2023-02-23 Stormwater & EC Report Combined

CENTRAL CAROLINA
ENTERPRISE PARK
LOT #9
SANFORD, NC
STORMWATER AND EROSION CONTROL REPORT
FEBRUARY 22, 2023
CE GROUP
301 GLENWOODAVENUE, SUITE220, RALEIGH, NC27603
Phone: [phone] License # C-1739

TABLE OF CONTENTS
I. INTRODUCTION
II. METHODOLOGY
III. SUMMARY OF RUN-OFF RESULTS
IV. PLANNED EROSION CONTROL MEASURES
V. CONCLUSION
APPENDICES
A. PROJECT MAPS
1. VICINITY MAP
2. NRCS SOILS MAP
3. USGS QUADRANGLE MAP
4. FEMA FIRMETTE
B. EROSION CONTROL CALCULATIONS
C. STORM DRAINAGE CALCULATIONS
D. WET POND CALCULATIONS
E. PRECIPITATION DATA
F. DRAINAGE AREA MAPS
1. DRAINAGE AREA MAPS FOR EROSION CONTROL DESIGN
i. SKIMMER BASIN DESIGN DRAINAGE AREA MAP
ii. DIVERSION DITCH DESIGN DRAINAGE AREA MAP
2. DRAINAGE AREA MAPS FOR WET POND CALCULATIONS
i. PRE -DEVELOPED DRAINAGE AREA MAP
ii. POST -DEVELOPED DRAINAGE AREA MAP
3. DRAINAGE AREA MAPS FOR STORM DRAINAGE DESIGN

I. INTRODUCTION
The proposed development is for a 117,133 sf shell building for a future Industrial use.
The site is located within the Central Carolina Enterprise Park (CCEP) and
specifically mid way down Enterprise Park Drive between Colon Road and Womack
Road in Sanford, North Carolina, south of Lots #6, which is currently being
developed.
The site is bordered to the West by Enterprise Park Drive, to the North by CCEP Lot
#6, and to the East and South by undeveloped and residential parcels adjacent to the
extents of CCEP.
The general topography of the site is mildly steep, with elevations ranging from 265'
to 235' above mean sea level. The existing site area drains to the buffers on the
northern and southeastern borders of the site. The site almost entirely wooded area
and after construction will be composed of several different land covers including
impervious, grassed and wooded areas. Soils in the phase include Mayodan fine sandy
loam (Mf) and MfE) - Hydrologic Soils Group B, Chewacla silt loam (Ch) -
Hydrologic Soils Group B/D, and Nanford Silt Loam (NaB) - Hydrologic Soils Group
B. The site falls within the FEMA Flood Insurance Rate Map 3710965500J dated
09/06/2006 and the 100 year flood plain is present on the southern border of the site,
near the buffered area and existing sanitary sewer easement. All disturbed area and
construction will take place outside of this flood plain. The site is within a WS-IV
watershed and must adhere to all rules and regulations regarding stormwater
discussed in this report.
The full buildout of the project will consist of a 117,133 sf building, with the
associated parking, truck delivery areas, utilities, storm drainage and stormwater
facilities. The sanitary sewer will tie into the existing sanitary sewer manhole on the
site.
Due to the proposed increase in impervious area generated by this site, a Wet Pond is
proposed to limit runoff. The Storm Drainage system and wet pond will be able to
capture the majority of the runoff generated by this site. The wet pond outlet drains
to the buffer area on the south side of the site.

II. METHODOLOGY
To control runoff from the construction of the project, a wet pond is proposed to
capture a majority of the site. Sizing was based on controlling the 1-Year, 24 hour
storm. The pre -developed vs. post -developed calculations were performed using
Hydraflow Hydrographs 2004 to analyze these storms. The pond utilizes a riser
structure, outlet pipe, and outlet dissipator which drains into an existing buffer at the
edge of the property. The 100-year storm utilizes the emergency spillway but leaves
over a foot of freeboard from the top of the pond. The time of concentration for the
pre -developed and post -developed conditions were calculated using TR-55
methodology and the proposed and existing contours. The "C" values and "n" values
used in stormwater calculations were determined using the NCDEQ Stormwater
Design Manual. Curve Numbers (CN) were determined using the TR-55 manual. All
Stormwater Pond calculations are in Appendix D of this report. The drainage area
maps are located in Appendix F of this report.
The storm drainage was designed using Hydraflow Storm Sewers 2016 and Hydraflow
Express. The storm drainage can safely handle the 10-year storm for the Sanford,
North Carolina area. The Hydraflow software uses the rational equation, composite
"C" values and the drainage area to calculate the hydraulic grade line through the
pipe and/or pipe network. Pipe sizes are determined from the location of the
hydraulic grade line in the system to keep the HGL from exiting through the storm
structures on site or flowing out of the swale they are connected to.
The erosion control design for this site was created using information noted in
the North Carolina Sediment and Erosion Control Planning and Design Manual, latest
edition. All measures are designed for the 10-year frequency storm. All of the design
elements are noted in the attached spreadsheets in Appendix B.

III. SUMMARY OF RUN-OFF RESULTS
Pre -Developed
Post -Developed
Drainage Area
1-Year
1-Year Discharge
Discharge
with Pond
Pond
Discharge
2.831 cfs
2.423 cfs
VI. PLANNED EROSION CONTROL MEASURES
Erosion Control Measures shall comply with the North Carolina Sediment and
Erosion Control Planning and Design Manual, latest edition.
Temporary Gravel Construction Entrance
A temporary Gravel Construction entrance will be constructed at the entrance to site
on the existing Enterprise Park Drive. This will be the only entrance that
construction vehicles may use to access the site.
In addition, during wet weather, vehicle tires may need to be washed in order to
prevent offsite tracking of sediment.
Temporary Silt Fence
Temporary silt fence will be placed along perimeter of the disturbed areas. This will
be done as necessary to keep any sediment from leaving the site and to protect the
existing vegetation.
Temporary Silt Fence Openings
Temporary Silt Fence Openings have been placed at strategic locations along the
proposed silt fence to allow for relief points for the silt fence.

Temporary Riser Basin with Skimmer
One temporary Riser Basin with Skimmer's will be installed (TSB 1) in order
to trap sediment and prevent runoff from leaving the site too quickly. The skimmer
will connect to the proposed wet pond outlet structure as indicated in the
construction drawings. Upon stabilization of final grading, the skimmer basin will be
cleaned out and brought to final grade for the proposed Wet Pond.
Temporary Skimmer Basin
One temporary skimmer Basins are proposed in Stage 1 of the erosion control plan to
trap sediment during the clearing and grading operations.
Temporary Diversion Ditches
Temporary Diversion Ditches will be installed to convey runoff during construction
towards the Temporary Skimmer / Riser Basins. They will be lined with a temporary
erosion control matting, as specified on the Construction Drawings and will have
temporary stone check dams installed at every 2' vertical elevation drop.
Permanent Diversion Swale
A permanent diversion will be installed to convey runoff during construction from an
existing culvert running underneath Enterprise Park drive to the buffer / floodplain
area on the southern corner of the site. The swale will be lined with a permanent
erosion control matting, as specified on the Construction Drawings and will have
temporary stone check dams installed at every 2' vertical elevation drop.
Rolled Erosion Control Matting
Rolled erosion control matting (North American Green 5150 Temporary Erosion
Control Matting) will be applied to any slopes that are 3:1 or steeper.
V. CONCLUSION
It is our professional opinion that the planned erosion control measures and
stormwater control measures that are planned for the development of this project will
adequately and safely meet the needs and requirements of the State of North Carolina
and the City of Sanford/Lee County. The stormwater control measures achieve
discharge control requirements for the project and will safely handle up to the 100-
year storm.

APPENDICES

APPENDIX A
PROJECT MAPS

APPENDIX B
EROSION CONTROL CALCULATIONS

TEMPORARY SHIMMER BASIN SIZING
Project CCEP - Lot #9 Calcs by JCH
Project No. 200-107 Date 2/19/2021
Skimmer Basin ID TSB #1
Drainage Area Data
Area (square feet)
Area (acres)
Rational 'c'
Disturbed area
184003 sf
4.22 ac.
0.50
Undisturbed wooded area
15288 sf
0.35 ac.
0.15
Undisturbed grassy area
0 sf
0.00 ac.
0.15
hnpervious Area
0 sf
0.00 ac.
0.95
Total drainage area to basin 4.58 ac.
Composite Rational 'c' 0.47
Calculate Rainfall Intensity
IDF curves for Sanford, NC
Return Period
9
h
Intensity
10
195
22
7.67 in/hr
25
232
23
8.45 in/hr
Runoff Calculations Rainfall Runoff
10-year storm
7.67 in/hr
16.6 cfs
25-year storm
8.45 in/hr
18.3 cfs
Skimmer Basin Design Data and Constraints
Required skimmer basin volume
1,800
cubic feet per disturbed acre
Required skimmer basin surface area
435
x Q(10)
Skimmer Basin Dimensions
Bottom length
110.0 ft
Bottom width
55.0 ft
Bottom Elevation
245.0 ft
Sediment depth
2.0 ft
Freeboard (from sediment depth)
1.5 ft
Side slopes
3.0 H:1 V
Spillway length
20.0 ft
Height of berm
3.5 ft
Top ofbasin length
131.0 ft
Top ofbasin width
76.0 ft
Top ofbasin elevation
248.5 ft
Skimmer Basin Data
Required
Provided
Sediment storage volume
7603 cu. ft.
14170 cu. ft.
Sediment surface area
7220 sq. ft.
8170 sq. ft.
Sediment storage depth
3.5 ft. (max.)
2.0 ft
Basin bottom length to width ratio
2.OL:1 W (min)
2.OL:1 W
Spillway length
8.0 ft. (min)
20.0 ft
Spillway elevation
247.0 ft. (min)
247.0 ft
10-Year flow depth over spillway
0.50 ft. (max)
0.42 ft
Freeboard at 10-Year discharge
1.00 ft. (min)
1.08 ft
Skimmer Size
2
2
Skimmer Orifice Size
1.7
1.7
Draw Down Time
2-5 Days
3 Days
Note:
Calculations based on NC Sediment and Erosion Control Manual

Calculate Skimmer Size
Basin Volume in Cubic Feet 7,603 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 3 Days Orifice Radius 0.8 Inch[es]
Orifice Diameter 1.7 Inch[es]
`In NC assume 3 days to drain

