SW6190901_SW Report_20190920

Stormwater Calculations
For
Project:
HOKE LANDING PHASE 2
Hoke County, NC
Developer:
Hoke Landing 3, LLC
* 01!lE 71 rt,r1
SEAL =
31459 =
G � M
O ' ,rnneu��� �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
Firm License #: C-887

TABLE OF CONTENTS
Stormwater Narrative SC-1
Simple Method for Calculating Treatment RUnoff Volume SC-3
Time to Peak Calculations - Post -Development SC-4
Drawdown Orifice Sizing SC-5
Anti -flotation Sizing Calculations SC-6
Pond Volumes SC-7
Average Depth Calculation SC-8
SA/DA Chart ,r-_g
Pond Routing Calculations APPENDIX A
Misc. Erosion Control Calculations APPENDIX B
Site Maps APPENDIX C
Soils Report APPENDIX D
Site Deeds APPENDIX E

STORMWATER NARRATIVE
This project is a proposed expansion of an existing retails center. The entire development is
approximately 16.11 acres. An existing Food Lion shopping center covers 7.88 acres, while an O'Reilly
Auto Parts store is currently under construction on another 1.05 acres. The new development will be a
fitness center with retail space and required parking on approximately 2.86 acres. Lastly, there will two
remaining outparcels for future construction.
The parcel is at the corner of US 401 (Fayetteville Road) and SR1408 (Club Pond Road) in Hoke County
outside of the town limits.
As noted, the site consists of existing construction (L-Ot 1), current cowltn,c.tion (Lot 3b), proposed
construction (Lots 3c & 4) and future construction areas (Lots 2a & 3a). As a result, there is existing
impervious area that is discharged from the site through an existing (non -water quality) basin. The
existing basin will be utilized for the proposed stormwater management facility as well. For the
proposed and future development areas a wet detention basin is planned that will discharge primarily
into the road side ditch along US 401. Flows in excess of the 10-yr storm will be allowed to overflow into
the existing basin.
The proposed wet detention basin is sized and designed based on 90% TSS removal and with the intent
to exceed the required water quality volume that would be generated from the full build -out of lots 2a,
3a, 3b, 3c and 4. These lots make up a drainage area of 262,924 sf with 209,804 sf of impervious area.
The basin, however, will not collect all of the runoff from lot 4 due to grade issues. The rear parking lot
of lot 4 will be diverted into the existing storm drain system and into the existing storm basin. To offset
this, the storm collection system has been designed to capture some of the existing parking lot to be
treated in the proposed wet detention basin. The design drainage area (DDA) for the proposed basin will
be 290,955 sf, which exceeds the new area by 28, 031 sf. Within the DDA is 232,749 (>209,804 sf) sf of
impervious area that includes, existing, proposed and future areas.
See plans sheet C-03 for a breakdown of the drainage areas and related impervious areas. Impervious
areas for future development lots 2a and 3a are based on allowing 90% of the lot area as impervious.
The impervious area allowance will be documented in the deed restrictions.
A stormwater access easement is provided for maintenance access to the wet detention basin.
Supplemental calculations are attached.
SC-1

PRE DEVELOPMENT {Total Parcel
Total Area=
290,955 sf 6.78
ac c value
Imp Area =
0 sf
Pery Area =
290,955 sf
0.3
Q1=
12.45 cfs
Comp C=
0.41 Q10=
19.33 cfs
POST DEVELOPMENT
ENTERING
WET DENTION BASINI
Total Area=
290,955
sf 6.78
ac c value
Imp Area =
232,749
sf
0.9
Pery Area =
58,206
sf
0.3
Q1=
22.71 cfs
Comp C=
0.78
Q10=
35.38 cfs
EXITING THE WET DETENTION BASIN
Total Area=
290,955
sf 6.78
ac c value
Imp Area =
232,749
sf
0.9
Pery Area =
58.206
sf
0.3
Comp C= 0.78
Outflow from Wet Detention Q1= 12.25 cfs
Basin Q10= 22.35 cfs
SC-2

aENGINEERING -SURVEYING -DESIGNING -DRAFTING
rry King &Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Stormwater Wet Pond Design Criteria
Project Name: P19-014 Hoke Landing Phase 2
Outlet: 1
Calculate Runoff Coefficient
A=
6.68 acres
Ai=
5.34 acres
la=
0.80
Rv=0.05+0.9*la
Rv=
0.77
290,955 sf Watershed area
232.749 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= 18,668 cf Volume of runoff that must be
5.14 Ac in controlled for specified design storm
Calculate Required Pond Surface Area for Permanent Pool Elevation
SA/DA= 3.5 Based 4.5 Avg. Perm. Pool Depth
""See Table 10-1,10-2,10-3 for SAIDA
SA= 0.234 Ac
10,183 sf Required Surface Area @ Perm Pool
Basin Volume Provided
Elev.
Contour
Accum.
Stage
Diff
Area
Incr. Vol.
Vol.
(ft)
(ft)
(sf)
(cf)
(cf)
0
0
0
0 P
NO
0.5
0
0
0 T
NO
1.1
0
0
0 T
Storage Provided= 0 cf***
erm. Pool E-lev.-
op of Veg Shelf -
emp Pool Elev.-
'Considering 5' Vegetated Shelf above Perm. Pool and Sideslope
SC-3

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: P19-014 Hoke Landing Phase 2
Outlet: 1
Calculate Time to Peak & Volume of Runoff
Qp
35.4 cfs
DA= 6.68 acres
Rational C= 0.78
P=
5.70 in
(10yr/24hr storm)
Cn=ab+cx^d
a= 50.82581
b + x^d
b= 1.461704
c= 165.6338
d= 1.350661
Cn=
89 x= Rational C
S=
1.29
(1000/CN)-10
Q=
4.39 in
Tp
36.12 min
Volume of Runoff (10 Year Storm)
Vol=1.39 * Qp * Tp
Vol= 106,571 cf
HVdrograph Shape
tc= 9 min
Ascending limb= 4.01
Decending limb= 6.70
SC-4

