SW6130203_Stormwater Report_20130225

Family Dollar Store #705283
Harnett County, North Carolina
February 2013
Stormwater Management Plan
Calculations by: Jim Chandler, PE
Chandler Engineering, PA
309 S. Fuquay Avenue
Fuquay-Varina, NC 27526
Ph:919-552-4845
Fax:[phone]

s
CONTENTS
Stormwater Narrative
USGS Map
✓NRCS Soils Map
Vi"recipitation Intensity Charts
✓Infiltration Basin Dewatering Calculations
'Infiltration Routing Calculations
Wetland Investigation Letter
11-Soils Report
Property Deed
Secretary of State Report

Stormwater Narrative

Project Name: Family Dollar Store #705283
Location: Buffalo Lake Road, Harnett County, NC
Owner: Allied Development, Inc.
E. Frank Weaver, III - President
350 Wagoner, Drive
Fayetteville, NC 28303
Phone: [phone]
Consultant: Chandler Engineering, PA
Jim Chandler, PE
309 S. Fuquay Avenue
Fuquay-Varina, NC 27526
Phone: [phone]
Project Description and Narrative:
The proposed project is inside Harnett County'sjurisdictional limits and is located along Buffalo
Lake Road, approximately 1.7 miles south of the intersection of Buffalo Lake Road and NC Hwy 27.
The site is immediately adjacent to the Food Lion grocery store located at 1655 Buffalo Lake Road.
The scope of this project will include the construction of a 8,250 sf Family Dollar Store. The overall
design and permitting for this project is being completed by Dan Miller of Withers & Ravenel. They
are coordinating the required planning approvals through Harnett County and erosion control
approvals through NCDENR-Land Quality Section. Copies of their appropriate sheets are included in
/ the plan sets. ,Our firm is responsible for handling the permanent stormwater management design for
✓ this project and its placement on the adjoining tract owned by our client noted above. The reason for
this is that the balance of the tract, +/- 300 acres, owed by Allied Development, Inc. is currently being
master planned by our office as a PUD submittal to Harnett County to develop +/- 8 acres of further
commercial area, +/- 100 apartment units and +/- 200 single-family residential lots. This will be
designed to County standards to include curb and gutter and thus will require a high density permit.
At this time the stormwater management will be dealt with regionally and will include the current
development of the Family Dollar Store by Withers & Ravenel. Until such time, it is the intent to
/develop a temporary, acting as permanent, device to handle:their immediate needs. Amanda Bader,
✓ Stormwater Administrator for Harnett County, is aware of our plans and has approved this approach.,
The site is comprised of 1.19 aces but also includes an off -site driveway extension that comprises
another 0.47 acres creating a total drainage area of 1.66 acres which has been accounted for in our
design. The site discharges by three methods, a driveway stub for future connection, a pipe system
discharge and a proposed roadside swale. We account for collecting and treating all drainage into one
elongated infiltration basin.
There are no known wetlands,.endangered species or flood plain located on this site. A copy of the
USGS map is included that shows the site drains to an un-named tributary to Mire Branch Creek, a
part of the Cape Fear River Basin. Also included is a letter from a licensed soil scientist confirming,
�that.no_wetlands exist.
The Natural Resources Conservation Service (MRCS) web based soils report has been used to identify
that the onsite soil types are Lakeland Sand which is a Hydrologic Soil Group type "A". A copy of
this mapping is included. This has also been verified by the soil scientist that performed the
infiltration testing on site. A copy of their report is also attached.

The portion of the site being treated drains via slight sheet flow from north to south. A drainage area
delineation is included on the plan sheet. Since the site area is so small, a Tc of 5 minutes has been
assumed.
An infiltration basin will be used to treat the new impervious area added to the Family Dollar site and
the off -site driveway extension. Dewatering calculations are provided to demonstrate that the basin
will completely drain within 5-days.
The bottom surface area of the proposed basin will be 1,885 sf so only (1) infiltration test is required.
However due to the length of the proposed basin, two (2) on site infiltration tests were performed.
The results from these tests provided infiltration rates of 8.07 in/hr and 8.65 in/hr. The high number
was thrown out and 8.07 in/hour was used for the routing calculations. The testing also reported that
the SH WT elevation was not encountered within 12-feet of existing grade. Therefore, a separation of
more than 2-feet is being provided.
�N00 1-006— 1.5 �'2M ��nat�� -a"( R•_Stl"✓c�t%�u
!fE%�K.J
D -e- e S e-'VvC4 -
Since this will be a temporary, acting as permanent, device, we wanted to avoid the implementation of
a bypass system or a vegetative filter strip so the basin has been design to handle the 10-year event
/
using half of the tested infiltration rate.
The County, due to downstream concerns in this area, also requires that the 100-year event be
managed and reduced. Precipitation values were obtained the NOAA web site and are included.
Pond Pack software was used to calculate the HGL rates using the SCS Method. A report of all the
calculations is included and construction details are shown on the plan sheet.
+l14otin i/,, A, sm i'

USGS Map

NRCS Soils Map

Soil Map—Hameh County, North Carolina
ie]w- b
35' 18 3i
Map Scale 1 561 11 pfiled on A Rm (8 5' x 11") slieeL
N Meters
r 0 5 10 20 30
Feet
0 20 40 80 120
USDA Natural Resources Web Soil Survey 2/14/2013
Conservation Service National Cooperative Soil Survey Page 1 of 3
M' 16 41"
35' 18' 3T'