TEMPORARY SHIMMER BASIN SIZING
Project CCEP - Lot #9 Calcs by JCH
Project No. 200-107 Date 2/19/2021
Skimmer Basin ID TSB #2
Drainage Area Data
Area (square feet)
Area (acres)
Rational 'c'
Disturbed area
157085 sf
3.61 ac.
0.50
Undisturbed wooded area
0 sf
0.00 ac.
0.15
Undisturbed grassy area
0 sf
0.00 ac.
0.15
hnpervious Area
0 sf
0.00 ac.
0.95
Total drainage area to basin 3.61 ac.
Composite Rational 'c' 0.50
Calculate Rainfall Intensity
IDF curves for Sanford, NC
Return Period
9
h
Intensity
10
195
22
7.67 in/hr
25
232
23
8.45 in/hr
Runoff Calculations Rainfall Runoff
10-year storm
7.67 in/hr
13.8 cfs
25-year storm
8.45 in/hr
15.2 cfs
Skimmer Basin Design Data and Constraints
Required skimmer basin volume
1,800
cubic feet per disturbed acre
Required skimmer basin surface area
435
x Q(10)
Skimmer Basin Dimensions
Bottom length
100.0 ft
Bottom width
50.0 ft
Bottom Elevation
244.0 ft
Sediment depth
2.0 ft
Freeboard (from sediment depth)
1.5 ft
Side slopes
3.0 H:1 V
Spillway length
15.0 ft
Height of berm
3.5 ft
Top ofbasin length
121.0 ft
Top ofbasin width
71.0 ft
Top ofbasin elevation
247.5 ft
Skimmer Basin Data
Required
Provided
Sediment storage volume
6491 cu. ft.
11890 cu. ft.
Sediment surface area
6020 sq. ft.
6940 sq. ft.
Sediment storage depth
3.5 ft. (max.)
2.0 ft
Basin bottom length to width ratio
2.OL:1 W (min)
2.OL:1 W
Spillway length
8.0 ft. (min)
15.0 ft
Spillway elevation
246.0 ft. (min)
246.0 ft
10-Year flow depth over spillway
0.50 ft. (max)
0.45 ft
Freeboard at 10-Year discharge
1.00 ft. (min)
1.05 ft
Skimmer Size
2
2
Skimmer Orifice Size
1.7
1.7
Draw Down Time
2-5 Days
3 Days
Note:
Calculations based on NC Sediment and Erosion Control Manual

Calculate Skimmer Size
Basin Volume in Cubic Feet 6,491 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 3 Days Orifice Radius 0.8 Inch[es]
Orifice Diameter 1.6 Inch[es]
`In NC assume 3 days to drain

Project Name:
CCHP - Lot #9
Project Name:
CCPY - Lot #9
Std. C-Values
Project Number:
200-107
Project Nomber:
200-107
Dist bed 0.5
Date:
2/19/2021
Date:
2/19/2021
11=III=1_I1=
Woods 0.5
LocaRon:
Sanford, NC
Location:
Sanford, NC
Paved 0.9
Design Storm Return Year:
10
Design Storm Return Year:
10
—
Grossed 0.5
Rainfall ltensity:
7.67
Rainfall ltemity:
7.67
Designer:
JCH
Designer:
JCH
Swale Calculations
E, .. t DS75

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Feb 22 2021
DRIVEWAY CULVERT (FES 131 TO FES 132)
Invert Elev Dn (ft)
= 253.75
Calculations
Pipe Length (ft)
= 87.00
Qmin (cfs)
= 3.31
Slope (%)
= 4.31
Qmax (cfs)
= 3.31
Invert Elev Up (ft)
= 257.50
Tailwater Elev (ft)
_ (dc+D)/2
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
= 18.0
Qtotal (cfs)
= 3.31
No. Barrels
= 1
Qpipe (cfs)
= 3.31
n-Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 2.39
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 4.15
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 254.85
HGL Up (ft)
= 258.19
Embankment
Hw Elev (ft)
= 258.46
Top Elevation (ft)
= 262.00
Hw/D (ft)
= 0.64
Top Width (ft)
= 25.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 0.00
Elev (ft}
2v .
2.Fr .
251.44
0 10 20 30 40 50 60 7-
ClrcularCulvert - HGL - Embank
DRIVEWAY CULVERT IFE5 134 TO FES 132)
Hvi Depth (ft:,
3.5
1.5
-0.50
-2.50
-4.50
-6.50
90 100 110 120 130
Reach (ft)

CCEP-LOT9
CCEP LOT 9
LOCATION
Sanford, NC
ADDITIONAL INFORMATION
Storm Outlet Structure
FES No.= B1
Pipe Dia=
18
in
Q25 =
3.31
cfs
Qfull = 21.78
cfs
Vfull = 12.29
fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Dissipater Design
DATE
02/22/21
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
PROJECT NO
200-107
BY
JCH
CHECKED BY
# of Barrels Quo/Qfull = 0.15
1 V/Vfull = 0.72
V = 8.8 fps
Use 18in for chart
Zone = 2
D50 = 8 in
DMAX = 12 in
Riprap Class = B
Apron Thickness = 18 in
Apron Length = 9.0 ft
Apron Width = 3xDia = 4.5 ft
Weight of Rip -rap = 4.00 Tons
For multiple barrels, Zone and length calcs include 1.25 factor of correction.
XI
P:\200 ( Lee -Moore )\200-107 (Lee County Industrial Park)\Lot #9\Engineering\Erosion Control\2021-02-19 Rip Rap Outlet Dissipator Design.xls
LATEST REVISION: 2/22/2021 2:58 PM Page 1 OF 4

Design Data
NCDOT Riprap
Class
Midrange Stone Dia (D50)
Min. Required Apron Thickness
Dmax
A
4in
9
6
B
8in
18
12
1
10in
22.5
15
2
14in
31.5
21
Dmax
= D50 x 1.5
Thickness
= Dmax x 1.5
Page 2

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TEMPORARY SKIMMER BASIN SIZING
Project CCEP Lot 9
Project No. 200-107
Skimmer Basin ID TRB #1
Calcs by JCH
Date 1/12/2023
Drainage Area Data
Area
Rational'C"
Disturbed area
9.06 ac.
0.50
Undisturbed wooded area
0.00 ac.
0.25
Undisturbed grassy area
0.00 ac.
0.30
Other
0.00 ac.
0.90
Total drainage area to basin
9.06 ac.
Composite Rational'c'
0.50
Runoff Calculations
Rainfall
Runoff
10-year storm 7.56 in/hr
34.2 cfs
25-year storm 8.28 in/hr
37.5 cfs
Skimmer Basin Design Data and Constraints
Required skimmer basin volume 3,600
cubic feet per disturbed acre
Required skimmer basin surface area 435
square feet per 1 cfs of Q(25)
Skimmer Stage/Storage
Proposed Elevation (feet)
Stage
(feet)
Contour Area
(SO
Average Contour Area (sf)
Incremental Contour
Volume (cf)
Accumulated
Contour Volume
(cf)
240.0
0.0
12702
---
---
---
241.0
1.0
15808
14255
14255
14255
242.0
2.0
17679
16744
16744
30999
243.0
3.0
19909
18794
18794
49793
243.5
3.5
22028
20969
10484
60277
244.0
4.0
24251
23140
11570
71847
245.0
5.0
26579
25415
25415
97262
246.0
6.0
28927
27753
27753
125015
247.0
7.0
31400
30164
30164
155178
248.0
8.0
32361
31881
31881
187059
249.0
9.0
24531
28446
28446
215505
250.0
10.0
26439
25485
25485
240990
Freeboard (from sediment depth)
7.0
Skimmer Basin Data
Required
Provided
Sediment storage volume
32616 cu. ft.
49793 cu. ft.
Sediment surface area
16320 sq.ft.
19909 sq.ft.
Sediment storage depth
2.0 ft. (min)
3.0 ft
Spillway length
10.0 ft. (min)
16.0 ft
25-Year flow depth over spillway
2.00 ft. (max)
0.79 ft
Freeboard at 25-Year discharge
1.00 ft. (min)
2.21 ft
Note:
Calculations based on NC Sediment and Erosion Control Manual

Calculate Skimmer Size
Basin Volume in Cubic Feet 32,616 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 3 Days Orifice Radius 1.5 Inch[es]
Orifice Diameter 2.9 Inch[es]
`In NC assume 3 days to drain

APPENDIX C
STORM DRAINAGE CALCULATIONS

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
8 9
10
11
6 12
13
5
14
4
3
15
2
16
1
Outfall 17
18
19
20
Project File: New.stm Number of lines: 20 Date: 1/16/2023
Storm Sewers v2021.00

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-Loss
Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
El Dn
Slope
El Up
Size
Shape
Value
Coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M
(ft)
(in)
(n)
(K)
(ft)
1
End
45.172
-64.659
Comb
0.00
0.16
0.50
5.0
239.50
1.11
240.00
48
Cir
0.013
2.25
251.46
Al
2
1
75.000
-90.091
Comb
0.00
0.26
0.39
5.0
241.00
0.80
241.60
36
Cir
0.013
1.43
253.75
A2
3
2
60.008
70.319
Comb
0.00
0.06
0.49
5.0
242.60
0.75
243.05
24
Cir
0.013
0.50
255.27
A3
4
3
114.817
-1.240
Comb
0.00
0.29
0.48
5.0
243.25
0.74
244.10
24
Cir
0.013
0.62
254.95
A4
5
4
67.500
20.922
Comb
0.00
0.31
0.44
5.0
244.30
0.74
244.80
24
Cir
0.013
0.50
254.60
A5
6
5
82.000
0.000
Comb
0.00
0.22
0.51
5.0
245.00
0.73
245.60
24
Cir
0.013
0.50
254.70
A6
7
6
58.500
0.000
Comb
0.00
0.36
0.39
5.0
245.80
0.85
246.30
24
Cir
0.013
1.10
254.70
A7
8
7
101.338
43.301
DrGrt
0.00
0.32
0.58
5.0
246.50
0.79
247.30
24
Cir
0.013
1.15
256.00
A8
9
8
94.500
46.699
DrGrt
0.00
0.48
0.79
5.0
247.50
0.74
248.20
24
Cir
0.013
0.50
256.00
A9
10
9
95.974
0.000
DrGrt
0.00
0.49
0.79
5.0
248.40
0.73
249.10
24
Cir
0.013
0.50
256.00
A10
11
10
96.000
0.000
DrGrt
0.00
0.49
0.78
5.0
249.30
0.63
249.90
24
Cir
0.013
0.50
256.00
All
12
11
77.132
0.000
DrGrt
0.00
0.31
0.74
5.0
250.10
0.65
250.60
24
Cir
0.013
0.50
256.02
Al2
13
12
94.894
0.000
DrGrt
0.00
0.54
0.81
5.0
250.80
0.68
251.45
24
Cir
0.013
0.50
256.00
A13
14
13
76.358
0.000
DrGrt
0.00
0.40
0.77
5.0
251.95
0.77
252.54
18
Cir
0.013
1.00
256.04
A14
15
2
75.000
0.000
Comb
0.00
0.04
0.95
5.0
248.40
3.59
251.09
15
Cir
0.013
1.00
256.09
A15
16
1
75.000
89.909
Comb
0.00
1.10
0.87
5.0
241.50
2.13
243.10
30
Cir
0.013
0.50
250.96
A16
17
16
75.000
0.000
Comb
0.00
0.56
0.95
5.0
243.30
1.07
244.10
30
Cir
0.013
0.50
250.96
A17
18
17
75.000
0.000
Comb
0.00
0.22
0.95
5.0
244.60
1.07
245.40
24
Cir
0.013
0.50
250.96
A18
19
18
75.000
0.000
Comb
0.00
0.72
0.79
5.0
245.90
1.07
246.70
18
Cir
0.013
0.54
250.96
A19
20
19
96.415
-18.140
DrGrt
0.00
0.83
0.79
5.0
246.90
1.45
248.30
18
Cir
0.013
1.00
253.28
A20
Project File: New.stm
Number of lines: 20
Date: 1/16/2023
Storm Sewers v2021.00

