SW6190802_2020-01-05 Storm Calcs and Misc Docs_1/5/2020

Stormwater Data
For
FOUR SIERRA RANCH
SUBDIVISION
Cumberland County, NC
Owner:
Crazy Woman Readiness Training
Fac' 't, ,, LLC
EAL =
31459
r
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
NC Firm License #: C-0887

TABLE OF CONTENTS
Stormwater Narrative SC-1
Simple Method for Calculating Treatment Runoff Volume SC-2
Time to Peak Calculations - Post -Development SC-3
Basin Volumes SC-4
Infiltration Drawdown Time SC-5
Ditch Calculations APPENDIX A
Infil Basin Routing Calculations APPENDIX B
Misc. Erosion Control Calculations APPENDIX C
Site Maps APPENDIX D
Soils Report APPENDIX E
Site Deed APPENDIX F

STORMWATER NARRATIVE
The proposed low -density development project is a single-family residential
subdivision located off of Doc Bennett Road in Cumberland County. The project is
14 lots (one set aside for an infiltration basin) on 10 acres of land. The parcel is
surrounded by open field and wooded lots. There is no obvious natural storm outlet
available to discharge runoff from the site.
The site is relatively flat with slopes of 1-2% and Type A Hydrologic Group soils.
Where existing topographic conditions allow, future stormwater runoff will be
captured by roadside ditches. The roadside ditches, designed to meet NCDOT
drainage requirements, will discharge into an infiltration basin.
The 10 acre parcel is designed with a proposed impervious area of 71,776 sf with
4500 sf allowed per lot. With 13,276 sf of proposed street impervious area and 13
developable lots, the total impervious area allotted for the development is 71,776 sf,
or 16.48%.
The infiltration basin is sized to infiltrate, not only the design water quality volume,
but also will infiltrate up to the 100-year design storm with a 2 foot freeboard per
routing calculations. Soil bores were taken at the location of the proposed infiltration
basin down to 120 inches deep. Indications of the seasonal high water table
elevation were not encountered to that depth. Ksat readings were taken at both 84"
deep and 96" deep with average readings of 0.44 in/hr and 0.26 in/hr respectively.
An infiltration rate of 0.26 Whir was assumed for the infiltration basin routing
calculations.
Supporting calculations are attached.

Project Name
Outlet:
aENGINEERING -SURVEYING - DESIGNING - DRAFTING
rry King &Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Stormwater Wet Pond Design Criteria
P18-049 Four Sierra Ranch
Calculate Runoff Coefficient
A= 6.11 acres
Ai= 1.65 acres
la= 0.27
Rv=0.05+0.9*la
Rv= 0.29
266,341 sf Watershed area
71,776 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= 6,493 cf Volume of runoff that must be
1.79 Ac in controlled for specified design storm
611

611 ENGINEERING - SURVEYING - DESIGNING - DRAFTING_
Larry King & Associates, R.L.S. P.
P. [phone] www.LKandA.com F. [phone]
Time to Peak Calculations
Project Name: P18-049 Four Sierra Ranch
Outlet: 1
Calculate Time to Peak & Volume of Runoff
Qp= 18.3 cfs DA= 6.11 acres
Rational C= 0.39
P= 5.70 in (10yr/6hr storm)
Cn=ab+cx"d
b + x^d
Cn=
S=
4.43
Q*=
2.51 in
Tp=
36.49 min
a=
50.82581
b=
1.461704
c=
165.6338
d=
1.350661
69 x=
Rational C
(1000/CN)-10
Volume of Runoff (10 Year Storm)
Vol=1.39 * Qp * Tp
Vol= 55,605 cf
HVdrograph Shape
6 min
Ascending limb= 6.08
Decending limb= 10.16:1
SC-3

ENGINEERING -SURVEYING - DESIGf+FING -DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Pond Volume Calculations
Project Name:
Outlet:
P18-049 Four Sierra Ranch
Infil Basin Volumes
Stage
Elev.
Diff
Contour
Area
Incr. Vol.
Accum.
Vol.
(ft)
(ft)
(sf)
(cf)
(cf)
159
0.0
1 12,748
0
0
160
1.0
1 14,581
13,665
13,665
161
1.0
16,483
15,532
29,197
162
1.0
18,453
17,468
46,665
163
1.0
20,484
19,469
66,133
164
1.0
22,571
21,528
87,661
165
1.0
24,715
23,643
111,304
SC-4

ENGINEERING -SURVEYING - DESlGNlNG -DRAFTING
Larry King &Associates, R.L.S., P.A.
P. [phone] vvww.LKandA.com F. [phone]
Infiltration Drawdown
Project Name:
Outlet:
Drawdown Time
P18-049 Four Sierra Ranch
T= FS*DV*12
SA*K
T- Drawdown Time
FS= Factor of Safety (2)
DV= Design Volume
SA= Surface Area
K= Infiltration Rate
Desian Storm (1"
FS=
2
DV=
6,493 cf
SA=
12,748 sf
K=
0.26 in/hr
T= 47.02 hrs
SC-5

Appendix A

Runoff Calculations for Open Ditches
Using the Rational Method
Roadside Ditches
Storm C i A
Q
(in/hr) (ac)
(cfs)
10-yr 0.76 6.3 0.46
2.20
25-yr 0.76 7.13 0.46
2.49
Outfall ❑itch
Storm C i A
Q
(in/hr) (ac)
(cfs)
10-yr 0.4 6.3 6.11
15.40
25-yr 0.4 7.13 6.11
17.43