Soil Map—Hamett County, North Carolina
Map Unit Legend
Harnett County, North Carolina (NC085)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CaB
Candor sand, 0 to 8 percent slopes
0.4
35.7%
Lakeland sand, 0 to 8 percent slopes
0.7
64.3%
�La
alsfor Area of Interest
1.1
100.0%
USDA Natural Resources Web Soil Survey 2/14/2013
e Conservation Service National Cooperative Soil Survey Page 3 of 3

NCDFNR Stormwater BMP Manual
Revised 06-16r09
Table 3-4
Hydrologic soil groups for soil types
Found in North
Carolina
(Malcom,
1989)
Alaga
A
Dragston
D/C
Louisa
B
Ridgeland
C
Alamance
B
Dunbar
D/B
Louisburg
B
Rimini
C
Albany
C/A
Duplin
C/B
Lucy
A
Roanoke
D
Altavista
C/B
Durham
B
Lumbee
D/C
Rosman
B
Americus
A
Dykes
B
Lynchburg
C/B
Rumford
B
Appling
B
Edneyville
B
Lynn Haven
D/C
Ruston
B
Ashe
B
Elbert
D
Madison
B
Ruttege
D/B
Augusta
C
Flioak
B
Magnolia
B
Saluda
C/B
Avery
B
Elsinboro
B
Mantachie
C/B
Scranton
D/B
Aycock
B
Enon
C
Manteo
D
Seneca
C/B
Barclay
C
Eustis
A
Marlboro
B
Starr
B
Barth
C
Exam
C/B
Masada
B
State
B
Bayboro
D/C
Faceville
B
Maxton
B
Suncook
A
Bertie
C/B
Fannin
B
Mayodan
B
Surry
B
Bibb
D/B
Fletcher
B
McColl
D/C
Talladega
C
Bladen
D/C
Fuquay
B
Mecklenburg
C
Tallepoosa
C
Blaney
B
Georgeville
B
Meggett
D/C
Tate
B
Blanton
A
Gilead
C
Molena
A
Taturn
B
Bowie
B
Goldsboro
C/B
Musella
B
Thurmont
B
Braddock
B
Goldston
C
Mvatt
D/C
Toccoa
B
Bradley
B
Granville
B
Nahunta
C/B
Toisnot
C/B
Brandywine
B
Grover
B
Nason
C
Torhuna
C/A
Brevard
B
Guin
A
Nixonton
B
Toxaway
D
Bucks
13
Gwinnett
B
Norfolk
B
'Transylvania
13
Buncombe
A
Hartsells
B
Ochlockonee
B
Troup
A
Burton
B
Hatboro
D/C
Ocilla
C/B
Tuckerman
D/C
Byars
D
I-Iayesville
B
Olustee
D/C
Tusquitee
B
Cahaba
B
Haywood
B
Onslow
B
Unison
B
Cape Fear
D/B
Helena
C
Orange
D
Vance
C
Caroline
C
Herndon
B
Orangeburg
B
Varina
C
Cartecay
C
Hiwassee
B
Osier
D
Vaucluse
C
Cataula
C
Hoffman
C
Pacolet
B
Wadesboro
B
Cecil
B
Hulett
B
Pactolus
C/A
Wagram
A
Chandler
B
Hyde
D/C
Pamlico
D/C
Wahee
D/C
Chastain
D
]nvershiel
C
Pantego
D/C
Wake
D
Chester
B
Iredell
D
Pasquotank
D/B
Watauga
B
Chesterfield
B
luka
C
Pelham
D/C
Wedowee
B
Chewacla
C
Izagora
C
Pander
D
Chipley
C/A
Johnston
D/B
Penn
C/B
Clifton
B
Johus
C/B
Pinkston
C
Codurus
C
Kalmia
B
Plummer
D/B
Colfax
C
Kenansville
A
Pocalla
A
Comus
B
Kershaw
A
Pocomoke
D/B
Congaree
B
D/C
Pomello
C/A
Cowarts
C
akelan
A
Ponzer
D/C
Coxville
D/C
Lea t
D/C
Porters
B
Craven
C
Lenoir
D/B
Portsmouth
D/C
Davidson
B
Leon
C/B
Rabun
B
Delanco
C
Liddell
D/C
Rains
D/B
Dorovan
D
Lloyd
B
Ramsey
D
Dothan
B
Lockhart
B
Ranger
C
Stormwater Management and Calculations 3-8 July 2007

