAA 24-hr 8 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 25
Summary for Subcatchment 3S: PRE DEV AREA 3
Runoff = 8.93 cfs @ 12.70 hrs, Volume= 1.286 af, Depth= 2.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 10-Year Rainfall=5.30"
Area (ac) CN Description
6.130 73 Woods, Fair, HSG C
6.130 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.0
300
0.0400
0.14
Sheet Flow, WOODS QUALITY
Woods: Light underbrush n= 0.400 P2= 3.60"
12.2
816
0.0500
1.12
Shallow Concentrated Flow, WOODS QUALITY
Woodland Kv= 5.0 fps
49.2 1,116 Total
Subcatchment 3S: PRE DEV AREA 3
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 9U 9b
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page32

217053 WINDSONG-R1 NOAA 24-hr 8 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 5S: POST DEV - POND 1
Runoff = 71.94 cfs @ 12.12 hrs, Volume= 3.898 af, Depth= 3.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 10-Year Rainfall=5.30"
Area (ac) CN Description
1.400 98 Paved roads w/curbs & sewers, HSG B
10.540 79 1 acre lots, 20% imp, HSG C
3.340 71 Meadow, non -grazed, HSG C
15.280 79 Weighted Average
11.772 77.04% Pervious Area
3.508 22.96% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
U
3
0
LL
Subcatchment 5S: POST DEV - POND 1
Hydrograph
80
75 71.94 cfs
70 NO 4-hr
65 11
60
55 n r a Ci
50 uofVrolm=.88 af
45 n
40
35 Ci= min
30
25
20
15
10
5
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page33

217053 WINDSONG-R1 NOAA 24-hr 8 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 6S: POST DEV - POND 2
Runoff = 35.78 cfs @ 12.12 hrs, Volume= 1.939 af, Depth= 3.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 10-Year Rainfall=5.30"
Area (ac) CN Description
0.440 98 Paved roads w/curbs & sewers, HSG B
6.190 79 1 acre lots, 20% imp, HSG C
0.970 71 Meadow, non -grazed, HSG C
7.600 79 Weighted Average
5.922 77.92% Pervious Area
1.678 22.08% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
U
3
0
LL
Subcatchment 6S: POST DEV - POND 2
Hydrograph
40
38
35.78 cfs
36 NOW _
34
32
30
28
26
24 u 0f-V 0 m
22
20
18
16 _
14
12
10
8
6
4
2
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page34

217053 WINDSONG-R1 NOAA 24-hr 8 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 7S: POST DEV - POND 3
Runoff = 28.86 cfs @ 12.12 hrs, Volume= 1.564 af, Depth= 3.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 10-Year Rainfall=5.30"
Area (ac) CN Description
0.430 98 Paved roads w/curbs & sewers, HSG B
4.740 79 1 acre lots, 20% imp, HSG C
0.960 71 Meadow, non -grazed, HSG C
6.130 79 Weighted Average
4.752 77.52% Pervious Area
1.378 22.48% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
U
3
0
E
Subcatchment 7S: POST DEV - POND 3
Hydrograph
32
30 za.as ots
28 N 4-hr
26
24
22
20 uof olm=.54 af
18 n
16
14 Ci= 5.0 min
12
10
8
6
4
2
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page35

217053 WINDSONG-R1
NOAA 24-hr B 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 29
Summary for Pond 8P: POND 1
Inflow Area = 15.280 ac, 22.96% Impervious, Inflow Depth = 3.06" for 10-Year event
Inflow = 71.94 cfs @ 12.12 hrs, Volume= 3.898 of
Outflow = 19.75 cfs @ 12.34 hrs, Volume= 3.529 af, Atten= 73%, Lag= 13.5 min
Primary = 19.75 cfs @ 12.34 hrs, Volume= 3.529 of
Routing by Stor-Ind method, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Peak Elev= 555.69' @ 12.34 hrs Surf.Area= 29,792 sf Storage= 72,391 cf
Plug -Flow detention time= 332.2 min calculated for 3.529 of (91 % of inflow)
Center -of -Mass det. time= 285.9 min ( 1,098.6 - 812.8 )
Volume Invert
#1 553.00'
UNI01
Description
147,200 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet) (sq-ft)
553.00
24,124
677.0 0 0 24,124
554.00
26,172
697.0 25,141 25,141 26,416
555.00
28,295
717.0 27,227 52,368 28,775
556.00
30,478
737.0 29,380 81,747 31,201
557.00
32,729
763.0 31,597 113,344 34,394
558.00
34,995
774.0 33,856 147,200 35,943
Device Routing
Invert
Outlet Devices
#1 Primary
552.50'
24.0" Round Culvert
L= 55.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 552.50' / 552.00' S= 0.0091 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1
553.60'
3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
554.40'
5.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=19.75 cfs @ 12.34 hrs HW=555.69' (Free Discharge)
L1=Culvert (Inlet Controls 19.75 cfs @ 6.29 fps)
�2=Orifi ce/G rate
(Passes < 0.45 cfs potential flow)
3=Broad-Crested Rectangular Weir (Passes < 24.28 cfs potential flow)
HFI Calculations - Winsong Subdivision
Page36

217053 WINDSONG-R1
NOAA 24-hr 8 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 30
Pond 8P: POND 1
Hyd rog raph
80
71.94 cfs
75
70
65
60
55
50
45
40
35
30
25
19.75 cfs
20
15
10
5
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page37

217053 WINDSONG-R1
NOAA 24-hr B 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 31
Summary for Pond 9P: POND 2
Inflow Area = 7.600 ac, 22.08% Impervious, Inflow Depth = 3.06" for 10-Year event
Inflow = 35.78 cfs @ 12.12 hrs, Volume= 1.939 of
Outflow = 12.99 cfs @ 12.27 hrs, Volume= 1.760 af, Atten= 64%, Lag= 9.0 min
Primary = 12.99 cfs @ 12.27 hrs, Volume= 1.760 of
Routing by Stor-Ind method, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Peak Elev= 560.13' @ 12.27 hrs Surf.Area= 18,106 sf Storage= 34,763 cf
Plug -Flow detention time= 320.7 min calculated for 1.760 of (91 % of inflow)
Center -of -Mass det. time= 275.3 min ( 1,088.1 - 812.8 )
Volume Invert
#1 558.00'
UNI01
Description
94,015 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet) (sq-ft)
558.00
14,522
541.0 0 0 14,522
559.00
16,161
560.0 15,334 15,334 16,275
560.00
17,872
579.0 17,009 32,344 18,089
561.00
19,645
599.0 18,752 51,095 20,054
562.00
21,477
619.0 20,554 71,649 22,086
563.00
23,267
603.0 22,366 94,015 23,758
Device Routing
Invert
Outlet Devices
#1 Primary
557.50'
24.0" Round Culvert
L= 75.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 557.50' / 557.00' S= 0.0067'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1
558.50'
3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
559.30'
5.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=12.98 cfs @ 12.27 hrs HW=560.13' (Free Discharge)
L1=Culvert (Passes 12.98 cfs of 17.06 cfs potential flow)
�2=Orifi ce/G rate
(Orifice Controls 0.39 cfs @ 5.87 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 12.59 cfs @ 3.02 fps)
HFI Calculations - Winsong Subdivision
Page38

217053 WINDSONG-R1
NOAA 24-hr 8 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 32
N
U
Pond 9P: POND 2
Hyd rog raph
Time (hours)
❑ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page39

217053 WINDSONG-R1
NOAA 24-hr B 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 33
Summary for Pond 1OR POND 3
Inflow Area = 6.130 ac, 22.48% Impervious, Inflow Depth = 3.06" for 10-Year event
Inflow = 28.86 cfs @ 12.12 hrs, Volume= 1.564 of
Outflow = 14.95 cfs @ 12.21 hrs, Volume= 1.422 af, Atten= 48%, Lag= 5.5 min
Primary = 14.95 cfs @ 12.21 hrs, Volume= 1.422 of
Routing by Stor-Ind method, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Peak Elev= 555.52' @ 12.21 hrs Surf.Area= 11,776 sf Storage= 25,016 cf
Plug -Flow detention time= 240.4 min calculated for 1.422 of (91 % of inflow)
Center -of -Mass det. time= 195.5 min ( 1,008.3 - 812.8 )
Volume Invert
#1 553.00'
UNI01
Description
44,168 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
Surf.Area Perim. Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet)
(sq-ft)
553.00
8,175
455.0 0 0
8,175
554.00
9,562
475.0 8,859 8,859
9,726
555.00
11,002
493.0 10,274 19,133
11,195
556.00
12,524
525.0 11,755 30,888
13,837
557.00
14,050
530.0 13,280 44,168
14,511
Device Routing
Invert
Outlet Devices
#1 Primary
552.50'
24.0" Round Culvert
L= 105.0' RCP, mitered to conform to fill,
Ke= 0.700
Inlet / Outlet Invert= 552.50' / 552.00' S= 0.0048'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1
553.70'
3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
554.60'
5.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=14.94 cfs @ 12.21 hrs HW=555.52' (Free Discharge)
L1=Culvert (Passes 14.94 cfs of 18.50 cfs potential flow)
�2=Orifi ce/G rate
(Orifice Controls 0.42 cfs @ 6.22 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 14.52 cfs @ 3.17 fps)
HFI Calculations - Winsong Subdivision
Page40

217053 WINDSONG-R1
NOAA 24-hr 8 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 34
Pond 1OR POND 3
Hyd rog raph
32 28.8s ofs
30
28
26
24 _
22 7
20
18
16 4.95 cfs
14
12
10
8
6
4
2
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page41

217053 WINDSONG-R1 NOAA 24-hr 8 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 35
Summary for Link 4L: FULL PRE DEV DISCHARGE
Inflow Area = 33.420 ac, 0.00% Impervious, Inflow Depth = 2.52" for 10-Year event
Inflow = 48.60 cfs @ 12.69 hrs, Volume= 7.013 of
Primary = 48.60 cfs @ 12.69 hrs, Volume= 7.013 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
N
U
3
0
LL
Link 4L: FULL PRE DEV DISCHARGE
Hyd rog raph
48.60 cfs
50 48.60 cfs
45
40
35
30
25
20
15
10
5
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page42

217053 WINDSONG-R1 NOAA 24-hr 8 10-Year Rainfall=5.30"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 36
Summary for Link 11 L: POST CREEK
Inflow Area = 29.010 ac, 22.63% Impervious, Inflow Depth > 2.78" for 10-Year event
Inflow = 46.97 cfs @ 12.24 hrs, Volume= 6.712 of
Primary = 46.97 cfs @ 12.24 hrs, Volume= 6.712 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
N
U
3
0
E
Link 11 L: POST CREEK
Hyd rog raph
50 46.97 cfs
46.97 cfs `-, ^ . A
45 VV C Q
40
35
30
25
20
15
10
5
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
[ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page43

217053 WINDSONG-R1 NOAA 24-hr 8 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 37
Time span=0.00-100.00 hrs, dt=0.03 hrs, 3334 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: PRE DEV AREA 1 Runoff Area=18.340 ac 0.00% Impervious Runoff Depth=3.36"
Flow Length=1,129' Tc=49.4 min CN=73 Runoff=35.89 cfs 5.142 of
Subcatchment 2S: PRE DEV AREA 2 Runoff Area=8.950 ac 0.00% Impervious Runoff Depth=3.36"
Flow Length=1,127' Tc=49.3 min CN=73 Runoff=17.48 cfs 2.509 of
Subcatchment 3S: PRE DEV AREA 3 Runoff Area=6.130 ac 0.00% Impervious Runoff Depth=3.36"
Flow Length=1,116' Tc=49.2 min CN=73 Runoff=12.01 cfs 1.719 of
Subcatchment 5S: POST DEV - POND 1 Runoff Area=15.280 ac 22.96% Impervious Runoff Depth=3.98"
Tc=5.0 min CN=79 Runoff=92.52 cfs 5.062 of
Subcatchment 6S: POST DEV - POND 2 Runoff Area=7.600 ac 22.08% Impervious Runoff Depth=3.98"
Tc=5.0 min CN=79 Runoff=46.02 cfs 2.518 of
Subcatchment 7S: POST DEV - POND 3 Runoff Area=6.130 ac 22.48% Impervious Runoff Depth=3.98"
Tc=5.0 min CN=79 Runoff=37.12 cfs 2.031 of
Pond 8P: POND 1 Peak Elev=556.43' Storage=95,025 cf Inflow=92.52 cfs 5.062 of
Outflow=22.84 cfs 4.693 of
Pond 9P: POND 2 Peak EIev=560.54' Storage=42,233 cf Inflow=46.02 cfs 2.518 of
Outflow=19.06 cfs 2.339 of
Pond 10P: POND 3 Peak EIev=555.89' Storage=29,509 cf Inflow=37.12 cfs 2.031 of
Outflow=20.63 cfs 1.889 of
Link 4L: FULL PRE DEV DISCHARGE Inflow=65.38 cfs 9.370 of
Primary=65.38 cfs 9.370 of
Link 11L: POST CREEK Inflow=61.99 cfs 8.921 of
Primary=61.99 cfs 8.921 of
Total Runoff Area = 62.430 ac Runoff Volume = 18.981 of Average Runoff Depth = 3.65"
89.49% Pervious = 55.866 ac 10.51% Impervious = 6.564 ac
HFI Calculations - Winsong Subdivision
Page44

217053 WINDSONG-R1 NOAA 24-hr 8 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 1S: PRE DEV AREA 1
Runoff = 35.89 cfs @ 12.69 hrs, Volume= 5.142 af, Depth= 3.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 25-Year Rainfall=6.33"
Area (ac) CN Description
18.340 73 Woods, Fair, HSG C
18.340 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.0
300
0.0400
0.14
Sheet Flow, WOODS QUALITY
Woods: Light underbrush n= 0.400 P2= 3.60"
12.4
829
0.0500
1.12
Shallow Concentrated Flow, WOODS QUALITY
Woodland Kv= 5.0 fps
49.4 1,129 Total
Subcatchment 1S: PRE DEV AREA 1
Hydrograph
❑ Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
HFI Calculations - Winsong Subdivision
Page45

217053 WINDSONG-R1 NOAA 24-hr 8 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 2S: PRE DEV AREA 2
Runoff = 17.48 cfs @ 12.68 hrs, Volume= 2.509 af, Depth= 3.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 25-Year Rainfall=6.33"
Area (ac) CN Description
8.950 73 Woods, Fair, HSG C
8.950 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.0
300
0.0400
0.14
Sheet Flow, WOODS QUALITY
Woods: Light underbrush n= 0.400 P2= 3.60"
12.3
827
0.0500
1.12
Shallow Concentrated Flow, WOODS QUALITY
Woodland Kv= 5.0 fps
49.3 1,127 Total
Subcatchment 2S: PRE DEV AREA 2
Hydrograph
❑ Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
HFI Calculations - Winsong Subdivision
Page46

217053 WINDSONG-R1 NOAA 24-hr 8 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 3S: PRE DEV AREA 3
Runoff = 12.01 cfs @ 12.69 hrs, Volume= 1.719 af, Depth= 3.36"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 25-Year Rainfall=6.33"
Area (ac) CN Description
6.130 73 Woods, Fair, HSG C
6.130 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.0
300
0.0400
0.14
Sheet Flow, WOODS QUALITY
Woods: Light underbrush n= 0.400 P2= 3.60"
12.2
816
0.0500
1.12
Shallow Concentrated Flow, WOODS QUALITY
Woodland Kv= 5.0 fps
49.2 1,116 Total
Subcatchment 3S: PRE DEV AREA 3
Hydrograph
❑ Runoff
■■��I■■■■■■■■1�iiiI�I�iIW��lii��Mil�i�l�
• ■■ail■■■■■■■■■■�■����■
•.
Time (hours)
HFI Calculations - Winsong Subdivision
Page47

217053 WINDSONG-R1 NOAA 24-hr 8 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 5S: POST DEV - POND 1
Runoff = 92.52 cfs @ 12.12 hrs, Volume= 5.062 af, Depth= 3.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 25-Year Rainfall=6.33"
Area (ac) CN Description
1.400 98 Paved roads w/curbs & sewers, HSG B
10.540 79 1 acre lots, 20% imp, HSG C
3.340 71 Meadow, non -grazed, HSG C
15.280 79 Weighted Average
11.772 77.04% Pervious Area
3.508 22.96% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: POST DEV - POND 1
Hydrograph
❑ Runoff
■■■■■■■■■■illiiYliilr■ilriiiii`�i�iiiiiii�
Time (hours)
HFI Calculations - Winsong Subdivision
Page48

217053 WINDSONG-R1 NOAA 24-hr 8 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 6S: POST DEV - POND 2
Runoff = 46.02 cfs @ 12.12 hrs, Volume= 2.518 af, Depth= 3.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 25-Year Rainfall=6.33"
Area (ac) CN Description
0.440 98 Paved roads w/curbs & sewers, HSG B
6.190 79 1 acre lots, 20% imp, HSG C
0.970 71 Meadow, non -grazed, HSG C
7.600 79 Weighted Average
5.922 77.92% Pervious Area
1.678 22.08% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: POST DEV - POND 2
Hydrograph
❑ Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
HFI Calculations - Winsong Subdivision
Page49

217053 WINDSONG-R1 NOAA 24-hr 8 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 7S: POST DEV - POND 3
Runoff = 37.12 cfs @ 12.12 hrs, Volume= 2.031 af, Depth= 3.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 25-Year Rainfall=6.33"
Area (ac) CN Description
0.430 98 Paved roads w/curbs & sewers, HSG B
4.740 79 1 acre lots, 20% imp, HSG C
0.960 71 Meadow, non -grazed, HSG C
6.130 79 Weighted Average
4.752 77.52% Pervious Area
1.378 22.48% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
3
0
LL
Subcatchment 7S: POST DEV - POND 3
Hydrograph
40
38 37.12 cfs
36 —
34
32 - ear ir Tall1=61.33-
30 _
28
26
24
22 —
20
18 TC=5.0 min
16 _
14
12
10
8
6
4
2
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page50

217053 WINDSONG-R1
NOAA 24-hr B 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 44
Summary for Pond 8P: POND 1
Inflow Area = 15.280 ac, 22.96% Impervious, Inflow Depth = 3.98" for 25-Year event
Inflow = 92.52 cfs @ 12.12 hrs, Volume= 5.062 of
Outflow = 22.84 cfs @ 12.37 hrs, Volume= 4.693 af, Atten= 75%, Lag= 15.0 min
Primary = 22.84 cfs @ 12.37 hrs, Volume= 4.693 of
Routing by Stor-Ind method, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Peak Elev= 556.43' @ 12.37 hrs Surf.Area= 31,434 sf Storage= 95,025 cf
Plug -Flow detention time= 268.3 min calculated for 4.693 of (93% of inflow)
Center -of -Mass det. time= 230.5 min ( 1,036.8 - 806.3 )
Volume Invert
#1 553.00'
UNI01
Description
147,200 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet) (sq-ft)
553.00
24,124
677.0 0 0 24,124
554.00
26,172
697.0 25,141 25,141 26,416
555.00
28,295
717.0 27,227 52,368 28,775
556.00
30,478
737.0 29,380 81,747 31,201
557.00
32,729
763.0 31,597 113,344 34,394
558.00
34,995
774.0 33,856 147,200 35,943
Device Routing
Invert
Outlet Devices
#1 Primary
552.50'
24.0" Round Culvert
L= 55.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 552.50' / 552.00' S= 0.0091 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1
553.60'
3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
554.40'
5.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=22.84 cfs @ 12.37 hrs HW=556.43' (Free Discharge)
L1=Culvert (Inlet Controls 22.84 cfs @ 7.27 fps)
�2=Orifi ce/G rate
(Passes < 0.53 cfs potential flow)
3=Broad-Crested Rectangular Weir (Passes < 47.94 cfs potential flow)
HFI Calculations - Winsong Subdivision
Page51

217053 WINDSONG-R1
NOAA 24-hr 8 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 45
N
U
3
0
LL
Pond 8P: POND 1
Hyd rog raph
00 LL192:.:5:2 cfs
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25 22.84 cfs
20
15
10
5
0
0 10 20 30 40 50 60 70 80 90
Time (hours)
❑ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page52

217053 WINDSONG-R1
NOAA 24-hr B 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 46
Summary for Pond 9P: POND 2
Inflow Area = 7.600 ac, 22.08% Impervious, Inflow Depth = 3.98" for 25-Year event
Inflow = 46.02 cfs @ 12.12 hrs, Volume= 2.518 of
Outflow = 19.06 cfs @ 12.24 hrs, Volume= 2.339 af, Atten= 59%, Lag= 7.4 min
Primary = 19.06 cfs @ 12.24 hrs, Volume= 2.339 of
Routing by Stor-Ind method, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Peak Elev= 560.54' @ 12.24 hrs Surf.Area= 18,818 sf Storage= 42,233 cf
Plug -Flow detention time= 254.6 min calculated for 2.339 of (93% of inflow)
Center -of -Mass det. time= 217.6 min ( 1,023.9 - 806.3 )
Volume Invert
#1 558.00'
UNI01
Description
94,015 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet) (sq-ft)
558.00
14,522
541.0 0 0 14,522
559.00
16,161
560.0 15,334 15,334 16,275
560.00
17,872
579.0 17,009 32,344 18,089
561.00
19,645
599.0 18,752 51,095 20,054
562.00
21,477
619.0 20,554 71,649 22,086
563.00
23,267
603.0 22,366 94,015 23,758
Device Routing
Invert
Outlet Devices
#1 Primary
557.50'
24.0" Round Culvert
L= 75.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 557.50' / 557.00' S= 0.0067'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1
558.50'
3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
559.30'
5.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=19.06 cfs @ 12.24 hrs HW=560.54' (Free Discharge)
L1=Culvert (Inlet Controls 19.06 cfs @ 6.07 fps)
�2=Orifi ce/G rate
(Passes < 0.44 cfs potential flow)
3=Broad-Crested Rectangular Weir (Passes < 22.89 cfs potential flow)
HFI Calculations - Winsong Subdivision
Page53

217053 WINDSONG-R1
NOAA 24-hr 8 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 47
Pond 9P: POND 2
Hyd rog raph
50
46.02 cfs
45
Inflow
Are
=
0
ac.
40
ekEIv505'
35
trg=2,3
f
30
25
20
19.06
cfs
15
10
5
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page54

217053 WINDSONG-R1
NOAA 24-hr B 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 48
Summary for Pond 1OR POND 3
Inflow Area = 6.130 ac, 22.48% Impervious, Inflow Depth = 3.98" for 25-Year event
Inflow = 37.12 cfs @ 12.12 hrs, Volume= 2.031 of
Outflow = 20.63 cfs @ 12.20 hrs, Volume= 1.889 af, Atten= 44%, Lag= 4.8 min
Primary = 20.63 cfs @ 12.20 hrs, Volume= 1.889 of
Routing by Stor-Ind method, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Peak Elev= 555.89' @ 12.20 hrs Surf.Area= 12,350 sf Storage= 29,509 cf
Plug -Flow detention time= 192.1 min calculated for 1.889 of (93% of inflow)
Center -of -Mass det. time= 155.5 min ( 961.9 - 806.3 )
Volume Invert
#1 553.00'
UNI01
Description
44,168 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
Surf.Area Perim. Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet)
(sq-ft)
553.00
8,175
455.0 0 0
8,175
554.00
9,562
475.0 8,859 8,859
9,726
555.00
11,002
493.0 10,274 19,133
11,195
556.00
12,524
525.0 11,755 30,888
13,837
557.00
14,050
530.0 13,280 44,168
14,511
Device Routing
Invert
Outlet Devices
#1 Primary
552.50'
24.0" Round Culvert
L= 105.0' RCP, mitered to conform to fill,
Ke= 0.700
Inlet / Outlet Invert= 552.50' / 552.00' S= 0.0048'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1
553.70'
3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
554.60'
5.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=20.61 cfs @ 12.20 hrs HW=555.88' (Free Discharge)
L1=Culvert (Inlet Controls 20.61 cfs @ 6.56 fps)
�2=Orifi ce/G rate
(Passes < 0.46 cfs potential flow)
3=Broad-Crested Rectangular Weir (Passes < 24.17 cfs potential flow)
HFI Calculations - Winsong Subdivision
Page55

217053 WINDSONG-R1
NOAA 24-hr 8 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 49
N
U
Pond 1OR POND 3
Hyd rog raph
Time (hours)
❑ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page56

