SW6200704_Calcs_20210209

Stormwater Calculations
For
Project:
Cypress Pointe
Cumberland County, NC
Developer:
Pelican Property Holdings, LLC
"z EA 'JA
I....
31459
Prepared by:
ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P.O. Box 53787
1333 Morganton Road, Suite 201
Fayetteville, North Carolina 28305
P. [phone] F. [phone]
www.LKandA.com
Firm License #: C-887

TABLE F CONTENTS
Stormwater Narrative SC-1
Basin 1
Simple Method for Calculating Treatment Runoff Volume SC-1A
Time to Peak Calculations - Post -Development SC-1 B
Infiltration Drawdown Calculations SC-1C
Pond Volumes SC-1 D
Basin 2
Simple Method for Calculating Treatment Runoff Volume SC-2A
Time to Peak Calculations - Post -Development SC-213
Infiltration Drawdown Calculations SC-2C
Pond Volumes SC-2D
Pipe Sizing Calculations APPENDIX A
Pond Routing Calculations APPENDIX B
Misc. Erosion Control Calculations APPENDIX C
Erosion Approval Letter
Site Maps APPENDIX D
Site Deed(s) APPENDIX E
Soils Report APPENDIX.. F

This project is a proposed single-family subdivision located on a 50.88 acre parcel on both sides of
Fennell Road in Cumberland County. The development will create 91 single-family lots overall with 41 to
be completed in Phase 1 and the remainder in Phase 2 at a later date. The construction drawings and
included drainage calculations represent the design for the entire buildout of the proposed 91 lots.
Stormwater runoff will be collected and conveyed via pipe to one of two infiltration basins. Each phase
of construction is divided to include the construction of one of the basins.
Basin 1 (Phase 2)
Drainage Area to Pond: 9.00 ac (392,177 sf)
Total Proposed Impervious Area: 3.70 ac (161,093 sf)
Impervious Area (Streets): 37,093 sf
Impervious Area (Houses): 100,750 sf
Impervious Area (Lot D/W, S/W): 23,250 sf
Qio=27.20 cfs (Entering Basin)
Qio=25.68 cfs (Exiting Basin)
Basin 2 (Phase 1)
Drainage Area to Pond: 19.02 ac (828,598 sf)
Total Proposed Impervious Area: 7.46 ac (324,891 sf)
Impervious Area (Streets): 84,891 sf
Impervious Area (Houses): 195,000 sf
Impervious Area (Lot D/W, S/W): 45,000 sf
Qio=50.58 cfs (Entering Basin)
Qio=47.53 cfs (Exiting Basin)
A stormwater access easement is provided for maintenance access to the wet detention basin.
Supplemental calculations are attached.
SC-1

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Stormwater Wet Pond Design Criteria
Project Name: P19-028 Cypress Point
Outlet: Infil. Basin 1
Calculate Runoff Coefficient
A= 7.76 acres
Ai= 3.70 acres
la= 0.48
Rv=0.05+0.9* la
Rv= 0.48
338,086 sf Watershed area
161,093 sf Impervious area
Impervious fraction
Runoff Coefficient
Calculate Runoff Volume Required to be Controlled
Rd= 1 in Design storm rainfall depth (typically 1" or 1.F)
V=3630*Rd*Rv*A
WQV= 13,491 d Volume of runoff that must be
3.72 Ac in controlled for specified design storm
Proposed C
Total Area= 392,177 sf
Imp Area = 161,093 sf
Pery Area = 231,084 sf
Comp C= 0.55
c value
0.9
0.3
SC-1A

ENGINEERING -SURVEYING -DESIGNING -DRAFTING
Larry King &Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Time to Peak Calculations
Project Name: P19-028 Cypress Point
Outlet: Infil. Basin 1
Calculate Time to Peak & Volume of Runoff
Qp=
27.2 cfs
DA= 9 acres
Rational C= 0.55
P=
5,70 in
(10yr/6hr storm)
Cn=ab+cx"d
a= 50.82581
b + x^d
b= 1.461704
c= 165.6338
d= 1.350661
Cn=
78 x= Rational C
S=
2.88
(1000/CN)-10
Q
3.28 in
Tp
47.28 min
Volume of Runoff (10 Year Storm)
Vol=1.39 * Qp * Tp
Vol= 107,249 cf
HVdrograph Shape
tc= 15.2 min
Ascending limb= 3.11
Decending limb= 5.19
SC-1 B

FM ENGINEERING - SURVEYING - DESIGNING - DRAFTING
- Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Anti -Flotation Sizing Calculations
Project Name: P19-028 Cypress Point
Outlet: Infil. Basin 1
Min. Surface Area Required for Infiltration System
SA=FS*(DV*12) / (K*T)
SA= Required Surface Area (sf)
FS= Factor of Safety 2
DV= Design Volume (cf)
K= Infiltration Rate
T= Max Dewatering Time (hrs) 72 hr
DA= 7.76 ac
338,086 sf
Water Quality Volume Required (by Simple Method)
VQV (DV)= 13,491 cf
Ksat= 1.0 in/hr
Surface Area Required to Achieve 3 Day Drawdown
SA= 4497 sf
Drawdown Time for WQV (Main Basin Area)
T= 56.1 hr
SA= 5,769 sf
Drawdown Time Below Overflow (Main Basin Area)
T= 57.6 hr
SA= 5,769 sf
DV= 13,846 cf
SC-1 C

ENGINEERING SURVEYING - DESIGNING DRAFTING
L.._ rr ._- in & Associates, R.L...._.., P.A.
P. [phone] www.LKandA.com F. [phone]
Project Name: P19-028 Cypress Point
{cutlet: Infil. Basin 1
Water Quality Volume
EIev.
ontour
AGCum.
Stage
Diff
Area Incr. Vol.
Vol.
(ft)
(ft)
(sf)
(cf)
(cf)
125
0.0
5,769
0
0
126
1.0
5,769
5,769
5,769
127
1.0
5,769
5,769
11,538
127.4
0.4
5,769
2,308
13,846
*Using bottom surface
area only
13716
SC-1 D

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Stormwater Wet Pond Design Criteria
Project Name: P19-028 Cypress Point
Outlet: Infil. Basin 2
Calculate Runoff Coefficient
A= 19.02 acres
Ai= 7.46 acres
la= 0.39
Rv=0.05+0.9*la
Rv= 0.40
828„598 sf Watershed area
324,891 sf Impervious area
Impervious fraction
Runoff Coefficient
Calculate Runoff Volume Required to be Controlled
Rd= 1 in Design storm rainfall depth (typically 1" or 1.5")
V=3630*Rd*Rv*A
WQV= 27,819 d Volume of runoff that must be
7.66 Ac in controlled for specified design storm
Proposed C
Total Area=
828,598 sf c value
Imp Area =
324,891 sf 0.9
Pery Area =
503,707 sf 0.3
Comp C=
0.54
SC-2A

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
'Larry Ding & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Time to Peak Calculations
Project Name: P19-028 Cypress Point
Outlet: Infil. Basin 2
Calculate Time to Peak & Volume of Runoff
Qp 50.6 cfs DA= 19.02 acres
Rational C= O�.54
P= 5.70 in (10yr/6hr storm)
Cn=ab+cx^d a= 50.82581
b + x^d b= 1.461704
c= 165.6338
d= 1.350661
Cn= 77 x= Rational C
S= 2.96 (1000/CN)-10
Q= 3.23 in
Tp 52.93 min
Volume of Runoff (10 Year Storm)
Vol=1.39 * Qp * Tp
Vol= 223,275 cf
Hydro -graph Shape
tc=
19 min
Ascending limb=
Decending limb=
2.79
4.65
SC-2B

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P-A.
P. [phone] www.LKandA.com F. [phone]
Anti -Flotation Sizing Calculations
Project Name: P19-028 Cypress Point
Outlet: Infil. Basin 2
Min. Surface Area Required for Infiltration System
SA=FS*(DV*12) / (K+T)
SA= Required Surface Area (sf)
FA= Factor of Safety 2
DV= Design Volume (cf)
K= Infiltration Rate
T= Max Dewatering Time (hrs) 60 hr
DA= 18.31 ac
797,598 sf
Water Quality Volume Required (by Simple Method)
VQV (DV)= 27,690 cf
Ksat= 0.5 in/hr
Surface Area Required to Achieve 3 Day Drawdown
SA= 10984 sf
Drawdown Time for WQV (Main Basin Area)
T= 59.7 hr
SA= 11,033 sf
Drawdown Time Below Overflow (Main Basin Area)
T= 61.9 hr
SA= 11,033 sf
DV= 28,686 cf
SC-2C