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
Junction
No.
rate
Size
shape
length
EL Dn
EL Up
Slope
Down
Up
loss
Junct
Line
Type
(cfs)
(in)
(ft)
(ft)
(ft)
M
(ft)
(ft)
(ft)
(ft)
No.
1
Al
36.64
48
Cir
45.172
239.50
240.00
1.107
247.28*
247.31
0.30
247.61
End
Combination
2
A2
18.64
36
Cir
75.000
241.00
241.60
0.800
247.61*
247.67"
0.15
247.82
1
Combination
3
A3
17.95
24
Cir
60.008
242.60
243.05
0.750
247.82*
248.20'
0.25
248.45
2
Combination
4
A4
17.99
24
Cir
114.817
243.25
244.10
0.740
248.45*
249.18"
0.32
249.49
3
Combination
5
A5
17.23
24
Cir
67.500
244.30
244.80
0.741
249.49*
249.89'
0.23
250.12
4
Combination
6
A6
16.52
24
Cir
82.000
245.00
245.60
0.732
250.12*
250.56"
0.21
250.77
5
Combination
7
A7
15.91
24
Cir
58.500
245.80
246.30
0.855
250.77*
251.06"
0.44
251.50
6
Combination
8
A8
15.19
24
Cir
101.338
246.50
247.30
0.789
251.50'
251.96'
0.42
252.38
7
DropGrate
9
A9
14.15
24
Cir
94.500
247.50
248.20
0.741
252.38"
252.75"
0.16
252.90
8
DropGrate
10
A10
11.81
24
Cir
95.974
248.40
249.10
0.729
252.90'
253.17'
0.11
253.28
9
DropGrate
11
All
9.38
24
Cir
96.000
249.30
249.90
0.625
253.28"
253.44"
0.07
253.51
10
DropGrate
12
Al2
6.90
24
Cir
77.132
250.10
250.60
0.648
253.51*
253.58'
0.04
253.62
11
DropGrate
13
A13
5.48
24
Cir
94.894
250.80
251.45
0.685
253.62*
253.68"
0.02
253.70
12
DropGrate
14
A14
2.36
18
Cir
76.358
251.95
252.54
0.773
253.70
253.73
0.04
253.77
13
DropGrate
15
A15
0.29
15
Cir
75.000
248.40
251.09
3.587
248.53
251.30
n/a
251.30
2
Combination
16
A16
20.87
30
Cir
75.000
241.50
243.10
2.133
247.61*
247.80"
0.14
247.94
1
Combination
17
A17
14.30
30
Cir
75.000
243.30
244.10
1.067
247.94*
248.03'
0.07
248.10
16
Combination
18
A18
10.60
24
Cir
75.000
244.60
245.40
1.067
248.10*
248.26"
0.09
248.35
17
Combination
19
A19
9.15
18
Cir
75.000
245.90
246.70
1.067
248.35'
248.92'
0.23
249.15
18
Combination
20
A20
5.03
18
Cir
96.415
246.90
248.30
1.452
249.15
249.31
0.24
249.56
19
DropGrate
Project File: New.stm
Number of lines: 20
Run Date: 1/16/2023
NOTES: Return period = 10 Yrs. ; *Surcharged (HGL above crown).
Storm Sewers v2021.00

Storm Sewer Profile
Proj. file: New.stm
Elev. (ft)
270.00
O O C
~ O
O M M
O N W
p LLI N
O-pW
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m E;;
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0) �(flO
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WWW
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o SCE
r
J O
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CD �M
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NN
CD
WW
E;
cn WE
270.00
263.00
256.00
263.00
256.00
249.00
249.00
AT
-----------------
-----------
----------
- — — - -
--------------
242.00
---------
--------
0
235.00
0 50
HGL
d
°
- o
100 150 200 250 300
EGL Reach (ft)
82.00OLf 24"
- o
350 400 450
242.00
.85%
.7 °
235.00
500 550
Storm Sewers

Storm Sewer Profile
Proj. file: New.stm
Elev. (ft)
263.00
259.00
255.00
251.00
247.00
243.00
0
0
CO M
� C
O C � C � C 3
J Q C J C 0 C
N M cl
C 7 C 3 C j C S
J p C J 0 C J 0 C J O
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50
HGL
263.00
259.00
255.00
251.00
18" @ 0.77%
247.00
243.00
100 150 200 250 300 350 400 450 500 550 600 650
------- EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: New.stm
Elev. (ft)
O�
pfO Ca
MrC6
0 N N N
owuww
mE>>
65Ecc
J O
00
O (0,
^ N N
o ww
m -5E>
in
265.00
261.00
265.00
261.00
257.00
257.00
253.00
253.00
249.00
249.00
— - -
-
___--
-
245.00
245.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: New.stm
Elev. (ft)
263.00
258.00
253.00
248.00
243.00
238.00
0
� w rn
� 7
C O C C C C 0 C
M
I I
F a ff. 6F1�
iM"M
II�
W
��i���������
II��IF,1WM
----------------
----------------
----------------
25 50 75
— HGL EGL
i
263.00
258.00
253.00
248.00
243.00
238.00
100 125 150 175 200 225 250 275 300 325 350 375 400
Reach (ft)
Storm Sewers

APPENDIX D
WET POND CALCULATIONS

WET POND CALCULATIONS
Project CCEP - Lot #9
Cales by JCH, PE
Project No. 200-107
Date 7/1/2021
Wet Pond ID: Wet Pond
Drainage Area Information
Area (sf)
Area (ac)
Impervious Area
260,547 sq. ft.
5.98 ac.
Open Space and Wooded Areas
134,128 sq. ft.
3.08 ac.
Total Drainage Area to Wet Pond
9.06 ac.
Impervious Area Percentage (IA)
0.66
Water Quality Volume Calculations
V - 3,630 (RD)*(Rv)*(A) =
21,185.50 cu ft
Where:
RD= 1"or 1.5" 1.0 in
Rv = 0.05 + 0.9(IA) = 0.644
Wet Pond Area Calculations
Average Depth of Main Pool
Dgvq - Vpp / Are
DAvq = Average Depth Vpp = Volume of Permanent Pool App -Area of Permanent Pool
DAvq -
3.18 DAvq Used - 3.0
Surface Area / Drainage Area Ratio
Impervious %=
66.02
SA / DA Ratio =
2.34 <- (Interpolated from Table 2 - NCDENR BMPManual)
SA Required =
0.2123 (In Acres)
Surface Area Required
9246 sq. ft.
Surface Area Provided
11175 sq. ft.
Wetland Calculations
Notes
Contour
feet
Stage
fee[
Contour area
acres
Contour area
s
Averagecontour
area
s
Incr.contour
volume
c
Accum.contour
volume
c
Bottom of Pond
238.00
0.0
0.071
3,075
239.00
1.0
0.095
4,127
3,601
3,601
3,601
240.00
2.0
0.123
5,346
4,737
4,737
8,338
241.00
3.0
0.152
6,628
5,987
5,987
14,325
242.00
4.0
0.183
7,974
6,660
13,320
21,658
Bottom Shelf
243.00
5.0
0.215
9,385
7,366
22,097
30,434
Permanent Pool
243.50
5.5
0.257
11,175
10,280
5,140
35,574
Top Shelf
244.00
6.0
0.285
12,399
11,787
5,894
41,468
245.00
7.0
0.314
13,665
13,032
13,032
54,500
Temporary Pool
245.50
7.5
0.329
14,314
13,990
6,995
61,494
246.00
8.0
0.440
19,146
18,722
9,361
70,855
247.00
9.0
0.479
20,884
20,015
20,015
90,870
248.00
10.0
0.521
22,679
21,782
21,782
112,652
249.00
0.5637
24531
23,6055
23605
136,25712.0
ofDm
2
2,49
2548
25,485
61,742T
Forebay Calculations (FB #1) - Entry Forebay
Total Forbay Volume = 15% - 20% of Main Pool Volume
15%
20%
Drainage to Forebay =
9.06 ac.
9.06 ac.
% of Total Drainage=
100.0%
100.0%
Main Pool Volume=
35,574
35,574
Forebay Volume Required =
5,336
7,114
Forebay Volume Provided=
5,789 16.27%
Notes
Contour
feet
Stage
(feet)
Contour area
acres
Contour area
s
Average contour
area
s
Iner. contour
volume
c
Accum. contour
volume
c
Bottom of Pond
240.00
0.0
0.020
850
241.00
1.0
0.028
1,239
1,045
1,045
1,045
242.00
2.0
0.039
1,693
1,466
1,466
2,511
Bottom Shelf
243.00
3.0
0.051
2,211
1,952
1,952
4,463
Permanent Pool
243.50
3.5
0.071
3,095
2,653
1,327
5,789
Top Shelf
244.00
4.0
0.079
3,440
3,268
1,634
7,423
245.00
5.0
0.087
3,799
3,620
3,620
11,042
ITearporary Pool
245.50
5.5
0.091
3,984
3,892
1,946
12,988
Total Volume Calculations
Wet Pond 25,920 con ft
Forebay 7,199 cu ft
Total Volume 33,119 cu ft OK