Street ditches.txt
Channel Calculator
Roadside Ditches (Grassed) 10-yr storm
Given Input Data:
Shape
........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 2.2100 cfs
Slope ........................... 0.0124 ft/ft
Manning's n ..................... 0.0175
Height .......................... 18.0000 in
Bottom width .................... 0.0000 in
Left slope 0.5000 ft/ft (V/H)
Right slope ..................... 0.2500 ft/ft (V/H)
Computed Results:
Depth ........................... 5.5602 in
Velocity .................... 3.4312 fps 5Pp5
Full Flowrate ................... 50.6839 cfs
Flow area ...................... 0.6441 ft2
Flow perimeter .................. 35.3585 in
Hydraulic radius ................ 2.6231 in
Top width ....................... 33.3614 in
Area ............................ 6.7500 ft2
Perimeter ..................... 114.4651 in
Percent full .................... 30.8902
Critical Information
Critical depth .................. 6.0925 in
Critical slope ................. 0.0076 ft/ft
Critical velocity ............... 2.8579 fps
Critical area ................... 0.7733 ft2
Critical perimeter .............. 38.7432 in
Critical hydraulic radius ....... 2.8742 in
Critical top width .............. 36.5549 in
Specific energy 0.6463 ft
Minimum energy .................. 0.7616 ft
Froude number .... 1.2568
Flow condition .................. Supercritical
Page 1
(See 9,0s•4)

Street Ditch 25.txt
Channel Calculator
Roadside Ditches (Grassed) 25-yr storm
Given Input Data:
Shape ........................... Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 2.4900 cfs
Slope ........................... 0.0124 ft/ft
Manning's n ..................... 0.0175
Height .......................... 18.0000 in
Bottom width ....... 0.0000 in
Left slope 0.5000 ft/ft (V/H)
Right slope 0.2500 ft/ft (V/H)
Computed Results:
Depth 5.8146 in
Velocity 3.5351 fps
Full Flowrate 50.6839 cfs
Flow area 0.7044 ft2
Flow perimeter 36.9762 in
Hydraulic radius ................ 2.7431 in
Top width 34.8877 in
Area ............................ 6.7500 ft2
Perimeter ....................... 114.4651 in
Percent full 32.3034
Critical Information
Critical depth 6.3902 in
Critical slope .................. 0.0075 ft/ft
Critical velocity ............... 2.9269 fps
Critical area 0.8507 ft2
Critical perimeter .............. 40.6367 in
Critical hydraulic radius ....... 3.0147 in
Critical top width .............. 38.3415 in
Specific energy 0.6788 ft
Minimum energy .................. 0.7988 ft
Froude number 1.2662
Flow condition Supercritical
Page 1

Outlet Ditch.txt
Channel Calculator
Outlet Ditch (RipRap) 10-yr storm
Given Input Data:
Shape ........................ Trapezoidal
Solving for ..................... Depth of Flow
Flowrate ........................ 15.3900 cfs
Slope ........................... 0.0200 ft/ft
Manning's n ..................... 0.0740
Height .......................... 24.0000 in
Bottom width .................... 36.0000 in
Left slope ...................... 0.2500 ft/ft (V/H)
Right slope ..................... 0.2500 ft/ft (V/H)
Computed Results:
Depth ........................... 12.3429 in
Velocity .................... 2.1032 fps< S �CS
Full Flowrate ................... 67.7271 cfs
Flow area ....................... 7.3176 ft2
Flow perimeter .................. 137.7819 in
Hydraulic radius ................ 7.6478 in
Top width ....................... 134.7429 in
Area 22.0000 ft2
Perimeter ....................... 233.9091 in
Percent full .................... 51.4286
Critical Information
Critical depth .................. 8.2780 in
Critical slope .................. 0.1056 ft/ft
Critical velocity ............... 3.8737 fps
Critical area ................... 3.9730 ft2
Critical perimeter .............. 104.2619 in
Critical hydraulic radius ....... 5.4872 in
Critical top width .............. 102.2238 in
Specific energy ................. 1.0973 ft
Minimum energy 1.0347 ft
Froude number ................... 0.4593
Flow condition .................. Subcritical
Page 1
(S102 8.65. �)

Outlet Ditch 25.txt
Channel Calculator
Outlet Ditch (RipRap) 25-yr storm
Given Input Data:
Shape Trapezoidal
Solving for Depth of Flow
Flowrate 17.4300 cfs
Slope 0.0200 ft/ft
Manning's n 0.0740
Height 24.0000 in
Bottom width .................... 36.0000 in
Left slope 0.2500 ft/ft (V/H)
Right slope ..................... 0.2500 ft/ft (V/H)
Computed Results:
Depth 13.0799 in
Velocity 2.1727 fps
Full Flowrate 67.7271 cfs
Flow area 8.0223 ft2
Flow perimeter 143.8599 in
Hydraulic radius 8.0301 in
Top width 140.6394 in
Area ............................ 22.0000 ft2
Perimeter ....................... 233.9091 in
Percent full 54.4997
Critical Information
Critical depth 8.8374 in
Critical slope 0.1038 ft/ft
Critical velocity ............... 3.9805 fps
Critical area 4.3788 ft2
Critical perimeter 108.8755 in
Critical hydraulic radius ....... 5.7915 in
Critical top width 106.6996 in
Specific energy 1.1634 ft
Minimum energy .................. 1.1047 ft
Froude number ................... 0.4630
Flow condition Subcritical
Page 1