Precipitation Intensity Charts

2114/13
Precipitation Frequency Data Sener
NOAA Atlas 14, Volume 2, Verson 3
Location name: Sanford, North Carolina, US
Coordinates: 35.3102,-79.0425 } �,
Elevation: 434 R` _
'source Google Maps✓
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, S. Lin, T. Pamybak M.Yelda, and 0. Riley
NOAA, National Weather Service, Silver Sprang, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
FIDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration��
( J
10
25
50
100
200
500
1000
0.728
0.778
0.825
0.667
0.918
0.956
5-min
0.433
(0.393-0.482)
0.511
(0.464-0.569)
0.595
(0.539-0.661)
0.656
(0.594-0.728)
(0.655.0.806)
(0.699-0.860)
(0,737-0.911)
(0.771-0.958)
(0.809-1.01)
(0.837-105)
1.05
1.16
1.24
1.31
1.38
1.45
1.50
10-min
( 0.692 )
0628-0.769
( 0.818
0742-0.909)
0.953
(0.864-1.06)
(0.949-1.16)
(1.04-1.28)
1 (1.11-1.37)
1 (1.17-145)
1 (1.22-1.52)
1 (1.28-1.60)
(1.32-1.66)
1.57
1.66
1.73
1.83
1.89
15-min
0.865
(0.704-0.962)
1.03
(0.932-1.14)
1.21
(1.09-1.34)
1.33
(1.20-1.47)
1.47
(1,32-1.63)
(1.41-1.73)
(1.48-1.83)
1 (1.54-1.92)
(1.61-2.02)
(1.65-2.09)
1.92
2.18
2.36
2.54
2.70
2.91
3.06
30-min
1.19
(107-1.32)
1'42
(1.29-1.5B)
1.71
(1.55-1.90)
(1.74-2.13)
(1.96-2AI)
(2.12-2.61)
(2.27-2.80)
(2.40-2.98)
(2.56-3.21)
(2.6B-3.38)
2.90
3.20
3.50
3.79
4.17
4.47
60-min
1.48
(1.34-1.64)
1.78
(1.62-1.98)
2.19
1 (1.99-2.44)
2.50
1 (2,27-2.78)
(2.61-3.21)
1 (2.88-3,54)
(3.12.3.86)
(3.37-4.18)
(3.67-4.61)
(3.91.4.93)
3.56
3.97
4.38
4.80
5.36
5.79
2-hr
1.74
2.10
2.63
3.03
(1.56-1.95)
(1.89-2.36)
(2.36-2.95)
1 (2.71.3.39)
(3.17-3.98)
(3.52-4.44)
(3.87-4.90)
1 (4.21-5.36)
(4.65-5.98)
(4.99.6.47)
3.87
4.36
4.87
5.39
6.13
6.71
3-hr
1.85
2.23
2.81
3.25
( 166-2.07)
(2.02-2.51)
(2.52-3.15)
(2.92-3.65)
(3.45-4.33)
(3.86-4.88)
(4.28-5.44)
1 (4.71-6.02)
(5.29-6.B4)
(5,73-7.49)
F 4.64
F 5.25
F 5.88
F 6.54
7.47
8.21
6-hr
2.20
IF 2.66
1 3.35
IF 3.89
(2.00-2.44)
1 (2.42-2.95)
1 (3.04-3.71)
1 (3.52-4.30)
1 (4.17-5.12)
(4.69-5.79)
(5.21-6.48)
1 (5.74-7.19)
(6.46-8.20)
(7.03.9.03)
12�hr
2.60
3.14
3.97
4.64
5.58
6.35
7.16
(6.30.7.86)
8.02
(6.98-8.80)
9.25 )
(7.93-10.1
( 10.2
8.67-11.2)
J
(2.36-2.88)
(2.86-3.49)
(3.60-4.41)
(4.19-5.14)
(4.99-6.15)
(5.64-6.98)
24-hr
O6
3.70
4.67
5.44
6.49
7.33
8.20
9.10
1
J
3.31)
(3.43-4.00)
(4.33-5.05)
(5.03-5.87)
(5.98-7.01)
(fi.74-7.91)
(7.52-8.84)
(8.32.9.81)
-11
(9.40-11.2)
.3-1
(10.3-12.2)
2-day
4.29
5.38
6.24
7.42
8.35
9.32
10.3
1 (9.43-11.1)
11.7
(10.6-12.6)
12.8
(11.6-13.8)
(3.31-3.83)
1 (3.99-4.62)
1 (5,00-5,79)
(5.78-6.71)
(6.84-7.97)
(7.69-8.98)
(8.55-10.0)
7.77
8.74
9.73
10.8
12.2
13.3
3-day
3.78
4.55
5.67
6.55
(3.52-4.05)
(4.24-4.86)
(5.27-fi.08)
(6.08-7.01)
(7.18-8.32)
(8.05-9.36)
(8.95-10.4)
(9.86-11.5)
(71.1-13.1)
(12.1.14.3)
6.86
8.12
9.12
10.1
71.2
72.7
13.8
4-day
IF 4.00
(3.73-4.27)
4.So
(4.49-5.13)
5.95
(5.55-6.36)
(6.39.T32)
(7.53-8.66)
(8.42-9.73)
(9.35-10.8)
(10.3.12.0)
(11.6-13.6 )
(12.6-14.8 )
10.2
11.3
12.4
14.0
15.2
7-day
4.62
5.52
6.75
7.74
9.09
(4 .31-4.95)
(5.14-5.9i)
(6.29-7.24)
(7.20-B.29)
(8.42-9.72)
(9.40-10.9)
11 (10.4-12.1)
(11 4-13.3)
(12.8-15.0)
11.0
12.1
13.2
14.7
15.9
10-day
5.27
(4.955.61)
6.28
(5.89-6.68)
7.57
(7.10-8.05)
8.59
(8.04-9.13)
9.96
1 (9.29-10.6)
11 (10.3-11.7)
(11.2-12.9)
(12.2.14.1)
(13.6-15.7)
(14.6-17.0)
14.1
15.4
16.7
18.5
19.9
20-da
7.09
(6.66-7.Sfi)
8.39
(7.88.8.94)
9.95
(9.33-10.6)
11.2
(10.5-11.9)
IF12.8
(12.0-13.7)
(13.1-15.0)
(14.3-16.4)
(15.5-17.9)
(17.1-19.8)
(18.3-21.3)
13.5
15.2
16.6
18.0
19.3
21.1
22.5
30-day
8.83 )
(8.31-9.39
10.4 )
(9.79-11.1
( 12.1
11.4-12s)
(12.7-14.3)
(14.3-16.2)
(15.5.17.7)
(16.7-'19.1 )
(18.0-20.6)
(19.6-22.5 )
( 20.8-24.0)
18.5
19.9
21.4
22.8
24.6
26.0
45-day
11.2 )
(10.6-11.9
13.1 )
(12.4-13.9
( 15.1
14.2-15.9)
16.6
(15.6-17.5)
(17.4-19.6 )
(18.7-21.1 )
(20.0-22.6 )
(--IF
21.3-24.1 )
(-IF
22.9-26.1)
(24.2-27.7)
21.6
23.1
24.7
26.2
28.1
29.6
(12.7-14.2
75.7 )
14.9-16.5
( 17.8 )
16.9-18.8
( 19.4
18.4.20.5)
(20.4-22.7)
(21.8-24.4)
(23.2-26.0)
(24.6.27.6)
(21 29.7 )
( 27.6-31.3)
1 precipitation frequency (PF) estinetes in this table are based on frequency analysis of partial duration series (FOSS).
Numbers in parenthesis are PF estirretes at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estinetes (for
a given duration and average recurrence interval) w iA be greater than the upper bound (or less than the lower bound) is 5%. Estinetes at upper bounds are
not checked against probable nezinum precipitation (F1.Rr1 estirretes and Play be hgher than currently valid PWvalues.
Please refer to NOAA Atlas Is documentfor nore irdorrmton.
Back to Too
PF graphical
hdsc.tlws.noaa.govbdsc/pfds/pfdsyrintpag e.hbml?Ia1=35.3102&Ion=-79.0425&data=depth&units=engIish&series=rids 114