Table of Contents 2021-07-01 Wet Pond Design.gpw
Hydraflow Hydrographs by Intelisolve Thursday, Jan 12 2023, 4:5 PM
Hydrograph Return Period Recap........................................................................... 1
1 -Year
SummaryReport....................................................................................................................... 2
HydrographReports................................................................................................................. 3
Hydrograph No. 1, SCS Runoff, Pre -Developed A................................................................. 3
Hydrograph No. 2, SCS Runoff, Post -Developed to Wet Pond .............................................. 4
Hydrograph No. 3, SCS Runoff, Post -Developed Bypass A ................................................... 5
Hydrograph No. 4, Reservoir, Wet Pond Outflow................................................................... 6
Hydrograph No. 5, Combine, Post -Developed A Total............................................................ 7
10 -Year
SummaryReport....................................................................................................................... 8
HydrographReports................................................................................................................. 9
Hydrograph No. 1, SCS Runoff, Pre -Developed A................................................................. 9
Hydrograph No. 2, SCS Runoff, Post -Developed to Wet Pond ............................................ 10
Hydrograph No. 3, SCS Runoff, Post -Developed Bypass A ................................................. 11
Hydrograph No. 4, Reservoir, Wet Pond Outflow................................................................. 12
Hydrograph No. 5, Combine, Post -Developed A Total.......................................................... 13
100 -Year
SummaryReport..................................................................................................................... 14
HydrographReports............................................................................................................... 15
Hydrograph No. 1, SCS Runoff, Pre -Developed A............................................................... 15
Hydrograph No. 2, SCS Runoff, Post -Developed to Wet Pond ............................................ 16
Hydrograph No. 3, SCS Runoff, Post -Developed Bypass A ................................................. 17
Hydrograph No. 4, Reservoir, Wet Pond Outflow................................................................. 18
Hydrograph No. 5, Combine, Post -Developed A Total.......................................................... 19

Hydrograph Return Period Recap
Hyd. Hydrograph Inflow Peak Outflow (cfs)
No. type Hyd(s)
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 7 10-Yr 25-Yr 50-Yr 100-Yr
1
SCS Runoff
-------
2.831
-------
-------
2
SCS Runoff
-------
27.31
---
-------
3
SCS Runoff
-------
2.207
-------
-------
4
Reservoir
2
0.259
---
-------
5
Combine
3,4
2.423
-------
-------
Hydrograph
description
-------
19.08
-------
-------
44.58
Pre -Developed A
-------
56.95
-------
-------
90.38
Post -Developed to Wet Pond
-------
11.33
-------
-------
24.64
Post -Developed Bypass A
-------
6.383
-------
-------
27.72
Wet Pond Outflow
-------
17.21
-------
-------
53.91
Post -Developed A Total
Proj. file: 2021-07-01 Wet Pond Design.gpw
Thursday, Jan 12 2023, 4:05 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Su
Hyd.
Hydrograph
Peak
No.
type
flow
(origin)
(cfs)
1
SCS Runoff
2.831
2
SCS Runoff
27.31
3
SCS Runoff
2.207
4
Reservoir
0.259
5
Combine
2.423
M M Z
Time
interval
(min)
2
2
2
2
2
iry Report
Time to Volume
peak
(min) (cuft)
734 19,792
716 55,785
730 10,930
1394 52,727
730 63.656
Inflow Maximum Maximum Hydrograph
hyd(s) elevation storage description
(ft) (cuft)
---- ------ ------ Pre -Developed A
---- ------ ------ Post -Developed to Wet Pond
---- ------ ------ Post -Developed Bypass A
2 246.10 44,402 Wet Pond Outflow
3,4 ------ ------ Post -Developed A Total
2021-07-01 Wet Pond Design.gpw Return Period: 1 Year Thursday, Jan 12 2023, 4:05 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre -Developed A
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Drainage area
= 15.090 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.99 in
Storm duration
= 24 hrs
Q (cfs)
3.00
2.00
1.00
e
2
Hyd No. 1
Thursday, Jan 12 2023, 4:5 PM
Peak discharge
= 2.831 cfs
Time interval
= 2 min
Curve number
= 61
Hydraulic length
= Oft
Time of conc. (Tc)
= 29.20 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 19,792 cuft
Pre -Developed A
Hyd. No. 1 -- 1 Yr
5 7 9 12 14 16 19 21 23
Q (cfs)
3.00
2.00
1.00
1 0.00
26
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 2
Post -Developed to Wet Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 27.31 cfs
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 9.060 ac
Curve number
= 88
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.99 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
m
4.00
Post -Developed to Wet Pond
Hyd. No. 2 -- 1 Yr
Hydrograph Volume = 55,785 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00 ' 0.00
0.0 2.3 4.7 7.0 9.3 11.7 14.0 16.3 18.7 21.0 23.3
Hyd No. 2 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Post -Developed Bypass A
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Drainage area
= 6.370 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 2.99 in
Storm duration
= 24 hrs
Q (cfs)
3.00
2.00
1.00
Thursday, Jan 12 2023, 4:5 PM
Peak discharge
= 2.207 cfs
Time interval
= 2 min
Curve number
= 64
Hydraulic length
= Oft
Time of conc. (Tc)
= 20.60 min
Distribution
= Type II
Shape factor
= 484
Post -Developed Bypass A
Hyd. No. 3 -- 1 Yr
0.00
0 2 5 7 9 12 14 16
Hyd No. 3
Hydrograph Volume = 10,930 cuft
19 21 23
Q (cfs)
3.00
2.00
1.00
1 0.00
26
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 4
Wet Pond Outflow
Hydrograph type
= Reservoir
Peak discharge
= 0.259 cfs
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2
Max. Elevation
= 246.1Oft
Reservoir name
= Wet Pond
Max. Storage
= 44,402 cuft
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
m
4.00
e
Wet Pond Outflow
Hyd. No. 4 -- 1 Yr
Hydrograph Volume = 52,727 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00
10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 4 Hyd No. 2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 5
Post -Developed A Total
Hydrograph type = Combine Peak discharge = 2.423 cfs
Storm frequency = 1 yrs Time interval = 2 min
Inflow hyds. = 3, 4
Q (cfs)
3.00
2.00
1.00
e
Post -Developed A Total
Hyd. No. 5 -- 1 Yr
Hydrograph Volume = 63,656 cuft
Q (cfs)
3.00
2.00
1.00
y 0.00
10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

Hydrograph Su
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
1
19.08
2
SCS Runoff
56.95
3
SCS Runoff
11.33
4
Reservoir
6.383
5
Combine
17.21
M M Z
Time
interval
(min)
2
2
2
2
2
iry Report
Time to
peak
(min)
732
Volume
(cuft)
Inflow
hyd(s)
----
83,689
716
120,753
----
728
41,232
----
736
112,422
2
728
153,654
3,4
Maximum
Maximum
Hydrograph
elevation
storage
description
(ft)
(cuft)
------
------
Pre -Developed A
------
------
Post -Developed to Wet Pond
------
------
Post -Developed Bypass A
247.28
68,699
Wet Pond Outflow
------
------
Post -Developed A Total
2021-07-01 Wet Pond Design.gpw Return Period: 10 Year Thursday, Jan 12 2023, 4:05 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 1
Pre -Developed A
Hydrograph type
= SCS Runoff
Peak discharge
= 19.08 cfs
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 15.090 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 29.20 min
Total precip.
= 5.26 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 2 5 7
Hyd No. 1
Pre -Developed A
Hyd. No. 1 -- 10 Yr
Hydrograph Volume = 83,689 cuft
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
I /1 1 1 1 1 1 \ 1 0.00
9 12 14 16 19 21 23 26
Time (hrs)

10
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 2
Post -Developed to Wet Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 56.95 cfs
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 9.060 ac
Curve number
= 88
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.26 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 120,753 cuft
Post -Developed to Wet Pond
Q (cfs) Hyd. No. 2 -- 10 Yr Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 3
Post -Developed Bypass A
Hydrograph type
= SCS Runoff
Peak discharge
= 11.33 cfs
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 6.370 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 20.60 min
Total precip.
= 5.26 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
12.00
10.00
II 0
. SM
4.00
2.00
2 5
Hyd No. 3
Post -Developed Bypass A
Hyd. No. 3 -- 10 Yr
7 9
Hydrograph Volume = 41,232 cuft
Q (cfs)
12.00
10.00
IM
OR
4.00
2.00
1 ' 0.00
12 14 16 19 21 23 26
Time (hrs)

12
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 4
Wet Pond Outflow
Hydrograph type
= Reservoir
Peak discharge
= 6.383 cfs
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2
Max. Elevation
= 247.28 ft
Reservoir name
= Wet Pond
Max. Storage
= 68,699 cuft
Storage Indication method used.
Q (cfs)
60.00
40.00
30.00
20.00
10.00
e
Wet Pond Outflow
Hyd. No. 4 -- 10 Yr
Hydrograph Volume = 112,422 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
10 19 29 39 48 58 68 77 87 97
Time (hrs)
Hyd No. 4 Hyd No. 2

13
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 5
Post -Developed A Total
Hydrograph type = Combine Peak discharge = 17.21 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyds. = 3, 4
Hydrograph Volume = 153,654 cuft
Post -Developed A Total
Q (cfs) Hyd. No. 5 -- 10 Yr Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 7 15 22 29 37 44 51 59 66 73 81
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

14
Hydrograph Su
Hyd.
No.
Hydrograph
type
(origin)
SCS Runoff
Peak
flow
(cfs)
44.58
1
2
SCS Runoff
90.38
3
SCS Runoff
24.64
4
Reservoir
27.72
5
Combine
53.91
M M Z
Time
interval
(min)
2
2
2
2
2
iry Report
Time to
peak
(min)
732
Volume
(cuft)
Inflow
hyd(s)
----
182,032
716
197,692
----
726
86,002
----
724
189,282
2
724
275,284
3,4
Maximum
Maximum
Hydrograph
elevation
storage
description
(ft)
(cuft)
------
------
Pre -Developed A
------
------
Post -Developed to Wet Pond
------
------
Post -Developed Bypass A
248.76
102,120
Wet Pond Outflow
------
------
Post -Developed A Total
2021-07-01 Wet Pond Design.gpw Return Period: 100 Year Thursday, Jan 12 2023, 4:05 PM
Hydraflow Hydrographs by Intelisolve

