SW3191205_217053-Calculation Book-R1-2019-09-27_1/9/2020

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
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

HensonFoley
Landscape Amhi[emm ! Givil Efggineenng
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)], unitless
la= Impervious fraction [impervious portion of drainage area (ac)/drainage area (ac.)], unitless
Pre Dev. Imp Area 0 S.F.= 0.00 AC Pre la = 0.0%
Post Dev. Imp. Area 135,617 S.F.= 3.11 AC Post la = 20.4% (using s.f. Ws)
Drainage Area (A) 665,597 S.F.= 15.28 AC
Rv = 0.233
2. Compute Volume Controlled (Wqv) (Eq. 3.2)
WQv= 1.0*Rv*A/12
WQv = water quality protection volume (ac-ft)
Rv = volumetric runoff coefficient
A = total drainage area (acres)
WQv = 12,944.6 cu. Ft.
3. Compute Sand Filter Area to Treat Water Quality Volume
At = (WQv*df)/(k*(hf+df)*tf)
Where
At = surface area of filter bed (sq ft)
sq ft
of = 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 = 684.9 s.f.
Develop Stage Storage for Sand Filter Media
At elevation of 3 feet above filter bed Qo=
5992.87 cf/day=
0.069 cfs
At elevation of 2 feet above filter bed Qo=
4794.29 cf/day=
0.055 cfs
At elevation of 1 feet above filter bed Qo=
3595.72 cf/day=
0.042 cfs
At elevation of 2 feet above filter bed Qo=
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)A0.5
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 Qo
HFI Calculations - Winsong Subdivision
Page4

HensonFoley
Landscape Amhi[emm ! Givil Efggineenng
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 ]Olt 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)], unitless
la= Impervious fraction [impervious portion of drainage area (ac)/drainage area (ac.)], unitless
Pre Dev. Imp Area =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. Ws)
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 (ac-ft)
Rv = volumetric runoff coefficient
A = total drainage area (acres)
WQv = 6,652.7 cu. Ft.
3. Compute Sand Filter Area to Treat Water Quality Volume
At = (WQv*df)/(k*(hf+df)*tf)
Where
At = surface area of filter bed (sq ft)
sq ft
of = 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)A0.5
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 Qo
HFI Calculations - Winsong Subdivision
Page6

HensonFoley
Landscape Amhi[emm ! Givil Efggineenng
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
320It = 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)], unitless
la= Impervious fraction [impervious portion of drainage area (ac)/drainage area (ac.)], unitless
Pre Dev. Imp Area =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 (ac-ft)
Rv = volumetric runoff coefficient
A = total drainage area (acres)
WQv = 4,760.6 cu. Ft.
3. Compute Sand Filter Area to Treat Water Quality Volume
At = (WQv*df)/(k*(hf+df)*tf)
Where
At = surface area of filter bed (sq ft)
sq ft
of = 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
Pagel

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)A0.5
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 Qo
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

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
Page74

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
Page75

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
Page76

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
Page77

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
Page78

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
Page79

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
Page80

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
Page81

ONSITE PIPE SYSTEM CALCS
LinelD
Grnd/RimElev Up
Rim-Hw
Line Length
DrainageArea
TotalArea
RunoffCoeff
IncrCxA
TotalCxA
ilnlet
QCaptured
TotalRunoff
LineSize
CapacityFull
VelDn
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)
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
573.69
6.35
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
570.08
4.59
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
J B25A-J B25B
564.05
3.79
229.30
0.00
4.89
0.00
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-FE521
561.27
1.60
61.97
0.00
4.89
0.00
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
FES37-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
520176.18
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
0.00
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
562.97
3.98
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
1.66
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-CB1
570.91
2.38
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
519050.60
1525032.02
CB12-CB11
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
1.42
17.93
1.34
1.34
0.60
0.80
0.80
8.02
6.45
6.45
15
6.47
5.25
568.91
568.73
1.00
5.25
519000.07
1524908.13
CB4-CB3
573.35
2.94
25.62
0.11
1.45
0.60
0.07
0.87
8.02
0.53
6.96
15
10.21
5.67
568.73
568.09
2.50
5.67
518987.86
1524921.26
CB3-CB1
573.27
3.41
127.32
0.11
1.56
0.60
0.07
0.94
8.02
0.53
7.47
18
7.45
4.80
568.09
567.45
0.50
4.80
518967.36
1524936.63
CB1-CB7
570.95
2.43
118.30
0.07
1.70
0.60
0.04
1.02
8.02
0.34
7.71
18
11.01
6.74
567.45
566.15
1.10
6.21
519029.71
1525047.64
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
153.46
0.06
1.25
0.60
0.04
0.75
8.02
0.29
5.99
15
10.21
4.88
571.64
567.80
2.50
5.32
519483.72
1525148.98
CB11-CB9
572.85
3.79
151.98
0.09
2.30
0.60
0.05
1.38
8.02
0.43
10.81
18
16.60
6.12
567.80
564.00
2.50
6.47
519340.91
1525092.80
CB9-CB8
570.00
3.81
24.08
0.09
3.78
0.60
0.05
2.27
8.02
0.43
17.48
30
40.94
3.56
562.67
562.43
1.00
3.56
519188.93
1525092.93
CB8-CB7
569.98
4.27
55.12
0.22
4.00
0.60
0.13
2.40
8.02
1.06
18.42
30
28.70
3.75
562.43
562.16
0.49
3.75
519185.75
1525116.80
CB7-CB7A
569.69
4.42
84.91
0.10
5.89
0.60
0.06
3.53
8.02
0.48
26.28
36
36.91
4.75
562.15
561.89
0.31
4.90
519131.29
1525108.27
CB7A-FE56
567.34
3.26
131.54
0.12
6.01
0.60
0.07
3.61
8.02
0.58
26.46
36
36.32
6.59
561.89
561.50
0.30
5.99
519102.91
1525188.30
HFI Calculations - Winsong Subdivision
Page82

Line Profile (Line 1) - CB7A-FES6 Page I of 1
Line 1 - MATE 56
Eie-i Ml
572.00 —
572.OD
U37A
MM=MM!--
3. OMO
..............
........
583.W
...... ..........
zra n R n L7-
2
557.00
557.00
0
10 20 30
40 :50 60 70 M
90 100
110 120 130
140 150 160
Reach (ft)
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
26.46
561.50
561.89
1.66
1.97
2.19
563.16
563.86
564.08
6.59
5.38
0.42
2.45
Project File:
No. Lines: 44
—
Run Date: 12116/2019
Storm Sewers

Line Profile (Line 2) - CB7-CB7A
Do=1 of 1
Line 2 - CB#-CB#A
Elev (ft)
575.O[}
57 . v v
570.O[}
570.00
%7.00
567. DD
554.O[}
_..
..........
554.W
561.00
Li �.�
55a.ID[}
SKOD
0
5 10 15
20 25
50 35 40
45
50 55
60 55
70 75 M 135 90 95
Reach (ft)
Im1^4 rIAIIA+inn
nonfh of 1 IAM
LJIIArt%LIIie Nt%A8
Linn
1/olnr+if t
i t%IIA?
I ;All
r)n
I In
nn
I In
U111
nn
I In
Inn+
nn
I In
nn
I In
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
0
OG 04 IV
on
NO 4G
0 V)
'} t17
2 40
UA AO
UA 00
Or 07
A 7G
G 11G
0 AG
A GA
Dmiwf Pilo-
AID I AA
stun Qaiol
40!4010040
Qfnrm Qnuinrn

Line Profile (Line 3) - CB8-CB7
Do= 1 of 1
Line 3 - CB9-CBT
a (it)
574.OD —
574.'-'-
571.00 —
571.OD
565.00
...............................................
Ir
..................
..............................
... ....................................
. .....................
565.OD
562.00
562.OD
55.12-4U
- 111 fm I I A%4
--ttm 4
0
5 10 15
20
25
30 35 40
45 50 55
60 65 70
Reach (ft)
Im1^4 rIAIIA4;^V%
nonfk of PIAM
LJIIArt%LII;8 Nt%A8 Linn
I/OlAt'ifit
t"t%IIA?
;All
r)n
Iln
N%
Iln
U111
nn
Iln
InM
N
Iln
r)n
Iln
lnfel
IM
R
IM
R
R
R
R
R
tfticl
tft/el
R
R
1
10 AO
00 1Q
VZO M
0 V
0 V
100
Or 07
019 10
Or 71
1 7r
I 7r
9 M
r Ar
Dmiwf Pilo-
FKI- AA
—Fn
i)-tlo, In.11010010

Line Profile (Line 4) - GB9-CB8
Do=1 of 1
Line 4 - CB9-CB9
aev (ft)
574.O[}
574.00
571.00
571.OD
56a.00
56a.OD
565.OD
5%5.OD
562.00
l_I
OD
559.00
559.OD
0
5
10
15 20
25
30 35
Reach (ft)
Innr+ CI�1�+inn
nonfh of PIAM
u,,IAYt%LIIie Nt%A8 Linn
1/olnr+if t
i t%IIA?
I ;All
�n
I In
nn
I In
U111
nn
I In
Inn+
nn
I In
nn
I In
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
A
17 AO
00 M
VZO 07
0 V
0 V
2 GO
Or 71
NZ9 7C 1,012
In
2 GG
I GG
9 nG
A M
prniorf Pilo
AID I innn AA
(dun Da+o:
1ni10!O010
Qfnrm Qnuinrn

Line Profile (Line 5) - GB11-CB9
Do=1 of 1
Line 5
- CB11-CB9
E �
573.OD
573.00
570.E
570.00
%7.00
567.00
-%4.OD
564.00
56j.00
561.00
55a.00
=#
558.00
0
10 20 30 40
:50
60 70 M
90 100 110 120
130 140 1 :50 160 170 180
Reach (ft)
Im1^4 r1A%1m+;An
nonfh of PIAM
IJ1,1AreL11;8 Nt%A8
L;n8
1/olnr+if t
i�n�rnr
Iln
1In
N%
1In
U111
nr%
1In
Inn+
N
1In
Iln
1In
lnfel
lffl
R
lffl
R
lffl
R
lffl
R
lfflcl
lfflel
lffl
R
G
1 A 01
UAM
G7 OA
1 at)
1 00
1 00 1,00,
In
On AQ
G 11
0 01)
A Gn
1 GG
Dmiwf Pilo-
FK I - I innn- AA
stun Qaiol 1ni1010010
Qfnrm Qnuinrn

Line Profile (Line 6) - C813-C131 1
Do=1 of 1
Line 6
- CB1 B11
El ev (ft)
.00
.00
576.00
576.00
573.E
573.00
f.0D
In A
567.00
-%4.OD
564.00
0
10 20 30 40
:50
60 70 M
90 100 110
120
130 140 1 :50 160 170 180
Reach (ft)
Im1^4 CIA%tm+inn
nonfh of PIAM
IJ1,1dreL11ie Nt%A8
Linn
Volnr+if t
I inn
r)n
1 In
nn
1 In
U111
nn
1 In
Inn+
nn
1 In
nn
1 In
lnfel
R
R
lffl
R
R
R
lffl
R
Ifflcl
Ifflel
lffl
R
a
G nn
07 4n
04 GA
1 01Z
n nn
n nn
Gn nG
g
170
M
A 44
G 7r
14n
0 n4
prniorf Pilo
AID I innn AA
stun Dako: 10l10!0010
Qfnrm Qnuinrn

Line Profile (Line ?) - CB14-CB13
Do=1 of 1
Line 7 - CB1 B13
EI c--r i.ft)
B 1
.0D
—CS 13
579.OD
576.00
576.OD
573.O[}
573.OD
jm
567.00
0
5
10 15
20 25 30
35 40
Reach (ft)
Im1^4 r1A%1m+inn
nonfh of PIAM
IJ1,1dreLI1;8
,/Olnr+if t
1 inA
r)n
1 In
nn
1 In
u111
nn
1 In
InM
nn
1 In
rtn
1 In
lnfel
lffl
R
lffl
R
lffl
R
lffl
R
lfflcl
lfflel
lffl
R
7
G 70
04 0
04 nn
n nn
n n7
n n7
00 M 170
47 170
47
G 0
G G1
0 n4
7 nn
prniOrf Pilo-FK1-
I innn AA
(dun Qaio:
10i1C!0010
Qfnrm Qnuinrn

Line Profile (Line 8) - CB1 -CB7
Do= 1 of 1
Line 8 - CB1-CBT
Elev (ft)
574.OD —
574.00
571.00 —
571.00
....... ...
. .........................
. .............. ..e
11C 19-
.9- 3IU -
............. ....... ................. .................
@ I G%
........
in565.OD
565.—
00
..
562.00 —
562.00
S513.00
559.OD
0
10 20 30
40
:50 60 70
30 9} 100
110 120 130 140
Reach (ft)
Im1^4 rIAIIA4;^V%
nonfk of PIAM
LJIIArt%LII;8 Nt%A8
L;n8
I/OlAt'ifit
Nmm.
;All
r)n
Iln
N%
Iln
U111
nn
Iln
InM
N
Iln
r)n
Iln
lnfel
IM
R
IM
R
R
R
R
R
tfticl
tft/el
R
R
0
771
Up, I r
NZ7 AG
n M
I A7
I V
07 AO
00 ro I'Lao
ro
a 7A
9 an
0 N
0 nA
Dmiwf Pilo-
FKI-
t,I ;n^- AA
—Fn
i)-tloi In.11010010

Line Profile (Line 9) - CB3-CB1
Do=1 of 1
Line 9 - CB3-CB1
EI ev (ft)
.00
.578.OD
3
575.00
575.OD
572.00
S72.0D.�D
..................
5.
nc
0
10 20 30
40
50 60 70 M 90 100
110 120
130 140 160
Reach (ft)
In��nr+ CI��1�+inn
nonfh of PIAM
LJIIArt%LIIie Nt%A8
Linn
Volnr+if t
i t%IIA?
I inn
r)n
I In
nn
I In
U111
nn
I In
Inn+
nn
I In
nn
I In
Infel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
Ifflel
Iffl
R
n
7 A7
07 Ar
VIO no
1 M
1 M
d 77 1,00
no
Un 10
Un on
A 4n
A 4n
0 M
100
prniorf Pilo
AID I innn AA
stun Da+o: 10i1C!001Q
Qfnrm Qnuinrn

Line Profile (Line 10) - CB4-CB3
Do= 1 of 1
Line 10 - CEA-CB3
Elev (ft)
575.00 —
t.1b J
575.OD
.573.00 —
573.OD
571 JOB —
571.OD
5mim —
. . . .
............................... .......................... .......................................
...................
..............................
-%7.00
91
567.OD
0
5
10 15 20
25 30
35 40
Reach (ft)
Im1^4 rIAIIA4;^V%
nonfk of PIAM
LJIIArt%LII;8 Nt%A8 Linn
I/OlAt'ifit
t"t%IIA?
;All
r)n
Iln
N%
Iln
U111
Iln
InM
N
Iln
r)n
Iln
lnfel
IM
R
IM
R
R
R
R
R
tfticl
tft/el
R
R
I n
a na
00 An
VZO 7'
1 0G
I or
4 010 10
00
VA I a
On A 4
r Q7
r 07
1 M
1' 7
Dmiwf Pilo-
FKI- AA
—Fn
i)-tlo,
40.14010010

Line Profile (Line 1 1 ) - CB5-CB4
Do=1 of 1
Line II - CEM-CB4
Elev (ft)
575.00
575.OD
573.O[}
573.OD
5mim
.......
,I
5 .OD
%7.00
5 .OD
565.00
565.OD
0
5
10 15
20
25
30
Reach (ft)
In��AM+ CIA�tA+iAn
nonfh of PIAM
IJIIAreLII;8
I/Olnr+if t
('AIIAM
I inA
r)n
I In
nn
I In
U111
nn
I In
InM
nn
I In
rtn
I In
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
11
GAG
00 7'
G4 n1
1 0G
1 or
0 11)
On Al
VA G4
171
Al
r Or
G or
117
007
prniOrf Pilo-FKI-
I innn AA
(dun Da+o:
1ni10!O010
Qfnrm Qnuinrn

Line Profile (Line 12) - CB12-CBB'I I
Do=1 of 1
Line 12 - CB12-CBI I
Elev (ft)
.00
L's.vv
576.00
573.OD
573.00
S70.0[}
....... .._...._....._.
575.55
In
-%4.OD
554.00
0
5
10
15 20 25
30 35
Reach (ft)
Im1^4 CIA%tm+inn
nonfh of PIAM
IJ1,1dreL11ie Nt%A8 Linn
Volnr+if t
I inn
r)n
1 In
nn
1 In
U111
nn
1 In
Inn+
nn
1 In
nn
1 In
lnfel
R
R
lffl
R
R
R
lffl
R
Ifflcl
Ifflel
lffl
R
10
A GO
07 4n
VZO n1
1 01Z
n 07
n 07
Gn nG
Q 7Q i
Gn 70
2 7G
G nG
1 4n
A G'}
Dmiwf Pilo-
AID I innn AA
stun Qaiol 1ni1010010
Qfnrm Qnuinrn

Line Profile (Line 13) - CB2-CB1
Do=1 of 1
Line 13 - CB2-CB1
Elev (ft)
573.O[}
572. v v
571JIMD
�
571.vv
S.0D
5.0D
55.{lD
565.E
.00
563.E
0
_
1 D 1 20
25 ,51)
35 40
Reach (ft)
In��nr+ CI��1�+inn
nonfh of PIAM
IJ1,1dreL:1ie Nt%A8 Linn
Volnr+if t
I inn
r)n
I In
nn
I In
u111
nn
I In
Inn+
nn
I In
nn
I In
lnfel
R
R
lffl
R
R
R
lffl
R
Ifflcl
Ifflel
lffl
R
1�
n U
07 Ar
NZ7 r4
1 n7
n nA
n nr
UO go
00 Gn
NO 0
n Tn
n 1A
n or
0 n4
prniorf Pilo
AID I innn AA
stun Da+o:
10i10!0010
Qfnrm Qnuinrn

Line Profile (Line 14) - C13713-C137
Do= 1 of 1
Line 14 - CB7MB7
Elev (ft)
574.E —
574.00
571.00 —
CTM
E)
571.00
.m
—J .... . ................
.................................. ............................... ..... .....................................................
%5.W
432.M
R4
532.W
559.OD
0
5
10 15 20 25
30
35 40
Reach (ft)
Im1^4 rIAIIA4;^V%
nonfk of PIAM
LJIIArt%LII;8 Nt%A8
Linn
I/OlAt'ifit
;All
r)n
Iln
N%
Iln
U111
Iln
InM
N
Iln
r)n
Iln
lnfel
IM
R
IM
R
R
R
R
R
tfticl
tft/el
R
R
I A
n M
Up, I r
Va An
n 00
n On
n 00
UP, V
Vla Qa
1,012
aa
0 no
0 An
OT)
0 nr
Dmiwf Pilo-
AID —I innn AA
—Fn
i)-tlo,
In.110JO010

Line Profile (Line 15) - CB1 Q-CB9
Do=1 of 1
Line 15 - CB1 B9
EI ev (ft)
574.O[}
574.00
571.00
669
571.E
565.00
55-9.00
559.OD
0
5 10
15 20 25 30
35 40
45 50
Reach (ft)
Im1^4 rIAIIA+inn
nonfh of PIAM
LJIIArt%LIIie Nt%A8 Linn
1/olnr+if t
i�nnr
I inn
r)n
I In
nn
I In
u111
nn
I In
Inn+
nn
I In
nn
I In
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
1 r
a Gn
00 V7
UZI nr
n nn
0 nn
2 or 1,00,
1 n
On 00 1,012
In
0 1
Oil
12
ON
prniorf Pilo
AID I innn AA
stun Dako:
1nl10!O010
Qfnrm Qnuinrn

