SW6240604_Design Calculations_20240614

Stormwater Data
For
SerenityTherapeutic
Center, E. Palmer St.
Raeford, NC
Owner:
J.M.B.B., LLC
i
SEAL -
31459 _
v
i•
o` a
'VG! e'`N
-j61`A.
.i,`: 1-30`1 1
Prepared by:
ENGINEERING - SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A.
P.O. Box 53787
1333 Morganton Road, Suite 201
Fayetteville, North Carolina 28305
P. [phone] F. [phone]
www.LKandA.com
NC Firm License #: C-0887

STORMWATER NARRATIVE
The proposed high-density development is a new commercial building and
necessary parking on an 8.26 acre parcel. The parcel is flat with roadside ditches on
two sides. There is no existing impervious area in the of the project.
The project will be constructed in two phases. Overall the project (phases 1 and 2)
will create 56,681 sf of new impervious area. Approximately 36,158 sf will be
constructed in phase 1 along with the proposed Wet Detention Basin. The basin has
been sized for total buildout to include phases 1 and 2.
A Wet Detention Basin is planned to capture runoff from parking lots and roof drains.
The basin is intended to draw down the 1" rainfall in 3.37 days through the riser
structure and drawdown orifice. Effluent will discharge through an 8" diameter pipe
into an existing roadside ditch along E. Palmer Street.
The wet basin in designed to route up to the 100-year storm through the riser
structure without overtopping the basin.
Soil bores logs and report are attached.
Supporting calculations are attached.

TABLE OF CONTENTS
Stormwater Narrative SC-1
Pond Routing Calculations APPENDIX A
Wet Detention Basin Calculations APPENDIX B
Misc. Erosion Control Calculations APPENDIX C
Site Maps APPENDIX D
Soils Report APPENDIX E
Site Deed APPENDIX F

Appendix A

Table of Contents E Palmer ST gpw
Hydraflow Hydrographs by Intelisolve Tuesday,Apr 30 2024,2:9 PM
Hydrograph Return Period Recap 1
1 - Year
Summary Report 2
Hydrograph Reports 3
Hydrograph No. 2, Reservoir, POST-POND 3
10 - Year
Summary Report 4
Hydrograph Reports 5
Hydrograph No. 2, Reservoir, POST-POND 5
25 - Year
Summary Report 6
Hydrograph Reports 7
Hydrograph No. 2, Reservoir, POST-POND 7
100 - Year
Summary Report 8
Hydrograph Reports 9
Hydrograph No. 2, Reservoir, POST-POND 9

1
Hydrograph Return Period Recap
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 Rational 7.16 11.06 12.42 14.40 POST
2 Reservoir 1 1.43 1.62 1.62 1.62 POST-POND
Proj. file: E Palmer ST.gpw Tuesday, Apr 30 2024, 2:09 PM
Hydraflow Hydrographs by Intelisolve

2
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 7.16 1 33 19,195 ---- POST
2 Reservoir 1.43 1 77 8,868 1 243.02 15,620 POST-POND
E Palmer ST.gpw Return Period: 1 Year Tuesday, Apr 30 2024, 2:09 PM
Hydraflow Hydrographs by Intelisolve

3
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday,Apr 30 2024,2:9 PM
Hyd. No. 2
POST-POND
Hydrograph type = Reservoir Peak discharge = 1.43 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 1 Max. Elevation = 243.02 ft
Reservoir name = WET POND Max. Storage = 15,620 cuft
Storage Indication method used. Hydrograph Volume=8,868 cult
POST-POND
0 (cfs) Hyd. No. 2 -- 1 Yr 0 (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
\„...,.....,
2.00 2.00
0.00 0.00
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7
Time (hrs)
Hyd No. 2 Hyd No. 1

4
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 11.06 1 33 29,637 ---- POST
2 Reservoir 1.62 1 125 19,157 1 243.50 24,791 POST-POND
E Palmer ST.gpw Return Period: 10 Year Tuesday, Apr 30 2024, 2:09 PM
Hydraflow Hydrographs by Intelisolve

5
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday,Apr 30 2024,2:9 PM
Hyd. No. 2
POST-POND
Hydrograph type = Reservoir Peak discharge = 1.62 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 1 Max. Elevation = 243.50 ft
Reservoir name = WET POND Max. Storage = 24,791 cuft
Storage Indication method used. Hydrograph Volume= 19,157 cuft
POST-POND
Q (cfs) Hyd. No. 2 -- 10 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 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5
Time (hrs)
Hyd No. 2 Hyd No. 1

6
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 12.42 1 33 33,268 ---- POST
2 Reservoir 1.62 1 65 22,733 1 243.50 29,274 POST-POND
E Palmer ST.gpw Return Period: 25 Year Tuesday, Apr 30 2024, 2:09 PM
Hydraflow Hydrographs by Intelisolve

