SW6200802_2021-01-15 Four Sierra Ranch Storm Calculations_20210115

Stormwater Data
For
FOUR SIERRA RANCH
SUBDIVISION
Cumberland County, NC
Owner:
Crazy Woman
Readiness Training
rLLC
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 1
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 Calcuiations 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 in/hr was assumed for the infiltration basin routing
calculations.
Supporting calculations are attached.

Project Name
Outlet:
ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry 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 d Volume of runoff that must be
1.79 Ac in controlled for specified design storm
SC-2

Project Name
Outlet:
I
NGINEERING - SURVEYING - DESIGNING - DRAFTING
�c—iffy King & Associates, R. L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Time to Peak Calculations
P18-049 Four Sierra Ranch
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= 65,605 cf
HVdrograph Shape
tc= 6 min
Ascending limb= 6.08
Decending limb= 10.16
SC-3

LA ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Pond Volume Calculations
Project Name: P18-049 Four Sierra Ranch
Outlet: 1
Infil Basin Volumes
Stage
ev.
Diff
Contour
Area
Incr. Vol.
ACCUM.
Vol.
(ft)
(ft)
(sf)
(cf)
(cf)
159
0.0
12,748
0
0
160
1.0
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

cA ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Infiltration Drawdown
Project Name: P18-049 Four Sierra Ranch
Outlet: 1
Drawdown Time
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 11"
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
Roaoside 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 Ditch
Sto , I, 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 15Pp5
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 ..................
Critical slope ..................
Critical velocity ...............
Critical area ...................
Critical perimeter ..............
Critical hydraulic radius .......
Critical top width ..............
Specific energy .................
Minimum energy ..................
Froude number ...................
Flow condition ..................
6.0925 in
0.0076 ft/ft
2.8579 fps
0.7733 ft2
38.7432 in
2.8742 in
36.5549 in
0.6463 ft
0.7616 ft
1.2568
Supercritical
Page 1
(See 9,o5 4)

Street Ditch 25.txt
Channel Calculator
Road°side Ditches (Grassed) 25-yr storm
Given Input Data:
Shape Trapezoidal
Solving for ..................... Depth of Flow
Flowrate 2.4900 cfs
Slope 0.024 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 �V5
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

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 O,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 hydra.:lic 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

0
Table 8.06a
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
Sources
USDA-SCS Modified
NOTE:
'Permissible Velocity based on 10-year
storm peak runoff
2Soil erodibility based on resistance to soil movement from concentrated flowing water.
3 Beforegrass 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 Ehe
area, hydraulic radius and top width of each of these shapes.
8.05.4