Line Profile (Line 1 S) - CB39B-FES40
Do=1 of 1
Line 16 -
CM913-FE SM
Ei a (1)
561.00
yL l .vv
557. 0v-
557.OD
ne'I
555.
..........................................................
555.OD
553.00
553.OD
551.00
551.OD
0
5 10 115 20
25
3D 35 40
45 50 55 50
55 70 75
M 85 9D
Reach (ft)
Im1^4 r1A%1m+inn
nonfh of PIAM
IJ1,1dreL11ie Nt%A8
Linn
1/olnr+if t
I ;All
r)n
1 In
nn
1 In
U111
nn
1 In
Inn+
nn
1 In
nn
1 In
lnfel
lffl
R
lffl
R
lffl
R
lffl
R
lfflcl
lfflel
lffl
R
1G
11 nn
GG M
GG 47
1 OA
1 GA
1 71
G7 47 IM
Al
1,90
G4
G 4A
A G1
n V
nor
prniorf Pilo
AID I innn AA
stun Dako: 1nl10!O010
Qfnrm Qnuinrn

Line Profile (Line 17) - CB39A-CB39B
Do=1 of 1
Line 17 - C 8 B
EI ev (ft)
554.,D[}
564.00
561.00
55a.00
N9
_.........
55a.IDD
_.........
�&A
E�UneU
555.00
6.
555.OD
SK .00
552.00
0
10 20 30
40 50 60
70 N 90
100
110 120
130 140 150
Reach (ft)
In��nr+ CI��1�+inn
nonfh of PIAM
LJIIArt%LIIie Nt%A8
Linn
1/olnr+if t
i t%IIA?
I inn
r)n
I In
nn
I In
U111
nn
I In
Inn+
nn
I In
nn
I In
lnfel
lffl
R
lffl
R
lffl
R
lffl
R
lfflcl
lfflel
lffl
R
17
11 1G
GG 47
O IA
1 71
1 G1
1 7G
G4 G4 IM
4G
1,90
M
2 4()
A 11
n Or
1 7�
prniorf Pilo
AID I innn AA
stun Da+o: 1nl10!O010
Qfnrm Qnuinrn

Line Profile (Line 1 3) - JB39-CB39A
Do=1 of 1
i . h ■ h 1
h F F
MUM
I&V K��������������
■■
■■■
■
Im
Vjj
Qfnrm Qnuinrn

Line Profile (Line 19) - C836-JS39
Do=1 of 1
man�����
---
---
-----------
---
Qfnrm Qnuinrn

Line Profile (Line 20) - CB35-CB36
Do=1 of 1
Line 20
-C -CM6
Elev fft}
E
CB
572.00
572 .OD
570.O[}
570.OD
566.00 E
..........................................
............................
566.OD
23. 99
'1
ne 21
554.O[}
554.00
562.00
552.00
0
5
1 v
15
20 25
30 35
Reach (ft)
Im1^4 CIAIIA4;^n
nonfh of PIAM
IJIIAreLII;8 Nt%A8
1/olnr+if t
t`nIInp
;All
t)
Iln
IIn
N%
IIn
U111
nn
IIn
Inn+
N
IIn
Iln
IIn
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
on
G 70
Or M
Vla 1 G
1 tie
4 At)
4 A1)
GG AG
�7 1; i
07 1 G
G 40
G 2r
I M
I OQ
Dmiwf Pilo
AIn I innn- AA
stun Qaiol 4014010040
Qfnrm Qnuinrn

Line Profile (Line 21) - C1333-CI335
Do=1 of 1
Line 21
- CB B35
EI ev (ft)
578.00
578.E
575.00
575.E
572.00
572 .,DD
569.00
......._..
_....
569.00
Line 22
566.OD
5f.00
0
5 10 15 20 25
30
35 40 45
50
55 60 55
70 75
M 35
90 95 1 OD 105
Reach (ft)
Im1^4 rIAIIA+inn
nonfh of PIAM
LJIIArt%LIIie Nt%A8
Linn
1/olnr+if t
i t%IIA?
I inn
r)n
I In
nn
I In
U111
nn
I In
Inn+
nn
I In
nn
I In
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
04
2 Gn
Up, 4r
Go AC
1 nn
n 74
n 74
07 4r U
n 9d i
7n nA
10
A N
I G1
114
prniorf Pilo
AID
I innn AA
stun Dako: 10i10!0010
Qfnrm Qnuinrn

Line Profile (Line 22) - C1332-CS33
Do=1 of 1
Line 22
- C -CB
EI ev (ft )
GB 32
576.00
575.00
574.00
574.00
572.00
572.01)
570.0D
......
570.E
56a.00
558.E
566.00
555.E
0
5
10
15 20
25 30
Reach (ft)
Im1^4 CIAIIA+iAn
nonfh of PIAM
IJ1,IdreL11;8
Volnr+if t
('AInM
1 inA
r)n
I In
nn
I In
U111
nn
I In
InM
nn
I In
rtn
I In
lnfel
R
R
lffl
R
R
R
lffl
R
Ifflcl
Ifflel
lffl
R
2 N 10
AG
Gn 00
n 74
n 7G
n 70
On OA
7n GO
A M
A r2
141
171
prniorf Pilo
F1_ I innn AA
(dun Dato: 10i1C!001Q
Qfnrm Qnuinrn

Line Profile (Line 23) - CB34-CB35
Do=1 Af 1
Line 23
- CB34 B
Ei e (1)
.57-3.O}
E.--------------
57i -00
1
571.00
5.00
..........................._.........
..................... .
5.OD
565.00
565.OD
.00 F-7
563.OD
0
5
1a
15 20 25
30
Reach (ft)
Im1^4 CIAIIA+;AP%
nonfh Af PIAM
IJI,IdreLII;8
I/Olnr+if t
('AIIAM
I �nA
r)n
I In
nA
I In
U111
nn
I In
InM
nn
I In
rtn
I In
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
1) M
p, 1 r
Va r2
1 nn
n an
n Gtti
G7 1 r
7 99 i 40
00
070
A OA
I G1
17n
Dmiwf Pilo-
FKI-t,I inn- AA
n-- Dakol 10i1010010
Qfnrm Qnuinrn

Line Profile (Line 24) - CB38-JB39
Do=1 of 1
Line 24
- CB3&-J
Elev (ft)
573.OD
-I
Pt
CFI
573.ODa.OD
5.OD
565.00
565.OD
561.00
561.00
557.O[}
557.00
553.O[}
553.00
0
5
10
15 20
25
30
Reach (ft)
Innr+ CI�tA+inn
nonfh of PIAM
IJIIAreuliA
I/Olnr+if t
('AInM
I ;All
�n
I In
nn
I In
u111
I In
InM
nn
I In
rtn
I In
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
OA
170 IV
01
G1 00
n n1
n n1
1 10
00 10
010 1n
NO An
2 nA
I nr
G GA
G Gn
Dmiwf Pilo-
FK I - I innn AA
(dun Qa+o:
1011010010
Qfnrm Qnuinrn

Line Profile (Line 25) - CB37-CB38
Do=1 of 1
Line 25 - CB37-CB
EI ev (ft)
575.O[}
573.00
570.O[}
570.00
S .0D
567.00
554.O[}
564.00
Up
561.00
561.00
74
0
5
10 15 20 25 50
35 40
Reach (ft)
Im1^4 CIAIIA+iAn
nonfh of PIAM
IJIIAre LII;8
I/Olnr+if t
("Alm?
I inA
r)n
I In
nn
I In
U111
nn
I In
InM
nn
I In
rtn
I In
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
or
107 IV
04
UZI rG
4 40
n 7'
n 71
00 An
010 On
NO on
0 M
A A4
G Gn
I or
prniOrf Pilo-FKI-
I innn AA
(dun Dato: 40!40!0040
Qfnrm Qnuinrn

Line Profile (Line 26) - JB25B-FES21
Do= 1 of 1
Line 26 - JBZB-FE S21
Eiev (ft)
-&
IM —
r—
563.00
561.00 —
. .....
561.00
5513. w
.....
-I
..................................
557.W
. ....... .......
ELT.Iv,
M-f .-..3 u
S-11 �j
ne27
555.00 —
555.OD
553.00
SSIOD
0
5 10 15
20
25 av
35 40 45
50
55 60
65 70 75
Reach (ft)
Im1^4 rIAIIA4;^V%
nonfk of PIAM
LJIIArt%LII;8 Nt%A8
Linn
I/OlAt'ifit
I inn
r)n
Iln
N%
Iln
U111
Iln
InM
N
Iln
r)n
Iln
lnfel
IM
R
IM
R
R
R
R
R
tfticl
tft/el
R
R
OQ
10 0
V V
97 00
1 AO
4 74
4 no IM
no IVI
An
I'M
V
a or
9 04
n U
I no
Dmiwf Pilo-
AID t,—I ;n^- AA
—Fn
i)-tloi
40.140)0010

Line Profile (Line 27) - JB25A-JB25B
Do=1 of 1
Li i e 27 - JB25AIJB B
EI ev (ft)
.00
Li s.vv
566.00
5f.00
50.013
In
563.00
.............
560.E
55.{lD
1
554.,DD
554.00
0
20 40 60
M
100 120 140
160 I M 200
220 240 26D 280
Reach (ft)
Im1^4 r1A%1m+;An
nonfh of PIAM
IJ1,1AreL11;8 Nt%A8
L;n8
Volnnif l
i�n�rnr
Iln
IIn
N%
IIn
U111
nn
IIn
Inn+
N
IIn
Iln
IIn
lnfel
R
R
lffl
R
R
R
lffl
R
Ifflcl
lfflel
lffl
R
07
1 n 1
0 an
G4 V
1 n4
1 M
1 4n
M V
Gn 0n
On OG
A Gn
A V
1 n4
110
Dmiwf Pilo-
FK1-
t,I inn- AA
stun Qaiol 10i1010010
Qfnrm Qnuinrn

Line Profile (Line 25) - C825-JS25A
Do=1 of 1
Line 28 - C B25-J B25A
Elev (ft)
BB 25 (DO BLS
S .�D
.................
.............
563.00
50.00
554.OD
554.00
0
10 20 30
40
50 60
70 M 90 100 110 120
150 140 160
Reach (ft)
Im1^4 CIAIIA4;^n
nonfh of PIAM
IJIIAreLII;8 Nt%A8 L;n8
1/olnr+if t
Iln
IIn
N%
IIn
U111
nn
IIn
Inn+
N
IIn
Iln
IIn
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
00
1(1 U IM
V
G l Gf>
1 4)
1 AO
1 Ad 1,000
a1 no
A 00
a V
140
G 11
Dmiwf Pilo-
FK I - I innn- AA
stun Qaiol 10i1010010
Qfnrm Qnuinrn

Line Profile (Line 29) - CB26-CB25
Do= 1 of 1
Line 29
- C B26-C B25
Elev (ft)
571 JM —
571.OD
26 PO I BI
562.00
.............. ...............
....................................
....................................
....................................
........................
562.OD
559.00 —
24 J-; V
ttn &W.OD
556.00
556.OD
0
5
10
15
20
25
30 35
Reach (ft)
nonfk of PIAM
LJIIArt%LII;8 Nt%A8 Linn
I/OlAt'ifit
t"t%IIA?
;All
Iln
N%
Iln
U111
nn
Iln
InM
N
Iln
r)n
Iln
lnfel
IM
R
IM
R
R
R
R
R
tfticl
tft/el
R
R
on
10 U
On 1n
NZA A
1 40
1 AG
4 AG
01 V
014 00 1,01
00
4A0
001)
A 0
A T)
Dmiwf Pilo-
AID t,—I ;n^- AA
—Fn
i)-tloi 40.140)0010

� s �
aono 1 of 1
Line 30 - CB29-CB26
EI e 29
571 JM
571.OD
56a.00
56a.OD
565.00
565.OD
562.00MksJIP
r
562.OD
559.00
J F I U
2 z9p
559.E
556.00
556.00
0
10
20 30
40
50 60 70 M 90
100
110 120
130 140 150
Reach (ft)
Inllf,4 rIAIIA+inn
nonfh of PIAM
LJIlArf%Lllie rl't%A8
Linn
Volnr+if l
('^Imr
I inn
r)n
I In
nn
I In
u,ll
nn
I In
Inn+
nn
I In
nn
I In
Infel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
10 r2
Un Al
NZA 01
1 AG
1 07
1 07 1,0100
f dQ i
Ur A4
G 1A
G nr
A 4n
I GG
Dmiot,f Pilo-
AI^ I innn AA
(dun Darn: 1o!1C1om
Qfnrm Qnuinrn

Line Profile (Line 31) - CB30-CB29
Do=1 of 1
Line 31
- CB30-CB29
El � � 30
575.00
572.00
572 .OD
5M.00
.OD
n e 32
.0D
.00
0
10 20 30
40
:50 60
70
30 9D 100 110 120 130 140
Reach (ft)
Im1^4 r1A%1m+;An
nonfh of PIAM
IJ1,1AreL11;8 Nt%A8 L;n8
1/olnr+if t
i�n�rnr
Iln
1In
N%
1In
U111
nn
1In
Inn+
N
1In
Iln
1In
lnfel
lffl
R
lffl
R
lffl
R
lffl
R
lfflcl
lfflel
lffl
R
11
A nn
UA 01
VZO 00
1 OG
n n1
n n1
GG A4
Q 70 i
Gn 7n
A n7
G OA
A An
17G
Dmiwf Pilo-
FK I - I innn- AA
stun Qaiol 40.14V0010
Qfnrm Qnuinrn

Line Profile (Line 32) - CB31-CB30
Do=1 of 1
Line 32
- CB31-CBM
EI ev (ft)
380.OD
ivv.vv
571.00
.._...... _......
,�� .�
0
3
10
15 20 23
30
Reach (ft)
Im1^4 CIAIIA+iAn
nonfh of PIAM
IJ1,IdreL11;8
,/Olnr+if t
1 ;All
r)n
1 In
nn
1 In
U111
nn
1 In
InM
nn
1 In
rtn
1 In
lnfel
lffl
R
lffl
R
lffl
R
lffl
R
lfflcl
lfflel
lffl
R
10
A41
0044
UMA4
nn1
non
non
Gn7n U
n17i
7n'7
GnG
91G
17G
G11
prniOrf Pilo-FK1_
I innn AA
(dun Daio: 1T1C!0010
Qfnrm Qnuinrn

Line Profile (Line 33) - CB26A-CB26
Do= 1 of 1
Line 33 - CB26A-CBM
Elev (ft)
572.00 —
572.OD
566.00
566.00
563.OD —
...... ...... .............
. ..............
. .............. ...............................
.00
te34
lit
E-W.OD
Fit: 2 9
560.W
557.00 —
557.00
0
5 10 15 20 25 30 35
40
45 50 55 60
65 70
75 80 85
Reach (ft)
Im1^4 r1A%1m4;AV%
nonfk of PIAM
LJ1,1Art%L11;8 Nt%A8
Linn
I/OlAt'ifit
I inn
r)n
11n
N%
11n
U111
nn
11n
InM
N
11n
r)n
11n
lnfel
R
R
R
R
R
R
R
R
tfticl
tft/el
R
R
11
1 7G 10
Al
VZO ro
I AG
n 7A
n 7A
1,io1
00
gal
10
Oir
A 11)
r in
10
Dmiwf Pilo-
AID
I innn AA
-Fn--
i)-tlo, In.1101O010

Line Profile (Line 34) - CB22-CB26A
Do=1 of 1
Line 34 - CB,22-CB
Elev (ft)
574.,D[}
574.00
571.00
571.00
56a.00
56a.,DD
.....................
0
5 10 15 20
25 30
35 40 45
50 55 60 65 70 75
M a5 9D
95 100 105 110
Reach (ft)
Im1^4 rIAIIA+inn
nonfh of AIAI
LJIIArt%LIIie Nt%A8
Linn
1/olnr+if t
i t%IIA?
I ;All
r)n
I In
nn
I In
U111
nn
I In
Inn+
nn
I In
nn
I In
Irfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
Ifflel
Iffl
R
IA
n44
000
Ur44
n7A
n�2
n1� gm
O q
Addi
OrAA
nM
070
10
1AO
Dmiwf Pilo
AI^ I innn AA
stun Qaiol 40!4010040
Qfnrm Qnuinrn

Line Profile (Line 35) - CB23-CB22
Do=1 of 1
Line 35 - CB, M
Bev eft)
572.00
-CB 2 3 572 .OD
570.O[}
570.OD
566.00
Ei=�=
555.w
f - 1 8'' 0. 54
554.�[}
554.E
562.00
552.00
0
5
10 15 20 25 30
35 40
Reach (ft)
In��nr+ CI��1�+inn
nonfh of PIAM
IJ1,1dreL11;8 Nt%A8 L;n8
1/olnr+if t
;All
Iln
1In
N%
1In
U111
nn
1In
Inn+
N
1In
Iln
1In
lnfel
lffl
R
lffl
R
lffl
R
lffl
R
lfflcl
lfflel
lffl
R
Ir
n M
Or 14
Ur or
n �1
n OA
n OA
GG AA
A dQ i
GG An
4 A7
n 21
I AO
121
Dmiwf Pilo
AIn I innn- AA
stun Da+o: 4014V0040
Qfnrm Qnuinrn

Line Profile (Line 36) - CB28-CB29
Do=1 of 1
Line 36
- CB28-CB29
Elev (ft)
576.00
57C C. v v
573.OD
572. v v
570.OD
57v . v v
%7.0D
_. -.
567.00
-%4.OD
564.00
561.00
561.00
Reach (ft)
Im1^4 r1A%1m+inn
nonfh of PIAM
IJ1,1dreL11;8
,/Olnr+if t
1 ;All
r)n
1 In
nn
1 In
U111
nn
1 In
InM
nn
1 In
rtn
1 In
lnfel
lffl
R
lffl
R
lffl
R
lffl
R
lfflcl
lfflel
lffl
R
IQ
7 AG
UA 01
NZA IA
1 0G
1 or
1 4n
Or A
'r GC
1,01201
G Ao
G no
A All
G G7
prniOrf Pilo -AID
I innn AA
(dun Qaio:
10i10!0010
Qfnrm Qnuinrn

Line Profile (Line 37) - CB26B-CB2$A
Do=1 of 1
Line 37 - CAB-C
Ei a (ft)
CB 26A
.0MD
5.00
.00
5+ 3. W
33 -
,I
-
0
5 10
15
20 25
30 35
Reach (ft)
In��nr+ CI��1�+inn
nonfh of PIAM
IJ%,IdreLII;8 Nt%A8
1/olnr+if t
t`nIInp
Iln
IIn
N%
IIn
U111
nn
IIn
Inn+
N
IIn
Iln
IIn
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
17
110
00 0
UZI nn
n 7A
n 7'
n 7' gm
' O q
171 i
M 7�
A 2n
A M
A 01)
100
Dmiwf Pilo
AIn I innn- AA
stun Da+o: 4014010040
Qfnrm Qnuinrn

� • � s r
• i i •
aono 1 of 1
Line 3$
- CB2T-CB26
EI (ft)
572.00
572 .OD
5M.00
559.OD
566.00
555.OD
50.00
563.OD
56D.M
56D.W
557.00
557.00
0
5
10
15 20
25
30
Reach (ft)
Im1^4 CIAIIA+iAn
nonfh of PIAM
IJI,IdreLII;8
Volnr+if t
('AIIAM
I ;All
r)„
I In
nA
I In
LiM
nn
I In
InA+
N
I In
rtn
I In
Infel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
Ifflel
Iffl
R
14
A M
On Al
NZA GA
1 0G
4 or
4 R 1,01
44
014 4n
NO nn
101
IN
9 U
G 41)
Dmior+f Pilo-
AIA I innn AA
nuh Da+ol
4oi4vom
Qfnrm Qnuinrn

Line Profile (Line 39) - CB16C.FES15
Do= 1 of 1
Line 39 -
CB16C-FES15
F C131 6C
Elev (ft)
-%4.OD —
5K.00 —
552.50
,5W.00
560.00
........................
...................
4 5
55a.00
..........
.558.00
556.00 —
556.00
554.0D —
554.00
0
5 1 D
15 20
25 30
35
41D 45
Reach (ft)
nonfk of PIAM
LJ1,1Art%L11;8
VoInt'ifit
r)n
I In
N%
I In
LiM
nn
I In
N
I In
r)n
I In
lnfel
R
R
R
R
R
R
R
R
tfticl
tft/el
R
R
in
0 An 1Z
V
Vl rn
I M
4 1 n
4 1A 10
0
UM 70
On M
G 4 A
A 14
n 1�
I no
Dmiwf Pilo-
t,—I ;n^- AA
FK1-
—Fn
i)-tlo,
40.140)0010