7
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Tuesday,Apr 30 2024,2:9 PM
Hyd. No. 2
POST-POND
Hydrograph type = Reservoir Peak discharge = 1.62 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 1 Max. Elevation = 243.50 ft
Reservoir name = WET POND Max. Storage = 29,274 cuft
Storage Indication method used. Hydrograph Volume=22,733 cuft
POST-POND
Q (cfs) Hyd. No. 2 --25 Yr Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
/1\
0.00 I 0.00
0.0 0.8 1.7 2.5 3.3 4.2 5.0 5.8 6.7 7.5 8.3 9.2
Time (hrs)
Hyd No. 2 Hyd No. 1

8
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 14.40 1 33 38,573 ---- POST
2 Reservoir 1.62 1 655 27,960 1 243.90 35,234 POST-POND
E Palmer ST.gpw Return Period: 100 Year Tuesday, Apr 30 2024, 2:09 PM
Hydraflow Hydrographs by Intelisolve

9
Hydrograph Plot
Hydrafiow Hydrographs by Intelisolve Tuesday,Apr 30 2024,2:9 PM
Hyd. No. 2
POST-POND
Hydrograph type = Reservoir Peak discharge = 1.62 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 1 Max. Elevation = 243.90 ft
Reservoir name = WET POND Max. Storage = 35,234 cuft
Storage Indication method used. Hydrograph Volume=27,960 cuft
POST-POND
Q (cfs) Hyd. No. 2 -- 100 Yr Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 I 0.00
0.0 1.5 3.0 4.5 6.0 7.5 9.0 10.5 12.0 13.5 15.0
Time (hrs)
Hyd No. 2 Hyd No. 1

Appendix B

ENGINEERING-SURVEYING-DESIGNING-DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Stormwater Wet Pond Design Criteria
Project Name: P23-031 Serenity Therapeutic Center
Outlet: 1
Calculate Runoff Coefficient
A= 2.46 acres 106981 sf Watershed area
Ai= 1.30 acres 56,681 sf Impervious area
la= 0.53 Impervious fraction
Rv=0.05+0.9*la
Rv= 0.53 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= 4,697 cf Volume of runoff that must be
1.29 Ac in controlled for specified design storm
Calculate Required Pond Surface Area for Permanent Pool Elevation
SA/DA= 2.09 Based 3 Avg. Perm. Pool Depth
**See Table 10-1,10-2,10-3 for SA/DA
SA= 0.051 Ac
2,236 sf Required Surface Area @ Perm Pool
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: P23-031 Serenity Therapeutic Center
Outlet: 1
Calculate Time to Peak&Volume of Runoff
Qp 11.1 cfs DA= 2.46 acres
Rational C= 0.62
P= 5.51 in (10yr/24hr storm) .
Cn=ab+cx"d a= 50.82581
b + x^d b= 1.461704
c= 165.6338
d= 1.350661
Cn= 81 x= Rational C
S= 2.33 (1000/CN)-10
Q*= 3.45 in
Tp 33.43 min
Volume of Runoff(10 Year Storm)
Vol=1.39 *Qp*Tp
Vol= 30,838 cf
HVdrograph Shape
tc 7 min
Ascending limb= 4.78
Decending limb= 7.98
SC-4

on ENGINEERING-SURVEYING-DESIGNING-DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Drawdown Orifice Sizing Calculations
Project Name: P23-031 Serenity Therapeutic Center
Outlet: 1
Pond Storage= 9,888 cf Water Quality Volume
Pond Depth(h)= 0.33 ft HO=H/3
Drawdown Time= 2.5 days 2-5 days
Cd= 0.6 Coefficient of Discharge (typical 0.6)
g= 32.2 ft/sec^2 Gravity
The Orifice Equation
Q= Cd A Sgrt(2 g h)
Rearrange to solve for A, the minimum orifice area needed to meet drawdown requirements
Q= 0.05 cfs Based on pond volume and desired drawdown time
A= 0.01655 sf 2.38 si
Number of Orifices= 1
Minimum diameter to meet area
d= 1.74 inch diameter orifice
Use: 1.5 "diameter orifice 0.0123 sf
Check Outflow time
Q= Cd A Sqrt(2 g h)
Q= 0.03 cfs
Drawdown time= 3.37 days OK
SC-5

on ENGINEERING-SURVEYING-DESIGNING-DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Anti-Flotation Sizing Calculations
Project Name: P23-031 Serenity Therapeutic Center
Outlet: 1
Riser Diameter= in (circular)
Dimensions of Riser= 3 3 ft
Depth of pond = 3.5 ft
Required Factor of Safety= 1.5
Cross Sectional Area of Riser
Circular= 0.00 sf
Rectangular= 9 sf
Volume of Water Displaced
Depth of pond *Cross-sectional area
31.5 cf
Weight of Water Displaced
(assuming weight of water= 62.4 lb/cf)
62.4 *Volume of water Displaced
1965.60 lb
Minimum Weight of Anti-Flotaton Device
FS *WoW Displaced
2948.40 lb
Riser Base Provided
6 ft x 6 ft x 1 ft(depth)
Weight of concrete assumed 150 lb/cf
Weight of Base Provided = 5400.00 lb
FS Provided = 2.75 OK
SC-6