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry i & Associates, .. , P.
P. [phone] www.LKandA.com F. [phone]
Pond Volume Calculations
Project Name: P19-028 Cypress Point
Outlet: Infil. Basin 2
Water Quality Volume
Iev.
L;ontour
A cum.
Stage
Diff
Area
Incr. Vol.
Vol.
(ft)
(it)
(sf)
(cf)
(cf)
119
0.0
11,033
0
0
120
1.0
11,033
11,033
11,033
121
1.0
11,033
11,033
22,066
121.6
0.6
11,033
6,620
28,686
*Using bottom surface area only
27690
SC-2D

Appendix A

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Hydraflow Hydrographs by Intelisolve
Infil Basin 1.gpw
Tuesday, Feb 9 2021, 10:14 AM
Hydrographi Return Period Recap........................................................................
1 -Year
SummaryReport... ..........................................................................................................®.. 2
HydrographReports ........................................................................................................... 3
Hydrograph No. 1, Rational, Basin 1-Post........................................................................ 3
Hydrograph No. 2, Reservoir, Basin 1 _ Post.................................................................... 4
Hydrograph No. 3, IRational, Basin 1 - Pre.......................................................................
1 - Year
SummaryReport................................................................................................................. 6
HydrographReports .......... .......... -..... ................... ............................................................... 7
Hydrograph No. 1, Rational, Basin 1-Post........................................................................ 7
Hydrograph No. 2, Reservoir, Basin 1 - Post.................................................................... 8
Hydrograph No. 3, Rational, Basin 1 - Pre....................................................................... 9
100 - Year
Summaryary Report .......... .....p........................ ...................................................... .. _ .............. 1
HydrographReports ......................................................................................................... 11
Hydrograph No. 1, Rational, Basin 1-Post...................................................................... 11
Hydrograph No. 2, Reservoir, Basin 1 - Post.................................................................. 12
Hydrograph No. 3, Rational, Basin 1 - Pre..................................................................... 13

Hydrograph
Hyd.
Hydrograph
--_
Inflow
Peak Outflow
(cfs)
Hydrograph
No.
type
Hyd(s)
_...
....
............ ......
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100•••Yr
1
Rational
-------
12.92
-------
-------
-------
20.47
23.11
-------
26.99
Basin 1-Post
2
Reservoir
1
9.04
-------
-------
-------
18.15
21.24
-------
25.63
Basin 1 - Post
3
Rational
-------
17.17
-------
-------
-------
27.20
30.71
-------
35.87
Basin 1 - Pre
Proj.
file: Infil Basin
1.w
_
Tuesday,
.........
........ ....... ...
Feb 9 2021, 10:13AM
f-Nvdraflow Hvdroaararahs by lnteliisolve

Hyd.
Hydrograph
Peak
Time
Time to
Volume
Inflow
Maximum
Maximum
Hydrograph
No.
type
flow
interval
peak
hyd(s)
elevation
storage
description
. .......... .. _ ..... .
(origin)
. .... . . ................. . .
(cfs)
. ...........
(min)
. . . ...................... .
(min)
. . . ...............
(cult)
. . . . . ....... . . . . . .... ­...-----­....-
(ft)
— --------------------- ...... .
(cuft)
... . . . ................. . -
— --- ---- . . . .............. _I__......_.___.... .......... . . . ........ 11 . .....
1
Rational
12.92
1
48
49,530
----
------
------
Basin 1-Post
2
Reservoir
9.04
1
72
47,769
1
128.26
28,686
Basin 1 - Post
3
Rational
17 17
1
15
15,451
----
------
------
Basin I - Pre
Infil
Basin 1.gpw
-
— — -
— -------- . . . . ..........
. . . . ......
Return
Period-, 1
..... ....... . .
Year
Tuesday,
............ . . ­'­­ ...........
Feb 9 2021, 10:13 AM
Hydraflow Hydrographs by lntel'solve

3
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Basin 1-Post
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 7.760 ac
Intensity
= 3.468 in/hr
OF Curve
= River Bluff.IDF
Q (cfs)
14.00 -
12.00 -
10.00 -
4.00
101112
Tuesday, Feb 9 2021, 10:13 AM
Peak discharge = 12.92 cfs
Time interval = 1 min
Runoff coeff. = 0.48
Tc by User = 15.00 min
Asc/Rec limb fact = 3.19/5.33
Hydrograph Volume = 49,530 cuft
Basin 1-Post
Hyd. No. 1 -- 1 Yr
...................
............
........ _...
................
Q (cfs)
14.00
12.00
10.00
WOO
. 10
4.00
2.00
0.00 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 1 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Feb 9 2021, 10:13AM
Hyd. No. 2
Basin 1 - Post
Hydrograph type = Reservoir Peak discharge = 9.04 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 1 Max. Elevation = 128.26 ft
Reservoir name = Basin 1-Post Max. Storage = 28,686 cuft
Storage Indication method used.
Basin 1 - Post
Hydrograph Volume = 47,769 cuft
4

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Feb 9 2021, 10:13AM
Hyd. No. 3
Basin 1 - Pre
Hydrograph type
= Rational
Peak discharge
= 17.17 cfs
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 9.000 ac
Runoff coeff.
= 0.55
Intensity
= 3.468 in/hr
Tc by User
= 15.00 min
OF Curve
= River Bluff.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0.0 0.1
...... Hyd No. 3
Hydrograph Volume = 15,451 cuft
Basin 1 - Pre
Hyd, No. 3 -- 1 Yr
0.2 0.3 0.3 0.4
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0.5
Time (hrs)
5

Hyd.
Hydirogiraph
Peak
Time
Time to
Volume
Inflow
Maximum
Maximum
Hydrograph
No.
type
flow
interval
peak
hyd(s)
elevation
storage
description
. . . ..... .
(origin)
.......... . . . . . . ....... . . . . . ............ .
(Cfs)
. ........................... . . . .
(min)
. .... ...... .
(min)
. ...... . . . ...... . . ...........
(cult)
. ..........
(ft)
. .. .
(cuft)
. . . . . ........................ . ........... . .......... .
. ....
1
Rational
20.47
1
48
78,463
----
------
------
Basin 1 -Post
2
Reservoir
18.15
1
57
76,291
1
128.42
30,410
Basin 1 - Post
3
Rational
27.20
1
15
24,477
----
------
------
Basin 1 - Pre
......... ......
Infil
........... ...... ..... .
Basin l.gpw
. . ....... ......... . .
... .... .....
. . . .................. . . . . . . ........
Return
Period: 10
.
Year
. ....... . . ........ . ....... .
Tuesday,
Feb 9 2021, 10:13 AM
Hydraflow Hydrographs by Intefisolve

7
Hydrograph plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Basin 1-Post
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 7.760 ac
Intensity
= 5.494 in/hr
IDF Curve
= River Bluff.IDF
Basin 1-Post
Tuesday, Feb 9 2021, 10:13 AM
Peak discharge = 20.47 cfs
Time interval = 1 min
Runoff coeff. = 0.48
Tc by User = 15.00 min
Asc/Rec limb fact = 3.19/5.33
Hydrograph Volume = 78,463 cuft
Q (cfs) Hyd. No. 1 -- 10 Yr Q (cfs)
21.00 21.00
18.00 18.00
kh
15.00 - - ---- - - - - - y ---- - - - - - 15.00
12.00 _..-_._------------------------------------- ----------- _ 12.00
�..
....... - ........ ......... ......... ......... " ,, .........
9.00 � 9.00
6.00 __ _.... _...... ....... 6.00
3.00 ........................... .... ...... ............... " ,a ... 3.00
m&
.. ,
0.00 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
Hyd No. 1 Time (hrs)