Line Profile (Line 40) - CB1 QB-CB1 SC
Do=1 of 1
U n e 40 - C B16B-C BI 6C
EI ev (ft)
56a.00
56a.OD
{
0
5 10 15 20
25 30
35 40 45
50 55 60 65 70 75
M a5 9D
95 100 105 110
Reach (ft)
Im1^4 rIAIIA+inn
nonfh of PIAM
LJIIArt%LIIie Nt%A8
Linn
1/olnr+if t
i�nnr
I ;All
r)n
I In
nn
I In
U111
nn
I In
Inn+
nn
I In
nn
I In
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
An
4 An IZ
Gn
UYI n7
1 U
1 M
4 M
On M
014 1n
1,04
1n
177
G 1A
1 n4
A 04
prniorf Pilo
AID I innn AA
stun Dako: 10i10!0010
Qfnrm Qnuinrn

Line Profile (Line 41) . CB1QA.CB'1 SB
Do=1 of 1
U n e 41
- C B16A-C BI 6B
EI ev (ft)
572.00
572 .1DD
5M-00
559.E
I
S.�D
...._.....................
.
.{lD
ti- Line 42
5 )O.N
560.00
_
0
5 10 15 20
25 30
35 40 45
50 55 60 65 70 75
30 a5 9D
95 100 105 110
Reach (ft)
Im1^4 rIAIIA+inn
nonfh of PIAM
LJIIArt%LIIie Nt%A8
Linn
1/olnr+if t
i t%IIA?
I inn
r)n
I In
nn
I In
U111
nn
I In
Inn+
nn
I In
nn
I In
lnfel
lffl
R
lffl
R
lffl
R
lffl
R
lfflcl
lfflel
lffl
R
A l
7 G7
On n7
NZA 0
1 M
n N
n U 1,01
1 n
014 U
1,01
Gr
A 7n
A nn
A 04
G GG
prniorf Pilo
AID I innn AA
stun Dako:
10i10!0010
Qfnrm Qnuinrn

aonc 1 of 1
t t �
t
dMMMP��WA
1
A
A
A
A
ON
Qfnrm Qnuinrn

Line Profile (Line 43) - CB17-CB1Q
Do=1 of 1
Line 43
- CB17-CB16
i.ft)
.00
578.,DD
575.00
,575.E
572.00
572.E
5M.00
............................
....................
569.E
,I
.00
0
:5
10 15
20 25 30
35 40
Reach (ft)
Im1^4 CIAIIA+iAn
nonfh of PIAM
IJIIAreLII;8
I/Olnr+if t
('AIIAM
I inA
r)n
I In
nn
I In
U111
nn
I In
InM
nn
I In
rtn
I In
lnfel
Iffl
R
Iffl
R
Iffl
R
Iffl
R
Ifflcl
lfflel
Iffl
R
M
G N
0, V
Va 47
n 07
1 nG
4 nG
07 V
07 n0 40
nO
G 7'
G M
G n7
r OA
prniOrf Pilo-FKI-
I innn AA
(dun Dato:
10!10!0010
Qfnrm Qnuinrn

Line Profile (Line 44) - C818-CS 17
Do=1 Af 1
Line 44
- CB18-CBI7
El" (ft)
.00
578.OD
575.00
575.OD
1�
572.00
572 .OD
0
5 10
15
20 25 30
35 40
Reach (ft)
Im1^4 CIAIIA+;AP%
nonfh Af PIAM
IJIIAreLII;8
I/Olnr+if t
('AIIAM
I �nA
r)n
I In
nA
I In
LiM
nn
I In
InA+
nn
I In
rtn
I In
lnfel
Iffl
R
Iffl
W
Iffl
R
Iffl
W
Ifflcl
lfflel
Iffl
W
AA
Gin
00,07
NZ7AA
1 U
4114
4 Al
07M
Qd;i
NOAG
G7'
GM
r')A
I
Dmiwf Pilo
AIA I innA- AA
n-- Da+ol 4014010040
Qfnrm Qnuinrn

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
age v112711y 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
age 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 v1l,;—�J 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
age 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 u �u u —11P age v1l3Y I 1y t4— I vlo-1 1 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
- v
age 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 u �u u —11P age v1l3z I 1y t4— I vlo-1 1 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
"' ' vu' u'u—11Page 1'35 "y vt4—Ivlo-11 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 v1l3w 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 v1l3w 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
"' ' vu' u'u—11Page 1'39 "y vt4—Ivlo-11 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,;O 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
T he g utier vel o city i
-er than sp 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)
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
u �u u — 1 - v v�l�— 1%.) t4—vlol—
age 1 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
age v1IZ-1y 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
- v
age v1IZ-1y 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
age 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 v1l,;O 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 v1l,;g 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
age 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
age 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
age v114-1y 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
age v1l;;—�J Storm Sewers

CLEAN WATER DIVERSION PIPE SYSTEM CALCS
LinelD G_rnd RimElevU Rim-Hw�el-en h Draina eArea
/ p gt g
_ (ft) (ft) (ft) (ac)
CWD-CB5-FES6 574.05 4.88 301.48 4.48
HW1-HW2-1 566.60 0.63 53.43 19.59
HW1-HW2-2 566.60 0.63 51.42 19.59
HW3-HW4-1 564.83 3.52 55.40 13.36
HW3-HW4-2 564.83 3.52 53.57 13.36
CWD CB 5 DISCHARGES UPSTREAM OF HW 1. THE ADDITIONAL 4.48 AC HAS BEEN
ADDED TO THE HW 1 DRAINAGE AREA
TotalArea
(ac)
4.48
19.59
19.59
13.36
13.36
RunoffCoeff
(C)
0.60
0.60
0.60
0.60
0.60
IncrCxA
2.69
11.75
11.75
8.02
8.02
TotalCxA
2.69
11.75
ilnlet
(in/hr)
3.96
3.17
QCaptured
(cfs)
10.65
37.26
TotalRunoff
(cfs)
10.65
LineSize CapacityFull VeIDn InvertUp InvertDn
(in) (cfs) (ft/s) (ft) (ft)
24 26.05_ 3.58 568.01) 564.00
36 47.41 5.34 1 562.77 562.50
36 48.33 5.34 562.77 562.50
30 38.96 5.78 559.50 559.00
30 39.62 5.78 559.50 559.00
FOR HEADWALL 1 & 3THE TOTAL DRAINAGE AREA HAS
BEEN DIVIDED BETWEEN THE 2 PIPES
Line5lope
N
1.33
0.51
0.53
0.90
0.93
VelAve NorthingY
(ft/s) (ft)
4.58 518881.15
5.4519069.25
6.43 519070.36
6.59 519793.73
6.59 519796.03
EastingX
(ft)
1524777.13
1525033.64
1525038.28
1525439.77
1525443.64
37.26
11.75 3.17
37.26
37.26
28.14
8.02 3.51
28.14
8.02 3.51
28.14
28.14

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 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC
HFI Calculations - Winsong Subdivision
Page152

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)
65.920 70 Woods, Good, HSG C (12S, 13S, 14S)
65.920 70 TOTAL AREA
HFI Calculations - Winsong Subdivision
Page153

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
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
Page154

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 65.920 0.000 0.000 65.920 Woods, Good 12S, 13S, 14S
0.000 0.000 65.920 0.000 0.000 65.920 TOTAL AREA
HFI Calculations - Winsong Subdivision
Page155

217053 WINDSONG-R1
NOAA 24-hr B 100-Year Rainfall=8.01 "
Prepared by Henson Foley Printed 10/22/2019
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
Subcatchment 12S: CWD CB 5 Runoff Area=4.480 ac 0.00% Impervious Runoff Depth=4.47"
Flow Length=730' Tc=54.8 min CN=70 Runoff=10.95 cfs 1.670 of
Subcatchment 13S: CWD HW 1 Runoff Area=34.710 ac 0.00% Impervious Runoff Depth=4.47"
Flow Length=2,422' Tc=65.1 min CN=70 Runoff=76.35 cfs 12.938 of
Subcatchment 14S: CWD HW 3 Runoff Area=26.730 ac 0.00% Impervious Runoff Depth=4.47"
Flow Length=2,104' Tc=58.7 min CN=70 Runoff=62.83 cfs 9.963 of
Total Runoff Area = 65.920 ac Runoff Volume = 24.571 of Average Runoff Depth = 4.47"
100.00% Pervious = 65.920 ac 0.00% Impervious = 0.000 ac
HFI Calculations - Winsong Subdivision
Page156

217053 WINDSONG-R1 NOAA 24-hr 8 100-Year Rainfall=8. 01 "
Prepared by Henson Foley Printed 10/22/2019
HydroCAD® 10.00-24 s/n 10546 © 2018 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 12S: CWD CB 5
Runoff = 10.95 cfs @ 12.75 hrs, Volume= 1.670 af, Depth= 4.47"
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 70 Woods, Good, HSG C
4.480 100.00% Pervious 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
!•'ilE:iic3�iri11
3
0
LL
Subcatchment 12S: CWD CB 5
Hydrograph
■���■■■■■■■■■■■■■■■■■
■■ail■■■■■■■■C�����#!'�1 : �■
■■ail■■■■■■■!�!�!'�,"'�I'N��'�'
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page157

217053 WINDSONG-R1
NOAA 24-hr 8 100-Year Rainfall=8.01 "
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 13S: CWD HW 1
Runoff = 76.35 cfs @ 12.91 hrs, Volume= 12.938 af, Depth= 4.47"
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 70 Woods, Good, HSG C
34.710 100.00% Pervious 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 & straiaht
65.1 2,422 Total
N
3
0
E
Subcatchment 13S: CWD HW 1
Hydrograph
8s
80 76.35 cfs
75
70 _
65
60 u o Aea 3 .710 c
55
50
45 Runoff pi=A.
40 — '
35
30
25 C14=70
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
Page158

217053 WINDSONG-R1
NOAA 24-hr 8 100-Year Rainfall=8.01 "
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 14S: CWD HW 3
Runoff = 62.83 cfs @ 12.83 hrs, Volume= 9.963 af, Depth= 4.47"
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 70 Woods, Good, HSG C
26.730 100.00% Pervious 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 & straiaht
58.7 2,104 Total
3
0
E
.....
.. 95
Time (hours)
❑ Runoff
HFI Calculations - Winsong Subdivision
Page159

Line Profile (Line 1) - CWD-CB5-FES6
Page 1 of 1
dFALW31
SM.
TOAR
FM W
III, M Ill 11
MMMMMMMMMMM
MMMMMMMMMMMMMM
Project File:
Run Date: 11/7/2019
Page160 Storm Sewers

Line Profile (Line 2) - HW1 -HW2 -1
Page 1 of 1
U fle 2 - HM -HW2 - I
Eger (ft)
HMO —
50.00
D My 1
SUM
Ei. 0 D
1%5.OD
. .........................
-%3.OD
. ......... ... ....... ......... ...............
.....
U-J
■may■
5 1 15 20 25
30 35 _1
51) E5 OD 65
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)
2
37.26
562.50
562.77
2.88
2.72
3.20
565.38
565.49
565.97
5.34
5.53
0.83
0.83
Project File:
No.
Lines: 5
----FRun
Date: 11/7/2019
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.,DD
E71 OD —
571 . OD
;.3BJ9O —
.560.cq)
IE
N
-%5.OD
0
5 10 15 2D 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
37.26
562.50
562.77
2.88
2.72
3.20
565.38
565.49
565.97
5.34
5.53
4.00
4.00
Project File:
I- C [.A...
No.
Lines: 5
Run Date: 11/7/2019
Storm Sewers
Page162

Line Profile (Line 4) - HW3-HW4 -1
Page 1 of 1
Li n L, 4 - HVV3-EW4 -
I
Elev (ft)
F
CWD HW 3
HMO —
4-
EUOD —
-%4.OD
;.32.00 —
..........
562.C4)
..........................................
r,W.OD cc
........
..... ...........................................................................
............... ...............
MOM
559M
%.fnI .3WL
ples" FM
bi %e
A PUM
VIM
moo". C 0
-;M.&
5 10 15
20
2530
36
4
5
5 5GK
o TO
1
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)
4
28.14
559.00
559.50
2.43
1.81
1.81
561.43
561.31
561.31
5.78
7.41
3.32
2.83
Project File:
No. Lines: 5
Run Date: 11/7/2019
Page163 Storm Sewers

Line Profile (Line 5) - HW3-HW4 - 2
Page 1 of 1
U fle .5 - HVV3AFW4 -
2
Eger (ft)
571.00 —
571M
Nui
3�m rru
-%2.OD
60-00 F
559. 0 D
559.60
0
5 10 15
20 2.5 30
35
40
4:5 :50 55
DD 65 TO
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)
5
28.14
559.00
559.50
2.43
1.81
1.81
561.43
561.31
561.31
5.78
7.41
4.00
4.00
Project File:
No. Lines: 5
_7
Run Date: 11/7/2019
Page164 Storm Sewers

Hydraflow Express Extension for Autodesk(D Civil 31DO by Autodesk, Inc. Thursday, Nov 7 2019
Circular Culvert CWDHW1&2
Invert Elev Dn (ft)
= 562.50
Calculations
Pipe Length (ft)
= 53.00
Qmin (cfs)
= 74.52
Slope (%)
= 0.51
Qmax (cfs)
= 74.52
Invert Elev Up (ft)
= 562.77
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 36.0
Shape
= Circular
Highlighted
Span (in)
= 36.0
Qtotal (cfs)
= 74.52
No. Barrels
= 2
Qpipe (cfs)
= 74.52
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 5.94
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 7.51
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Din (ft)
= 564.99
HGL Up (ft)
= 564.75
Embankment
Hw Elev (ft)
= 565.90
Top Elevation (ft)
= 570.73
Hw/D (ft)
= 1.04
Top Width (ft)
= 36.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 36.00
El-(ft)
571.00
570.OU
569.00
56SAM
,%7.OD
-%6.00
-%5.OD
564.00
563.00
562 OD
561 OD
0
<Name>
5 10 15 20 25 30 35 40 45 50 55 60 65 70
- U-1wC.1-t - HGL - Embank
Hw Dlepth (ft)
923
723
6.23
523
423
3.23
2.23
I 23
OZ3
-0 T7
-1 77
75
Reach (ft)
HFI Calculations - Winsong Subdivision
Page165

Hydraflow Express Extension for Autodesk(D Civil 31DO by Autodesk, Inc.
Thursday, Nov 7 2019
Circular Culvert
CWDHW3&4
Invert Elev Dn (ft)
= 559.00
Calculations
Pipe Length (ft)
= 55.00
Qmin (cfs)
= 56.28
Slope (%)
= 0.91
Qmax (cfs)
= 56.28
Invert Elev Up (ft)
= 559.50
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 30.0
Shape
= Circular
Highlighted
Span (in)
= 30.0
Qtotal (cfs)
= 56.28
No. Barrels
= 2
Qpipe (cfs)
= 56.28
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 6.26
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 7.41
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Din (ft)
= 561.15
HGL Up (ft)
= 561.31
Embankment
Hw Elev (ft)
= 562.47
Top Elevation (ft)
= 570.77
Hw/D (ft)
= 1.19
Top Width (ft)
= 36.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 36.00
El-(ft)
571.OD
5M.00
-%7 on
565 00
-%3.OD
561.00
559.00
557 00
0
eName>
5 10 15 20 25 30 35 40 45 50 55 60 65 70
— U-1wC.1—t — HGL — Embank
Hw Dlepth (ft)
11.50
950
750
550
3.50
1 50
-050
-250
75
Reach (ft)
HFI Calculations - Winsong Subdivision
Page166

_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
25.37
36
6.50
1.58
2
18
4
9
2
FES 15
6.71
24
4.77
1.24
2
12
3
9
2
FES 40
10.21
24
5.50
1.17
2
12
3
9
2
HW 2
78.51
(2)36
11.57
2.75
13
HW 4
122.58
(2)30
9.37
3.16
3
30
6
13
3
CWDFES 6
21.55
24
7.73
1.66
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
Page167

