SW6101203_HISTORICAL FILE_20110228

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW W�/�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE()
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®-EG ELOPMEN II ENGNE
F' r o f e s s i o n a/ E n g i n e e r i n g
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o n s u/ t o n t s
OPERATIONS & MAINTENANCE MANUAL
for
Bioretention Pond and Associated Structures
Bojangles Restaurant
Holt Oil Convenience Store r' ca--FPO
& FEB 2 8 2011
Going Postal Store
DVQ
Dated: 01-12-11
` tzsso��' i
Prepared by:
David H. Blevins, P.E.
Development Engineering, Inc.
244 W. Millbrook Road
Raleigh, NC 27609
[phone]
[e-mail]

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important operation and maintenance procedures:
— Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
— Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
— Heavy equipment will NEVER be driven over the bioretention cell.
— Special care will be taken to prevent sediment from entering the bioretention cell.
— Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblems:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris. ,
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
bioretention cell
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe,
The pipe is clogged (if
Unclog the pipe. Dispose of the
stone verge or swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or
Remove sediment and clogged
covered in sediment (if
stone and replace with clean stone.
applicable).
Form SW401-Bioretention O&M-Rev.3 Page 1 of 4

BMP element:
Potentialproblems:
How I will remediate theproblem:
The pretreatment area
Flow is bypassing
Regrade if necessary to route all
pretreatment area and/or
flow to the pretreatment area.
gullies have formed.
Restabilize the area after grading.
Sediment has accumulated to
Search for the source of the
a depth greater than three
sediment and remedy the problem if
inches.
possible. Remove the sediment and
restabilize the pretreatment area.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand.
The bioretention cell:
Best professional practices
Prune according to best professional
vegetation
show that pruning is needed
practices.
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Tree stakes/wires are present
Remove tree stake/wires (which
six months after planting.
can kill the tree if not removed).
The bioretention cell:
soils and mulch
Mulch is breaking down or
has Floated away.
Spot mulch if there are only random
void areas. Replace whole mulch
layer if necessary. Remove the
remaining much and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Determine the extent of the clogging
clogged with sediment.
- remove and replace either just the
top layers or the entire media as
needed. Dispose of the spoil in an
appropriate off -site location. Use
triple shredded hard wood mulch at
a maximum depth of three inches.
Search for the source of the
sediment and remedy the problem if
possible.
An annual soil test shows that
Dolomitic lime shall be applied as
PH has dropped or heavy
recommended per the soil test and
metals have accumulated in
toxic soils shall be removed,
the soil media.
disposed of property and replaced
with new planting media.
Form SW401-Bioretention O&M-Rev.3 Page 2 of 4

BMP element:
Potentialproblems:
How i will remediate theproblem:
The underdrain system
Clogging has occurred.
Wash out the underdrain system.
if applicable)
The drop inlet
Clogging has occurred.
Clean out the drop inlet. Dispose of
the sediment off -site.
The drop inlet is damaged
Repair or replace the drop inlet.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality 401 Oversight Unit at 919-
outlet.
733-1786.
Form SW401-Bioretention O&M-Rev.3 Page 3 of 4

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Boianales and Holt Oil C-Store
BMP drainage area number:
Print name: Tri-Arc Food Systems Inc. - Tommy L. Haddock
Title: President
Address: 901 Jones Franklin Road Suite 100 Raleigh NC 27606
Note: The legally responsible party should not be a homeowners association unless more than 50%of
the lots have been sold and a resident of the subdivision has been named the president.
I, 1Ql )AQf 1V . K Clef Y.— , a Notary Public for the State of
'kA0,0k1 aroltylo. , County of wakes do hereby certify that
—&Y\r n4% )3A A A oc—k personally appeared before me this I3yM
day of and acknowledge the due execution of the
forgoing bioretention maintenance requirements. Witness my hand and official seal,
I%; COU1`�`,,��
SEAL
My commission expires 1\ 1 O tO I %Q 1 Z
Form SW40 I -Bioretention IRM-Rev. 2 Page 4 of 4