Project Name:
Outlet:
Pond Storage=
Pond Depth(h)=
Drawdown Time=
Cd=
9=
The Orifice Equation
ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Drawdown Orifice Sizing Calculations
P19-014 Hoke Landing Phase 2
1
2,244 cf Water Quality Volume
0.58333 ft HO=H/3
2.5 days 2-5 days
0-6 Coefficient of Discharge (typical 0.6)
32.2 ft/sec"2 Gravity
Q= Cd A Sgrt(2 g h)
Rearrange to solve for A, the minimum orifice area needed to meet drawdown requirements
Q= 0.01 cfs Based on pond volume and desired drawdown time
A= 0.00282 sf 0.41 si
Number of Orifices= 1
Minimum diameter to meet area
d=
Use:
Check Outflow time
Q= Cd A Sgrt(2 g h)
Q=
Drawdown time=
0.72 inch diameter orifice
0.75 '' diameter orifice 0.0031 sf
0.01 cfs
2.30 days OK
SC-5

ENGINEERING -SURVEYING -DESIGNING -DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone] V
Anti -Flotation Sizing Calculations
Project Name: P19-014 Hoke Landing Phase 2
Outlet: 1
Riser Diameter = in (circular)
Dimensions of Riser= 3 3 ft
Depth of pond = 4.5 ft
Required Factor of Safety =
Cross Sectional Area of Riser
Circular = 0.00 sf
Rectangular= 9 sf
Volume of Water Displaced
Depth of pond * Cross -sectional area
40.5 cf
Weight of Water Displaced
(assuming weight of water = 62.4 Ib/cf)
62.4 * Volume of water Displaced
2527.20 lb
1.5
Minimum Weight of Anti-Flotaton Device
FS * WoW Displaced
3790.80 lb
Riser Base Provided
4.5ft x 4.5ft x
Weight of concrete assumed 150 Ib/cf
Weight of Base Provided = 3796.88 lb
FS Provided = 1.50 OK
1.25 ft (depth)
SC-6

LJM ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Pond Volume Calculations
Project Name: P19-014 Hoke Landing Phase 2
Outlet: 1
Permanent Pool Volume
ev. on our Accum.
Stage Diff Area Incr. Vol. Vol.
(ft) (ft) (sf) (cf) (cf)
238
0.0
3,611
0
0
239
1.0
4,486
4,049
4,049
240
1.0
5,417
4,952
9,000
241
1.0
6,406
5,912
14,912
242
1.0
7,454
6.930
21,842
243
1.0
8,562
8,008
29,850
243.5
0.5
9,137
4,425
34,274
244
0.5
10,743
4,970
39,244
Forebay Volume
ev. Contour Accum.
Stage Diff Area Incr. Vol. Vol.
(ft) (ft) (sf) (cf) (cf)
238
0.0
593
0
0
239
1.0
799
696
696
240
1.0
1031
915
1,611
241
1.0
1291
1,161
2,772
242
1.0
1580
1.436
4,208
243
1.0
1898
1,739
5,947
243.5
0.5
2067
991
6.938
244
0.5 1
2574
1,160
8,098
Temporary Pool Volume
Stage
ev.
Diff
Contour
Area
Incr. Vol.
Accum.
Vol.
(ft)
(ft)
(sf)
(cf)
(cf)
244
0.0
10,742
0
0
244.5
0.5
12,320
5,766
5,766
245
0.5
13,130
14,369
6,363
12,128
22,440
245.75
0.8
10,312
Perm Pool Elev.
20.63%
22,035 cf
Perm Pool Elev.
Temp Pool Elev.
SC-7

ENGINEERING - SURVEYING - DESIGNING - DRAFTING
61 Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Rockfish Commons
Pond Volumes
Calculate Average Depth
Option 1
Volume of Perm Pool= cf
Area of Perm Pool= Sf
Calculated Average Depth= #DIV/0! ft
Calculate Average Depth
Option 2
Area @ Pond Bottom= 3,011 sf Main Pond Only
Area @ Bottom of Shelf= 9,137 sf Main and Forebay
Area @ Permanent Pool= 10,743 sf Main and Forebay
Depth= 6-0 ft
Calculated Average Depth= 4.45 ft
*Fegetation not shown d,,,,: Average depth of permanent pool to use in the SA/DA tables (ft)
�
Vpsrm_ pnod
** Option 1: cl —
r'oard & harde?ae'x av —
ernerr E-31c.v overflow Ps»n_poo!
not shown 2: d0.25x1+ �x
Depth
***ade slope stabilized L!p7
l 2 Aa._s�r perPE,judgment Vegetate
Temporary pool e 8
Permanent pool Side slope
Bottom of vegetated shelf 3:1
Outlet above �I Forebay
telray orary pool** Bottom of pond (Sediment Vegetated* ; I Side slopes
clean -out top elevation) she If loft, 10:1 —2:1
Outlet orifice Sediment clean -out
I I
bottom elevation Side slope*** i
............. P...........-..-..-
I
5ft Forebav$errn
'Sediment storage (min 1 ft)
Depth: Distance between bottom of shelf and bottorn of pond (excludes sediment) (a)
—._- mot s3,elf Surface area at bottom of shelf ('includes main pond & forebay(s)) (ft2)
p� ' Surface area at ermanent pool includes main and & foreba s J i `germ pool p p ( P 9t3 (�)
4,,t_w a: Surface area at bottom of pond excluding sediment storage (main pond only) (ft2)
germ_pool: Volume ofpermanent pool (includes main pond & forebay(s), excludes sediment) (ft3)
8/30/2019 SC-8