8
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Feb 9 2021, 10:13 AM
Hyd. No. 2
Basin 1 - Post
Hydrograph type
= Reservoir
Peak discharge = 18.15 cfs
Storm frequency
= 10 yrs
Time interval = 1 min
Inflow hyd. No.
= 1
Max. Elevation = 128.42 ft
Reservoir name
= Basin 1-Post
Max. Storage = 30,410 cuft
Storage Indication method used.
Basin 1 - Post
Hydrograph Volume = 76,291 cult

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Feb 9 2021, 10:13AM
Hyd. No. 3
Basin 1 - Pre
Hydrograph type
= Rational
Peak discharge
= 27.20 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 9.000 ac
Runoff coeff.
= 0.55
Intensity
= 5.494 in/hr
Tc by User
= 15.00 min
OF Curve
= River Bluff.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
Hydrograph Volume = 24,477 cuft
Q (cfs)
28.00 - - - -.. .._...... .,, . L....... .................... .......................... - ... ....... ... . 28.00
V�
24.00
-- - _._.,,._ ---- ...-------- - m .... ...... ........... _..... ..... 24.00
20.00 - __e.n.... 20.00
fi
4i
16.00 16.00
12.00 .............................................. - -- - - _...-_ . µ °. 12.00
4µ
W
8.00 - --.... .. .................................w _..... µ --- - -- 8.00
5�
d^ `4
( d°
"b
0.00 - "_.................. -............ ... _.... _........ . _.,_... _.... .. „ ........ ........................... ................. _....—..................... ... ..... .- ......
0.0
Basin 1 - Pre
Hyd. No. 3 -- 10 Yr
0.1 0.2 0.3 0.3 0.4 0.5
Hyd No. 3 Time (hrs)
9

10
Hydrograph
Summary
Report
Hyd.
Hydrographt
Peak
Time
Time to
Volume
Inflow
Maximum
Maximum
Hydrograph
No.
type
flow
interval
peak
hyd(s)
elevation
storage
description
(origin)
(cfs)
(min)
(min)
(cuft)
(ft)
(cuft)
1
Rational
26.99
1
48
103,478
----
------
------
Basin 1-Post
2
Reservoir
25.63
1
52
100,950
1
128.53
31,596
Basin 1 - Post
3
Rational
35,87
1
15
32,280
----
------
------
Basin 1 - Pre
Infil
Basin 1.gpw
Return
Period: 100
Year
Tuesday,
Feb 9 2021, 10:13AM
Hvriiraflnnr Hvri,mmmiinhq hu Initpl'ign1vp

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Basin 1-Post
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 7.760 ac
Intensity
= 7.246 in/hr
OF Curve
= River Bluff.IDF
Q (cfs;
2&00
24.00
20.00
16.00
12.00
wo
4.00
Tuesday, Feb 9 2021, 10:13 AM
Peak discharge = 26.99 cfs
Time interval = 1 min
Runoff coeff. = 0.48
Tc by User = 15.00 min
Asc/Rec limb fact = 3.19/5.33
Hydrograph Volume = 103,478 cuft
Basin 1-Post
Hyd. No. 1 -- 100 Yr
u�u
.... .. . ............. . . ... .. . .......... ............... ...
----- ------------ --------
"%�', ... .. . . . . .. . .............................. . ..............................
.....__....... ........ ......... ......... ° _...........m ..
............IS
_
Q (cfs)
28.00
24.00
20.00
16.00
12.00
m
0.00 —.... ..__..... ---- ....- --- .. . . . ...... ........, e ._. 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2
.........................
Hyd No. 1 Time (hrs)

12
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Basin 1 - Post
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Inflow hyd. No.
= 1
Reservoir name
= Basin 1-Post
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
:0$
4.00
Basin 1 - Post
Hyd. No. 2 -- 100 Yr
Tuesday, Feb 9 2021, 10:14 AM
Peak discharge
Time interval
Max. Elevation
Max. Storage
= 25.63 cfs
= 1 min
= 128.53 ft
= 31,596 cuft
Hydrograph Volume = 100,950 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 �...e.- i_ - o,, .._.............. i_ .................. __......... .... L.__..__._.j_1 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 2.5
Time (hrs)
-- Hyd No. 2 Hyd No. 1

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Basin 1 - Pre
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 9.000 ac
Intensity
= 7.246 in/hr
OF Curve
= River Bluff.IDF
Q (cfs)
40.00
30.00 -
20.00 -
10.00
Tuesday, Feb 9 2021, 10:14 AM
Peak discharge = 35.87 cfs
Time interval = 1 min
Runoff coeff. = 0.55
Tc by User = 15.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 32,280 cuft
Basin 1 - Pre
Hyd. No. 3 -- 100 Yr
..............
-
j/'
0.1
Hyd No. 3
0.2 0.3 0.3 0.4
Q (cfs)
- 40.00
- 30.00
- 20.00
10.00
0.00
0.5
Time (hrs)
13

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates.. R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Stormwater Wet Pond Design Criteria
Project Name: P19-028 Cypress Point
Outlet: fWil. Basin 2
Calculate Runoff Coefficient
A= 19.03 acres
Ai= 7.46 acres
la= 0.39
Rv=0.05+0.9*la
Rv= 0.40
829,098 sf Watershed area
324,891 sf Impervious area
Impervious fraction
Runoff Coefficient
Calculate Runoff Volume Re aired to be Controlled
Rd= 1 in Design storm rainfall depth (typically 1" or 1.5")
V=3630*Rd*Rv*A
WQV= 27,821 d Volume of runoff that must be
7.66 Ac in controlled for specified design storm
Proposed C
Total Area=
828,598 sf c value
Imp Area =
324,891 sf 0.9
Pery Area =
503,707 sf 0.3
Comp C=
0.54
SC-2A

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Anti -Flotation Sizing Calculations
Project Name: P19-028 Cypress Point
Outlet: Infil. Basin 2
Min. Surface Area Required for Infiltration System
SA=FS*((DV*12) / (K*T))
SA= Required Surface Area (sf)
FS= Factor of Safety 2
DV= Design Volume (cf)
K= Infiltration Rate
T= Max Dewatering Time (hrs) 72 hr
DA= 19.03 ac
829,098 sf
Water Quality Volume Required (by Simple Method)
WQV (DV)= 27,821 cf
Ksat= 0.6 in/hr
Surface Area Required to Achieve 3 Day Drawdown
SA= 15,456 sf
Drawdown Time for WQV (Main Basin Area)
T= 70.5 hr
SA= 15,794 sf
Drawdown Time Below Overflow (Main Basin Area)
T= 70.8 hr
SA= 15,794 sf
DV= 27,955 cf
SC-2C

Table ofContents Infil Basin 2.gpw
Hydraflow Hydrographs by Intelisolve Tuesday, Feb 9 2021, 10:19AM
Hydror etur eriod! Recap ......................................................................1
1 -Year
SummaryReport .......................................................................................w........................ 2
HydrographReports ........................................................................................................... 3
Hydrograph No. 1, Rational, Post Dev.............................................................................. 3
Hydrograph No. 2, Reservoir, Basin 2 - Post.................................................................... 4
Hydrograph No. 3, Rational, Pre Dev............................................................................... 5
SummaryReport ................................................................................................................. 6
HydrographReports ........ .................................................................. ___ ............. ....... .,..u.... 7
Hydrograph No. 1, Rational, Post Dev.............................................................................. 7
Hydrograph No. 2, Reservoir, Basin 2 - Post.................................................................... 8
Hydrograph No. 3, Rational, Pre Dev............................................................................... 9
SummaryReport ........ ........................... _.... ................................................. .................. ..... 19
HydrographReports ......................................................................................................... 11
Hydrograph No. 1, Rational, Post Dev............................................................................ 11
Hydrograph No. 2, Reservoir, Basin 2 - Post.................................................................. 12
Hydrograph No. 3, Rational, Pre Dev............................................................................. 13

ReturnHydrograph
Period
Hyd.
Hydrograph
Inflow
Peak Outflow
(cfs)
Hydrograph
No.
type
Hyd(s)
..
..---
_.
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
Rational
-------
31.59
-------
-------
-------
50.58
57.33
-------
67.31
Post Dev
2
Reservoir
1
27.98
-------
-------
-------
47.66
54.34
-------
64.16
Basin 2 - Post
3
Rational
-------
31.59
-------
-------
-------
50.58
57.33
-------
67.31
Pre Dev
Proj.
file: Infil Basin
2.gpw
_FTuesday,
Feb 9 2021, 10:19 AM
Hvcdiraflow hlvdronrarrh:., by hitp.lig0lzrp.