l / I I I /I I I I) \tt\\ -�� \\1\1\\\\`\�\`�\�-���-����--_-_���-;_;;� _ _--_���\��\\\� � \ l r r ----- \ ���_ --�'/ ,-1 -11 \ \ - -/ / /�/� / / //� _----_ �/ /i - / /�// // i' /// / l
/ / / / \ ---1 II \\ \\\\ - `\,_� �;_- _� `�\\�\\\\ \\\ I I I �� ---' // \ � / / / / /// // _-_- / / , � / /� / / / � _ //�, / /
//, ,/ \ \\ (IIIII \\\\ _ = \`\ \\\\\\ \\\\ /\ \ \ '/�, / /��-- —_ r ,,� / ,i, ' - , J /
/ /// // / / / , I I \ \ \ �_ _ Z ` \`_ \\`\� \\ \ 1 \\ \ \ \ \ \ - " / / ---- I ( I / / / / - /
/ // / // /// //// / / / / / 1 I I l \ \ \\ L \ \ -- � \ �\\� �\ \` \ \ \1} \ \ \ \\ \ \ \ \ \�\ / / - \ \ \ / / / // / / / /�---_ _ �\ ' I I ( I _ --/
/ / / // / // / �J / \ ` \ \ \� \\ \\ \ \ \ IIII \ \ \\ \ --\� - `( �'\ \ /// // / / _ '---- \ \ \ \ l 1 ( i I/ / //// -
/'/, / // / ,- // \ 1 \ � ) \ 1 \ \ \\\\\ \ \ \\ III\\\\\ \\ \ \\\\\\- --���� \ //�- --_� \ `\� I- � � /'/ '/ ' ////' \) I \ \\\\`\\\ �`\\ r / '-, � _
\ �\ / / -- \ _ - / / / / / - I \ \ \\ \ \ \ \ I I ( / / --
// /, / , / // , / -- / / / / \ 1 \ \ \ \ I 1 \ \ \\ - - ---
1 \ \ 1 \ \ � � - \\ -\\ // // / //, // \ 1 I I \\\\ \ \\\\\ \ \ _
/ //i'/// / / /' SyFFT F / / // / / �� / J - ' / l / / / J I I / I \ 1 I I \ \ \ \ \ \ \ \\ \ \�` \ � / / I \ \ \\ \ 1
11
/ / / / OW / / _/ / / / / I I l \ \ \ \ \ _ \ \ 1 / \\ \ \\ \\ \ \1\
\ \\ " — _ / \
\� \ \l\\ ��� / / /// / / / -�\ \\\ \ \\ \\\\ \ \
/ / // 3op / // / /- _---- / / / / I I 1 \ `-- ,\``� \\ ��_------', / / -� / / / / \ ` \\ \ \ \\ \\\ \
-- / I I \\ - \\\\ \
I 11 / ( - / /� �; �'�// �- \\\ \ \ \ \ \ \ \ \
/ / - / / / / ) \ - � -�\ \\\ \\\\\ // 1 / / i \ \ \ \ \ \
I I I I I \ \\ I �/ / - / /� /� / / - \-_ _-��\\�\\,`\`\\\ ( C -- / / \ I //// l/ // \\\\\\\\ \\\\\�\\\\�\\\\\\\ \\
/ ,) / I I I 1 ,IIIII 1 \ 1 \ \ \\ l I / /�- �'/ - / / / 1 \ \ \-- --_ \\�\ \\\ \\ `b ,° /� - _ - I 1 \ \ \ \ \
1 \ \\ \\\ _ _ - �_/ / ��_ _
/ l�ll I III \\ \ \\\ \ ( �/ / 6 --�/ / \ �\ == ����\`\\�`\`\\ , '-\,, \ �� — ` �;; ��// I I I I 1 \ \ \ \ \ \
/ ) \ \ \ / _ - I 1 \ \ --- _ - \\\\\\\\\ \� / _ _ _ ` ` I 1 i I (I III ( \\\ I 11 \\\ \ `\ 1\\\\ \\ \ \ \ \\ \ \ \\ \` \`
I \ \ \ _ -_ � / / \ \ \\\ \ \ \ _ _ - \ - l I I I I \\ \ \ \ \ \ \ \ \ \
\ / / / / I I I \ \ \ � / ) ( \\ \\\ \ \\\\\\\ \\ \ _ \ l I \ \ \ \ \ \ \
I / // / / I I \ \ \ 1 \ t / , - � - / 1 \ ` \ \\\\\ \ \\ \\ - \
J 1 I 1 \ _ � / / \\\ \ \ \\ \ \\ I � I- \ \ \ \ \ \ \ \ \ \ \ \ \
/ / / // //// / / } I I I I I I I \ \ \ \ \ ( 1 (- / - ���'__- - --- / I I \ \ \ \\\\\�\ \\ \ \� \\ \� \ \ \ \ \\ \\ II \ \ \ \ \ \ \\ \ \ \ \\\ \\
/ / / /��-\ \\\\ \\ \\\\\\\� \\ \ / -�\\\ \ \ \ \\ \\ \ \ \ \ \ \ \ \
/1 �// / // / / / ) / 1 / I I I I \ \\ \ ` <� \ \ 1 ) / I -/ - ' -- / / / 1 \ / /-\ � \ \\ \\ \ \\ \ \ \ \ 1 / - _ /'_ \\ \\ \\ \ \ \\ \ I \ \ \ \\\\ \ \ 1 1 I \ I \
/--' / / / / / ' / I I \ \ \ \ \ // ��� � - ----' �/ /✓ / 1 \ / / � \ \\ \\\\\\\\\\°'\\\ `\ S\1�I \ -� / `-_ �\ \\\\\\ \ \ \\ \ I I 1 1 \ \ 11 \ ) I 1 1 1 I \ \
-\ I I (1 l J // / /i / / / /-/ ) l 1 1 ( \ \ \\ \ \ \\\ \ CI �/ - - --- / / \ l /� \ I 1 \ \\ \\ \ \11 I /, / �- �� / \__ \ \\\ \\\ \\ \\ \ \\ / ( \ \ 1 1 I I I I I I \ \
( ( / / / / � \ � ,- \\ \ �, ,- _ _ - - - - - I 1 \\ \ \ \) � I�-, � I z \ / ,' --� _ \ � \\ \ \\ \ \ \; \ \\ \\ \ \ \ _ _ / , , I III 1 I I IIII I I ) \ 1
\ 1 // \\ \\\ I I I I
\ / / \ ____ -- / 4 \ I \\ \ \\ \ \ - / \ \ / I I /
` \ FFT \ \\ \ \ t / / / 1 ,- \ \ \ \ \ \ / \ - \\ \\\ / \ \ \\ \ \\ \ \ \ � I / / / /
_ __ __ � \\\\\\ 4s \) \ - \\\\\\ \\ \ \ \ \ I, / / / / /
\ F - 1 - - -
\ \ \\
\ goo �O\ \ \\ � \\ \ I (/ � � / / /J / / / I ' \\ \�\ \ \\ / c _ - - � \--�-J � \\ \ `�° � \ S \ l � L� �\ \ \\ \\�\ \ \\\ 1 / \ / / ) / / / /
I \ \\ } I I I I / / �� - / \� \ \ \\ \\\\ \ \ ( I — - - - - - / \ \ \ I N FAO �\ \ \ I \\\ \\\ \ \\\ \` �\ \ \ I I \\�\\\\\` \ \ \ \� �/ / / / / / �/ / �/ / / � /
// /
I \ \ \ " \ \\\ �\ \ \ t I / �- \ I \ \ \\ \\ \ \ \ \ \ / oo - / !l \ _ \ \ \ / / / / / / _
1 �\ 1 11\\ 1t I ( / /r� ' __ \ \\ \ \ \\\\ \ `\ \ \ I ,�F 1` \ 1 \�\��\� �\ \ \\ � 8 I I \ \\\ \\\ \ \ / / / / / / /,-
I ( 9 1 1l 1 \\ \ � ,- ��� / ) 1 \1 \ \�\\ \� CWD HW 3 ---- \ � \ � � � �, I } I \ I \ \ \\\ � � ��o \ \ ,� � \ \ \ \ \ /i / / / / / / / / / /
/ J 1 I I I 1\1\1 \ \\� \ \ 1 ( //-- �i / I 1 I \ \ \ \ \ l \ \\ \
\\\\\\\ J- -� \\ `\ > I 11 \ 1 �3., ( r / �\\ \ \\\\\ \\ ` // / / / / // / / /�
/ , I ) I I \\ IIII 1 / � _ ,-- / ) I 1 \ \ \ \ \\\\ DRAINAGE j -__ \ \ \\ i 0 I ` o ,./ ( ( /\ f- \-- \�\\\ \\ \\ \\ \ �'/ / l l / ///
\ \ i ( I \ POND 3 \\ \ \ \\ \ \ , / / / / / /// // ///// ;,
/ / / / I I I 111 I 1 \\ \ /' I \ �-1 \v \ / ) / ) ��\ \ \ -- / /// / i --
\Ill mil I / ) \ \ \ \ \\ \ y o / I I \�` -\ , \\ \ \ \ \ � / / �/, //// /// / ,
/ / / / / / I I I I I 1---------- - ---613 I / � \ \\, \\\ AREA 26.73 ACI --- \ \ `_ I I \ �\\\\ \\ / / �� \\ \ \ \ -- /, / / / ,
\ \ I I \ \ ,r \\ \
I I / _ / \ \ \ \ \ \ - _ \ \ \ \ \ / l / / /// / / / /// i -
//,////// / /// 1/ 1 ,III IIII II / / ------ __ /� \\ \\ \\ \�\\\\\ % _ ,---_ \ \ \\ \_ / �����t\I I J DRAINAGE \\ \\\�\ / -\ �\\\�\\\ \ \\ ,/-/ /,// /// / /
/ / , �—_°12 \ \ \ \ 4 l , A \ /
' / — / /i / //ll / 11 II I I I I I / _-- -- ) \ \ \ � ---- \ \ ,— AREA 6.13 AC \ ' 1 \\\\ \ / —J /// /////i / //'/
/ / /------ / \ \ \ \ \\ \ 1
/ I 1 I / / \ V A v l \ \ \ �T l ) v / / /
// , // / / / IIII I / ------ \ \\ \ \ \ \ \ \ \ �\\\\\ I 1 ---- \\\ \ - �� J I ��� i \ \ 1 l \\I I \\ `'� \\\ \\ \\ \\---- �"5 --/ / /
/ / / / /�/ / / / / / / 1 1 I I / / -- -- _ \ 1 \ -- \\ \ \�. --- \ \ \ \\\ \ v' / / °ram \ \ \ 1\ \ \ — 11 _— J / / / /� -
/ / 1 I III I / / I I I I \\ \_ \ � '-- _ \ ' ° z o \ I l I \ 1 I11 ( I I \ \\ \\\\ \ / - �/ //� // // / //
/ / / / / / / I I I I / - - � _6,o / I I I \ `\` \ - \ \ \ \ \ `-/ ° �, / / / ors \ \ I l ) ( ) � I / 1\\\ \ \\ I / ,- �� � , / /// / / / /, /
/ // / -/// / / / / / 1 11 I I / __---- / / ) I I ` " _ \\ \ \`` 0" l /- \\\ \ \` w' --/ / / / // 1 °9 s� 1 \ / I \ I \ C�I��l1I - / �\ \\\ \- /- rf - �/ /// / // // ��
/ / // / - / / / / I I I I \___609 / l � ) - � \ \ O � � / � I ( \ I l / 1 l \\ __,/��'/ -- // / // / // /
/// / / I I I / \`c ti! � / \\\\ \ \ \ - _ o �, , -\ 1 \ \ � 11
\\\ o / / / ) J 1 \\ \ 1 1 \ /
// // // / �' /� // // , ,,, 1 / , J I I ,-A \\ l _
/ / / / i // / / / / / / / / I I / , --- \ _ 6°g' ' I I L �\ \� F�FNTRw / _ \ \ ��-- � O / i -� G , ) I \ \ O f'S \\ (� - \1 (1 \ _ /
/ // / / / /// 1 1 --- \ / / / I \ � \ \� 0p,1, 9 O ( /� \\\\\ \`\\\`— �J / r/ / J / l/ W \ \ ti ��\\� �� \ �� \\ \ �` -- /�� j/� /J�//'/ // / / /
— �� — / / /
— — _
/ / 1 \ 2 \\ \ \\ \\ \ // / -� 1 / \ " ���� ---- _ / ///
/ // J / / / / / / ��/ // I I 1 ) I '' �\ \�---__6°� \ \ %/ / / \ L� -� ,� O \ \\ 1 ~� \\\ �o , �� �= /
/ J, / // //- / / / l / l 1 I I / I 1 1 I I1 \ !'` \1 \\ \ \ / / / 1 w �- \ \ 1 \/�_ --
/ J l / / // - //' / / / 1 6- I \ \ / �/ / / I 6 . \� / - - - /
/ / / / / / - - // /// / // / I I ( I `- ---- I I I / / / ) 1\ \\\ \ \ \\\ \\\� _ / / ---/ / ) � 1 l,�\ O - \ \\\ \\ �_:� = i_=------___�-- -,/
/ / /'/ / / /�/' - % //� / % I r / Jam\ -1 ° I I / l l l/ l \ \\ \�( �\\ \\\�\ li,\\\ ' / --1 / , / \o\ �\ �\ \\� \\\I 1\II(� �� " ��-
/ / / / 6 / / / / // \ \ \ / r� / s \ \ \ \ 1 �,
�/ / / / / j// / - //// , / / / // / / I ( ��� ----°° \ \ \ ( I I /I II /ll l ) \\ I \\ \ \\1 1.1 - / / / �� / / J �/ / �'s\\ `\\` \ `\�\\\\\�\�\�� �- � �� \ ------
- �/ // //�/ / /-1/-/ �////// // / / / / I ) 1 __-_ °� \ I I I I (// / /I 1 \ \\ „� - / / / \\ \` \ \\ \\\\\\ �. - ----
/ / / /� / / / ( --_- _,° \\ ( I, 1 1 1 I I I I ( / / / / I/ \ ~1\�/ \ - - �// / -�' ° ° \ \ ` \�\\ / \\ \ \� ���------_--
/ / / / / / / I I I 1 / --�� \ \
/ / / // / / / / I / _ 1 I I / I 111 /\ POND 2 / / � / - \ \ \\\ \\ ,\\ > �, 11 \ � 1 — ---
/ // // � / / / / / _----__ 1 I �I ��/ / / - _ > \\ \\ \\' r^ -- -
// � / / �/ �, I I I \ \ 1 1 1 1 I IIII 11\ t 1 I 1 I 1 I I l//)/ / �=-' �"-// � � � � � ( `�/ \ I `� �\ 1 \ \\\�\ � �\ Js�l-�� /it� J \� - ---� -- �
/iii�//ii//� // /� / / / / /'/ // / / / cosy / --- \ II 1\\ I I I \_ / / / °�- i I \\ \\\ \�\\ } \� /�1,�-
\ \ \ I II \ I ((I \„R //// DRAINAGE r /� }--- _---- .—_ —\�
/ ///i ,�/i/ / �� / / , // / / / / / / cF �O ^ - �\ \ 1 I 1 11\1 I I IIII I I I I1i� 6 -- // \�`�\� - - �� / f / - 1 / ( i °° I )I�11\\ 1IIIlI f } 1 /// ,i� --_� .�-.,r \
/,//�, // // / / / / / / ti 1 I I I �/ —` / AREA 8.95 AC /
/ / / / / / / / / / / / / / / T - - \ I 1 1 I III III `\ / \ f I / / 11 (Il r- '/ / -
/ / / / / / / / X o �� � \ I 1 I I I I I I 1 , 2\� _ /� -�/, ,_ I / ' / �_°�) ��( ) )) J)li //// �/�_ -L�- � \\ ; -
/ // / // / / / / / p \ I 1 II I I ) !/ \
/ / , , / \ II I I t\\ 1\\_ v \(//\\ \ / -- ( / - _l I ( / / �,�--,� / I / / _�_
�� / I �� ( / /, /// /
% / // / / / I / 1 / / / / / / // / / �F --- \ 1 \ I 11 \ \ \ \ \ _-_ �l \� � \ -\ _, \ _� - ) s \ / I I \\ /// i �l -� .. I /// / __ ---- \
/ / / // / / I I I ( / 1 \ \ \ - _ -,� \
\ -_ \ _ ° c ti
// / / / 1 I 1 v / ° /
/ / I ( / / / \ \ y / O -9-// _ ---_
1 \ \� \ —/ / / _ -- \ \
11 // / / ) I \ \ \ \ / / / _ o I I \ \ \\�- \\ 11 \ \ \ �- �- / i _ �F! !1, 1 / \ \\ \ \\ -� �(( i ,, /, / _ \ \ \---_ `
/ / / / / ,/ / 1 \ \ \ \ \ \ \ / / \ \ ` , o / / / ` \ \ \ \ \\ - \\ '\ \\ < ti , =-r--\ / / � F! � �__ 1 \\\ tci \ I 1 JII // / _ - \ \ _
/ / / / I / / / i / \ \ \ \ \ \ I / `� 1 ` l 1 / � ') // \ \ \ \\\ \�-- \\ \�\ }�� , _ Ow �TF \ \ \ I \\\\ li) I / f/� ` 'D /// / iir - -- \ \ \
//// 1( - \ \�\ \ \ ( 1 / \ \ \\\\ \ F' - \-- \/ - 2� 01 I \ I Ill( 11 �, �/ �__\\ \\�
\ \ / w \ oV \\\ �� O _ v - -- \1 / I l / /lJI �� ��� i �-- �� v
\�_ �� 1 1 \ \\\ \\\ `\ �\\`� `'\ \ \ I /111 IIIIl1/ ( ( / /II, ,� // _---_\ \ \ \_/ -----\
////I /l/l Il // \ \ \ I I - / \ \ \ \ \1 \\ \ ��\ \ - _ _ / !F \ J) I 1
/ / / ) l( \ / / , \ \ \ \ \ \ \ \ \ / ° �- \\ \\ \ \ - I \ \�---� �\ \ , // _� ✓ ) \1 I ll( 1 ( ��1 ; �, \ '
/ / / , ( ) -\ 1 / ) \ 1 I I 1 \ `\ \ ( / \ \\ \ � / �/ / - ° , \ \ --- \1\ II/ \ \\� ` \\\`\ �\ \ J / i-- \ 1) J ( 11 ( I 10 � .� �'-- \ \ j' \
/// / / / \ \ I 1 / / 1 \ \ l l t ! \ \ \ \ � /y \ �. \ \ - �_ - \ - � 1 )t I((/ II I ) ( )III II I 1 'o , \\ \--- /
/ // l /// / / \ \ / \ \\ \\ \\ \ -- \ } � — \ \
// // ) \ )�S/ / ,-��-- / ) ) ) \ \ \ \ \ / \ \ \\ \ (I I\ \ \ \\\\ \\� \ \��f 'r fl I I - / �_
\ 1 \ \ \ �\\ _ _ \ / / I 1 (II l / ( I II
// / \ \ \ \ \ \ \ \ \ \\ \ -- - i-- \ I/ \\1 \\\\�� \\\ \\\\\ �� _ ✓ / \_\ , I/ /lll 1�, ( (R/ I I �° \ 1 1 1\ -/i//-�
/ / 1 / \ \ \ \1 /, \\ _���'�__- �1'� \\ ` \ ��\�� \\ _ = _ _/_- J \ // ////J/////�( ( ) // (IIIII(( (/ ° ,56°, ) I I 1 _�/ j _
/ / / / / 1 , / / / / / , / ( \ \ \ \ \ I ( \ - _ \ -- \1 I / \ \ \\ \\ \ � ,- \ \ \_- �( f -
/ ( I / / / / / \ \ \ \ \ \ \ \ \ \ \ I / / \ \ � � I\ \ / / \ 1 I \� \ \\ �� \ �_ - _ / // //� [/) / _ e\�►I /� 1 I I 1 I ' ° 1 1
l ( ( ( / �(/ / \ \ \ \ \ ` % =-- \ \ I / h 11 J II I ( r \ \\\\ \�^ = - -- _ - ���\\� �_� / // ////// / / / / \�� �/ l 1/ 11// //'' �/ � °° / i
— / /
\ \ I ( I ( / / / \ \ \ \ \ \ \ \ \ -- ----_- \ l (/ ) 1 \\ \ \ \ \ \ - _/ \ \\ // /,/J//��� I �J 1,/1, / / \ 1 /
\ _ \ CWD HW 1 -- \ \ / / ,/ 11 I I \ \ I \ \�\ � -�." - "I ,/l� li / /// l/ / /// // / - _% -
\\\ \\ � l \ t I ( / ) / \ \ \ \ \ \ \ \ \\ \ _ — - ` \ \ / �� I II� \\` 1 \ `� _ - / ( - // / / / \
\ \ \ / \ \ -r \ i/ \ \ ( \ )\ 1 l \ \ \� \\ , � - / / / / / / / \ �-
\ \ \ \ \ 1 I Ir - _ \\ 1\ 1 \\ 1\\\ \� \\ / / // I // / / /"
1 / \ \ \ \ \ \ _ DRAINAGE - \ / / \ \ \ t / \ \ \ \--� - / I / / J �/ , � \ \ \
\ \ \ \ I 1 \ \ \ _ , \ \ \ \ �° � I I \ \\ \ I 1 I \ \ \\\ \ \ \ -- �� _ - / /� ( 1 I / / // // / //�/ \ \
Y 1 1 I\ I \\,� \ 7 f I //// \\ ——/
\ \ \ \ \ \ \ \ I I I I / / \ \ \ \ AREA 34.71 AC I I (' \� \ \ \ - �' I I l 1 \ \ 1 \ \ \ \ \� \ _ I ( ) / // // / / _ ",
\ \ \ \ \ \ \ 11 I I / -\, _ J/ I I I \ \ I\ \ \ I I \ \ \\ \ �\ \ �'�^ / IIII I I l / / / /
\ \ \ \ \ ` \� 1 I I 1 1 / - / I ( \ \ \ \ -- \-- _ \ \ \ \ \ \ \ \ � \ \ \ a �� I \ \\ \ \ \ \ ( ) I \ \ \ \\\ \ \ \ \ \ � I I \., \ - — � \ J!/// `t 1 // /�' / / // / \ / /
\ 1 \ \ \ I 1 I I 1 1 I / / \ / \ \ \ \\ \ \\�\ `\\ / \ \�\\\ `\\`-_ / l 1 J1 11\ \ 4 I \ 1 \ \ \ \ \ \ 1 I ` �� ( I II / ( // / / / / \
( 1 \ ` I I I I / / ) \ - - \ \\ \ \ ( ( ) I\\ l > I ( \ \ \ \` \\\\\-\�-,\\ \ -, \ I I �� J/�! ) /'ICIIIIII//�// J/ // // /- � \ -'�/ --
I I I I \ \ \ \ \ `\ 1 1 I �\ I t I 1 I / /z I I \ \\ � 1 _=\ \,\\ / \ \\\\ \ \�� / �� ( / I I \\ I 1 \ 1 I \ 1 / \ a , / / 4 /� / / / -
I I I \ I 1 1 \ I I I \ - \\�\\\\\\ / / /� 1\\\\\\\ ---// �� I r i `11 \ ` I \ \ \\ \ \�\ \\ 1 \\ l 1 I \ J \� ✓/ f/ //A'l Jl/) l // // \ \ / - -
l / / / / / \
I I I I 1 \ I `1 \ \\ \\1 / / --_-__�\ \\\ \\\\ ,--� �\ \\\\\\/ ,� �// l �� ( I \ \ \ \ \ \� 1 I_1 \\\ 1\\ \ I ( / / / // /1 / // / // \ /
/ I \ \\ \\\ \\ \ \ \� ,� - �. I I ----- --__ \\ \ \\�\\\\ \\\ \) I \\�\\ \ ��� ,� \� ( ( sl 1 I t } \ I POND 1 \\\\ \ \ \\\\\\�\\\I L �- �\\\ 1 I ~�`�•� ` i //- ��/ //// ///// / / //'/ /-\ \ // /'
/ / / } \ \ \\ \ \\\\ \\\ �`�—��� / / --- \ \ \\\ \ � �/ ) , s \ \ LLOW \\\__,- \ ( —/ , �/ �J////// // // / / / \ \ / / /
/ / \ \ \\\ I \ \ / \ \ \ ) 122 / / /
\ \ \ 1\\ _ _ _ - _ \\ \ \\ \\ \ \ \ co / \ DRAINAGE \ c \ ENTRA - 1 �\ r �! / / // / / / / \ \ \ /) �/ /
( // / // / / / / / /
I \ \\ \ \ \ \
/ \\ \ \ \\\\\\ \\\ / /' / /- \ \\\ \ \ / ( ) / I coNc \ \o \1 \ �� \, ) �� �// , // / /, �- \\ \ \ l / /'