217053 WINDSONG-R1 NOAA 24-hr 8 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 50
Summary for Link 4L: FULL PRE DEV DISCHARGE
Inflow Area = 33.420 ac, 0.00% Impervious, Inflow Depth = 3.36" for 25-Year event
Inflow = 65.38 cfs @ 12.69 hrs, Volume= 9.370 of
Primary = 65.38 cfs @ 12.69 hrs, Volume= 9.370 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
N
U
3
0
LL
Link 4L: FULL PRE DEV DISCHARGE
Hyd rog raph
70 65.38 cfs
65.38 cfs _
65 '
60
55
50
45
40
35
30
25
20
15
10
5
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
[ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page57

217053 WINDSONG-R1 NOAA 24-hr 8 25-Year Rainfall=6.33"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 51
Summary for Link 11 L: POST CREEK
Inflow Area = 29.010 ac, 22.63% Impervious, Inflow Depth > 3.69" for 25-Year event
Inflow = 61.99 cfs @ 12.24 hrs, Volume= 8.921 of
Primary = 61.99 cfs @ 12.24 hrs, Volume= 8.921 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
N
U
3
0
E
Link 11 L: POST CREEK
Hyd rog raph
61.99 cfs
65 61.99 cfs Inflow Area=29.010 a
60
55
50
45
40
35
30
25
20
15
10
5
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
[ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page58

217053 WINDSONG-R1 NOAA 24-hr 8 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 52
Time span=0.00-100.00 hrs, dt=0.03 hrs, 3334 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: PRE DEV AREA 1 Runoff Area=18.340 ac 0.00% Impervious Runoff Depth=4.06"
Flow Length=1,129' Tc=49.4 min CN=73 Runoff=43.44 cfs 6.213 of
Subcatchment 2S: PRE DEV AREA 2 Runoff Area=8.950 ac 0.00% Impervious Runoff Depth=4.06"
Flow Length=1,127' Tc=49.3 min CN=73 Runoff=21.19 cfs 3.032 of
Subcatchment 3S: PRE DEV AREA 3 Runoff Area=6.130 ac 0.00% Impervious Runoff Depth=4.06"
Flow Length=1,116' Tc=49.2 min CN=73 Runoff=14.53 cfs 2.076 of
Subcatchment 5S: POST DEV - POND 1 Runoff Area=15.280 ac 22.96% Impervious Runoff Depth=4.72"
Tc=5.0 min CN=79 Runoff=109.04 cfs 6.012 of
Subcatchment 6S: POST DEV - POND 2 Runoff Area=7.600 ac 22.08% Impervious Runoff Depth=4.72"
Tc=5.0 min CN=79 Runoff=54.23 cfs 2.991 of
Subcatchment 7S: POST DEV - POND 3 Runoff Area=6.130 ac 22.48% Impervious Runoff Depth=4.72"
Tc=5.0 min CN=79 Runoff=43.74 cfs 2.412 of
Pond 8P: POND 1 Peak EIev=557.01' Storage=113,628 cf Inflow=109.04 cfs 6.012 of
Outflow=25.00 cfs 5.643 of
Pond 9P: POND 2 Peak EIev=560.91' Storage=49,274 cf Inflow=54.23 cfs 2.991 of
Outflow=20.71 cfs 2.812 of
Pond 10P: POND 3 Peak EIev=556.22' Storage=33,671 cf Inflow=43.74 cfs 2.412 of
Outflow=22.01 cfs 2.270 of
Link 4L: FULL PRE DEV DISCHARGE Inflow=79.13 cfs 11.321 of
Primary=79.13 cfs 11.321 of
Link 11L: POST CREEK Inflow=67.19 cfs 10.725 of
Primary=67.19 cfs 10.725 of
Total Runoff Area = 62.430 ac Runoff Volume = 22.736 of Average Runoff Depth = 4.37"
89.49% Pervious = 55.866 ac 10.51% Impervious = 6.564 ac
HFI Calculations - Winsong Subdivision
Page59

217053 WINDSONG-R1 NOAA 24-hr 8 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 53
Summary for Subcatchment 1S: PRE DEV AREA 1
Runoff = 43.44 cfs @ 12.68 hrs, Volume= 6.213 af, Depth= 4.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 50-Year Rainfall=7.15"
Area (ac) CN Description
18.340 73 Woods, Fair, HSG C
18.340 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.0
300
0.0400
0.14
Sheet Flow, WOODS QUALITY
Woods: Light underbrush n= 0.400 P2= 3.60"
12.4
829
0.0500
1.12
Shallow Concentrated Flow, WOODS QUALITY
Woodland Kv= 5.0 fps
49.4 1,129 Total
Subcatchment 1S: PRE DEV AREA 1
Hydrograph
❑ Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
HFI Calculations - Winsong Subdivision
Page60

217053 WINDSONG-R1 NOAA 24-hr 8 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 54
Summary for Subcatchment 2S: PRE DEV AREA 2
Runoff = 21.19 cfs @ 12.67 hrs, Volume= 3.032 af, Depth= 4.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 50-Year Rainfall=7.15"
Area (ac) CN Description
8.950 73 Woods, Fair, HSG C
8.950 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.0
300
0.0400
0.14
Sheet Flow, WOODS QUALITY
Woods: Light underbrush n= 0.400 P2= 3.60"
12.3
827
0.0500
1.12
Shallow Concentrated Flow, WOODS QUALITY
Woodland Kv= 5.0 fps
49.3 1,127 Total
Subcatchment 2S: PRE DEV AREA 2
Hydrograph
❑ Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
HFI Calculations - Winsong Subdivision
Page61

217053 WINDSONG-R1 NOAA 24-hr 8 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment 3S: PRE DEV AREA 3
Runoff = 14.53 cfs @ 12.69 hrs, Volume= 2.076 af, Depth= 4.06"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 50-Year Rainfall=7.15"
Area (ac) CN Description
6.130 73 Woods, Fair, HSG C
6.130 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.0
300
0.0400
0.14
Sheet Flow, WOODS QUALITY
Woods: Light underbrush n= 0.400 P2= 3.60"
12.2
816
0.0500
1.12
Shallow Concentrated Flow, WOODS QUALITY
Woodland Kv= 5.0 fps
49.2 1,116 Total
Subcatchment 3S: PRE DEV AREA 3
Hydrograph
16
15 14.53 cfs
14 - P
13
12
11
10 uof Vro Ill. m=.06 f
H 9
U
3 8
7 F OVI Length---T
6
5
4
3
2
1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page62

217053 WINDSONG-R1 NOAA 24-hr 8 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 56
Summary for Subcatchment 5S: POST DEV - POND 1
Runoff = 109.04 cfs @ 12.12 hrs, Volume= 6.012 af, Depth= 4.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 50-Year Rainfall=7.15"
Area (ac) CN Description
1.400 98 Paved roads w/curbs & sewers, HSG B
10.540 79 1 acre lots, 20% imp, HSG C
3.340 71 Meadow, non -grazed, HSG C
15.280 79 Weighted Average
11.772 77.04% Pervious Area
3.508 22.96% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
1
1
1
1
1
Subcatchment 5S: POST DEV - POND 1
Hydrograph
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page63

217053 WINDSONG-R1 NOAA 24-hr 8 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment 6S: POST DEV - POND 2
Runoff = 54.23 cfs @ 12.12 hrs, Volume= 2.991 af, Depth= 4.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 50-Year Rainfall=7.15"
Area (ac) CN Description
0.440 98 Paved roads w/curbs & sewers, HSG B
6.190 79 1 acre lots, 20% imp, HSG C
0.970 71 Meadow, non -grazed, HSG C
7.600 79 Weighted Average
5.922 77.92% Pervious Area
1.678 22.08% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
3
0
E
Subcatchment 6S: POST DEV - POND 2
Hydrograph
60
55 54.23 cfs
50
45
40
35
30 ,
25
20
15
10
5
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page64

217053 WINDSONG-R1 NOAA 24-hr 8 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 58
Summary for Subcatchment 7S: POST DEV - POND 3
Runoff = 43.74 cfs @ 12.12 hrs, Volume= 2.412 af, Depth= 4.72"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 50-Year Rainfall=7.15"
Area (ac) CN Description
0.430 98 Paved roads w/curbs & sewers, HSG B
4.740 79 1 acre lots, 20% imp, HSG C
0.960 71 Meadow, non -grazed, HSG C
6.130 79 Weighted Average
4.752 77.52% Pervious Area
1.378 22.48% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: POST DEV - POND 3
Hydrograph
❑ Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
HFI Calculations - Winsong Subdivision
Page65

217053 WINDSONG-R1
NOAA 24-hr B 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 59
Summary for Pond 8P: POND 1
Inflow Area = 15.280 ac, 22.96% Impervious, Inflow Depth = 4.72" for 50-Year event
Inflow = 109.04 cfs @ 12.12 hrs, Volume= 6.012 of
Outflow = 25.00 cfs @ 12.39 hrs, Volume= 5.643 af, Atten= 77%, Lag= 16.1 min
Primary = 25.00 cfs @ 12.39 hrs, Volume= 5.643 of
Routing by Stor-Ind method, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Peak Elev= 557.01' @ 12.39 hrs Surf.Area= 32,748 sf Storage= 113,628 cf
Plug -Flow detention time= 235.4 min calculated for 5.642 of (94% of inflow)
Center -of -Mass det. time= 203.8 min ( 1,005.9 - 802.1 )
Volume Invert
#1 553.00'
UNI01
Description
147,200 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet) (sq-ft)
553.00
24,124
677.0 0 0 24,124
554.00
26,172
697.0 25,141 25,141 26,416
555.00
28,295
717.0 27,227 52,368 28,775
556.00
30,478
737.0 29,380 81,747 31,201
557.00
32,729
763.0 31,597 113,344 34,394
558.00
34,995
774.0 33,856 147,200 35,943
Device Routing
Invert
Outlet Devices
#1 Primary
552.50'
24.0" Round Culvert
L= 55.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 552.50' / 552.00' S= 0.0091 T Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1
553.60'
3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
554.40'
5.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=25.00 cfs @ 12.39 hrs HW=557.01' (Free Discharge)
L1=Culvert (Inlet Controls 25.00 cfs @ 7.96 fps)
�2=Orifi ce/G rate
(Passes < 0.58 cfs potential flow)
3=Broad-Crested Rectangular Weir (Passes < 69.93 cfs potential flow)
HFI Calculations - Winsong Subdivision
Page66

217053 WINDSONG-R1
NOAA 24-hr 8 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 60
Pond 8P: POND 1
Hyd rog raph
120 109.04 cfs
115
110 OW
105
100 IF
95
90
85
80
75
H 70
65
3 60
° 55
LL 50
45
40
35
30 25.00 cfs
25
20
15
10
5
0
0 10 20 30 40 50 60 70 80 90
Time (hours)
❑ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page67

217053 WINDSONG-R1
NOAA 24-hr B 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 61
Summary for Pond 9P: POND 2
Inflow Area = 7.600 ac, 22.08% Impervious, Inflow Depth = 4.72" for 50-Year event
Inflow = 54.23 cfs @ 12.12 hrs, Volume= 2.991 of
Outflow = 20.71 cfs @ 12.25 hrs, Volume= 2.812 af, Atten= 62%, Lag= 8.1 min
Primary = 20.71 cfs @ 12.25 hrs, Volume= 2.812 of
Routing by Stor-Ind method, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Peak Elev= 560.91' @ 12.25 hrs Surf.Area= 19,476 sf Storage= 49,274 cf
Plug -Flow detention time= 220.9 min calculated for 2.812 of (94% of inflow)
Center -of -Mass det. time= 188.7 min ( 990.8 - 802.1 )
Volume Invert
#1 558.00'
UNI01
Description
94,015 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
Surf.Area Perim. Inc.Store Cum.Store Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet) (sq-ft)
558.00
14,522
541.0 0 0 14,522
559.00
16,161
560.0 15,334 15,334 16,275
560.00
17,872
579.0 17,009 32,344 18,089
561.00
19,645
599.0 18,752 51,095 20,054
562.00
21,477
619.0 20,554 71,649 22,086
563.00
23,267
603.0 22,366 94,015 23,758
Device Routing
Invert
Outlet Devices
#1 Primary
557.50'
24.0" Round Culvert
L= 75.0' RCP, mitered to conform to fill, Ke= 0.700
Inlet / Outlet Invert= 557.50' / 557.00' S= 0.0067'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1
558.50'
3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
559.30'
5.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=20.70 cfs @ 12.25 hrs HW=560.90' (Free Discharge)
L1=Culvert (Inlet Controls 20.70 cfs @ 6.59 fps)
�2=Orifi ce/G rate
(Passes < 0.48 cfs potential flow)
3=Broad-Crested Rectangular Weir (Passes < 33.73 cfs potential flow)
HFI Calculations - Winsong Subdivision
Page68

217053 WINDSONG-R1
NOAA 24-hr 8 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 62
N
U
3
0
E
Pond 9P: POND 2
Hyd rog raph
60 54.23 cfs
55
50
rl 1% -Bw=560.91
45SitoY
40 r
35
30
25
20.71 cfs
20
15
10
5
0- '40
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
❑ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page69

217053 WINDSONG-R1
NOAA 24-hr B 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 63
Summary for Pond 10P: POND 3
Inflow Area = 6.130 ac, 22.48% Impervious, Inflow Depth = 4.72" for 50-Year event
Inflow = 43.74 cfs @ 12.12 hrs, Volume= 2.412 of
Outflow = 22.01 cfs @ 12.21 hrs, Volume= 2.270 af, Atten= 50%, Lag= 5.6 min
Primary = 22.01 cfs @ 12.21 hrs, Volume= 2.270 of
Routing by Stor-Ind method, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Peak Elev= 556.22' @ 12.21 hrs Surf.Area= 12,851 sf Storage= 33,671 cf
Plug -Flow detention time= 165.7 min calculated for 2.270 of (94% of inflow)
Center -of -Mass det. time= 135.2 min ( 937.3 - 802.1 )
Volume Invert
#1 553.00'
UNI01
Description
44,168 cf Custom Stage Data (Irregular) Listed below (Recalc)
Elevation
Surf.Area Perim. Inc.Store Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet) (cubic -feet) (cubic -feet)
(sq-ft)
553.00
8,175
455.0 0 0
8,175
554.00
9,562
475.0 8,859 8,859
9,726
555.00
11,002
493.0 10,274 19,133
11,195
556.00
12,524
525.0 11,755 30,888
13,837
557.00
14,050
530.0 13,280 44,168
14,511
Device Routing
Invert
Outlet Devices
#1 Primary
552.50'
24.0" Round Culvert
L= 105.0' RCP, mitered to conform to fill,
Ke= 0.700
Inlet / Outlet Invert= 552.50' / 552.00' S= 0.0048'/' Cc= 0.900
n= 0.012 Concrete pipe, finished, Flow Area= 3.14 sf
#2 Device 1
553.70'
3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1
554.60'
5.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=22.01 cfs @ 12.21 hrs HW=556.22' (Free Discharge)
L1=Culvert (Inlet Controls 22.01 cfs @ 7.00 fps)
�2=Orifi ce/G rate
(Passes < 0.50 cfs potential flow)
3=Broad-Crested Rectangular Weir (Passes < 34.18 cfs potential flow)
HFI Calculations - Winsong Subdivision
Page70

217053 WINDSONG-R1
NOAA 24-hr 8 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 64
Pond 10P: POND 3
Hyd rog raph
❑ Inflow
❑ Primary
Time (hours)
HFI Calculations - Winsong Subdivision
Page71

217053 WINDSONG-R1 NOAA 24-hr 8 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 65
Summary for Link 4L: FULL PRE DEV DISCHARGE
Inflow Area = 33.420 ac, 0.00% Impervious, Inflow Depth = 4.06" for 50-Year event
Inflow = 79.13 cfs @ 12.68 hrs, Volume= 11.321 of
Primary = 79.13 cfs @ 12.68 hrs, Volume= 11.321 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
Link 4L: FULL PRE DEV DISCHARGE
Hyd rog raph
85 79.13 cfs
80 79.13 cfs ac
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
[ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page72

217053 WINDSONG-R1 NOAA 24-hr 8 50-Year Rainfall=7.15"
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 66
Summary for Link 11 L: POST CREEK
Inflow Area = 29.010 ac, 22.63% Impervious, Inflow Depth > 4.44" for 50-Year event
Inflow = 67.19 cfs @ 12.26 hrs, Volume= 10.725 of
Primary = 67.19 cfs @ 12.26 hrs, Volume= 10.725 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
N
U
3
0
E
Link 11 L: POST CREEK
Hyd rog raph
75
67.19 cfs
70 67.19 cfs `-, ^ A
65 VV C Q
60
55
50
45
40
35
30
25
20
15
10
5
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
[ Inflow
❑ Primary
HFI Calculations - Winsong Subdivision
Page73

1P 4P 6P
POND 1 - SEDIMENT 1
z2P
POND 1 - SEDIMENT 2
43P
POND 1 - SAND 1
Subcat Reach on Link
POND 2 - SEDIMENT 1
5P
POND 2 - SAND 1
POND 3 - SEDIMENT 1
Z7P
POND 3 - SAND 1
HFI Calculations - Winsong Subdivision
Page74

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 2
Summary for Pond 1 P: POND 1 - SEDIMENT 1
Volume
Invert Avail.Storage
Storage Description
#1
553.00'
13,642 cf
Custom Stage Data (Irregular)-isted
below (Recalc)
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
553.00
5,853
306.0
0
0
5,853
554.00
6,810
330.0
6,325
6,325
7,109
555.00
7,836
353.0
7,317
13,642
8,404
Pond 1 P: POND 1 - SEDIMENT 1
Stage -Area -Storage
Surface/HorizontalMetted Area (sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500
0 2,000 4,000 6,000 8,000 10,000 12,000
Storage (cubic -feet)
Surface
❑ Storage
HFI Calculations - Winsong Subdivision
Page75

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 3
Stage -Area -Storage for Pond 1P: POND 1 - SEDIMENT 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
553.00
5,853
0
553.02
5,871
117
553.04
5,890
235
553.06
5,908
353
553.08
5,927
471
553.10
5,945
590
553.12
5,964
709
553.14
5,983
828
553.16
6,001
948
553.18
6,020
1,069
553.20
6,039
1,189
553.22
6,057
1,310
553.24
6,076
1,431
553.26
6,095
1,553
553.28
6,114
1,675
553.30
6,132
1,798
553.32
6,151
1,920
553.34
6,170
2,044
553.36
6,189
2,167
553.38
6,208
2,291
553.40
6,227
2,416
553.42
6,246
2,540
553.44
6,265
2,665
553.46
6,284
2,791
553.48
6,303
2,917
553.50
6,322
3,043
553.52
6,342
3,170
553.54
6,361
3,297
553.56
6,380
3,424
553.58
6,399
3,552
553.60
6,419
3,680
553.62
6,438
3,809
553.64
6,457
3,938
553.66
6,476
4,067
553.68
6,496
4,197
553.70
6,515
4,327
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
553.72
6,535
4,457
553.74
6,554
4,588
553.76
6,574
4,720
553.78
6,593
4,851
553.80
6,613
4,983
553.82
6,632
5,116
553.84
6,652
5,249
553.86
6,672
5,382
553.88
6,691
5,515
553.90
6,711
5,649
553.92
6,731
5,784
553.94
6,751
5,919
553.96
6,770
6,054
553.98
6,790
6,189
554.00
6,810
6,325
554.02
6,830
6,462
554.04
6,850
6,599
554.06
6,870
6,736
554.08
6,889
6,873
554.10
6,909
7,011
554.12
6,929
7,150
554.14
6,949
7,289
554.16
6,969
7,428
554.18
6,989
7,567
554.20
7,009
7,707
554.22
7,030
7,848
554.24
7,050
7,989
554.26
7,070
8,130
554.28
7,090
8,271
554.30
7,110
8,413
554.32
7,130
8,556
554.34
7,151
8,699
554.36
7,171
8,842
554.38
7,191
8,985
554.40
7,212
9,129
554.42
7,232
9,274
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
554.44
7,253
9,419
554.46
7,273
9,564
554.48
7,293
9,710
554.50
7,314
9,856
554.52
7,335
10,002
554.54
7,355
10,149
554.56
7,376
10,296
554.58
7,396
10,444
554.60
7,417
10,592
554.62
7,438
10,741
554.64
7,458
10,890
554.66
7,479
11,039
554.68
7,500
11,189
554.70
7,521
11,339
554.72
7,541
11,490
554.74
7,562
11,641
554.76
7,583
11,792
554.78
7,604
11,944
554.80
7,625
12,096
554.82
7,646
12,249
554.84
7,667
12,402
554.86
7,688
12,556
554.88
7,709
12,710
554.90
7,730
12,864
554.92
7,751
13,019
554.94
7,772
13,174
554.96
7,794
13,330
554.98
7,815
13,486
555.00
7,836
13,642
HFI Calculations - Winsong Subdivision
Page76

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 4
Summary for Pond 2P: POND 1 - SEDIMENT 2
Volume
Invert Avail.Storage
Storage Description
#1
553.00'
13,681 cf
Custom Stage Data (Irregular)-isted
below (Recalc)
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
553.00
5,861
310.0
0
0
5,861
554.00
6,829
334.0
6,339
6,339
7,132
555.00
7,868
358.0
7,342
13,681
8,499
Pond 2P: POND 1 - SEDIMENT 2
Stage -Area -Storage
Surface/HorizontalMetted Area (sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500
0 2,000 4,000 6,000 8,000 10,000 12,000
Storage (cubic -feet)
Surface
❑ Storage
HFI Calculations - Winsong Subdivision
Page77

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 5
Stage -Area -Storage for Pond 2P: POND 1 - SEDIMENT 2
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
553.00
5,861
0
553.02
5,880
117
553.04
5,898
235
553.06
5,917
353
553.08
5,936
472
553.10
5,954
591
553.12
5,973
710
553.14
5,992
830
553.16
6,011
950
553.18
6,030
1,070
553.20
6,049
1,191
553.22
6,068
1,312
553.24
6,087
1,434
553.26
6,106
1,556
553.28
6,125
1,678
553.30
6,144
1,801
553.32
6,163
1,924
553.34
6,182
2,047
553.36
6,201
2,171
553.38
6,220
2,295
553.40
6,239
2,420
553.42
6,259
2,545
553.44
6,278
2,670
553.46
6,297
2,796
553.48
6,316
2,922
553.50
6,336
3,048
553.52
6,355
3,175
553.54
6,375
3,303
553.56
6,394
3,430
553.58
6,413
3,558
553.60
6,433
3,687
553.62
6,452
3,816
553.64
6,472
3,945
553.66
6,492
4,075
553.68
6,511
4,205
553.70
6,531
4,335
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
553.72
6,551
4,466
553.74
6,570
4,597
553.76
6,590
4,729
553.78
6,610
4,861
553.80
6,629
4,993
553.82
6,649
5,126
553.84
6,669
5,259
553.86
6,689
5,393
553.88
6,709
5,527
553.90
6,729
5,661
553.92
6,749
5,796
553.94
6,769
5,931
553.96
6,789
6,066
553.98
6,809
6,202
554.00
6,829
6,339
554.02
6,849
6,476
554.04
6,869
6,613
554.06
6,889
6,750
554.08
6,909
6,888
554.10
6,930
7,027
554.12
6,950
7,166
554.14
6,970
7,305
554.16
6,990
7,444
554.18
7,011
7,584
554.20
7,031
7,725
554.22
7,051
7,866
554.24
7,072
8,007
554.26
7,092
8,148
554.28
7,113
8,291
554.30
7,133
8,433
554.32
7,153
8,576
554.34
7,174
8,719
554.36
7,195
8,863
554.38
7,215
9,007
554.40
7,236
9,151
554.42
7,256
9,296
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
554.44
7,277
9,442
554.46
7,298
9,587
554.48
7,319
9,734
554.50
7,339
9,880
554.52
7,360
10,027
554.54
7,381
10,175
554.56
7,402
10,322
554.58
7,423
10,471
554.60
7,444
10,619
554.62
7,465
10,768
554.64
7,485
10,918
554.66
7,506
11,068
554.68
7,528
11,218
554.70
7,549
11,369
554.72
7,570
11,520
554.74
7,591
11,672
554.76
7,612
11,824
554.78
7,633
11,976
554.80
7,654
12,129
554.82
7,676
12,282
554.84
7,697
12,436
554.86
7,718
12,590
554.88
7,739
12,745
554.90
7,761
12,900
554.92
7,782
13,055
554.94
7,804
13,211
554.96
7,825
13,367
554.98
7,846
13,524
555.00
7,868
13,681
HFI Calculations - Winsong Subdivision
Page78