Green: Interpolated value not in BMP Manual
Percent
Impervious Coverl
Table 10-3: Piedmont/mountains 90%
Permanent Pool Average
Depth tft7
3.0
3.5
4.0
4.5
6.0
6.5
16.0
6.5
7.0
7.6
8.0
1 8.5
9.0
60% 3.50
3.20
2.80
2.70
2.50
2.40
2.20
2.10
1.90
1.90
1.80
1.80
1.70
61 % 3.55
3.25
2.85
2.74
2.53
2.43
2.23
2.13
1.93
1.92
1.82
1.82
1.72
62% 3.60
3.30
2.90
2.78
2.56
2.46
2.26
2.16
1.96
1.94
1.84
1.84
1.74
63% 3.65
3.35
2.95
2.82
2.59
2.49
2.29
2.19
1.99
1.96
1.86
1.86
1.76
64% 3.70
3.40
3.00
2.86
2.62
2.52
2.32
2.22
2.02
1.98
1.88
1.88
1.78
65% 3.75
3.45
3.05
2.90
2.65
2.55
2.35
2.25
2.05
2.00
1.90
1.90
1.80
66% 3.80
3.50
3.10
2.94
2.68
2.58
2.38
2.28
2.08
2.02
1.92
1.92
1.82
67% 3.85
3.55
3.15
2.98
2.71
2.61
2.41
2.31
2.11
2.04
1.94
1.94
1.84
68% 3.90
3.60
3.20
3.02
2.74
2.64
2.44
2.34
2.14
2.06
1.96
1.96
1.86
69% 3.95
3.65
3.25
3.06
2.77
2.67
2.47
2.37
2.17
2.08
1.98
1.98
1.88
70% 4.00
3.70
3.30
3.10
2.80
2.70
2.50
2.40
2.20
2.10
2.00
2.00
1.90
71 % 4.05
3.74
3.35
3.14
2.85
2.73
2.53
2.43
2.24
2.13
2.03
2.01
1.91
72% 4.10
3.78
3.40
3.18
2.90
2.76
2.56
2.46
2.28
2.16
2.06
2.02
1.92
73% 4.15
3.82
3.45
3.22
2.95
2.79
2.59
2.49
2.32
2.19
2.09
2.03
1.93
74% 4.20
3.86
3.50
3.26
3.00
2.82
2.62
2.52
2.36
2.22
2.12
2.04
1.94
75% 4.25
3.90
3.55
3.30
3.05
2.85
2.65
2.55
2.40
2.25
2.15
2.05
1.95
76% 4.30
3.94
3.60
3.34
3.10
2.88
2.68
2.58
2.44
2.28
2.18
2.06
1.96
77% 4.35
3.98
3.65
3.38
3.15
2.91
2.71
2.61
2.48
2.31
2.21
2.07
1.97
78% 4.40
4.02
3.70
3.42
3.20
2.94
2.74
2.64
2.52
2.34
2.24
2.08
1.98
79% 4.45
4.06
3.75
3.46
3.25
2.97
2.77
2.67
2.56
2.37
2.27
2.09
1.99
80% 4.50
4.10
3.80
3.30
3.00
2.80
2.70
2.60
2.40
2.30
2.10
2.00
81 % 4.55
4.14
3.82
3.53
3.32
3.03
2.82
2.72
2.62
2.43
2.33
2.14
2.04
82% 4.60
4.18
3.84
3.56
3.34
3.06
2.84
2.74
2.64
12.46
2.36
2.18
2.08
83% 4.65
4.22
3.86
3.59
3.36
3.09
2.86
2.76
2.66
2.49
2.39
2.22
2.12
84% 4.70
4.26
3.88
3.62
3.38
3.12
2.88
2.78
2.68
2.52
2.42
2.26
2.16
85% 4.75
4.30
3.90
3.65
3.40
3.15
2.90
2.80
2.70
2.55
2.45
2.30
2.20
86% 4.80
4.34
3.92
3.68
3.42
3.18
2.92
2.82
2.72
2.58
2.48
2.34
2.24
87% 4.85
4.38
3.94
3.71
3.44
3.21
2.94
2.84
2.74
2.61
2.51
2.38
2.28
88% 4.90
4.42
3.96
3.74
3.46
3.24
2.96
2.86
2.76
2.64
2.54
2.42
2.32
89% 4.95
4.46
3.98
3.77
3.48
3.27
2.98
2.88
2.78
2.67
2.57
2.46
2.36
90% 5.00
4.50
4.00
3.80
3.50
3.30
3.00
2.90
2.80
2.70
2.60
2.50
2.40

Appendix A

Table of Contents
Hydraflow Hydrographs by Intelisolve
HOKE LANDING FINAL POND.gpw
Friday, Aug 30 2019, 4:10 PM
Hydrograph Return Period Recap...................................................................... 1
1 -Year
SummaryReport ................................................................................................................. 2
HydrographReports........................................................................................................... 3
Hydrograph No. 1, Rational, Post Development............................................................... 3
Hydrograph No. 2, Reservoir, <no description>................................................................ 4
Hydrograph No. 3, Rational, PRE DFV.............. ................................. .............. ................ 5
10 - Year
SummaryReport ................................................................................................................. 6
HydrographReports........................................................................................................... 7
Hydrograph No. 1, Rational, Past Development............................................................... 7
Hydrograph No. 2, Reservoir, <no description>................................................................ 8
Hydrograph No. 3, Rational, PRE DEV............................................................................. 9
25 - Year
SummaryReport ............................................................................................................... 10
HydrographReports......................................................................................................... 11
Hydrograph No. 1, Rational, Post Development............................................................. 11
Hydrograph No. 2, Reservoir, <no description>.............................................................. 12
Hydrograph No. 3, Rational, PRE DEV........................................................ ................... 13
100 - Year
SummaryReport............................................................................................................... 14
HydrographReports......................................................................................................... 15
Hydrograph No. 1, Rational, Post Development............................................................. 15
Hydrograph No. 2, Reservoir, <no description>.............................................................. 16
Hydrograph No. 3, Rational, PRE DEV........................................................................... 17

Hydrograph Return Period Recap
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
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
Rational
22.71
1
36
65,683
----
------
------
Post Development
2
Reservoir
12.28
1
64
62,600
1
247.12
43,813
<no descriptions
3
Rational
12.45
1
8
5,976
Return
----
------
------
PRE DEV.
30 2019, 4:09 PM
HOKE
LANDING
FINAL
POND.gpw
Period: 1
Year
Friday, Aug
Hydratlow Hvdrographs 4v Intelisolve

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post Development
Hydrograph type =
Rational
Storm frequency =
1 yrs
Drainage area =
6.680 ac
Intensity =
4.359 in/hr
OF Curve =
Thrower.IDF
Q (cfs)
24.00
20.00
16.00
12.00
: M
4.00
Post Development
Hyd. No. 1 -- 1 Yr
Friday, Aug 30 2019, 4:9 PM
Peak discharge = 22.71 cfs
Time interval = 1 min
Runoff coeff. = 0.78
Tc by User = 9.00 min
Asc/Rec limb fact = 4.01/6.7
Hydrograph Volume = 65,683 cuft
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 " 1 1 1 1 1 1 1 1 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)
3

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
<no description>
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 1
Reservoir name = New Pond
Storage Indication method used.
Q (cfs)
24.00 -.
20.00
16.00
12.00
M
4.00
Friday, Aug 30 2019, 4:9 PM
Peak discharge = 12.28 cfs
Time interval = 1 min
Max. Elevation = 247.12 ft
Max. Storage = 43,813 cuft
Hydrograph Volume = 62,600 cuft
0.00
0
<no description>
Hyd. No. 2 -- 1 Yr
3 6 10 13
Hyd No. 2 Hyd No. 1
Q (cfs)
24.00
20.00
16.00
12.00
MN
4.00
0.00
16 19 22 25 29 32
Time (hrs)
4