2/15/13 . Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Verson 3
Location name: Sanford, North Carolina, US'"r`'
Coordinates: 35.3102,-79.0426
Elevation: 434 W
'source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Sonnin, D. Martin, B. Lin, T. Pareybok M.Yelda, 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 inches/hour)1
Duration
Average
recurrence interval (years
DI
�
J
10
25
50
100
200
500
1000
5.20
6 3-IF
7.14
7.87
8.74
9.34
9.90
10.4
11.0
5-min
11.5
(4.72.5.78)
1 (5.57-6.83)
1 (6.47-7.93)
1 (7.13-8.74)
1 (7.86-9.67)
1 (6.39-10.3) 11
(8.84-10.9)
(9.25-11.5)
1 (9.71-12.2)
1 (10.0-12.7)
4.15
4.91
5.72
6.29
6.91
7.43
7,87
10-min
8.25
8.71
9.03
(3.77-4.61)
(4.45-5.45)
(5.18-6.35)
(5.69-6.98)
(6.26-7.70)
(6,68-8.22)
(7.03-8.69)
(7.34-9.11)
(7.67-9.62)
(7,91-9.97 )
3.46
4.11
4.82
5.31
S.BB
6.27
6.63
15-min
6.94
7.31
7.56
(3.14-3.85)
(3.73-4.57)
(4.37-5.36)
(4.BD-5.89)
(5.29-6.51)
(5.64-6.94)
(5.92-7.32)
(6.17-7.66)
(6.44.8.07)
(6.62-8.34 )
2.37
2.84
3.42 IF
3.85
4.35
IF 4.72
5.07
5.40
5.81
30-min
6.12
(2.15-2.64)
1 (2.58-3.16)
1 (3.10.3.80)
1 (3.48-4.27)
(3.92-4.82)
1 (4.24-5.22)
(4.53-5.61)
(4.80-5.96)
(5.12-6.42)
(5.36-6.76)
1.48
IF1.78
IF2.19 JF
2.50
F 2.90
IF 3.20
3.50
3.79
4.17
F
60-min
4.47
(1.34-1.64)
1 (1.62-1.98)
1 (1.99-2.44) 11
(2.27-2.78)
1 (2.61-3.21)
1 (2.88-3.54)
(3.12-3.86)
(3.37-4.18)
(3,67-4.61)
(3.91-4.93)
0.868
1.05
1.31
1.51
1.78
1.99
2.19
2.40
2.68
2-hr
2.90
(0.780.0.975)
(0.946-1.18)
1 (1.18-1.47)
1 (1.36-1.59)
1 (1.58-1.99)
1 (1.76-2.22)
1 (1.93-2.45)
(2.10-2.68)
(2.33-2.99)
(2.50-3.24)
0.615
07447F
0.934
F 08
IF 29
F 45 IF1.62
1.80
3-hr
2.04
2.23
(0.553-0.691)
(0.671-0.836)
(0.841-1.05)
(0.973-1.22)
1 (1.15-1.44)
1 (1.29-1.62)
1 (1.43-1.81)
(1.57-2.00)
(1.76-228)
(1AI-2.50)
0.368
0.445
0.559
0.650
0.775
0.877
0.982
1.09
1.25
1.37
6-hr
IF
(0.334.0.408)
(0.405-0.493)
(0.507-0.619)
(0.588.0.719)
(0.696-0.856)
(0.783-0.967)
(0.869-1.08)
(0.958-1.20)
(1.08-1.37)
( 1.17-1.51)
0.216
0.261
0.330
0.385
0.4
0.527
0.594
0.666
0.768
12-hr
0.651.
( 0196-0.239)
(0.237-0.289 )
(63
0299.0.366)
(0.348-0.426)
(0.414-0.510)
(0.468-0.580)
(0.523-0.652)
(0.580-0.730)
(0.658.0.842)
(0.719-OA32)
0.128
0.154
0.195
0.227
0.270
0.306
24-hr
0.342
0.379
0.431
0.472
(0.118-0.138)
(0.143.0.167)
(0.180-0.210)
(0.209-0.245)
(0.249-0.292)
(0.281-0.330)
(0.313-0.368)
(0.347-0.409)
(0.392-0.465)
(0.427-0.509)
0.074
0.089
0.112
0.130
0.154
0.174
0.194
0.215
0.243
0.266
2-day
(D.069-0.080)
(0.083-0.096)
(0.104-0.121)
(0.120-0.140)
(0.143-0.166)
(0.160-0.187)
(0.178-0.209)
(0.196-0,231)
(0.221-0.263)
(0.241.0.287)
0.052
r 0. 663
0.079
0. 9
F 0.108
F 0.121
0 3-5
0-14 97F
0.169
1 0.185
3-day
(0.049-0.056)
(0.059-0.068)
(0.073-0,084)
(0.084-0.097)
(0.100-0.116)
(0.112-0.130)
(0.124-0.145)
(0.137-0.160)
(0.154-0.182)
(0.168-0.199)
0.042
0.050
FO.062
0.072
0.085 IF
0.095
F 0.106 1
0.117 IFO.132
0.144
4-day
(0.039.0.045)
(0.047-0.053)
(0.058-0.066)
(0.067-0.076)
(0.078-0.090)
(O.OBB-0.101)
(0.097-0.113)
(0.107-0.125)
(0.121-0.141)
(0.131-0.154)
0.027
0.033
0.040
0.046
0.054
0.060
0.067
0.074
0.083
0.090
7-day
(0.026-0.029)
(0.031-0.035)
(0.037-0.043)
(0.D43-0.049)
(0.050-0.058)
(0.056-0.065)
(0.062-0.072)
(0.068.0.079)
(0.076-0.089)
(0.082-0,097)
0.022
0.026
0.032
0.036
0.041
0.046
0.051
0.055
0.061
0.066
10-da y
(0.021.0.023)
(0.025-0o28)
(0.030-0.034)
(0.033-0,038)
(0.039-0.044)
(0.043-0.049)
(0.047-0.054)
(0.051-0.059)
(0.057-0.065)
(0.061-0.071)
0.015
0.017
0.027
0.023
0.027
0.029
0.032
20-day
0.035
0.039
0.042
(0.014-0.016)
(0.016-0.019)
(0.019-0.022)
(0.022-0.025)
(0.025-0.028)
(0.027-0.031)
(0.030-0.034)
(0.032-0.037)
(0.036.0.041)
(0.038-0.044)
0.012
0.014
0.017
0.019
0.021
0.023
0.025
0.027
0.029
0.031
30-da Y
(0.012-0.013)
(0.014-0.015)
(0.016-0.018)
(0.018.0.020)
(0.020-0.022)
(0.022-0.025)
(0.023-0.027)
(0.025-0.029)
(0.027-0.031)
(0.029.0.033)
0.010
F 0 0 27F
0.014
0.015
F 0.017 IF
00 87F
0.020 IF
0 02 IF
0.023
F
45-day
(0.010.0.011)
(0.011-0.013)
(0.013-0.015)
(0.014-0.016)
(0.016-0.018)
(0.017-OA20)
(0.019-0.021)
(0.020-0.022)
(0.021-0.024)
0.024
(0.022.0.026)
0.009
0.011
0.012
0.014
0.015
0.016
0.017
0.018
0.020
0.021
60-day
(pDO9-0.010)
(0.010.0.011)
(0.012-0.013)
(0.013-0.014)
(0.014. 0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.021)
(0.019-0.022)
1 precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
(for a
Numbers in parenthesis are PF esarnates at lower and upper bounds of the 90% confidence interval. The probablily that precipitation frequEb..�ntds
given duration and average recurrence interval) w4 be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upre not
checked against probable mexinum precipitation (PMP) estimates and trey be higher than currently valid PW values,
Please refer to NOVA Atlas 14 document for more information.
Ill
PF graphical
hdsc.rn .nma.govhdscipfds/pfdsyrintpage.html71at=35.3102&tm=-79.0425&data=intensity&units=erlglish&series=pds 114