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 6
Summary for Pond 3P: POND 1 - SAND 1
Volume
Invert Avail.Storage
Storage Description
#1
553.00'
22,669 cf
Custom Stage Data (Irregular)-isted
below (Recalc)
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
553.00
10,124
388.0
0
0
10,124
554.00
11,323
410.0
10,718
10,718
11,577
555.00
12,590
433.0
11,951
22,669
13,176
555
553
0
Pond 3P: POND 1 - SAND 1
Stage -Area -Storage
Surface/HorizontalMetted Area (sq-ft)
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 12,000
5,000 10,000 15,000 20,000
Storage (cubic -feet)
Surface
❑ Storage
HFI Calculations - Winsong Subdivision
Page79

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 7
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
553.00
10,124
0
553.02
10,147
203
553.04
10,171
406
553.06
10,194
610
553.08
10,217
814
553.10
10,241
1,018
553.12
10,264
1,223
553.14
10,288
1,429
553.16
10,311
1,635
553.18
10,335
1,841
553.20
10,358
2,048
553.22
10,382
2,256
553.24
10,406
2,463
553.26
10,429
2,672
553.28
10,453
2,881
553.30
10,477
3,090
553.32
10,500
3,300
553.34
10,524
3,510
553.36
10,548
3,721
553.38
10,572
3,932
553.40
10,596
4,144
553.42
10,619
4,356
553.44
10,643
4,568
553.46
10,667
4,781
553.48
10,691
4,995
553.50
10,715
5,209
553.52
10,739
5,424
553.54
10,763
5,639
553.56
10,787
5,854
553.58
10,811
6,070
553.60
10,835
6,287
553.62
10,859
6,504
553.64
10,884
6,721
553.66
10,908
6,939
553.68
10,932
7,157
553.70
10,956
7,376
Stage -Area -Storage for Pond 3P: POND 1 - SAND 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
553.72
10,981
7,596
553.74
11,005
7,815
553.76
11,029
8,036
553.78
11,053
8,257
553.80
11,078
8,478
553.82
11,102
8,700
553.84
11,127
8,922
553.86
11,151
9,145
553.88
11,176
9,368
553.90
11,200
9,592
553.92
11,225
9,816
553.94
11,249
10,041
553.96
11,274
10,266
553.98
11,298
10,492
554.00
11,323
10,718
554.02
11,348
10,945
554.04
11,372
11,172
554.06
11,397
11,400
554.08
11,422
11,628
554.10
11,447
11,856
554.12
11,471
12,086
554.14
11,496
12,315
554.16
11,521
12,545
554.18
11,546
12,776
554.20
11,571
13,007
554.22
11,596
13,239
554.24
11,621
13,471
554.26
11,646
13,704
554.28
11,671
13,937
554.30
11,696
14,171
554.32
11,721
14,405
554.34
11,746
14,639
554.36
11,771
14,875
554.38
11,797
15,110
554.40
11,822
15,346
554.42
11,847
15,583
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
554.44
11,872
15,820
554.46
11,897
16,058
554.48
11,923
16,296
554.50
11,948
16,535
554.52
11,973
16,774
554.54
11,999
17,014
554.56
12,024
17,254
554.58
12,050
17,495
554.60
12,075
17,736
554.62
12,101
17,978
554.64
12,126
18,220
554.66
12,152
18,463
554.68
12,177
18,706
554.70
12,203
18,950
554.72
12,228
19,194
554.74
12,254
19,439
554.76
12,280
19,685
554.78
12,305
19,930
554.80
12,331
20,177
554.82
12,357
20,424
554.84
12,383
20,671
554.86
12,409
20,919
554.88
12,434
21,167
554.90
12,460
21,416
554.92
12,486
21,666
554.94
12,512
21,916
554.96
12,538
22,166
554.98
12,564
22,417
555.00
12,590
22,669
HFI Calculations - Winsong Subdivision
Page80

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 8
Summary for Pond 4P: POND 2 - SEDIMENT 1
Volume
Invert Avail.Storage
Storage Description
#1
558.00'
15,117 cf
Custom Stage Data (Irregular)-isted
below(Recalc)
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
558.00
6,150
455.0
0
0
6,150
559.00
7,553
478.0
6,839
6,839
7,920
560.00
9,023
501.0
8,277
15,117
9,778
0 500
Pond 4P: POND 2 - SEDIMENT 1
Stage -Area -Storage
Surface/HorizontalMetted Area (sq-ft)
1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 Surface
❑ Storage
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000
Storage (cubic -feet)
HFI Calculations - Winsong Subdivision
Page81

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 9
Stage -Area -Storage for Pond 4P: POND 2 - SEDIMENT 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
558.00
6,150
0
558.02
6,177
123
558.04
6,203
247
558.06
6,230
371
558.08
6,257
496
558.10
6,284
622
558.12
6,311
748
558.14
6,338
874
558.16
6,365
1,001
558.18
6,392
1,129
558.20
6,419
1,257
558.22
6,446
1,385
558.24
6,474
1,515
558.26
6,501
1,644
558.28
6,528
1,775
558.30
6,556
1,906
558.32
6,583
2,037
558.34
6,611
2,169
558.36
6,638
2,301
558.38
6,666
2,434
558.40
6,694
2,568
558.42
6,722
2,702
558.44
6,750
2,837
558.46
6,777
2,972
558.48
6,805
3,108
558.50
6,833
3,244
558.52
6,862
3,381
558.54
6,890
3,519
558.56
6,918
3,657
558.58
6,946
3,796
558.60
6,975
3,935
558.62
7,003
4,075
558.64
7,031
4,215
558.66
7,060
4,356
558.68
7,088
4,497
558.70
7,117
4,639
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
558.72
7,146
4,782
558.74
7,174
4,925
558.76
7,203
5,069
558.78
7,232
5,213
558.80
7,261
5,358
558.82
7,290
5,504
558.84
7,319
5,650
558.86
7,348
5,796
558.88
7,377
5,944
558.90
7,406
6,092
558.92
7,435
6,240
558.94
7,465
6,389
558.96
7,494
6,539
558.98
7,524
6,689
559.00
7,553
6,839
559.02
7,581
6,991
559.04
7,609
7,143
559.06
7,638
7,295
559.08
7,666
7,448
559.10
7,694
7,602
559.12
7,723
7,756
559.14
7,751
7,911
559.16
7,779
8,066
559.18
7,808
8,222
559.20
7,837
8,378
559.22
7,865
8,535
559.24
7,894
8,693
559.26
7,923
8,851
559.28
7,951
9,010
559.30
7,980
9,169
559.32
8,009
9,329
559.34
8,038
9,490
559.36
8,067
9,651
559.38
8,096
9,812
559.40
8,125
9,974
559.42
8,154
10,137
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
559.44
8,184
10,301
559.46
8,213
10,465
559.48
8,242
10,629
559.50
8,272
10,794
559.52
8,301
10,960
559.54
8,331
11,126
559.56
8,360
11,293
559.58
8,390
11,461
559.60
8,419
11,629
559.62
8,449
11,798
559.64
8,479
11,967
559.66
8,509
12,137
559.68
8,538
12,307
559.70
8,568
12,478
559.72
8,598
12,650
559.74
8,628
12,822
559.76
8,658
12,995
559.78
8,688
13,168
559.80
8,719
13,343
559.82
8,749
13,517
559.84
8,779
13,692
559.86
8,809
13,868
559.88
8,840
14,045
559.90
8,870
14,222
559.92
8,901
14,400
559.94
8,931
14,578
559.96
8,962
14,757
559.98
8,992
14,936
560.00
9,023
15,117
HFI Calculations - Winsong Subdivision
Page82

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 10
Summary for Pond 5P: POND 2 - SAND 1
Volume
Invert Avail.Storage
Storage Description
#1
558.00'
15,055 cf
Custom Stage Data (Irregular)-isted
below (Recalc)
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
558.00
6,265
404.0
0
0
6,265
559.00
7,517
430.0
6,882
6,882
8,040
560.00
8,849
456.0
8,174
15,055
9,926
Pond 5P: POND 2 - SAND 1
Stage -Area -Storage
Surface/HorizontalMetted Area (sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000
Storage (cubic -feet)
■ Surface
■ Storage
HFI Calculations - Winsong Subdivision
Page83

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 11
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
558.00
6,265
0
558.02
6,289
126
558.04
6,313
252
558.06
6,337
378
558.08
6,361
505
558.10
6,385
632
558.12
6,409
760
558.14
6,433
889
558.16
6,458
1,018
558.18
6,482
1,147
558.20
6,506
1,277
558.22
6,531
1,407
558.24
6,555
1,538
558.26
6,580
1,670
558.28
6,604
1,801
558.30
6,629
1,934
558.32
6,653
2,067
558.34
6,678
2,200
558.36
6,703
2,334
558.38
6,727
2,468
558.40
6,752
2,603
558.42
6,777
2,738
558.44
6,802
2,874
558.46
6,827
3,010
558.48
6,852
3,147
558.50
6,877
3,284
558.52
6,902
3,422
558.54
6,927
3,560
558.56
6,952
3,699
558.58
6,977
3,838
558.60
7,003
3,978
558.62
7,028
4,119
558.64
7,053
4,259
558.66
7,079
4,401
558.68
7,104
4,542
558.70
7,129
4,685
Stage -Area -Storage for Pond 5P: POND 2 - SAND 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
558.72
7,155
4,828
558.74
7,181
4,971
558.76
7,206
5,115
558.78
7,232
5,259
558.80
7,257
5,404
558.82
7,283
5,550
558.84
7,309
5,695
558.86
7,335
5,842
558.88
7,361
5,989
558.90
7,387
6,136
558.92
7,413
6,284
558.94
7,439
6,433
558.96
7,465
6,582
558.98
7,491
6,731
559.00
7,517
6,882
559.02
7,543
7,032
559.04
7,568
7,183
559.06
7,594
7,335
559.08
7,620
7,487
559.10
7,645
7,640
559.12
7,671
7,793
559.14
7,697
7,946
559.16
7,723
8,101
559.18
7,749
8,255
559.20
7,775
8,411
559.22
7,801
8,566
559.24
7,827
8,723
559.26
7,853
8,879
559.28
7,879
9,037
559.30
7,905
9,195
559.32
7,931
9,353
559.34
7,958
9,512
559.36
7,984
9,671
559.38
8,010
9,831
559.40
8,037
9,992
559.42
8,063
10,153
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
559.44
8,090
10,314
559.46
8,116
10,476
559.48
8,143
10,639
559.50
8,169
10,802
559.52
8,196
10,966
559.54
8,223
11,130
559.56
8,250
11,295
559.58
8,276
11,460
559.60
8,303
11,626
559.62
8,330
11,792
559.64
8,357
11,959
559.66
8,384
12,126
559.68
8,411
12,294
559.70
8,438
12,463
559.72
8,465
12,632
559.74
8,492
12,801
559.76
8,519
12,971
559.78
8,547
13,142
559.80
8,574
13,313
559.82
8,601
13,485
559.84
8,629
13,657
559.86
8,656
13,830
559.88
8,683
14,004
559.90
8,711
14,177
559.92
8,738
14,352
559.94
8,766
14,527
559.96
8,794
14,703
559.98
8,821
14,879
560.00
8,849
15,055
HFI Calculations - Winsong Subdivision
Page84

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 12
Summary for Pond 6P: POND 3 - SEDIMENT 1
Volume
Invert Avail.Storage
Storage Description
#1
553.00'
9,545 cf
Custom Stage Data (Irregular)-isted
below (Recalc)
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
553.00
3,466
425.0
0
0
3,466
554.00
4,774
445.0
4,103
4,103
4,917
555.00
6,140
465.0
5,443
9,545
6,435
Pond 6P: POND 3 - SEDIMENT 1
Stage -Area -Storage
Surface/HorizontalMetted Area (sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500
5,000 5,500 6,000 [ Surface
❑ Storage
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000
Storage (cubic -feet)
HFI Calculations - Winsong Subdivision
Page85

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 13
Stage -Area -Storage for Pond 6P: POND 3 - SEDIMENT 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
553.00
3,466
0
553.02
3,490
70
553.04
3,514
140
553.06
3,539
210
553.08
3,563
281
553.10
3,587
353
553.12
3,612
425
553.14
3,637
497
553.16
3,661
570
553.18
3,686
644
553.20
3,711
718
553.22
3,736
792
553.24
3,761
867
553.26
3,786
942
553.28
3,811
1,018
553.30
3,836
1,095
553.32
3,862
1,172
553.34
3,887
1,249
553.36
3,913
1,327
553.38
3,938
1,406
553.40
3,964
1,485
553.42
3,990
1,564
553.44
4,016
1,645
553.46
4,042
1,725
553.48
4,068
1,806
553.50
4,094
1,888
553.52
4,120
1,970
553.54
4,146
2,053
553.56
4,173
2,136
553.58
4,199
2,220
553.60
4,226
2,304
553.62
4,252
2,389
553.64
4,279
2,474
553.66
4,306
2,560
553.68
4,333
2,646
553.70
4,360
2,733
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
553.72
4,387
2,820
553.74
4,414
2,908
553.76
4,441
2,997
553.78
4,468
3,086
553.80
4,496
3,176
553.82
4,523
3,266
553.84
4,551
3,357
553.86
4,578
3,448
553.88
4,606
3,540
553.90
4,634
3,632
553.92
4,662
3,725
553.94
4,690
3,819
553.96
4,718
3,913
553.98
4,746
4,007
554.00
4,774
4,103
554.02
4,800
4,198
554.04
4,825
4,295
554.06
4,851
4,391
554.08
4,877
4,489
554.10
4,903
4,586
554.12
4,929
4,685
554.14
4,955
4,784
554.16
4,981
4,883
554.18
5,007
4,983
554.20
5,033
5,083
554.22
5,060
5,184
554.24
5,086
5,286
554.26
5,113
5,388
554.28
5,139
5,490
554.30
5,166
5,593
554.32
5,192
5,697
554.34
5,219
5,801
554.36
5,246
5,906
554.38
5,273
6,011
554.40
5,300
6,116
554.42
5,327
6,223
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
554.44
5,354
6,330
554.46
5,381
6,437
554.48
5,408
6,545
554.50
5,436
6,653
554.52
5,463
6,762
554.54
5,490
6,872
554.56
5,518
6,982
554.58
5,545
7,092
554.60
5,573
7,204
554.62
5,601
7,315
554.64
5,628
7,428
554.66
5,656
7,540
554.68
5,684
7,654
554.70
5,712
7,768
554.72
5,740
7,882
554.74
5,768
7,997
554.76
5,797
8,113
554.78
5,825
8,229
554.80
5,853
8,346
554.82
5,881
8,463
554.84
5,910
8,581
554.86
5,938
8,700
554.88
5,967
8,819
554.90
5,996
8,939
554.92
6,024
9,059
554.94
6,053
9,179
554.96
6,082
9,301
554.98
6,111
9,423
555.00
6,140
9,545
HFI Calculations - Winsong Subdivision
Page86

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 14
Summary for Pond 7P: POND 3 - SAND 1
Volume
Invert Avail.Storage
Storage Description
#1
553.00'
7,304 cf
Custom Stage Data (Irregular)-isted
below (Recalc)
Elevation
Surf.Area
Perim.
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(feet)
(cubic -feet)
(cubic -feet)
(sq-ft)
553.00
2,706
286.0
0
0
2,706
554.00
3,630
330.0
3,157
3,157
4,885
555.00
4,687
373.0
4,147
7,304
7,316
Pond 7P: POND 3 - SAND 1
Stage -Area -Storage
Surface/HorizontalMetted Area (sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000
Storage (cubic -feet)
■ Surface
■ Storage
HFI Calculations - Winsong Subdivision
Page87

217053 WINDSONG-POND SEDIMENT vs SAND NOAA 24-hr 8 1-Year Rainfall=3.00"
Prepared by Henson Foley Printed 2/5/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 15
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
553.00
2,706
0
553.02
2,723
54
553.04
2,740
109
553.06
2,758
164
553.08
2,775
219
553.10
2,792
275
553.12
2,810
331
553.14
2,827
387
553.16
2,845
444
553.18
2,862
501
553.20
2,880
559
553.22
2,898
616
553.24
2,915
674
553.26
2,933
733
553.28
2,951
792
553.30
2,969
851
553.32
2,987
911
553.34
3,005
970
553.36
3,023
1,031
553.38
3,041
1,091
553.40
3,059
1,152
553.42
3,078
1,214
553.44
3,096
1,275
553.46
3,114
1,338
553.48
3,133
1,400
553.50
3,151
1,463
553.52
3,170
1,526
553.54
3,188
1,590
553.56
3,207
1,654
553.58
3,225
1,718
553.60
3,244
1,783
553.62
3,263
1,848
553.64
3,282
1,913
553.66
3,301
1,979
553.68
3,320
2,045
553.70
3,339
2,112
Stage -Area -Storage for Pond 7P: POND 3 - SAND 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
553.72
3,358
2,179
553.74
3,377
2,246
553.76
3,396
2,314
553.78
3,415
2,382
553.80
3,434
2,450
553.82
3,454
2,519
553.84
3,473
2,589
553.86
3,492
2,658
553.88
3,512
2,728
553.90
3,532
2,799
553.92
3,551
2,869
553.94
3,571
2,941
553.96
3,590
3,012
553.98
3,610
3,084
554.00
3,630
3,157
554.02
3,650
3,230
554.04
3,670
3,303
554.06
3,690
3,376
554.08
3,710
3,450
554.10
3,730
3,525
554.12
3,750
3,599
554.14
3,770
3,675
554.16
3,790
3,750
554.18
3,810
3,826
554.20
3,831
3,903
554.22
3,851
3,979
554.24
3,871
4,057
554.26
3,892
4,134
554.28
3,912
4,212
554.30
3,933
4,291
554.32
3,954
4,370
554.34
3,974
4,449
554.36
3,995
4,529
554.38
4,016
4,609
554.40
4,037
4,689
554.42
4,058
4,770
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
554.44
4,078
4,852
554.46
4,099
4,933
554.48
4,121
5,016
554.50
4,142
5,098
554.52
4,163
5,181
554.54
4,184
5,265
554.56
4,205
5,349
554.58
4,227
5,433
554.60
4,248
5,518
554.62
4,269
5,603
554.64
4,291
5,688
554.66
4,312
5,774
554.68
4,334
5,861
554.70
4,356
5,948
554.72
4,377
6,035
554.74
4,399
6,123
554.76
4,421
6,211
554.78
4,443
6,300
554.80
4,465
6,389
554.82
4,487
6,478
554.84
4,509
6,568
554.86
4,531
6,659
554.88
4,553
6,750
554.90
4,575
6,841
554.92
4,597
6,933
554.94
4,620
7,025
554.96
4,642
7,117
554.98
4,665
7,210
555.00
4,687
7,304
HFI Calculations - Winsong Subdivision
Page88

Skimmer 1 WINDSONG SUDIVISION Sediment Basin
Project Number: 217053
Date: 2/20/2019 HensonFole ■
Revised: hI f }I
Landscape Architecture I Civil Engineering
GIVEN DATA
Total Drainage Area: 6.77 Acres Maximum Total Drainage Area = 10 Acres
Disturbed Area: 2.09 Acres Minimum Volume = (1,800 x TDA)
Wooded/Pasture: 4.68 Acres Minimum Surface Area = (325 x Q10)
Other: 0 Acres Basin Dewatering Time: 24 - 72 Hours
Emergency Spillway Length = (L=Q1 0/(C*h Al .5))
BASIN DESIGN CALCULATIONS
Bare Soil Coefficient: 0.6
Wooded/Pasture Coefficient: 0.2
Other Coefficient: 0.6
Average Runoff Coefficient:
Q10 = CIA
Q10 = 15.9 CFS
Sediment Storage Required
Surface Area Required:
Basin Top Width: Avg.
Basin Top Length (2 x W Min.)
Basin Bottom Width:
Basin Bottom Length:
Basin Depth:
Sediment Clean Out Depth:
Basin Side Slopes (H:V)
Skimmer Size Diameter:
Skimmer Orifice Diameter:
10 Year Storm Rainfall Intensity I = 7.26
2 Year Storm Rainfall Intensity I = 5.68
Q2=CIA
Q2 = 12.4 CFS
12,186 cu.ft. Emergency Spillway Length
5167.50 sq.ft. Emergency Spillway Depth:
BASIN DESIGN SIZE / ELEVATIONS
55 ft
Sediment Storage Provided:
120 ft
Surface Area Provided:
49 ft
114 ft
Top of Dam Elevation:
3 ft
Emergency Spillway Elevation
1.5 ft
Basin Top Elevation:
2 :1
Basin Bottom Elevation:
SKIMMER
DESIGN SIZE
2.5 in. PVC
1.2 in. Dia.
* Skimmer Sizes Available: 1.5", 2.0", 2.5", 3", 4"5 5"5 6"5 8"
** Refer to: Skimmer Basin Design Requirements in the NC Erosion and Sediment Control Planning
and Design Manual developed by the NCDENR Land Quality Section
2 ft Okay
1ft
18,261 cu.ft. Okay
6,600 cu.ft. Okay
563 msl
562 msl
561.5 msl
558.5 msl
HFI Calculations - Winsong Subdivision
Page89

Calculate Skimmer Size
Basin Volume in Cubic Feet
jDays to Drain*
*In NC assume 3 days to drain
18,261 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
2.5 Inch
1.2 Inch[es]
2.5 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 120 55 Feet VOLUME 17559 Cu. Ft.
Bottom dimensions in feet 111 46 Feet
Depth in feet 3 Feet
HFI Calculations - Winsong Subdivision
Page90

Skimmer POND 1 WINDSONG SUDIVISION Sediment Basin
Project Number: 217053 --dM
Date: 9/27/2019 Revised: H e n so n Fo I ey
landscape Architecture I Civil Enginecring
GIVEN DATA
Total Drainage Area: 15.28 Acres Maximum Total Drainage Area = 10 Acres
Disturbed Area: 8.48 Acres Minimum Volume = (1,800 x TDA)
Wooded/Pasture: 6.8 Acres Minimum Surface Area = (325 x Q10)
Other: 0 Acres Basin Dewatering Time: 24 - 72 Hours
Emergency Spillway Length = (L=Q1 0/(C*h A 1 .5))
BASIN DESIGN CALCULATIONS
Bare Soil Coefficient: 0.6
Wooded/Pasture Coefficient: 0.2
Other Coefficient: 0.6
Average Runoff Coefficient:
Q10 = CIA
Q10 = 46.8 CFS
Sediment Storage Required
Surface Area Required:
Basin Top Width: Avg.
Basin Top Length (2 x W Min.):
Basin Bottom Width:
Basin Bottom Length:
Basin Depth:
Sediment Clean Out Depth:
Basin Side Slopes (H:V)
Skimmer Size Diameter:
Skimmer Orifice Diameter:
10 Year Storm Rainfall Intensity I = 7.26
2 Year Storm Rainfall Intensity I = 5.68
Q2 = CIA
Q2 = 36.6 CFS
27,504 cu.ft. Emergency Spillway Length
15210.00 sq.ft. Emergency Spillway Depth:
BASIN DESIGN SIZE / ELEVATIONS
238 ft
Sediment Storage Provided:
140 ft
Surface Area Provided:
232 ft
134 ft
Top of Dam Elevation:
3 ft
Emergency Spillway Elevation
1.5 ft
Basin Top Elevation:
2 :1
Basin Bottom Elevation:
SKIMMER DESIGN SIZE
5 in. PVC
5 in. Dia.
* Skimmer Sizes Available: 1.5", 2.0", 2.5", 3", 4"5 5"5 6"5 8"
** Refer to: Skimmer Basin Design Requirements in the NC Erosion and Sediment Control Planning
and Design Manual developed by the NCDENR Land Quality Section
4 ft Okay
1ft
96,594 cu.ft. Okay
33,320 cu.ft. Okay
558 msl
557 msl
556.5 msl
553.5 msl
HFI Calculations - Winsong Subdivision
Page91

Calculate Skimmer Size
(Basin Volume in Cubic Feet
jDays to Drain*
*In NC assume 3 days to drain
96,594 Cu. Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
5.0 Inch
2.5 Inch[es]
5.0 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 152 138 Feet VOLUME 59134.5 Cu. Ft.
Bottom dimensions in feet 143 129 Feet
Depth in feet 3 Feet
HFI Calculations - Winsong Subdivision
Page92