man ENGINEERING-SURVEYING-DESIGNING-DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Pond Volume Calculations
Project Name: P23-031 Serenity Therapeutic Center
Outlet: 1
Permanent Pool Volume(Main Pool Only)
Elev. Contour Accum.
Stage Diff Area Incr.Vol. Vol.
(ft) (ft) (sf) (cf) (cf)
236 0.0 1,984 0 0
237 1.0 2,561 2,273 2,273
238 1.0 3,210 2,886 5,158
239 1.0 3,930 3,570 8,728
240 1.0 4,711 4,321 13,049
241 1.0 5,548 5,130 18,178
241.5 0.5 6,440 2,997 21,175 Perm Pool Elev.
Forebay Only Volume
Elev. Contour Accum.
Stage Diff Area Incr.Vol. Vol.
(ft) (ft) (sf) (cf) (cf)
238 0.0 239 0 0
239 1.0 880 560 560
240 1.0 1,339 1,110 1,669
241 1.0 1,855 1,597 3,266
241.5 0.5 2,133 997 4,263 20%
Temporary Pool Volume
Elev. Contour Accum.
Stage Diff Area Incr.Vol. Vol.
(ft) (ft) (sf) (cf) (cf) 4,715 cf
241.5 0.0 8,626 0 0 Perm Pool Elev.
242 0.5 10,067 4,673 4,673
242.5 0.5 10,792 5,215 9,888 Temp Pool Elev.
SC-7

Dis ENGINEERING-SURVEYING-DESIGNING-DRAFTING
Larry King & Associates, R.L.S., P.A.
P. [phone] www.LKandA.com F. [phone]
Georgetown Estates Section Three
Pond Volumes
Average Depth Equation 2
Vpp #REF! cf
SA= #REF!
Davg= #REF! ft
Equation 2. Average depth when the shelf is not submerged or
the shelf is being included in the average depth calculation
VPs
Davg= SA
Where: D" = Average depth(feet)
Vpp = Main pool volume at permanent pool elevation(feet3)
SA = Main pool area at permanent pool elevation(feet2)
Average Depth Equation 3
VPP= 21,175 cf
VShelf= 230.25 Cf
ABottom of Shelf= 5,547 sf
Davg= 3.78 ft
Amax Over Shelf= 0.5 ft
Pperm Pool= 307 ft
Wsubmerged part of shelf— 3 ft
VShelf= 230.25 cf
Equation 3. Average depth when the shelf is partially or fully submerged and
the shelf is being excluded from the average depth calculation
VPh—Vsheff
Davg
Abottom of shelf
Where: Dav = Average depth(feet)
Vpp = Main pool volume at permanent pool elevation(feet3)
Vsheu = Volume over the shelf only(feet3)—see below
&atom ofshelf = Area of main pool at the bottom of the shelf(feet2)
Vshor 0.5* De pt hmax over shelf*Perimeterpermpool*Wldthsobmergedpart ot shelf
Where: Depthmax over shelf = Depth of water at the deep side of the shelf as
measured from the permanent pool(feet)
Perimeterpem,boa = Perimeter of main pool at the bottom of the
shelf(feet)
Wdthsubmerged part of shelf = Width from the deep side to the dry side of the
shelf as measured at permanent pool(feet)
SC-8

Georgetown Estates Section Three
Percent Table 10-3: Piedmont/Mountains 90%
Impervious Cover Permanent Pool Average Depth (ft)
3.0 4.0 5.0 6.0 7.0 >8
10% 0.51 0.43 0.37 0.30 0.27 0.25
20% 0.84 0.69 0.61 0.51 0.44 0.40
30% 1.17 0.94 0.84 0.72 0.61 _ 0.56
40% 1.51 1.24 1.09 0.91 0.78 0.71
50% 1.79 1.51 1.31 1.13 0.95 0.87
60% 2.09 1.77 1.49 1.31 1.12 1.03
70% 2.51 2.09 1.80 1.56 1.34 1.17
80% 2.92 2.41 2.07 1.82 1.62 1.40
90% 3.25 2.64 2.31 2.04 1.84 1.59
100% 3.55 2.79 2.52 2.34 2.04 1.75
SC-9

Appendix C

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 4/30/2024
Checked By: Date:
Company: Larry King &Assoc.
Project Name: E. Palmer Street
Project No.:
Site Location (City/Town) Raeford, NC
Culvert Id. DW Pipe
Total Drainage Area (acres) 0.24
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 1.01
Velocity (ft./s) 3.2
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b,and determine dya riprap size and minimum apron length
(La). The dto size is the median stone size in a well-graded riprap 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 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.3