®EMELOPMI _:NT-ENGN-EJER�NGD 0NC.
Pro f e s s i o n o/ En gin coring C o n s u/ t a n i s
Stormwater Report
for
C-STORE & RESTAURANT
NC Hwy 24-87
Cameron, NC (Harnett County)
Date: 09-22-10
Revised: 11-19-10
Revised: 01-19-11
Prepared By:
Development Engineering, Inc.
244 W. Millbrook Rd.
Raleigh, NC 27609
[phone]
www.d-e-inc.com
1
244
W Millbrook
Road, Raleigh,
NC 27609
Phone:
919-847-8300
P. O.
Box 17705,
Raleigh, NC
27619
FAX
919-847-2130

Abstract:
The site is located on the south side of NC Hwy 24-87 approximately 1 mile south of the
intersection of NC Hwy 24 and NC Hwy 87. The site is vacant.
The development will consist of 3 separate lots with a total area of 6.48 acres. Lots 2 and 3 will
be developed with this submittal. The entire area of lot 2 will be calculated at 80% impervious to
allow for future expansion. One half (1.09 ac) of lot 1 will be captured in the BMP. We are using
80% maximum impervious for the portion of lot 1 that will drain to the BMP. The post
development for lots 1 (portion), 2 and 3 combined is 67.1 % impervious. The site slopes from
north to south. The existing property drains to two different areas. These areas are indicated as
drainage area 1 and drainage area 2. Stormwater Management will be required for water
quantity and water quality. Stormwater detention will be required to restrict the post -
development stormwater discharge to the pre -development rate for the 1-year storm. The
detention will be provided within the bioretention pond facility with a restrictor opening in the
outlet structure. Note that a separate stormwater BMP will have to be provided for the future use
of the post -development 2 area property. The stormwater discharge from the imperious surfaces
are being captured and routed through the bioretention pond. There is a small portion of the
landscaped area that will bypass the BMP. The bioretention pond will provide for the 85% TSS
removal requirement.
Findings
Pre Development 1-Year Storm Runoff - Area 1 - 4.70 Acres
Q, = CIA C =
composite C
0.22 (4.61) 4.70 C =
0.22 (Grass) = 4.70 ac
C =
0.95 (Impervious) = 0.0 ac
Q, = 4.77 cfs Camp =
0.22
I, =
4.61 in/hr
A =
4.70 ac
Post Development 1-Year Storm Runoff - Area 1 - 5.39 Acres
Q, = CIA C = composite C
0.71 (4.61) 5.39 C = 0.22 (Grass) = 1.77 ac
C = 0.95 (Impervious) = 3.62 ac
Q, = 17.64 cfs CwmP = 0.71
I, = 4.61 in/hr
A = 5.39 ac
Stormwater Detention is required to reduce the peak stormwater discharge to the Pre
Development for the 1-vear storm for drainage area 1.
Post Development 1-Year Runoff - Area 1 Detained - 4.81 Acres
Q, = CIA C = composite C
0.77 (4.61) 4.81 C = 0.22 (Grass) = 1.19 ac
C = 0.95 (Impervious) = 3.62 ac
Q, = 17.08 cfs CWmP = 0.77
I, = 4.61 in/hr
A = 4.81 ac

a
Outlet Structure
The proposed storm structure will have three 19" wide x 2.76" height opening at elevation
363.25 post development to restrict the discharge of the 1-year storm.
Q, = CdA 2gh
0.6 (0.36) 64.4(0.5)
Q, = 1.23 cfs
Post Development 1-Year Runoff - Detained = 1.23 cfs X 3 openings = 3.69 cfs
Post Development 1-Year Runoff - Area 1 Un-Detained - 0.58 Acres
Q, = CIA C =
composite C
= 0.22 (4.62) 0.58 C =
0.22 (Grass) = 0.58 ac
C =
0.95 (Impervious) = 0.0 ac
Q, = 0.59 cfs CwMp =
0.22
I, =
4.61 in/hr
A =
0.58 ac
Total Post Development 1-Year Runoff = 3.69
cfs + 0.59 cfs = 4.28 cfs
The Post Development 1-Year Peak Discharge Runoff (4.28 cfs) is less than the Pre
Development 1-Year Peak Discharge (4.77 cfs).
Required Storage to Reduce Runoff to 4.77 cfs
S = (Qpost - Qpre) x 5 min x 60 sec/min
_ (17.64 - 4.77) x 5 x 60
S = 3,861 cf Required Storage
Provided Pond Storage
1451 x 117'W x 0.23' D Pond
S = 3,902 cf
Pre Development 1-Year Storm Runoff - Area 2 -1.78 Acres
Q, = CIA C =
composite C
0.22 (4.61) 1.78 C =
0.22 (Grass) = 1.78 ac
C =
0.95 (Impervious) = 0.0 ac
Q, = 1.81 cfs Ccomp -
0.22
I, =
4.61 in/hr
A =
1.78 ac