/ --_' , \ \\\ \ \ �>l I✓-) l I I / ( �� n AREA 18.34 AC \� \�A FLOW \ -- \\ \\ \ \ \� 1 1\`� 1 / / / // / / /////� /' \\ \`��/l / ) / r/ ��
/ \ \ \\ \ \ ) / / \ \ 1 \ \ IIII 1\ I11 \ \ \\%� // `` \ \ I / � / / � \ \ \ �\ , \ \ \ \ \O I, \ / / / / /i _ / / l /
/ , \ \ \ \ \ \ \ \ 1 \ 1 1 1 > ( / / \ \ 1 III I o\ )1 I /� 4 �F l \ ) J / /� // //// ,/ / / / \ \ � /
i / \ �\ 11 1\1 ( f \ / / ` I I III II II pr %'/ �( I / 1 ` \ \\^� \ { \I \ \\\ \\ r \ / / / / /i/////// / �-`; \--// / //
/ \ \ \ \ / / \ I I I IIII I I1 4�„ R /� \ r5 (/ I IJ / ) 15go I / I \ - .3,37 $� \ 1 1 ( 1 - •� � / // // // / // / / � \ - -- / / /' /' � /;
-_/ / \ \ \ \ \\\ 11 1 \1 \ t / \ / / / I I 111 / �Y/ / /� ° \ I \\ \ \��" �) // / / / / /
1 ` \ \ ��\ \\ I I I I IIIII )I W ( / \ ` \ 1 1 \ \ \ �`) \ \ ) I \ 1 / //� / / // / / / / // ///' /
\ ` \ \ \ ` 1 I III IIII V �I$ 3.ao �/ \\ \� SHEETFLO / l I l l� ,� \� 1 \ ) ��� (/ \ 1 // / // / //, / / / / /
__ / \ 1 \ I III 11 \ \ \ 1 1 / �\ \_/ I 1 \ I I I I III II III ,- w \\ / / / �� f \ \ ` \ I I I \` I / \ 1 /� 1��1 - / / / / / // / -
I I I I I I I I 1 1\ / \. \ I I I S I I I I I I I I I I I I / � ��- I\ \\ -300 �F, l < 1 \ \ 1 I I f / I ) /// / // _ -- --
I I 1 11 I IIIIIIIII 11\\ \ -,� \� _ / I � / / / �1, \\ ( \ \ \ l \ 1 II / �/I I / //I / �lllllll/lll/// //l // j/j/ j / --__ -_ �--- /�/JJ/,'//
--- I I I I I 1 I I I 1 \ 1 1 / / \ -_\ 1 1 1 I I I I I I III I I III II11 1 �4 ,. �� �\��\ /- J // ) / 1 / 5�6-' \ \\` �\ ( \ \ 1 I 1 ( 1 I 1 I I l/ / Il / f I( 1 / / l /// // / (I11� 11( l / /�,- - / /l // //
----\ / / / /III I I \ \ 1 1 1 1 1 \ ( \\ \ -� \ \ \ ( I I I I II 1111IIIIII111Ak\\'57\4'o' / / , � \\\`�� < �J / / / / r � - .., -/ /-\ \ \� \ � 1 1 ( ( { 1 I \ t ) Il/�/ `l ( ( 11 (IIII II /III11(1 I I I I I I I (� /// /--- --- -_' //////
\�� -r -/ 1 / / ( / J 1 `1 1 \ \ \ \ ( 1 / 1 I I I I I I (/ � /
,� \ \ / / / / III I I 1 1 \ / 1 I I I III I I I I I / \\ ` ..� r / \ \ \ \ \ I ) l f I I
J l I I I I I I I I / ��-__ / /
\ \ / // I \ \ \ 1 1 1 II I IIII I I I C �- \ /
� _ \ \ \ / / / / / / / I I I 1 I I I I I 1 \ 1 1 ` I I I I I I I I I ( I 1 \ \ � _ \\ -11 / / / J / / / � �° N - - - 1 1 I \ \ 1 I \ \ \ \ \ \ \ \ \\ 1 11, 1 J / I / r Ill I I I I IIII 1 I I I I I I \ � � _ /// //
/ I I I \ 1 \ 1 1 \ 1 1 I I I I )III I \ \ \\ \ \� v / / - ( \� ` \ \\ \ \\ \ \ \ \ I I l l � I I II I II I I I I I 1 / /� ,____- //
\ \\� �/ / // /) I I I I I I 1 ( I \ \ l l) Ill I)l/ \ \ \ \ 1 ` •�,- \�_\ - > / i,� �� r /� 5 3-- I \ \\ 111 J I l lI 1I III I ( I I I 1 --- ,i, //
��� r / / //// /,III I I I 1 \ I I -\ 1 \ \ \ // / ///I \ \ \ \�\\� _ 1 \ \� \ \\ j l J I / I I \ /
\ / / / I \ \\ \ \ \\ \ / /l// /lll lll/ ( 11 I 1 \\ \ \ \\`\1 /// / //� /- / �� 1 \ \) \\ \\ \\\ \\ \\\1111)I (//`= I I / / // ///I II 1 II II I I \\ ( ��/ /i/
-- /� l
-- / - , / , l I I , , I , 1 1 I I �� \ \ \ \ \ --�/ / /,//J//,/ 1 \ \ \\( \���_ -/�--/ �__� �/- �.5 2� ) , l \ \ \\ \\ �_\ `\\I I,I,I///( "� , I ,�,,1/J//JJ /I/,IIIII I I I (III 1 I ,\- I ( / ,'� '� �, ---I
l --- / /// ) 1 \ \ \\ \ \ // / / 1 1 1 \ \ \ \ \\ `�� \-_ - ,/ \ \I k I I / / / I I I I \ / �-- --// /
//- I I I I I / \ \ \ _ / / I I ( \ l ", " c \ , �_ _ / i - - �\ 1 N \ / ) I / / / / I I I ( / //
/� ---' / / / I I I 1 \ \ // //// /// / / ) \ ` \\ _ _ \ \ I // / / -/ /,.
\ \ 111\I \`� \ \1 I11 / ///, /I/III I I \`�1 I I �//
-� - , / / J I I I I I I 1 \ / / -\ \ \\\ \\ \ \� // /�/ /// / / l 1 / \ -\\\\ yl� �� � - �, I ( \ \\\�\\ \ �, S?' I)( / I / / 1 / I I 1\ \_ -� \ I I I ( / ( / /� �i/
% � ---,�/ ) / I I I I 1 \ \ \ / / n \ \ \ \ /// / I I J /) �l\\ o F�F `�-- -� / -\ \\ /� \ f \ ) I) I \ \\ I �- d I I I 1 I / I / I \ \ --_ `\ \ ` t I I /�
\ , � \\ \\\ / /„// // ) I (, / , , �. s9 w p _ / 1 , I � \ \\ \ 1 I I I I ( , ///
/ �- / / I I \ \ \ \ - \ \\ -, //// /// II / / / / /�� `\\\ \ 8 , - _ 1 I \_ �' / I ( l ) I I(\\\� \\\ ( I IIII1IIIII111 /lIl 11I( 1 \ 1 I 1 I I /
l � � / / / / \ \ \ \ \ r � / / z \ \ l !'� / � ' / \ ° o ✓ , / / / / / / } ) \ \, \ \)I n \ I It I I I III 1 I I 1 1 \ \ \ \ , - - --\ I I \ \ I I III '
\ / / _ \, 1 / / 1 I � I \\ \ �-- I I
r \ \ \ \\ \\ \\\ \ \-_ / / / / / _ \ -� / J- / / / / 1 ) 1
l / l rJ -' / / / 1 1 I I (/ / / / �/ \\\\ 1 J/f - \ / 1 I 1 1 I `
\ \ \ / / / / / I 1 1 '� ( '1 \\� - - \\\ �- .� �° �/ ' J� // /// / �// J/� , �j / II\III 111 I I I \ \ \ \\\\ � �\ \ I\\ \\ \\ \\ \ IIII I
/ I \ \ \ \\\\ \ // / / / (/� ` \ lb / / /� �/� i )) } I 1 II I I1 \ \ --- � \ 1 \ \ \ I I
/ / / /� _,-_, / / I I \ \\\\\\ \ ` \\\ \� /,//)IIII(///// /// I) / ��\\\\ � -� \�\ \__ ��° �_J� I /�//-�� / J l 1 I�jI1I}I II I \\ \\\\ -�\\\\ \\\\�\\\\\\\I IIII
' // / / /' --� / / / \ 1 \ \ \\\ \�\\\ \ _ / /, / III (1 / I ( I ( I% III -� \\ \\ / _\ - `\\`-- / -- 566 = - / ram' /�//'',=� \ Il''�(\tt11 1 II\\ \\ \ \\ \ \�\ \\\\\\ \, 1 1 \11 I I
5 /r/ J /�/ \ \ - \ \ \ \ I 1 I
�/ / / / ", _ // / / I \ \ \ \\ \ 1 \ \\\ - / / / / I I I I I I I I I I I � \\I�� �riL- �\\\\�\\\`\ - / \� - /---/ _, 5°°°� �/ ��j/�%�/ \\ (-�) IIi1\Ill 111 \ \ \ \ \ \\\\=__� � \\ \\ \ - \\\ \\ \\\\\1\ 1 11 ( I
/ - _ _ / / / / J 1 I \ ( I \ \ _ \\ \ \ \ - - / !� I \ \ \ \\ 1 1 I I , IIII I
/ / / / / / r I I ` \\\_/ I I I \ 1 \ \� �= = \\\\\\�\ \ \� / _ "i '/ / / ��� \�\� \ 1 I1,1111 \ \ \ \- \\ \ \ \ I I
/ / / �- - � ,, / / ) \ \ / \ \ I I \ 1 A v - - -- -2 ,v v vv �`\ ��= I ( � v 'v-- / / /°��,°-b; / // / 1\ `\ ) \111111 \ \\ / __wv \ \�A I 1 I I II) ) II I 11 ////
/ / / - -- - - / f \ \ \ / - \ - \ \ \ \ ; /i .� � , / / / \ \\ I I I \ \ \\\ / 1'r/ / / \ \\\ III I / /, )/ / / / / / //
/ / i / - / / I \) \ \ / / \ � \ ) I I \ l \ \ � I- \\ �\ \ \\ / / , /\' - � \ � I 1\ \ \ \ \ I I I I / / / / / // /
// /',/ / ,--___ / / l l ( I / / /— \`\ \/ I I \ - _ / \ \ \\\\ \\\\ \\ / /\_� --�� ,�- // °�,,/ / \ ` <_ \ / , I\ \\ // �/ ))I) I I / /I / // /// /
/ _
/ / / ^ _ _ / / ) I \ ` / 1 t _ _ \ C \ `\\ \ \ \ \`\\\� \\t `, - ,7 - ,° ° l - - �� `� \ \ I /l/ / l 1 / l 11
)) \ �� - r I 1III11 \11// I I / //// // ///
/ / ----- _ / / / ) � 1 1) / \\ \\ ) \ \ 1n� \ \ \ I(J \ \\\\ �_ \ / '� J-// - ��- 53, �- �,\ ( ) I11�11\ \`IIIII/1 \ /1// / / �l //11 l�// l/ l/�/
/ / / / \ \ \ ( \ --- \ \ r 1 \ \ � \\\\ \ -\\- -- ° � -�\-� \\ \1 I I / ( l \ I /// / / // / //// // J
�/ � // / // /-�- j// l l // \\ \ \ \ I / ( \ � 1 \ ° l ) ) I,IIt \ \ \ \ \ J - / - \\ 1� I(� 1 IIII II \ / / // / // /// / // // /,
( / / / / ,,- / , / / v / t - v \ N ) r ) J( 1 �) \ \ \ v �\ _.... A v v v -��� -- �r��� �--vv--, I(( / / , A 1 III III ,�/// / / / // / // /// / /
/ / / / f ,--__ / // / / / / ` 1 \ \ 1 ���� �, f l\ / \ \\ \ \ \- � \ \ -- / %°550 - \ \ , I )I I ( )) IIIII '// -' % % // // // // // / / //// // /
- / / � - \\ \ y\ �/ l) ) I 1 ( I 1 � - , / //, \ / l ��( 1 j I /\ I I \�\ /I / / / / / / / / /�/ // / // / /
\ -// / //// -- \ \\1\ i _I , - / /� )/I1 / /I ` \ \\_ --\ \ ` ) \- 1 I � / (�'((r \ /// 1)\ \� / / //// /l1 /IIII l
\ ( / / / / / /�//' / _ \ 1 / / / i - 1 \ / / ,- I / 1 / I < _ i \ / / lI I1 I 1
\� I / l / / / / ,� / / /- \ \\\ \ \ / / / I / / / / / \ _1 �`__-- /� //r I I 5 I l/ III /l / // //� /I' I'I I I IIIII IIII �I11 IIII(l Il
I ( / � -- / / \ s / " - _ 1� / ��/ / / /) / J� /i / ` -\ �� \ \ - _ / \ 1",- ,� //' \ �I I I 111\\ ) I I III I I 1 I I I
\ - �/ 1 I l( \ I I I \ / I I I I II 11 I III II
\ \ / / / � \ \ \ \ \ / �� - _ - '� � / / -- / \ ti - _ - �)-e ( \ \ / 1 1 1 I 1
\ / , / A � A � / / � � � / / � / I // � � \ ti - � --� � � � � � � _ � / ,� �, �,� J I I � I I I I I l I I I I 1
\ \ / I l 1 1 \ / / 1 / / \ \ ,� / SHALLOW ` _ _ __-_ - - ))) / ( 1 \ I \ I I I
\ \ / I \ � I ( I / 1 / ^\ \ \ \ — — - O ( CONCENTRATED' Rc-P — / / / /J I ` \ \ _ \ \ \ 'i ; _ — / / \ ) I I I I \ \ \ \ `\\ \ 111 \ 11 1 1 I III )I I I I I) IIII 1 I
\ l / I � / / \ \ \ , l / C / / J \1 \ \ -- �i' `` / l ////�l/ Lc) �a �I I I III 1 \ \ \ \ \ 1 I I II
\ \\ ` \ \ 1 11 / / / )
\ / ) ) �` 2i! iow ) .1� -- <, � --- v - ReP— -- r// ( i ( ) I I I %
// v \ 1 II l I )Il 1
\ \ / 1 \\ \��� \\�\\ ` \� \ \ \ I ( � / � � ` -\_ \ \- `�� 5y_� r `%\ I\ 1 I/I(/f//Ifl/ 1 I //�(\II \\ \ \ \\ \ \ \ � \ I I I l� ) //// / /// /// /J // l/
\ \\ , \ \` \\ \\ \\ \\\\ —� I ( \_� —_� _ Pa 2,2 g430LF /oHu ° Nv = � 2 ( <- �_^' �- — -� L —��\ \ )/ I ( I , (/,. fl 11� I\ `\\ \ \ \ I / l/ / l// // // ' /' �' / /
\\\\ ( \ \ - �\�����\`` \ \\ \\ ` \ ��- 1 - ----- - - _ _ --_ \ -,�\ / / / I I I I �` I\ I II 5 / / 11 �( \ \\ \\ \ \ \ \I I // / J/ /'// /'// ///'///%///i i //
M -- 11 I I ( / \ \ \\ \ \ I ) // // / / // / /
\ \ \ \ \ \\\\�\\ �� 1 _ \ - ' _ --- _ - _— \ \/ �l/III, � \ \ \\ \\ \
\ \ V A VA , — — �� \ RVIEW ROAD_ NC HWY � v ,�W— — —�_��� _ M �r �FAIRVIEW ROAD — NC _HWY 218= _ ��� — �� ( I 1 I I / // ///�/
( _ ` - _ � � - -_- ��-- w - �� t I 1 I / I / ( I / ) / 11 14 1 1 't ) \ \ \ \ \\ \ \ ) } I I III I I / / l 1 / / /// // / � /// / // // ///�/// �/ -' /
\ - _ _ 1�~ T ` ) 11, I ( 1 \ \\ ) / / / / / /i /// r
\\� \ I - \ _ --- - °,, �� \ �z=� J( V 1I / ) I ` I \ 1 /)J 1 / l l/ /, //j / / ////�/
\ I I �� E�----_ v v � °I I l /ll 11 ll� l / 11 11 // / /
\ \ v v I \ 1 I 1 ( t / ,- 584_ �sa s� °8 s°� s�� 5go- s\589 ,�6, say, s8s �s° °�s�� s /1 s�� s>s °°4, �s_, d_ IllN � 6 RCP o / �� - �5�� c ���� l �l / =� s ° I I I } / / / J 111) / / / / /// // / /
v \- I I 1 1 \ \ \ V / � v s ° CWD CB 5 v � �- - 2� ° - _ �% v //i s I I I / / / / / / // //
\� I 11 1 I \ ` 1 \ �\ , \ d, � S�' I I I I I / 111 // /1//) 11 / 11//// l J/ /
\ \ \ 1 I / I I I \ \ \ 1 �- \ \ \ \ \ \ \ \ \\ �\ \ \` \\ \ \ 1� / ,°°-- /ram, �\ / °�Pto I I I IIII ! I , I I I / 11 11 l l l l
\ 1 \ \ \ \ \ \ \ \ DRAINAGE � � � ° � \ - � I I I I / / /, �/ // I �( l Ill 1 /�/ l l 11 / /l IIII/I
I 1 \ ( � \ v \ ussE�� ROAo � �
v v ) I I I \ v� v vv A I ��.� v / _544s� svv // ) \ ( I I III I I I I I I I I I I I lI I lI I If I111 1 1 IIII �I
\ v v I I_ // I l I I 11 A A 1\ I \/ v v \ \ v v v v ,-/ / v ��_ J1 �N 1 (jl IV V I III I l l i/ I I 1 1 ) 1 Il Il 11 1 1 1
\ \ \ _ / / / \ AREA 4.48 AC / \ \ _
\ \ \ / - , / // /) I I I \ 1 \ \ \ 1 1� \ 1 1 \ \ \ / , / )o `\ \\ \ �\ \ \\ \ \� / r / \ \�\ ���5� , ` / \ \ \\ 1 1 I I 1 II III I I I I IIIII III IIIII I I
/ / I I \ \ \ ( / / 11 �-I rl I\ (\ \�_ � '�\,� 1 1 I 1 I I I I I I I I \
v A \ 1 _ -/ / I 1 1 1 1 v A \ / \ v / \� I J _ \ 11 1 I \ I I I I
\ \\ III I I I11IIII I I III III
\ ` \ 1 I _ / �/ / ) I I 1 I 1 \ \ \ \ \ \ \ \ \ \ \ �\ \\ \ \\ \ \ \ // \ \ 1 / l // ' °;fin =°'nj "�" / (� 1 ��� �\�/ - : / / \ I 1 \ 1 I III \ \\\ \\ \\\\\\IIIII( IIII111II 11I 1 I I I`l\
\ I 1 I 1 1 I I \ // - �I/ / ' )' I I I I ----�� \ \� \\ \ \ 1 ` ) ) \ \ \ \ _- 1 / // / �// 4�.�-�-,, � I (/-- J / I1 \\ \ \ \�\ \\ \IIIII III 1111 III \I \ \-- J
I / I I v ) v v / // // / >> � �:"o �� w��� � 1 \ \ \ \\ \ \\ \ \ \ 1 I I I I I l\
I I 1 1 I \ \ / / / / I I \ \ \ \ \ I \ } ) M�G 1 / / \ \ \ \ / /// /// / / / // /
1111 I III 111I1 III Ill \
1 1 1 \ l / / / , ) I I I _ \\\ \\ \ \ \ \ 1 / NIq I \ \ 1 \ // l / ///i/ �ll�l/l1 \Ise, I (/'/j�'� )) \\\ 1 I 1 I I II I I
I 1 \ \ r �JJ/ / l I I I �'� ` \\ \ \ \ ` \ I ( / / o) / / 1 (\ � s \11 I) z I � ;-
( \ ` �/ / / / I \ \ \ \ / // /// // / �/ / c / /- J/ } lI I I )II 1 III I \ \----�-,
\ \ \ \\ I I \ \ I I / \ \ _ - %///' ///'/ //'/ / /'/ i/,/ /)` , �L I� �z / _ // / j, I / 1 ) 11 I I IIIIIII 11\ \1 \
1 II - / / I I / v v v / / / / / / / II \ v �,
I I ) I -- / \ \� I I 1 1 ( / ' i / } / / / \ / �/ / l l // / �\ , ,c ,�, // % , //I 1 II `\\ ,,
` 1 I I I / / / \ \\ \ I ___� / \ �_/ / / c \ I �o,�� / ri / /J ,,/ ' l 111 ) IIII \\\\ \\ ,� __
I 1 \�_�
I 1 I 1 / / I 1 1 I 1 // / / / / 1 // // �� \\\ \\\� \ \ \ \ \1 1 1 ' �/ �) ( ) �-'/ /��/ i /l / / /////i'� / I I''1/J///' ° \ 1 r ' / 11 1 \ \ ��
, ��_� / l ( ( / / t \ 1 \ vv -
\ \ \ 1 I /// / / / \ \ __ _
\ I 1 I I l l 1 I 1 1 / / / / / / / \ \\ \ \` \ \ \ \ 1 \ \ 11 I I I I / / \ I( ° / II \ \�-=- =-
1 - \ \ ( // , �- �/ - // / ///// / / \ \ IIIIll / / ° �\ \\ \ \\ \'I l (I I \\�\\\�� --
I I I / / / I I 1 \ / "/ / / / / / (� \ \ ` \ ` I I I \ 1 I I - _ / _ / // //l, l J J / ,�/ / \ \ / / I l / / / /� \ \ \\ \ \ \\\ \ \ _
I \ 1 \ I I ( t \ 1 \\\ \ \ \ / ,-- / / / / / I \ \\ \ I I I I I \ 1 I I I I _ / /, / //, l l/ Jj/// \ 1 / / \ \\ \\ \\ _ -
\ \ \ / 1 \ \ ` \ \ \ I 1 1 I I I I 1 - / - J/ �, / , / / l / 11 1 // \ / III ll// Ill ' / �l / \ \)\ \\�� \ I \\\
-vnF OOC nII nO DOII n\A/r] OI r\T- ,..,+v TI IC 1n 00')n10 ')-�CZ ORA HFI Calciilatinna - 1A/inannn Siihrlivisinn '
0)o
>-
00 U
O
O N
N O
U c
O
a
r>
>.-
Z
�
U
/�
/��
N N
M
W'^L\
—
�3�Z
-
7 W .
W
O.�
= N
LC
�c3Now
c ?:
W , U
Lu
=-U<=
J m o
>
N �
0, , <
Ov000_m
N
mUU
m -
��z
V)
v'
N
� 00
Z = w
wv>
<%i O
W < �
U
L^
o
Z W N
(D ` o
`
}
w U z
U
O `�
-
zzU
Qz
Q
=
10
N
a
U
Z
Q
J u
U
CN �
a
00�
o
c
0
J
Q
N
E
vN
5
NORTH ARROW
0 60 120 24
GRAPHIC SCALE 1"=120 FT.
�%%%IIlilt/,
•�`o��a� E ) 0�9 a '',
- AL
23557 °
-A Z Zo--2o/9
��.
'� Y
���' i i i l D. �\`\�.
C/)
w
Z
�u
0
U
(J
I
i
�
z
Z
C)
0
o
0
O
Q
o�
Z
�
o
O
Q
Q
�
F-
V
I
w
cd
Z
Z
�
>
w
O
V)
o
=
=
IL
O
Z
�
J
w
w
C)
w
^�
IL
REVISIONS:
3-21-19 - NCDOT COMMENTS
6-1-19 - ACOE COMMENTS
9-12-19 - COUNTY UTILITY CC
EX05 - PRE DEV DR AREA.DW G
PROJECT NUMBER: 217053
DATE: 08/9/2017 DRAWN BY: HFI
SHEET E 'O"'
-- ----- - --- - Page168