Infiltration Basin Dewatering
Calculations

Infil—tartiong-asin Dewatering DATE
Calculations 2/15/13
PROJECT NAME PROJECT NO
Family Dollar Store #705283 12-023
LOCATION BY
Hanrnett County, NC JFC
Dewatering Time for Water Quality Design Storm
T=V/(2`K-A)
Where: T= Dewatering time (days)
V= Volume of water requiring infiltration (cf) _ (45,910 sf of new impervious area ' 1-inch) = 3,826 cf
K= Hydraulic conductivity of the soil (in/hr) = 0.5 ' 8.07, since no bypass or strip) = 4.035 in/hr
A= Effective infiltration area (so = area of basin bottom = 1,885 sf
Therefore: T= 3,826/(2'4.035'1,885) = 0.25 days < 5 days so OK

Infiltration Routing Calculations

Type.... Master Network Summary
Name.... Watershed
File.... E:\Pondpack\Family Dollar.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Harnett County-F
Total
Depth
Rainfall
Return Event
in
Type
RNF ID
Dev 1
3.0600
Synthetic Curve
TypeIl 24hr
Dev 10
5.4400
Synthetic Curve
TypeII 24hr
Dev100
8.2000
Synthetic Curve
TypelI 24hr
Node ID
IB
IB
IB
IB
IB
IB
Page 1.01
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
('Node=Out£all; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=LeftSRt)
'OUT PRE
'OUT PRE
'OUT PRE
*OUT -POST
'OUT -POST
'OUT -POST
POST
POST
POST
Return
Type
Event
IN POND
1
IN POND
10
IN POND
100
OUT POND
1
OUT POND
10
OUT POND
100
JCT
1
JCT
10
JCT
100
JCT
1
JCT
10
JCT
100
AREA 1
AREA 10
AREA 100
HYG Vol
cu.yd. Trun
248.35
668.45
1218.14
.00
.00
328.14
146.81
490.73
982.84
.00
.00
326.14
248.35
668.45
1218.14
Qpeak
min
716.00
715.50
715.50
626.00
460.00
721.50
716.50
715.50
715.50
.50
.50
721.50
716.00
715.50
715.50
Qpeak
cfs
2.85
7.83
14.06
.00
.00
10.17
1.50
5.66
11.52
.00
.00
10.17
2.85
7.83
14.00
Max
Max WSEL Pond Storage
ft cu.yd.
--------------------
429.01 97.95
430.39 325.10
430.78 411.29
SIN: FEYXYWJBTX2A Chandler Palmer Speight Engineers, PA
Bentley PondPack (10.00.023.00) 11:05 AM 2/15/2013