Minimum apron length, La (ft.) 10
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 11.5 1.5
Step 4. Determine the maximum stone diameter:
dfrX = '1.5 x d50...4
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.45 0
Step 5. Determine the apron thickness:
Apron thickness = 1.5 x
Minimum TW Maximum TW
Apron Thickness(ft.) 0.675 0
Step 6. Fit the riprap apron to the site by making it level for the minimum
length, L . from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where 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)
30 ;:, �
Outlet W Do + le 90
PrPe t
diameter(Do) t. .
r
itwater - 0.5Do ;1 iI It`'
��''(1 7q f, Y, ; rt='
��. nt I , , r o : ;` 11
: �'g
n'‘\ 1 , 1 1, , I , :' ;--1e i,!4, 14, 1'e l• i k..
50 1 Y ; a f - v} '\ ` f{� ,
kl\v-\tn 't I '; ,' ti u t .l
v
t p
Q I. i- ! ,1,' ..I '. +1«.. €i I{i.�„ I d 6 100 4�t 1 I {� :ArP�p
,4 ( f-4-- irOrpo
t (,I,% i i ,, ,i ! { Q elo ,, � 1+. f 1
I , , , ., lei
z© , ,f a fA ! l { r t� 3
pit{ + t. ' Z i =tea i`;; ' i r. '-i { i �'`v`A'
1 '! , ,.,ff. t t ,1000944 ""_ �' r'' ( ,k"r l ,P s,4
,, I ie mow►
111�;` :, i+ t, (; r P t, ao
' Y i ij ;;I l t { , . � f , f l �' 0151121101fir 2NIi+ Itf k' • F i ' } 1i it ,iii"'�i �` 0l��1I O`t. .i I
I cc
,iim
'1,,' ::' •', :': : '''' ' ''' ' :- , " ' 01.11 .....41.010 . , , , , , . , . ,,„
" ,
, ! Mr !v-5 ,,.a
1 i ;..l. � i IIIIIIIII i I 11M U1110
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protect-on protection horn a round pipe flowing full,minimum tailwater condition(Tw<0.5 d4amnter).
Rev.1_2*93 8.06.3

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 4/30/2024
Checked By: Date:
Company: Larry King &Assoc.
Project Name: E. Palmer Street
Project No.:
Site Location (City/Town) Raeford, NC
Culvert Id. Pond Inlet
Total Drainage Area (acres) 2.46
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maxinmtun condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 11.1
Velocity (ft./s) 3.2
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b,and determine day,riprap size and minimum apron length
(L). The dc, size is the median stone size in a well-graded riprap 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 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.4

Minimum apron length, La (ft.) 11
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 12.5 1.5
Step 4. Determine the maximum stone diameter:
cin„ = '1.5 X Cl
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) - 0.6 0
Step 5. Determine the apron thickness:
Apron thickness = 1.5 x dr.
Minimum TW Maximum TW
Apron Thickness(ft.) 0.9 0
Step 6. Fit the riprap apron to the site by making it level for the minimum
length, La, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where 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' _ i
Outlet W m DO + La 90 ;, _ ,...�
PiPr ' i tea,diameter (Do) 1 'i:', i: :-3r
La a N 1 , .+srA.
ilwater t, 0.5Do li �1 1,.
�1 i, ijl
(0C` , i I 1:j v I
[x9 .{ t , 4 1 ty, y i�
v\' °• 60 ,I11h `I zkiii' ,F- 'IrbD• a� l
�\.�Vfi 50 1 i . , ... .. a 2'X, . '�`,`' N 1i l ,i 14.
i ! I I 11 , ,' .
s r i ,� t ��� 'All"i I i r0000 �� � . �� �i;i,
40 1 uG 6 3 ;�JI ,•, 4
!I , 1. '`1 {s 'i I
,i l ' b J4 if AO
'
30 A (ii HILT_, ` 1 Z Rem, r. . i . _{1 {'I f .. , !
, , I, i t l a Mr ,i { i i t+ � a d p , J
20 { ,� 5 I l 1 fr
li r)f Iit. t j{ i,. , ,21 i , t , It , y t' /� .Iv�'i'�r
tt}(4 J 11 ! { (1t: ..,,-1--,.- : .i :, fi �I ( 1 { .11 i f , : ::, , i ' 11 .y
1, 11� � '}" '{ r ii i ! 1 "it if i.J�i_.l, 1 •*! r
1 i {I ', ti: i s i V {I „ tf r a
0 _ , tI, { � , i , it ll f ti, i ,11� a i ,•t ry
. I 2 i + 9 0,
11 I ! t t } t1 i If r il I�""
'.I II 111 .(l . + 'I, I i ,25 ,tfr1%IP
' r ;.j ;1' i13 �vp ♦;,t 1 i I I t ll I i I f i 14 I I 0
i �r� a 301 , ri - . , ,` ( .i ,. , I„ 1
v =5 .....wwrrrl i I f t I
I
I. I i 1 11 . 1 I _ 0
3 5 10 20 50 100 20"J 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw.0.5 diameter),
Rev.1:±93 8.06.3

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 4/30/2024
Checked By: Date:
Company: Larry King &Assoc.
Project Name: E. Palmer Street
Project No.:
Site Location (City/Town) Raeford, NC
Culvert Id. Pond Inlet
Total Drainage Area (acres) 2.46
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter, it is classified minimum tailwater condition.
If it is greater than half the pipe diameter, it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a mininnxin tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 8
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 1.62
Velocity (ft./s) 3
Step 2. Based on the tailwater conditions determined in step 1, enter Figure
8.06a or Figure 8.06b,and determine d50 riprap size and minimum apron length
(La). The d,n size is the median stOne size in a well-graded riprap 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 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.2