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
PRE DEV.
Hydrograph type
= Rational
Storm frequency
= 1 yrs
Drainage area
= 6.680 ac
Intensity
= 4.546 in/hr
OF Curve
= Thrower.IDF
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0.0
Hyd No. 3
Friday, Aug 30 2019, 4:9 PM
Peak discharge = 12.45 cfs
Time interval
= 1 min
Runoff coeff,
= 0.41
Tc by User
= 8.00 min
Asc/Rec limb fact
= 1/1
PRE DEV.
Hyd. No. 3 -- 1 Yr
0.1 0.2 0.3
Hydrograph Volume = 5,976 cuft
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0.3
Time (hrs)
5

Hydrograph Summary Report
Hyd.
No.
I Hydrograph
type
(origin)
Rational
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
102,319
I Inflow
hyd(s)
I
----
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
Post Development
1
35.38
1
36
------
------
2
Reservoir
22.35
1
58
99,071
1
247.59
52,046
<no description>
3
Rational
19.33
1
8
9,278
----
------
------
PRE DEV.
HOKE
LANDING
FINAL
POND.gpw
Return
Period: 10
Year
Friday, Aug
30 2019, 4:09 PM
Hvdraflow Hvdrnaranhs by lntAknhra

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post Development
Hydrograph type =
Rational
Storm frequency =
10 yrs
Drainage area =
6.680 ac
Intensity =
6.791 in/hr
OF Curve =
Thrower.IDF
Q (cfs)
40.00
20.00
10.00
0.00 v
0.0 0.2
Hyd No. 1
Friday, Aug 30 2019, 4:9 PM
Peak discharge = 35.38 cfs
Time interval = 1 min
Runoff coeff. = 0.78
Tc by User = 9.00 min
Asc/Rec limb fact = 4.01 /6.7
Hydrograph Volume = 102,319 cuft
Post Development
Hyd. No. 1 -- 10 Yr
0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5
Q (cfs)
40.00
30.00
20.00
10.00
- -L 0.00
1.7
Time (hrs)
7

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
<no description>
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 1
Reservoir name = New Pond
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
Friday, Aug 30 2019, 4:9 PM
Peak discharge = 22.35 cfs
Time interval = 1 min
Max. Elevation = 247.59 ft
Max. Storage = 52,046 cuft
Hydrograph Volume = 99,071 cuft
<no description>
Hyd. No. 2 -- 10 Yr
0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7
Hyd No. 2 Hyd No. 1
Q (cfs)
40.00
30.00
20.00
10.00
0.00
7.3
Time (hrs)
8

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
PRE DEV.
Hydrograph type
= Rational
Storm frequency
= 10 yrs
Drainage area
= 6.680 ac
Intensity
= 7.057 in/hr
OF Curve
= Thrower.IDF
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
PRE DEV.
Hyd. No. 3 -- 10 Yr
Friday, Aug 30 2019, 4:9 PM
Peak discharge = 19.33 cfs
Time interval
= 1 min
Runoff coeff.
= 0.41
Tc by User
= 8.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 9,278 cuft
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0.0 0.1 0.2 0.3 0.3
Hyd No. 3
Time (hrs)
9

10
Hydrograph Summary Report
Hyd. I Hydrograph Pea
No. I type floe
(origin) (cfs;
1 Rational 0.00
2 Reservoir 0.00
3 Rational 0.00
HOKE LANDING FIP
Maximum Hydrograph
storage description
(cult)
------ Post Development
0 <no description>
------ PRE DEV.
Friday, Aug 30 2019, 4:10 PM
Hvdraflow Hvdrooraohs by IntRIi4nIVA

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post Development
Hydrograph type =
Rational
Storm frequency =
25 yrs
Drainage area =
6.680 ac
Intensity =
0.000 in/hr
OF Curve =
Thrower.IDF
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0.0
Friday, Aug 30 2019, 4:10 PM
Peak discharge = 0.00 cfs
Time interval = 1 min
Runoff coeff. = 0.78
Tc by User = 9.00 min
Asc/Rec limb fact = 4.01/6.7
Hydrograph Volume = 0 cuft
Post Development
Hyd. No. 1 -- 25 Yr
0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5
Hyd No. 1
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
1.7
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
<no description>
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 1
Reservoir name = New Pond
Storage Indication method used
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
0 5
— Hyd No. 2
Friday, Aug 30 2019, 4:10 PM
Peak discharge = 0.00 cfs
Time interval - 1 min
Max. Elevation = 0.00 ft
Max. Storage = 0 cult
Hydrograph Volume = 0 cuft
<no description>
Hyd. No. 2 -- 25 Yr
10 15 19 24 29 34 39 44
Hyd No. 1
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
48
Time (hrs)
12

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
PRE DEV.
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Drainage area
= 6.680 ac
Intensity
= 0.000 in/hr
OF Curve
= Thrower.IDF
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
PRE DEV.
Hyd. No. 3 -- 25 Yr
Friday, Aug 30 2019, 4:10 PM
Peak discharge = 0.00 cfs
Time interval
= 1 min
Runoff coeff.
= 0.41
Tc by User
= 8.00 min
Asc/Rec limb fact
= 1/1
Hydrograph Volume = 0 cuff,
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0 00
0.0 0.1 0.2 0.3 0.3
Hyd No. 3
Time (hrs)
13

14
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
133,002
Inflow M
hyd(s) el
1
Rational
45.99
1
36
----
2
Reservoir
34.55
1
51
129,619
1 2
3
Rational
25.09
FINAL
1
8
12,042
Return
----
1
Period: 100 Y
HOKE
LANDING
_
POND.gpw
aximum Maximum
evation storage
(ft) (cuft)
47.92 57,667
Hydrograph
description
Post Development
<no description>
PRE DEV.
ear Friday, Aug 30 2019, 4:10 PM
Hvdraflow Hvdrooraohs by IntE li-nIHA