F'
Hyd.
Rydrograph
Peak
Time
Time to
Volume
Inflow
No.
type
flow
interval
peak
hyd(s)
(origin)
(cfs)
(min)
(in in)
(cult)
1
Rational
31.59
1
53
133,984
----
2
Reservoir
27.98
1
63
130,061
1
3
Rational
31.59
1
19
36,017
----
Maximum Maximum Hydrograph
elevation storage description
(ft) (cuft)
------ ------ Post Dev
121.36 46,467 Basin 2 - Post
_.._.... ------ Pre Dev
Infil Basin 2.gpw return Period: 1 Year Tuesday, Feb 9 2021, 10 19 AM
Hydraflow Hydrographs by IinteNisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post Dev
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 19.020 ac
Intensity
= 3.076 in/hr
OF Curve
= River Bluff.IDF
Q (cfs
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Post Dev
Hyd. No. 1 -- 1 Yr
Tuesday, Feb 9 2021, 10:19 AM
Peak discharge = 31.59 cfs
Time interval = 1 min
Runoff coeff. = 0.54
Tc by User = 19.00 min
Asc/Rec limb fact = 2.79/4.65
Hydrograph Volume = 133,984 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 --V° ......... i ......... ._._........ L....... . I ......... 1 ......... -1-', 1 ............... L ............ -.l ................... -1 - G"- 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 2.5
Hyd No. 1 Time (hrs)
3

H'ydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday, Feb 9 2021, 10:19AM
Hyd. No. 2
Basin 2 - Post
Hydrograph type = Reservoir Peak discharge = 27.98 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 1 Max. Elevation = 121.36 ft
Reservoir name = Infil Basin 2 Max. Storage = 46,467 cuft
Storage Indication method used.
Q (cfs;
35.00
30.00
25.00
15.00
10.00
5.00
Hydrograph Volume = 130,061 cuft
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 �.a :- w.._. �. I�MMn. I ...w ..� �,rv�� ��� �: L mmM. .. �MMM..� _ .:�a_ 0.00
0.0 1.3 2.7 4.0 5.3 6.7 8.0 9.3 10.7 12.0 13.3
--- ........ Hyd No. 2 .m,,,,.,,,,. ... ,,,,,® Hyd No. 1
Time (hrs)
4

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Feb 9 2021, 10:19AM
Hyd. No. 3
Pre Dev
Hydrograph type
= Rational
Peak discharge
= 31.59 cfs
Storm frequency
= 1 yrs
Time interval
= 1 min
Drainage area
= 19.020 ac
Runoff coeff.
= 0.54
Intensity
= 3.076 in/hr
Tc by User
= 19.00 min
OF Curve
= River Bluff.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
Hydrograph Volume = 36,017 cuft
Q (cfs)
35.00 ...... _ ,..... 35.00
30.00 _ _--------- .----- . ... ......... ... ..... .... — 30.00
25.00 — - ............. — - ...... 25.00
Mmr
��rt
20.00 - _ __........_._. _ _.....,. ._ ......._....... _..--- ... .
20.00
15.00 ----15.00
�SrkM4
10.00 .... _..._ ..._.._ _...-... ........ ....--- _........ 10.00
5.00 _...._.. ... ... .............. 5.00
0.00--....... _. _....... .................. ....__ ........ ........... _................ .... ........... ". 0 00
0.0
Pre Dev
Hyd. No. 3 -- 1 Yr
0.1 0.2 0.3 0.3 0.4 0.5 0.6
Hyd No. 3
0.7
Time (hrs)
5

Hyd.
Hydrograph
Peak
Time
Time to
Volume
Inflow
Maximum
Miximum
Hydrograph
No.
type
flow
interval
peak
hyd(s)
elevation
storage
description
. ............ -- . . .
(origin)
. . . . ............... . . . . ..... . ...... .
(cfs)
. ............... . . . .....
(rain)
(imin)
.
(cult)
. .... .... ... -- ... . .
...............................
(ft)
. .... . . .......... ............ . . . . . ................
(cuft)
. . ....... . ... . ......... . . .
. . . . . . . ...... . . . ..................... ...... . ............. . .............................. -
I
Rational
50.58
1
53
214,507
----
------
------
Post Dev
2
Reservoir
47.66
1
58
210,367
1
121.61
52,017
Basin 2 - Post
3
Rational
50.58
1
19
57,663
----
------
------
Pre Dev
.
Infil
. ............... ..............................
Basin 2.gpw
. ...... . . ........... ... ... -1-
....... . ........... --L.-
Return
. ........ -i
Period: 10
... . . ...................... . ..... .
Year
. . . . ...................
Tuesday,
— --- ---
Feb 9 2021, 10:19 AM
Hydraflow Hydrographs by lntefisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post Dev
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 19.020 ac
Intensity
= 4.925 in/hr
OF Curve
= River Bluff. OF
Q (cfs;
60.00
50.00
40.00
20.00
10.00
Post Dev
Hyd. No. 1 -- 10 Yr
Tuesday, Feb 9 2021, 10:19 AM
Peak discharge = 50.58 cfs
Time interval = 1 min
Runoff coeff. = 0.54
Tc by User = 19.00 min
Asc/Rec limb fact = 2.79/4.65
Hydrograph Volume = 214,507 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 y...-....n...I. I i._.... _.......... _._....... _ _L_.._. ..I m..... ... L- ................... i... ........... _-------- 1 ....... ...... .. .. .... ............... ...... . . . . . . 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 2.5
Hyd No. 1 Time (hrs)
7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Feb 9 2021, 10:19AM
Hyd. No. 2
Basin 2 - Post
Hydrograph type
= Reservoir
Peak discharge = 47.66 cfs
Storm frequency
= 10 yrs
Time interval = 1 mire
Inflow hyd. No.
= 1
Max. Elevation = 121.61 ft
Reservoir name
= Infil Basin 2
Max. Storage = 52,017 cult
Storage Indication method used. Hydrograph Volume = 210,367 cuft
Basin 2 - Post
Hyd. No. 2 -- 10 Yr
AM
40.00
30.00
NM
10.00
0.00
0.0 0.3 0.7 1.0 1.3
..... Hyd No. 2 Hyd No. 1
Q (cfs)
60.00
50.00
40.00
30.00
20.00
O K6
0.00
1.7 2.0 2.3 2.7 3.0
Time (hrs)
8

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Feb 9 2021, 10:19AM
Hyd. No. 3
Pre Dev
Hydrograph type
= Rational
Peak discharge
= 50.58 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 19.020 ac
Runoff coeff.
= 0.54
Intensity
= 4.925 in/hr
Tc by User
= 19.00 min
OF Curve
= River Bluff.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
60.00
50.00
40.00 -
30.00
20.00
10.00
0.00
0.0 0.1
.............°°°......... Hyd No. 3
Hydrograph Volume = 57,663 cult
Pre Dev
Hyd. No. 3 -- 10 Yr
...............
°
�", jj
—
- ...... _
T .. ....
............. _ _ _...
Z'
�
0.2 0.3 0.3 0.4 0.5
Q (cfs)
- 60.00
50.00
40.00
30.00
9M
10.00
- 0.00
0.6 0.7
Time (hrs)
9