Minimum apron length, La (ft.) 8
Apron width at pipe outlet (ft.) 2
Apron shape
Apron width at outlet end (ft.) 8.666666667 0.666666667
Step 4. Determine the maximum stone diameter:
= 1.5 x d50
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.3 0
Step 5. Determine the apron thickness:
Apron thickness = '1.5 x riniu
Minimum TW Maximum TW
Apron Thickness(ft.) 0.45 0
Step 6. Fit the riprap apron to the site by making it level for the minimum
length, La, from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where 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 a
Outlet W e Do -1. La 90 i .
pipe
diameter (Do) , .
,.
80 i .; .- ' ; 1 ` .
La ►t i i i *revel
iwater O.aDo 1L
Ord
p , i '. . 0
0
�g� F I t ,' 'V. ' 1. I
i li I . 4 1 N. ,I,.
���,� 50 ( `1 { ... _ f ,> �`'t pp it l i �.
��` 1 , `1 ,....
;.� 1 ' F., II
, I I, ` 'f6,
4 - ,L., i i µ xl 000
. ,tll . L e10:1
I ,, it 00 ¢{ II I pl.
( j
M t rt' tt . PPP"'
1 ` . 1{I ,. { t i t. ry4 v�p� . I i, I hkl I d ��
� li i 1, • i 111 i + {l} i��� Y � 1!` + 1 t E t i I t l !„� � -,���I4.`er
20 ii,lit 1' ! Ili . , I I i ,5. ,,,.. j �',' �., i 1 1 i ,i I i 4 f$ �;i 11. '� V pd'�,lFrIFI NI
lap
sit 1 ' ; - ;• ; ;;r.1; . ;: 400110 ,411
I ` ,1. ,
1 ,. i ..� i I. 16 t r
iiiit!j t Ifii, ! 1 ,. t I l t 1 1!I 1 ,,;,idiri-irlidi' I0l1l1 1 , 1oL
i i) d s A � d� i ! E� II ,I;
, ; I V a 1 —
i! i kli ! ni• ,,
v - t4'J pow, l �i
v_5 . , i
1 l I r 1 _ IIIIII ` 1,--_ 1111111111111111111111 ■a 0
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection!torn a round pipe flowing full,'u niniurn tail.vator condition(Tw<0.5 diameter).
Rev.12;93 8.06.3

Appendix D

4 S!Iyy r , ,„„4: ./..,,,,,,,.,,A, .
o
`'• �
' �,• ���+r � . i �� � �.,
4_C.-% • '-- i thrall*/ .,_j .
mr,../A, 4 ....,
f .
,,k.:' \ ,,.
ki.J.)u 6) ° 1 finH it ill i Issillck,-"'-'3: 11111 ,, ''... ". . ' '
•
;3 (7`,-. L, 4 r:Li t.-7:/Atft-c ,• S
c, 4, •
�\/ 5 /
-• •) .'-c'--'f •i- is �1 �, _ •r• ;. -
Lf ice Y
': .s .,4 :— ., . ( A, [Alb link 11 ' - -.j.i.'„J.,'',.- i •., t.„
.1.A.A..‘,. . : '.0 . 0 0 'Ill I It .
C,1%" r I moi 1,^ ,,';'gin i
111 abVINGTONAVE � ' �'� t,S?C4_::'..s,�r try- ' '/./.. :
�O � t t��� . rrJ 1
, 1.-. ,,_wow %'f''e-.,.ffpw40.`\::-.. - , . ik.
Ili
7 I \\
. .1. ''' ,;:-•.11.F.:72::: :,i'tiva. I Sr:;%.. .4,ANItRNItti r !Ai _ }�
.;i"::-.4 '2..4:',-
7:: „4'' , .
r
,7.,,...4,..,.... . ....i........'"L''.---131)'''' " 3* . - 1111111
'• �.- —' 7. E PALMER ST owr -4
..
N A
,, . I \t
a•
b
•
/ .
1 1t
VI
r t
1il
3 5 P.t 1 A
PIN NO. 694341301035
OWNER NAME BARTLETT, SALLIE B &HUSB
ADDITIONAL OWNER ROUSE,MARIE&HUSBAND
PHYSICALADDRESS S MAIN ST
Disclaimer
This data was prepared for the inventory of real property found
within this jurisdiction,and is compiled from recorded deeds,plats,
April 30, 2024 and other public records and data.Users of the data are hereby
p notified that the aforementioned public primary information sources
100 2 200 Feet should be consulted for verification of the information. Hoke
0 550 1
County and mapping companies assume no legal responsibility for
I I I I I I I I the information.

kt fit 1 #1'
Still*
?,1! UMW,4 ..._ _
440,
II ro
2'4'4' 0.i p,/, „Ed: :::,
,,, z $oursirzry ttvt
r �x e
(7, [; ! i i.]. t}T 4/
kilt 4h u f I ('CO41 i'— /11/t voegGe DI 4
I C P.:0 Ce Ct.t...1.1'0 .3 '011 iwo
r--E a;-1
LANTERN C/4,
. ', WI
—, BaD� •
- ••LI19 R
N
Z
-4*
CW
•
•
FaBI 1* o
l
4,
LKl°LJ
PIN NO. 694341301035
OWNER NAME BARTLETT, SALLIE B&HUSB
ADDITIONAL OWNER ROUSE,MARIE&HUSBAND
PHYSICALADDRESS S MAIN ST
Disclaimer
This data was prepared for the inventory of real property found
within this jurisdiction,and is compiled from recorded deeds,plats,
April 30 2024 and other public records and data.Users of the data are hereby
P notified that the aforementioned public primary information sources
2,200 Feet should be consulted for verification of the information. Hoke
0 550 1,100
County and mapping companies assume no legal responsibility for
I I I I I I I I I the information.