NOAA Atlas 14, Volume 2, Version 3
Location name: Fayetteville, North Carolina, USA*
Latitude: 34.9781*, Longitude:-78.8805* - 61.'M
Elevation: 157.57 ft** i
source: ESRI Maps n
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in incheslhour)1
Average recurrence
interval (years)
1 2 5 10 25
50 100 200 500 1000
5.20 6.13 7.18 7.97 8.94
9.66 10.4
5-min
���������
11.0 11.9 12.6
(4.72-5.76 (5.57-6.79) (6.52-7.94) (7.21-8.81) (8.05.9.85)
(8.68-10.6) (9.25-11.4) (9.82-12.1) (10.5-13.0 (11.0-13.8)
4,15 4.91 5.75 6.37
10-mtn 7.13
7.69 8.24 8.75 9.41 9.90
(3.77-4.60) (4.46-5.44) (5.21-6.37) (5.76-7.04) (6.41-7.85)
(6.91-8.45) (7.36.9.03) (7.78-9.59) (8.29-10.3)
3.46 4.11 4.85 5.38 6.02
�(8.67-10.9)
6.49
15-min
6.94 7.36 7.90 8.28
(3.14-3.83) 11 (3.74-4.55) (4.40-5.37) (4.86-5.94) 1 (5.42-6.64)
(5.83-7.13) (6.20-7.61) 1 (6.54-8.06) (6.96-8.65) (7.25-9.08)
2.37 2.84 3.44 3.89 4.46
4.89 5.31
30-minE(2
5.73 6.28 6.71
15-2.63) (2.58-3.14) (3.12-3.81) (3.52-4.30) (4.01-4.91)
(5.54-6.88) (5.87-7.35
(4.39-5.37) (4.75-5.83) (5.09-6.28 ��
1.48 1.78 2.21 2.54 2.97
3.31
[�-:mtn
3.66 4.02 4.51 4.90
(1 34.1.64) (1.62-1.97) (2.00-2.44) (2.29-2.80) (2.67-3.27
J )
( ) (3.57-4.40) (3.97-4.94) (4.29-5.37)
2 98-3.64) (3.27-4.01 ���
0.862 1.05 1.33 1.54 1.84
2-hr
2.07 2.32 2.57 2.91 3.19
(0.768-0.991) (0.932-1.20) 1 (1.18-1.52) (1.37-1.76) 1 (1.62-2.10)
(1.82-2.37) (2.02-2.65) (2.23-2.93) 1 (2.50-3.32) 1 (2.72-3.64)
0.610 0.739 0.939 1.10 1.33
1.52
3-hr
1.71 1.92 2.22 2.46
(0.544-0.704) (0.658-0.852) (0.834-1.08) (0.977-1.26) 1 (1.17-1.52)
(1.33-1.74) 1 (1.49-1.96) 1 (1.66-2.20) 1 (1.89-2.54) 1.(2.08-2.81)
1[ 6-hr 0.365 0.443 0.563 0.662 0.800
{0327-0.414] (0.396-0.501)(0.503-0.637) (0.589 0.748) (0.707-0.902)
0.915 1.04 1.17 1.36 1.51
(0.804-1.03) (0.904-1.17) 1 (1.01.1.31) (1.16-1.52) 1 (1.27-1.69)
12-hr 0.214 0.259 0.331 0.391 0.477
+ 0.548 0.625 0.709 0.830 0.931
(0.191-0.242} (0.232-0.293) (0.296-0.375) (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)
0.126 0.153 0.196 0.231 0.280
0.321 0.364 0.410 0.475 0.528
24-hr
(0.117-0.137) (0.142-0.166) (0.182-0.213] (0.213-0.251) (0.257-0.304)
(0.293-0.348} (0.331-0.395) (0.371-0.445) (0.426-0.516) (0.470-0.575)
0.073 0.088 0.112 0.132 0.159
0.181 0.205 0.230 0.265 0.294
2-da
(0.068-0.079) (0.082-0.096) (0.104-0.121) (0.122-0.142) (0.146.0.171 )
(0.166-0.195)[0.186-0.221 ] (0.208-0.248) (0.238-0.287} (0.262-0.319)
0.052 0.063 0.079 0.092 0.111
0.126 0.142 0.158 0.182 0.201
3-da y (0.048-0.056) (0.058-0.067) (0.073-0.085) (0.085-0.099) (0.102-0.119)
(0,116-0.135) {0,129-0.153) (0.144-0.171) (0.164-0.197) (0.180-0.218)
0.041 0.050 0.062 --O.-072-71 0.087 11
0.098 0.110 0.123 0.141 0.155
4-day
(0.038-0.044) (0.046-0.053) (0.058-0.067) (0.067-0.078) (0.080-0.093)
(0.090-0.105) (0.101-0.118) (0.112-0.132) (0.127-0,152) (0.139-0.168)
0.027 0.033 0.041 0.047 0.056
0.063 0.070 0.077 0.088 0.096
7-day
1(0.025-0.029) (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 0.043
0.048 0.053 0.058 0.065 0.070
10-day
(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) (0.053-0.062) (0.059.0.070) (0.064-0.076)
0.015 0.017 0.021 0.024 0.028
0.031 0.034 0.037 0.041 0.044
20-da y (0.014-0.016) (0.016-0.019) (0.020-0.022) (0.022-0.025) (0.026-0.029)
(0.028-0.033) (0.031-0.036) (0.034-0.039) (0.038-0.044)(0.040-0.047)
0.012 0.014 7 0.017 0.019 0.022
0.024 0.026 0.028 0.031 0.033
30-da y (0.012-0.013)(0.014-0.015) (0.016-0.00.018-0.020)18)z((0.020-0.023)
(0.022-0.025) (0.024-0.028) (0.026-0.030) (0.028-0.033) (0.030-0.035)
0.010 0.012 0.014 0.016 0.018
0.019 0.021 0.022 0.024 0.026
45-da y (0.010-0.011) (0.011-0.013) {0.013 0.015] (0.015-0.017) (0.017-0.019)
(0.018-0.020) (0.019.0.022) (0.021-0.023) (0.022-0.026) (0.024-0.027}
0.009 0.011 0.013 0.014 0.015
0.017 0.018 0.019 0.021 0.022
60-day
(0.009-0.010) (0.010-0.011) (0.012-0.013) (0.013-0.015) [0.015-0.016)
[0.016-0.018} (0.017-0.019) (0.018-0.020) (0.019-0.022) (0.020-0.023)
Precipitation frequency (PF) estimates in this table are based on frequency analysis
of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence
interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound
(or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher
than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top