Table 8.05a
Maximum Allowable Design Velocities'
for Vegetated Channels
Typical
Soil
Grass Lining
Permissible Velocity,
Channel Slope Characteristics2
for Established Grass
Application
Lining (ft/sec)
0-5%
Easily Erodible
Bermudagrass
5.0
Non -plastic
Tall fescue
4.5
(Sands & Silts)
Bahiagrass
4.5
Kentucky bluegrass
4.5
Grass -legume mixture
3.5
Erosion Resistant
Bermudagrass
6.0
Plastic
Tall fescue
5.5
(Clay mixes)
Bahiagrass
5.5
Kentucky bluegrass
5.5
Grass -legume mixture
4.5
5-10%
Easily Erodible
Bermudagrass
4.5
Non -plastic
Tall fescue
4.0
(Sands & Silts)
Bahiagrass
4.0
Kentucky bluegrass
4.0
Grass -legume mixture
3.0
Erosion Resistant
Bermudagrass
5.5
Plastic
Tall fescue
5.0
(Clay mixes)
Bahiagrass
5.0
Kentucky bluegrass
5.0
Grass -legume mixture
3.5
>10%
Easily Erodible
Bermudagrass
3.5
Non -plastic
Tall fescue
2.5
(Sands & Silts)
Bahiagrass
2.5
Kentucky bluegrass
2.5
Erosion Resistant
Bermudagrass
4.5
Plastic
Tall fescue
3.5
(Clay mixes)
Bahiagrass
3.5
Kentucky bluegrass
3.5
Source:
USDA-SCS Modified
NOTE:
'Permissible Velocity based on 10-year
storm peak runoff
SSoil erodibility based on resistance to soil movement from concentrated flowing water.
'Before grass is established, permissible velocity is determined by the type of temporary liner used.
Selecting Channel To calculate the required size of an open channel, assume the design flow is
Cross -Section uniform and does not vary with time. Since actual flow conditions change
throughout the length of a channel, subdivide the channel into design reaches,
Geometry and design each reach to carry the appropriate capacity.
The three most commonly used channel cross -sections are "W-shaped,
parabolic, and trapezoidal. Figure 8.05b gives mathematical formulas for the
area, hydraulic radius and top width of each of these shapes.
8.05.4

5 IL 6.13
(4.72 5.76) (5.57-6.79;
=(3.74
=(4.4544�
=(3.1143
=(3.7455)
2.37 2.84
(2.15 2.63) (2.2 3.14)
1.48 1.78
(1.34-1.64) (1.62-1.97)
1768-0.991 ] (0.932-1.20)
0.610 0.739
1.544.0.704) (0,658-0.852]
0.365 F(O.396-0.501)
.443
.327-0.414)
0.214 0.259
.191-0.242) {0.232 0.293)
0.126 0.153
117-0.137) {0.142.0.166}
0.073 0.088
0.05W56)
03
0 .05[(D--_0%-i0.087}j
POS-based
5-min
10-min
� [�5-min
31 0-min
60-min
2-hr
3-hr
6-hr
12-hr
24-hr
�J
2-day
3-dray
4-day
7-day
10-day
20-day
30-day
45-day
60-day
' NOAA Atlas 14, Volume 2, Version 3
Location name: Fayetteville, North Carolina, USA*
Lalitude: 34.9781°, Longitude:-78.8805°
Elevation: 157.57 ft**
`source: ESRI Maps ?
** source: USGS, m
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
tation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
� 5 10 25 50 100 200 500 1000
7.18 7.97 8,94 9.66 10.4 11.0 11.9 12.6 (6.52-7.94) L(7.21 8.81) (8.05-9.85) (8.9 10.6) (9.25-11.4) (9.82-12.1
(10.513.0) (11.0-13.8)
=(5.26537)
=(5.77
7.13 7.69 8.24 8.75 9.41
(6.41 7.85) (6.91 8.45) (7.36.9.03 =(8.6;100.9)
(7.78 9.59) (8.29 10.3)
4.85 =(4.8�5894)
6.02 6.49 6.94 7.36 7.90 =(7.208)
(4.40 5.37) (5.42-6.64) (5.83 7.13 (6.20-7.61) (6.54-8.06) (6.96 8.65)
3.44 3.89 4.46 4.89 5.31 5.73 6.28 =(5.735)
(3.12-3.81) (3.52-4.30) (4.01-4.91) (4.39 5.37
(4.75-5.83) (5.09-6.28) (5.54-6.88)
=(2.2144)
2.54 2.97 3.31 3.66 4.02 4.51 (2.292.80) (2.67-3.27) (2.98-3.64) (3.27-4.01) (3.57-4.40) (3.97-4.94
[(4T.29-5.:377)
1.33 1.54 1.84 2.07 2.32 2.57 2.91 3.19
(1.18 1.52) (1.37-1.76) (1.62-2.10) (1.82-2.37) (2.02 2.65) (2.23-2.93
(2.50-3.32) (2.72 3.64)
0.92 1.10 1.33 1.52 1.71 1.92 2.22 =(Z�28
(0.834-1.08) (0.977-1.26) (1.17-1.52) (1.33-1.74) (1.496) (1.66-2.20 (1.89-2.54)
0.563 0.662 0.800 0.915 1.04 1.17 1.36 1.51
0.503.0.637} (0.589-0.748) (0.707 0.902) (0.804-1.03) (0.904-1.17) (1.01-1.31 (1.16-1.52) (1.27-1.69)
0.331 0.391 0.477 0.548 0.625 0.709 0.830 0.931
9.296 0.375) (0.347 0-441) (0.419-0.535) (0.480 0.614) [0.542 0.698) (0.608 0.790) (0.701 0.924) (0.777-1.03)
0.196 0.231 F(O2057-0.304)1(0.2093
.280 .321
] 182-0.213) (0-213-0.251) -0.348] =�D,3310.395)�(0�3 64 7140 445) (0.426-OS16) (0.4770-05750.112 =(0.12�142)�(0.1%0.9171)
15�
)-&10.121) (0.166-0 195) =20.5
(0.208-0.048) (0.238-0.287) (0.262-0 319
0.079 0.092 0.111 ���
_73 0.085) [0.085-0.099) (0.1%10.119) (0.1106-0.6135) (0.129 02153] [0.144-08171) 06.201-7
(0.164-02197) [0.180 0 218
0.041 0.050 0.062 0.072 EO.087 ���(0.038 0.044) (0.046-0.053) (0.058 0067) [0-067-0.078] 0 0.093] [0.090 08105} {0.101�00118) [0-1102-03132) 0-127-0 152 0.155
0.027 0.033 0.041 p, ��� ( ) {0.139 0.168)
047 0.056 0.063 0.070 0.077 0.088 0.096
(0.02 (0,031-0.035) (0.038 0.044) (0.044-0.050) (0.051-0.060) [0.058-0.067) (0.064-0.075) (0.071-0.083) (0.080 0.095 0.087-0.105
0.022 0.026 0.032 0.036 ��� ( )
;0.021-0.023) {0.025-0.028] (0.030-0.034} (0.034 0.039) [0.040.0 046) [0.044-0 051) (0.048.0 056) {0. 53 0 062] [0.059.0 070 ❑.064 0 07
=0-01ZO16)
0.017 0.021 =(0�O2�025)
0, �� ( 6)
(0.016-0.019) {0.020 0.022) (0.026-0 029} {0.028-0 033} (0.03 00 036) (0.034-0 039) 0.038 0 044 0.044
0. 112 0.014 0.017 0, ��� ( ) (0.040.0.047)
0.012-0.013] (0.014-0.015) (0.016 0.018) (0.018-01.9
020) (0.020 0 023) (0.02 0240025) (0.02 40 028) (0.026-0 030) 0.028 0 033 0.033
0.010 0.012 0.014 �Ol
� ( ) {0.030 0.035)
0.00-01011 (0.011-0.013) (0.013-0.01 5) {0.01 50 017] (0.01 00 019) (0.018-0 020) (0,0 0.022) [0.02100 023 002 20.026 24
0.009 0.011 FO.013 0.014 ��( ) (0.024 0.027)
).009 0.010) (0.010-0.011) 2-0.013) (0.013-0.015) (0.01 50 016) (0.016-0 018) (0.00 00 019) (0.018-0 020) (0.019-0 022022 0.0 022
��� ) ( 20 0.023)
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
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
iecked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
ease refer to NOAA Atlas 14 document for more information.
Back to Top