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Post Development
Hydrograph type =
Rational
Storm frequency =
100 yrs
Drainage area =
6.680 ac
Intensity =
8.827 in/hr
OF Curve =
Thrower.IDF
Q (cfs)
50.00
K�
30.00
20.00
10.00
Post Development
Hyd. No. 1 -- 100 Yr
Friday, Aug 30 2019, 4:10 PM
Peak discharge = 45.99 cfs
Time interval = 1 min
Runoff coeff. = 0.78
Tc by User = 9.00 min
Asc/Rec limb fact = 4.01/6.7
Hydrograph Volume = 133,002 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 v ' 1 1 I 1 1 1 1 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
<no description>
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 1
Reservoir name = New Pond
Storage Indication method used
Q (cfs)
50.00
40.00
20.00
10.00
Friday, Aug 30 2019, 4:10 PM
Peak discharge
= 34.55 cfs
Time interval
= 1 min
Max. Elevation
= 247.92 ft
Max. Storage
= 57,667 cuft
<no description>
Hyd. No. 2 -- 100 Yr
0.7 1.3 2.0 2.7
Hyd No. 2 — Hyd No. 1
Hydrograph Volume = 129,619 cuft
3.3 4.0 4.7 5.3
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
6.0
Time (hrs)
16

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
PRE DEV.
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Drainage area
= 6.680 ac
Intensity
= 9.160 in/hr
OF Curve
= Thrower.IDF
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0.0
— Hyd No. 3
Friday, Aug 30 2019, 4:10 PM
Peak discharge = 25.09 cfs
Time interval
= 1 min
Runoff coeff.
= 0.41
Tc by User
= 8.00 min
Asc/Rec limb fact
= 1/1
PRE DEV.
Hyd. No. 3 --100 Yr
0.1 0.2 0.3
Hydrograph Volume = 12,042 cuft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0.3
Time (hrs)
17

Appendix B

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 8/11/2019
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Hoke Loop Landing
Project No.:
Site Location (City/Town) RAeford, NC
Culvert Id. FES-9
Total Drainage Area (acres) 6.68
Step 1. Determine the tailwater depth from channel characteii�tics below the
pipe outlet for the desimi capacity• of the pipe If the tw1 ater depth is ir„
than ludf the outlet pipe diameter. it is classified rninimunl tailix aref condition.
If it is greater than half the pipe diamerei. it is classified maxunuin condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a ininnnuun tailwater condition unless reliable flood stage elevations
shots• othens-ise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
9N
0.4
Min TW (Fig. 8.06a)
26
8
siep 3. Based on the tailwater conditions determwed in step 1_ enter Figure
6a or Figure 8.06b and detennine dab riprap size and minimum apron length
Li The d5o size is the Median stone size in a well -graded nprap apron.
step 3. Deternune apron width at the pipe outlet. the apron shape. and the
apron ►s idtli at the outlet eiid ftom the same figure used in Step ?_
Minimum TW
Figure 8.06a
Riprap dso, (ft.) 0.5
Maximum TW
Figure 8.05li

Minimum apron length, La (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. Deternune the iniaximunii stone dnaneter-
d,„ = 1.5 x dW
Minimum TW
Max Stone Diameter, dmax (ft.) 0.75
Step 5+. Deternune the apron ducl:ness-
Apron Thickness(ft.)
Apron thickness = 1 5 x d
Minimum TW
1.125
Maximum TW
0
Maximum TW
0
Step 6. Fit the riprap apron to the site by nnakisag it level for the nummurn
length Lj_ from Figure 8 06a or Fitnire S 06b Extend the apron farther
doss rtstream and along channel hanks until stability is assured Keep the
apron as straight as possible and align it with the $ov.- of the receiving stream -
Nuke an}' necessary alignrnmemt bends near the pipe outlet so that the entrance
into the receive' ig stream is straight
Some locations niav require lining of the entire channel cross section to assure
stability.
It nuiv be necessary to uicrease the size of nprap where protection of the
channel side slopes is necessan• (Appendix 8.05) Wheie overfalls zxist at
pipe outlets or flows are excessive. a plunge pool should be considered. see
page 8.06.8

User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 8/11/2019
Checked By: Date:
Company: Larry King & Assoc.
Project Name: Hoke Loop Landing
Project No.:
Site Location (City/Town) Raeford, NC
Culvert Id. FES-11
Total Drainage Area (acres) 8.68
Steep 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the dtsigsi capacity of the pipe If the tailuater depth is less
than half the outlet pipe diameter, it is classified nmututun tailwater condition
If it is greater than lmlf the pipe chwnetei, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a m urnusn tailwater condition unless reliable flood stage elevations
show othenvise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
24
0
Min TW (Fig. 8.06a)
22
7
Step 2. Based on the tailwater conditions deternuned in step 1. enter Figure
8.06a or Figure 8.06b. and determine duo nprap size and mininnunx apron length
(La). The d5o size is the median stone size tit a well -graded nprap apron.
Step 3. Deteenntne apron width at the pipe outlet. the apron shape. and the
apron width at the outlet end from the same flare used to Step
Minimum TW
Figure 8.06a
Riprap dso, (ft.)
A I'
Maximum TW
Figure 8.06b

Minimum apron length, La (ft.) 12
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 14 2
Step 4. Deten nine the nna umuun stone ch uneter-
drr.0 = 1.5 x d.,
Minimum TW
Max Stone Diameter, dmax (ft.) 0.6
Step 5. Determine the apron thickness -
Apron Thickness(ft.)
Apron thickness = 1 5 x d_
Minimum TW
0.9
Maximum TW
0
Maximum TW
0
Step 6. Fit the riprap apron to the site by nuakung it level for the rlunimimi
length. L,. from Figure 8 06a or Figure 8 06b Extend the apron farther
downstream and along charnel banks until stabrhty is assured Keep the
apron as straight as possible and align it with the floc; of the receiving stream
:Viake ativ necessary aligiunent bends near the pipe outlet so that the entrance
uito the receiving stream is straight.
Some locations znay require lining of the entire channel cross section to assure
stability.
It i uiv be nece5, a.vy to increase the size of rsprap where protection of the
cliaiuiel side slopes is necesv wv (Apper;drr 8.05). A'heze overfalls exist 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)
3 0
Outlet IW . Do + La
pipe 1
diameter (Do)
Tamil.. ' 0.51)o
10
0
so 100
Discharge (O/sec)
200 Soo
Curves may not be extrapolated.
Figure 8.06a Dosfgn of oullet protection ,protection from a round pipe flowing full, minimum tailwater condition (Tw c 0.5 dameter).
m
z CO
a
2
. Q
0
t Ln
Rev. IZ93 8.06.3

Appendix C

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fit
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n----
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srs spa $ Zi €���yr
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02 wfn I
WM�p
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CLUB POND ROAD- SR 1408
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BO T PUBLLC R 1
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7isclaimer: AIM
This data was prepared for the inventory of real property found within this jurisdiction, and is compiled from recorded deeds, plats, and other public records and data. Users of the data are hereby notified that the
rforementioned public primary information sources should be consulted for verification of the information. Hoke County and mapping companies assume no legal responsibility for the information. Data presented using the North
arolma State Plane Covrdmate System 83 North American Oatu • feet.