PF graphical
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 34.9781*. Longitude: -78.88050
100.000
10-000
E
ZI
Ln 1.000
0-100
fu
U
ri 2 0-010
0-001
L-
XF ru M M ra M M M M M
I Nlr N '0-0 '0 -0 -0 -0 -0-0
r� 6 6 0' Ln' 01
P-1 P-1 rn 0 1.4 N rn �* LD
100.000
L 10-000
-C
ZI
kA 1-000
ar
0-100
9-
0-010
0-0011
I
......................... ....... ....... ...........
JLU 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Tue Aug 27 18:17:44 2019
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
inte,N-al
(years)
2
5
10
25
50
100
— 200
500
— 1000
Duration
— 5-min
—
— 1 "in
— 3-day
15-min
— 4--day
30-min
— 7-day
60-min
— I0-daG-
2-tir
— 20-day
3-hr
— 30-day
"r
— 45-day
12-hr
— 60-day
24-hr

land �
f
� irk
r!
I r' �7FAVE'TTEvI[
RGNL
' 17-IM NN15 FL
cs !
I -Pope Mills ` r
Urn
2mi
Large scale terrain
lin stun-5 a em �
• r Durham
Greensboro RockyMount
■
Raleigh
•
RT H C A R 0 L IN A ' Greenville
19
' Charlotte Fayetteville
{G ' Jacksonville
•
C A R Q L I N A wilmington �❑
100km
mi
Large scale map
insto,Ns lem Greensboro ,+
o DOafham
Rocky 144orant
°
Raleigh
North Greenville
© Carolina�Gharl Otte
3 r,ayetteville
l Jacksonville
l`
6
wilmingt❑n
° 100km
ou `
M.
Large scale aerial

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

Appendix B

Table of Contents
Hydraflow Hydrographs by Intelisolve
Infil Basin-3.gpw
Sunday, Jan 5 2020, 7:6 PM
Hydrograph Return Period Recap...................................................................... 1
1 - Year
SummaryReport ................................................................................................................. 2
HydrographReports........................................................................................................... 3
Hydrograph No. 1, Rational, Post Dev.............................................................................. 3
Hydrograph No. 2, Reservoir, Post Dev Outlet................................................................. 4
PondReport ................................................................................................................. 5
10 -Year
SummaryReport................................................................................................................. 6
HydrographReports........................................................................................................... 7
Hydrograph No. 1, Rational, Post Dev.............................................................................. 7
Hydrograph No. 2, Reservoir, Post Dev Outlet................................................................. 8
PondReport................................................................................................................. 9
25 - Year
SummaryReport............................................................................................................... 10
HydrographReports......................................................................................................... 11
Hydrograph No. 1, Rational, Post Dev............................................................................ 11
Hydrograph No. 2, Reservoir, Post Dev Outlet............................................................... 12
PondReport ............................................................................................................... 13
100 - Year
SummaryReport ............................................................................................................... 14
HydrographReports......................................................................................................... 15
Hydrograph No. 1, Rational, Post Dev............................................................................ 15
Hydrograph No. 2, Reservoir, Post Dev Outlet............................................................... 16
PondReport ............................................................................................................... 17

Hydrograph Return Period Recap
Hyd.
No.
Hydrograph
type
(origin)
Inflow
Hyd(s)
--
2-Yr
Peak Outflow
(cfs)
Hydrograph
description
Post Dev
Post Dev Outlet
5 2020, T05 PM
1-Yr
3-Yr
5 Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
2
Rational
Reservoir
-------
1
11.86
0.10
-------
-------
-------
-------
-------
-------
18.27
0.11
20.51
0.12
-------
-------
2167
0.12
PrOj.
file: Infil Basin-Igpw
Sunday,
Jan
Hvdraflow Hvdroaraohs by Intelisolve