Skimmer POND 2 WINDSONG SUDIVISION Sediment Basin
Project Number: 217053 --dM
Date: 9/27/2019 Revised: H e n so n Fo I ey
landscape Architecture I Civil Enginecring
GIVEN DATA
Total Drainage Area: 7.6 Acres Maximum Total Drainage Area = 10 Acres
Disturbed Area: 4.0 Acres Minimum Volume = (1,800 x TDA)
Wooded/Pasture: 3.6 Acres Minimum Surface Area = (325 x Q10)
Other: 0 Acres Basin Dewatering Time: 24 - 72 Hours
Emergency Spillway Length = (L=Q1 0/(C*h A 1 .5))
BASIN DESIGN CALCULATIONS
Bare Soil Coefficient: 0.6
Wooded/Pasture Coefficient: 0.2
Other Coefficient: 0.6
Average Runoff Coefficient:
Q10 = CIA
Q10 = 22.7 CFS
10 Year Storm Rainfall Intensity I = 7.26
2 Year Storm Rainfall Intensity I = 5.68
Q2 = CIA
Q2 = 17.7 CFS
Sediment Storage Required:
13,680 cu.ft.
Emergency Spillway Length:
2 ft Okay
Surface Area Required:
7377.50 sq.ft.
Emergency Spillway Depth:
1 ft
BASIN DESIGN SIZE / ELEVATIONS
Basin Top Width: Avg.
204 ft
Sediment Storage Provided:
60,912 cu.ft. Okay
Basin Top Length (2 x W Min.):
104 ft
Surface Area Provided:
21,216 cu.ft. Okay
Basin Bottom Width:
198 ft
Basin Bottom Length:
98 ft
Top of Dam Elevation:
704 msl
Basin Depth:
3 ft
Emergency Spillway Elevation:
703 msl
Sediment Clean Out Depth:
1.5 ft
Basin Top Elevation:
702.5 msl
Basin Side Slopes (H:V)
2 :1
Basin Bottom Elevation:
699.5 msl
SKIMMER DESIGN SIZE
Skimmer Size Diameter: 5 in. PVC
Skimmer Orifice Diameter: 4 in. Dia.
* Skimmer Sizes Available: 1.5", 2.0", 2.5", 3", 4"5 5"5 6"5 8"
** Refer to: Skimmer Basin Design Requirements in the NC Erosion and Sediment Control Planning
and Design Manual developed by the NCDENR Land Quality Section
HFI Calculations - Winsong Subdivision
Page93

Calculate Skimmer Size
(Basin Volume in Cubic Feet
jDays to Drain*
*In NC assume 3 days to drain
60,912 Cu.Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
5.0 Inch
2.0 Inch[es]
4.0 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 297 129 Feet VOLUME 109309.5 Cu. Ft.
Bottom dimensions in feet 288 120 Feet
Depth in feet 3 Feet
HFI Calculations - Winsong Subdivision
Page94

Skimmer POND 3 WINDSONG SUDIVISION Sediment Basin
Project Number: 217053 --dM
Date: 9/27/2019 Revised: H e n so n Fo I ey
landscape Architecture I Civil Enginecring
GIVEN DATA
Total Drainage Area: 6.13 Acres Maximum Total Drainage Area = 10 Acres
Disturbed Area: 2.84 Acres Minimum Volume = (1,800 x TDA)
Wooded/Pasture: 3.29 Acres Minimum Surface Area = (325 x Q10)
Other: 0 Acres Basin Dewatering Time: 24 - 72 Hours
Emergency Spillway Length = (L=Q1 0/(C*h A 1 .5))
BASIN DESIGN CALCULATIONS
Bare Soil Coefficient: 0.6
Wooded/Pasture Coefficient: 0.2
Other Coefficient: 0.6
Average Runoff Coefficient:
Q10 = CIA
Q10 = 17.1 CFS
Sediment Storage Required
Surface Area Required:
Basin Top Width: Avg.
Basin Top Length (2 x W Min.):
Basin Bottom Width:
Basin Bottom Length:
Basin Depth:
Sediment Clean Out Depth:
Basin Side Slopes (H:V)
Skimmer Size Diameter:
Skimmer Orifice Diameter:
10 Year Storm Rainfall Intensity I = 7.26
2 Year Storm Rainfall Intensity I = 5.68
Q2 = CIA
Q2 = 13.4 CFS
11,034 cu.ft. Emergency Spillway Length
5557.50 sq.ft. Emergency Spillway Depth:
BASIN DESIGN SIZE / ELEVATIONS
190 ft
Sediment Storage Provided:
55 ft
Surface Area Provided:
184 ft
49 ft
Top of Dam Elevation:
3 ft
Emergency Spillway Elevation
1.5 ft
Basin Top Elevation:
2 :1
Basin Bottom Elevation:
SKIMMER
DESIGN SIZE
3 in. PVC
3 in. Dia.
* Skimmer Sizes Available: 1.5", 2.0", 2.5", 3", 4"5 5"5 6"5 8"
** Refer to: Skimmer Basin Design Requirements in the NC Erosion and Sediment Control Planning
and Design Manual developed by the NCDENR Land Quality Section
2 ft Okay
1ft
29,181 cu.ft. Okay
10,450 cu.ft. Okay
556 msl
555 msl
554.5 msl
551.5 msl
HFI Calculations - Winsong Subdivision
Page95

Calculate Skimmer Size
(Basin Volume in Cubic Feet
jDays to Drain*
*In NC assume 3 days to drain
29,181 Cu. Ft
3 Days
Skimmer Size
Orifice Radius
Orifice Diameter
3.0 Inch
1.5 Inch[es]
3.0 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet 168 71 Feet VOLUME 32679 Cu. Ft.
Bottom dimensions in feet 159 62 1 Feet
Depth in feet 3 Feet
HFI Calculations - Winsong Subdivision
Page96

ONSITE PIPE SYSTEM CALCS
LinelD
Grnd/RimElev Up Rim-Hw
Line Length
DrainageArea
TotalArea
RunoffCoeff
IncrCxA
TotalCxA
ilnlet
QCaptured
TotalRunoff
Line Size
CapacityFull
VelDn
InvertUp
InvertDn
Line Slope
VelAve
NorthingY
EastingX
(ft)
_(ft)
(ft)
(ac)
(ac)
(C)
(in/hr)
(cfs)
(cfs)
(in)
(cfs)
(ft/s)
(ft)
(ft)
N
(ft/s)
(ft)
(ft)
CB18-CB17
571.99
3.54
28.67
1.31
1.31
0.60
0.79
0.79
8.02
6.30
6.30
15
9.11
5.73
567.44
566.87
1.99
5.82
519715.46
1525343.78
CB17-CB16
573.36
5.44
25.12
0.12
1.43
0.60
0.07
0.86
8.02
0.58
6.85
15
9.11
6.73
566.87
566.37
1.99
6.48
519695.02
1525363.89
CB16-CB16A
573.33
5.99
56.07
0.12
1.55
0.60
0.07
0.93
8.02
0.58
7.41
24
55.37
12.26�
566.37
563.01
5.99
8.60
519677.14
1525381.53
CB16A-CB16B
568.22
6.67
99.59
0.08
1.63
0.60
0.05
0.98
8.02
0.38
7.67
24
16.03
4.70
560.57
560.07
0.50
4.84
519635.31
1525418.87
CB16B-CB16C
566.35
5.25
95.66
0.20
1.83
0.60
0.12
1.10
8.02
0.96
8.40
24
16.02
3.77
560.07
559.59
0.50
4.45
519597.54
1525511.02
CB16C-FES15
563.57
2.64�
31.14
0.04
1.87
0.60
0.02
1.12
8.02
0.19
8.40
24
12.16
5.14
559.59
559.50
0.29
4.72
519532.40
1525581.08
CB27-CB26
568.69
6.60
10.36
0.92
0.92
0.60
0.55
0.55
8.02
4.43
4.43
15
9.19
3.61
560.64
560.43
2.03
3.61
519931.61
1525594.07
CB26B-CB26A
567.47
3.74
21.02
0.69
0.69
0.60
0.41
0.41
8.02
3.32
3.32
15
9.13
4.39
563.00
562.58
2.00
4.41
519886.82
1525530.70
CB28-CB29
572.26
6.03
13.13
1.55
1.55
0.60
0.93
0.93
8.02
7.46
7.46
15
6.43
6.08
564.34
564.21
0.99
6.08
520020.32
1525679.57
CB23-CB22
569.98
4.49
26.13
0.09
0.09
0.60
0.05
0.05
8.02
0.43
0.43
18
7.69
1.47
565.25
565.11
0.54
1.90
519788.65
1525495.93
CB22-CB26A
570.03
4.59
95.25
0.09
0.18
0.60
0.05
0.11
8.02
0.43
0.81
18
17.11
0.93
565.11
562.58
2.66
1.84
519805.73
1525476.16
CB26A-CB26
568.05
4.73
71.71
0.06
0.93
0.60
0.04
0.56
8.02
0.29
3.75
18
18.18
2.15
562.58
560.43
3.00
3.23
519871.49
1525545.07
CB31-CB30
576.04
5.67
14.83
1.00
1.00
0.60
0.60
0.60
8.02
4.81
4.81
15
12.99
5.06
569.48
568.88
4.04
5.11
520101.64
1525759.95
CB30-CB29
573.88
4.09
116.91
0.04
1.04
0.60
0.02
0.62
8.02
0.19
4.99
15
12.91
4.07
568.88
564.21
3.99
4.66
520090.51
1525769.75
CB29-CB26
569.86
4.38
125.15
0.07
2.66
0.60
0.04
1.60
8.02
0.34
12.53
24
39.31
5.14
564.21
560.43
3.02
5.54
520008.89
1525686.04
CB26-CB25
567.23
5.35
24.38
0.11
4.62
0.60
0.07
2.77
8.02
0.53
18.36
30
40.69
8.08
560.43
560.19
0.98
7.15
519921.53
1525596.44
CB25-JB25A
567.22
6.14
121.24
0.27
4.89
0.60
0.16
2.93
8.02
1.30
19.38
30
41.14
4.88
559.59
558.37
1.01
5.61
519903.78
1525613.16
JB25A-JB25B
564.05
3.79
229.30
0.00
4.89
0.60
0.00
2.93
0.00
....
19.12
30
22.33
4.59
558.37
557.69
0.30
4.78
519824.33
1525704.73
JB25B-FES21
561.27
1.60
61.97
0.00
4.89
0.60
0.00
2.93
0.00
....
18.63
30
22.71
6.25
557.69
557.50
0.31
5.73
519667.96
1525872.44
CB37-CB38
566.06
3.77
27.50
0.68
0.68
0.60
0.41
0.41
8.02
3.27
3.27
15
6.52
2.83
561.56
561.28
1.02
3.62
520324.71
1525992.58
CB38-JB39
569.03
6.63
15.89
0.11
0.79
0.60
0.07
0.47
8.02
0.53
3.78
15
4.29
3.94
561.28
561.21
0.44
3.94
520298.33
1526000.34
CB34-CB35
571.48
4.26
19.22
0.61
0.61
0.60
0.37
0.37
8.02
2.93
2.93
15
9.08
2.78
566.53
566.15
1.98
3.51
520260.44
1525920.50
CB32-CB33
574.80
4.22
18.21
0.73
0.73
0.60
0.44
0.44
8.02
3.51
3.51
15
9.08
4.39
569.82
569.46
1.98
4.46
520172.37
1525839.10
CB33-CB35
573.82
3.58
94.68
0.04
0.77
0.60
0.02
0.46
8.02
0.19
3.69
15
12.07
3.50
569.46
566.15
3.50
4.06
520176.19
1525856.91
CB35-CB36
570.91
3.76
23.99
0.05
1.43
0.60
0.03
0.86
8.02
0.24
6.72
18
18.19
5.18
566.15
565.43
3.00
5.27
520241.80
1525925.17
CB36-JB39
570.91
4.45
94.17
0.09
1.52
0.60
0.05
0.91
8.02
0.43
7.11
18
24.51
12.01
565.43
560.30
5.45
8.75
520224.62
1525941.92
JB39-CB39A
569.00
�9.64
71.19
0.00
2.31
0.60
0.00
1.39
0.00
....
10.65
24
16.31
3.65
557.61
557.24
0.52
3.97
520287.53
1526012.00
CB39A-CB39B
559.49
0.50
124.36
0.14
2.45
0.60
0.08
1.47
8.02
0.67
11.15
24
12.34
3.89
557.24
556.87
0.30
4.00
520253.69
1526074.63
CB39B-FES40
559.12
0.54
77.38
0.24
2.69
0.60
0.14
1.61
8.02
1.15
11.99
24
12.60
5.84
556.87
556.63
0.31
5.22
520163.50
1526160.25
CB10-CB9
567.96
2.00
37.94
1.39
1.39
0.60
0.83
0.83
8.02
6.69
6.69
24
22.64
2.13
563.05
562.67
1.00
2.13
519215.59
1525065.93
CB7B-CB7
569.70
3.04
25.06
0.09
0.09
0.60
0.05
0.05
8.02
0.43
0.43
15
6.45
2.98
566.40
566.15
1.00
2.69
519138.35
1525084.23
CB2-CBI
570.87
2.34
26.09
0.07
0.07
0.60
0.04
0.04
8.02
0.34
0.34
15
4.56
0.30
567.58
567.45
0.50
0.32
519050.56
1525031.96
CB12-CBII
574.78
5.00
24.13
0.96
0.96
0.60
0.58
0.58
8.02
4.62
4.62
15
13.85
3.76
568.91
567.80
4.60
4.41
519357.06
1525074.87
CB5-CB4
572.43
1.06
24.84
1.34
1.34
0.60
0.80
0.80
8.02
6.45
6.45
15
5.50
5.25
568.91
568.73
0.72
5.25
518999.69
1524908.21
CB4-CB3
573.17
2.47
26.53
0.11
1.45
0.60
0.07
0.87
8.02
0.53
6.95
15
10.03
5.67
568.73
568.09
2.41
5.67
518991.91
1524931.79
CB3-CB3A
573.07
3.20
57.43
0.11
1.56
0.60
0.07
0.94
8.02
0.53
7.46
18
7.96
4.33
568.09
567.76
0.57
4.45
518969.46
1524945.93
CB3A-CBI
572.04
2.87
61.74
0.01
1.57
0.60
0.01
0.94
8.02
0.05
7.44
18
7.44
4.80
567.76
567.45
0.50
4.80
518992.01
1524998.74
CB1-CB1A
570.95
2.42
65.70
0.07
1.71
0.60
0.04
1.03
8.02
0.34
7.75
18
10.92
5.71
567.45
566.74
1.08
5.71
519029.71
1525047.64
CB1A-CB7
569.94
2.12
53.51
0.01
1.72
0.60
0.01
1.03
8.02
0.05
7.73
18
11.03
6.75
566.74
566.15
1.10
6.22
519082.04
1525087.36
CB14-CB13
580.15
7.28
26.09
1.19
1.19
0.60
0.71
0.71
8.02
5.72
5.72
15
6.45
5.50
571.90
571.64
1.00
5.56
519503.74
1525132.25
CB13-CB11
575.87
3.24
76.57
0.06
F 1.25
0.60
0.04
0.75
8.02
0.29
5.99
15
10.23
5.76
571.64
569.72
2.51
5.76
519483.72
1525148.98
CB11-CB11A
574.38
3.67
78.13
0.01
1.26
0.60
0.01
0.76
8.02
0.05
5.98
15
10.12
4.87
569.72
567.80
2.46
5.31
519416.63
1525112.07
CB11-CB9
572.85
3.79
151.98
0.09
2.31
0.60
0.05
1.39
8.02
0.43
10.85
18
16.60
6.14
567.80
564.00
2.50
6.49
519340.91
1525092.80
CB9-CB8
570.00
4.15
24.08
0.09
3.79
0.60
0.05
2.27
8.02
0.43
17.53
30
40.94
3.57
562.67
562.43
1.00
3.57
519188.93
1525092.93
CB8-CB7
569.98
4.61
55.12
0.22
4.01
0.60
0.13
2.41
8.02
1.06
18.46
30
28.70
3.76
562.43
562.16
0.49
3.76
519185.75
1525116.80
CB7-CB7A
569.69
4.7 6
84.91
0.10
5.92
0.60
0.06
3.55
8.02
0.48
26.42
36
36.91
4.76
562.15
561.89
0.31
4.92
519131.29
1525108.27
CB7A-FES6
567.34
3.25
131.54
0.12
6.04
0.60
0.07
3.62
8.02
0.58
26.59
36
36.32
6.61
561.89
561.50
0.30
6.00
519102.91
1525188.30
HFI Calculations - Winsong Subdivision
Page97

Line Profile (Line 1) - CB7A-FES6 Page 1 of
Line 1 - CBM-FE56
El er (1l)
572.00
.,DD
.._..............
.OD
r LD.00
0
10 20 30 40 :5D 60 70 U} 90 10D
11 a 120 130
140 150 1 M
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
1
26.59
561.50
561.89
1.66
1.97
2.20
563.16
563.86
564.09
6.61
5.40
0.42
2.45
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page98 Storm Sewers

Line Profile (Line 2) - CB7-CB7A
Page 1 of 1
Line 2
- CEU-CBfA
Eler (ft)
573.00
................
E64.0D
,561.{
A
0
5 10 15 20
25 30
35 40
+5 :50 55
OD 65 70 75 UO S5 90 1
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
2
26.42
561.89
562.15
2.20
2.07
2.78
564.09
564.22
564.93
4.76
5.07
2.45
4.54
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page99 Storm Sewers

Line Profile (Line 3) - CB8-CB7
Page 1 of 1
Line 3 - COI
Elev (ft)
574.00 —
-574.,DD
S71.0D —
eB I—
571.0D
;.3BJ9O
.560.cq)
E Z:l DD
........................................
.......................................
OMNI'-'
P I
-%5.CD
1562.0
0
5 10 15
20
2.5 30 35 40
45 :50 55
DD 65 70
Reach fti
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
3
18.46
562.16
562.43
2.50
2.50
2.94
564.93
565.04
565.37
3.76
3.76
5.03
5.05
Project File:
No. Lines: 47
Run Date: 2/11/2020
PagelOO Storm Sewers

Line Profile (Line 4) - CB9-CB8
Page 1 of 1
Line 4 - CBB
Eler (ft)
S71.0D
571.0D
^3BJ9a
,568.E
5
.OD
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
4
17.53
562.43
562.67
2.50
2.50
3.18
565.37
565.42
565.85
3.57
3.57
5.05
4.83
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 101 Storm Sewers

Line Profile (Line 5) - C1311-CB9
Page 1 of 1
11
une:5-CBi1-CeS
E �
573.00
SMOD
570.6D
37.E
........
.567.00
OLE
.6D
mi .co
b61.cq)
0
10 20 30 40
50
W 70 B}
90 10D 110
120 130
140 150 1% 170 10C
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
5
10.85
564.00
567.80
1.50
1.26
1.26
565.85
569.061
569.06
6.14
6.84
4.50
3.55
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 102 Storm Sewers

Line Profile (Line 6) - CB11-CB11A
Page 1 of 1
U tie 6 - C'11-CB11 AL
Eler (ft)
57 O
,00
S76.
57-G.OD
573.00 --arm!
.573.OD
M
m .
37.EE�lr
.0
;_ 24. 00
WAM
C
5 10 15 20
25
:30 35 40 45 50 55
DD 55
To 75
UQ �5 Do
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
6
5.98
567.80
569.72
1.25
0.99
0.99
569.06
570.711
570.71
4.87
5.75
3.80
3.41
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 103 Storm Sewers

Line Profile (Line 7) - C1313-CB11
Page 1 of 1
Line 7 - C01 B11
EtF4
13
S74.
574.OD
.�
_.
MOM
_W
WAM
1 U 15 20
25
:30 35 40 46 -E
75
00
N �G
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
7
5.99
569.72
571.64
0.99
0.99
0.99
570.71
572.63
572.63
5.76
5.75
3.41
2.98
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 104 Storm Sewers

Line Profile (Line 8) - CB14-CB13
Page 1 of 1
Line 3 - CB EH3
Eler (it)
GB 14
AO
579.0D
.00
5576.E
S73.
5716D
57100
570.E
0
B 10
15
20 25
3D
35 40
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
8
5.72
571.64
571.90
0.99
0.97
0.97
572.63
572.87
572.87
5.50
5.61
2.98
7.00
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 105 Storm Sewers

Line Profile (Line 9) - CBIA-CB7
Page 1 of 1
Line 9
- C31 "B7
Elev (ft)
574.00 —
-574.,DD
S71.0D —
571.0D
;.3BJ9O —
569M
MOO L
.... ....... . ......................... ....... .. .........
r _E:
Nome—
....... ............................... .............
I I
-U Sk&
IDD
_qmbo
_%A 50
0
5 10 15 20 25 30 35 Q 45
:5D 55 OD 65
Reach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
9
7.73
566.15
566.74
0.93
1.08
1.08
567.08
567.82
567.82
6.75
5.70
2.04
1.70
Project File:
No.
Lines: 47
_
Run Date: 2/11/2020
Page106 Storm Sewers

Line Profile (Line 10) - CB1-CB1A
Page 1 of 1
L i n e~ 0 - CB1 -CB1
A
Elev (ft)
-CB 1
572.00 —
572.00
SMOD —
570.6D
;.3B.00 —
560.cq)
V
_E4.00 —
%4. CO
.92-00 —
562. W
0
5 10 1:5 20 25 30 35 40
70 76 E 0
Reach fti
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
10
7.75
566.74
567.45
1.08
1.08
1.08
567.82
568.53
568.53
5.71
5.70
1.70
2.00
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page107 Storm Sewers

Line Profile (Line 11) - CB3A-CBI
Page 1 of 1
Li n eL 11- CB3AJM1
Eger (ft)
B
S71.0D
571.OD
EZ
_... ...�...�..•
b
Li 6 F.OD
tine-
.� .
.@D
5 10 15
20
25 30 D5 40 .-
:y .-: 60
65 70 75
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
11
7.44
567.45
567.76
1.23
1.23
1.41
568.68
568.99
569.17
4.80
4.80
2.00
2.78
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 108 Storm Sewers

Line Profile (Line 12) - CB3-CB3A
Page 1 of 1
L i 12
- CEBiCEBA
Elev (ft)
F
574.00 -
ert A
574.00
672.00--
d-
E72.OD
57100 —
570.0D
r
r ......
..............
.............. .....
1
.—
L
LE nell
1-W.
0 i7%
n a
'.36.00—
M6.QD
594.60
C
10 5
5 1
20
2.530
3
4
TO
30 K 1
Reach ft i
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
12
7.46
567.76
568.09
1.41
1.30
1.78
569.17
569.39
569.87
4.33
4.58
2.78
3.48
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page109 Storm Sewers

Line Profile (Line 13) - CB4-CB3
Page 1 of 1
line 13 - CH3
Eler ($)
571.00
571.0D.
��
_..._..._.._..._..._..._..._..._......_..._..._....-.._..._......_..._..._..._..._....._..._..._..._..._.._.
.
5M
W5.60
J■�J
Y
ry ■J�■
5 1�f
ry +{�
J5 i0
.y
?Y
rry
YY 40
Reach 5t i
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
13
6.95
568.09
568.73
1.25
1.25
1.97
569.87
570.18
570.70
5.67
5.67
3.73
3.19
Project File:
No. Lines: 47
Run Date: 2/11/2020
Pagel 10 Storm Sewers

Line Profile (Line 14) - CB5-CB4
Page 1 of 1
Line 14 - MH4
Eler (ft)
GB 5
MAO
573.0D
571.00
571.OD
_._...,..._..
_...
-%9.(,D
57.E
WIG
e%5.(o
.&D
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
14
6.45
568.73
568.91
1.25
1.25
2.46
570.70
570.94
571.37
5.25
5.25
3.19
2.27
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Pagel 11 Storm Sewers

Line Profile (Line 15) - CB12-CB11
Page 1 of 1
Line 15
- C[312-CB11
Eler (ft)
57 O
�79.,DD
6.
57-6.OD
573.00
573.OD
SM
..._..._..._..
570.0D
37.E
-
WIND
24.00
.594.60
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
15
4.62
567.80
568.91
1.25
0.87
0.87
569.06
569.781
569.78
3.76
5.06
3.80
4.62
Project File:
No. Lines: 47
Run Date: 2/11/2020
Pagel 12 Storm Sewers