l / 111/' I I I I \111\ --� \\1\1\\\\`\�\\�\�-���-����--_-_�_�-;_;;� _ _--_���\��\\\� \ l r r ----- \ ���_ --�'/ ,-1 -11 \ \ - -/ / //// / / //� _----- �' /i - / //// // i' /// / l
! / / / \ ---1 II \\ \\�\ - `\,_� _ _� `�\\�\, \\\ I I I �� ---' // \ � � / / / /�/ // _-_- / / , / / /� / / / / _ ///�/ / /
//,// ,/ \ \\` IIIIII\\\\ \\�_ \`� \—\_\\`\\;\\\\\\\�\\\\ ,�� ://\ \ \ \ / ' '/�, / /�\-- —_ (,/�/-,,/, - -I— /-J /
/ /// // / / / / I I \ \ \ �— _ Z \ \`_ \\`\� \ �---- \ 1 \\ \ \ \ \ \ _ /` / / ---- I ( I ( / / / — /
/ // / // /// //// / / / / / I I I l \ \ \\ L \ ` -- \ ` �\\� �\ \\ \ \ \)) \ \ \ \\ \ \ \ \ \�\ / / — \ \ \ — / / / // / / / / _ �\ ' 1 I I I / _—' ---/
/ / / // / // / �J / ` ` \ \ \� \\ \\ \ \ \ IIII \ \ \\ \ ---\ - `( �'\ \ /// // / / _ '---- \ \ \ \ l ( i I( //// _
/'/, / // / / - // ` ) \ � ) \ \ \ \ \\`\\ \ \ \\ III\\\\\ \\ \ \\\\\\- --���� \ /'�-- -----� \ `\� I- � � /'/ '/ ' ////' \) I \ \\\\\\\\ �\\\ r / '-, � _
�\ / / ----- \ _ - / / / / / — I \ \ \\ \ \ \ ` 1 I ( / / --
/ // // / // / // / / / / / / 1 I \ \ ` I \ \ \ \ \ \ \ ��\��`\ \ \ - / / / / \ \ \ \ \ \ \ \\
// /, / , / / / , / -- � / / / \ 1 \ \ \ \ I 1 \ \ \� - -
/ /// / // /////// // _' /��' / , , ) I 1 \ \ \ \ \ \\\\\ ` < / _-- \ \ \ \ /
\ \ 1 \ \ �� -� �\\ �-\\ �/ /, ///, // \ 1 I I \\\\ \ \\\\\ \ \ _
/ //i'/// / / /' SyFFT F / / // / / �� / J - ' / l / / / J I 1 / I \ 1 I I \ \ \ \ \ \ \\ \ \�` \ � / / I \ \ \\ \ 1
11
/ / / / OW / / -/ - , / / / I I l \ \ \ \ \ _ \ \ 1 / \\ \ \\ \\ \ \1\
/ - \ \ \l\\ ��� / / ///--- / / / -,\ \\\ \ \\ \\\\ \ \
1 I l /�// 300�F, / // j /� ___ / � / // I I 1 \ \_ �-__\`\� \\ ��__-----', / / _� / / / / \ ` \\ \ \\ \\\ \
I 11 // / ,s, / / ---- / / / - I I 1 \ \ \ \\\\\\ \\ \�-_ � �-- - , - / - / �\ \ \ \ \\ \\ \ \ l
I I / /// 91i / _ _ / �- / �_ — _ \\ \ \ \ \ \\
/ / --- / - / — / / / / \ �� \ \\ — _ / / / / \ \ \ \
/ / / 1 1 I \ \ - \ \\\ \\\\\ / _ i / - \ I / / \ \ \ \ \ \ \ \
I / I 111 / I I \ \\ ( I � -, / / - / / / / / \ \\\ \ / /� - - -- - l 1 \ \
I I / / /� / / / / J \ \ �\\ \\\�� �A) - / / I l / \\\\\\\\ \\�\\ \\A\\ \
I , I / I I I / I I I I I 1 \ 1 \ \ \\ I ( _ / //- _ �'/ - // / \ - ��� �� \\\\��\\ (\(1 �� i ��/ i \` I I I ( � I / I' \�� \ \\ \\\1\ \\\\\ \\ \ \\ \\
/ / 1 I I I \ \ \\\ - ;// '/ /' - \ -`\ \\\ \\\ \\ \\\ _ - ", /--
/ I I 1 ) \ \ \\ /--- - - -- / - - - I 1 \ \ \----- - \ \\\\\\ \\\`\\ \\_ !�__- I I I 111 \ \ \ \ \ \ \ \ \ \ \ \ \ \\
1 \ \ \ \ 1 - _- - - / --- \ \ \\\\\\\\\ _ / r� - _-\ \ l I I I I I I \\ \ \ \ \ \ \ \ \ \ \
\ '/ I \ \ \ \ \\\ \ / - - - - ? - \ \ \ \ 1 - - / 1 \ \ \ \ \
\ / / / J I I I \ \ \ 1 , - - - J ) ( \\\\\ \ \\\\\\\ \\ \ \ \ \ 1 I \ \ \ \ \ \ \ \
I - / / III \ \ ` ) 1 `\ 11\ \ / �i - _ - / - - - / / 1 1 \\\\\\\ \\\� \\\\\ = I -� / \\.r \\ \l \\ \1 \\ \ \\\ �\ \�\ \\ \\\\\ \ \ \\ \
/ / �/ / /� / 1 I 1 I I I 1 I I I ` \ \ ( < __ -=__ _ - --� / / I \ \ \\\\ \ \\\\\\ \ 1 _ _ \ \ \ \ 1 \ \ \ \ \
/ // I I I I \ \ \ \ -i- - - / / /�/-\ \\\\ \\ \\\\ \ \ \\ / ��\ \ \\ 1 \ \ \ \ \
\\\\ \\\ \ \ \ _ - - \ II \ \ \1 \ \
/ / / , / / I I \ \ \ / �� / - �/ 1 \ / \ \\ \ \ \\\� 1 - \ \ \ \ \ \ \\ \ \ \
/ 1 \ S\ I - �-11 - ,\ \ \ \ \ \ \ 1 \ 1 \ \ I I I I \ I I \
-\ I I ( /// / // // / / /' l I 1 1 ( \ \\ \\ \\`\ \\\\\ - ---- /� \ )\\\ -- - / \ _ \ \ \ \\ \ \ \ 1 I I I \
( I / / / / / / 1 \ \ CI �/-______ - / \ \ 1 \ 1 �\ I / - -\\ \ \\ \ \\ \ / I 111 11 1 III I 1 1 \
\ 1 I / /�-/ // / \ \ \ `� \�\\ \�-,- \\\ (�i - --' / I \ I I I / 1 1 1 1 \ \\\ /<< \� �/ / / � - \\ \ \ \ \ \ \ 1 1 I I I 1 I I ) \
\ \ sy \ \ \1 I ( ( / / // / __� � \\ \�\� \ � I - ----- - - _. / / ,III I I \\ \\\ �� \ \� ,\ � 4 \ / / '� \\\\\\ \\\\ \\ \\\ � 1 � / J J IIII I I I I , )
\ F �` \\ 1 / / - // / \ � \\\ \ \\ \ \� f ^\ s9, / \ I \ �J,)�� \\\\\ �\ � \ \ I / \\\\\\ \\ \\ \ \ \ \ \- ,/ / I I I / I I ) l l l
\\ _ \ ,, — \\ �s l I 11 l
\ FTC \\\ ((/ - / J / �\\\ \ 1\-------- \ / \- \\ / 1 /
�� \ — / � \ \ 11 \ 1 / i� \\\ / \ \ \ �� / /
\ `goo �o� \ \\ \ \ I / _, / / / / / I \\ \\�\\\\ / / — ------ __ J — \ 1 > \� \ \ ` I' \\ \ \ \\ \ \ \ \ / / l l I / / l
\ lc /2 \ \ I I - / I I \� \ \\ \\ \ \\ \ /' ---- -�\\�_ / `� ` \\ = s \\ 3- // =i; (\ I' \\\_ �\\ \ \ \\ ~\ \ \ ' I \\ \\\ \\\\ \\\ // / l / / l , / / / / / �/ //
c \ \\ \ \ \ \ \ \ \ \ / / /
1 I I I I / \ 1\ \\ \ I -------- -- \ \ � 1O \- - \ \ \ \\ \\\ \\\ \ \ I �___ \\\ \\\ \ \\ \ � ///// 11 l l / /
\ \ \ \ \\\\\ \ \ l 1 � - -, \ 1 \ \ \\\ \\ \ \ \ r - - _ \ \ 1 30o w - 11 �\ \ \ \ \ I _\ \ \ \\ // l l l / / /, _
�\ 1 \ \ \ 1 �r - \ \\ \\ \ _ \ l \ \ _ \\ \ / / /
\ \\ \ \� \\ \ l \ \ \ \ \_�
/ ( �9:1 1\ I I 1 \\ \\ \ �� --/ /J 1 1 1 \1) \ \\�\\ \� CWD HW 3 - \ _ -\ \ \ �3� I 1 II \ I\ \ \ \ �\ \ s, \ \ --_ \ \ \ \ \ /i / // / l / //l l / / / /
1 1 - I 1 \ \1(// \\ \\ \ \ \ \ \ \� �� l \\ \ \ \ \ /'� // /'/ '/
�/ l I IIII \\ \ ( ' / 1 I \ \\�\� DRAINAGE � ,---- --\ \\ \\\ �), I I I \ 1\ \\ 1 \\`���� \�� �- 1 (r (r \ \\\\ \\ \\ \ \` ,'� / / / 11 ///l, /,�// ��; -
J /l 11 I I \ \ \\ \ \\ \ I 1 1 1 ) / / / _ �- / 1 \ \ \ \\ \ \ \ \ \ - / I I \ \ \�\� �� -� , \ f - \\ \ \ \ \\ \ `, / / / / �i
\ AREA 26.73 AC (! I \ \�\,\- ���\\\ \\ T1 / rJ •-, \ i \ \ \ \ \\\\ \ , / �,/ /// / ,
1 / /// /// / /,-
/ / / / / / III I I I l l I I - - 613 I / \ \\ \ . \ \ \ - - -\ \ \ \ \ - - , o / 1 I / I I / � \ \ \ \ \\\\ I l ') \ \ \ \ /
/ I I I I I I I i/ __ / 3 \ \ \ � \ ---- _ \ \ ( I \\ / / / /
/ / / I I I /------- --- °12/ ` \ \\ \ \ g- �\ � — \ -\� - I \ I \ \ \ \ \1 4 / I \\ \ \ \ \ \__ i / l/�/// ///// / i _
// / /// / // , I IIII I I / / / l \ �' \\ \\ \� \\\\ % — — \\ \ \ \\ / �'���� 1\ I / \ \ �\) \\\\ \ �/ � -\ \\\\\`\\\ \ \ \� ' / —/ / / //// ////
/ / — / // / / / 11 IIIIIII / / \ \ \ \\ \\ \\ \ \ \ / --- \ \ \ \ �I ". �''\ ,(� l POND3 \ -), \\\ \\ '7_� °DTI 1�J \\\\ \\ \ \� -.1 �� / / / / �/'/
/ -- III I / / --6 \ \ \\\\ \ \ \ \ \ \\ \\\ \ I \ \ \ \ \ �\ w �� I �� I \ \ 1\� 1 1I \ 1 / ) �� \\\\\\\ \\\\ \ - ��/��--� �/ / / / i /
j n / 1 ice- - // /// / / /
/ / / / / I I - - - - \ _ \ \\ J \ % \ DRAINAGE / / \\\ \ I � \\\\ \ \ - ,-� /
/ / / / /-- - / / 11111111I / / / / � _ / I I \ I) I \\\ \_� `\ \ \\\\ � -- \ \ \ \ \ \ \_/ ; V // / / 03L �o\ \ / \ /\II (( \ l\ \ \ \ �� ---'/ / / / //i // /
/ / / / I 1 1 / - I I \ \ - -1 y / / / s I (ll / /� / , ,� /�/ / / // /�
l // � /' / / / I IIII I I / __-_ / / I I I \\ _ \ ` c �\ I\ / \�� \ \ � w' - // // 1 J ' / ��^ 11 � - - /'' f - /
/ / - / / / / // / / I I I I _ / I \\ \\ s C \ 9 AREA I \ AC 1 \ `\ �II( r I 1 11 \�\\� /-%%r _ - /// '//'/' / / /
/ / / _ / II ( - \-_-bog / (/ I 1 \ O,\, 9� �\ / \ \� \ �\ - o �/ -�/ /// '� / \ \ l 11 / � 11 \ \ - r - -- // ,/ /
// // �/ �' ���� j /, /l II III / / / /� I I \\ \, cFtiO� /��--\\\ \\\ _� o O / / ; ( 1 / 1 �' 1 1 __ - - �j/ / /
/ / / / / // / / / -/ / / / / / I I / / �-- \ _ 60B- I I L \ \ F� TR / \ \ �- r �/ /r i'_ ) J I \ 1\\ O sy\\\ _ \\ ( \ \ - _ / /r---_ /
/ / / / / / // / / / // // I 1 I I I r --- \ / I \ \ I w TFp \(( l \\ \\� \ / /�J/ \ \ l� / — �� \ �i—/ � i�=----- —
/ / , / - //// / / / / /// / / I I / _ 6 // / 1 1 \ � 2�F \\\ _-\\ \\ \ / %/ - / / \ N l '1'� �- \ \- \ 1 \\\\ \ --_ ��--------- _/ / /
,�////// �/� /'/' /- / // / - 6 / // / // \ \\ (, \\\`\\ \\ - // r- -' / s �` \`�\ \\ \\ 1\ I -, ---
//// / / I I I / \ - 05' I I / / / / \ \\ �� z //� \ \
/ / / / / / / / / / I I I ' \\ / \ I 1 / /, / , , J \ \ \\ \\ �-.- - -/ / / / / \ \ \ \ - \\ \\ `\ I --� -�
/ / / / / / / — / I _ o \ I l / 1 / l \ I \ \\ / / / \ \ \ \ \\ \\ �,- s — —
/ / / �/ / // ' / / �-1 �/ /� // / / / // ,/ / / 1 �---- ,� \\ I ( / 1 1 / / \ \\�1 — / / / / cam\ \ \\ \\ \\ \\\` - / \� --- ---
\ �6 \ > / \ \ \ \� / / \ \ \\\ \\ \\ _ _ _ _
/ /�/ / \' / // �/ �/ /' /'/�%, �/ / / / , I I r ( /��-- --- \ ` 1 1 1 I I I I I I (r / / / / / \ � — �// POND 2 / r / �_s0 \ \ \ \ \� \ ✓� \1 \\ �� 1— ---
/ / / 1 I I / I 1)l / \\ -�/ � / _/ / ti. / - \ \ \\ \\ \\\\ C � > c1 11 \ \/- ----
��� ///, / , /, / / / ____-___ \ 1 I I I \ 1 // �I ,\_ / // DRAINAGE / �\ \ \\ \J\l f IIII -- —
/ I I - _ \ 1 I 11\\\ \I I l //J �� \ --�_/ > \\ \\\ \\l 1 r I / ,' \-
/ / / / / I I I I I \ v 6 erg° - J j AREA 7.60 AC / / Lo ( .6 1 \\ I ) 1 ��� /r �_ _ - - _
/j / �, /i / �/ / / / / / / / / / / / / / / / ,� F�, O �.- - \ 1 1 1 I I I I I I 1 I \ �� - \� _ " \ \ =-� / ( / - _ / ( / I I I 1 I I I l f / / i— - - �--� �-,,r
/ // // / // / / / / / / / / / , / // s� T�� \ I 1 1 I I I IIII I I I l\ \ / _ - 1 I // / --,� ='11 (ll
/ // / � / / / / � o��PT ��_-_,\ � \ \ I 1 I I III I 1 �---���\�� / ` � � � \,_,/f-__/ /�` J �- / _� ,-�_ � � � ���/ l/ %/JIJJ �� �� �� _ ;�� ��� _��� ��,\�-
/ / / N F / \ I I IIII I I 1\\ I1\\- � ,� \(//\\ \I \ - / - ( ) -1 / / / ter) JJ,/` /J '�. ,� - - \ \ -�__
// / / / / / // / / / / / / / / / / / / / p �- 1 -- _�= - I- -/ �& J /-- \ / ( / ` ��� // .1 >>-;�� '-/� / ,,//// / _-_.- -
/ / / / / // /- / 1 I I / / / �'� / \ 1 \ \ I I I I , \ \\ \ \�\ \ -__ J/ \ -N \ - \ �� / \- \ / / / _---_- \\\
/ // , � � / I I , , , / -- I I \ \ I' v �� _ _ � � I /, � I / / �� _ v
/ / / / / / / , J I I ( / / \ \ \ ov I I \ 1 1 \ \ \ �, I \\ \ y,.�I � _ - - - / oo ti-1 -, 1 \ ��; //�/ , � 11// ///�// _ — �- - �� � \ - _ _
II \ \ y �-/-- of ow \\ \��c� / --
/ / \ \ \ \ / / \ \ o l l ` \ _ \\ \ \\ \ - ti , • _ _ _ F 'I'T s 1 \ \\\ lcl \ 1, I III/� /// / \ \
/ I / / / / / / (/ / �/ J J \ \ \\ \ \\\ \\ \\ \ I / .� /_- \\\\ 1 l 1� \ /' � �' // \ \ \� \\\\�\ \_- -\\ )I� \\\ \\\\\\ \l�`� lO���F- .� -`� -- \~ /' ' ' '(_2�0 �T \ \1 li) 1 I(� ` N1 / / � -
J \ - \ \ - - -; / 8 w Fp 1 1 \ I )\\ 11( I 1 / 'D ; // /, // r \ \
l / ( - \ \ \ \ \ \ 1 / R8. \ \ / m 1 ) \ \ �\ \\ \ \\\\\ \\\plc O/ \-- / - -- 1/, / lJI ,,_ / // r - � \\` \ \ - /--
�l 1, / �/ l l ( / / // \ \ \ \ \ / �- \ \ \ \ \�---� � ��� �\ \ \ ,/, _�--- /F\ \ 11I1 1 - -_
\ \ \ .� 1 I 1 I 1 1( 1
/l l l ) \ I / V A \ \ \ \ \ 1 I V \ �� �� I V A \ --� \ v �A\ V \VA\v��� / �� „� / 1�. /� �`,,� i \ - .
// / l / -\ / / 1 \ \ ( / \ \ \ \\ _ _ \1 \ � I /Ij) IIIIIII/ 1 ( / /II, i ��tf-I �/ -___\ \ \ -i \
/ / / / ( \ I I ` / ) 1 I 1 \ \ \ l 1 1 / /- \ \\ \ / i / _ - \ \\� \1�) S\ \\\ ` \`` \�\ \ / - /-�� / .-- \\� - ' , I J1/ll(� 11 ( I ) \\ f )II II I �\ \\ \ \ \--_/ r=_��
''/ '/ / J \ \ \ \ \ �-- \ \ \ \ \ \ \ \ _ _ - ✓ / \ l l l l l J I I / \
_ — \ \
\ -- / ) ) ) \ \ \ \ \ \ \\ \ \`„� - - - \ _ 'I� \\ \ , - _ ` //// /1 I J // 11 I II ( 'D 111\
\ \ 1 \ \ / \ I / ( r f 1 I ;n /
/ " // / \ 1 I I ,5 s ) 111
// '( ( I I //J ( // / // / / / \ \ \ \ \ \ \ \ \ \ \ \ 1 1 I\ / ,\\� � ��; \ \ 1 1\ \ �l 1\1 / I� I j /- \ \\ \\\ \\ \ \ \ \ �- / - \� / j ,/ �,l / / / _ \ 1, l // � / / --_- / / -
I ( ( / / \ \ \ \ \ \ -- - - \ \ /� // (( 11 ( \ \ \ \ \ \ \ \\ — -� ^ \\ / / /i/ /Il �� l / J/ / / \ /
\ \ l ( I ( / -� / \ \ \ \ \ \ \ \ \ CWD H W 1 - \ \ % 11(' I I \ \ 1 \ \ � � ' ' - \ \ ` - ,,- %//%// / I / / / , uQ / /' / / /- `\ \ -
\\ \ \ \ \ \ 1 ( / _—_ / / / \ \ \ \ \ \ \ \ ___-- \ \ \ / / \ 1 I I \\ \ (/ \ \\ \ \ � --__— � ,�\— � — / 1 �' I / ---'
DRAINAGE � ` \ \\ 1 1 \ \\ \ \ \ \ / / \� _ /�//i / ////// // / / , \ \\ ,
I AREA 34.71 AC I I (/ - - - \ \\ \ \ \ \ \ I 1 \ \ 1 \ \ I \ ` I \ \ \ \\ \ \ \ \\ �- \ \-- � \ \ -, "' - "I �� = _ /// I I I I I J /, / // // / , / / ' ^ \ \ � /.-I
1 I \ \\ \ \ �� \ / \ (r ( I / / / ' /
\ \ \ \ \ I - 1 1 \ \ \ \ I I\ I I 1/ / / / \ - /
\ \\ \ \\ \ \ \ I I III , / \ \ \ I\ \ \ �� \ �-��_ J I ( 1 / / /// // / � i
\ \ \ I I --\ / I I I \ \ \ \\ \\\\\ \ \ \- �'' �`�° I I I l \\ \ ( I 1 \ \ \ \\\ I,- \ \ \ \ \ // ( l ) l
1 \ J / � 1/ / / / / \ / /
\ \\\� \\ 11 IIII / / \ _ �� `\ \ `` //// /
\ \ \ \ 1 I I / - / I ( \ \ \ ���\\ \\ \ \\\\ \ \- a\ ,\ ( I J \ \11 \ \ 1 I I \ \ \ \ \\\\ \ \ 1 \ / I 1 \_— �` ! /'' / - \, -
\ - /� J I > I \ \\� I` ( I 1 / ( / / / /
1 \ \ // I III ( , , /
I I 1 1 \ \ \ \\ 11 I I \ I 1 I I I / / /-\ J I I \ \\\ ` ;_�\`\\ \\ / \\\�\ \ \\� j /�/I� ( I\\ \ I 1 I I \ \ \ \\ \ \�� \ \ I 1 / J ( -_J�/, I / ) ! /'II (//%// / ,// / / \\_,`/
I I \\ I I 1 1 I / / \ - \ \ �- - `\\\\\\\ / / /��\ \\\\ \\� / , I / (I I \ 1 I \ \ \\ \ ��; \ \ \ / \ p -�`--i�/ J I ,// I I /! l' / /' - '-
I I I ) \ I \ \ \ \ 1 / `-- I 1 1 ` - --- - \\\ \\ /, I I � ` I l \ \\ ` \ \ \\ \\ \ \ I \ % ✓ f� /, / / ,/ / / / / / /// � � /,- ,
I I 1 \\ \ )\ - \ - \ \\\ ( ( \\ \\ �, / ��� I 1 \ \ I \ \l\ \\\\\\\ (\a I �\ '�\ / /ll l / / /
) , I 1 I I 1 \ \�\\\\\ \\\\ �(/ �. I I -- \\\\\\\\\ \\\ \> \\\ `\ \\\ � %� / / 1, ( I \\\ 1 �\ \ \ \ \ \ \\ \\\ \ 1 =1_\\\\ \ J � II // / // /j / /// / / / \ \ ///
l \ \ \ \\ \\\ _r-- \ \ \\\\ \ \\\ `\ \\\ ` '� \ ( ( 1 ) � l 1 \ I 1 \ \ \ , \ \ \ L- - \�"\ 1 I .� ` , i /�J% l// / /l l/ l / l // / -
/ / I 1 \ \ \ \ \ \ \ \\ \ _ - - , / / - - - \ \\\ \\\\ \ \ �/, 1 s 1 I ) I I I \ ` \ \ sHA��o ,-� � / '/ // , / / I / / - � / - / ,
/ / ) \ \\\\\ \\\1\\ / — I / / —\\\\\ \ \\\ \\\\\1 \1 \\\ \ \ �) ( 1 I /� I / / \ \\\ \ \ ENTRAT,-D \ \I \ r � .>\� i �,/ //j / // // / // //// / \\ \ \ // / / --/
i / \ \\ \ \\\ \ / / \ CON \
/ / / \ \ \\ \ \ \ 1 1 ) / / / /--\ \ \ \\ \\\\ \ 11 \ J / / � 1 ) \ \- \` FLOW - \ \ \ 1 ) ( / / / / / /
\ \\ 11 II \\ / / / / l /
�'_/ / / ` \ \ \\\ \\=1 111 ) ( /' ' / \ \1 I IIII IIII II 7" \ // \�� �I / / / �o I \\ \ \\J J / /' /'