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

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
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 cult
Q (cfs) Hyd. No. 1 -- 1 Yr Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 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
Hyd No. 1 Time (hrs)
3

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Sunday, Jan 5 2020, 7:5 PM
Hyd. No. 2
Post Dev Outlet
Hydrograph type
= Reservoir
Peak discharge
= 0.10 cfs
Storm frequency
= 1 yrs
Time interval
= 1 min
Inflow hyd. No.
= 1
Max. Elevation
= 161.26 ft
Reservoir name
= New Pond 1
Max. Storage
= 33,734 cuft
Storage Indication method used. Hydrograph Volume = 16,524 cuft
Post Dev Outlet
Hyd. No. 2 --1 Yr
10.00
1
M
4.00
2.00
0.00
0 5 10 15 19 24 29 34
— Hyd No. 2 Hyd No. 1
Q (cfs)
12.00
10.00
M$
4.00
99
0.00
39 44 48
Time (hrs)
4

6
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum
No. type flow interval peak hyd(s) elevation storage
(origin) (cfs) (min) (min) (cuff) (ft) (cuft)
i
1 Rational 18.27 1 36 53,409 ---- ------ ------
i
2 Reservoir 10.11 1 96 18,594 1 162.28 52,148
Hydrograph
description
Post Dev
Post Dev Outlet
Infil Basin-lgpw Return Period: 10 Year Sunday, Jan 5 202017:05 PM

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Sunday, Jan 5 2020, 7:5 PM
Hyd. No. 1
Post Dev
Hydrograph type
= Rational
Peak discharge
= 18.27 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 6.110 ac
Runoff coeff.
= 0.39
Intensity
= 7.667 in/hr
Tc by User
= 6.00 min
OF Curve
= Thrower.IDF
Asc/Rec limb fact
= 6.08/10.16
Post Dev
Hyd. No. 1 -- 10 Yr
18.00
15.00
12.00
M
I. -Mrs
3.00
Hydrograph Volume = 53,409 cult
Q (cfs)
21.00
18.00
15.00
12.00
M
. 11
3.00
0.00 -`' . -1 1 1 _ _ 1 I I L - 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7
Hyd No. 1 Time (hrs)
7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Sunday, Jan 5 2020, 7:5 PM
Hyd. No. 2
Post Dev Outlet
Hydrograph type
= Reservoir
Peak discharge
= 0.11 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 1
Max. Elevation
= 162.28 ft
Reservoir name
= New Pond 1
Max. Storage
= 52,148 cuft
Storage Indication method used.
18.00
15.00
12.00
M
MO]
3.00
M
Post Dev Outlet
Hyd. No. 2 --10 Yr
Hydrograph Volume = 18,594 cuft
Q (cfs)
21.00
W-X1I11
15.00
12.00
M
3.00
0.00
5 10 15 19 24 29 34 39 44 48
Hyd No. 2 Hyd No. 1
Time (hrs)
8

10
Hydrograph Summary Report
Hyd.
No,
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
Rational
20.51
1
36
59,942
----
------
------
Post Dev
2
Reservoir
0.12
1
96
19,279
1
162.61
58,566
Post Dev Outlet
Infil Basin-3.gpw
Return Period: 25 Year
Sunday, Jan 5 2020, 7:05 PM

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
18.00
15.00
12.00
M
. 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 cult
Q (cfs)
21.00
18.00
15.00
12.00
M
. ��
0.00 yr I I I I I I I I 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
Hyd No. 1 Time (hrs)

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
Storage Indication method used.
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0
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
Post Dev Outlet
Hyd. No. 2 -- 25 Yr Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
— 0.00
5 10 15 19 24 29 34 39 44 48
Hyd No. 2 Hyd No. 1
Time (hrs)
12

Hydrograph Summary Report
14
Hydrograph
description
ev
ev Outlet
020, 7:06 PM

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
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
Post Dev
Hyd. No. 1 --100 Yr
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 cuft
Q (cfs)
24.00
20.00
12.00
�11
0.00 V ' 1 L 0.00
0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7
Hyd No. 1 Time (hrs)
15