11
Hydrograph
Hyd.
Hydrograph
Peak
Time
Time to
Volume
Inflow
Maximum
Maximum
Hydrograph
No.
type
flow
interval
peaik
hyd(s)
elevation
storage
description
(origin)
(cfs)
(min)
(min)
(cuft)
(ft)
(cuft)
1
Rational
67.31
1
53
285,430
----
------
------
Post Dev
2
Reservoir
64.16
1
57
281,103
1
121.79
56,071
Basin 2 - Post
3
Rational
67.31
1
19
76,729
----
------
------
Pre Dev
Infil
Basin 2.gpw
Return
Period: 100
Year
Tuesday,
Feb 9 2021, 10:19 AM
Hvdraflow Hvdroraraohs by Intelisnlve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post Dev
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 19.020 ac
Intensity
= 6.553 in/hr
OF Curve
= River Bluff.IDF
Q (cfs;
70.00
50.00
40.00
30.00
20.00
10.00
Tuesday, Feb 9 2021, 10:19 AM
Peak discharge = 67.31 cfs
Time interval = 1 min
Runoff coeff. = 0.54
Tc by User = 19.00 min
Asc/Rec limb fact = 2.79/4.65
Hydrograph Volume = 285,430 cuft
Post Dev
Hyd. No. 1 -- 100 Yr
......-
......---
- - .
�Ru
............. ..
_
_ .�e.
------
......
.
.......
........ -
_
...............
............
_...._._._
-
_._
.........
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
OM- - -----
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 2.3 2.5
Hyd No. 1 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Feb 9 2021, 10:19AM
Hyd. No. 2
Basin 2 - Post
Hydrograph type
= Reservoir
Peak discharge = 64.16 cfs
Storm frequency
= 100 yrs
Time interval = 1 min
Inflow hyd�. No.
= 1
Max. Elevation = 121.79 ft
Reservoir name
= Infil Basin 2
Max. Storage = 56,071 cuft
Storage Indication method used. Hydrograph Volume = 281,103 cuft
Basin 2 - Post
Q (cfs) Hyd. No. 2 -- 100 Yr Q (cfs)
70.00 ............... — ...... ......... ... ._.__.. .......... ........... _...... 70.00
60.00 —
„
50.00
4N �\ 5 1, µ
p µh
40.00� --- ------ . �r. ... ------ - _._. 40.00
___
0
30.00 ............. --- ..._ ..m ... ,,.. - - 30.00
a�
k
20.00 ......... � _.......... __..... 20.00
10.00 --- - _. .......... 10.00
0.00
. . ... . . . . . . . ................................... . . . ............................. . . . . .......... . ..... . .. ... . . . ... .............................. . ........ 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0
.�...�..._..°°wo... Hyd No. 2 _,,,,,,,,,,,,,,„Hyd No. 1 Time (hrs)
12

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, Feb 9 2021, 10:19AM
Hyd. No. 3
Pre Dev
Hydrograph type
= Rational
Peak discharge
= 67.31 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 19.020 ac
Runoff coeff.
= 0.54
Intensity
= 6.553 in/hr
Tc by User
= 19.00 min
OF Curve
= River Bluff.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
000
Hydrograph Volume = 76,729 cuft
Pre Dev
Hyd. No. 3 -- 100 Yr
Nil \1
Nil
0.0 0.1 0.2
Hyd No. 3
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0.3 0.3 0.4 0.5 0.6 0.7
Time (hrs)
13

sTA IJ q, .
H „s
ROY COOPERI
Governor,
MICI IAEL S. REGAN
Secretary
BRIAN WRENN
NORTH CAROLINA
Director
Environmental Quality
June 16, 2020
LETTER OF A PROVAL WITH MODIFICATIONS
Express Option
Pelican Property Holdings, LLC
Attn: Perry Shelley, VP
2709 Thorngrove Court, Suite 1
Fayetteville, NC 28303
RE: Project Name: Cypress Pointe (Formerly Pelican Property Fennell Road)
Acres Approved: 18.88
Project ID: CL.1MBE-2020-167
County: Cumberland, City: Grays Creek, Address: Fennell Road
Riper Balsii : Cape Fear
Stream Classification: Other
Submitted By: Larry King & Associates, R.L.S., P.A.
Date Received by LQS: May 28, 2020
Plan Type: Express
Dear Mr, Shelley:
This office has reviewed the subject erosion and sedimentation control plan and hereby issues this Letter
of Approval with Modifications. A list of the modifications and reservations is attached. This plan approval
shall expire three (3) years following the date of approval, if no land -disturbing activity has been undertaken,
as is required by Title 15A NCAC 413 .0129. Should the plan not perform adequately, a revised plan will
be required (G.S. I I3A-54.1)(b).
Title 15A NCAC 4B .0118(a) and the NCGO1 permit regliire that the following documentation be kept on
file at the job site:
1. The approved E&SC plan as well as any approved deviation.
2. The NCGOI permit and the COC, once it is received.
3. Records of inspections made during the previous 12 months.
Also, this 'Vetter gives the notice required by G.S. I I3A-61.1(a) of our right of periodic inspection to ensure
compliance with the approved plan, including the use of equipment and technology owned and operated by
North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
Fayetteville Regional Office 1 225 C rcren Street, Suite 714 ' Fayetteville, North Carolina 28301
+r ro i`o�r�r iuuiaFFcituw 910.433.3300

Letter of Approval With Modifications
Pelican Property I loldings, LLC
June 16, 2020
Page 2 of 3
the Department, (e.g., survey equipment, vehicles, unmanned aerial vehicles, etc.). Unless this office licars
otherwise from you, this correspondence serves as your authorization for DEMLR to utilize equipment and
or technology on your property for inspection purposes.
Title 15A NCAC 4B .01 18(a) requires that a copy of the approved erosion control plan be on file at the job
site. Ako, this letter gives the notice required by G.S. 113A-61.1(a) of our right of periodic inspection to
ensure compliance with the approved plan.
North Carolina's Sedimentation Pollution Control Act is performance -oriented, requiring protection of
existing natural resources and adjoining properties. If, following the commencement of this project, it is
determined that the erosion and sedimentation control plan is inadequate to meet the requirements of the
Sedimentation Pollution Control Act of 1973 (North Carolina General Statute 113A-51 through 66), this
office may require revisions to the plan and implementation of the revisions to ensure compliance with the
Act.
Acceptance and approval of this plan is conditioned upon your compliance with Federal and State water
quality laws, regulations, and rules. In addition, local city or county ordinances or rules may also apply to
this land -disturbing activity. This approval does not supersede any other permit or approval.
Please note that this approval is based in part on the accuracy of the information provided in the Financial
Responsibility Form, which you provided. You are requested to file an amended form if there is any change
in the information included on the form. This permit allows for a land -disturbance, as called for on the
application plan, not to exceed the approved acres. Exceeding the acreage will be a violation of this permit
and would require a revised plan and additional application fee. In addition, it would be helpful if you notify
this office of the proposed starting date for this project. Please notify us if you plan to have a preconstruction
conference.
Your cooperation is appreciated.
Sincerely,
i -L
Jodi Pace, EI
Regional Engineering Associate
DEMLR
Enclosures: Certificate of Approval
Modifications Required for Approval
NPDES NCG01 Fact Sheet
cc: Jeffrey Nobles, Larry King & Associates, R.L.S., P.A. (electronic copy)
Scott Walters, Building Inspector (electronic copy)
DEMLR - Fayetteville Regional Office File

Letter of Approval With Modifications
Pelican Property Holdings, LLC
June 16, 2020
Page 3 of 3
MODIFICATIONS REQUIRED FOR APPROVAL
Project Name: CYPRESS POINTE (FORMERLY PELICAN PROPERTY FENNELL ROAD)
Project ID: CUMBE-2020-167
County: Cumberland
Replace the silt fence outlet in the corner on the Clearing & Grubbing sheet.
Add the matting on the steep slopes around Basin A on the Clearing & Grubbing Sheet
Provide two full sized copies, of each of the revised plan sheets, showing all the Modifications required
for approval, prior to beginning any land -disturbing activity.
Per G.S. 113A-57(4), 15A NCAC 0413.0118 & G.S. 113A-54(d)(4)

Calculate Skimmer Size
Basin Volume In Cubic Feet 20,833 u.Ft Skimmer Size 3.0 1nch
Days to Drain* 3 Days Orifice Radius 1.3 Inch[es]
Orifice Diameter .S Inch[es]
In NC assume 3 days to drain
Estimate Volume of Basin ILength width
Top of water surface in feet ]Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Calculate Skimmer Size
Basin Volume in Cubic Feet 48,643 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 3 Days Orifice Radius 1.8 Inch[es]
Orifice Diameter 3.6 Inch[es]
`In NC assume 3 days !o drain
Estimate Volume of Basin i.enath width
Top of water surface in feet. Feet VOLUME fi Cu. Ft.
Bottom dimensions in feet.. Feet
Depth in feet __ Feet