`` \ \ �\ ,� \ �\ \O ` / //, / // /i / / / /i / // -, \ \ / / I /
/ \ \ \ 1 1 1 \ 1 1 \ / / I 1 I I III I I \„ R p o\ )1 ` J _ s�• / I / / �5go IJ i \ \ \ \ -3,33/ 804 �F 1 \ \ 1 \ \ \ ��., � ) w I / '// / // /, /�I /i // / \ \ / / / /
/ \ \\\\\ 1 \\\\ / / / , \ I II III 1111 // - o�� / ( I \ \ \ \1 \ \ l'\��r s \\ '� ) / , / //,/ / // -/ / //
II r /l I l 0 \ \\ \ \ \ \ / / / //i /�/ �- �\ / / //
- - / \ I I w I \ \ 1 1 1 //// / / // / / z � / // /
/ \` \\\ 111111 \\\ \ 11I //- � \\\ ,/ \l / I III IIII v�I$23.80 / \ \ SHEET / /� /J \ \ ) ��� (l \ 1 // // /// ///// // / - _ -/ / /
/ \ 1 \ I 1 \ 1 \ _ l \ ( 1 I I I I I I III II11 III �- I� \\ \\\� _F�ow / l /I/ POND 1 \ \ 1 I 1 \` 1 \ \ I � ) �\ )\ I \\� 1 r - f /l// /, // /,/„ / / / ��� J/ // /
- I I I I I 1 1 1 \ \ I I I I I I / �- \ \ — 300 �F, J < 1 \ \ 1 ) I / - '/ l / / l/ 11 / / / / / / - - - - / /
- / DRAINAGE \ I \ 1 / - - _ , _
\ I I / II I II \ \ �\ 1 I I ) 1/1 I� / I > /(//, // // /// / / // / -\-- /'/ /'/
__ I I I III 1 , 1 / \. � I I IIII III 11\, / _ n \� _ _ - / / , -�� \ � J / / // ,/ // / / � -_ / / '
_ I III I I I \ 1 1 / \ I I I I I I II11 �4 -�� - / ) / I 1 I / (/ / I I ( 1 / l l l 11 11 l // / � - - / 'l /
I I 1 1 I I \ \\ \ _ \ \ ( / f /
-___ = Ij /III11 I I 1\1 \\ 1 ( �-�\ \ \\ I I I I I 111111111 IIII ) I� I\�2 �// \ \\` � ,---/ JJ/� / AREA15.28AC - \ � \ \\ \ ( � ) ( ( ( 1 1 I I III/( /f/( l ( ( //(( /I/'I'/I (111 11111III( /// -_�'/' //
\\ / / 11 1 1 I / � 1\ I I IIIIII11) I 1 I I I /i �\ _\ \ l �,- , \ \� \ ` I t 11 J f l II I I II I I / _ //
.� / / / / I I I 1 1 \ - I I I I I I I I I � `1 --� r- �f / /� / / /� \ �__^-�/ 1 \ 1 ) \ 1 1 \ \ \ \\\ \ ( / 1 1 / l !I I I I I II I I I (( /
/ / J I \ \ \ II I II I l I I I I I / _ / ��
\`\`\ / / / / / / / I I I I I I I 1 \ 1 1 1 �\ 1 \ 1 / / 1 III III I I II I I I I \\ \ -l�_ -- -ter/ / / / i / ,/ �� I 1 l \ \ \ \ \ \ \ \ II, 1 / / r II I 11 I 1 I / _-//, //
\ \ / / / / 1 I I I I I 1 1 1 \ \ \ I I /�ll/ �I I ( \\ \ 1 I :�\\ - _ -J / r - ( 1 I ` \ \\ \ \ \ \ \ \ \\\IIJI ( / J I / I 1//I /Ill II III I 1 III 1 / r _ /, /i
�\ �/ / I I I I 1 I !/ / \\ \ \ \ Q \ -- � / - �/ 573- `\ \ J I I I III 1I IIII III \��_- //
\ r / / /, // / , I I I I I I 1 \ ( 1 1 -\ 1 \ \ \ \ \ l�l 11�1 /l l I \ \ \ \� , --, _ _ _ 1 1 \\ \\ \ \� \ \ \\11I1 1( l/ I I / / I II I I IIII \ 1 /- _-_'//�/
/ , I I I \ I \ \ \ \ \ \ / / //// //(1 1 1 \\\ `I — \�\�-\`_�J�/�-�� / , \ \\\ `;` ` \ 1 ,I / / / // /, ;11'11 IIII \\\ - ,
/ / I I I /� \ \ \ --/�/ / /// //// \ \ \ \� 1 - \ _ _ /,---/ �_ _1 �/ /--572\0 \\ ) \ \ \\ \ ` \ \\ III II 1// /, I 1 //� // / 'I I I I I l \ I / �_
l - / /// I / I 1 1 1 , \ \ \ \ \ ,, // / „ ) ) 1 1 \ \ \ \\ \ \\ �`�_ �_ \_�_ //- _- 1 ) l �\ \ \I I'k�\ I I I l l/,//// 1 III I I I I , 1 I I \ I , / ��— ���//
----� jam/ // / l I I I I I I I 1 // \� \ \\ \ \ \ \\ �/ , // /// // ( \ \ �\l\ \ �� �-.�- _�- _ - J �- I \ \ \ 1 11ti \ / ) I / / / / I I I ( / �-�/
_�� -- - / / I I I 1 \ \ \ // //// /// / / I \ ` \\ _ _ / \ \\ \\ I \ I �/ // // // / IIII I I 1\_\\\\ \ ( / - �/i
- \ l /
- / I I I I I I 1 / / \ \ \ \ \ \ \ i / / / l / / l ! 1 / \ - )\\ � �\ yeti - - _ � - � - „ - \ / 1 1 \\ \ \ \ I I 1 1111 � / // 1 I 1 I ( / � ";;
/ l I \ - \ / /i/ / I _ \\\\ . c '1' - / _ , i _ / \ ` J / l ) ( 1 ( \� l\ \ \\ I I I 1 I I l \) I //
\ II \ / / / I \ I I //
I I \ / \ \ \ \ , / // / � l I (/ / / / \ '� O F Z - - - - � - - _\ , I 1 S 1 f \ \ \ \ \\ �\ \ � �' S / ,1 1 I ` I I l 11 1 I I 1 \ �- \ \ \ ` 1 I I ( /
% .�--- -'' / J / I I I \ \ / / /1 \\ \ \ //// 1, I / / I l\\\ S9< <iF��_-` -� \ 1 I ( I J \\ 1 ( �- �I 1 I I , I I 1 \\ \1 I I / / / //
/ /--�- // / I I I ) ) \ \\ \ \ \ -� \\\ \\\\\ �/' //// /// II / / / / /�; L\�\ \\ 8 w p 1 // I \_ �' l , / I III\\\\ \,\\ I III III II 1 //( �I ( \ \ \ 1 I I III // ///i
/ J r \ ` \ �/ --\\\\ \ �� /////// / (/ // / \\J�\ 1 �F. /, i \\ 5 0✓ / J /// / J/l 11\\\ �\l/ r1\III III III 1I 1 11\ \\\ \ ,--\\\ III 1 \1\\ I I I I,II/1
/ l / J �,-�� ,/ / l 1 1 \ \\\\\\\\\r 1 \ \\\ \\ I I (/ //l// / / �'�'�\\ 1 l -� / - \\�� / / l Jj //// /�,,)\�1 II \� II\�1111I1111�11I I \\\ \ \\�--\ �\ IIII` \ \ \\�I \\\ ((1'l1
l \-- / / l / ) \\ L / \ - - - \ , / / / 1
/ r _ / I \ \ \ �\ l `\ \\ \ \ // / I / / / / / / / 1(i� `1 \ /_� L �19 I =f 1 -- \ ' - \ \ \ 0) / J� / r /,,'// J//J�� I )J) I f 1 Ill 11 I I I \ ` \\ \ \\ ---�� \ \�\ \\ \ \\ \ \\ \ \ `I
/ / / - / / I \ \\\ \ 1 \ \ / J // / \ �� - -\ _��cb-- / / / /"-/5� - i)/ r I 1 1 I I \ _ \ \ \\ II
�/ / i / I \ \ \ \\\ \ / , / I I (�/ / / / 1J ��\\ \ I \ \__ J / % / /�i �J�'���� / III 11 11 \ \ \ \ -� \ 1 \\\\`\ \` \\\\ \ \ 1
/ / / / - / / \ I \ \ \\\ \\\\ \__ / / 1 1 I (1 / l ( I ( I � III - \ \\ / _\ �\ _ /" \66 = / ram' ////' - \ I \ \ \ - \ \ \ \\ \ \\
/ / -- , / / ) \\ \ \ / / / I I I I I/ r \\\\ \ \ j' S /r/ J //�/ ✓ \ III I11 111 \ \ \ \\ \\ \ \\\\ \ \ \\ \\\IIII\\11 I I
/- I \ �\\ \ \ \ - _/- 0 / /_ _ \ III \ 11 1 \ \ \ \ _ \
/ / / / ` \I 11\I \ \\�\\ / ( ( IIIIIII \�\� �� ��( _ \\\ �\\\\ �- -, �/ �-\ " -� �- \ �• / �////� - � I`, I1 I\ \\\ \ \ \\ \ \ \\� \\ \ \\ \ \\1\ 1 1 11
/ _ - I --- \ \ \\\11 1 I111 1t1
/ / ,/ / / / 1 I vvv-/ -I I I I V A \ v� _--� vv v Vv \ I / �"-- �- /5 �`��' / �\ \ \ II I I \ v
\ \\ \\ \c� - ( // / -� \ \ ) 1 \1 \\ \ // - \ \ \ I
/ / / �- - - ,/ / -/ / J \ \ / \ \ I I \ 1 _- �\ \ \ \ \ _ ( \ _ / v // \ II 1 \ _-\\ \ 11\ I 1 Il 1111 ) II I II ////
/' ' / \\ \/- J \ `---__----- \ \ \� \\\ \ - / -' /i .�� � /1 / \ \\ I I I \\ \\\ / //, / / \ \\\ 1\ I I Il // �ll l%/l �l 11
/ / / - �/ I I \) \ \ / / \ �\ I I \ \ \ \ - 4\ \ \\\ \ / �_J -- ,/ �e - -� \ I 1\ \ \\ I II I l 11 l
1 - � \ \\\ \ \\ / / -- - -� 0 / <_ \ - \ \ // / 1 I I / / /
/ / / /^ _� // / / / / I / / / \\`\\/ / l \ --- -� -/ \ \ \\\\ \\ \ /\ / � ,--,-�%/ �� ,/ / 1 1 111 / 11 / / //
� 11 \ \ \\ \ \ - _ --` ,5 0 \\ I 1 II'1 \ ( I / / // ///
/ ,/// / ,/ /- - / / / 1 ( I (/ --\ \ \ l 1 l \ \ \ z � ^- n \ \\ \ \ \ \\\\� \ `- � �� \ �- /1-1 - --- />�/ / �� r r I\ I \ 11 / I I / //
--- / , , l I / \\ \\ ) \ - \ \ \ I(� \ \\ - / �J/ / - � 5,//--_-\ � \�\\ ( 1 I I\)11\\\II111(I!I/ \\ /)/IlJ I / !1 / l/ll/ 11/ / /
/ _ , J J / \ \ \ ( \ -- k 1 \ \ \ — \� �� 55 � ---\ _ , \ I \ 1 I / / l/ / 1 /l // , /i/ li/l///
J/ / / - \ \ \ �_ \ \ 1 I / 1 1 I /// / // / / //
(/ �// //// /�-�� ,-J- //// / / / \\ \ \ \ I l 1 \ � 1 \ ) ) 1,\I \ \ \ l ! 1 - -��� \\ \ 1� II� 1 IIII II \ / / // / // //// / / // // /,
/ / l v / I - v \ ) r } l ! A -, \ v �\ v I v v -� �� ���� v \v )1 l(( / / V 1 I II III / /// / / / / / / / // /// / �/
\ / l / 1 - ---__ / //' / / / / - \ \\11 \ 1 ���� t l\ \ \\ �\ \ �� \--� \\ -\ -- ' / "/550 - \ \ \l 1/JI / I ( ( (` /) I/11111\\ I //// �' j' j' //'// /% 11 ,'l ,l 11 /l,// //l�l
\` ( / / / /~ ,' /��/ / , ' /' J \ \ 1\\ / / / i �- \ \ \ / ' / // J / I l / 1 \� )_� \ 1 I i � I / //l) 11, l / \ / i / ///l / / // I IIII II I Il�lll l
r / \\ 1 / / - - - ,/ / / 1 1 \ ( (i \ // / I 1 - / / / " I/ I I I I f
\ / / I / 1 r/ / �/i-/ I J / 1 / / / \ \ \ \ � // "'-, // ( // 1 / l\ / / � / 1 ( I I I
\ I I l l / / ( / /�/ / /// / /� \ \ \\ s� / / ___I _ 1\1 - // /i // // / J /i / - \\ _ \ \ - , // \\ ��, /��////I i ��I�//�I 1` \ , J ///(/� I I I IIII I I III III I
J _ _ l I I \\ ) I I I I I I I I I I II
I I 1 l / / - / \ \ \ y // ` -\ � \ \_ - f / / f \ \ I I
/ / \ \ / / / - _ -� / /, / / I / \-- _-- - �/ 1 I / I11{ I I 1 \ I / IIII I 1 I 111 111 I II III 11
\ / , / �/ / \ \ _ _ ---- -- / - ) ) // �l a 1 I I'9 111 I I 1 \ \ \ \ \ 1 1 1 I I I 111 Il l III I
\ \ I l 1 1 \ / / I / / , \ \ �' .� / / SHALLOW / / /
� ( \ 1 V // 1 11 I I I I
1 1 / 11 \ \ / //��� ` �)II I1 \ \ \\ \ \1 \ \1 1I III/,111I111 IIII
\ / / \_ o - - / - / / ) / \ \ _ ) ) / ( I \ I ` \ \ 1 I 1 II II II
\ \ O / CONCENTRATED' Rc� — / i — / J \ _ ` _ _ \ _ — — — / I \ \ \ � \ \ /
\ - I V A / / ) ) ) \v �X` -2,32X � .1� ,�-z,�zx ( I _ - A ReY - - - /
I / (/ i °� ( I I \ v \ I 11 l l
\\\( / 1 \\ \\�\\ ` \ �� \ \ ( - _ Inw - -�-e' _ �/ �_ - �-�°� 5a- '� r `%\ 1 I / ' //,/�f�l (, l/ \\ `\ \ \ l /1 //I / //l /// /l /I/
\ \\ - \ \ \ \\ — -- I ( \ j_ _ Pa22,2 443o LF' / ° _ — --9HU �'— OH — — = '� \ I I / II / f I \ I k 1 \ \ \ \ \ , \ \ I I I 1 l / / / // / // / /// // / / //
\\ / \ \ \\\\ _ 1 I 11I \ \ \ \ \\\ / / // //// /// ////
\\\\\ ( \ \ \ \\\\��\\\\ \ \\ \\ 1 \ ��— 1 ----- — — --- — -- 1 \ / I I III �III1 \ I ( e 5'/I/ ll \\\\ \\\ III I I 1 /// / / /�/ / // �/ / /// \i /,%/
_ M w _ / I II I \\ \\ \ \ // // / / // / /
\ V \ \ v VA \ A \ ,� J A — �` RVIEW ROAD — NC HWY 218= �� — — f—_ M �FAIRMEW ROAD NC _HWY 218= _ --- — — — _ — �� \( 1% I J 1 / A 11 11 \ \ \ \ V'\ \ } I I / / /// / // / /// // /
\�_ \` \ \ \\ I 1 r/ _ ' __--- �\ ` -�� % w= _ - w— I )I / ( \\ \ / / // / /'
/ // / / /i
\ -- ��� -\ _-��� / I I J 1 1 > \ \ \ III I I / / / // / / / /
I ( \ l I 2 1 \ \ ) l l 1 1 I / l / / / / /A / / ///� /�
V1 ,, , - �� E------ �' 1 � - v _ _ %1�/. ! 1 � ,, _ I I �R , A , I I / ) I l/ 1 l/ /, ////////////,,,/, �;
v v I \ 1 1 1 ( 5g4_ 's�ss�5 "s8> °0 °� 5go- sy sa95 ,58 s8 ,\ s�s�� s s� s> s> - �s� s�Iuv�> 6 Rcp / _ / �� ��� 1 1\ - v I I I 1 ( /l / 11 / l ! l l 1, / / //�/
\\\V v I 1 11AV 1 \1 1 �'��-- ` v v 2. �8 CWD CB 5 � v 3. � 6 s� 4,,_ ,� 2� �° �� °� ,v _- --v _ \ o� I I I I 'l / 1 / l 1 / l l / l / / /
v v 1 I I v v A A �� v \ ��vv / �52 -�s I I I I I I I I I I/ /// / /! 111/ 111 Il 1 /l /ll ///ll I/ /,
\ I \ \ \\ \ \ \ \ \ \\ �\ \ 1\ �\ \ 1� /� (D' , i / o-- l ( I 1 / l / l I (
I I 1\ I v A \ DRAINAGE v \ ussE22 ROAD / 7 Pt I I I I /// 1 II I I I I I/ / Ill/ ll/l l l l
\ \ \ I I //, I I ) 1 \\ \ 1 ( \ \ \ \ \ \\ J� I � ) \ \ ` \ \ -- - s '� �I 1 I I I / / I I 1
v v / 554 s v )1 �Nv 1 I 1 I I l / I l l l / I I I I
\� v v v I �_ / III 1111A � 1 V A v v v v A I I / �� A V v� v / -) / / ysue � \ , ���_ L / / ) ` \ I 1 1 I I II II 111 1 ll l if llll 1 II I
\ \ \ \ < < / _ _ - J/// J I III \ \ 1 \ \ \ AREA 4.48 AC 1 / `-/� ` \\ \ \ \ _ \ - /I �� r \ \ \ \\ \ 1 I I I 1 I III 1 I 1 11 I I I 11111 I I I I III II II III II I� I� 1 I
/// 1 \\ 1 ) 1 / / o \ \ \ � , / \\�\�s� o , / \ \1
\ \ \ _ 1 \ \ \ \ ( / / / , \ \ \ \ \ \ I l , �_ I -,� \ \ I I I 1 1 III I I III I 1
\ , / r �l ,I � � �' / ) A� 1 \ \ III 1 1 \I \ \I I I
`\ 1 ? l ( _ / / ) I l 1 1 1 1 1 \ \ \ \ \ \ \ \ \ \ / I \ �� �� ". / � _ ` \ \ 1 I \1 \ \ \ \\ 1 I 1 111 1 I 1 IIII I I I I l \\\ -
\ \ \ 1 I /^ 1 I I I I \ \ \\ \ \ \ \ / / / \ \ \ \ \ \_ / \ 1 1 , �r\nD3��,�� ,r � � / \ 1 __
1 I I I I / /_�_ / / I I I I 1 1 I \ \_� \ \ \ \ ` l ( / ) \ \ \\ \\ \ \ / \ I ( / / /// ()5`On>> d _If r (,- ��` /- �_� / \ I \\\ \ \\ 1 I111 11 IIII I\`���
\\ / / / J 1 \ \ \ \ \ \ / "� � �\ � J 11\ I \ \ \ \ \\\ \ 11 I11I III I II II
l \ / / ° �> / J I \ \ \ \ V A \\
1 I 1 I I I \ / / �/ / I I I 1 I I I \ \\ \ \ 1 ` / \ \ \ 1 // /// / �'� :��� �\ �� I �' _ / 11 \\ \ \ \�\ \111 I 11 111 I \ \`� r
I 1 \ \ / / / I \ \ \ \ \ \ \ I ) I Mc 1 / / \ \ \ \ / /// // / /// /// /�A \ ��. / \\\ \ \ \ \ I II I
1111 I 11 I (IIII III Ill \ —
1 1 1 \ ( / / � , / I 1 I 1 ) _ \ \ \ \ \ \ \ \ \ ) / N\< I \ \ I \ / / l / / / //i / � l l(l l ( \ \ ,0 �� I = �/ j �' � / � \ \ \ 1 I 1 I I I I I I
\ \ \ \\ I J I I I I / \ \ I / o \ \ \__ \/ // / / / ) I , / I I \\
( \ /- / / / v v v / // //. /C s<<, I) , - -/ /// J I IJ II IIII III I Il 1\ i
1 I l - - / / I I / \ \\ \ \ I ( ' I ' / \ // // / / / �/i /� �� / n / /' / I / / 111 111 \ \ �,
I I ) I I I -- / / / \ \ \ \ `\ I 1 I ( / ' / /1 / / \ / , �/ / 1 / // r � \ I I w�-,/,, , , 1 1/� 1 Illl 1\` ,;
/ / U/,/ // / / / I11\ 1 \—
_ _ / v I ( 0 / I vy\_ _ _ —
/ I I I , / / / / \ v \ I 1 / l l l / / I� i �_�� / / / / l l/ I Il \\\ Vv � _
I I / / I —v v v v v v A \ \ \ \ 1 I _ — / //// / / // / / / /f v v �I, 101_� / I ( l / / 1 \1 \ ��_� = -
/ 1 / / , / / / ( \ \ \ \\ \ \ \ \ \ \ 11 I I I I - / 1 - / / / // / / // / / /% // \ \ / 11 1 /
/ / / I l (\ / / / / / / / / ( \ \ \ \ \ \ \ I I I \ \ 1 I I ( / / � / / l l l / / 1 �/ I / j / / _,�D � \\ \\( \ \ 1\1\\\ \ \\ \\� ' - -
I \ 1 / / / I \ \ 1 1 1 1 I / - / / / / l / / \ / l 111 // // \ \\ �\ I l \ \ \\\\� `1 �\_-
I \ 1 \ I 1 ( 1 \ 1 \\ \ \ \ ' , - / i / / / I \ \\ \ I I I I I 1 1 + I I I / - / / / / //, / /�///i / / / \ / / \ \\ \ _ -
\ \ \ / I \ \ ` \ \ \ I 1 1 1 I I I - / - - / �, / / / / / l l / / // \ / //I 111 j 1 / l ' / -1 \ \�\ \\�� \ \ \ I \\ \
=vn. .171 nw no .... 7.7-- of 7..���+., TI IC 1n 77 11. 7... HFI Calciilatinna - VVinannn Siihrlivisinn '
0)o
>-
00 U
O
O N
N O
U c
O
a
'
>.—
Z
�
U
/�
W
3
Uz
5(D°'3
�N
�c3Now
w<U
LLJ
=—UQ�
J m
>
N Lo
0, , O
Ov000�m
N
mUU
a� -
(zz
,,^^
vI
5-
wU>
�
o
wQ�
c
U
i ^
o
Zwv)
�Qo
`
}
—
w U z
U
O `�
-
zzU
Qz
Q
-c
N
a
U
z
Q
J �
o
CN �
V)
r�
00 O
a
0
J
Q
N
v�
5
NORTH ARROW
0 60 120 24
GRAPHIC SCALE 1 '=120 FT.
�%%%IIlilt/,
AL
23557 °
-A Z Zo--2o/9
;''Li��F �a I
''. O� NGINE``a \�/ --
V)
Q
w
Q/
Q
Z �u
O CD
Z Q
�\ � Z
/ Z
0 0 QO
U
m
� Q
� o O
V) � z F-
(J,z
w - w
Z � >-
Q Q
O IL � �
"' (D O
C) = I
Z � \w
Lu
C)
F-
V)
O
REVISIONS:
3-21-19 - NCDOT COMMENTS
6-1-19 - ACOE COMMENTS
9-12-19 - COUNTY UTILITY CC
EX06 - POST DEV DR AREA.DW G
PROJECT NUMBER: 217053
DATE: 08/9/2017 DRAWN BY: HFI
SHEET E 06OF 31
-- ----- - --- - Page169