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

Appendix G

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 6/20/2019
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Four Sierra Ranch
Project No.:
Site Location (City/Town) Greys Creek, NC
Culvert Id. DW Pipe
Total Drainage Area (acres) 0.58
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacrry of the pipe If the tw1water depth is less
than half the outlet pipe dimueter. it is classified tnuutuuun tailwater condition.
If it is g7 eater than half the pipe charnetei it is classified n&.�ruvutnr condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a rtruminuin tailwater condition finless reliable flood stage elevation%
show otherwise
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 3. Based on the tailwater conditions deteriaittied to step 1. enter Figure
8.06a or Fteutre 8.06b. and determine dib rtprap size and timil ian apron length
(Q. The d,, size is the median stone size in a well -graded rtprap apron.
Step 3. Determine apron width at the pipe outlet. the apron shape. and the
apron width at the outlet end from the same figure used in Step ?_
Minimum TW
Figure 8.06a
Riprap d50, (ft.) 0.5
Maximum TW
Figure 8.06b

Minimum apron length, La A) g
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 10.5 1.5
step 4. Determine the maximum stone diameter-
d, P K = 1.5 x d,,
Minimum TW
Max Stone Diameter, dmax (ft.) 0.75
Step 5. Detertlune the apron thickness
Apron Thickness(ft.)
Apron thickness = 1.5 x d
Minimum TW
1.125
Maximum TW
0
Maximum TW
0
5teli 6. Fit the riprap l+pi on to the site by niakmg it level for the nunituum
length La_ from Figtue 8 46a or Figure 8 06b Extend the apron farther
dottmstream and along channel banks unntil stability is assured. Keep the
apron as straight as possible and align it with the floe- of the receiving strew
.lake puny uecess in- alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight
Some locations nnay require lining of the entire channel cross section to assure
stability.
It ilnay be necessary to increase the size of riprap where protection of the
channel side slopes is necess-ary (Appc;&A 8.05) NX7irie overfills evast at
Pipe outlets or flows are excessive. 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)
30
Outlet IW . D0 + La
pipe 1
diameter (00)
ilwater -e 0.500
lyalI-11�l'
+� of Pp 6f0ve
{.
40 i. ....
z
50 100 200 500
Discharge (0/sec)
Durres may not be extrapolated,
Figure 8.08a Dosign of outlet protection protection from a round pipe flowing fall, minimum tailwater condit,on (Tw c 0.5 darria to r).
Rev. 12,93 8.06.3

Appendix D

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Four Sierra Ranch -Soils Map
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Four Sierra Ranch -Zoning Map
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--

Appendix E

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
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 Royal. 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, r1'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 advancing
a small diameter bore hole to a predetermined depth (typically 2 feet above SHWT)_ At
this depth, a constant head (pressure) was established and maintained. Flow
measurements were made at timed intervals after flow stabilized.
Soils at the proposed basin site are most similar to the Autryville soil series (see attached
boring logs). Two borings were advanced to 10.00 feet below the soil surface.
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

Four 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 primary
consideration is that soil formations can be highly variable. The soils found on this site
can be subject to inclusions of other soil types, perched water, artesian conditions and/or
layers of undulating low permeability clay seams. These and other soil conditions can
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
soa

Southeastern Soil & Environmental Associates Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
SHWT and Observed Water Depths, Crazy Woman Readiness Training, Doe
Bennett Road, Fayetteville, NC
BORING SHWT DEPTH SHWT DEPTH GROUND ELEVATION OBSERVED WATER
INCHES (msl — feet) (ms1— feet)
(msl —feet)
500 > 120 155.20 165.20 None
501 > 120 154.93 164.93 None
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
N.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email mike@ south easternsoil.com
Measured Ksat Rates, Crazy Woman Readiness Training, Doc Bennett
Road, Fayetteville, NC
Ksat
Ksat
Location
De th in
cmlhr
inlhr
501
84
0.99
0.39
501
96
0.70
0.27
500
84
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 & Environmental Associates, Inc.
RO. Box 9321
Fayetteville, NC 28311
Phone/Fax[phone]
Email [e-mail]
Typical Soil Boring Log, Crazy Woman 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; weals medium granular
structure; very friable; few fine roots; clear smooth boundary.
Btl - 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 (1 [ i 1- R 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