Post Development 1-Year Storm Runoff — Area 2 —1.09 Acres
Q, = CIA C = composite C
0.22 (4.61) 1.09 C = 0.22 (Grass) = 1.09 ac
C = 0.95 (Impervious) = 0.00 ac
Q, = 1.11 cfs CWMP = 0.22
11 = 4.61 in/hr
A = 1.09 ac
The Bio-Retention Pond is sized for the following volumes of stormwater runoff.
Runoff volume from the first inch of rain for entire drainage area:
4.81 ac = 12,746 cf
1 Year Storm for the entire drainage area being captured 4.81 ac = 3,902 cf
Bio-Retention Sizing
"Simple Method" per NCDWQ 2007 BMP Manual
Rv=0.05+0.9xIA
Rv = 0.05 + (0.9 x 0.75) = 0.73
V = 3,630 x RD x Rv x A
V = 3,630 x 1 " x 0. 73 x 4.81 ac=12,746CF
12,746 CF x 9" Depth = 16,995 SF
Bio-Retention Pond Provided = 147' L x +/-115' W = 17,000 SF
Bio-Retention Pond Storage = 17,000 SF x 9" Depth = 12,750 CF
Bio-Retention Underdrain Calculations
The underdrain system for the pond will consist of 10 sections of 4" Schedule 40 PVC pipe with
the required perforations per the BMP manual. There will be a total of 17 cleanouts for the 4"
PVC underdrains. The 4" PVC underdrains will be connected to a 6" solid PVC trunk line that
will be connected to the riser structure. The following calculation is per section 5.7 of the BMP
manual. The follow rate through the soil media is 2" per hour and the safety factor is 10.
Q=2"X10=20
D=16(Qxn
S 0.5
D=16(20x0.011)=7.04
0.5
Per Table 5-1 of the BMP Manual a minimum of 5 — 4" pipes are required for the bioretention
underdrain system.

Bio-Retention Draw Down Time Calculations
The depth of the water being treated in the bioretention pond is 9". The drainage rate for the soil
media is 2" per hour.
9" / 2" = 4.5 hours
Bio-Retention Pretreatment
This bioretention pond will have 5 different points where the stormwater enters the pond. The
stormwater enters the pond via storm pipes with flared end sections. The end of each flared end
section will rip rapped with a calculated amount of stone based on the volume and velocity of
the stormwater. Once the storm water velocity is dissipated on the rip rap it run onto the grassed
portion of bioretention pond.
Conclusions
The site meets NC DENR Division of Water Quality requirements for peak discharge and 85%
TSS reduction.

Pro f e s s i o n o/ Engineering C o n s u/ t o o t s
January 20, 2011
Brian Lowther
NCDENR — DWQ Stormwater Permitting Unit
512 N. Salisbury St.
Raleigh, NC 27604
RE: Response to Stormwater 1st review comments
Bojangles / Convenience Store — INC 24.87
Barbeque/Anderson Creek, INC - Harnett County
Brian,
The plans have been revised to address the 1st review comments dated 1-13-11.
1. See attached completed BMP checklist for the bioretention pond on this site.
2. See enclosed revised Stormwater Report for the bioretention pond underdrain calculations.
3. See enclosed revised Stormwater Report for the bioretention pond drawdown time calculations.
4. See enclosed revised Stormwater Report for information concerning the provided pretreatment. Also see
sheet 4 of the plans for the pretreatment provided for the stormwater entering the bioretention pond.
5. See the landscape plan, sheet 5 for the area of the centipede sod in the bioretention pond.
6. See the erosion control plan, sheet 7 for the construction sequence indicating when the bioretention pond
is to be installed.
Please let us know if you have any questions.
Sincerely,
T��
Tom Harrell
Development Engineering, Inc.
244 W. Millbrook Road, Raleigh, NC 27609 Phone: [phone]
P. 0. Box 17705, Raleigh, NC 27619 FAX [phone]