15
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 1
Pre -Developed A
Hydrograph type
= SCS Runoff
Peak discharge
= 44.58 cfs
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 15.090 ac
Curve number
= 61
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 29.20 min
Total precip.
= 7.84 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 182,032 cuft
Pre -Developed A
Q (cfs) Hyd. No. 1 -- 100 Yr Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 5 7 9 12 14 16 19 21 23 26
— Hyd No. 1 Time (hrs)

Hydrograph Plot
16
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 2
Post -Developed to Wet Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 90.38 cfs
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 9.060 ac
Curve number
= 88
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.84 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
Post -Developed to Wet Pond
Hyd. No. 2 -- 100 Yr
Hydrograph Volume = 197,692 cuft
Q (cfs)
100.00
100.00
90.00
90.00
80.00
80.00
70.00
70.00
60.00
60.00
50.00
50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0 00
0 00
0.0
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
Hyd No. 2
20.0
Time (hrs)

17
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 3
Post -Developed Bypass A
Hydrograph type
= SCS Runoff
Peak discharge
= 24.64 cfs
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 6.370 ac
Curve number
= 64
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Tc method
= TR55
Time of conc. (Tc)
= 20.60 min
Total precip.
= 7.84 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
m
4.00
Post -Developed Bypass A
Hyd. No. 3 -- 100 Yr
Hydrograph Volume = 86,002 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00 ' ' __ ' 0.00
0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 3 Time (hrs)

Hydrograph Plot
18
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 4
Wet Pond Outflow
Hydrograph type
= Reservoir
Peak discharge
= 27.72 cfs
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2
Max. Elevation
= 248.76 ft
Reservoir name
= Wet Pond
Max. Storage
= 102,120 cuft
Storage Indication method used.
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
Hydrograph Volume = 189,282 cult
Wet Pond Outflow
Hyd. No. 4 -- 100 Yr
0 3 7 10 13 17 20 23 27 30 33
Hyd No. 4 Hyd No. 2
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
37
Time (hrs)

Hydrograph Plot
19
Hydraflow Hydrographs by Intelisolve Thursday, Jan 12 2023, 4:5 PM
Hyd. No. 5
Post -Developed A Total
Hydrograph type = Combine Peak discharge = 53.91 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyds. = 3, 4
Q (cfs)
60.00
Post -Developed A Total
Hyd. No. 5 -- 100 Yr
50.00
40.00
30.00
20.00
10.00
0.00
0 2 5 7 9
Hyd No. 5 Hyd No. 3
Hydrograph Volume = 275,284 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
"' I I 1 0.00
12 14 16 19 21 23 26
Time (hrs)
Hyd No. 4

stagfi
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
Top of pond
EIfiY. 250.00
12.00 ft Riser
N-
2.5 in orificc
CulYB - InY. 243.50
' Si& �:lopfi fi�:timatfid aYfiragfi from contour
Wet Pond
' CuIYA - 48.0 LF of 18.0 in @ 1.04%
Section
�1 20.00 ft R-xtan0ular wfiir
3.4, W-JrB - EIcY. 248.50
(100 Vr)
(10 pr)
-� (1 Vr)
Schematic only. Not for construction.
Hydraflow Hydrographs Pond Draw
Project: 2021-07-01 Wet Pond Design.gpw
Thursday, Jan 12 2023, 4:00 PM

Wet Pond
20.00 ft R-xtan0ular wfiir
W-2irB - EIfiY. 243.50 Top of pond
StaOfi EIfiY.250.00
— 7.00
— 6.00
— 5.00 -
- 12.00 ft Riper
- 4.00 W-eirA - EIeY. 247.00
43.0 LF of 18.0 in 1.04%
— 3.00 CuIYA - InY. 243.00
- 2.00 2.5 in orifice
- GulYB - InY. 243.50
-1.00 - - -- - --
rr L5
— 0.00 .'
Front View
NT3 - Looking aown�:tream
(100 Vr)
(10 pr)
(1 Vr)
Schematic only. Not for construction.
Hydraflow Hydrographs Pond Draw
Project: 2021-07-01 Wet Pond Design.gpw
Thursday, Jan 12 2023, 3:59 PM

Contour
Contour
Incr.
Accum.
Stage
Elev.
Area
Storage
Storage (S)
(Z)
(ft)
(sf)
(cf)
(cf)
(ft)
hi (S)
In (Z)
Z est
243.50
14,270
-
-
0.00
244.00
15,839
7,527
7,527
0.50
8.93
-0.69
0.50
245.00
17,464
16,652
24,179
1.50
10.09
0.41
1.49
245.50
18,298
8,941
33,119
2.00
10.41
0.69
2.01
Regression Output:
b= 1.066923627 (X Variable Coeff)
Ks= 15,755 (eY'"""n")
Stage - Storage Equation is of the form: S = (Ks)(Z)b
Check of Ks and b : S = Ks z
Storage Area Stage
7,521 0.5
24,283 1.5
33,007 2
Barrel
n factor =
0.013
Dia. of Orifice =
18.0 inches
Area of Orifice, (Ao) =
1.77 sf
Pipe Length, (L) =
48.0 feet
Friction Coeff., (Kp) =
0.0182
Inv. of Barrel =
243.0 feet
Riser
Elev. of Riser Crest = 245.5 feet
Circular:
Dia. of Riser =
inches
Weir Length =
feet
Area of Riser =
sq. ft.
Rectangular.
Length of Riser =
4.0 feet
Width of Riser =
4.0 feet
Weir Length =
16 feet
Area of Riser =
16 sq.ft.
Barrel None
Dia. of Barrel = 2.5 inches
Inv of Control Barrel 243.5
Area
0.034088433
Page 1 of 21

Control
TOTAL
TIME
INFLOW
STORAGE
STAGE
BARREL
OUTFLOW
min
cfs
ct
(1t)
cfs
cfs
0.00
0.00
33,119
2.01
0.23
0.23
3.00
0.00
33119
2.01
0.23
0.23
6.00
0.00
33077
2.00
0.23
0.23
9.00
0.00
33036
2.00
0.23
0.23
12.00
0.00
32994
2.00
0.23
0.23
15.00
0.00
32952
2.00
0.23
0.23
18.00
0.00
32910
1.99
0.23
0.23
21.00
0.00
32869
1.99
0.23
0.23
24.00
0.00
32827
1.99
0.23
0.23
27.00
0.00
32785
1.99
0.23
0.23
30.00
0.00
32744
1.99
0.23
0.23
33.00
0.00
32702
1.98
0.23
0.23
36.00
0.00
32660
1.98
0.23
0.23
39.00
0.00
32619
1.98
0.23
0.23
42.00
0.00
32577
1.98
0.23
0.23
45.00
0.00
32536
1.97
0.23
0.23
48.00
0.00
32494
1.97
0.23
0.23
51.00
0.00
32453
1.97
0.23
0.23
54.00
0.00
32411
1.97
0.23
0.23
57.00
0.00
32370
1.96
0.23
0.23
60.00
0.00
32328
1.96
0.23
0.23
63.00
0.00
32287
1.96
0.23
0.23
66.00
0.00
32246
1.96
0.23
0.23
69.00
0.00
32204
1.95
0.23
0.23
72.00
0.00
32163
1.95
0.23
0.23
75.00
0.00
32122
1.95
0.23
0.23
78.00
0.00
32080
1.95
0.23
0.23
81.00
0.00
32039
1.95
0.23
0.23
84.00
0.00
31998
1.94
0.23
0.23
87.00
0.00
31957
1.94
0.23
0.23
90.00
0.00
31916
1.94
0.23
0.23
93.00
0.00
31875
1.94
0.23
0.23
96.00
0.00
31833
1.93
0.23
0.23
99.00
0.00
31792
1.93
0.23
0.23
102.00
0.00
31751
1.93
0.23
0.23
105.00
0.00
31710
1.93
0.23
0.23
108.00
0.00
31669
1.92
0.23
0.23
111.00
0.00
31628
1.92
0.23
0.23
114.00
0.00
31587
1.92
0.23
0.23
117.00
0.00
31546
1.92
0.23
0.23
120.00
0.00
31506
1.91
0.23
0.23
123.00
0.00
31465
1.91
0.23
0.23
126.00
0.00
31424
1.91
0.23
0.23
129.00
0.00
31383
1.91
0.23
0.23
132.00
0.00
31342
1.91
0.23
0.23
135.00
0.00
31301
1.90
0.23
0.23
138.00
0.00
31261
1.90
0.23
0.23
141.00
0.00
31220
1.90
0.23
0.23
144.00
0.00
31179
1.90
0.23
0.23
147.00
0.00
31139
1.89
0.23
0.23
150.00
0.00
31098
1.89
0.23
0.23
153.00
0.00
31057
1.89
0.23
0.23
156.00
0.00
31017
1.89
0.23
0.23
159.00
0.00
30976
1.88
0.23
0.23
162.00
0.00
30935
1.88
0.23
0.23
165.00
0.00
30895
1.88
0.23
0.23
168.00
0.00
30854
1.88
0.22
0.22
171.00
0.00
30814
1.88
0.22
0.22
174.00
0.00
30773
1.87
0.22
0.22
177.00
0.00
30733
1.87
0.22
0.22
180.00
0.00
30693
1.87
0.22
0.22
183.00
0.00
30652
1.87
0.22
0.22
186.00
0.00
30612
1.86
0.22
0.22
189.00
0.00
30572
1.86
0.22
0.22
192.00
0.00
30531
1.86
0.22
0.22
195.00
0.00
30491
1.86
0.22
0.22
198.00
0.00
30451
1.85
0.22
0.22
201.00
0.00
30410
1.85
0.22
0.22
204.00
0.00
30370
1.85
0.22
0.22
207.00
0.00
30330
1.85
0.22
0.22
210.00
0.00
30290
1.85
0.22
0.22
213.00
0.00
30250
1.84
0.22
0.22
216.00
0.00
30210
1.84
0.22
0.22
Page 2 of 21