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Appendix F

B K 10106 PG 0251
NOW - I CAROLINA SPECIAL WARRANTY DEED
Excise Tax: $220.00
Parcel Identifier No. Part of 0444-12-4550 Verified by
By:
Mail/Box to: McGeaehv. Hudson and Zuravel
This instrument was prepared by: Williara Lockett Tall
FILED ELECTRONICALLY
CUMBERLAND COUNTY NC
J. LEE WARREN, .:.F..
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
County on the day of , 20
Brief description for the Index:
` TITLE NOT CERTIFIED BY PREPARER***
THIS DEED made this 31" day of May _ , 2017, by and between
GRANTOR I GRANTEE(S)
Teresa W. Wood as Executrix of the Estate of Crazy Woman Readiness Training Facility, LLC,
Bruce Wayne Wood; a North Carolina limited liability company
Teresa W. Wood, widow; 2033 Tailwinds Court
Kenneth Wood, unmarried; Eastover, NC 28312
Teresa W. Wood as Custodian of Cue and
Thatcher Wood
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shall include
singular, plural, masculine, feminine or neuter as required by context.
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 in the City of 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 74"'.
The property hereinabove 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 Bar Association Form No. 6U 1/1/20t0
Printed by AlWeemert with the NC. Bar Association
submitted electronically by "MCGeachy, Hudson & zuravel"
in compliance with North Carolina statutes governing recordable documents
and the terms of the submitter agreement with the Cumberland County Register 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 hereinabove described is subject to the following exceptions:
A. Restrictions, easements and right-of-ways of record.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year fast above written.
Estate of Bruce WaInc Woo
By:�1� �-�6n�L�
Name & Title: Teresa W. Wood, Executrix
Cue and Thatcher Woo under e C l �Z�,p�� -/-/-) &LW
By e G�J• Teresa W. Wood Mduall
Name & Title: Teresa W. Wood, Cust0 "an
Kenneth Wood, Individually
State of 1 e_ria [:I-,. County of cv.a � c.
I,_t.? E,�,,,■{� { %;t (L/ the undersigned Notary Public of the Countyof [,,,,.��, [ and State aforesaid,
certify that Teresa W. Wood, Executrix ❑f e Estate of Bruce Wayne Wood, personally appeared before me this day and acknowledged
the due execution of the "oregoing instrument for th `k cfiAw Wdto* expressed. Witness my hand and notarial stamp or seal this
day of �' .. , 2017.,,�1.00Kt;TTT�i,�'�-
My Commission Expires: - '" 2_QL� = = v = td Tw Notary Public
(Affix Seal) = G : Z = Notary's Printed or Typed Name
State of .'�� �." �;�.� Country of r 4b Tr .
I, ..the undersigne IPublacoftheCountyof 6c a,16 and State aforesaid,
certify that Teresa W. Wood, Custodian of& Cue and `�Atyg prj�ypod, personally appeared before me this day and acknowledged the
due execution of the foregoing instrument for the pjspt% ss(qg**6 ssed. Witness my hand and notarial stamp or seal this
day of %'1..�.+ _ 2017. \ ........,
My Commission Expires: ] I - �I �., L�,; :�.ti (,C4 Imo -} _ TK f �� P otary Public
(Affix Seal) P U S �4G : • \ Notary's Printed or Typed Name r
State of D( Colin. of
! (_,,the unders Nq ub& of the County of and State aforesaid,
certify that Teresa W. Wood. Individually and Kenneth Wood, Individually, personally appeared before me this day and acknowledged
the due execution of the foregoing instrument for the purposes therein. expressed. Witness my hand and notarial stamp or seal this
7 (_ day of �Jl 20:.7-
- -- �1,1E11111iJ11/�r1
M Commission Expires: � � � "
Y p � - � � �� _ ,: v = • •...... ,! •�{ �- � :� . �.. cx _'��; rf Notary Public
(Affix Sean �pTA1� y .�� = Notary's Printed or Typed Name Y
ANrJ
NC Bar Association Form No.6Cam?' IILP-010 !/11101i1
I'mited by Agieententwith thz NC Bar Association

BK 10106 PG 0253
IEXH111T "A"
Legal Desedption
BEING ALL OF LOT 3B, IN A SUBDIVISION KNO'SN'N AS "SUBDIVISION FOR
TERESA WOOD AND KENNETH WOOD", ACCORDING TO A. PLAT OF THF-
SAME DULY RECORDED IN PLAT BOOK 139, PAGE 50, CUMBERLAND
COUNTY, NORTH CAROLINA REGISTRY.

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Limited Liability Company
Legal. Name
Crazy Woman Readiness Training Facility LLC
Information
Sosld: 1578241
Status: Current -Active
Annual 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 Steelhammer
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