DEVELOPMENT �NGINERNGo INCe
P. O. Box 17705 Raleigh, NC 27619-7705
244 W. Millbrook Rd. Raleigh, NC 27609
Phone: [phone] Fax: [phone]
TO: NC DENR / DWQ
Attn: Brian C. Lowther, Stormwater Permitting
512 N. Salisbury Street, 91h floor
Raleigh, NC 27699
LETTER OF TRANSMITTAL
DATE: 01-21-11
JOB NO.: 10-127
1
ATTENTION: Brian C. Lowther
RE: Bojangles & Holt Oil C-Store Site Plan
Stormwater Management Permit Applicaiton
Response to review comments
WE ARE SENDING YOU ® Attached ❑ Under separate cover via delivery the following items:
❑ Shop Drawings ❑ Prints ® Plans ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change Order ® listed below
COPIES
DATE
NO.
DESCRIPTION
1
01/20/2011
Reponse to Stormwater 1st Review Comments
1
BMP checklist for bioretention pond (Deed Restrictions & Soils Report included)
1
01/20/11
Bioretention Cell Supplement
1
01/12/11
Operations & Maintenance Manual
1
01/19/11
Revised - Stormwater Report
2
01/21 /11
Sets of full size plans - Sheets 1 through 16
THESE ARE TRANSMITTED as checked below:
® For approval
❑ For your use
® As requested
❑ For review and comment
❑ FORBIDS DUE_
REMARKS
COPY TO:
RECEIVED BY:
❑ Approved as submitted
❑ Resubmit
copies for approval
❑ Approved as noted
❑ Submit _
copies for distribution
❑ Returned for corrections
❑ Return_
corrected prints
❑ —
❑ PRINTS RETURNED AFTER LOAN TO US
FROM: Kim Ardizzone ([e-mail])
If enclosures are nor as noted, kindly notify us at once.

Prepared I
Dunn, NC
EXCISE TAX:
Parcel 11) No.
jq1111111111
23951
FOR RE
:WTI
YIT R0C OF OEEDb
2W DEC 281t'58:07 AM
VIM PG:02-1t6 FEE0,00
N543,00
IM 1 200ON
GENERAL. WARRANTY DEED
H. Jones, JONES AND JONES, P.L.L.C. PO Box 397,
THIS DEED, made t a f
CAGLE and wife, LIIdDA iL GMGLE.,
HAYES; CATHY C. CALL
CAGLE and wife, PATSY
MARKS; AND JOHN TIMOTHY
28326, hereinafter called GRANTORS, and
Cameron, NC 28326, hereinafter called GIB.
The designation Grantor and Gran
successors, and assigns, and shall include
context.
by and between, MICHAEL
� C. �HAJVFS and husband, WILLIAM E.
JOSEPH J. CALLAHAN, III; JEFFREY
k C S and husband SANDY M.
miied, 30 5 NC Hwy 87 South, Cameron, NC
S KM$, INC., 3035 NC Hwy 87 South,
That the Grantor, for a valuable consideration paid
is hereby acknowledged, has and by these presents does gt
Grantees in fee simple, all that certain lot or parcel of land
Harnett County, North Carolina and more particularly des
include said parties, their heirs,
ine or femnune as required by
BEING all of Lot Nos. 116, 117, 118, 119, 120 and 121 Qf t
Subdivision as per plat recorded in Map Book 8, Page 17 t
Register of Deeds of Harnett County to which plat reference
greater certainty of description. See deeds recorded in Deed
and Deed Book 493, Page 402, Harnett County Registry.
the receipt of which
and convey unto the
due Township,

The property herein above described was acquired by Grantor by instrument recorded in
213, Page 406, Harnett County Registry.
HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
ws thereto belonging to the Grantees in fee simple.
Grantor covenants with the Grantees, that Grantor is seized of the premises in fee
to onvey the same in fee simple, that title is marketable and free and clear
nces.ApMat Grantor will warrant and defend the title against the lawful claims
Iko wergxcept for the exceptions hereinafter stated.
above described is subject to the following exceptions:
easements for phone and power purposes.
flights -of -way of record and those visible by inspection of the
study on the subject property by an environmental
IN WITNESS VAMMOF, t Grantor has hereunto set her hand and seal the day and
year fast above written. Z [�

I,
hereby certify tha C
me this day and ac o
therein expressed.
Witness my hand
S{ iAtlV C • n&4_W (SEAL)
C IIA� r 1J— C. MARKS `
d• M (SEAL)
SANDY M. MARKS
I I a Notary Public of aforesaid County and State, do
d wife, LINDA R. CAGLE personally appeared before
ie a execution of the foregoing instrument for the purposes
1, is the. 13 d ay of PeGetub t r , 2004.
My Cammission Expires: J) eC e,6t} y4bioscl
NORTH CAROLINA '
Ka, N N e't7 COUNTY
/Ik ca`/� e jy a No
hereby certify LA' lA C—HAKES and hus an '
appeared before me this day and acknowledged the ue
the purposes therein expressed.
Witness my hand and notarial seal, this the
My Commission Expires: b,260
NO T_ �t H CAROLINA
11106 Ne TCOUNTY
�'�1"Ilind�x
r�••� b r11) µ`C
aforesaid County and State, W
M E. HAYES personally
the foregoing instrument for
I, R L b /1�� // ¢ � 1 , a Notary Public of aforesaid (
hereby cerfi tha CA 1� C. CAL N and husband, JOSEPH I. CAI
personally appeared before me this day and acknowledged the due execution
instrument for the purposes therein expressed.
2004.

Witness my hand and notarial seal, this the 13*I- day of D eGt4aiel , 2004.
f,
me this day
therein exnt
Deer-„6-et q�Itb0'
I2�, a Notary Public of aforesaid County and State, do
rLE and wife, PATSY H. CAGLE personapy appeared before
due execution of the foregoing instrument for the purposes
iaL s 1, this the day of D e e t ». 6 -e S- , 2004.
My Commission Expires: y o 9 P? # s•
`•;dY`f laa: C
NORTH CAROLINA .}�j
_IWc�r N eT-' COUNTY
t I e of ub] c of aforesaid County and State, do
hereby cemfy tha A C. d h an DY M. MARKS personally
appeared before me this day and acknowl ed a ex ution of the foregoing instrument for
the purposes therein expressed.
Witness my hand and notarial seal thi of P e-C a ,, b -e, 1- 2Q(�4''
d
My Commission Expires: ii e C es,
NORTH CAROLINA a� b N '0
_Ha i- Nit-r— COUNTY ' Nbry ublr:'
I, Rt+b 4 i3. ?fiat! QY a Notary Public o res ' un and State, do
hereby certify tha OHN TIMOTH CAGLE personally appeared o �=e
da and
acknowledged the due execution of the foregoing instrumer t for the p o' ressed.
Witness my hand and notarial seal, this the L,g _ day of 20ie:._,.
sR / aA °
.. ad 5
Notary Pu ; ',� 9 n d : _
My Commission Expires: pet a, 1, ¢ 1, y � O D � r • �
s�a:�C

�o
It is part of recorded
Filed For Registration:
Document No.:
NS:
Recorder.
'MBERLY S. HARGROVE
$TER OF DEEDS, HARNETT
CORNELIUS HARNETT BLVD
SUITE 200
L)LLINGTON, NC 27546
$25.00
TRUDI C SMrrH
LLOW TRAILER PAGE
be submitted with original for re-recording
RM11lMlMMR!!tRllll,MlNIMIN!!NIlHRRlM�IN.lNRRRNNRNRRRMNRM N�NNIMINIrJ11M1lNMNiMN
State of North Car ,County of Harnett \�J/Jl
The fo n certificate of RUBY B. NALLEY ary Is certified to a rre L his 28TH of December 2004
KI ERLY S. ARGROVE , REGI ER OF DE 5
By:
DeputylAssisi eeda
*2004023951*
2004023951