User Input Data
Calculated Value
Reference Data
Designed By:
Checked By:
Company:
Project Name:
Prot
ect No.:
JAN, PE Date:
Date:
Larry King & Assoc.
Cypress Pointe
Site Location (City/Town) Hope Mills, NC
Culvert Id. 1
Total Drainage Area (acres)
-Step 1. etterx-nine the tailivater,1,-p1� fT0JU,L!JIaJUJeJ;- below the
pipe for the de -arm cap�ai( ItN of tile, pipe If the Ialh%catelr depth v, less
If it is fit e-arr,-r thmi half the pipe chwuetft it 11, clas,shed timid izu condition.
Pipe% that Outlet onto wide Hat aiel;m with no defined chatwel are assairned
to have a ii=nitun conchrion unlev- reliable flood stage elevation,,
Alow othenvise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./S)
30
0
Min TW (Fig. 8.06a)
25,93
6.5
Step 2. Ba�,.,�ed on the TaiWcatet condition, dcriH(,OLr I III itep 1, ellter F11711re
S o.,� or Fivure 1-3 Oeib and deterairne (V,tipk,q, size and ininianini apron
(1.) -nit, al, size is the, UIC1AL AD110 AzC 1,"I'Vve] 'y"ladeld nprap ;iproll.
Step 3. DetCnIlLne apTon r,%rvlth at the pipe outlet the apron shape anJ the
apioj,a %%,tdth ai the outlet end from the sanie fip-twe used in Step -2
Minimum M Maximum TW
r,',Jg1ge 8-,0,6a, RZT-e, 1 8,90
Riprap d50, R) 0.5
5/13/202

Minimum apron length, L. (ft.) 16
Apron width at pipe outlet (ft.) 7.5 7.5
Apron shape
Apron width at outlet end (ft.) 18.5 2.5
Step 4. 1)"memune the 111.1MIUL1111 it011c
cl, x
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Deteranne the aT,-von duckne,,,;�
Apr on thickness -= I '-' x d,,,,
Apron Thickness(ft.)
Minimum TW Maximum TW
1,125 0
Step 6. Fit the riprap apron to the stv- by tru*uig, it level fojflie ritilumun,
leninb L, firom Figive is 06a oi Figi-we 8 061) Extmd die apron fardler
dommstreani and along ., chaiuvA bmiks imtil stabilltN n av,sturd Kean the
apron as sIraighf as pos,,Ible mid ah? ,u it %% -ith the fh,,% of therccf.-jig Ct� .a to
Maki- xv,- iw(essin- a1v'nuat-lit I -nds new, the pipe outlet so that the
ulto tile fecINN-Ulf! streMii is sty
Some locations may require linuil, of die etittrechmuiel cross section to asstwe
stabil,ity
It ma., be necessars" to Him-ase the size of nPrap 'Micre protection of the
chamiel re,.ide- slopes lls, IV ' �11'54n' '5'0':� � 111cre o% crfaljs e-j%t at
PlIx, Outlets or tio%% ,, me essive a phinge pool Jiould bt- a,AcTcd see
page 9 06 �S,

User Inout Data
Calculated Value
Reference Data
Designed By: BAN, PE Date: 5/13/2020
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Cypress Pointe
Project No.:
Site Location (City/Town) Hope Mills, NC
Culvert Id. 2
Total Drainage Area (acres)
Step 1. Determine tht.- tailn-ater depth f5toiuc-haimel china ciftistics below the
pipe otitler f6jr the ('�IPIH'ir% of the pipe 11" the uvlmwei depth i,r, le
thmi halfthe outlet pipe duuneter it is classified munirman tailx%ater condition
If it 1� air°a T11.111 half th- PIPe diatneter it is clew ssi'feel nx&xunii.Ta conditim
Pipes that outlet Onto INI& fiat areas with no clialulel we
to have a nwunitun tailwatei condition unlev. reliable flood stage elevations
sho-k% ('Aher"�' Ise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
36
0
Min TW (Fig. 8.06a)
49.29
8.17
Step I Based on the tailumr i conditions deten.nnied in step I e enter Figure
8.06-a or Figure 8 06b and deterumie d,,, riprap iizemid tninwriam;ipron length
(L. The d, ,.ize is the inedim size uk a well qidekl, riprap aproo
Step 3. Deterinuie q�noxa width at the owlet the apfoii shape aad the
aprou ,,t idth at the outlet end from the saine fipme used uua St
ep 2
Minimum TW Maximum TW
fjf,]'L�(p 8,068
Riprap d5o, (ft.) 0.6

Minimum apron length, L, (ft.) 20
Apron width at pipe outlet (ft.) 9 9
Apron shape
Apron width at outlet end (ft.) 23 3
Step 4. Detemune the sit.-Isainain stone gym. iiaipeter
1 5 x d 5D
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.9 0
Step 5. 1")#,"tcrilulle tilt ap's-a duck-ness,
Apron Thickness(ft.)
Apron thick vp a my= I a.' x d,,,,,,
Minimum TW Maximum TW
1,35 0
Step 6. Fit the tape �q, apron to the site by ukdwip,, iw level fos the 11111111111IT11
L limn Fi�pve 806a ��Dy Fivn-ive '��061) the firther
clo,m-mirearn,'ind along chantiel bauk�, until stabifin is, assured Keep the
al �i km .kTi as possible and align ir %vith the flo" of tile
Make my necessiry, AiiIn''i'lu,'-111, � J'ead,, ;),,-,m the pilhe outlet so that thr entrance
uito the recell'11,17t is straw'11",
Some locations may require hrimp of the entire cliamiel cro,,,, section t') a—vtt,-�
It 1-nav be to iiicreas,irthe size of riprap protection of the
chavrv-1 sick- 40pes 1'� arll'-,' �111 V C �V;1'4: IS- �5') IN bef C M Crfalk eXISt R1.
p1jsf",-- of fiox%s me eX('1"e%1"j%0' 21, 1,14tin-e Pool 11c%tlld 1-Ne Comade'll-J, see"',
I'mgt 8 06 8

User Input Data
Calculated Value
Reference Data
Designed By:
'Checked By:
Company:
Project Name:
Project No.:
JAN,PE Date:
Date:
Larry King &Assoc,
Cypress Pointe
Site Location (City/Town) Hope Mills, NC
Culvert Id. 3
Total Drainage Area (acres)
Step 1, Detennine the tailivater depth front chanuel chm,i, below the
pipe outlet fbi the de&iRmn capac,iof the pipe If the tmlwatei depth v� less
dian hall" the outlet pipe dim-neterit is la,,sified rmustutim. tailwater +,, oudition
If it is p eater tbAn Wilf the pipe ch,,aaetn
Pipes that outlet onto wide fiat area,,,,, with no defined channel aie assunied
to linve a nwuniuni tailxvarer condition unless, reliable flotxi stage elevations
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
24
0
Min TW (Fig. 8,06a)
7.47
3.38
-Step Z. Based on the tail%%ater conditious deternwied in step 1, enter Figure
9 06a or Fip,ire 8 06b afatd detemitne d% riprip size and nitnimum apron length
(L�,' Thed, ize is the w_,t,,ieeJ% 3ya stone size vi �a vvell nprap apt on
Step3. Defenunie apion width at the pipe a�>udet the apronshape andthe
apron aidthaft the outlet end from the same fiq,izv used to Step'
Minimum TW Maximum TW
FiflUre 8.06a F ge 8.q§P
Riprap d5o, (ft.) 0.4
5/13120201