0.00
30170
1.84
0.22
0.00
30130
1.84
0.22
0.00
30090
1.83
0.22
0.00
30050
1.83
0.22
0.00
30010
1.83
0.22
0.00
29970
1.83
0.22
0.00
29930
1.82
0.22
0.00
29890
1.82
0.22
0.00
29850
1.82
0.22
0.00
29810
1.82
0.22
0.00
29770
1.82
0.22
0.00
29730
1.81
0.22
0.00
29691
1.81
0.22
0.00
29651
1.81
0.22
0.00
29611
1.81
0.22
0.00
29571
1.80
0.22
0.00
29532
1.80
0.22
0.00
29492
1.80
0.22
0.00
29452
1.80
0.22
0.00
29413
1.80
0.22
0.00
29373
1.79
0.22
0.00
29334
1.79
0.22
0.00
29294
1.79
0.22
0.00
29255
1.79
0.22
0.00
29215
1.78
0.22
0.00
29176
1.78
0.22
0.00
29136
1.78
0.22
0.00
29097
1.78
0.22
0.00
29057
1.77
0.22
0.00
29018
1.77
0.22
0.00
28979
1.77
0.22
0.00
28939
1.77
0.22
0.00
28900
1.77
0.22
0.00
28861
1.76
0.22
0.00
28822
1.76
0.22
0.00
28782
1.76
0.22
0.00
28743
1.76
0.22
0.00
28704
1.75
0.22
0.00
28665
1.75
0.22
0.00
28626
1.75
0.22
0.00
28587
1.75
0.22
0.00
28548
1.75
0.22
0.00
28509
1.74
0.22
0.00
28470
1.74
0.22
0.00
28431
1.74
0.22
0.00
28392
1.74
0.22
0.00
28353
1.73
0.22
0.00
28314
1.73
0.22
0.00
28275
1.73
0.22
0.00
28236
1.73
0.22
0.00
28197
1.73
0.22
0.00
28158
1.72
0.22
0.00
28120
1.72
0.22
0.00
28081
1.72
0.22
0.00
28042
1.72
0.22
0.00
28003
1.71
0.21
0.00
27965
1.71
0.21
0.00
27926
1.71
0.21
0.00
27887
1.71
0.21
0.00
27849
1.71
0.21
0.00
27810
1.70
0.21
0.00
27772
1.70
0.21
0.00
27733
1.70
0.21
0.00
27695
1.70
0.21
0.00
27656
1.69
0.21
0.00
27618
1.69
0.21
0.00
27579
1.69
0.21
0.00
27541
1.69
0.21
0.00
27503
1.69
0.21
0.00
27464
1.68
0.21
0.00
27426
1.68
0.21
0.00
27388
1.68
0.21
0.00
27349
1.68
0.21
0.00
27311
1.67
0.21
0.00
27273
1.67
0.21
0.00
27235
1.67
0.21
0.00
27196
1.67
0.21
0.00
27158
1.67
0.21
Page 3 of 21

3963.00
0.00
548
0.04
0.03
3966.00
0.00
542
0.04
0.03
3969.00
0.00
536
0.04
0.03
3972.00
0.00
530
0.04
0.03
3975.00
0.00
524
0.04
0.03
3978.00
0.00
518
0.04
0.03
3981.00
0.00
512
0.04
0.03
3984.00
0.00
506
0.04
0.03
3987.00
0.00
500
0.04
0.03
3990.00
0.00
494
0.04
0.03
3993.00
0.00
488
0.04
0.03
3996.00
0.00
482
0.04
0.03
3999.00
0.00
476
0.04
0.03
4002.00
0.00
471
0.04
0.03
4005.00
0.00
465
0.04
0.03
4008.00
0.00
459
0.04
0.03
4011.00
0.00
454
0.04
0.03
4014.00
0.00
448
0.04
0.03
4017.00
0.00
443
0.04
0.03
4020.00
0.00
437
0.03
0.03
4023.00
0.00
432
0.03
0.03
4026.00
0.00
426
0.03
0.03
4029.00
0.00
421
0.03
0.03
4032.00
0.00
415
0.03
0.03
4035.00
0.00
410
0.03
0.03
4038.00
0.00
404
0.03
0.03
4041.00
0.00
399
0.03
0.03
4044.00
0.00
394
0.03
0.03
4047.00
0.00
389
0.03
0.03
4050.00
0.00
383
0.03
0.03
4053.00
0.00
378
0.03
0.03
4056.00
0.00
373
0.03
0.03
4059.00
0.00
368
0.03
0.03
4062.00
0.00
363
0.03
0.03
4065.00
0.00
358
0.03
0.03
4068.00
0.00
353
0.03
0.03
4071.00
0.00
348
0.03
0.03
4074.00
0.00
343
0.03
0.03
4077.00
0.00
338
0.03
0.03
4080.00
0.00
333
0.03
0.03
4083.00
0.00
328
0.03
0.03
4086.00
0.00
323
0.03
0.03
4089.00
0.00
319
0.03
0.03
4092.00
0.00
314
0.03
0.03
4095.00
0.00
309
0.03
0.03
4098.00
0.00
305
0.02
0.03
4101.00
0.00
300
0.02
0.03
4104.00
0.00
295
0.02
0.03
4107.00
0.00
291
0.02
0.03
4110.00
0.00
286
0.02
0.03
4113.00
0.00
282
0.02
0.02
4116.00
0.00
277
0.02
0.02
4119.00
0.00
273
0.02
0.02
4122.00
0.00
268
0.02
0.02
4125.00
0.00
264
0.02
0.02
4128.00
0.00
260
0.02
0.02
4131.00
0.00
255
0.02
0.02
4134.00
0.00
251
0.02
0.02
4137.00
0.00
247
0.02
0.02
4140.00
0.00
243
0.02
0.02
4143.00
0.00
238
0.02
0.02
4146.00
0.00
234
0.02
0.02
4149.00
0.00
230
0.02
0.02
4152.00
0.00
226
0.02
0.02
4155.00
0.00
222
0.02
0.02
4158.00
0.00
218
0.02
0.02
4161.00
0.00
214
0.02
0.02
4164.00
0.00
210
0.02
0.02
4167.00
0.00
206
0.02
0.02
4170.00
0.00
202
0.02
0.02
4173.00
0.00
198
0.02
0.02
4176.00
0.00
195
0.02
0.02
4179.00
0.00
191
0.02
0.02
4182.00
0.00
187
0.02
0.02
4185.00
0.00
183
0.02
0.02
4188.00
0.00
180
0.02
0.02
4191.00
0.00
176
0.01
0.02
4194.00
0.00
173
0.01
0.02
Page 19 of 21

4197.00
0.00
169
0.01
0.02
4200.00
0.00
165
0.01
0.02
4203.00
0.00
162
0.01
0.02
4206.00
0.00
158
0.01
0.02
4209.00
0.00
155
0.01
0.02
4212.00
0.00
152
0.01
0.02
4215.00
0.00
148
0.01
0.02
4218.00
0.00
145
0.01
0.02
4221.00
0.00
142
0.01
0.02
4224.00
0.00
138
0.01
0.02
4227.00
0.00
135
0.01
0.02
4230.00
0.00
132
0.01
0.02
4233.00
0.00
129
0.01
0.02
4236.00
0.00
126
0.01
0.02
4239.00
0.00
123
0.01
0.02
4242.00
0.00
120
0.01
0.02
4245.00
0.00
117
0.01
0.02
4248.00
0.00
114
0.01
0.02
4251.00
0.00
111
0.01
0.02
4254.00
0.00
108
0.01
0.02
4257.00
0.00
105
0.01
0.02
4260.00
0.00
102
0.01
0.02
4263.00
0.00
99
0.01
0.02
4266.00
0.00
97
0.01
0.02
4269.00
0.00
94
0.01
0.01
4272.00
0.00
91
0.01
0.01
4275.00
0.00
89
0.01
0.01
4278.00
0.00
86
0.01
0.01
4281.00
0.00
83
0.01
0.01
4284.00
0.00
81
0.01
0.01
4287.00
0.00
78
0.01
0.01
4290.00
0.00
76
0.01
0.01
4293.00
0.00
74
0.01
0.01
4296.00
0.00
71
0.01
0.01
4299.00
0.00
69
0.01
0.01
4302.00
0.00
67
0.01
0.01
4305.00
0.00
64
0.01
0.01
4308.00
0.00
62
0.01
0.01
4311.00
0.00
60
0.01
0.01
4314.00
0.00
58
0.01
0.01
4317.00
0.00
55
0.01
0.01
4320.00
0.00
53
0.00
0.01
4323.00
0.00
51
0.00
0.01
4326.00
0.00
49
0.00
0.01
4329.00
0.00
47
0.00
0.01
4332.00
0.00
45
0.00
0.01
4335.00
0.00
43
0.00
0.01
4338.00
0.00
42
0.00
0.01
4341.00
0.00
40
0.00
0.01
4344.00
0.00
38
0.00
0.01
4347.00
0.00
36
0.00
0.01
4350.00
0.00
35
0.00
0.01
4353.00
0.00
33
0.00
0.01
4356.00
0.00
31
0.00
0.01
4359.00
0.00
30
0.00
0.01
4362.00
0.00
28
0.00
0.01
4365.00
0.00
27
0.00
0.01
4368.00
0.00
25
0.00
0.01
4371.00
0.00
24
0.00
0.01
4374.00
0.00
22
0.00
0.01
4377.00
0.00
21
0.00
0.01
4380.00
0.00
20
0.00
0.01
4383.00
0.00
18
0.00
0.01
4386.00
0.00
17
0.00
0.01
4389.00
0.00
16
0.00
0.01
4392.00
0.00
15
0.00
0.01
4395.00
0.00
14
0.00
0.01
4398.00
0.00
12
0.00
0.01
4401.00
0.00
11
0.00
0.01
4404.00
0.00
10
0.00
0.01
4407.00
0.00
9
0.00
0.01
4410.00
0.00
9
0.00
0.00
4413.00
0.00
8
0.00
0.00
4416.00
0.00
7
0.00
0.00
4419.00
0.00
6
0.00
0.00
4422.00
0.00
5
0.00
0.00
4425.00
0.00
5
0.00
0.00
4428.00
0.00
4
0.00
0.00
Page 20 of 21

4431.00 0.00
3
0.00
0.00
0.00
4434.00 0.00
3
0.00
0.00
0.00
4437.00 0.00
2
0.00
0.00
0.00
4440.00 0.00
2
0.00
0.00
0.00
4443.00 0.00
1
0.00
0.00
0.00
4446.00 0.00
1
0.00
0.00
0.00
4449.00 0.00
1
0.00
0.00
0.00
4452.00 0.00
0
0.00
0.00
0.00
4455.00 0.00
0
0.00
0.00
0.00
4458.00 0.00
0
0.00
0.00
0.00
74.30 hours
3.1 days
Pond drains completely dawn at time=
4458.00 min= 3.1 days
Page 21 of 21