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Disclaimer. This data was prepared for the inventory of real property found within this jurisdiction, and is compiled from recorded deeds, plats, and other public records and data. Users of the data are hereby notified that the
forementioned public primary information sources should be consulted for verification of the information. Hoke County and mapping companies assume no legal responsibility for the information. Data presented using the North
ar Ana State Plane Coordinate System 83 North American Datum: feel.

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isclaimer. This data was prepared for the inventory of real property found within this jurisdiction, and is compiled from recorded deeds, plats, and other public records and data. Users of the data are hereby notified that the
rementioned public primary information sources should be consulted for verification of the information. Hoke County and mapping companies assume no legal responsibility for the information. Data presented using the North
arolina State Plane Coordinate 5 stem 83 North American Datum: feet.

U.S. DEPARTMENT OF T E INTERIOR NICHOLSON CREEK QUADRANGLE
MUSGS U.S. GEOLOGICSURVEY - CAROLIM - HM C UHYY
0.1 US Topo S..
unkeU stare, eolopcs so
SCALE lfl
xmo
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NICHOLSON CREEK, NC

Appendix D

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
June 13, 2019
Mr. Jeff 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/treatment area, Hoke Landing
Shopping Center, Fayetteville Road, Hoke County, North Carolina
Dear Mr. Nobles.
An evaluation of soil properties and hydraulic conductivity (Ksat) has been conducted at
your request on portions of the aforementioned property. 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 of at least 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 Wagram soil series (see attached
boring logs). Two borings were advanced to at least 10.0 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 encountered at depths ranging
from 92 to 126 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

Two compact constant head permeameter (CCHP) tests were conducted at a depth of 2.00
feet above the SHWT level. The measured Ksat rates were 1.14 and 1.53 cm/hr
(equivalent to 0.45 to 0.60 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 considerationsprim y
. The
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,
lzlza
Mike Eaker
NC Licensed Soil Scientist #1030
SOIL
�► L D.
tP-1

Southeastern Sail & Environmental Associates, Inc.
P.O, Box 9321
Fayetteville, NC 28311
Phone/Fax[phone]
Email [e-mail]
Measured Ksat Rates, Hoke Landing Shopping Center, Fayetteville
Road, Hoke County, NC
Ksat Ksat
Location Ile th in cm/hr in/hr
1 102 1.53 0.50
2 68 1.14 0.45
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.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax[phone]
Email [e-mail]
SHWT and Observed Water Depths, Hoke Landing Shopping Center,
Fayetteville Road, Hoke County, NC
BORING SHWT DEPT
SHWT DEFT
GROUND ELEVATION
OBSERVED
inches
nisi -feet
w - feet
msl -feet
1 126
2
241.15
251.65
None
92
240.98
248.64
None
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Boring Log (Boring 1), Hoke Landing Shopping Center, Fayetteville Road,
Hoke County, NC
This map unit consists of well drained soils that formed in loamy sediment on uplands.
Slope ranged from 1 to 2 percent.
0 to 32 inches; mixed sand and clay fill
A - 32 to 38 inches; dark grayish brown (I OYR 4/2) loamy sand; single grained; loose;
very friable; common fine and medium roots; abrupt smooth boundary.
E - 38 to 48 inches; light yellowish brown (2.5Y 5/4) loamy sand; about 10 percent clean
sand; single grained; loose; very friable; few fine and medium roots; clear smooth
boundary.
Bt1 - 48 to 56 inches; yellowish brown (I OYR 5/8) sandy clay loam; weak fine and
medium subangular blocky structure; friable to firm; gradual wavy boundary.
Bt2 - 56 to 84 inches; yellowish red (5YR 5/8) sandy clay loam; many medium
prominent yellowish brown (1 OYR 5/8) mottles; weak fine subangular blocky structure;
firm; gradual wavy boundary.
BC - 84 to 99 inches; mixed mottled strong brown (7.5YR 5/8) and yellowish red (5YR
5/8) sandy clay loam; many medium pale brown (I OYR 6/3) mottles; weak fine
subangular blocky structure; firm; gradual wavy boundary.
CI - 99 to 106 inches; mixed mottled yellowish red (5YR 5/8) and strong brown (7.5YR
5/8) coarse loamy sand; very friable; massive structure; gradual wavy boundary.
C2 - 106 to 126 inches; mixed mottled light yellowish brown (1 OYR 6/4) and strong
brown (7.5YR 6/8) coarse loamy sand; very friable; massive structure; gradual wavy
boundary.
C3 - 126 to 136 inches; mixed mottled light yellowish brown (1 OYR 6/4) and strong
brown (7.5YR 6/8) coarse loamy sand; many medium prominent light gray (I OYR 7/2)
mottles; very friable; massive structure; gradual wavy boundary.
SHWT @ 126 inches (I OYR 7/2)
SOIUSITE EVALUATION - SOIL PHYSICAL ANALYSIS - LAND USE/SUBDIVISION PLANNING - WETLANDS
GROUNDWATER DRAINAGE/MOUNDING - SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
Soil Boring; Log (Boring 2), Hoke Landing Shopping Center, Fayetteville Road,
Hoke County, NC
This map unit consists of well drained soils that formed in loamy sediment on uplands.
Slope ranged from 1 to 2 percent.
0 to 16 inches; mixed sand and clay fill
E - 16 to 46 inches; yellowish brown (I OYR 5/4) loamy sand; about 10 percent clean
sand; single grained; loose; very friable; few fine and medium roots; clear smooth
boundary.
Btl - 46 to 78 inches; yellowish brown (I OYR 5/8) sandy clay loam; weak fine and
medium subangular blocky structure; friable to firm; gradual wavy boundary.
Bt2 - 78 to 92 inches; yellowish brown (I OYR 5/6) sandy loam to sandy clay loam; few
to common medium prominent pale brown (1 OYR 6/3) mottles; weak fine subangular
blocky structure; firm; gradual wavy boundary.
BC - 92 to 106 inches; mixed mottled gray (I OYR 6/1) and light yellowish brown (2.5Y
6/4) sandy clay loam; many medium prominent yellowish brown (I OYR 5/8) mottles;
massive structure; firm.
SHWT @ 92 inches (I OYR 6/1)
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