Line Profile (Line 16) - CB2-CB1
Page 1 of 1
Lire 16 - CO2-CHI
Eler (ft)
573.00
S71.0D
,571.E
EZ7 cc
ITU'::'IY­� _ ........ ............ .........SG7.CD
_ 21 00
593. 60
:1+
C
.•ma�yy
Y 10
+{� •y
• i0 �Y
�rry
YY 40
aqq
Reach 5t i
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
16
0.34
567.45
567.58
1.08
0.95
0.95
568.53
568.53
568.53
0.30
0.34
2.25
2.04
Project File:
No. Lines: 47
Run Date: 2/11/2020
Pagel 13 Storm Sewers

Line Profile (Line 17) - CB7B-CB7
Page 1 of 1
Line 17
- CB7BJMT
Eler (ft)
E°
S71.0D
571.0D
510
P P-
&59.00 —
60
0
5 10
15
20 25
3D
35 40
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
17
0.43
566.15
566.40
0.22
0.26
0.26
566.37
566.66
566.66
2.98
2.40
2.29
2.05
Project File:
No. Lines: 47
Run Date: 2/11/2020
Pagel 14 Storm Sewers

Line Profile (Line 18) - CB10-CB9
Page 1 of 1
Line IS
- C81(--C39
Eler (ft)
S71.0D
BB 9
571.0D
^3BJ9a
,568.E
5
.OD
_32 J00
0
5 10
15 20
25
30
35 40
45 50
Reach fti
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
18
6.69
562.67
563.05
2.00
2.00
2.91
565.85
565.89
565.96
2.13
2.13
5.33
2.91
Project File:
No. Lines: 47
Run Date: 2/11/2020
Pagel 15 Storm Sewers

Line Profile (Line 19) - C6396-FES40
Page 1 of 1
Line 19 - 9B-FE 540
Eger (ft)
061.00
B 3 ,%l .0D
56�. ��
,57.00
L
I
--I I LPL_ I
U _J I M
L n 2
HBO..._
._..._..._
._..._....._..._........._......
I M
3
,553.E
0
5 10 15 20
25
:30 35 40 46 -E
b y Z: 70 75
00 N �G
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
19
11.99
556.63
556.87
1.24
1.54
1.71
557.87
558.41
558.58
5.84
4.61
0.34
0.25
Project File:
No. Lines: 47
Run Date: 2/11/2020
Pagel 16 Storm Sewers

Line Profile (Line 20) - CB39A-CB39B
Page 1 of 1
Line 20
- CB39A-CB390
El ev (fl)
.-MOO
%2.,DD
A139A
SOIJBIGI —
d 560.0D
6MJBO
.550.0D
&56JIM L
-0-30 -G
ii.& 2&�G.()D
L ine IIJ
............ ............. ........ ...................
...............
.......................
r..
..............................
554.00 —
&54.CG
&52-00
&92.W
0
10 20 30 40
50 60
70 M
90
100 110 12D
13C 140 19D
Reach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
20
11.15
556.87
557.24
1.71
1.61
1.75
558.58
558.85
558.99
3.89
4.11
0.25
0.25
Project File:
No. Lines: 47
Run Date: 2/11/2020
Pagel 17 Storm Sewers

Line Profile (Line 21) - JB39-CB39A
Page 1 of 1
i ' CE' 1
M
.174
�C!!�l��
F
I��Y����
■4R7F7M:17������i
1�l�1•i*I��R��i
�UL*J•!'•��t•7����
�����
954.CID
y
40
rt 60 65
�ft)
Invert ElevationReach
• of Flow
Hydraulic Grade•
•
MMMMMMMMMMMMMM
ProjectMMMMMMMMMMMMMM
•
■ 1 1
Pagel 18 Storm Sewers

Line Profile (Line 22) - CB36-JB39
Page 1 of 1
■ i ■
F 36-1
y ��
i������������������
�■ F
Of JBO��
��������i��i�7iLJ�����������
6b7JW
�5,-s+
i � Lr
L Laam■ ------------------
y 40
y 60 Fy
FF
�ft)
Invert ElevationReach
• of Flow
Hydraulic Grade•
•
MMMMMMMMMMMMMM
ProjectMMMMMMMMMMMMMM
•
■ 1 1
Pagel 19 Storm Sewers

Line Profile (Line 23) - CB35-CB36
Page 1 of 1
Line 23
- C
Eler (ft)
_ 3B.00
.568.0D
P66.
.W
7�Lln
"
Lina24
■y
r L 1. 0 0
e 2
V V 1.
� 2. 00
. W
0
+rr.
Y
10
+ry
1Y
20
fi •
�.ry
30 W
Reach 5ft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
23
6.72
565.43
566.15
1.03
1.00
1.00
566.46
567.151
567.15
5.18
5.35
3.98
3.26
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 120 Storm Sewers

Line Profile (Line 24) - CB33-CB35
Page 1 of 1
U 24
- C333-B35
8rv(ID
675
ET.OD
.OD
........ - -
Line25
.00 L
;2100
.60
C
5 10 15 20 25 30
35 404:5
50 55
OD 65
70 75
UO ft5
DD 95 10D 1G5
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
24
3.69
566.15
569.46
1.00
0.78
0.78
567.15
570.241
570.24
3.50
4.61
3.51
3.11
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 121 Storm Sewers

Line Profile (Line 25) - CB32-CB33
Page 1 of 1
Line 25
- CB32- B33
Eler (ft)
575.00
576.E
S74.
574.E
.00
.w
2 -
730.E
E.60
0
5
10
15 2y
25
0
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
25
3.51
569.46
569.82
0.78
0.76
0.76
570.24
570.581
570.58
4.39
4.53
3.11
3.73
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 122 Storm Sewers

Line Profile (Line 26) - CB34-CB35
Page 1 of 1
Line 25
- CB35
Eler (ft)
573.0036
S71.0D
571.0D
Z7.O
_..._..._..._.
_..._. _...._..._ .._...
-%7.(,D
35.E
.QD
11
Y
Y
15 21
25
qqY
Reach 5t i
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
26
2.93
566.15
566.53
1.00
0.69
0.69
567.15
567.221
567.22
2.78
4.24
3.51
3.70
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 123 Storm Sewers

Line Profile (Line 27) - CB38-JB39
Page 1 of 1
Lin-9 27
- CB38zl B
Eler (ft)
573.0039
5
,%5.CD
.65TRD
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
27
3.78
561.21
561.28
0.91
0.91
1.12
562.12
562.19
562.40
3.94
3.95
6.54
6.50
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 124 Storm Sewers

Line Profile (Line 28) - CB37-CB38 Page 1of1
Line 28
- C[337-CB38
Eler (ft)
573.00
SMOD
DO 5B
570.0D
_..
0
5 10
15
20 25
3D
35 40
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
28
3.27
561.28
561.56
1.12
0.73
0.73
562.40
562.29
562.29
2.83
4.41
6.50
3.25
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 125 Storm Sewers

Line Profile (Line 29) - J132513-FES21
Page 1 of 1
Line 29 - J E-FE 521
Eler (ft)
HMO
563.E
551.E1.
559.E
.55,9.OD
EST
...
_..._...-.0
5.67.E
..............
r
_..
&55.W
5 5.
.553.60
1+
C
1rI •ry
5 1 Y 1 5
+�{��■
i0
+��y +��y1
25 1i Y
r} •ry 1r1
35 4Y •
• 1 •• 1 Y
n+ry 1rI •ry
5 7Y
Reach 5ft)
Reach
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
29
18.63
557.50
557.69
1.46
1.71
1.98
558.96
559.40
559.67
6.25
5.21
0.38
1.08
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 126 Storm Sewers

Line Profile (Line 30) - JB25A-JB25B
Page 1 of 1
Line 30 -,,FMB
EI ev(fl)
HMO
.OD
_
-
M
. 60
0
20 4D 60
M
10D 120 140
16D 1UO 200
220 240 20D 200
Leach fti
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
30
19.12
557.69
558.37
1.98
1.83
1.89
559.67
560.20
560.26
4.59
4.97
1.08
3.18
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 127 Storm Sewers

Line Profile (Line 31) - CB25-JB25A
Page 1 of 1
Line 31 C B25-JB `A
EI er (1i)
f B 25 (00 ELE.
HMO
,%D.,DD
-
ffi3.
11D
12
jT
2 1LW
f
RILL! f
JIM
557 W
554.00
S54.50
0
10 20 30
40
50 60
70 M 90
100 110 12D
130 14D 19D
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
31
19.38
558.37
559.59
1.89
1.49
1.49
560.26
561.081
561.08
4.88
6.34
3.18
5.13
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 128 Storm Sewers

Line Profile (Line 32) - CB26-CB25
Page 1 of 1
Line 32
- CBM-CM
Eler (ft)
571.00
571 M
26
E 32.00
M
60.E
.00
.co
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
32
18.36
560.19
560.43
1.18
1.45
1.45
561.37
561.88
561.88
8.08
6.22
4.53
4.30
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 129 Storm Sewers

Line Profile (Line 33) - CB29-CB26
Page 1 of 1
Line 33
- CA B
Eli,. + 1329
tie
a4
�:.32JDO
662.OD
ER
15W
-24
&GGJDO
.&D
0
10 ZO 30
40
50 60 70 M
90
100 110 12D
130 14D 19D
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
33
12.53
560.43
564.21
1.45
1.27
1.27
561.88
565.481
565.48
5.14
5.95
4.80
3.65
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 130 Storm Sewers

Line Profile (Line 34) - CB30-CB29
Page 1 of 1
Line 34
- CR29
El r _M
AO
.OD
G
ne35
99
.OD
33-00
%3.CD
;_Smo
0
W 20 30
40
50 60
70
ZO 90 100 110 120 130 140
Leach fti
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
34
4.99
564.21
568.88
1.25
0.91
0.91
565.48
569.791
569.79
4.07
5.24
4.40
3.75
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 131 Storm Sewers

Line Profile (Line 35) - CB31-CB30
Page 1 of 1
U in a 35
- CB31-C
B30
Eler (ft)
HMO
500.E
ET.OD
FU11D
S71.0D
571.0D�.
Lill
568.E
'5.�
5 .5�
0
5
10
15
20
25
0
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
35
4.81
568.88
569.48
0.91
0.89
0.89
569.79
570.371
570.37
5.06
5.16
3.75
5.31
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 132 Storm Sewers

Line Profile (Line 36) - CB26A-CB26
Page 1 of 1
Line 36 - CB26A-CB26
Elev (ft)
572.00 —
:572.,DD
6mMA
C�n M fM I 1r=t1 1:1
W). OD
6—
E z 3. D D
. ........... ..........
.............. ...........
... ...............
........... ..
MIOD
ne
I t: 52
3_U L '7D
657.00 —
0
5 10 15 2D 25
30 35
40 4:5
50 55 OD 65 70
75 � 05
Reach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
36
3.75
560.43
562.58
1.45
0.74
0.74
561.88
563.321
563.32
2.15
4.32
5.30
3.97
Project File:
No. Lines: 47
_
Run Date: 2/11/2020
Page133 Storm Sewers

Line Profile (Line 37) - CB22-CB26A
Page 1 of 1
Line 37 -
CB22-CGA
EI ev(fl)
RIM
571.0D5
........
.........
e 2,E
-�}
562.0
0
5 10 15 20 25
30 35
40 45 9D
56 OD 65 7D 75 ZO
ft5 90
95 10D 105 110
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
37
0.81
562.58
565.11
0.74
0.33
0.33
563.32
565.441
565.44
0.93
2.76
3.97
3.42
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 134 Storm Sewers

Line Profile (Line 38) - CB23-CB22
Page 1 of 1
Line 38
- C32 -CB22
Eler (it)
572.00
.00
SMOD
570.OD
; 3BJBO
568.E
.,DD
rL 1.0
VV 1.
5
11) 15
20 _.- Y
35 40
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
38
0.43
565.11
565.25
0.33
0.24
0.24
565.44
565.491
565.49
1.47
2.33
3.42
3.23
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 135 Storm Sewers

Line Profile (Line 39) - CB28-CB29
Page 1 of 1
Line 39
- C[32&CR29
Eler (ft)
575.00
.
9
57101)
570.00
r L 1. 0 0
V V 1. CID
W.C43
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
39
7.46
564.21
564.34
1.25
1.25
1.89
565.48
565.66
566.23
6.08
6.08
4.40
6.67
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 136 Storm Sewers

Line Profile (Line 40) - CB26B-CB26A
Page 1 of 1
L I nip 40
- B-CB
Elmer (tt)
B 26A
WHOSUM
^65.00
1%5.W
.01)
.OD
=611
561.CO
&SHO
555.5�
Leach off)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
40
3.32
562.58
563.00
0.74
0.73
0.73
563.32
563.731
563.73
4.39
4.43
4.22
3.22
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 137 Storm Sewers

Line Profile (Line 41) - CB27-CB26 Page 1 of
U n 9 41 - CM-CB26
Eler (ft)
572.00
.,DD
ryry
t77
..r
r L D. 00 - i
-
•� L
- �I
5 N.LV
L
5
10
15 A,
25
0
Reach ft i
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
41
4.43
560.43
560.64
1.25
1.25
1.45
561.88
561.89
562.09
3.61
3.61
5.55
6.80
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 138 Storm Sewers

Line Profile (Line 42) - CB16C-FES15
Page 1 of 1
Line- 42 - CB16C-F E S 15 GBI
Eler (it)
.54.00
.,DD
rrn
µW� .. ••
............
... .. �... �... ��ry
nxp r�
�U.1!L1
.W
0
5 10
15 29 25 3t 35
40 45
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
42
8.40
559.50
559.59
1.03
1.19
1.34
560.53
560.78
560.93
5.14
4.31
0.33
1.98
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 139 Storm Sewers

Line Profile (Line 43) - CB16B-CB16C
Page 1 of 1
U n 9 43
- CB166-C B1 GC
El ev (fl)
571.00
,571.,DD
5
%5.OD
.00
_
- PFIG2.00
v�iM7.�J
1; Rik
. LV
&SISIM)
.
0
5 10 15 20 25
30 35 40 45
9D 56 OD 65 7D 75 ZO
�5 90
95 10D 105 110
Leach �ftti
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
43
8.40
559.59
560.07
1.34
1.03
1.03
560.93
561.10
561.10
3.77
5.14
1.98
4.28
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 140 Storm Sewers

Line Profile (Line 44) - CB16A-CB16B
Page 1 of 1
Line 44
- Chi] 6A-CB1 GB
El er (fl)
972.00
.,DD
3
.. r..
-- --
.. _ _.._...3.
OD
Line 45
BMW
G
5 10 15 20 25
30 35 40 45
9D 56 OD 65 7D 75 ZO
�5 90
95 10D 105 110
Leach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
44
7.67
560.07
560.57
1.03
0.98
0.98
561.10
561.55
561.55
4.70
4.99
4.28
5.65
Project File:
No.
Lines: 47
Run Date: 2/11/2020
Page 141 Storm Sewers

Line Profile (Line 45) - CB16-CB16A
Page 1 of 1
Li Idea 45 - C B1 G-CB1 Get
Eler (it)
GB 16
575.00
-5 6.00
.OD
=3B.00
--
-
568.E
rLD.0
VVY. CID
65.^i.
0
5 10 15
^{ `0
^yam.
2.5 YY
�yr�
W
ry�T
40 � � W
DD 65 I O
Reach 5t i
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
45
7.41
563.01
566.37
0.49
0.97
0.97
563.50
567.34
567.34
12.26
4.93
3.21
4.96
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 142 Storm Sewers

Line Profile (Line 46) - CB17-CB16 Page 1of1
U Ida. 46
- C[317-CB16
Eler (it)
675
E75.f
672 JOG
.0DJ�[Ma
_..._..._..........................
_......_..._..._...._..._..._.
..........................................
566 CID
E93. 60
0
5 10
15
20 25
3D
35 40
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
46
6.85
566.37
566.87
0.97
1.05
1.05
567.34
567.92
567.92
6.73
6.23
5.71
5.24
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 143 Storm Sewers

Line Profile (Line 47) - CB18-CB17
Page 1 of 1
U 47
- C318-CB1I
Eler (ft)
675iDO
E75.f
JOG
.0D
..............................
M9. OD
,6.
MIUM
S66.
;_2100
5 �
0
5 10
15
20 25
3D
35 40
Leach f$ i
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
47
6.30
566.87
567.44
1.05
1.01
1.01
567.92
568.451
568.45
5.73
5.92
5.24
3.30
Project File:
No. Lines: 47
Run Date: 2/11/2020
Page 144 Storm Sewers

Page 1 of 1
Pd I d im ors io n5 i F. fry
Line 2 Combination Inlet in �g - CB7 (0101-�
10
2.0 4.73
T T
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
2
0.48
1.17
1.65
0.00
6.00
0.0
6.0
2.00
Sag
0.050
0.020
0.19
6.73
n/a
n/a
Sag
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v1l,;O I 1y t4— I vlo-1 1 Storm Sewers

Inlet Section (Line 3 - Combination Inlet) - CB 8
Page 1 of 1
Pd I d im ors io n5 i F. fry
Line 3 - Combination Inlet on Grad- CIR -8
VJI
Wam i n
T he g utter vel o city i
-er than the sp sh ow r vel od"VI Plea 2e co Ins id-er i3 lo n g er rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
3
1.06
0.00
0.20
0.86
3.00
0.0
6.0
2.00
1.600
0.050
0.020
0.07
1.48
0.07
1.37
2
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v1l,;g I 1y t4— I vlo-1 1 Storm Sewers

Inlet Section (Line 4 - Combination Inlet) - CB 9
Page 1 of 1
Pd I d im on-9 io n5 i F. fry
L 111 4 - Cornbina-im Inlet on Grade- CB 9
Warning
T he il utler vel o city i
-er then thc-
la&h ow r vel od"V! Plea 2e co Ins id-er i3 lo n g er g rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
4
0.43
0.31
0.25
0.50
3.00
0.0
6.0
2.00
1.600
0.050
0.020
0.07
1.30
0.06
1.12
14
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v
age Storm Sewers

Inlet Section (Line 5 - Combination Inlet) - CB I I
Page 1 of 1
o1 I d im ors io n5 i F. fry
-i-le v C 31M. ii-aticil 11-10t oil GrEck - C B 11
2.0
Warning
T he g utler vel o city is -er than sp la&h ow r vel od"VI Plea 2e co Ins id-er i3 lo n g er g rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
5
0.43
0.06
0.18
0.31
3.00
0.0
6.0
2.00
2.000
0.050
0.020
0.05
1.07
0.05
0.90
4
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v
age Storm Sewers

Inlet Section (Line 6 - Combination Inlet) - CB 13
Page 1 of 1
Pd I d im ors io n5 i F. fry
-i-le 6 - V01111-illatioi7 11110- oil GrEck - CD 13
Wam i n
The g utler velodtV is
erthan c- sp 1:3 2 h o, r vel od"VI Plea 2e co Ins id er i3 longer grate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
6
0.29
0.00
0.23
0.06
3.00
0.0
6.0
2.00
1.200
0.050
0.020
0.05
0.96
0.03
0.53
5
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v
age v114-1y Storm Sewers

Inlet Section (Line 8 - Combination Inlet) - CB I
Page 1 of 1
Pd I d im ors io n5 i F. fry
L 111 0 - Co-nDinatioi-
Inlet Dn Gric e - CID 1
2.0
Wam i n
T he g utier vel o city i
-er than sp la&h ow r vel od"VI Plea 2e co Ins id-er i3 lo n g er g rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
8
0.34
0.18
0.21
0.31
3.00
0.0
6.0
2.00
1.800
0.050
0.020
0.06
1.11
0.05
0.91
2
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v
age v1l;;—�J Storm Sewers

Inlet Section (Line 9 - Combination Inlet) - CB 3
Page 1 of 1
Pd I d im on-9 io n5 i F. fry
L ii-, Cornbina-im Inlet on Grade- CB .3
2.0
Warning
The g utter velodtV i
-er than the
p 1:3 2 h o, r vel or-i"VI Plea 2e co Ins id er i3 lo n g er g rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
9
0.53
0.00
0.35
0.18
3.00
0.0
6.0
2.00
1.100
0.050
0.020
0.06
1.23
0.04
0.82
8
Project File:
No. Lines: 45
Run Date: 11/7/2019
u �u u — 1 - v v�l�— 1%.) t4—vlol—
age 1 Storm Sewers

1111q 1 1111
• 11 !!!wliiiii i Mei,16•
III I i �
Page 1 of 1
ok! I d im ors io n5 i F. fry
i -i e 10. - C-ornb in-atio n Inlet -on G rade - CB 4
2.0
Wam i n
The g utter velodtV i
-er than the
p 1:3 2 In o, r vel or-i"VI Plea 2e co Ins id er i3 lo n g er rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
10
0.53
0.00
0.35
0.18
3.00
0.0
6.0
2.00
1.100
0.050
0.020
0.06
1.23
0.04
0.82
13
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v
age Storm Sewers

Inlet Section (Line 13 - Combination Inlet) - CB 2
Page 1 of 1
PdI dimors ion5 iF.. fry
LinC 1 - C-ornbination Inlet -on Grade- CB 2
2.0
Wamin
The g utter velodtV i
-er than sp la 2 In o,r Orel or-i"V! Plea Pe co Ins id er s Io n g er g rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
(ft)
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(ft)
13
0.34
0.18
0.20
0.32
3.00
0.0
6.0
2.00
1.880
0.050
0.020
0.06
1.10
0.05
0.92
14
Project File:
No. Lines: 45
Run Date: 1117l2019
"' ' age Storm "y vuuU'V'J'V" Storm Sewers

Inlet Section (Line 14 - Combination Inlet) - CB 7B (DBL)
Page 1 of 1
Pd I d im ors io n5 i F. fry
Line r14 - Combination Inlet in Sag
. . . . . . . . . . . .
- CD 7B MBL)
7
------------
2.0
- --- -
3.32
--- -
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
14
0.43
0.82
1.25
0.00
6.00
0.0
6.0
2.00
Sag
0.050
0.020
0.17
5.52
n/a
n/a
Sag
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v1l;z I 1y t4— I vlo-1 1 Storm Sewers

1111lirill 11�
Page 1 of 1
okI I d im ors io n5 i F. fry
Lhie I CDmI.Jnaticn Inlet h SaU - VB 30
... ........
2.0 126.,
T
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
19
0.43
0.00
0.43
0.00
3.00
0.0
6.0
2.00
Sag
0.050
0.020
0.13
3.26
n/a
n/a
Sag
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v
age Storm Sewers

Inlet Section (Line 20 - Combination Inlet) - CB 35
Page 1 of 1
Pd I d im ors io n5 i F. fry
Line 20 - Combin-ation Inlet in Sag - VB 34-
2.0
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
20
0.24
0.01
0.25
0.00
3.00
0.0
6.0
2.00
Sag
0.050
0.020
0.10
2.13
n/a
n/a
Sag
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v1l;w I 1y t4— I vlo-1 1 Storm Sewers

Inlet Section (Line 21 - Combination Inlet) - CB 33
Page 1 of 1
PdI dimon-9ion5 iF.. fry
Lir e 2' - Cornbina im InlEt Dn Gr3c e - CE i3
Wamin
7 he g utiar rel o city is
-or tha a sp laah ow r wel oai"V! Plea 2e ao Ins id-er s Io n g ar rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
(ft)
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(ft)
21
0.19
0.00
0.18
0.01
3.00
0.0
6.0
2.00
1.100
0.050
0.020
0.04
0.84
0.01
0.30
20
Project File:
No. Lines: 45
Run Date: 1117l2019
"' ' vG'yu'G"V"Page 1'57 "y vuuU'V'J'V" Storm Sewers

1111lirill 11�
Page 1 of 1
okl I d im on-9 io n5 i F. fry
Lhie 2-, - CDml- it a-ic ii Ir let h SaU - VB 38
-- -----------
2.0 1.8
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
24
0.53
0.00
0.53
0.00
3.00
0.0
6.0
2.00
Sag
0.050
0.020
0.14
3.80
n/a
n/a
Sag
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v1l;w I 1y t4— I vlo-1 1 Storm Sewers

ark# �11 M, MMOTIT M1.
DEEM$
Page 1 of 1
Pd I d im on-9 io n5 i F. fry
Lir e 2� - Cornbina-im InlEt Dn Gr3c e - CE 10
2.0
Warning
The g utter velodtV i
er than sp 1:3 2 h o, r vel or-i"V! Plea 2e r-o Ins id er i3 lo n g er rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
29
0.58
0.00
0.16
0.42
3.00
0.0
6.0
2.00
2.100
0.050
0.020
0.06
1.12
0.05
1.00
31
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v
age v1l;;—�J Storm Sewers