Solid Box Buoyancy Calculations
Outlet Structure Bouyancy Calcs
Riser
Outlet Structure - Wet Pond
Length Width I
Depth I Volume ft^3
Weight Ibs
Elev. of Riser Crest Top ofBox
247.00 feet(inside)
And -Flotation:
Outside Dimensions
5 5
4.50 112.50
16650
Length ofRiser
4 feet (inside)
112.50 cf Displaced AreaF
Inside Dimensions
4 4
3.50 56
8288
Width of Riser =
4 feet (inside)
841.5 Gallons of Water displaced
Total
56.51
8362
Weir Length =
16 feet
10530 lbs Buoyancy Force (Displaced * 62.4 * 1.50 xatety factor)
Area of Riser—
16 sq.tt.
83621bs Weight ofC—rctc Box
Assume Solid Box by
Inv. of Riser=
243.00 feet
2168 lbs Anti -Flotation Required
Oldcastle precast
I
Concrete Fill in Riser
Height of Box =
4.50 feet
14.65 cf of Concrete Required. Minimum
(B' wall thickness)
Outlet Pipe Inv. Out=
243.00 feet
Bottom of Riser =
240.50 feet
Volume of Concrete in bottom of riser =
40.00 ft13
P:\200 ( Lee -Moore )\200.107 (Lee C—ty Industrial Pak)\Lot #g\Engineedng\Sloe ,aler\2023-01-03 Calcs\2022-01-03 PreCastB.NJeighls-Buoyancy.)ds
1 of 1 10:58 AM on 2/23/2023

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Wet Pond Outlet
Channel
Trapezoidal
Bottom Width (ft)
= 6.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 242.50
Slope (%)
= 1.00
N-Value
= 0.078
Calculations
Compute by:
Known Q
Known Q (cfs)
= 6.38
Elev (ft)
Section
Thursday, Feb 23 2023
Highlighted
Depth (ft)
= 0.68
Q (cfs)
= 6.380
Area (sqft)
= 5.00
Velocity (ft/s)
= 1.27
Wetted Perim (ft)
= 9.04
Crit Depth, Yc (ft)
= 0.32
Top Width (ft)
= 8.72
EGL (ft)
= 0.71
Depth (ft)
245.00
244.50
2.50
244.00
243.50
2.00
1.50
1.00
243.00
242.50
')A') nn
0.50
0.00
0 50
0
2 4 6
8
Reach (ft)
10 12 14
16

APPENDIX E
PRECIPITATION DATA

NOAA Atlas 14, Volume 2, Version 3
A"
Location name: Sanford, North Carolina, USA ,
Latitude: 35.5578°, Longitude:-79.1583°
Elevation: 237.42 ft**
source: ESRI Maps m y�
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.425 0.502 0.582 0.639 0.704 0.748 0.788 0.823 0.863 0.892
(0.388-0.467) (0.458-0.552) (0.530-0.640) (0.582-0.702) (0.638-0.772) (0.675-0.820) (0.708-0.864) (0.735-0.903) (0.764-0.946) (0.783-0.978)
10-min 0.678 0.802 0.932 1.02 1.12 1.19 1.25 1.31 1.37 1.40
(0.619-0.746) (0.733-0.883) (0.849-1.02) (0.930-1.12) 1 (1.02-1.23) 1 (1.08-1.31) 1 (1.12-1.37) 1 (1.17-1.43) 1 (1.21-1.50) 1 (1.23-1.54)
15-min 0.848 1.01 1.18 1.29 1.42 1.51 1.58 1.65 1.72 1.76
(0.774-0.932) (0.921-1.11) 1 (1.07-1.30) 1 (1.18-1.42) 1 (1.29-1.56) 1 (1.42-1.74) 11 (1.47-1.81) 1 (1.52-1.88) (1.55-1.93)
30-min 1.16 1.39 1.68 1.87 2.11 F 2.43 2.56 2.73 2.85
(1.06-1.28) 11 (1.27-1.53) 1 (1.53-1.84) 1 (1.71-2.06) 1 (1.91-2.31) 1 (2.18-2.66) 1 (2.29-2.81) 1 (2.42-3.00) 1 (2.51-3.13)
60-min 1.45 1.75 2.15 2.44 2.81 3.08 3.34 3.---IF-3.92 4.17 (1.32-1.59) 1 (1.60-1.92) 1 (1.96-2.36) (2.22-2.6� l (2.54-3.08) 1 (2.78-3.37) 1 (3.00-3.66) 11 (3.21-3.94) 1 (3.47-4.30) (3.66-4.57)
2-hr 1.71 2.07 2.58 2.95 3.44 3.81 4.18 4.54 5.01 5.38
(1.55-1.90) (1.88-2.30) (2.33-2.86) (2.67-3.27) (3.09-3.80) 1 (3.41-4.21) 1 (3.71-4.62) 11 (4.00-5.02) 1 (4.38-5.54) (4.66-5.95)
3-hr 1 1.81 2.20 2.74 3.17 3.73 4.17 5.0 4.61 6 5.68 6.16
( .65-2.01) (2.00-2.44) (2.49-3.04) (2.87-3.50) (3.35-4.12) (3.72-4.60) (4.09-5.09) (4.45-5.59) (4.94-6.27) 1 (5.30-6.81)
6-hr 2.17 2.63 3.28 3.80 4.49 5.04 5.61 6.19 6.99 7.62 (1.98-2.40) (2.40-2.90) (2.99-3.62) (3.45-4.17) (4.05-4.93) (4.52-5.53) (4.98-6.14) (5.44-6.77) (6.06-7.64) 1 (6.54-8.34)
12-hr 2.57 3.11 3.91 4.55 5.42 6.13 6.87 7.64 8.73 9.60
(2.35-2.84) (2.84-3.44) (3.56-4.31) (4.12-5.01) (4.88-5.95) (5.48-6.71) (6.07-7.51) (6.68-8.35) (7.51-9.54) 1 (8.14-10.5)
24-hr 2.99 3.61 4.53 5.26 6.25 7.03 7.84 F 8.67 F 9.81 10.7 (2.79-3.21) (3.37-3.88) (4.23-4.87) (4.89-5.65) (5.80-6.71) (6.51-7.55) (7.24-8.41) (7.98-9.30) 1 (8.99-10.5) (9.78-11.5)
11.1 12.1
2-day 3.48 4.19 5.23 6.04 7.15 8.02 8.92 9.84 ) FL1
(3.24-3.74) (3.91-4.51) (4.87-5.62) (5.62-6.49) (6.62-7.67) (7.41-8.61) (8.22-9.57) (9.04-10.6 0.2-11.9) (11.0-13.0)
3-day 3.69 4.43 5.50 6.34 7.49 8.40 9.-32-T 10.3 F 11.6 F 12.6
(3.44-3.95) 1 (4.14-4.75) 1 (5.13-5.90) 1 (5.90-6.79) 1 (6.94-8.02) 1 (7.75-8.99) 1 (8.59-9.99) 1 (9.44-11.0) (10.6-12.5) 1 (11.5-13.6)
4-day 3.90 4.68 5.77 6.64 7.83 8.77 9.73 10.7 12.1 13.2 (3.64-4.17) 1 (4.37-5.00) 1 (5.38-6.17) 1 (6.18-7.10) 11 (7.25-8.38) 1 (8.09-9.38) (8.96-10.4) 1 (9.85-11.5) (11.0-13.0) (12.0-14.1)
7-day 4.48 5.35 6.52 7.45 8.73 9.74 10.8 11.9 13.3 14.5
(4.20-4.79) 1 (5.01-5.72) 1 (6.09-6.96) 1 (6.95-7.95) 1 (8.12-9.31) 1 (9.04-10.4) (9.98-11.5) 1 (10.9-12.7) (12.2-14.3) (13.3-15.5)
-day 5.11 6.09 7.32 8.28 9.58 10.6 11.6 12.7 14.1 15.2
Fo1 (4.81-5.45) 1 (5.72-6.48) 1 (6.87-7.79) 1 (7.77-8.82) 1 (8.96-10.2) 1 (9.89-11.3) 1 (10.8-12.4) 1 (11.8-13.5) (13.0-15.1) 1 (14.0-16.3)
20-day 6.88 8.12 9.59 10.8 12.3 13.6 14.8 16.0 17.7 19.1
(6.48-7.31) (7.65-8.62) (9.02-10.2) 1 (10.1-11.4) 1 (11.5-13.1) 1 (12.7-14.4) (13.8-15.7) (14.9-17.1) (16.4-18.9) (17.6-20.3)
30-day 8.54 10.1 11.7 13.0 14.6 15.9 17.2 18.5 20.2 21.5
(8.07-9.06) (9.48-10.7) (11.0-12.4) (12.2-13.8) (13.8-15.5) (14.9-16.9) (16.1-18.3) (17.3-19.7) (18.8-21.5) (19.9-22.9)
[45-day 10.9 12.8 14.6 16.0 17.8 19.2 20.6 21.9 23.7 25.0
(10.3-11.5) (12.1-13.5) (13.8-15.4) (15.1-16.9) (16.8-18.8) (18.1-20.3) (19.4-21.7) (20.6-23.1) 1 (23.3-26.5)
�-day 13.0 15.2 17.2 18.7 20.7 22.2 23.6 25.0 26.8 28.2
(124-13.7) (14.4-16.0) (16.3-18.1) (17.7-19.7) (19.6-21.8) (21.0-23.3) (22.3-24.9) (23.6-26.4) (25.2-28.3) (26.4-29.8)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PDS-based depth -duration -frequency (DDF) curves
Latitude: 35.557B°, Longitude:-79-15830
30
25
5
0
L L
L L
L
ry
ry �4
N �4
r4
�
N�
O
O
O
N A4�
H
A V 4
r� O
O
O
U' O
i
r I
m
[a
ry
rn
v n
Duration
30
25
5
------------------- ------------------------------.-......---------
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAAAtlas 14, Volume 2, Version 3 Created {GMTY Wed Jun 14 15:07:06 2020
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— 1
2
— 5
— 1Q
25
50
100
200
500
1000
Duration
— "in —
2-day
— 76-min —
3-day
15-min —
4-day
— 30�-min —
7-day
— 60-min —
10�-bay
— 2-nr —
20-day
— 3-hr —
30-day
— 6-hr —
45-tlay
— 12-hr —
6o-eay
— 24-hr