.
' , r
AN. . rn
%44-
g I-
._ ii,
t
9 .1. ..
,
_
vi
,—.....,...4.:4s,
.prp.MVO"
Z ,
, VII
--,-''
r "'• ' , "`"'i%%b.\a q'N''''1/4.q....N.
. . 1
. E PALMER RD
...„.
111 ri r,11
,ill\
ti1 i i 1 13 a ili s all, ilz,
...0..._. iu-i,
eN4
("t' P() Ii (1 ,r ....N_Li
._ _Li.,

Appendix E

P.O.® +.Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
January 12,2022
Ms. Lori Epler .
Larry King&Associates,RLS,PA
1333 Morganton Road, Suite 201
Fayetteville,NC 28305
Re: Seasonal High Water Table determination for proposed stormwater treatment/retention
areas,Bartlett/Rouse property,East Palmer Street, Raeford, Hoke County,North Carolina
Dear Ms. Epler,
An evaluation of soil properties has been conducted on portions of the aforementioned property at
your request. The purpose of the investigation was to determine Seasonal High Water Table
depths (SHWT)based on soil profiles.
Soils at the proposed basin site are most similar to the Duplin and Coxville soil series(see
attached boring logs). Four(4)soil borings were advanced to 4.0 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 the soil surface in all borings [0
inches below the ground surface(see chart attached)].
It should be noted that the reported SHWT does not necessarily reflect the elevation of static
groundwater at the time of testing(due to variations in groundwater recharge rates,weekly and/or
annual rainfall,drought conditions or other factors).
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.
,...0"--„-,;-- ,..„,k�
Sincerely, �, ,L , :
ate ,�.-.r:.Z{, �'� ., ,�
,f et r :Z\v'l
, 1 7 -. Cosa ;xu.,�,"
AgZ
Mike Eaker 1 jf/rff 'ti
1�. .
NC Licensed Soil Scientist111030
'11, * 723P ' Cam ,
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS •.. N io- ,6 y VISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS EVALUATION& DESIGN

•K • t- r • t • ire¢
s
P.O. Box 9321
Fayetteville. NC 28311
Phone/Fax[phone]
Email [e-mail]
SHWT and Observed Water Depths, Bartlett/Rouse property, East
Palmer Street, Raeford, Hoke County, NC
BORING SHWT DEPT SHWT DEPTH GROUND EL. OBSERVED WATER
Inches (msl—feet) (msl—feet) (msl—feet)
1 0 243.49 243.49 241.83
2 , 0 242.97 242.97 241.22
3 0 243.08 243.08 241.83
4 0 243.80 243.80 242.14
SOIL/SITE EVALUATION •SOIL PHYSICAL ANALYSIS LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION& DESIGN

ry'on . .
virs, % v
S
P.O. Box 9321
Fayetteville. NC 28311
Phone/Fax [phone]
Email [e-mail]
Typical Soil Profile Description (Borings 1-4),Bartlett/Rouse property,East Palmer
Street, Raeford,Hoke County,North Carolina
This map unit consists of poorly drained soils that formed in clayey sediments on
uplands. Slopes range from 0 to 1 percent.
A- 0 to 10 inches;black(10YR 2/1) sandy loam to sandy clay loam;weak fine
subangular structure; friable to firm; many fine, medium and large roots; abrupt smooth
boundary.
Btg- 10 to 24 inches; olive brown(2.5Y 4/3) sandy clay to sandy clay loam; many
medium prominent gray (10YR 6/1)mottles;massive structure; firm; common fine and
medium roots; gradual wavy boundary.
Cg-24 to 48 inches; mixed mottled brownish yellow(10YR 6/6)and gray (10YR 6/1)
sandy clay loam;firm; massive structure.
SHWT @ 0 inches below ground surface
SOIL/SITE EVALUATION •SOIL PHYSICAL ANALYSIS LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS EVALUATION& DESIGN