Minimum apron length, L. (ft.) 13
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 15 2
Step 4. Deterniing- the maximuni vtow, dutilieter
1 5 x d,,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.6 0
Step5.
Apron thi(knpss .= I x
Apron Thickness(ft.)
Minimum TW Maximum TW
0,9 0
Step 6. F'It the jr,prap ap,,,, the site by zaakmig it level to the au 1I I -alml
I 1
'foniFth L iicmi Figme 8(,)6a oi Figure 806b Extend the apron farther
and Aong chaniiel bmks iaml stabilin is a,,miied Keqthe
apron ass ,� %ighw aspossible and aligmirmith the- flo" of the recermg stremn
Nt,tke aw necessitry aligmuent bends nvar the pxiw outlet so that the eunAVk,e
itito the receivuigstream v, straight
Soule localious may require lining of the eiitu-e ch=iel crosssectiou to assure
stability
It iar, be neCelt',0Ln,' is J"'reaNC the Of flpttIp N%rfjy-fC' P[(°WttCtj()jj Of the
ch"twit"I s'Idr slope% 1, '� "Jjeje (y%effall" eMCA Rl
pipe outlet" Oil fio%v'� true fxct-sir,ve a pinn,?e pool Jv,,�uld tv comidered see
piv"7o' &06 8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date:
Checked By: Date:
Company: Larry King & Assoc,
Project Name: Cypress Pointe
Project No.:
Site Location (City/Town) Hope Mills, NC
Culvert Id. 4
Total Drainage Area (acres)
Step 1. Deternime the depth frotu k.�;hmuiel charactenstics belom; tile
pipe fi!mf the" de"S3911 of lb�- pipe If the ualwarm depth v,
than haff'rhe outlet pipe dilmeter it Iselan sified nunitutim vul-water condition
If it is .,,n e,�vei than half the pipe di,i�T aete?- it is cl,as4tfied inaxununi comiltiolI
Pipes what oudet onto %vide tim areas with no defined c1miniel We asstuaje,i
to have a numi.inun taihiater cc�'rjdirion tttsirti rebable flood stage elevatioll,,,,
show othenvise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
18
0
Min TW (Fig. 8.06a)
1.49
4.69
Step Z., Based on the tailkvatei coadmans detemiwed in atep I enter Figure
8,0& or Figure C', and deterinine d"", r1plap size and MIIIIDIuIfll apron lefv'.!
L,,, ' The d, ��,ize is the rned, stone size in i vvefl- 'Naded riprap, apron
Step 3. 1.)etieriume apron width at the inpe outlet the �rvTron Naarp� -,,,id the
aprol:u w,% idth at the -irlitt end front the same fipire used w Step
Minimum TW Maximum TW
Figure 8.06a Fi_q LL �q,.LQqL)
Riprap d5o, (ft.) 0.3
5/13/2020

Minimum apron length, L. (ft.) 0.9
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 2.4 1.5
Step 4. Dq-te-inune flie waximuni,tona- di.-inicter
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0A5 0
Step 5. T I el jjjjjj+'" the ",I pl Cq j tjU (: k-11 r S
Apron Thickness(ft.)
Apron thickn(,-ss, = I !', x, d,"3'
Minimum TW Maximum TW
0,675 0
Step 6, Fii the riprap apron to (lie site by tuw&w�7, it Ievel foi the nuinumn)
lexigdi L, fioni FiTUe 9 06a of Filmme 8 06b i", %'nrwi this qiory. u farth
do-tvirt.treatu and along ch4uuiel biuiks tuird tabihn' is aysured Kt'-. to the
apronass"� iahTas possible mid align l4r.-with
Make wiv uecr%s.un,' abs!ww',-ut 1'fuds ural the pipe c'alflet so that the eullance
uito the reccn-uig stTeani is straight
Scane, loc.itioas may require lining. of the entire chamu-1 rro,,5section to ",I"'u'le
stabilin
It nlw� be to uicrrasc the %ize of riprap %%here protection of the
h"AW"ll "Ai"sJop I "41np%'? � N , hcl c -ew 1, evst at
pipe Outlets OW fio%% 'I, aff, exc%"',,tvc- a plimpe pc4il %hould be cowadered, see
page 8 06 8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 5/13/2020
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Cypress Pointe
Project No.:
Site Location (City/Town) Hope Mills, NC
Culvert Id. 5
Total Drainage Area (acres)
Step 1. Determine the Tailwater cb-poh I,, 1XI,)V, the
pipe owler fist the de,,ipi calKICAn Ot the plplil'If the 1,11111.ater �rleprh 1`6 le%%
th.tu hdf the outlet yiq�,w dianAr-ter, it is classified nmunitini tiulwwer condition
If it ic, greater than 1-hilf the pipe chm-netev it i� clafi,�tfii-d maxinnua condition
Pipes that outler onto %,.tde fiv areas wilh no defined channel are assunler'd
to have a Inuitilitull raillvater condiu,',;n unle,,,,s rehablk,,, floodstage elevations
Outlet pipe diameter, D, (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
18
0
Min TW (Fig. 8.06a)
1.49
4.69
Step
tep 2. Based on the lai 111water o,j �httoas deter nniied in step 1, e�! ari Figure
8 061 or Fs, re 8 06b and deremune d, riprap sizemid ninninani 114,WU ten -ph
1-', The d , size is the niediam ��vme size ni a well..Ltrat.led r1prap pralgl
Step 3, Detcuaine apron width at the yipe outlet the apron shape an(] the
-41)io, I - width at the outlet mi�A front the s;u.nc figare aced in
Minimum TW Maximum TW
f-i ure 8,06a R urt,,, 8 061,,) ._q .. q....., __ .... . ..... .......
Riprap d50, (ft.) 0.3

Minimum apron length, L. (ft.) 0.9
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 2.4 1.5
Step 4. Detemunt- the nia."utini tone diaineter
d,=.-. I !� X "J,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0�.45 Oi
Step 5. Deternune the a'J'pfon rhlcjwes.
Apron thv'kr�x-,ss :: 1 5 x (j,,
Apron Thickness(ft.)
Minimum TW Maximum TW
0.675 0
Step 6. Fil the riprap apron trio the site by making it level fol tile ilutliixiuzYa
ftoiii Famize 8 061a ,,,,)f Fi Ime 8 06b Extetid the apron
dovnsnealu �Aild cheimel banks tuitil atabiht% is assured KC&P the
'TrOnV� "Wilght .1% pos,� ible .uidaliguit with the flow of ti-jr nece.-I-kIlIg strr,
Make an-v alicnuut-i a � jead,, near thepipe qjrjet .o tL,.It the entrance
C.
into the receivuqz stn-aw is
Some locations may require lining of the entwe channel cross, section to assure
stabilim
It may be necell,,mii, to uicrease.,, the, size" ci iipq, wh°-ie protection of rilp
side, slf-Te.-s is ne 'O'j) IA'bele oj'�e
Me Outict�`a 01 flOA s Me es,,rvr m, ph pool Av'itild Ix- considered we
page 8 06 8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 5/13/2020
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Cypress Pointe
Project No.:
Site Location (City/Town) Hope Mills, NC
Culvert Id. 6
Total Drainage Area (acres)
Step 1. Deternune the tailv�afer depih frow charuiel belmv the
pipe outlet f6r the de,agui cap.iicinr of the pq If the twl%%aten depth i% I.- . ... .
than 4,%if, the outlet pipe dininetei it is
If it is peaver than half the pipe It 11. cl&"ofil-A nia-cunum ccUuditlon.
Pipes that outlet onto wide tiai areas with no defined ch,%tuiel are assumed
to hm--e a imunitun rails atei condition unle,� flood stage elevation'..'
0it)i,% othemise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
24
0
Min TW (Fig. 8.06a)
24.61
13
-Step 2. B;vcd on the tailor, iter coridvii-ii� detefni� ,ed in tej: L e��trx Figure
8 06-m or Fi,fflure S Oob and determuie oJ, nprij,, size acid intrumuni apron length
i,L.', The dze v, the 111CAIMstlnie,,6ze w a %vell- graded npap apron
Step 3. Derenume apron width at the pipe outlet the apron and the
apt on width at the outlet end front the s-mw fi,,,, ar uw.d in step 21,
Minimum TW Maximum TW
F F0'lrf"
Riprap d50, (ft.) 0.4