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Appendix E

9549,..r;
®695+
WILLCOX. MCFADYEN
& FIELDS
A-TORNEYS AT LAW
RAEFORD. N. C
FnM iw Mike Cwmi NC
n A@e 24 2003 of 04:M
0" omfghm O;�'
NBWW of 0"
li= 549 PAGE 69!3
This deed prepared by Duncan B. McFadyen II], Attorney stat 4 *f
Tax ID #: i�s - o o —p — Q02 a `! 00 � Firth Cwplihe Cow,
NO TITLE CERTIFICATION
STATE OF NORTH CAROLINA who Tot
COUNTY OF HOKE
WARRANTY DEED
THIS DEED made and entered this the day of April, 2003, by and between
WILLIAM JESSE MCNEILL, unmarried, hereinafter called Grantor; and HOKE LANDING, LLC,
hereinafter called Grantee, of 238 North McPherson Church Road, Fayetteville, North Carolina
28303.
1N ITNESSETH:
NOW THEREFORE, the Grantor, for and in consideration of the sum of TEN DOLLARS
($10.00) and other valuable considerations to him in hand paid by the Grantee, the receipt of which
is hereby acknowledged, has and by these presents does grant, hargraln, sell and convey unto the
Grantee and its heirs and assigns all that certain tract of land situated in McLauchiin Township,
Hoke County, North Carolina and more particularly described as follows:
Lying and being in McLauchlin Township, near Raeford, Hoke county, nty, North Carolina.
This subject parcel being bounded on the north by the southern right of way margin of
U.S. 401 (200 feet right of way); bounded on the east by the western right of way margin
of Club Pond Road — S.R. 1408 (60' right of way, varying near the intersection);
bounded on the south by the northern boundary line ofproperty conveyed to Nash
Johnson & Nans Farms, Inc. as described and recorded in Deed Book 252, Page 369,
Hoke County Registry; bounded on the west by the eastern boundary lines of properties
conveyed to James R. Riley and wife Shelva Riley as described in Deed Book 327, Page
684 and Deed Book 328, Page 796 of the Hoke County Registry,
COMMENCING from a pk-nail at the approximate centerline intersection of the
aforementioned Club Pond Road and the aforementioned U.S. 401 South 12 degrees
40 minutes 02 seconds East for a distance of 798.97 feet with the centerline of said
Club Pond Road to a railroad spike in the approximate centerline of said Club Pond
Road;
THENCE South 71 degrees 09 minutes 42 seconds West for a distance of 30.17 feet to
an iron rebar in the aforementioned western margin of said Club Pond Road, said
rebar being the northeastern boundary corner of the aforementioned Nash .fohmsim &
Sons Farms property, the southeastern boundary corner of this subject parcel and the
point and place of BEGINNING;
THENCE South 71 degrees 09 minutes 42 seconds West for a distance of 772.08 feet
with said northern boundary line of said Nash Johnson & Sons Farms property to an
iron pipe, said iron pipe being the northwestern boundary corner ofsaid Nash
Johnson & Sons Farms property, said iron pipe also lying in the eastern boundary line
of the aforementioned Riley property;
THENCE North 22 degrees 17 minutes 13 seconds West for a distance of 495.67 feet
with the eastern boundary lines of said Riley properties to a concrete monument, one
of the Riley corners;
THENCE North 18 degrees 50 minutes 43 seconds West for a distance of 313.63 feet
with the eastern boundary of the Riley properties to an iron rebar in the
aforementioned margin of U.S. 401, said rebar being the northeastern boundary
corner of the Riley properties and the northwestern boundary corner of this subject
parcel;
RECEIVED n
RE`rUNNED-
ONNFL 15RATOHER OUDLEY
FZEGISTER OF DEEDS

0549
0696
WILLCOX, MCFADYEN
& FIELDS
ATTORNEYS AT LAW
RAEFORD N C
THENCE along a curve to the right having a radius of 5706.58 feet and an arc length
of 344.21 feet, being subtended by a chord of North 77 degrees 12 minutes 57 seconds
East for a distance of.144.16 feet with said margin of U.S. 401 to an iron rebar;
THENCE North 78 degrees 56 minutes 38 seconds East for a distance of 485.97 feet
with said margin of U.S. 401 to a NC Department of Transportation right of way disk
at the intersection of said U.S. 401 and Club Pond Road;
THENCE South 56 degrees 16 minutes 52 seconds East for a distance of 65.01 feet
with the right of way margin as it progresses along the western margin of the
intersection of said U.S. 401 and Club Pond Road to a NC Department of
Transportation disk in said margin of Club Pond Road;
THENCE South 19 degrees .'2 minutes 10 seconds East for a distance of 80.62 feet
with said margin of Club Pond Road to an iron rebar;
THENCE South 12 degrees 40 minutes 02 seconds East for a distance of 577.41 feet
with said margin of Club Pond Road to the point and place of BEGINNING;
Together with and subject fee covenants, easements and restrictions of record.
Said property contains 14.442 acres.
This description prepared by Larry King & Associates, R.L.S., P.A. on the 20 day of
February, 2003 under the supervision of W. Larry King, a Professional Land
Surveyor.
For title information see that Report of Commissioners in file number 85 SP 66 in the
office of the Hoke County Clerk of Court.
This conveyance is made subject to all planning and zoning ordinances of the County of
Hoke, to all easements appearing of record and by inspection of the premises and 2003 Hoke
County taxes which have been pro -rated as of the date of closing.
TO HAVE AND TO HOLD, the above described premises, with all the appurtenances
thereunto belonging, or in any wise appertaining, unto the Grantee, its heirs and/or successors
and assigns forever.
And the said Grantor covenants with the Grantee that Grantor is seized of the conveyed
premises in fee simple, and has the right to convey the same in fee simple, that title is marketable
and free and clear of all encumbrances except those set out, and that the Grantor will warrant and
defend the title against the lawful claims of all persons whomsoever stated.
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal the day and year
first above written.
A M,�J<
(SEAL)
WILLIAM J E MCNEILL
STATE OF NORTH CAROLINA Poe RECCWAXW
TAX SUP 181VIS !t
COUNTY OF HOKE - ,� �
1, a notary public of the County and State aforesaid, do hereby certify that WILLIAM
JESSE MCNEILL, unmarried, personally appeared before me this day and acknowledged the
execution of the foregoing instrument.
Iotarial seal this thea{day of April, 2003.
3po'7
7 THE FOREGOINGICERTIFICATE(S) OF
TR-. PJSTC t.;Ci�JTh.ND THIS CERTIRC ATE
A;:_ I?�t:Y M A'i Tfi DKIE AND TIME
AND IN PQCX ANC PAC _r SHUNN ON THE
FIRDI PAGE HEREOF.
ON IE BRATCI UDLFY REGISTER OFDEED3
F /C OUNTY
EGISTER OF DEI )3