PF graphical
PDS-based intensity -duration -frequency (IDF) curves
Lati'ude: 34.9781-, Longitude:-78.8805°
100-000
1a.a0a
1-000
.
. - - -
0.100
...
.........
ci
0.010
.
...
0.001
c
E
E F E A 6 � s ? o
m
I
0
Lna e'
10 rr
in 0
Dur-at on
v 0
s 10.000
S
Z.
1-000
c
C
Z 0.100
.a
V
0.010
0.001]
NOAA Atlas 14, Volume 2, Version 3
— to Du 1t70 200 500 1000
Average recurrence interval (years)
Created (GMT): T;ae Aug 27 18:17:44 2019
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
— i
2
5
10
— 25
50
100
— 200
500
— 1000
Duration
5-min
— 2-day
— 10-min
— 3-day
15-min
— 4-day
:-• 30-min
— 7-day
— 60-min
— 10-day
— 2-hr
— 20-day
— 3-hr
— 3"ay
— "r
— 45-day
— 12-hr
— 60-day
— 24-hr

land '
r �r
+AYETTE
RG&
GRA NNC
1 it
ape Mills
v WI
t
3km Lv
2mi
Large scale terrain
tin stun -Sal till 0
• Durham
GreetTsfaor8 • Rocky Mount
f�afeigfi
! R T H C. A R O L I N A `Greenville
k Charlotte Fayetteville
Jack50nvll �
C A R 0 L I N A,--,,-,
� Wilrrtingmn On
rlu 100km rJ
0mi
{{ �, Large scale map
Winstan�'btem Greensboro
�,,rm Rocky Mount
0
RaieigJh
QNorth Greenville
l Carolina
(j Jacksonville
0
Wilmington
° 100km
LL�Uq T
arbli.-_ 60mi
Large scale aerial

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

Appendix B

Table of Contents
iyciratlow Hydrographs by Intelisolve
Infil Basin-3.aow
Sunday, Jan 5 2020, 7:6 PM
Hydrograph Return Period Recap...................................................................... 1
1 -Year
SummaryReport................................................................................................................. 2
Hydrograph Reports....................................................................
Hydrograph No. 1, Rational, Post Dev .................... 3
......................................
Hydrograph No. 2, Reservoir, Post Dev Outlet................................................................. 4
PondReport.............................................................................
10 - Year
SummaryReport................................................................................... 6
..............................
Hydrograph Reports.......................................................................................
Hydrograph No. 1, Rational, Post Dev .................. 7
..................
Hydrograph No. 2, Reservoir, Post Dev Outlet................................................................. 8
PondReport........................................................................
25 - Year
SummaryReport ............................................................................................... ................ 10
Hydrograph Reports..................................................................... 11
Hydrograph No. 1, Rational, Post Dev .........................
Hydrograph No. 2, Reservoir, Post Dev Outlet............................................................... 12
PondReport...............................................................
..................................... ........... 13
100 - Year
SummaryReport ....................................................................................... .. 14
......................
Hydrograph Reports......................................................................................................... 15
Hydrograph No. 1, Rational, Post Dev .......................... ...........
. 15
....................
Hydrograph No. 2, Reservoir, Post Dev Outlet............................................................... 16
PondReport.......................................................................