Minimum apron length, L. (ft.) 13
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 15 2
Step 4. Deremune the nuimmuni stone 4ivulletet
x d-,,,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.6 0
Stop 5. Derernune the alwon rhu,Jaiess
Apron Thickness(ft.)
Apron thickness = 1 5 X d "
Minimum TW Maximum TW
0.9 0
Step 6., .it the riprap apron to the site by inabang it le" 1 fm the aujilmunj
lenptfi L� fiom 11q,!'i've 9 06a or Figure 8 ("Xib Extend the apron t'
dovmsnvv,,t and Am;-, i,biumel bauk's unril stabilitN is Keq,t the
apr(oJin' as sr.�:Pkighl nv P�Able- mid .0 I ign Tr tVIth the flo%.. of tjjr strir'al"�j
-Make ativ nect-ssm-y. aliguruent bend,, nc.-,,u the pipe outlet so that the entrance
into the recen-uip- -,,I le'3111 Is straI71.11
Solue locations 11my f c-quire lining of the entire chartnel cross section ttt a�,,wure
stability
It 111,1% be to uicrca,,/-' the sxre of riprap %viv-i e piotei�mtwn Of t120
Charvirl side ,iop,,, is S.01) Wbere overfall" e7u"V at
PIPO'. outlet,,,, Of ffinv' zile, ext"C'�",,xvv^ wa P1=4cye poolse'I Buhl bse t,ov-Acre,1 xi -e
page 8 106 8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 5/13/202 1 0 1
Checked By: Date:
Company: LarTy King & Assoc.
Project Name: Cypress Pointe
Project No.:
Site Location (City/Town) Hope Mills, NC
Culvert Id. 7
Total Drainage Area (acres)
'ep 1. Deu-rillille the tail%vat,-i depili !"nSf"U"' belavv th,,j,
pipe ontlet f6t the design c ap� iry of the pipe If the twl-water deprh v� les%
tb.in Luilf the outlet pipe, diamm-tex it is c lw,,vtied initunitun tw1mater conditicm
If it is greater than lu)lf the pipe diamt-T&r
PlIx-% thal Est.. det onto 1% Ide flat "'u ,,, �,, with no Arfined c]� ,muiel aie assumed
to have a mintrinun tailvaoz% condirion unlc-, rehaWe fiooJ elevatl"'11"
S110%% , IY�
Outlet pipe diameter, D, (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
30
0
Min TW (Fig. 8.06a)
39,81
6
Step 2. Bw:,eid on the tailmatex coadittow, detemimed in step I enter Ficrure
8,06a or Fwuv,,,, 8 06b and dettunme d., riprap,.'z� and inimmuni apron lexslx
(L. 'nie I size ts the umhml -'�tq)ae SIZ4, U1 a well 11prap 3proll
Step 3. Determine apron width at 'the pipe �iDutlet the :apron shape, and the
apron 1% „ATh at Tfie outlet end frioni the vmie figruxe tv,r,] in Step --
Minimum TW Maximum TW
ure 8.06a
Riprap d50, (ft.) 0.5

Minimum apron length, L. (ft.) 16
Apron width at pipe outlet (ft.) 7.5 7.5
Apron shape
Apron width at outlet end (ft.) 18.5 2.5
Step 4. Dete-triune the inaxiinuin ctotie chamoton
1 5 X d%
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0,75 0
Step -",. Detenivae the aj:,u"W tit
Apron thy, ness = 1 15
Apron Thickness(ft.)
Minimum TW Maximum TW
1.125 0
Step 6, Fit the nprap apiou lo the site by insg at IoNA fbi the uUninutin
ley'lgth L, t"'loul Fights 8 06a or Ft? —we 8 1,)6b Extend the faTtlim
donxiistrewn and Mong', Uftauuks witil ,tabilivv v. assured Keep the
apron as '1 �Ilv Is Possible mid align it Nvith the of rhe receivin, F.,
"I '.
_N1ake an-v aliginuent beads ne,u the pipe ouiletso thtt the entrance
into the srieani is itraighi
Sonie locations niaY require hnnig of the entire ch.ijuiel c: of,%S&A1012 tO 41�'-tire
slabilln-
It nix, be necevary to incieme the Of nv,rap protection of the
,ide slopfs' 15, IV� ,, ( a 5'' i w W'110-le 11-Ij o at
pipe outlev, or HOW't" qWC, exceSsri,-e a jAuij,,-e poolshould be cousidffied, ^Miele
8 06 8

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tallwater condition (Tw<0.5 diameter)
aR
Outlet IW . Do + La
pipe i
diameter (Do)
O�
0% �so
�ePCS t
ONO
�g
E
5o 100
Discharge (01sec)
200 500
0
1000
Curves may not be extrapolated.
Figure 8.06* Design of outlet proteow protection from around pipe fiowhg full, minimum tailwater condition {Tw c O.S diiameter).
Rem IM 8.06.3

•ma 0

Cypress Pointe Parcel Data
5/13/2020, 10:52:39 AM 1:6,000
Parcels
Address
Buildings
Street_Centedines
Municipal Boundaries
Fayette)ille
Hope Mills
Spring Lake
Eastover
Falcon
Godwin
Linden
Stedman
Wade 0 0.05 0.1 0.2 mi
HydroPolygons 0 0.1 0.2
HydroPolygons
Subdivisions-MHPS
Cumberland2017.sid
Red: Band 1
...............
Green: Band 2
Blue: Band 3
CCGIS \ ESRI Chadotte
CCGIS
0.4 km
CCGIS
CCGIS \ ESRI Charlotte I CCGIS I CC Planning & City of Fay Planning I CCGIS -TAX MAPPING I CCGIS\CCPlanoing I

NC OneMap USGS geoPDF (1:24k-scale Topo) Download
D,
1 1,6",
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Lake 01
Rainey Pord
S
2
V,Irvda

Cypress Pointe Soils Map
5/1312020. 10:55:22 AM
Parcels Soils
Address ...
AaA
Buildings
WmB
Street_Centedines
TeB
Municipal Boundaries
CaB
Fayetteville
Was
Hope Mills
GoA
Spring Lake
BaB
Eastover
NoA
Falcon
Re
Godwin
TR
Linden
BeD
Stedman
Wo
Wade
w
HydroPolygons
Pa
HydroPolygons
GdB
Ro
CaD
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Le
Na
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Ru
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VeB
CrB
Subdivisions-MIPS
AuA
Gr
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Cumberland2017.sid
LaB
Ch
LbB
-,..,- Red: Bend-1
St
VgE
Cf
Green: Send_2
NoB
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Blue Band-3
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AyB
FcB
Ly
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By
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Pg
Ld
DgA
WgB
CT
Ud
FaB
Ur
ExA
FuB
DhA
13uA
KaA
BdB
BrB
DT
FaA
DpA
KuB
KeA
1:6,000
0 0.05 0.1 0.2 mi
0 0.1 0.2 0.4 km
CCGIS %ESRI Charlotte
CCGIS
CCGIS
CCGIS \ ESRI Charlotte I CCGIS I CC Planning & City of Fay Planning I CCGIS -TAX MAPPING I CCGIS\CCPlanning I

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Cypress Pointe Zoning Map
5/13/2020, 10:57:12 AM
Parcels
Address
Buildings
Street Centedines
Municipal Boundaries
Fayetteville
Hope Mills
Spring Lake
Eastover
Falcon
Godwin
Linden
Stedman
Wade
HydroPolygons
HydroPolygons
Subdivisions-M HPS
Fayetteville Zoning
AR
AR/CZ
AR/MHO
BP/CZ
CC
CC/CZ
CD
DT
1:6,000
DT/CZ
NC
0 0.05 0.1 0.2 mi
HI
NC/CZ
0 0.1 0.2 0.4 km
HI/CZ
Ol
LC
Ol/CZ
LC/CZ
PND
LI
SF-10
LI/CZ
SF-10/MHO
M/A
SF-15
MH
SF-15/CZ
MR-5
SF-15/MHO
'
CCGIS \ ESRI Chadotte
MR-5/CZ
SF-6
CCGIS
CC Planning & City of Fay Planning
MU
SF-6/CZ
MU/CZ
SF-6/MHO
CCGIS
CCGIS % ESRI Charlotte I CCGIS I CC Planning
& City of Pay Planning I CCGIS -TAX MAPPING I CCGIS\CCPlanning I

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