1
u :
44r
a,_-t,t
OW' ` ao.}
,o
I.1 1` o'crE-'JJo
7
to
, /L-
IIk
o '
FT, '1 P
o J li
JI
11 1 \ gft> of '
II 1
+fro .iJ ,�
'IrsII
I.1 1
H{I O
rn l
111 N p•y W .�'..
.0 7.....-pz ill
I Yam.'_'\ an WO^ O}
W ,
•
111, .__7 CT C 4 F
w ''1' i p
H li n �zts1 :III
� i—='e-0___, /�I
11„ u , L
!ii" /
i�
H „'I ) Z
if it
y,1 itit
d`?�' I' j(:
tzl yl it " / Il
�,II I ,I ,i
III /' J I,t
1
t ,I 1 e 1 i.' J`tt.
n / I
I g1i
I I b i
1 / / 1
1�1 i /�� // i 1
DI, ; L.
bA i '
,..,_._,,,:,
;I n f
i I„ o ,
fi
,I / a
i r-1 ;f
I /� I, �� i ' I 9,
i I'll
•.11 ,� , 16
(' v„ T 1 N I
•
�^w� i i l /° , I I
11 L. i I �'\
R a --\ , i
g ^;In ( ', 1� l
'Io'ij= \ `\ \ v`\ i` !
I) 'AI', •
l ivl� / �. -moo'' �r/�4i ov.,-
l':1 _ C‘‘ 4- 1
,-)
06
•S ?.
T

Appendix F

J' `t,' LIMITED LIABILITY COMPANY ANNUAL REPORT
1/6/2022
NAME OF LIMITED LIABILITY COMPANY: J. M. B. B., LLC
Filing Office Use Only
SECRETARY OF STATE ID NUMBER: 1253549 STATE OF FORMATION: NC E-Filed Annual Report
1253549
817
REPORT FOR THE CALENDAR YEAR: 2024 2/24/2024 0�00
SECTION A: REGISTERED AGENTS INFORMATION IIIChanges
1. NAME OF REGISTERED AGENT: McNeill, Darrin L.
2.SIGNATURE OF THE NEW REGISTERED AGENT:
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED AGENT OFFICE STREET ADDRESS&COUNTY 4.REGISTERED AGENT OFFICE MAILING ADDRESS
206 S.Stewart St. 206 S.Stewart St.
Raeford, NC 28376 Cumberland County Raeford, NC 28376
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Rental Management
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAIL: Privacy Redaction
4. PRINCIPAL OFFICE STREET ADDRESS 5. PRINCIPAL OFFICE MAILING ADDRESS
206 S.Stewart St 206 S.Stewart St
Raeford, NC 28376 Raeford, NC 28376
6. Select one of the following if applicable. (Optional see instructions)
The company is a veteran-owned small business
The company is a service-disabled veteran-owned small business
SECTION C: COMPANY OFFICIALS(Enter additional company officials in Section E.)
NAME: Darrin McNeill NAME: NAME:
TITLE: Chief Executive Officer TITLE: TITLE:
ADDRESS: ADDRESS: ADDRESS:
206 S.Stewart St.
Raeford, NC 28376
SECTION D:CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business entity.
Darrin McNeill 2/24/2024
SIGNATURE DATE
Form must be signed by a Company Official listed under Section C of This form.
Darrin McNeill Chief Executive Officer
Print or Type Name of Company Official Print or Type Title of Company Official
This Annual Report has been filed electronically.
MAIL TO:Secretary of State, Business Registration Division,Post Office Box 29525,Raleigh,NC 27626-0525

BK 1481 PG 0670 FILED ELECTRONICALLY
HOAR COUNTY NC
ELAINE BRAYBOY
REGISTER OF DEEDS
FILED Mar 31, 2023
AT 03:53:35 PM
• BOOK 01481
START PAGE 0670
END PAGE 0673
INSTRUMENT # 01889
EXCISE TAX $1,450.00
NL
This certifies that pin:69434-13-01-035;
is free of any delinquent ad valorem Tax liens charged to the Hoke
County Tax Collector; but does not certify that the deed description
matches the PIN.
Susan L Quick Date: 03/31/2023
Collection Clerk Signature NCGS 161-31
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax$1,450.00 P&L File#3438-18
Parcel Identifier No.:69434-13-01-035
This instrument prepared by/Return to:Person&Lee,PLLC,a licensed North Carolina attorney.Delinquent
taxes,If any,to be paid by the closing attorney to the county tax collector upon disbursement of closing proceeds.
Brief Description for the Index:10.64+/-acres Metes&Bounds off Main St.
THIS DEED made this February, a,2023 by and between:
GRANTOR GRANTEE
THE PHILLIP M. AND MARIE B. Rouse J.M.B.B., LLC , a North Carolina limited liability
Revocable Living Trust dated October 18, 1996, company
and any amendment thereto.
Mailing Address:
Mailing Address: 3508 Tree Ring Ct.
2317 Mariner's Mark Way#501 , Fayetteville,NC 28306
Virginia Beach,VA 23451
V
SAAAL©©LIE B. BARTLETT and spouse DAVID
BARTLETT
6510 Waconda Pt Rd.
Harrison,TN 37341
Enter in appropriate block far each party: name, address, and, if appropriate, character of entity, e.g.,
corporation or partnership
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 or near the City of Raeford,Raeford Township,
Hoke County,North Carolina and more particularly described es follows:
SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF.
The property hereinabove described was acquired by instrument recorded in Book 359,Page 314,and
Book 290,Page 241,Hoke County,North Carolina,Registry.
Phillip M. Rouse and Made B. Rouse were married on June 8, 1969. At the time of Phillip M. Rouse's
death on June 20,2018,Marie B.Rouse was his surviving spouse. At the time Phillip M.Rouse and Marie
B. Rouse conveyed their interest in the property to The Phillip M.And Marie B.Rouse Revocable Living
Trust dated October 18, 1996 and any amendment thereto,they were married to one another.
A map showing the above described property is recorded in Plat Book .Page ,Hoke County,
North Carolina, Registry.
Submitted electronically by "Person & Lee PLLC"
in compliance with North Carolina statutes governing recordable documents
and the terms of the Memorandum of Understanding with
the office of the Register of Deeds of Hoke county. NcGs 47-14(al)(5).