CWD CB5
LOT: 1
SF:42914
60'x60'
CB4
4,886 SF
0.1 1 AC
CB3
I
1
1 /
1
I ;
I
.1 1
1' 1 FES 10
/
i
/ i/ 60,724 SF
LOT: 2 i ;/ 1.39 AC
i
LOT.3 60X5p'
FES 5 /
58,506 SF
1.34 AC
60'x50'
J
`\
0.11 AC
51
\1
FES 10
1
�
\ \
CWD HW 1
CWD FES6
C B 2
CB 3
3,126 SF
;
CB 9
0.07 AC
CB 7B (DOUBLE) \
CB 2 //
3,141 SF
/
C13713
0.07 AC
3,780 SF
!
0.09 AC
i
C137A
\
/
4,180 SF
5,32 63 SF
0.10 AC
C
o I
CB
i
1 i CWD HW 2
�
1 I
i
CB 7A
GO
i
T3.C85
9
3 SFA C
60,X60,
\ \ SEC vs �IE \
\
LOT:4 \ /
SF:49497
60'x60'
FES 12
41,912SF
0.96 AC
CB 13
12
CB 11
3,757 SF
0.09 AC
LOT: 5
SF:42525
FES 14
51,681 SF
1.19 AC
CB 13 \
444 SF
06 AC
SF�40531
60k60,
FES 17
57,166 SF SF . 63379
1.31 AC
CB 8
WINO
SON \
GD
9,767 SF
CB 17
FES 18
0.22 A
5,246 SF
\
� !
.
/
0.12 AC
_O
CB 17
I
\
i
60'x50'
LOT: 25
I
_
I
I
SF : 42832
I I
I
I \
1
I
I
.1 1
\
i .
1
LOT:26
1 \
1
S F : 78426
1
` \\
FES 6
`
\ \
1
\
I
/ I
I
I
I /
I
/
j I
i
; i
I
I /
I /
/
1 !
1
;
i
\
Cu 16
5,270 SF
CB 22
0.12 AC
\
3,880 SF
60'x60'
60k6p
\
C
CB 16
CB 23
CB 16A
3,984 SF
3,327 SF
/
0.09 AC
0.08 AC
\
60k6p,
\
CB 1 bA
I
/ /
/
I
i�
/i
I
CB 16B
!
8,541
SF
i
0.20
AC
1 !
I
LOT: 24
LOT:23
CB 16B
!
1
SF:42174
SF:44607
i
LOT:22
i !
i
SF:42733
`
1
60k
CB 16C 1
r/
1,541 SF
LOT:
!
0.04 AC
S F : 73384
I
I I
I I
I 1
II
I
I
CB 16C
I.
I
I
' i
I j
FES 15
I j
! !
! I
1 i
1
i i
I j
I j
I
I j
I I
I i
.I
ii
1\i
ii
i
.1
CS 1 / Z
I - ♦ i
I \
m ,�!
II `, ♦. - - OF FES 1 i
♦ ♦.- --♦
I o .- .
I o ` ♦�
I C2
I
`
N< \
�.
,\
i 1
LOT: 27
♦\
SF : 277603
U
♦�
=Vn7 Bn CT nC\/ nQ no AOCA nXA/n DI nT-
EMI 44 4G 7n10
A-n4 E)KA
it
i
V /
1 ,
�i
i
/1
HFI Calcillatinn.q \A/inRnnrl Silhrli\/isinn
LOT: 9
SF:65407
\ cy
FES 26B
co
CB 26A A \
2,403 SF CB 27
0.06 AC CB 26 (DOUBLE) \
CB 23
/( \ 1
I
6pX40,
II
LOT: 20 JB 25A �� / / 60k60
SF:60090
I
1 LOT: 19
SF:42036
I
I
I
JB 25B
FES 26B
30,219 SF
0\
S0k60'
LOT: 10
SF:40,93
FES 27
40,040 SF /
0.92 AC
CB26'
CB 25 4,770 SF
1,617SF 0.11 AC
1
FES 21
1 r \
i
ll I
� l �
1
OF FES 2
B 25 (DOUBLE)
\
60 k60'
LOT: 18
SF:42036
G
O _
m
N
m
m
0
w
LOT: 1 1
SF:40193
FES 28
67,519 SF
1.55 AC
CB 29 �
2,874 SF
\ 0.07 AC
60k60,
CB 30
1,699 SF
0.04 AC
LOT: 17
SF:42036
FES 31 LOT.
43,508 SF F : 40193
1.00 A C
60 k60'
CB 33
SF
'RIVE C
LOT: 13
SF:40,94
FES 32
31,713 SF
0.73 AC S 34F26,,�'
44 S
F
1 AC
6pk6p,
B
CB 39A
6pk60' 4 / 76,098 SF
0.14 AC� \
LOT: 16
SF:42036
/ � 1
l�
l�
I
CB 39B
10,273 SF
0.24 AC
6pk50,
LOT: 15
SF:420
LOT: 14
SF:40790
FES 37
29,639 SI
0.68 AC
0
5,
c U
O N
N
N O
U CD
'>21)
M N d
U w xk
O
3
Npw
LL
c
W
E
7
=
L26
a0
-
J p
1
a O,
pmw
U
C 4 c)
O
N O
Lrs
m
m U o
CD
rI ♦
L
• i
%
C,:)
U
i
Zwv�i
Q p
n
,
}
]z
w U Z
N Q
W
i
Z
z
�
Q
N
7
U
Z
Q
J Lrs
oN
00
�OC)o
�
Q
N
E
V�
5
NORTH ARROW
0 60 120 24
GRAPHIC SCALE 1 '=120 FT.
�000 ES
�AL -
° 23557 _
�\ 0 o°�
VI
Lu
Z
�
O
Q
z
Lu
�
V
Q0
0
o
Z
Z
o
U
O
v I
Q
r
J
OQ
ZZ
�
�
Z
IL
0
Z
W
Z
_
�
U
U
REVISIONS:
3-21-19 - NCDOT COMMENTS
6-1-19 - ACOE COMMENTS
9-12-19 - COUNTY UTILITY COMP
10-24-19 - NCDOT COMMEN
EX07 - POST DEV CB DR AREA.DW G
PROJECT NUMBER: 217053
DATE: 08/9/2017 DRAWN BY: HFI
SHEET " `O 7
Page170