Page 1 of 1
Pd I d im on-9 io n5 i F. fry
Lir e 0' Cornbina-im InlEt Dn Gr3c e - CE 18
a.
2.0
Warning
The g utler velodtV i
-er than th
p 1:3 2 h o, r vel or-i"VI Plea 2e co Ins id er i3 lo n g er grate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
31
0.24
0.42
0.14
0.52
3.00
0.0
6.0
2.00
2.100
0.050
0.020
0.06
1.18
0.05
1.08
40
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v�lw I 1y t4— I vlo-1 1 Storm Sewers

ITO
DEEM
Page 1 of 1
Pd I d im on-9 io n5 i F. fry
Lir e 32 - Cornbina-im InlEt Dn Gr3c e - CE 19
2.0
Warning
T he g utter vel o city i
-er than the
la&h ow r vel od"V! Plea 2e co Ins id-er i3 lo n g er rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
32
0.82
0.00
0.10
0.72
3.00
0.0
6.0
2.00
2.100
0.050
0.020
0.06
1.28
0.06
1.22
41
Project File:
No. Lines: 45
Run Date: 11/7/2019
age Storm Sewers

Inlet Section (Line 35 - Combination Inlet) - CB 25 (DBL)
Page 1 of 1
Pd I d im ors io n5 i F. fry
Line M - Combination Inlet in �g - CD 25 (DBL�
- --------------------------------------
2.0 5.39
T T
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
35
1.30
0.58
1.88
0.00
6.00
0.0
6.0
2.00
Sag
0.050
0.020
0.21
7.39
n/a
n/a
Sag
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v�lw I 1y t4— I vlo-1 1 Storm Sewers

Inlet Section (Line 36 - Combination Inlet) - CB 26 (DBL)
Page 1 of 1
Pd I d im ors io n5 i F. fry
Line 28 - Combination Inlet in �g - CD 26 (DBL�
- ----------------------
— --- — -----
2.0
T
4. Er7
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
36
0.53
1.17
1.70
0.00
6.00
0.0
6.0
2.00
Sag
0.050
0.020
0.20
6.87
n/a
n/a
Sag
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v�lw I 1y t4— I vlo-1 1 Storm Sewers

Inlet Section (Line 37 - Combination Inlet) - CB 29
Page 1 of 1
okl I d im on-9 io n5 i F. f u5i
Lhie 37 - CDml- ir a-ic ii Ir let h SaU - VB 29
D. 1
2.0
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
37
0.34
0.02
0.35
0.00
3.00
0.0
6.0
2.00
Sag
0.050
0.020
0.12
2.79
n/a
n/a
Sag
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v�lw I 1y t4— I vlo-1 1 Storm Sewers

ITO
DEEM
Page 1 of 1
Pd I d im on-9 io n5 i F. fry
Lir e 30 - Cornbina-im InlEt Dn Gr3c e - CE "A
Wam i n
T he g utier vel o city is
-or tha e sp la&h ow r vel od"VI Plea 2e r-o Ins id-er i3 lo n g er rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
38
0.19
0.00
0.18
0.02
3.00
0.0
6.0
2.00
1.200
0.050
0.020
0.04
0.83
0.02
0.33
37
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v�lw I 1y t4— I vlo-1 1 Storm Sewers

0
Page 1 of 1
Pd I d im on-9 io n5 i F. fry
Lir e 40 - Cornbina-im InlEt Dn Gr3c e - CE '9'2
2.0
Warning
The g utter velodtV i
-er than th
p Is i h o, r vel or-i"VI Plea 2e co Ins id er i3 lo n g er rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
40
0.19
0.52
0.13
0.58
3.00
0.0
6.0
2.00
2.100
0.050
0.020
0.06
1.21
0.06
1.13
35
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v�lw I 1y t4— I vlo-1 1 Storm Sewers

Page 1 of 1
Pd I d im on-9 io n5 i F. fry
Lir e 4' - Cornbina-im InlEt Dn Gr3c e - CE '9'3
Warning
T he g utter vel o city i
-er than the
1:3 sh ow r vel od"VI Plea 2e co Ins ider i3 lo n g er rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
41
0.19
0.72
0.07
0.84
3.00
0.0
6.0
2.00
2.100
0.050
0.020
0.07
1.33
0.06
1.30
43
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v�lw I 1y t4— I vlo-1 1 Storm Sewers

I I I M1111!I1111,111111111 11� III
•Omit• 0 1 Mnz: •
Page 1 of 1
o1 I d im on-9 io n5 i F. fry
Line 43 - C*rn binati-on I rilet -a n Grade - CR 2M
Warning
T he il utter vel o city i
-er than the &h ow r vel od"V! Plea 2e co ns id-er i3 lo n g er g rate.
Q
Inlet
Gutter
Depth
Spread
Byp
Line #
Catch
Carry
Capt
Byp
Length
Depr
Throat
Width
Slope
SW
Sx
Gutter
Inlet
Gutter
Inlet
Line
(cfs)
(cfs)
(cfs)
(cfs)
ft
(in)
(in)
(ft)
(ft/ft)
(ft/ft)
(ft/ft)
(ft)
ft
(ft)
(ft)
(ft)
43
0.29
0.84
-0.03
1.17
3.00
0.0
6.0
2.00
2.100
0.050
0.020
0.07
1.45
0.07
1.46
36
Project File:
No. Lines: 45
Run Date: 11/7/2019
- v u �u u —11P age v�lw I 1y t4— I vlo-1 1 Storm Sewers

CLEAN WATER DIVERSION PIPE SYSTEM CALCS
LinelD
Grnd/RimElevUp Rim-Hw LineLength DrainageArea TotalArea RunoffCoeff IncrCxA TotalCxA ilnlet QCaptured TotalRunoff LineSize CapacityFull VeMn InvertUp InvertDn LineSlope VelAve
NorthingY
EastingX
(ft)
(ft)
(ft)
(ac)
(ac)
(C)
(in/hr)
(cfs)
(cfs)
(in)
(cfs)
(ft/s)
(ft)
(ft)
N
(ft/s)
(ft)
(ft)
HW3-HW4-1
565.50
3.36
55.40
13.36
13.36
0.79
10.55
10.55
3.52
37.19
37.19
30.00
30.18
8.58
558.80
558.50
0.54
8.11
519793.73
1525439.77
HW3-HW4-2
565.50
3.36
53.57
13.36
13.36
0.79
10.55
10.55
3.52
37.19
37.19
30.00
30.69
8.58
558.80
558.50
0.56
8.13
519796.03
1525443.64
HW1-HW2-2
570.80
4.72
51.42
19.59
19.59
0.79
15.48
15.48
3.18
49.21
49.21
36.00
101.89
9.17
563.80
562.60
2.33
8.85
519070.36
1525038.28
HW1-HW2-1
570.80
4.72
53.43
19.59
19.59
0.79
15.48
15.48
3.18
49.21
49.21
36.00
99.95
9.17
563.80
562.60
2.25
8.85
519069.25
1525033.64
CWD-CB5-FES6
574.05
4.70
301.48
4.48
4.48
0.79
3.54
3.54
3.98
14.08
14.08
24.00
26.05
6.63
568.00
564.00
1.33
6.44
518881.15
1524777.13
HFI Calculations - Winsong Subdivision
Page169

120S
CWD CB 5
13S
CWD HW 1
14S
CWD HW 3
Subcat Reach on Link Routing Diagram for 217053 WINDSONG-R1
Prepared by Henson Foley, Printed 2/7/2020
Hydro CAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC
HFI Calculations - Winsong Subdivision
Page170

217053 WINDSONG-R1
Prepared by Henson Foley Printed 2/7/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 3
Area Listing (selected nodes)
Area CN Description
(acres) (su bcatch me nt-n u mbe rs)
65.920 79 1 acre lots, 20% imp, HSG C (12S, 13S, 14S)
65.920 79 TOTAL AREA
HFI Calculations - Winsong Subdivision
Pagel71

217053 WINDSONG-R1
Prepared by Henson Foley Printed 2/7/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 4
Soil Listing (selected nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
0.000
HSG B
65.920
HSG C 12S, 13S, 14S
0.000
HSG D
0.000
Other
65.920
TOTAL AREA
HFI Calculations - Winsong Subdivision
Page172

217053 WINDSONG-R1
Prepared by Henson Foley Printed 2/7/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 5
Ground Covers (selected 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 65.920 0.000 0.000 65.920 1 acre lots, 20% imp 12S, 13S,
14S
0.000 0.000 65.920 0.000 0.000 65.920 TOTAL AREA
HFI Calculations - Winsong Subdivision
Page173

217053 WINDSONG-R1 NOAA 24-hr B 100-Year Rainfall=8.01"
Prepared by Henson Foley Printed 2/7/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 6
Time span=0.00-100.00 hrs, dt=0.03 hrs, 3334 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment12S: CWD CB 5 Runoff Area=4.480 ac 20.00% Impervious Runoff Depth=5.52"
Flow Length=730' Tc=54.8 min CN=79 Runoff=13.46 cfs 2.060 of
Subcatchment13S: CWD HW 1 Runoff Area=34.710 ac 20.00% Impervious Runoff Depth=5.52"
Flow Length=2,422' Tc=65.1 min CN=79 Runoff=93.77 cfs 15.959 of
Subcatchment14S: CWD HW 3 Runoff Area=26.730 ac 20.00% Impervious Runoff Depth=5.52"
Flow Length=2,104' Tc=58.7 min CN=79 Runoff=76.98 cfs 12.290 of
Total Runoff Area = 65.920 ac Runoff Volume = 30.308 of Average Runoff Depth = 5.52"
80.00% Pervious = 52.736 ac 20.00% Impervious = 13.184 ac
HFI Calculations - Winsong Subdivision
Page174

217053 WINDSONG-R1 NOAA 24-hr 8 100-Year Rainfall=8.01"
Prepared by Henson Foley Printed 2/7/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 12S: CWD CB 5
Runoff = 13.46 cfs @ 12.73 hrs, Volume= 2.060 af, Depth= 5.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 100-Year Rainfall=8.01"
Area (ac) CN Description
4.480 79 1 acre lots, 20% imp, HSG C
3.584 80.00% Pervious Area
0.896 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
46.1
300
0.0230
0.11
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.60"
8.7
430
0.0270
0.82
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
54.8 730 Total
Subcatchment 12S: CWD CB 5
Hydrograph
--+----- ----- +--+--+---+--+---+--+---+--+---+--+--+---+--+---+--+---
15 -i --_I -i -- -
I_ ------- ■Runoff
14 13.46 cfs
13 I I
12 - - 1100-Year Ri i nfa llll=�.41 "- -
I I I I I I I I I
11 ------ Y------r------r------r--------- Runoff-AreA=4',4g0-6c -
10
-I -- ------------------------ u' -off-VOI-I m _
---�--�:00-� -
9 I I I I I I I I I
-1 Runoff 'IDepth=5�.52"--
7 -- -----'I------'I---------' -- ---'I--- ---I' Iflow -I'ILength=�730
6 - - - -- 7---III---! - - -III--- ! - - -III--- - ---III---7 --- III --- r--- 111Tc--54.-8'1-mnr-
4 -- II-- ------- ----------
--- ------ -- ----------
1---
---11CN= 9
— — rt — I — — — + _ _ _ I — — — Y — — —I — — — r — — 7 — — — I— — — Y _ _ _ I — — — + — — —-
3
2 IT
1 I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
HFI Calculations - Winsong Subdivision
Page175

217053 WINDSONG-R1 NOAA 24-hr 8 100-Year Rainfall=8.01"
Prepared by Henson Foley Printed 2/7/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 13S: CWD HW 1
Runoff = 93.77 cfs @ 12.87 hrs, Volume= 15.959 af, Depth= 5.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 100-Year Rainfall=8.01"
Area (ac) CN Description
34.710 79 1 acre lots, 20% imp, HSG C
27.768 80.00% Pervious Area
6.942 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
37.3
300
0.0390
0.13
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.60"
27.2
1,524
0.0350
0.94
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
0.6
598
0.2000
16.19
161.93 Channel Flow, CHANELLIZED
Area= 10.0 sf Perim= 16.0' r= 0.63'
n= 0.030 Stream, clean & straight
65.1 2,422 Total
Subcatchment 13S: CWD HW 1
Hydrograph
105 --------,------, --------, ---
100 ■Runoff
-----------------------------------
I 193.77 cfs I I I I I I I I I I I
95 -- -- - ------ -- ------ --------------- ----- IV�''#yhr'B-
90 -------------- ------ ------ -- ---I--- /----- --�-,�--Q.---.---
85 -- -- +------r--1------+------+-- - -',i-e at 'I;IIQ�-vi-0
80 — —T —— T------r--T---I---T---I---T--T------T---I---r--,---r--T---I---
75 --1-- r------ r-- ;------T------r -- --RunoffArear34710-ac-
70 ----------Ii-----I---------Ii------ - ----- �---------
65 ' -- -- ---II--- ----_'I-----_'I--- --Runoff Vb1u1rle7-15 95_9_6f
,I -Runoff De--th=5:5T
55 - - - - - ---I--- -----I------I--- -----I------I--- -- - -- ---I---
50 --+--+------+--+------+------+--+------PfoWl ,eF gt"2,42� -
a 45
-�- r--I---r--I- -r--T--I--- r-- T-- -r- -T-- I - - -r
- TT-
-r--T- -y--
40 --;---------I------I----------------I--------- r-Fc=vS.-�mn -
35 -- -- ---I--- -- ---I--- ---I
- 30 ---
I -- i-- I----I---I----I---I---I----I---I----I---I-------I---I--- i----
,I I � I I I I I I I I I I I I I I I I
25 --1--------L-----1---1------L--J------1---I--- -----L--1---I---
--------
�I
15 --+-- ---I---+--+---I---+---I---+--+---I---+---I---+--+---+--+---I---
'I
10 -- ------r--,---r--T------r--T------T------r--,---r--T---I---
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
HFI Calculations - Winsong Subdivision
Page176

217053 WINDSONG-R1 NOAA 24-hr 8 100-Year Rainfall=8.01"
Prepared by Henson Foley Printed 2/7/2020
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 14S: CWD HW 3
Runoff = 76.98 cfs @ 12.79 hrs, Volume= 12.290 af, Depth= 5.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-99.99 hrs, dt= 0.03 hrs
NOAA 24-hr B 100-Year Rainfall=8.01"
Area (ac) CN Description
26.730 79 1 acre lots, 20% imp, HSG C
21.384 80.00% Pervious Area
5.346 20.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
31.6
300
0.0590
0.16
Sheet Flow, SHEET FLOW
Woods: Light underbrush n= 0.400 P2= 3.60"
26.0
1,462
0.0350
0.94
Shallow Concentrated Flow, SHALLOW CONCENTRATED
Woodland Kv= 5.0 fps
1.1
342
0.0250
5.29
52.93 Channel Flow, CHANNELIZED
Area= 10.0 sf Perim= 18.0' r= 0.56'
n= 0.030 Stream, clean & straight
58.7 2,104 Total
Subcatchment 14S: CWD HW 3
Hydrograph
— L---1--- 1---I--- L -- —---'--- L -- L -- — — — --'--- L---'---L -- L --
85 -- 1---1 - -- --- ■Runoff
-
--- - -
---i-----i------i---i----
80 76.98 cfs
75 --7— T——— I — — — r------r------ -- -----T------r--NOAA'24rhr B
70 -- --------------------------------100-Year-F aft#a 1=$.0 �"--
6s
60 -Runoff Aeear26.730-ac
55 -- -----'-----------------------RAJftoff Vb Irne=a2.29Qef -
N 50 - ---------L---'---'-------------'I-----Runo#f-Depth=5.-52'--
-v 45
------ -------------------------------
----------------------------
0 40 --rt-- 7---1i---r---li---r---li---Ir-----Ir--7
LL --- Plow
-Lengt=110,4' -
35 --+--+---+--+--+---+------+--+------+---+--+--- i-S +
30 �I �I �I � � � � � 1 � �i� . �, �� n-
25 CN=79
-- -----------------------------------------------------------
20
15 - - + -- --------------------------+--------+----------�---
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95
Time (hours)
HFI Calculations - Winsong Subdivision
Page177

Line Profile (Line 1) - CWD-CB5-FES6
Page 1 of 1
dFALW31
ElMEMPMEM
�=--.=md�iWFWM-rW
� F. &MfmJ
TOA 0 IEF-j%M
M
ML%—EgM
iii, M ill
MMMMMMMMMMM
MMMMMMMMMMMMMM
Project File:
Run Date: 2/11/2020
Page178 Storm Sewers

Line Profile (Line 2) - HW1 -HW2 -1
Page 1 of 1
U fle 2 - HM -HW2 - I
Eger (ft)
574.00 —
:574.,DD
S71.0D —
571.0D
;-3BJ9O —
.560.cq)
r.�S-ffl
%L %5. Cc
rll� ?1 -101 1 r-
.15 .15 rZ
0
5 10 15 20 25
30 35 Q 45
6D 55 OD 65
Reach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
2
42.71
562.60
563.80
2.13
2.13
2.13
564.73
565.93 j
565.93
7.96
7.97
4.00
4.00
Project File:
No.
Lines: 5
--TRun
Date: 2/11/2020
u �u u — 1 - v v�l��l 1%�)
age Storm Sewers

Line Profile (Line 3) - HW1-HW2 - 2
Page 1 of 1
Li n L, 3 - HM -HW2 - 2
Eger (ft)
574.00 —
574.00
S71.0D —
571.0D
;-3BJ9O —
.560.cq)
I
I
0
:5 20 25
30 35 Q 45
6D 55 OD 65
Reach eft)
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
3
42.71
562.60
563.80
2.13
2.13
2.13
564.73
565.93 j
565.93
7.96
7.97
4.00
4.00
Project File:
No.
Lines: 5
--TRun
Date: 2/11/2020
- v u �u u —11P age v�lw I 1y — I vio-1 1 Storm Sewers

Page 1o[1
6151.00
Reach �ft)
Invert Elevation
Depth of Flow
Hydraulic Grade
Line
Velocity
Cover
Project File:
No.
Lines: 5
--TRun
Date: 2/11/2020
''' ' ------- '--� ------- Storm Sewers
Pago181

Line Profile (Line 5) - HW3-HW4 -1
Page 1 of 1
U fle .5 - HVV3AFW4 -1
Elev (ft)
FIN —
�0.,DD
%4.OD
6151.00
........... 0 b.
WJBO —
.550.CID
&9J00
ESSM
0
5 10 15
20
2.5 30
36
40
4:5 :50 55
DD 65 70
Reach oft)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/s)
(ft/s)
(ft)
(ft)
5
32.79
558.50
558.80
1.95
2.19
3.00
560.45
560.99
561.80
7.98
7.18
4.00
4.20
Project File:
No. Lines: 5
Run Date: 2/11/2020
Page182 Storm Sewers

Hydraflow Express Extension for AutodeskO Civil 3DO by Autodesk, Inc. Friday, Feb 7 2020
Circular Culvert
Invert Elev Dn (ft)
= 562.60
Calculations
Pipe Length (ft)
= 53.00
Qmin (cfs)
= 93.77
Slope (%)
= 2.26
Qmax (cfs)
= 93.77
Invert Elev Up (ft)
= 563.80
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 36.0
Shape
= Circular
Highlighted
Span (in)
= 36.0
Qtotal (cfs)
= 93.77
No. Barrels
= 2
Qpipe (cfs)
= 93.77
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 7.17
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 8.33
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Din (ft)
= 565.21
HGL Up (ft)
= 566.03
Embankment
Hw Elev (ft)
= 567.53
Top Elevation (ft)
= 570.73
Hw/D (ft)
= 1.24
Top Width (ft)
= 36.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 36.00
Elev (ft)
571.01)
570.01)
5643.01)
568.00
567.01)
566.01)
565.01)
564.01)
563.01)
E62.00
561.00
0
<Npe> Hw Depth (ft)
7.20
6.20
5.20
4.20
3.20
2.20
1.20
0.20
-0.80
-1.30
-2.80
5 10 15 20 25 W 35 40 45 50 55 60 65 70 75
Circular Culvert HGL - Embank.
HFI Calculations - Winsong Subdivision Reach (ft)
Page183

Hydraflow Express Extension for AutodeskO Civil 3DO by Autodesk, Inc. Friday, Feb 7 2020
Circular Culvert
Invert Elev Dn (ft)
= 558.50
Calculations
Pipe Length (ft)
= 55.00
Qmin (cfs)
= 76.98
Slope (%)
= 0.55
Qmax (cfs)
= 76.98
Invert Elev Up (ft)
= 558.80
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 30.0
Shape
= Circular
Highlighted
Span (in)
= 30.0
Qtotal (cfs)
= 76.98
No. Barrels
= 2
Qpipe (cfs)
= 76.98
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 8.15
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 8.77
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Din (ft)
= 560.80
HGL Up (ft)
= 560.89
Embankment
Hw Elev (ft)
= 562.92
Top Elevation (ft)
= 570.77
Hw/D (ft)
= 1.65
Top Width (ft)
= 36.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 36.00
Elev (ft)
572.01)
570.01)
568.00
566.00
564.01)
562.00
560.01)
553.00
<Name>
Hw Depth (ft)
13.20
11.20
9.20
7.20
5.20
01
3.20
1.20
-0.80
556.00 i i i i i i i i i i i i i i i i -2.80
0 5 10 15 20 25 W 35 40 45 50 55 60 65 70 75
Circular Culvert HGL - Embank.
HFI Calculations - Winsong Subdivision Reach (ft)
Page184

_qad�
OoIIIIIIIIIII��
HensonFoley
Landscape Architectlure Civil Engineering
8712 Lindholm Drive, Suite 202A, Huntersville NC 28078
704.875.1615 1 f:704.875.0959 1 www.hensonfoley.com
15
n
0 5 10 15
DIAMETER OF PIPE IN FEET
STORM PIPE OUTFALL RIP -RAP
PROTECTION CALCULATION
ZONE
APRON
MATERIAL
CLASS
OF
STONE
SIZE
OF
STONE
LENGTH
OF
APRON `
MINIMUM
THICKNESS
OF STONE
1
STONE
FINE
3"
4 X D
9"
2
STONE
LIGHT
6"
6 X D
12"
3
STONE
MEDIUM
13"
8 X D
18"
4
STONE
HEAVY
23"
8 X D
30"
5
STONE
HEAVY
23"
10 X D
30"
6
STONE
HEAVY
23"
12 X D
30"
REQUIRES LARGER STONE OR ANOTHER TYPE OF
7 DEVICE, DESIGN IS BEYOND THE SCOPE OF THIS
PROCEDURE.
WIDTH = DIAMETER + 0.4 (LENGTH) : 6' MINIMUM
. LENGTH TO PREVENT SCOUR HOLE
NAME
WEIGHT
SIZE
SPECIFICATIONS
(LBS.)
RIP —RAF
30% SHALL WEIGH AT LEAST 100
LBS EACH, NO MORE THAN 10%
CLASS 1
5 - 200
SHALL WEIGH LESS THAN 15 LBS,
EACH,
60% SHALL WEIGH AT LEAST 100
LBS EACH, NO MORE THAN 5%
CLASS 2
25 - 250
SHALL WEIGH LESS THAN 50 LBS,
EACH,
EROSION CONTROL STONE
CLASS A
2" - 6"
10% TOP & BOTTOM SIZES,
NO GRADATION SPECIFIED.
CLASS B
15 - GOO
NO GRADATION SPECIFIED,
O-FLOW
DIAMETER OF
OUTLET
DEPTH OF
APRON
APRON
APRON
SNE
STRUCTURE
(CFS)
PIPE (IN.)
VELOCITY
FLOW (FT.)
ZONE
LENGTH
WIDTH
THICKNESS
CUSS
REMARKS
(FPS.)
(FT.)
(FT.)
(IN.)
FES 6
26.59
36
6.61
1.59
2
18
4
9
2
FES 15
8.40
24
5.14
1.31
2
12
3
9
2
FES 40
11.99
24
5.84
1.21
2
12
3
9
2
HW 2
98.42
2)36
8.85
3.86
25
7
HW 4
74.38
(2)30
8,13
3.22
3
25
6
13
3
CWDFES 6
14.08
24
6.63
1.73
2
12
3
9
2
SOURCE: 'BANK & CHANNEL LINING PROCEDURES', NEW YORK DEPARTMENT OF TRANSPORTATION, DIVISION OF DESIGN AND CONSTRUCTION, 1971.
HFI Calculations - Winsong Subdivision
Page185