Type.... Master Network Summary
Name.... Watershed
File.... E:\Pondpack\Family Dollar.ppw
Node ID
PRE
PRE
PRE
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
Page 1.01
(i Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Type
Event
cu.yd. Trun
min
cfs
ft cu.yd.
AREA
1
146.81
716.50
1.50
AREA
10
490.73
715.50
5.68
AREA
100
982.84
715.50
11.52
SIN: FEYKYWJ8TX2A Chandler Palmer Speight Engineers, PA
Bentley Pond?ack (10.00.023.00) 11:05 AM 2/15/2013

Type.... Design Storms Page 1.01
Name.... Harnett County-F
File.... E:\Pondpack\Family Dollar.ppw
Title... Project Date: 1/7/2013
Project Engineer: Jim Chandler
Project Title:
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = Harnett County-F
Storm Tag Name = Dev 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0600 in
Duration Multiplier = 1
Resulting Duration = 1440.00 min
Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min
Storm Tag Name = Dev 1D
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.4400 in
Duration Multiplier = 1
Resulting Duration = 1440.00 min
Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.2000 in
Duration Multiplier = 1
Resulting Duration = 1440.00 min
Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min
S/N: FEYXYWJ8TX2A Chandler Palmer Speight Engineers, PA
Bentley PondPack (10.00.023.00) 11:05 AM 2/15/2013

Type.... Tc Calcs Page 1.01
Name.... PRE
File.... E:\Pondpack\Family Dollar.ppw
Total Tc: 5.00 min
-------------------------
S/N: FEYXYWJ8TX2A Chandler Palmer Speight Engineers, PA
Bentley PondPack (10.00.023.00) 11:06 AM 2/15/2013

Type.... Tc Calcs Page 1.01
Name.... POST
File.... E:\Pondpack\Family Dollar.ppw
Total Tc: 5.00 min
SIN: FEYXYWJ8TX2A Chandler Palmer Speight Engineers, PA
Bentley PondPack (10.00.023.00) 9:08 AM _ 2/15/2013

Type.... Runoff CN-Area Page 1.01
Name.... PRE
File.... E:\Pondpack\Family Dollar.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
--------------------------------------------------------------------------
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres 8C 8UC CN
________________________________ ____ _________ _____ _____ ------
Open space (Lawns,parks etc.) - Poo 68 1.660 68.00
COMPOSITE AREA 6 WEIGHTED CN ---> 1.660 68.00 (68)
...........................................................................
...........................................................................
S/N: FEYXYWJ8TX2A Chandler Palmer Speight Engineers, PA
Bentley PondPack (10.00.023.00) 11:06 AM 2/15/2013

Type.... Runoff CN-Area Page 1.01
Name.... POST
File.... E:\Pondpack\Family Dollar.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
---------- ------------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 39 .600 39.00
Impervious Areas - Paved parking to 98 1.060 98.00
COMPOSITE AREA s WEIGHTED CN ---> 1.660 76.67 (77)
...........................................................................
...........................................................................
S/N: FEYXYWJ6TX2A Chandler Palmer Speight Engineers, PA
Bentley PondPack (10.00.023.00) 11:07 AM 2/15/2013

Type.... Vol: Elev-Area
Name.... IB
File.... E:\Pondpack\Family Dollar.ppw
Page 1.01
Elevation
Planimeter Area
Al+A2+sgr(Al-A2)
Volume
Volume Sum
(ft)
(sq.in) (sq.ft)
(sq.ft)
(cu.yd.)
(cu.yd.)
428.00
-----------------------------------------------
----- 1885
0
.00
.00
429.00
----- 3385
7796
96.25
96.25
430.00
----- 4950
12428
153.44
249.68
431.00
----- 6590
17251
212.98
462.66
431.50
---- 7440
21032
129.83
592.49
POND VOLUME EQUATIONS
` Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) } (EL2-EL1) - (Areal + Area2 + sq.rt.(Areal-Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: FEYXYWJ8TX2A Chandler Palmer Speight Engineers, PA
Bentley PondPack (10.00.023.00) 11:07 AM 2/15/2013

Type.... Pond Infiltration Calcs
Name.... IB
File.... E:\Pondpack\Family Dollar.ppw
INFILTRATION RATING TABLE CALCULATIONS
Infilt.(cfs) _ (4.0350 (in/hr) . Area) ' Ku
Where: Ku = units conversion factor
W. S.Elev
ft
No storage at this elevation...
428.00
428.33
428.66
428.99
429.32
429.65
429.98
430.31
430.50
430.64
430.97
431.30
431.50
SIN: FEYXYWJ6TX2A
Bentley PondPack (10.00.023.00)
Total Area Infilt.
sq.ft cfs
--------- --------
infiltration
set to zero.
1885
.00
2332
.22
2826
.26
3368
.31
3854
.36
4369
.41
4916
.46
5433
.51
5741
.54
5973
.56
6537
.61
7094
.66
7440
.69
Page 1.01
,_ f3. D7/2.
Chandler Palmer Speight Engineers, PP
11:08 AM 2/15/2013