BK 1481 PG 0671
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto
belonging to the Grantee in fee simple,
And the Grantor covenants with the Grantee,that Grantor is seized of the 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 hereinafterstated. Title to the properly hereinabove described is subject to the following
exceptions: restrictive covenants, utility easements, permits, and rights of way as the same may appear
of record
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal effective the day and year
first above written.
If initialed, the property includes the primary residence of at least one of the Grantors. (NC GS§
105-317.2)
The Phillip M. and Marie B. Rouse Revocable Living
Trust dated October 18, 1996, and any amendments
thereto.
BY:
Marie B. Ror se,Trustee
STATE OF Vt7.49,W
cvw
eeetitWTY OF 11/1t'. 1-6.taC
I certify that the following person(s) personally appeared before me this day and I have
personal knowledge of the identity of the principal(s)or have seen satisfactory evidence of the
principal's identity, by a current state or federal identification with the principal's photograph in the form
of a driver's license or a credible witness has sworn to the identity of the principal(s); each
acknowledging to me that he or she voluntarily signed the foregoing document for the purpose stated
therein and in the capacity indicated: Name of Principal: Marie B. Rouse, Trustee
Date: ��. 2.�231nt�-`"'fi�10E
c U
Printed Name of N ry Public
My Commission Expires: 051' \ 0&(�
CRIS11NA LEE MANGRUM
NOTARY PURLED
REG.16010424
**See attached additional signature page COMMONWEALTH OFVIRGNIA
MY COMMISSION EXPIRES MAY31,202A

BK 1481 PG 0672
IN WITNESS WHEREOF, the Grantor has hereunto set his hand and seal effective the day and year
first above written.
If initialed, the property includes the primary residence of at least one of the Grantors, (NC GS§
105-317,2)
— ,/�.I ///)./,� ' I, (A,, SEAL
/¢, ,j'.frIll. .. ( )
Sallie B. Ba//rjletj_,
•
Pc�.i-mil_'' 1 '�(: f L 4 lr (SEAL)
David Bartlett
STATE OF r"
COUNTY OF as Ntr /`f b4
I certify that the following person(s) personally appeared before me this day and I have
personal knowledge of the identity of the principal(s)or have seen satisfactory evidence of the
principal's identity, by a current state or federal identification with the principal's photograph in the form
of a driver's license or a credible witness has sworn to the identity of the principal(s); each
acknowledging to me that he or she voluntarily signed the foregoing document for the purpose stated
therein and in the capacity indicated: Name of Principal:Sallie B. Bartlett and David Bartlett
Date: ,2 PI- Z d Z 3 e.,, q/c..6,70
C,,,dy ,-.--Gh ,o e-//
Printed Name of Notary Public
My Commission Expires: 5-2`I-zoZ'
/� 1 "' ---��iN \
f=/ ' SATE 0
ice-
f 6 oF crl
ENNESSEE
- NOTARY , -
^y;\ PUBLIC ti`
.7.0N G .

BK 1481 PG 0673
EXHIBIT A
•
;:.ti C at:a point in the center of N. C. : R No. 221, said point being
where the centerline of State Road No. 1.149•interseeta .tom"centerline of N. C. .
Highuray No. 211, and runs with the centerline of State Road No. 1149 N 86-30 W
960.2 feet to a point in the enter of'said'road, said.point being witty--sed
by an iron stake 30 feet from the centerline in the northern right-of-way of
said road; thence N 1-35 E 528.5 feet to an iron stake in the northern bo ,,
line of Tract 2, Map Book 1, Page 223, Hoke'County Registry; thence S 82-25 3
along said boundary line 1342 feet to a.point in the oenterrline of N. C. Highway
No. 211; thence with the centerline of said highway S 10r15 E 5'12 feet to the be-
ginnivg, containing 10.6 acres and. b part of Tract 2 of the J. Criiciean
and wife, Mary McLean Eetatie Divisioe ,• '«:.r of said division is shown in Hap
Book 1, Page 223, Hoke County Registry. ' The above described tract of 10.6
acres is subject to N. C. Hi :, and Mate Road existing right-of« is (50 feet
from centerline on State Highway and 30 feet from centerline on State Ro„, ).
This description is ':is from Tract I of a gu,v ,y and revised dated October 1,
1973 by R. Ho (}Ruin, Registered '.r, for N. J. Covington and Fr:',cell 0..Wilkins.
•
Less and Except that Deed for Highway Right of Way recorded in Book 709,Page 711,Hoke
CountyRegiatry.