/, I I I 111 \ \\\ \ \ \\\ =-- �`��;� �`____=__._\ \\\\ \ \\ / — -- \\ \ �--_ - // /� J / ' / / / / // �/ / �, // / / %
/ I IIII I \ I\ \ \\ I \ \ \ -= \�_ _ - --_ \\\\\ \ \ -----_ _ - / � � / / j / / _ /j / // // / / /
/ 1 / \ \ \ \\\ \ \\ ��_� ����� �_\\`_� �`�—___ _� =�\\� \\\\ \ \\ I I I \\\_�---�� // �_ 1 —/ / / / / / / --' — _ / / // / // / / /, — � // // / /
1
// / %/'/' / \ \\ \ \ I I I I IIII \ \ -- - \ _ _�\\\�- �� \\\\ \\ \ \\ \ \\\\ \\ /` __ ' \ _ / / / / / // i �- /// / ' / / / / / //
\ \'-- \\__ _ \ \\\\\ \ \ \\ /� _ /\ / / / -- --- \ I /
// // // / / / I I \ \ \ -_ Z \ - \ \ \� \ \ \ \ _ / - / /
/ , / / / I \ \ \- \ - \ \ \ \\ \ \ \ \ \ \ \ \\ --- \ __ / -_- J l ` , _ --/
/ ////,/ //// /� / I(\ \ \ \ \ \\ \� - \\ \\ \\\ I Il \ \ \ L '\ \ / / / / / \ \ \ /
/ \ \ \ \ \ \ \ \ \ \ /---- \ \\ \ / / / / / / \ \ 1 -
/'/'/ /'/ /// // i / \ \ I \\ \ \ \ \ \ \\ \ \ `��`�� \ / \ \ \ \ \ / / / / / / ------ \I (\ \ \\\\\\ `\ \ / '/
/ / / / f / / 1 \ ) `\ \\ \ \ \ \ �\ / / I I
/ // //�// / //// / // _-/ /,/ / /- / / \ \ 1 l \� \ I l \ \ , \ \ / / \ / / / / / --- \ \ \ \ \ \ I I I / / --
1 l \ 1 \ \ \ \ \ \\ AI-\ \ - � \ \ _ � / / / \ 1 \ �-\ \ \ \ \ \\ __
�/ / / / / /� \ \ I \ \ �� \ �\ - / / / / _ I \ \ \\ ,
//i// / SHF'7� // / / / /-J ,� / / I 1 1 \ } IIII \ \ \ \ \ \ \\\\1 \ \�_�__ _
/ /// / o / / / / / / I I I I III \ \ \ \ \ \ \ \\\\\\ l\ _ ' // I I ( \ \\\\\\ \�\\ \ \ I` /
/ //// 3po �' / / // / ,-/��- _--- � / ') / I 1 \ \ `� _ ��\\\�\� \\\\\ l\\ ,� _-- /' ////I �_ � \ / / // �, \\ \\\\\\ \\\\ \\\\ \ \ 1 \ \ ( ` �--
r I1 11 // // //I' / /' / � / / // I I 1 I I \\\\ \� = \\\�\ \� / ,-_ _ / / / / / -_\ 11 I / ////,_ \�\\ \\ \\\\ \\\\\\\�\\\��� \\\1 1
I I 1 IIII I //( ( / / / -- �/ /�/ �/ / / //� I \ \ \� -__ _ �� ��\\ \\\ --_ _ ��/ - I / / I / \\\\\\\ \ \ \� \ \ \ \ \\ \\ \\
J J/ I 11 J IIII 1 l \ \ ` 1\ \ � 1 1 ' -- 1 / / / \- _ �,\\ \\ \\ \�� ( ( %` _ , I 1 / I \\\1 \ \\ \ \ \ \ \ \\ \\
_ / / / / / \ __ \\\\\ \ \\ \\ - _ / _
\ \ ( / / / / / / I \ \_-_ \ \\\ \ \ � � - i / ice' ____,
I \ \\ \ \ \ \ I I I I I ' \ \ \ \ \\ \ \ \ \\ \\ \ \ \
// / I I 1) \\ \\\ \\ \ \ / - / ���/ I \ \ ----- \\�\��\\ \ �\\ \ I !� - \ I I I \ A \ \ \ \ \ \ \ \ \ \\ \ \\
\ / / I III \ \\\ \\ \ \ / / -- \ \ \ \\ \ \ �` - _ - - l IIII I I \\ \� \ \ \ \ \ \ \ \ \
// \ \ \\ \ 1 - / 1 l ) �\\ \\\ \\��\\ \ _ /\- \ \ \ 1 1 \\ \\\ \\ \\ \ \\
// / / I \ \ \ \ \ / �.� j - i /,i-I / �/_/ � \\\\\\ \ \\\\\ \
- / // I I \ \ I I 1 11 II \ \ - // / -_ / / 1 \\\\\� \ \�\ \_ \ \\\ I \\\ \`} \ 1 1 \\ \\ \\\\�\\ \\ \\ \ \� \ \\ \ \\ \ \ \\ \\
��// /// / 1 1 I I I l\ ( _ _ _ \ \\\ \ \\\\ \ \ \ \ 1\ \ \ \ \
\ - / / � / I \ \\ \ \\\\ \ \ � /-\ \ \ \ \ \ \ \\ \\ \ \ \
/ % �/ / /// / I I I I I I I \ \\ \ \ \ (� 1 ( ." //_'_--' _ / 1 /-_/-\\ \\\� \\\\\ \\\ \ \\\\\\ \ 1 �-- /� �� ^-�� \ \\ \ \ \ \ \ \ \\ \ \ \ \\ \ \ \\
// // / // / / l I I I I I I \ \\ \ \ �\ \ / r�� __- / �/ / �� 1 \ , v/_� \\\ \�\\ \,� \\\\I \\ I \\_\ __/ f . ---' /'v\\ \ \\ \\\ \ \\\ \\\\\ I1 \ \�\\ \\ \\\ \\ \ \ 1 I \ \ \\ \ I \ \
( // / / /� I l I I I I ( \ \ \\ \ \ \\\ \ l r-/ /� I �\\\ I I> / _ - \ I I I \
'-\ I I / _-- \ I \ I I \\ \ \. \ \ 1 /� -/ �' - /' \`- _\ \\ \\\ \\\ \\ \\ \ l (1 1 1 I I I 1 \
S) \\ \\ \ \ \ \ \\ l) } \ \\ \\ 1 I 1 I I \
\\ \ \\ \\\\ / /-- _-- I / \ \\ \ < I / \
\ 1 I / ( / , - / l l I \ \ \ \\ \,1_ � \ \ 1 � � - - \ I I I I I \\ \ \ Z \� � \\ / 'oI \ \ \ \ \ \ 1 1 \ III I \
\ \ s \ 1 ( / / // / _/ \ \ \ \ --'' _ ____ _ / �_\ / \s I I I I \ ` \ \ \\\� 1 L \ / / - \\\\\\ \\\\ \\ \\ / I I I I I )
\ \yF, \\\\\ 1 // ,__ /� / 1 Q 1 \\\� \\\ \\\ \�( --_-- -_ / - 9� / \ I \�)>>211 \\\\ \\ \ \ /--\\\\\\ \\ \ \ \\ // I I II 11/l II / / / / /
--__ __ \ s i ' L \\ \
o o\\\\ \ �/ �___ /// / / I \ \\\\\\ -- \ � \ 1 \\ \\ \ \ � __ / ,//I ,/ / /
I I // � / I \� \\ \\\\\\ < ---- \ / s s \ H- , /, (,\ (\ \\ \ \\\ \ \\\\ \ \ \\ \ \ \ \ / /I ll l l
\ \ \ \) I I I I �, �/� / \ \ \\ \\ ` I --- - \ F , l I \ \ \ \\ \ /
\ \ \\ \ \ �- �-- ---- \ w \ \ \ \\\ \ \ .\ \ I \\ \ \\ /,, // / , / / /
\ l }\ `F \\\\ 1 \ \ \� \ 1 I — — ` I \ \ \\ \\ \� \ _ � \\\\ \ � \ l 3po�F° � I \ \\� `\\ \\ \�\ \ �, — \ \ �\� \\\ \ \\ \ \~ � =i'/' i I l l /l / i —
/ ( 9 \ 11 \ \ \ / 1 } \ \ \ \\ \\ \\ CWD HW 3 - - _ - \ \ \ \ I \ \\\ \\ s38\ \ t _ \ \ \\\\\ \ \\ \ \ /i / / / / /, / / / / / / _ _
! 1 I I I IIII 1\}\\ \\ \ \ \ I ( ( / / \ \ \ AI NAGE f _ � r - / / / l I l / /
// J I I \ \\ I / ! I \ \\ DR __ -� \ \\ � � i III I 1\\\\ 1 I' 0�3 i (( (� ---,\ `\\ , \ \\ \ \ - \ f - / / �/ /l ,I l /////'/ /�-
/ 1 1 I I \\ I1 1 1 1 / �- / 1 \ \ \ \ \ \\ ---- \ \ \ \ \ 0) / 1 \ I POND 3 , f \\ \ \ / / / / / /
/ / / / I I I \ 11 I11 I I I --, / I 1 \ \\\ _ \ \ \\ \ J \ �� \ 1 / �\ \ \ \ / /// // / __
--_ a \ \ / // / /// /
/ / / 1 I I I .-------- 613 1 / \ \, \\\ AREA 26.73 AC\ ---� \ \ \ \ \_ / � ,' / I I \ \ \ \ �\ \\ \ \ \ \_,-1 / / / / /
/' �' �'/// // / / IIIII I I I I I 1 I i-------___- - / / l \ \ \ \ \ I I I �\\\\ \ I / > \ \ \ _ / / / / / / / _
/ / / / III I _ - l \ \ l _ \ \ / ����� �`/ \ ( I \ \ \\ \ \ `� 7� 3 \\\\` \\ \ / / ' / / ' /// / / /
/ _ ,2 \ \\ \ \ \ \ � V N I i ! DRAINAGE \\ 1 \ \ 4� / \ \\ \ \\\\ / / // / /// / /
/ I / __----- - / \ \ \ ` \\ \ \ \ I \ \ \ I 1 \ \� \ / /
// / ��/ / / / / // I I 11I I I I J / �/ __---__6�1" 1 \ \ \ \ \ `` \ \\ --_ \ \ \ \ �� ��' I 1 AREA 6.�3 AC \l \\ 1 % �T)1 J 1�1 \ \\\\ ` \ \� i//�-�//// /////// / //
// \ \ \ \\\ \ I I --_ \ \ \ J_ 1 ,0 � I \ 1 / / I I I \ ) I \\\\ \\ \ \ - /��---�i/ /r// / / / /
/ / / / / / / / 1 IIII I / ---- \ \\ \ \ \ \ \\ ) \ \ \�- J .) ��b� \ \\\ 1 / \\ \ /
/ / / �� / / / / / I 1 ll IIII I / / / - _ / I I \ 1\ 1 \\ \ \\\ \\ \�,\ c -__- -\ \ \ \ \ \\ \ / a � // 0r, �o\ \ I \ 1 111 / \ \\\\\ \ \ __,/ / //'/ // / /
/ / / / / / 1 I I — _ -6�0 / I \ \ . \ \ \ - / / / «s I 1 / f ) / / \\\\ \ \\ 1 �/i/� ///// / /
I / // / /�// / / / /l' Ill IIII IIII / / , IIIII �\ - \ \ \\--�\\\\\ / / 1 �� \ \ \ \ \ \ / I \ ��I! �r \� \; > ///i / //// ' /''
-- \\ \ \. s ( / \ w, I \ (i /
/ / / / / / / / I I I I 1 _ \ _ ,609 / 1 ! \ \ O �� / \ \ \ - o / / _,'/ / / ` 1 1 / \ l 11( 1 / II 1 \ \� � �� _ _ �� j �_�r= _ = �'_/�///' //'' //
/ /l//' / i �' �� / �/ / I I IIII I _--- - // / f I I \ \ F w l / \ -\_-- / �� I s \ \ 1� _
/ / I I I --- oa' I tiT \ \ \\ \ \ �.O _� S � 1 \ O y > \ 1 - /
/ //// /// / / // / I / __ / I \\ �o 1 \ \\ \ - / / / /�Lnr,� \ ti� \ -` - - = -_ / // /
/ I / �"/' /'' / // // I I 1 I I I ---_ �\ \ _6 / I \\ I4 wRTFa.\( (' \\\\\\ \ - :� / r,�/ J/ , J \\ \ O�<< \/ - _\\ \\\ ��\ \\ \\ _,�� __• /�;_- ,j // / I /
/ / /� / / / / / / / I / \ a J/ / / / I \ - /2 "
_ /
/ / / l / / / � / / I I 1 ) I \ � - _ - I 1 III \ \ � '`� \ \ \ \ \ \ ( \ \\\\\ \ „ � / / / -� 1 / � t \ •� o � � - \ \ 1 1 � ��/ _ _ _ � � ^- _ _�--�_ _: /
/ I I I I _ �\ � \ \\ 1�\ / J l 1 �X1 o \ \\ _� _ �_ ---- __J ----/
/ I / l / / / / // , / / \ -6° I I / I 1 \\ \ �\ \ \ � Q,°*' // �/ - / I s \ F �� \ \ \ \ 1 \\ _� - �_ _ i
' / / / / ' /'/' /' / /'' /'/' / I I I / - \\----- 5 I I I J , I I lI 1I \\ I\\ \ \\\ \ _ � / ---/ l \\ \ \\ } 1 \\ �� _------_--
///// // // / / // / // / r I// / /// \\ \ \\ \ �\\ - - // / 1 / �/ / \ � A \\ \\\ \ \\ II _
/ �/ / , -\ \ \ \ \ \ \( .�
///I // / / /// / / l l 1 I I / \\ �' / 1 I 1 / // Ill / ) \ \ ( \�\\\\\\ Ir \\ `_� 1- \ \ \ I} -" `
// // /// //// / / o \ // // \ \\ \ - / o \ \
/ / / / / / // / // / I J \ ----6 \ / I I l\ \ \ � - / / / \ \\ \\ \\ \\ ,\\\ \\ �1\
i i / /' / / / / / / / / / / / / I r 1 6 \\ l I f \ ��} \ \ \ \\\\ / \ \
/ / / / , , / / / I - \ I I III ((/ / / --��J �// / / -1 / ° s�� \ \\ \\ \\ 1\ �> > c1 \II\ \ ,'I- -----_--
/ / // // / / / / / /� / / / / / / J f i / \ 1 1 \ I I I I I I l I / POND 2 _ / ti. \ \ \ \\ \\\, J ��r \ \,-_� -� ---
\ --- / � \ 1 \ \ I l
' ,'/ / / , ;'/ / , / - /'/, � / / / / , / /, , I I 1 c ,r \ 1 , 1 11 , , I I \ \ (l 1 , l/,) / \- _ _ / , / , - ( / ` I N > \ \\ \ ` 1\ s �-^ /> / - _ , _
/ /
/ \ \ \ I I I I \ \\ } I I (III ` 4 /,i / DRAINAGE / ' , I \\ \\ \I\ ��� �\ /r I /� ------ \�
// / // // / /' / � / / / / / / / / //' / / / 'rc y'� ,� - - \ \ \ 1 1 I I I I I I I I 1 1 V 6 �9' \ - J / / �,, 6 \ \\\ l` I ) l _ - _
// // // / // / / / / / / / / / F� tiT \ 1 1 1 1 1 IIII I I I I `\\� �\\/� / AREA 8.95 AC / �/ / / } // ��'� 1�111(ll Il �) j" '//////�-_`� �- = \'
/ / / / / / o \ \ I 11 I I I I I III \_-_ \'/ \ / I 1 /J/ , � -
// // // / // / / / / / / / / / / / / s �r--- \ I II I - - \\�i / / I / 11 //!/ t /// / _ -�\ �J,
/ \ 1 } I I III \ \ \ _ _ \ \\ \\ \ �� -/ s I I `\ \ //i i r I /// / _ \
// //„ / // /� �_� // I I I I I I ( / (' // // / / / �\ \ 1 � / I I `\ 1 \ \\\ _ y l�/ \ \_ - - I I
// I/ / / / / / / l I I 1 \ \ \ / / / / - \ \ \ I J I \ \ \ \ \ \\ \\ JI \ \ \ '/ I _ `-_ ° c� o 1 \ ���� �/� , h� ,J I I / /'/ - - _ _ � _ _
//// // // / �/ / J 1 / \ -- _^\ _ -� 1 , i � F�FtiT�pw l� � ! 1 \\\\\� \\\ 01 ` I, \ )JII�/////// / _-_-_ \ \ -_-_`
l o 1 C �r /
11 / / ) \ \ \ \ \ \\ \ \ \ / /\\\\ I ` / o , Ill ` \ \\ \ \\\� \ \\\\\ oti�; , _ , / / o -
1 I I ll l / I I / ( I l /'/ - \ \ \ \ \\\ \ \ \ \ / / 8° f \ \ \\ / \ `-- ° I' \ \�\\ \\\ \� ` Fo - / 2' .� ) \ I ll Illl 11// l 11/\ �`��, , ___- \ \ \
\ \ I \ \ \'\ \\ \\ \ �,� ���\ -- `�/ '�-� � o 1 1 \I I lI( 1 1 I ,�� / // �-- r � `__ \ -_
I / / / // / ) ( \- J / / \ \ \ \ \ \ \ \ \ I I \\ \ \ \\ \ \� — \��� \� \1 \�\�` \ \�,� // /--- ( I 1 I II ��� ., / \ \-/ , `
/ \ \ \ ( / \ \ \ - \ \ I / 1) I ( / /II - � _\ \ \
/ /l l I I / \ \ \ - / / \ \ \ II// R\ \\\ �� \ _ ��/ J li III Il I ) I )II'� I� I� / /
l l l I l \ I I 1 / 1 1 I I 1 1 \ \ l l l / �_\ \ \\ \ / / _ \ ,___ 1/ \\\ \ \\\ \\� \ -_ I /-/i � \ \\ \_ I ( I �\\ \ �_- \
// l \ / / / I \ \ \ \ ) 1 \ \ \ \ \�- \ `-- \ �)�� \\\ ��-- �\� \ �_ _ - \` � /) /J (I(ri1/fi 1 III I , / \\\ \ \- /
1 \\ \ \\\ \\ __ _ IIII 1 I _
/// / // \ 1\ /{ / / / \ \ \ \ \ \ \ \ \\\\ \ \ /� \\ -\ \ I/ I \\ \ \ \ \\ \\ _ --_ \ \ /l1 'r fl I 1 \ ) )\ / / _ \
/ /j / / ) \ \ ) ) / / /'- ) ) ) \ \ \ \ i - \ 1 \ \\ \ - --- __ \ \ _ ^ _ / / / 1 1 II/1� // / ( (rl / I 1 I 1 I I f � \ // \
\ \ \ \ / I I (I \\\ \\\\\\ \\\�� \ - -_-- \�
/ / \ \ \ 1 / \ _ — - \\ �\ //r I I I , 60 \
/ / // I / // / / / , l ( \ \ \ \ \ l \\ /� \ , 1 \ I / \ 1 \\ \\ \\`� \\ ,_ - _ \`� \ \ \�_ / / �'//�/ //( I /) v - \�/ // I 11 l �6, - / / -
/ // /J / \ l �� / / _ / / /
\ N, - �\ / //// / 7 // 1 / - / / �
( / \ \ \ - _ 1 \ /� \111 Ill r \\ ` \ \\\ - \\\� ��-, / // ///�l l / / r \�l 11 l 1// ///// /��\Sall 1
( / I / / / \ \ \ \ \ \ \ \ \ - --` \ \ \ �i (I f/ \ \\ \ \ \- \\��I— -/ \\\ / // / �� I// / � \\ �- /
\ \ \� \ � ( 1 / / - / \ \ \ ` \ \ \ CWD HW 1 _ __,- ` \\ \ \ // ®)/��/ III { 11\\ I i I �) ) \ \ \ \ \\� \`~\ '_� ` I� _ -_� �/ /� �jl'l/ (I / /i/ l / //'� / / ` \ --�i _,,
\ \ ( \ \ \ \ \ / // 1 1 \ -� // //// /� / / / / / / / -- ^ \ __ -
\ \ \ \ ( / , J / / \ \ \ \ \ _ DRAINAGE -- \\ \ \ \ I I \\ I 1 \ t \\ \ \\\\\ \ \ `\ / �\ _ — /i//i/// 1 1/I 1,— I /i ///////// // / / \ \\ f _
\ \ \ II I1 / \ \ \\\ �� III\1 \1 1 1\� \ \ \ _ �., f I I ^\ \ /
I r �\\\ \ \ \ �° / \ \\\ \ 1 1\ , \ \ \\ ���_:__- �____�- - /IIII( I I / // // / /j \ / _--
\ \ \ \ \ \ I _ / 1 \ \ \ l \ \ 1 \ , \ �_ , \ \ - \ - //, ►l l f , (I I I ) /l/ /////'' / '/,' / ,'/' -. \ \ ,' - /
\\\ \ \ \ \ I I I I / \ \ \ \ \\ \ 1 1 \ I \ \ \\\ \\ \ \ \ 7 _ �� // l ) / / / /// // r � \-
\\\ \\ I I /— — / I I I \ AREA 34.71 AC I I \\ \ \ \ J I \ \ \ \ \, , \ \ \ � � \
\ \ \ \ \\ \\\ I I I I I I I 1 / /' /� \ / I ( \ \ \\ \�`- = ��_\\�\ \\ \ \\\\ \\\ \-,_ °�� I 1 ll\ \}\\\ \) \) 1) I \ 1 \ \ \ \\� \ 1 I I i I \ ~\� I I 11 / // / / // // \� \//__�
l 1 \ \ I I I I I I / / � `_�/ ) \ \ \ \ \ _ \\\�\ / \\\\�� \ __ ' I ( ) I \\ ( I I ( \ \ \ \\\ \ \" �\� \ \ I / I �-,`� - ///l 1 /'I' IIIII / / / / /
I I \ 11� 1 I / / \ _1 I I I \ \ �_ \\\\\\\ // /�-,\ \\ �/ 1��, �( / ( I \ \ \ �\\�\\\ \ 1 \ \-i/ / I / I ' / / /
I I I 1 \ 1 1 \ \ \ \ 1 1 / \ __ I I \ __ \\\ \\\ \ �c /// / o I I 1 \ I \ ` \ \ \ \ \\ 1 \ \ J�\�,/�/ �f //')//litll /Ili // // / \ � / -- �-
I I ( \ `\ \ \ \ --' \ -- -- \ \\\ \\\ l / \\ \\\\ \ �� , / I I I 1 1 \ \\ \\ \ \ \ l \\\ \\ ( I \_ \ (\ 1\ �� \� / r / / / /
1 I \ ,� \ \ - X/ I / '
/ I I\ \ \ \ \ \ 1 �' � i - - \\ \ - \\\ \ - / / / / \ /
\ \\ \c 1 I _ \ \\\\\\\� \\\ \ I \� \\\\\\, /r r / si �, \ POND 1 \\ \ \ \ \\ \\ \\ \ 11 �\ ( ,- l /, // / 11 / I / / \ //
/ I \ \ \ \ \ ,- ___\ \\\\\\\ \\\\\ \\ \\ ` �/ \-11 ( ( ) Ln � 1 I \\ \� \`\\L ow ��\ �_ \ \ \\Il ,, / �r / , / ��
\ \ \ \ \ \\\\ \ \ " \ \\ \ / _� / J �/ //�/////// // ,// // \ \_\ // /��
/ � 1 ) \ \ \ \ \ \\ \\\\\ / �- -/ /- _ \\\\ \ \\\ \\ I I \\ \\\ �� / / �� \ D \�_-� � / / /. / / / / / \ I / _
/ 1 \ \ \ \ \ \ \ — I / — \ \ \ A ` ) I I I / ; DRAINAGE \ sHA � '_' �!> � . i 22 l / /// //, // // �'/ -\ \� \ l l / / —
/ / / \ \ \ \ \ \ \ / /—`—� / \\\\\\\ \1 \ \ \ \ ., ( } I \ \ \ IRATE \ C v J / / /
`�� � / ( `' "' \\\\ FLOW \�� � \ \ \ 1 ) ( / / / / // / // / // / /— \ \ _—� /
\ \\ \ / _ % I AR EA 18.34 AC ` \ coN ) f
f \ \\ \ \\\\ \ l \ I r / / / / / \ /
\ / / \ \ / // / r / /
/ / \ \ \\\\ 11 , � �� _. / / ,--\ \ \\\ \\\\ II \\ �l /� I l I �� \ \ � \ \ �� � /i / IIII, /