Type.... Outlet Input Data
Name.... Outlet 1
File.... E:\Pondpack\Family Dollar.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = W1
Structure Type = Weir -Rectangular
------------------------------------
$ of Openings = 1
Crest Elev. = 430.50 ft
Weir Length = 20.00 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, US Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
£t
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
Page 1.01
SIN: FEYXYWJ8TX2A Chandler Palmer Speight Engineers, PA
Bentley PondPack (10.00.023.00) 11:07 AM 2/15/2013

Wetland Investigation Letter

HAL OWEN & ASSOCIATES, INC.
SOIL & ENVIRONMENTAL SCIENTISTS
P.O. Box 400, 266 Old Coats Road
Lillington, NC 27546-0400
Phone [phone] / Fax [phone]
www.halowensoil.00m
21 December 2012
Mr. Frank Weaver
Allied Development Inc.
350 Wagoner Drive
Fayetteville, NC 28303
Reference: Wetland Investigation
Lots 5 and 6 Allied Investors, Inc Property
Dear Mr. Weaver,
A site investigation has been conducted for the above referenced properties, located on the
eastern side of Buffalo Lake Road (SR 1115), Harnett County, North Carolina (see attached map). The
purpose of this investigation was to determine the existence and extent of areas that exhibit the
characteristics of jurisdictional wetlands under Section 404 of the Clean Water Act. All wetland
determinations and delineations were made in accordance with the 1987 US Army Corps of Engineers
Wetland Delineation Manual and appropriate regional supplements.
Wetland areas are not present on these properties. The site is an upland sandhills formation and is
excessively drained.
I appreciate the opportunity to provide this service and trust that you will feel free to call on me
again in the future. If you have any questions or need additional information, please contact me at your
convenience.
Sincerely,
/ "' A,
1/ ! --' —
Hal Owen
Licensed Soil Scientist
Senior Environmental Scientist
Soil Science Investigations • Wetland Delineations, Permitting, and Consulting

Soils Report

'I -
Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email mike0southeastemsoil.com
February 6, 2013
Mr. Jim Chandler, PE
Chandler Engineering, PA
309 S. Fuquay Avenue
Fuquay-Varina, NC 27526
Re: Hydraulic conductivity (permeability) analysis & seasonal water table determination
(SHWT) for stormwater retention areas, proposed Family Dollar Store, Buffalo Lake
Road, Harnett County, North Carolina
Dear Mr. Chandler,
An evaluation of soil properties and hydraulic conductivity (Ksat) has been conducted at
your request on 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 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 Lakeland soil series (see attached
boring logs). Two borings were advanced to depths of 12.0 feet. 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 12.0 feet of the ground
surface.
SOILISITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION 8 DESIGN

Two compact constant head permeameter (CCHP) tests were conducted at depths of 2.00
feet above the SHWT level. The measured Ksat rates ranged between 20.515 and 21.981
cm/hr (equivalent to 8.07 to 8.65 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 affect 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.
1 trust this is the information you require at this time.
SinccreI ,
Mike Eaker
NC Licensed Soil Scientist #1030
,�� sort
4z ! D
�CF °)030 �0'�T
ti?RtN Ct1-

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]W
Email mike0southeastemsoil.com
Measured Ksat Rates, proposed Family Dollar Store, Buffalo Lake
Road, Harnett County, NC
Test Ksat Ksat
Location Depth in cm/hr in/hr
1 120 21.981 8.65
2 120 20.515 8.07
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USEISUBDIVISION 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 mike®southeastemsoil.com
Typical Soil Boring Log, proposed Family Dollar Store, Buffalo Lake Road, Harnett
County, NC
This map unit consists of excessively drained soils that formed in sandy deposits on
uplands. Slope ranged from 0 to 2 percent.
C1 - 0 to 18inches; brownish yellow (1 OYR 6/6) loamy sand; about 10 percent uncoated
sand grains, weak granular structure; very friable; gradual wavy boundary.
C2 - 18 to 36 inches; yellowish brown (1 OYR 5/8) sandy loam; weak granular structure;
clear smooth boundary.
C3 - 36 to 65 inches; strong brown (7.5YR 5/6) loamy sand; single grained; loose;
gradual wavy boundary.
C4 - 65 to 80 inches; strong brown (7.5YR 5/6) loamy sand; about 20 percent uncoated
sand grains, single grained; loose; very friable; gradual wavy boundary.
C5 — 80 to 86 inches; strong brown (7.5YR 5/6) loamy sand; common prominent pockets
of brownish yellow (1 OYR 6/6) sand; single grained; loose; clear smooth boundary.
C6 - 86 to 144 inches; strong brown (7.5YR 5/8) sandy loam; weak fine granular
structure; very friable.
SHWT greater than 144 inches
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS. EVALUATION & DESIGN

P.O. Box 9321
CamMmiillu KIP 0GQH1
V
X = Soil Boring/Ksat Locations (Family Dollar Site)
Buffalo Lake Road, Harnett County, NC
US State Plane 1983 Scale 1:3,000 DG-BUFF2.SSF
North Carolina 3200
NAD 1983 (Conus) N 0 350.0 2J6/2013
1 ® — OPS PathfinAeroOffice
D9 SurveyFeet a -Trimble.
SOILISITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING • WETLANDS
GROUNDWATER DRAINAGEIMOUNDING • SURFACEISUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Property Deed