Hydrograph Return Period Recap
raph
ition
'M
Hydraflow Hydrographs by Intelisoive

Hydrograph Summary Report
Hyd•
No.
Hydrograph
Peak
Time
Time to
Volume
Inflow
Maximum
Maximum
type
(origin)
flow
(cfs)
interval
(min)
peak
hyd(s)
elevation
storage
(min)
(cult)
(ft)
(cuff)
1
Rational
11.86
1
36
34,655
2
Reservoir
0.10
1
95
16,524
1
161.26
33,734
Hydrograph
description
Post Dev
Post Dev Outlet
2
Infil Basin-3.gpw I Return Period: 1 Year TS—unday, Jan 5 2020, 7:05 PM
Hydraflow Hydrographs by Intelisclve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post Dev
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 6.110 ac
Intensity
= 4.975 in/hr
OF Curve
= Thrower.IDF
Post Dev
Hyd. No. 1 -- 1 Yr
10.00
M.
W1111
2.00
Sunday, Jan 5 2020, 7:5 PM
Peak discharge = 11.86 cfs
Time interval = 1 min
Runoff coeff. = 0.39
Tc by User = 6.00 min
Asc/Rec limb fact = 6.08/10.16
Hydrograph Volume = 34,655 cuft
Q (cfs)
12.00
10.00
1
4.00
Ort
0.00 _.__. \ L
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7
0.00
Hyd No. 1 Time (hrs)
3

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Dev Outlet
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 1
Reservoir name = New Pond
Storage Indication method used.
Q (cfs)
12.0f%
10.0(
8.0(
4.00
2.00
M
w
Hyd No. 2
Post Dev Outlet
Hyd. No. 2 -- 1 Yr
Sunday, Jan 5 2020, 7:5 PM
Peak discharge
= 0.10 cfs
Time interval
= 1 min
Max. Elevation
= 161.26 ft
Max. Storage
= 33,734 cuft
Hydrograph Volume = 16,524 cuft
Q (cfs)
12.00
10.00
M
4.00
4
y 24 29 34 39 44 48 U.00
Hyd No. 1 Time (hrs)
4

Hydrograph Summary Report

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post Dev
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 6.110 ac
Intensity
= 7.667 in/hr
OF Curve
= Thrower.IDF
Post Dev
Hyd. No. 1 -- 10 Yr
18.00
15.00
12.00
e
.M
3.00
Sunday, Jan 5 2020, 7:5 PM
Peak discharge
= 18.27 cfs
Time interval
= 1 min
Runoff coeff.
= 0.39
Tc by User
= 6.00 min
Asc/Rec limb fact
= 6.08/10.16
Hydrograph Volume = 53,409 cult
Q (cfs)
21.00
18.00
15.00
12.00
• we
M
ME
0.00 � i
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 0.00
Hyd No. 1 Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Dev Outlet
Hydrograph type =
Reservoir
Storm frequency =
10 yrs
Inflow hyd. No. =
1
Reservoir name =
New Pond1
Storage Indication method used.
18.00
15.00
12.00
M
. �C
3.00
0.00
v IV
- Hyd No. 2
Post Dev Outlet
Hyd. No. 2 -- 10 Yr
10 19 24
Hyd No. 1
Sunday, Jan 5 2020, 7:5 PM
Peak discharge = 0.11 cfs
Time interval = 1 min
Max. Elevation = 162.28 ft
Max. Storage = 52,148 cuft
Hydrograph volume = 18,594 cult
Q (cfs)
21.00
18.00
15.00
12.00
ME
.M
3.00
00
29 34 39 44 48 J.
Time (hrs)
8

Hydrograph Summary Report 10

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post Dev
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 6.110 ac
Intensity
= 8.605 in/hr
OF Curve
= Thrower.IDF
Post Dev
Hyd. No. 1 -- 25 Yr
18.0c
15.00
12.00
M
3.00
Sunday, Jan 5 2020, 7:5 PM
Peak discharge = 20.51 cfs
Time interval = 1 min
Runoff coeff. = 0.39
Tc by User = 6.00 min
Asc/Rec limb fact = 6.08/10.16
Hydrograph Volume = 59,942 cuft
Q (cfs)
21.00
18.00
15.00
12.00
IM
. ��
3.00
0.00 y
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 0.00
Hyd No. 1 Time (hrs)
11

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post Dev Outlet
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 1
Reservoir name = New Pond 1
Storage Indication method used.
18.0(
15.00
12.00
M
--M
3.00
M
Hyd No. 2
Post Dev Outlet
Hyd. No. 2 -- 25 Yr
Sunday, Jan 5 2020, 7:5 PM
Peak discharge
= 0.12 cfs
Time interval
= 1 min
Max. Elevation
= 162.61 ft
Max. Storage
= 58,566 cuft
Hydrograph Volume = 19,279 cuft
Q (cfs)
21.00
18.00
15.00
12.00
•m
3.00
3.00
l o -I y 24 29 34 J.00
39 44 48
Hyd No. 1 Time (hrs)
12'

Hydrograph Summary Report
14
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
2
Rational
Reservoir
23.67
0.12
1
1
36
96
69,190
20,219
1 163.07
------
67,653
Post Dev
Post Dev Outlet
Infil Basin-3.9pw
Return Period:
100 Year
Sunday, Jan
5 2020, 7:06 PM
HVdraflnw Hvrlrnnranhc h,.