I l \ \ \ \\ \ \ _ _ / / \ \ 1 \ \ I I I \\ 1\ 11 I I \ \ \\%� // \ \ I / / / � \ - \ \ \O � / / / / /i / _ \ i / I / /
\ \ \ / \ �\ \ \ \ \ \\ 1 // / // / / / /
j // / \ \ ` \ \ \ \ \ \\\ \ \ ) ,( / / ` \ 111 III 11 ,,. p� � ,�/ )� �_ ^ I \ ao4 CFI \ \ \ � J / ' / // // %%'// / \ = � / / //
1 1 1 1 1 I I I I \o\ / / \
�., / / / // /i / / / � -_ , / /
/ \} \ \ \\ I / __ / \ / \ 1 I IIIII IIII 41Z R ' I/ \ - -�-5 / / 1 I / ( / )i 580 1 / I \ _ .3'�% \\_\\ \ I \ \ I \\1�r �JS)\\ ,� f '�,''/'//'��/// \ � // / /
/ \ \ \ \ ` 1 1 \ \ 1 \ / \ / / / 1 1 IIII I IIIv1�iI 173.80 / \ SHEET / / / / �� ( \ \ \ \ ` \ \ 1 \ \ \ �, 1<<, l // / / ///'// ii'i / // J / / / / / / //
III I _ -\x I \\_ pow / I / / \\ \ 1 \ 1`1 \ �� \\ >) e�� (/ ` / ////�/// //// / - // / ��� �__�;/ / /// //
// \ \ \ \ \\ \ \ \ \ 1` \\\ \ \ 1 1 // \� \\_, I } \ III 1 I I I 111 IIII 111 \ \\ / / / i ,\,b r- \ \ \ \ 1 I 1 \` I \ 1 / I \\�-1 1 /J// l ' / --
I1 IIIII11 \\\ 1 \ \ S I I I I IIII I II / 7= ;\ \\_300LF, < \ \ \ 1 ) /� I I f I/ / // l/ l / / / ///_ \ / /, //
I I 1 1 I I I 1 11 I 1 ' \ \� I I I I I I III III 1\\ \ _�\� - / / ` \ \`\ \ I I 1 )I \ I 1 I / I� / I1� > / // / / \--- �/ // /
I I 1 / / \ I I I I III► I III \�`- �' r/J / / - 1 \� I\l / / / l l llj,Il/Il// / // / ,�-- _ \\ //
1 ( / I 1 ( 1 I l l l l/ I l/ // .-- //
\ I / I I I I I I I 1 1 1 I \ \ 1 \ 1 \ ( \ 1 1 / I I I I III I I I \4�" �c� .� \� \ / ) \ I / ( / / / I - - - - _
l I 1} 1 1\ \ \ \ \ I I I I I I I I I I I I I I I V r� �57�. ark // \ \\ J // / /< __. _/ \ \\ ) l({ I I I I I// l (( ( l l/ 1/ I J I/ I l i l l i 1 1 1 I l r
/ �.- \ \ 1 ( \ l I / / I I ( / // _ _ / /
I III / \ \\ //)/ J 1 1 1 \ 1\ \ \ \\ ( 1 l l 1 1 I I I I I I I I I 11 IIII // / ��� /, /i
\ / III 1 1 / \\ 1 1 III I I I I / I \\ \ / / l I} / I I II II I I I I �' --//
/ / / / // I l 1 I 1 �� \ 1 1 III II I IIII I I , C _ \ �1 r / / / / / \ \\ \ \\ l 1 / 1 I
--_\\\\\ // // l I l I I I I I I I 1\\ \ 1 --\ \\ 1 I I I I II I I I 1111 I I 11 1 \\ \\ `� \ -ter /// �/ _---- I 1\ \\\ \\\ \ I� 1 /' I I I I I _ /
\ \ ,� / / / // /Ill I I III I I I \ \ 1 ` \ 1 1 \ / 1 JI I \ / J \\ / J I 1 I , \ i _ /
\ �_r / I l,/11/,,l \ \ \ \\ \\ I �`�\�`-^� j- __ / , // /� 573 / I \\ \ \ \ \ \\ \\ \ \ 11 l'( J �J I I I II II I I I I I I\ I �' ___ - _'///
1 1 \_ \ \ \ \ l/l /l l // l I \ \ \\ / / r I I \\ \\� \ \ \� \ \ \�\\ 1 1 Jl / J ) / I I/ ll I I IIII II I I I I I l /i
\ \ �r ///,/IIII l I I I 1 I } I I 1 \ \ \\ \ / /I l //I Ill/ 1 \\ \ Z I- /// /// / l � \\\\ \ \ \ I ! /`- I1 // / II I 11 I I \\ / ///
\\ -__/ / /, / / I I I I \ 1 1 I \ \ \ \ II I l/// l ( \ \ \ 1 1 \ �l f \ `� - /�-�, / / �� \ \\ \ ` \ 1 111�)// Ill // /l I I I I l \ �--'/i///
I ---i'/ / I I ) I 1 \ 1 I, \ \ \ \ \ \ \ ///'// //// / , 1 1 ` \ \� \\�\ \\ \ `� �__` =%�� / �/ � /�-572� ) \ l 1 \ \ \ \ \ \\ \\III1I�� I 1111/ l / / / /l'111111 I I I I I 1 I 1 I I�\\ I / / i ////
----/' ,/ / I I I I I I 1 I I I / \� \ \\ \ \ \ \ r/ j/// /// ///, I 1 ( \ \ \� ` c �� ��-�/ i� - �_� / ��_ ,l , ` \ \ 1 \ \ \\11111ti``�►\� I ) I f�l///l/ /'/ II/ I I I I I I 1 I I \ \\\ f ( / /%;�i%/
/ �� ---� �/ / / I I I I I I I I I I I 1 /' /�\ \ \� \\ \ \ \ \ / ///////�//// / / / I \ \\ 2\� ti�� -_ / �\ / \ ` 1 1 \\ \ \ 1 1(/ / ' / 1 I \ /
/ / / / I _ \ \ // /i/ /// l l 1 / _\\\ q ti � ��� ��/ /�_v_—� �_ �\ // / (\ \ \ j II \\\ \\ \ 1 I /'/1'/, // III j I I I (1 \_\` \\ 1 I I I I ( I / / %'/i/
/� '�- - - ; � / / / I I I I I \ \ / / n \ \ \ \ \ \ / / / i / � l 1 / / / % I �\ FAO F�/,x - - — -\ -\ I 1 ( \ \ \ \ \\\ \ \� .- 51 � I I I I / / I I \ �- -\ \ II I I I / / / , /i /
- / ) I ) 1 \ \\ / \ \\\\\\ /// / JII / / / II\\�- s9 w Fp \__- --�-. `1 / I \\ �/ / \I ( ) I I ) 1\ \�\\I l ,�IIIIIII I// /l I1 II\\ - \ }\11 I /
/ _ / / I I \\ I I I I / I ( \ \ \ I I I I //
/ -�= / / 1 1 \ \ \\ \\ ( ` - \ \\ \ \\� �/ ///�///, II / // / / /�� L\\ \\I 8�F j, /' \\ -5� 0 // / / ///1\)1\ \\\ )/ I n111 IIII I II II( 11 \ \� �__\\ \I I 1 \1 \ III 11 Il '/
l / / / I \ \ \ r / / ✓ / /// \ \\ I 1 1\ \ \ I /
r `, \ / \\ //// // f / / / - rz\`)� \ / I / / , I \\\11 III 11 III I► \\\\` `--� �\ IIII\\ \\ 1 I IIII //
I l / �_ / / / 1 1 \ \ \\ \ \\ l \ \\\ \� \ -- / / I ( (/ / / // // / / / /'_i'� \\\ � - , / - _�\` � \ 0 / /,/ / , / ////,-)JI � II\ I I ( I I 1 \ \ \\� \ \ \I
/ \ \ \ \� \ \\ \ // / / / / / / I � \`� / /- '1 � \ - \ \ /- ` 0- / �� / / /// //� r I V I ,) 1 11 I I 1 l \\ \\ ---�1 \ \�\ \\ \ \ \ \\ \ 1I I
/ I I / ' / / I I \ \\\\I\ \ �\ \ / /IIII // // �/ (/ /;� ( \ \ ��,,b / / / /� �� � I /\1 III I II \ \ \\ II
/ / / / I \ \\ \ \\\ \ / / / I / / / / / IJ / � \ I \ 1 \ \__ � 6-7- _/ /� / /I, �/ _� \ \ \ \ 1 I
/ / / -_- / \ - / / I I I f �' (IIv �-NNN \ / _ \ \__-_ , 5 6 . � / - ' 1 I I\ \\\\ �� �_-� 1�� �\\ \\\\� \\ \\ \\ \1 \I\ I
1 \ \�\ \\\\ \ / I I / ( I ( I � \ \ _ �� /' S6 - J / r�/ii//��� \ III I\111111 I \ \ \\ \\ \\ \\\ \\ 1 \
1 r� \ \ /_ 65 / /i///
// / / / / _ �/ / / / I \ \ \ \\ \ \ \ \\\ _ / / (/ III IIIII I ` \�I`� �1�-- �X�\\\�\\ \ / \I-- - �� 5I- / \� 1 11 I \ \ \ `
\ \ \ \ \\ \ \\\ \ 1 I
/ / / / -_ / I I \ \\\ I \ 1 \ \_ -_\ - \ \\ / \ \_ 5 k / / - ` I I 1 \\ \\ \ __\ \\\\\ 1 I I
/' / / // J } 1 1 _�\ \ \ I I I \ \ � _�,�L- \\�\\ �\ \ _ / 5 ��i/ / // / ��� \ ^\ \ 111r:I111I \ \ _ _\ �\ \ \ \ I I I i I /
/ / / / I r J II 1` \ / \\ - l I 1 \ � -- \\ \� \\\ \ / - - - _ ���,/� / \ 1 1 1\ \\ \)// - - \ \ \ 1 I /
/ / / �- � / / 1 --- _\ \ \ I I II
\_ \ / // \ "\ \ �I11�1\1 \\\ 1 I I` I111lI111 l lj�I11 l l
\ \` - \
/ / / / / ----- / _ / / I \)� \ / / \ �\ 1 1 \ \ \\, --- -- �\ \\\� \\ \\\\ / / -- �_� //i'<0,cp_� ,, // `� 1 \ \ \
/ /I I /// �\\\`\ II l \\ --_ ` \\ \\\ /\_��-_� �5 ��y�� \\/ I III \1\ \1 / 111 111 Il 111/lI/ll
/'/'� / / / / / / 1 I �/ �\ \\ l \\ \ \,� \\ \\\\ \\ \\�\\�� �- /�- ----�I �� �� I 1 \\I11f//-\ 1 IIII/ 1 //// / /
/ / / / ___-__ / / , / I / \ \\ I 1 ) \ \� \ \ \ \ i(/ \\ \\\\ \ / �,- / _ 1 ) \\\\ II I I1\�1\\ \IIIII!'/ \ Ill l l II 11/llll IIIII ll//l//�/
/ / / / _ _ / -/ / l 1 1 I \ \ \ \ ( ( \ --_- \"' I \ \ \ \\\\ -\ -\\� -�/ - 553'� . /-^�\ , \1 1 / I r' 1 \ 11 I //// l / / /I l Ill Ill l
/ / / / - _/,� �/, / / / \\ \ \ \ 1 I \ ` _ \ \ \ > > 1 i \ \ \ \- / / - - 4f� ,-- \\ `� 1 )( I}► II III \ / // / l ll/, l // lIll,ll
/ _ / / \ �1I J \ \ \^\ ��.�<), /- \� )( I \ IIII //////
( / / / , / / / / / / \ \ \ / l \ r\, ) r �)t / I\1( % \ \ ` I\ \ \ �\ \ \ \ -_ \� 111 ( / / I \I I \1 I , / / // / // "IIII/ II l//j/ 11/j/ll�l/l
\ / / 1 / - ///� �'/ / 1 --\\\ \ 1 1 } \ �.I� �/ / 1 ), �) /III / 11 \ ( I \ � \1 \ \ /i //55 -\ \ \ I) 1) / �/I j 111j\ \� / '/ / /
/ / / / ,- / /-//_-� / // / \ 11 / / i �- 1 \ ' / / / 1 < -�� / /l /l%) ( ��I ( (�// /� �\� / / // I/I// / / // l i / //�l lIl
` \ I I Z, /// , \) //I (( \ // / / // I lI l I l
\` / / / / // / \ \\ , i _ 1\r � 1 / / // "/I(� I, 1 , , , \ _, / / I ),,,, , \ / ,//,, / / //Ill IIII t!I Ili I�111//
I / / // / \ \ \\ . /I / __-) 1\1 / '/ �/� // '/ J1 // i / \\ \� ` \ \\ \ l /i �l�� // I i / 11` � ) �( / / lIIf I I I 1 II IIII JI11
l I I l / / / / / \ / / _--� i //i / / %� I / / / ` `- \ \� \ \---�__-_-- ;//i'- )` I�'�� ���� // \ \ )1, (Il(111(1\\\� l / / J I /I (I �I I I I I l IIII//I IIII II IIII II
\�\ , \ / / / \ \\\\\ / ��/ / / SHALLOW /�i�/ / / / I // ��\ \ _ ti --_ _ -/// (( �>> �/ ( \ I I III 1I 1 11 \ I , , I l 1 11 III I IIJ 11 11
\ I l 1 1 \\ , / / I / / / , \ \ \ �o ,� / /� / / / / ) / \ -� - \_ \ \ ___--__ -J�� )�)//I�//��<(,°� (r ) 1111111 I I I I I l \ \ \ 1 I � \ \ \ 1 \1 I I I I I /I I IIIII III II
\ \ I / 1 \ ` � f ( 1 / 1 / \ \ \ _ — �� O ( CONCENTRATED' R� — �� / I ` \ I- I \ \ i — — — — _ / / I l / / I 1 \ \ \ ` \ I 1 1 I I 1 1 l I J I 1 III I11 1 I I
\ \ I \ / \ \\ - `y �2P LOW I78.1f� v (-`----_ \ R�P,i ,-- / ( g � r ,, (/ ) (I I \ " \ \ 1 1 / / // / /1/I / // ///�l/
/ ll \ \ \\ ` \ \ I ll / l
\ \\\ \ lNv=-\-_��_� - r`� IIII// /f I I1 I!//�I\\ \\ \\\\\\\\\\\\\\I I / /,' /// //% ////
\\ / \ \ \ \� \\\ \ \\ I l \ -_ / rv72%2 443 LF / R 7 ( \\ \ L ��- - \ _- ) 111 / (� l (� �, \ ` \ \ I / // // / // ///� /
\\\\( \ \ \ \\\����\\\ \ \\\\ -1 \- - - 1 - oHu - M-- - _ - - _ \_��\ \ ) / / I ll11 \ I IIIII ` S / �I ( \\\ \\\\ \ \ III , / IIII ///, //////////j/ //�///
\ / I ` / I I \ \ I / // // // /
�� 1
\ ` \ \ \ \\ \ i) \ \ �i J \ �- - �� -1 .—FAIRVIEW ROAD - NC _HWY 2- - - - _ - _�= t \ \r I I / I I I i ) 1 \ ( / I l \ \\ \ \ \ \ \ \ � III / / / / / / / //// //// /// � / //// /
\ \ \ \ \ \\ / / _� — RVIEW ROAD_ NC HWY ` \- 0„5-v _ - � - _ 1 -'
1 / / _ ` _ =° w -�- `�\ )/ �- ` - -�� �_ _ ` �� I 1 I II f / O I ( I f (/ 1 141 1 1 1 \ \\\ \\ \� \ \ I 1 IIII J I I / I I/, // // /j„ / /// ���/��/
_ '�� \ )�I l - 1/ l I c I 1 1 1/ l 1 I I l l // /// ,/ /
\(` I I / / �� - - E�-_-- �� �\ R ` 1 R P `- _ //, , J�ti I / I ` RI \ I I / l 1 1 / ////�
\ \\ \ `\ \ 1 \ 11 I 1 1 / / 584, 161 561 S8j ScP `scA 590� 59�5895& \ s8 S8 ScP Sd�S��r S �� S� S) S) ,sue ,gjlNv� 65. 1� �/ = _� �� ", I - ,� 1 ( / � / 55 Lv , l I I ) J I I l I l l 1 1I l 111 11l �'ll/l Ill l/�/// / ///
\ 1 I II I1\\ \ \ �' ��\ \ \ ` �� �� CWDCB5 ` 3. �,,� s s� �, - ' � , �,-� - \\\ /�-��� I I I IIII I I I l I I I/ / 11 111/Ill ///Il// /
\\\`\ \ \ 1 I I I I 1\�\ \\ I � - \ \\ \ \ \ \ \\ �\ \\ \ SSELL ROAD ~ -\ \ `\ \\ \ J' �� 1^ ���,--_ %?�, `��\\- / �01_\ cj -��ll I I I I I I I I I (/// ////I III 1111/IIII 11/l�llll'l/l��l/lI I/I/
I / III } \ \ 1 \ \ \ \ \ \ \ DRAINAGE \ __ \ \ � \ \ \ / / � � ,` o � P �� I / / I I I 1 / // lI ll I
\� \ \\ \ I / I I I 1 \ \ \ \ \ / I � o " ) \ \ \ \ \ __ _ / 574s�s�`s\\ �1 \N / ) ) I I I I J I I IIII I/ J III 11 llll llll J 1, I 1 ' lI
\ \ \\ \ \ \ � �I /_\ // , / I I I 1 }\ \ 1 \ \ \ l \\ \ \ I 1 AREA 4.48 ACl/ / y� ` \ \ \� I- \\ \ `-\-/ r/// �� o ,1� \�\ L / ` \`\ \ (\ 1 I I I I I IIII I IIII1111 1 IIII 11I11J1 1 11 I
\ / ' - -'/ / / /) I I 1 1 \ \ \ I \ 1 1 \ \ \ / o \ \ \ \ / \ �. \ !(�, r- \ _ _/^�, \/ \ \ \\ \\ 1 III 1 I I I (' I I I 1 I I III I I 1 I II I I I
�\ \ \ \ \ ? / _--/ / / J / I I I 1 1 I 1 \ \ \\ \ \ \ \ � \ \ \ / / / / �� \ \, _ \\ \ / / I \ \ \ ��°�,�� �,�/�)/I/�(� \` , _' �,% / \ \ \ 111 1 \ I I 1 I I I \ \\ \\ I IIIII 111 1111 IIl1I1III (\\`
\ \ \ \ 1 1 1 ( ' ^ / / 1 I I I I I \ \ \ �\\ \ \ \ \ \ / l l - �r ) -�- � rI r 1 1
/ „-/ I \ ( \ \\ \ \ \ \ // \ 1 /1 10� ' f� �-� ��_ �� / I/ \ 1 1 1 1 11 I\I\ \\ \\\\\\\ �\\\\\\\\\ II11 �111I1111I1111 IIII`!\
1 I 1 1 1 \ \ \ \ ( / 1 \ \\ \� \ \ \ / / ��,.�) ;<�� - �'; / \ \ \\ \ 11111 III I IIIII\��-
\ \ \ i / \ \� ) 1 1 \ \ \
1 \ f / - \ 111 1�1 III II 11l \ -
\ \ / / � �, i I I 1 I \\ I c \\ \\ �' // / / / / , , \\ \\ III 1 I 1
I l ( I 1 \ � I I I I I - \\\ \\ \ I M NI / \ II l / ''/ �� Inn .� �..y \ / '/ �) \\ } 1 11 II IIII \ \-.`'
I 1 \ \ \ \ ( /�_ J/ / , / 1 I I �� _ \ \ \\ \ \� \ \ \ 1 / 1a�� I \ \ \ / /, �/ / /'i/�/i// �llj \ �,� / / i �/ \ 1 \ I I II 11 1 II11 I 11 `\\_
�__,
\ I //// I I II II \
1 \ \ / l / I / I I I \\ \� \ \ / I) ) / I �%
1 \ _ I / / ( _ // / /// /// // /�� cL� / �/ 1I1 1 I I11I I \\\�_
( \ \ \ \ (� /' , ► \ \ \ \ \ \ 1 I 1 I / / ° I / l / \ \ / // / / / / / ,5,f( / // / , / J I /I //� 111I I III 1\
I ) , \ I I 1 1 - /-- / I , / l , I ► / \\ \\\� \ \\ I , 1 I / / / J / ) / / � /, �, /, , /,l,,///////// \ ,u� V� �r / ,/ / rI , //// l 111 1 lk II \\ --
I / I I / / I I 1 / / \\ \\ \ \ \ \ / - / / l l / / / \ I( ��D �� �/ / 1 (l / / / l I 11 l \ \\\\\ ___
1 / , I I I � / / I / / \ \\ \ \ \ 1 \ \ I 1 I / -- - ( ) //l I / l \ \ ,, -_-- ,-_
/ �' / ! I l l/ I
\ I I / /I I / / I I / �\ \\\ \\\ \ \ \ \ \I\ I I I I _-' / / / / /// / % / , ,� �� \ // / / /(I \\ \
/ / I I 1 1 / / / / / % \ \ \ 1 I ( _ ' / /' / '� %' % / ' \ \\ I III / / , \�\ \ \\\\�\\\I `I l I\I\\\ \��� �\
1 I / / l \ / / / ( \ \ \ \\ 1 I I \ 1 l I ,' �__ _ J_'�/ '�� / �',' Ill l / / �/ / \ \ /' I1111 11 ///' /���--�`° \\ \ \\ \\ \ \\\ -\_-
1 \ 1 I I ( \1 \ < / / / / I \ \\\ \\ \ 1 I I I 111 ` I / / - -/ ' � / /�/ ��///lllll/�//, \ I/lllll / \ \\\ \\ \ -
I 1 \ \ I 1 \ \\\ \ \ \ / / / / I I \ \ \ \ l \ I I 1 1 1 1 l I I ( I ,-_1/ / / / / / / / \ / 11 / 1 1/ / / �I / \ \\ \\ \\\ \\ \I\--,1 1 \-
/ / / / / / 1 / 1\ \ \\
-vnF DEC r1C\/ rl� D�CD rl\A/r_ DI nT- riic+., TI IC nn')')')nna ')-�CZ onn HFI Calciilatinna - VVinannn Siihrlivisinn
E
0)
U
N
O N
E00
N
0
N ,�
\
U 0
a
z °
/--
^1
a_
,
- -
>
�w�
'
Oi3Uw
wa�3J�
�1
3
')
c
w=-Joo
C
D
w � U
>
,4 O\
0m<
U
No o
< z?
O—N
mU(D
L�//��
vI
N
L
*� c0
z�w
EU>
c}NowQ,-
N
3Q
n%
}
—
w U z
W
<
�
-
:!:1
N
0 •D
U
Z
Q
J �
u
N 0
�
� 4
vi o
c
0
J
Q
N
E
v�
5
NORTH ARROW
0 60 120 24
GRAPHIC SCALE 1 '=120 FT.
Oa °�°ES ° -/°°
AL
23557 °
-A 2 20--20I9 °°
;'�°°°F ��a°�;
O NG W � .
TyY °°°°°°F,J 10
"''''iiiiiDi%��'
C)
uj
Q
z
�u
0
V)
U
(J
>
z
z
z
C)
0
O
0
Q
Q
m
�
U
o
O
Q
C)
�
F_
V
I
w
cd
—
Z
z
�
)
W
O
V)
o
=
=
IL
O
z
�
J
Lu
>
>
w
C)
Lu
IL
REVISIONS:
3-21-19 - NCDOT COMMENTS
S-1-19 - ACOE COMMENTS
12-19 - COUNTY UTILITY CC
EX05 - PRE DEV DR AREA.DW G
PROJECT NUMBER: 217053
DATE: 08/9/2017 DRAWN BY: HFI
SHEET E 0
-- ----- - --- - Page186

I-ool
,
'
/
/ - -
/
\ \ / /
4-1
IY
!l jl /
\ \ / f
�
\
11011
/ \ l r ✓- � \ � \ � / r i%��j�iir=�-'_���1 \� I I I III\111 I \ \ \ \ 1 I
/ 1 ` \ �` ,�� f�� r-� �f ��
\ \ f rILI
foe
C 0.
NN
I
rr
;�
--
I
HFI Calculations - Winsong Subdivision
Page187