a-13 al .
l'OPRI a: Wla/M
$1800.00
Rea
Exdw iu
o ''``.. FILED
BOOK �,'-7 q
BOOKJII5_PACE �'
'96 0PR 17 RM 10 24
CAYLE P.HOLDER
OF DEEDS
I;:.G":="T COUNTY, NC
l
STATE OfN
COUNTY OF
THIS D Cm
NINGO INVEB
28334, hereinafte
IIPC., Post Office
hereinafter refer
PREPARED BY 3OHNSON TILGHMAN, ATPOBBBY
BOX 928, DUNN, NORTH CAROLINA 28335
PARCEL 003-9587-0020
4'th day of April, 1996, by and between
11 Clubhouse Drive, Dunn, North Carolina
ea\to as Grantor, and ALLIED INVESTORS,
That the Grantor, 'toe a
Grantee, the receipt nd
acknowledged, has and by these
and convey unto the Grantee i
or parcel of land situated
North Carolina and more part c
BEING all of a 366.169 as o tr
as shown on map entitled, "
Inc. ",'dated December 8, 199 ,
Associates, RLS, PA, and re ox
Slide 260C, of the Harnett C
North Carolina 28305,
ideration paid by the
of which Ss hereby
s grant, bargain, sell
all that certain tract
nship, Harnett County,
bed as follows:
id, more or lose,
ngo Investments,
ad by Stencil 6
Plat Cabinet F,
ACT Q=t BEING all of Lots No IV , 16, 17,
19, 20, 21 and 22 of "SunsRige iviaion,
ction 1", as shown on plat recordat abinat F,
ge 265-B, Harnett County Registt h map
ferenae ie hereby made for a mare ul mplete
olOaz,
gee 939-910 and Deed Book 1049Pag
es 2-7 anett
. for Purthar reference.)
BEING all that 2.39 seratrnd a
own upon a map entitled, _ "Survey for S Ce re
ter & Sewer District of Harnett County^a be
1994, prepared by Rowland D. wai er
rveyor, No. L-2728, and recorded in Plat no
ids 352-8, Harnett county Registry. (Sea e k
78, Page 161, Harnett County Registry for ej
Terence.)
e property hersinabove described was acquired by ra 1
18
[5,
POPE, TD,OID4AN & TART P.O. Dn^e M Dunn, N.C. 28M

deed dated February 28, 1994 from Fortune Five Enterprises,
LLC, which deed is recorded in Book 1040 at Page 662, Harnett
County Registry.
A map showing the above described property is recorded in Plat
Cabinet F, Slide 260C, Harnett County Registry.
RAVE AND To HOLD the aforesaid tract or parcel of land and
�leges and appurtenances thereunto belonging to the Grantee
antor covenants with the Grantee that Grantor is _
e ad the p amises in fee simple, has the right to convey the
e as la, that the title is marketable and free and clear
of al on c s, and that Grantor will warrant and defend the
tit a i Y the awful claims of all.persons whomsoever except
for a apt hereinafter stated. Title to the property
here a e is subject to the following exceptions:
1. a Ott ounty ad valorem taxes for calendar year 1996,
not yet du an pa able;
2. t ctive covenants recorded in Book 1042 at Page 928,
Harnett Coun y g at
3. Ea a s-of-way of record;
4. Any n the real property which lies within the
rights of way of a Road 1139 and N. C. state Road 1115;
and
S. Easement at,Od, I wh or ch 995 from is recorded n Book 1089 at Mingo
iInvestments,
Inc. to Alltel Car 1
Page 851, Harnett C ty st
IN NITHEED RHERE01,/thl
a
nd
BY
POPE, T ZHRUN & TAW
caused this instrument to
.y authorized officers and
thority of its Board of
bove written.
, Inc.
P.O. D,m,er M Dmaq N.C. YB!36

I'
OF NORTH CAROLINA
DF HARNETT �i/
21i��e�%nip a Notary Public, do hereby
hat D•. O. TEN persona y came before me this day and
god that he is Secretary of NINGO INV88TKMrf8, INC. a
olina corporation and that by authority duly given and as
f the corporation, the foregoing instrument was signed in
by its President, sealed with its corporate seal and
by him as its Secretary.
and and official stamp or seal, this /2�day of April,
11
115 'v �r w
OTARY L
MY COMMISSION EXPIRES:
The foregoing certificate of �a
to be correct. This inetrument an
date and time and in the Book and
OaYLa P. aOU"M R,VG TER 7 �0f aDS
ay. '44A n 9C. ;ULE
POPE, TUZH MN & TAR'i
4
are duly registered at the
first page hereof.
W/Aee4eeewa-Ragiet.r o: Deed.
Q
P.O. Dn nm 928 Dean, N.C. 2 5
h

Secretary of State Report

North Carolina
Elaine F. Marshall DEPARTMENT OF THE
Secretary SECRETARY OF S ATE
PO Box 29622 Raleigh, NC 27626-0622 1919j807-2000
Date: 2/19/2013
here to:
Document Filings I File an Annual Report
JPrint a pre -populated Annual Report Form I Amended A Previous Annual Report I
Names
Name Name Type
NC ALLIED DEVELOPMENT, INC. LEGAL
NC ALLIED INVESTORS, INC. PREV LEGAL
Business Corporation Information
SOSID:
0382727
Status:
Current -Active
Effective Date:
11/22/1995
Annual Report Due Date:
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name: WEAVER III, E FRANK
Office Address: 350 WAGONER DR.
FAYETTEVILLE NC 28303
Mailing Address: 350 WAGONER DR.
FAYETTEVILLE NC 28303
Principal Office
Office Address: 350 WAGONER DR.
FAYETTEVILLE NC 28303
Mailing Address: 350 WAGONER DR.
FAYETTEVILLE NC 28303
Officers
Title: PRESIDENT
Name: FRANK WEAVER
Business Address: 350 WAGONER DR.
FAYETTEVILLE NC 28303