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post Dev
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 6.110 ac
Intensity
= 9.933 in/hr
OF Curve
= Thrower.IDF
Post Dev
Hyd. No. 1 --100 Yr
20.00
16.00
12.00
4.00
Sunday, Jan 5 2020, 7:6 PM
Peak discharge = 23.67 cfs
Time interval = 1 min
Runoff coeff. = 0.39
Tc by User = 6.00 min
Asc/Rec limb fact = 6.08/10.16
Hydrograph Volume = 69,190 cult
Q (cfs)
24.00
20.00
16.00
12.00
4.00
0.00 -'
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 0.00
Hyd No. 1 Time (hrs)
15

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Sunday, Jan 5 2020, 7:6 PM
Hyd. No. 2
Post Dev Outlet
Hydrograph type
= Reservoir
Peak discharge
= 0.12 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyd. No.
= 1
Max. Elevation
= 163.07 ft
Reservoir name
= New Pond
Max. Storage
= 67,653 cuft
Storage Indication method used. Hydrograph Volume = 20,219 cuft
20.00
16.00
12.00
Wo
4.00
Post Dev Outlet
Hyd. No. 2 -- 100 Yr
Q (cfs)
24.00
�k
`- 1
12.00
M
4.00
' 5 10 15 19 24 29 34 39 44 48 0.00
Hyd No. 2 Hyd No. 1 Time (hrs)
16

Appendix C

Designed By:
Checked By:
Company:
Project Name:
Project No.:
Site Location (City/Town)
Culvert Id.
Total Drainage Area (acres)
JAN, PE Date:
Date:
Larry King & Assoc.
Four Sierra Ranch
Greys Creek, NC
DW Pipe
0.58
Step 1. ,-Jetermine .he taih%ater depth from chaimel charactenstics below the
pipe outlet for the desi9u capacity.• of the pipe If the rulwater depth is less
than half the outlet pipe diameter it is classified iaururuum tztulcs Ater condition.
If it is gre"rei than lialf the pipe dianietei- it is classified rtiaximuni condition.
Pipes that outlet onto wide fiat areas with no defined channel are assumed
to have a nuiniaiunt tailwater condition sinless reliable flood stage elevations
show other vise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
18
0
Min TW (Fig. 8.06a)
2.77
4.3
Step 2. Ba,cd on the tail%%ater conditions deternuned in step 1 enter Figure
8 06a or Figure 8.06b, and determine d.a riprap size and minimum apron length
L, The d. size is the median stone size in a well -graded nprap apron
Step 3. Deterniirie apron %width at the pipe outlet. the apron shape. and the
apron width at the outlet end from the sauce figtue used in Step ?_
Riprap d50, (ft.)
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
0.5
6/20/2019

Minimum apron length, La (ft.) 9
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 10.5 1.5
'Stvl 4. Ynntne the inaxxanttun stone dizuneter,
dr az = 1 5 x d.o
Minimum TW
Max Stone Diameter, dmax (ft.) 0.75
`rtr; ' t 1 n,,, -Amon thickness
Apron Thickness(ft.)
4von thickness = 1.5 x d
ra
Minimum TW
1.125
Maximum TW
0
Maximum TW
0
Step 6. Fit the raprap apron to the site by it Autg it le -,-el for the nuuir aunt
length L,. from Figure 8 06a or Figure 8 06b Extend the apron farther
do,amstream and along chaaatael banks until stabilitti is assured Keep the
apronn as straight as possible and aliQ.�i it with the flow of the receiving strPatu
tilake ant• necessary alig:unent bends near the pipe outlet so that the entrance
into the receiruig stream is straight.
Some locations may requtire lining of the entire chatanel cross section to assure
stabibty.
It may be necessary to increase the size of raprap where protection of the
channel side slopes is anecessiuN. (APPendi'% 8.05) Whete overfills exist at
Pipe outlets or flows are excessn-e, a plunge pool should be considered see
page 8 06 8.

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3o
Outlet (W , 0Q + La
pipe i
diameter (t7p)
La ----•t
�- Twater O,Spo
A -o
ve
50
XN
50 100
Discharge (Olsec)
2 Ej
cX
as
L
Cr
GS
t 'p
-LJ 0
1000
Curves may not be extrapolated,
Figure 8,tt6a Dosign of WWII protection protection from a round pipe flowing full, minimum tailx 1*1 condition (Tw •c 0.5 diameter).
Rtr.12193
8.063

Appendix D

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•

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3 167
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Four Sierra Ranch -Soils Map
va

Four Sierra Ranch -Zoning Map
1705
3141
ZIP
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3183
17GO
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a
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Four Sierra Ranch -Contour Map
149
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31