1tj, ITKrare of Approval for kec.roink
g9reby
certify that this transaction
hereon has been found to comply with the
ubdivision Regulations of the County of
Hoke, North Carolina, and that this has
peen approved for recording In the Office
BK:01177 PG:0954
of the Register of Deeds of Hoke County.
FILED
HOKE COUNTY NC
CAMILLE D. HURST
-.-
REGISTER OF DEEDS
FILED Dec 20,2016
T„1that pin:49 ",�,M ,,J1,�OW1,u2
I. dMy
TIME 11:22:27 am
del„lquentadvalolenT 1' chm"dtothe
link oWpy T C:a11kt ,' p VZ tl1e chap
dea alwnmame.at„ w °' �`
BOOK 01177
12120r2016
START PAGE 0954
Col nC'e. gmalufe NCG5167-31
END PAGE 0957
Prepared by and return to:
INSTRUMENT # 07670
Sara R. Vizithum
RECORDING $26.00
Brooks, Pierce, McLendon, Ilumphrey & Leonard, L.L.P.
EXCISE TAX (None)
P.O. Box 26000
joP
Greensboro, NC 27420
Excise Tax: NONE
Tax Parcel(s): 49445-00-01-430,49445-00-01-431
and 49445-00-01-432
NORTH CAROLINA
HOKE COUNTY
SPECIAL WARRANTY DEED
*Title Not Examined by Preparer
THIS SPECIAL WARRANTY DEED, made this I Vday of bece,,,her - 2011,, by
and between DIANE HARRELL, TRUSTEE OF THE JOSEPH P. RIDDLE III ESCRO1L'
TRUST U/A DATED DECEMBER 20, 2012 (herein referred to as "Grantor"), whose address is P.O.
Box 53729, Fayetteville, NC 28305; and TERI HENDERSON, TRUSTEE OF THE JOSEPH P.
RIDDLE III DESCENDANTS TRUST U/A DATED DECEMBER 20, 2012 (herein referred to as
"Grantee"), whose address is P.O. Box 53729, Fayetteville, NC 28305. 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. *The preparer makes no warranty
as to the state of title to the real property conveyed herein
WITNESSETH:
That Grantor, for valuable consideration, the receipt of which is hereby acknowledged, has
bargained and sold, and by these presents does grant, bargain, sell and convey unto Grantee in fee
simple, a one-half (1/2) undivided interest (the "Interest") in and to that certain real estate situated in
Hoke County, North Carolina, and being more particularly described on Exhibit A attached hereto and
incorporated herein by reference (the "Property'). The Interest constitutes all of Grantor's right. title
and interest in and to the Property.
1056506,1

1177
0955
BK:01177 PG:0955
TO HAVE AND TO HOLD the Interest in the Property, together with all improvements
thereon and all privileges, hereditaments and appurtenances thereunto belonging to Grantee, in fee
simple forever.
Grantor covenants with Grantee that it has done nothing to impair the title to the Interest in the
Property as it received and that it will warrant and defend the title to the Interest in the Property against
the lawful claims of all persons claiming by, under or through it, except for claims related to or arising
from the following exceptions: (i) ad valorem taxes and assessments for the year 2017 and thereafter;
(h) any owner association dues and assessments for the year 2017 and thereafter; (W) easements,
restrictions, covenants and rights -of -way of record; and (iv) any local, county, state, or federal laws,
ordinances, or regulations relating to zoning, environment, subdivision, occupancy, use, construction,
or development of the Property.
Grantor. pursuant to N.C.G.S. Section 105-317.2, hereby certifies that the Property does not
include its primary residence.
IREMAINDER OF PAGE INTENTIONALLY LEFT BLANKI
[SIGNATURE PAGE FOLLOWSI
1056506-0

1177
0956
BK:01177 PG:0956
IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be signed as of
the day and year first above written.
GRANTOR:
Diane Harrell, Trustee of the Joseph P. Riddle III
Escrow Trust u/a dated December 20, 2012
STATE OF NOSY. & 0 J.' ti 5
COUNTY 0��
1, arl i Eke- ke. A • Ltl d4S , a Notary Public of aforesaid state and county, do hereby certify that Diane
Harrell, Trustee of the Joseph P. Riddle [I[ Escrow Trust u/a dated December 20, 2012 (the "Signatory"), personally
appeared before me this day and voluntarily acknowledged the due execution ofthc foregoing instrument for the purpose stated
therein and in the capacity indicated. I certify that the Signatory personally appeared before me the day, and (check one of the
following):
✓(I have personal knowledge ofthe identity ofthe Signatory); or
_ (I have seen satisfactory evidence ofthe Signatory's identity, by a current or state or federal identification with the
Signatory's photograph in the form of: (check one ofthe following)
a drivers license or
in the form of ); or
_ (a credible witness has sworn to the identity ofthe Signatory).
Witness my hand and official stamp or seal this Ila - day of bpC i- 20)(4.
CLwAA ' (signature)
/� L Notary Public 11�
ar%' ; nC �. M SCLIS (print/type)
Notary Public
My Commission Expires:
INB
(NOTARY SE��o�S
'��°� �+5, °-
o� NOTARY m
lA
PUBLIC �=
1056506,1

1177
0957
EXHIBIT A
The "Property"
49445-00-01--4;1
Hoke Landing Lot 2
49445-00-01-431
Hoke Landing Lot 3
49445-00-01-432
Hoke Landing Lot 4
BK:01177 PG:0957
All ofthe above referenced properties were conveyed to Grantor by deed recorded in Book 1017, Page
338, Hoke County Registry
1056506-v1