Lar a scale terrain
Winston-Salem �' � �' �
* . Durham
Greensboro • Rocky Mount
Raleigh
NORTH CAR0LINTF Green
Charlotte Fayetteville.
(, k so i
100km
60mi Jdilmingd:•n Orr; law
.. Brry
Large scale map
Large scale aerial

Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer

NOAA Atlas 14, Volume 2, Version 3 A"- kl
Location name: Sanford, North Carolina, USA ,
Latitude: 35.5578°, Longitude:-79.1583°
Elevation: 237.42 ft**
source: ESRI Maps m y�
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
11 PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)' 11
Average recurrence interval (years)
Duration
00 5
5-min 5.10 6.02 6.98
(4.66-5.60) (5.50-6.62) (6.36-7.68) 11
10-min 4.07 4.81 5.59 6.13 6.73 7.15 7.52 7.83 8.19 8.42
(3.71-4.48) (4.40-5.30) (5.09-6.15) (5.58-6.74) (6.10-7.39) (6.45-7.84) (6.74-8.24) (6.99-8.59) (7.25-8.98) (7.40-9.25)
10
11
25
50 100
200
500
1000
7.67
8.45
8.98 9.46
9.88
10.4
10.7
(6.98-8.42)
(7.66-9.26)
(8.10-9.84) (8.50-10.4)
(8.82-10.8)
(9.17-11.4)
(9.40-11.7)
3.39
4.04
4.72
15-min
(3.10-3.73)
(3.68-4.44)
(4.30-5.19)
2.32
2.79
3.35
30-min
(2.12-2.56)
(2.54-3.07)
(3.05-3.68)
5.17
11
5.69
6.03
6.34
6.58
6.87
7.05
(4.71-5.68)
(5.15-6.24)
(5.45-6.61)
(5.68-6.94)
(5.88-7.22)
(6.08-7.53)
(6.19-7.74)
3.75
4.21
4.54
4.85
5.13
5.47
5.71
(3.41-4.11)
(3.82-4.62)
(4.35-5.31)
(4.58-5.62)
(4.84-5.99)
(5.01-6.26)
60-min 1.45 1.75 2.15 2.44 2.81 3.08 3.34 3.59 3.92 4.17 (1.32-1.59) (1.60-1.92) (1.96-2.36) (2.22-2.6� (2.54-3.08) (2.78-3.37) (3.00-3.66) � (3.21-3.94) (3.47-4.30) (3.66-4.57)
2-hr 0.854 1.03 1.29 1.48 1.72 1.91 2.09 2.27 2.51 2.69
(0.776-0.948) (0.940-1.15) (1.17-1.43) (1.33-1.63) (1.54-1.90) (1.70-2.11) (1.85-2.31) (2.00-2.51) (2.19-2.77) (2.33-2.98)
3-hr 0.604 0.732 0.914 1.05 1.24 1.39 1.54 1.69 1.89 2.05
(0.549-0.670) (0.666-0.812) (0.830-1.01) (0.955-1.17) (1.12-1.37) (1.24-1.53) (1.36-1.70) (1.48-1.86) (1.64-2.09) (1.77-2.27)
6-hr 0.363 0.438 0.548 0.634 0.750 0.842 0.936 1.03 1.17 1.27
(0.331-0.400) (0.401-0.484) (0.500-0.604) (0.576-0.697) (0.677-0.822) (0.754-0.923) (0.832-1.02) (0.909-1.13) (1.09-1.39)
12-hr 0.213 0.258 0.324 0.377 0.450 0.509 0.570 0.634 0.724 0.797
(0.195-0.235) (0.236-0.285) (0.296-0.358) (0.342-0.416) (0.405-0.494) (0.454-0.557) (0.504-0.623) (0.555-0.693) (0.623-0.792) (0.675-0.871)
24-hr 0.125 0.150 0.189 0.219 0.260 0.293 0.327 0.361 0.409 0.446
(0.116-0.134) (0.140-0.162) (0.176-0.203) (0.204-0.235) (0.241-0.280) (0.271-0.314) (0.301-0.350) (0.333-0.388) (0.375-0.439) (0.408-0.480)
2-day 0.072 0.087 0.109 0.126 0.149 0.167 0.186 0.205 0.231 0.252
(0.068-0.078) (0.081-0.094) ( 0.101-0.117) (0.117-0.135) (0.138-0.160) (0.154-0.179) (0.171-0.199) (0.188-0.220) (0.212-0.249) ( 0.230-0.271)
3-day 0.051 0.062 0.076 0.088 IF
(0.048-0.055) (0.057-0.066) (0.071-0.082) (0.082-0.094)
4-day 0.041 0.049 0.060 0.069
(0.038-0.043) (0.045-0.052) (0.056-0.064) (0.064-0.074)
0.104
F
0.117
0.130
0.143
0.161
0.175
(0.096-0.111)
(0.108-0.125)
(0.119-0.139)
(0.131-0.153)
(0.147-0.173)
(0.160-0.189)
0.082
0.091
0.101
0.112
0.126
0.137
(0.075-0.087)
(0.084-0.098)
(0.093-0.109)
( 0.103-0.120)
(0.115-0.135)
(0.125-0.147)F
7-day 0.027 0.032 0.039 0.044 0.052 � 0.058 0.064 0.071 ) 0.079 0.086
(0.025-0.029) (0.030-0.034) (0.036-0.041) (0.041-0.047) (0.048-0.055) (0.054-0.062) (0.059-0.069) (0.065-0.075 (0.073-0.085) (0.079-0.092)
10-day 0.021 0.025 0.030 0.035 0.040 0.044 0.049 0.053 0.059 0.063
(0.020-0.023) (0.024-0.027) (0.029-0.032) (0.032-0.037) (0.037-0.043) (0.041-0.047) (0.045-0.052) (0.049-0.056) (0.054-0.063) (0.058-0.068)
20-day 0.014 0.017 0.020 0.022 0.026 0.028 0.031 0.033 0.037 0.040
(0.013-0.015) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.027) (0.026-0.030) (0.029-0.033) (0.031-0.036) (0.034-0.039) (0.037-0.042)
�-d:a:y]F 0.012 0.014 0.016
(0.011-0.013) (0.013-0.015) (0.015-0.017)
[457day 0.010 0.012 0.014
(0.010-0.011) (0.011-0.012) (0.013-0.014)
0.018
0.020
0.022
0.024
0.026
0.028
0.030
(0.017-0.019)
(0.019-0.022)
(0.021-0.023)
(0.022-0.025)
(0.024-0.027)
(0.026-0.030)
(0.028-0.032)
0.015
0.017
0.018
0.019
0.020
0.022
0.023
(0.014-0.016)
(0.016-0.017)
(0.017-0.019)
(0.018-0.020)
(0.019-0.021)
(0.020-0.023)
(0.022-0.025)
60-day 0.009 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.019 0.020
(0.009-0.010) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.014-0.015) (0.015-0.016) (0.015-0.017) (0.016-0.018) (0.018-0.020) (0.018-0.021)
1
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
umbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
ven duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
iecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values.
refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

PDS-based intensity -duration -frequency (IDF) curves
Latitude: 35.55781, Longitude:-79.15830
100.000
L L
L L
L
ry
ry �4
N �4
r4
�
N�
O
O
O
N A4�
H
A V 4
� O
O
O
U' O
-I
H
m
[aH
ry
rn
v Ln
Duration
100.000
t
10.000
C
ZI
C
1.000
C
e
0.100
a 0.010
0 001 i I I I I I I I I i
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAAAtlas 14, Volume 2, Version 3 Created {GMTY Wed Jun 1D 15:09:41 2020
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Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
—1
2
— 1Q
25
50
100
200
500
1000
Duration
— "in —
2-day
— 76-min —
3-day
I5-min —
4-day
— 30�-min —
7-day
— 60-min —
10-bay
— 2-nr —
20-day
— 3-hr —
34-day
— 6-hr —
45-day
— 12-hr —
6o-eay
— 24-hr

Lar a scale terrain
Winston-Salem �' � �' �
* . Durham
Greensboro • Rocky Mount
Raleigh
NORTH CAR0LINTF Green
Charlotte Fayetteville.
(, k so i
100km
60mi Jdilmingd:•n Orr; law
.. Brry
Large scale map
Large scale aerial

Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer

APPENDIX F
DRAINAGE AREA MAPS

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DISTURBED AREA (C = 0.50) ��� 'v v / / /s ����/ ' y•� ��
AREA = 184,003 SF = 4.22 AC _ , — — / s/ �J 'y•-
UNDISTURBED WOODED AREA (C = 0.15) �I / `� / ��� ° ♦y'
AREA = 15,288 SF = 0.35 AC ' i /''i� /i ° /♦y•
TSB#1 DRAINAGE AREA
i
0100
DISTURBED AREA (C = 0.50) — / �I— / , �,/ �r.. — ('' / ♦•°�/ /' % ►r
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FAX [phone]
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CCEP LOT #9 -PRE DEVELOPED FLOW -ANALYSIS POINT A
IMPERVIOUS AREA -HSGB
(C = 0.95, CN = 98)
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AREA = 73,399 SF = 1.69 AC
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�;���� � \\`. AREA =575,701SF= 13.22AC
TOTAL AREA=657,017 SF=15.08 AC
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SCALE: 1" = 120' �
1
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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CCEP LOT #9 - POST DEVELOPED FLOW (WET POND)
CCEP LOT #9 - POST DEVELOPED FLOW (BYPASS A)
IMPERVIOUS AREA- HSG B
IMPERVIOUS AREA- HSG B
(C = 0.95, CN = 98)
(C = 0.95, CN = 98)
NCO
AREA = 260,574 SF = 5.98 AC
AREA = 10,200 SF = 0.23 AC
— 275 \ ✓ /
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- - - - - _ _
OPEN SPACE - FAIR CONDITION - HSG B
OPEN SPACE - FAIR CONDITION - HSG B
(C = 0.15, CN = 69)
(C = 0.15, CN = 69)
AREA = 67,858 SF = 1.56 AC
AREA = 134,128 SF = 3.08 AC
TOTAL AREA = 394,702 SF = 9.06 AC
WOODS - FAIR CONDITION - HSG B
0,i
(C = 0.15, CN = 60)
AREA = 199,610 SF = 4.58 AC
TOTAL AREA = 277,668 SF = 6.37 AC
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1
CE GROUP
301 GLENWOOD AVE. 220
RALEIGH,NC 27603
PHONE: [phone]
FAX [phone]
www.cegroupinc.com
License # C-1739
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