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Appendix E

Southeastern Soil & Environmental Box 9321 mental Associates, Inc.
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
October 8, 2018
Mr. Jeffrey Nobles, PE
Larry King & Associates, RLS, pA
1333 Morganton Road, Suite 201
Fayetteville, NC 28305
Re: Hydraulic conductivity (permeability) analysis & seasonal water table
determination (SHWT) for proposed stormwater retention area, Crazy Woman Readiness
Training site, portion of PIN 0444-21-3653. Doc Bennett Road, Cumberland County
North Carolina
Dear Mr. Nobles,
An evaluation of soil properties and hydraulic conductivity (Ksat) has been conducted on
a portion of the aforementioned property at your request. The purpose of the
investigation was to determine soil water table depths (SHWT) based on soil profiles. In
addition, Ksat was to be provided at a depth 2.0 feet above the SHWT elevation for use
with stormwater retention basin design.
Saturated hydraulic conductivity of the unsaturated zone was measured in a similar
method as described in the Soil Science Society of America Journal, Vol. 53, no 5, Sept. -
Oct. 1989, "A Constant Permeameter for Measuring Saturated Hydraulic Conductivity of
the Vadose Zone" and Comparison of the Glover Solution with the Simultaneous
Equations Approach for Measuring Hydraulic Conductivity." This consists of advancin
a small diameter bore hole to a predetermined depth g
p
this depth, a constant head (pressure) was established and maintained. FlowHWT) At
measurements were made at timed intervals after flow stabilized.
Soils at the proposed basin site are most similar to the Au tryville soil boxing logs). Two borings were advanced to 10.00 feet below thsoil surfacee attached
Seasonal High -Water Table (SHWT) as determined by evidence of colors of chroma 2 or
less (and/or concentrations of high redox mottles) was not encountered within 120 inches
below the ground surface (see chart attached).
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Pour compact constant head permeameter (CCHp) tests were conducted at depths of at
least 2.00 feet above the SHWT level, The measured Ksat rates ranged between 0.60
and 1.25 cm/hr (equivalent to 0.24 to 0.49 inches/hour).
The attached map shows locations of the sample points as well as Ksat locations.
It should be noted that the reported SHWT does not necessarily reflect the elevation of
static groundwater (due to variations in groundwater recharge rates, annual rainfall,
drought conditions, etc.).
The data presented in this report are limited by a number of considerations. The rim
consideration is that soil formations can be highly variable. The soils found on this site
can be subject to inclusions of other soil types,
layers of undulating low permeability clay searc
s.These hed aand other oil ter, artesian oconditions ca or
have an effect on the steady state of groundwater flow. To the extent possible, we have
identified the soil types that will impact the flow of groundwater and have provided a
professional opinion as to the depth of SHWT.
I trust this is the information you require at this time.
Sincerely,
`� %-
Mike Eaker
NC Licensed Soil Scientist #1030
Q`E Sbit �
N

Southeastern Soil & Environmental w�' Associates,car
P.O. BOX 9�rC�t@, Inc.
Fayetteville, NC 28311
Phone/Fax [phone]
Email mike@southeasternsoii,com
SHWT and Observed Water Depths, Crazy Woman Readiness Tra' '
Bennett Road, Fayetteville, NC ><n><ng, Dvc
BORING SHWT DEPTH
INCHES
SHWT DEPTH
GROUND ELEVATION
(ms1—feet)
(msl — feet)
OBSERVED WATER
500
(msl — feet)
501 >120
155.20
154.93
165.20
None
164.93
None
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
..� GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Sail & Envir
PO. Boonmentai Associates, Inc.
9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email mike@southeasternsoil,com
Measured Ksat Rates, Crazy Woman Readiness Training, Doc Bennet
Road, Fayetteville, NC t
i 1c�ation
P OIL inj
Ksat
Ksat
LM/hr
in/hr
501
84
0.99
0.39
501
96
0.70
0.27
500
N4
1.25
0.49
500
96
0.60
0.24
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environ
P.O. Box 9321 mental Associates, Inc.
Fayetteville, NC 28311
Phone/Fax[phone]
Email [e-mail]
Typical Soil Boring Log, Crazy Wonsan Readiness Training Site, Doc Bennett Road,
FaYetteville, NC
This map unit consists of well drained soils that formed in loamy sediments on uplands.
Slopes range from 0 to 1 percent.
A - 0 to 10 inches; grayish brown (IOYR 5/2) loamy sand: weak fine granular structure;
very friable; common fine and medium roots; abrupt smooth boundary.
E - 10 to 26 inches; yellowish brown (IOYR 5/6) loamy sand; weak medium granular
structure; very friable; few fine roots; clear smooth boundary.
BtI - 26 to 98 inches; strong brown (7.5YR 5/8) light sandy clay loam; moderate medium
subangular blocky structure; friable; gradual wavy boundary.
Bt2- 98 to 120 inches; yellowish brown (IOYR 5/8), sandy clay loam; weak fine
subangular blocky structure; firm.
SHWT > 120 inches in boring 500
SHWT > 120 inches in boring 501
SOIUSITE EVALUATION - SOIL PHYSICAL ANALYSIS - LAND USE/SUBDIVISION PLANNING - WETLANDS
GROUNDWATER DRAINAGE/MOUNDING - SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

la
A
^
i
-
�a
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I
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'°'�ra"ai

Appendix F

BK 10106 PG 0251
FILED ELECTRONICALLY
CUMBERLAND COUNTY NC
J. LEE WARREN, JR.
FILED Jun 06, 2017
AT 02:47:46 PM
BOOK 10106
START PAGE 0251
END PAGE 0253
INSTRUMENT # 17814
RECORDING $26.00
EXCISE TAX $220.00
NORTH CAROLINA SPECIAL WARRANTY DEED
Excise Tax: $220.00
Parcel Identifier No. Part of OLIL 12-455a Vo ified by County, on the _ day of� 20�
By:
Mail/BOX to:1l4cGeaehv Hudson and 711-mvpI
This instrument Was prepared by: W
Brief description for the Index:
"* TITLE NOT CERTIFIED BY PREPARER***
THIS DEED made this 31day of_
2017, by and between
/1T �
vkcAiv i OR
Teresa W. Wood as Executrix of the Estate of
Bruce Wayne Wood;
Teresa W. Wood, widow;
Kenneth Wood, unmarried;
Teresa W. Wood as Custodian of Cue and
Thatcher Wood
GRANTEE(S)
Crazy Woman Readiness Training Facility, LLC,
a North Carolina limited liability company
2033 Tailwinds Court
Eastover, NC 28312
The designation Grantor and Grantee as used herein shall include said parties, their lairs, singular, plural, masculine, foriduine or neuter as required by context. successors, and assigns, and shall include
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged,
has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel of land
situated d the City s: Township, Cumberland County, North Carolina and more particularly
described as follows: --
SEE ATTACHED EXHIBIT "A" FOR LEGAL, DESCRIPTION.
See Estate File of Bruce Wayne Wood, located in Cumberland County Clerk of Superior Court file number 17 E 744.
The property hercinabove described was acquired by Grantor by instrument recorded in Book 8955 page 536.
A map showing the above described property is recorded in Plat .Book 139 Page _50=
NC Isar Association Foxzn No. 5 CG 1/112010
Printed by Atreement with the NC; gar Association
submitted electronically by "McGeachy, Hudson & zuravel"
in co
mpliance
oftthe osubmitter�agreement ewithvtheiCumberlandbcountyuRegister of Deeds.

BK 10106 PG 0252
And the Grantor covenants with the Grantee, that Grantor is seized ofthe premises in fee simple, has the right to convey the same in fee
simple; that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend the title against the
lawful claims of all persons whomsoever except for the exceptions hereinafter stated.
Title to the property bereinabove described is subject to the following exceptions:
A. Restrictions, easements and right-of-ways of record.
D.\ WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written.
Estate of Bruce i�'a ne Woo
By:
name Title: Teresa W_ Waod, Executrix
BY�Cue and Thatcher Wool' under e : G a
— = �••� Teresa W. C_4'ood, i� iduall
Name &Title: Teresa �V_ Woad, Custodian
KIIP
enneth Wood, Individually
State of N d d0�_ _� (r6 t ,�� County of u.«. b t< 1•� .,
I, A +` I L the undersigned Notary Public ofthe County of
certify that Teresa W. W�ood,xecutrix of e Estate of Bruce Wa e Woo `'' h and State aforesaid
Wayne d, personally appeared before me this day and acknowledged
the due execution of the foregoing instrument for the �, 6� W YdYO, expressed. Witness my hand and notarial stamp or seal this
day of I...{ , 2017. \ti��� t.00KFrr /i!�
MyCommission E fires: 1 �p7ARi• —
__L-
(Affix Seal) U U t��� -�.++L [�s�• '�`.�(� Rotary Public
�" P � j 3 LX O = Notary's Printed or Typed Name �
N
State of �r ,,� •. .• p•�;��a,�:
`tcf f�ara .s County of x&!! f qB
I> '`•' $ the undersign Public ofthe County of 1
certify that Teresa W. Wood, Custodian ofline Cue and T __CA ,,. � and State aforesaid,
due execution of the foregoing �eq6b*�e(/*�ssed.
�`1rfr�pod, personally appeared before me this day and acknowledged the
da ofg mg instrument for the p�Witness my hand and notarial stamp or seal this —
�v�
My Commission Expires: f •. $ - 8 c U ; , -
(Affix Seal) "` �'. p 6�_ `'"� 4 T"K Notary Public
Notary's Printed or Typed Name
State of s
��+• County of
I, • [ ;<--'� _ rt`! t _q the unde7-42-y Z qt, lie of the County of and State aforesaid,
oregoing instrument for the
certify that Teresa W. Wood. Individually and Kenneth Wood, Individually, personally appeared before me this day and acknowledged
the due execution of the fpurposes therein expressed. Witness my hand and notarial stamp or seal this
day of _ !�! ... 2017.
My Commission Expires:�-����j�
((Affix Sean t< 'r .`•••._._ <<<<yNotaryPublic
NO T' Y ' atary's Printed or Typed NameC.
INC Bar Association Form No. 6 C(D 1/Ipolo lfl iI I I GO
Fruited by Agteentent with tit:. NC Bar Association

BK 10106 PG 0253
EXHIBIT "A"
Legal Description
BEING ALL, OF LOT 3B, IN A. SUBDIVISION KNOB AS "SUBDIVISION FOR
TERESA WOOD AND K ENNE"I'H WOOD", ACCORDING TO A PLAT OF THE
SAME DULL" RECORDED IN PLAT BOOK 139, PAGE 50, C"iBERLAND
COUNTY, NORTH CAROLINA REGISTRY.

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Limited Liabitity Company
Legal Name
Crazy Woman Readiness Training Facility LLC
Information
Sosld: 1578241
Status: Current -Active
Annua[ Report Status: Current
Citizenship: Domestic
Date Formed: 3/2/2017
Registered Agent: Sturtz, Josh ,
Addresses
Principal Office
2033 Tailwinds Court
Eastover, NC 28312
Company Officials
Reg Mailing
2033 Tailwinds Court
Eastover, NC 28312
Mailing
3712 Eagles Nest Trail
Burleson, TX 76028
All LLCs are managed by their managers pursuant to N.C.G.S. 57D-3-20.
President
Adam Steelhanimer
3712 Eagles Nest Trail
Burleson TX 76028
Member
Steffanie Steelhammer
3712 Eagles Nest Trail
Burleson TX 76028
Reg Office
531 Shawcroft Road
Fayetteville, NC 28311