North Carolina Secretary of State
i
Page I of I
North Carolina
Elaine F- Marshall DEPARTMENT OF THE
Secretary SECRETARY OF STATE
PO Box 29622 Raleigh, NC 2762"622 1919)807-2000
Date: 11/17/2010
Click here to:
View Document Filings I Sign Up for E-Notifications
IPrint apre-populated Annual Report Form I Annual Report Count I File an Annual Report �
Corporation Names
Name Name Type
AC TRI-ARC FOOD LEGAL
SYSTEMS, INC.
Business Corporation Information
SOSID:
0150171
Status:
Current -Active
Effective Date:
6/8/1979
Dissolution Date:
Annual Report Due Date:
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL
Registered Agent
Agent Name: RAPER JR, JOHN E
Office Address: 901 JONES FRANKLIN RD
RALEIGH NC 27606
Mailing Address: PO BOX 87009
FAYETTEVILLE NC 28304
Principal Office
Office Address:
901 JONES FRANKLIN RD
RALEIGH NC 27606
Mailing Address:
901 JONES FRANKLIN RD
RALEIGH NC 27606
Officers
Title:
ASSISTANT SECRETARY
Name:
DONNAHADDOCK
Business Address:
901 JONES FRANKLIN ROAD
RALEIGH NC 27606
Title:
PRESIDENT
Name:
TOMMY HADDOCK
Business Address:
901 JONES FRANKLIN ROAD
RALEIGH NC 27606
Stock
Class Shares No Par Value Par Value
COMMON 30000 0.1
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
2411
http://www.secretary.state.nc.us/corporations/Corp.aspx?Pitem Id=484081 1 11 / 17/2010

_i
CD-479 J(410-2e
Business Corporation North Carolina
This report may be filed online at the Secretary of State website: wwt
Date Filed: 4/512010 12:11:00 PM
Elaine F. Marshall
North Carolina Secretary of State
CA201011202608
Name of Business Corporation: TRI-ARC FOOD SYSTEMS, INC.
Fiscal Year Ending: 12 31 09 State of Incorporation: NORTH CAROLINA
Month l Day r Year
Secretary of State ID Number: 0150171
❑1 hereby certify that the informatlon requested below (required by NCGS 55-16-22) has not changed since the most recently filed annual
report and is therefore complete.
Nature Of Business: RESTAURANTS
Registered Agent: JOHN E RAPER, JR.
Registered Office Mailing Address: P.O. BOX 87009
County: City: FAYETTEVILLE State: NC Zip Code:28304
Registered Office Street Address: 901 JONES FRANKLIN ROAD
County: WAKE City:RALEIGH State: NC Zip Code:27606
Signature of New Registered Agent:
(Signature nmstautea consent to me appdntnva)
Principal Office Telephone Number: 919-859-1131
Principal Office Mailing Address: 901 JONES FRANKLIN ROAD
City: RALEIGH State: NC Zip Code:27606
Principal Office Street Address: 901 JONES FRANKLIN ROAD
City RALEIGH
Name, i sue, ano ousmess rtuuress ui rnnuipm vnluers
State: NC ZIp COde:27606
Name: TOMMY HADDOCK Title: PRESIDENT
Address: 901 JONES FRANKLIN ROAD
city: RALEIGH State: NC Zip: 27606
Name: DONNA HADDOCK Title: ASST. SEC
Address: 901 JONES FRANKLIN ROAD
city: RALEIGH State: NC
Name: Tide:
Address:
city.
State:
CerOflcatlon of annual report (must be COmpieteO by all ousmess corporations).
r - Y Signature (Form muet be aglow by an omerot oorpmtm)
ry 0
OD39351.= Type or Print Name
27606
Zip:
Date
ASSISTANT SECRET
Title
6539714 700T

o LLIVIA ©UADRANGLE. NORTH CAROO LINA IUSGSI
W) U11111 NOWIT991FAMRIES TIMMUM RMA-Miff IMUM11FAM
PROPOSED HOLY OIL C STOO RE (LOOT 2) .
QOJANGLES' RESTAURANT (LOT-3)
He>fYNf TT C�1l1NTA NCSRAT, ( Ill:(k�l IN,I

TERRATECH
E N G I N E E R S- I N C
• GeutechnicaL Engineering
_ Environmental Covulciny
Canstructlon bjatedaLs Testing
Report of Subsurface Investigation
and Geotechnical Engineering Evaluation
C-Store and Restaurant
Cameron, North Carolina
prepared for
Bunn -Brantley Enterprises Inc.
Prepared by
TerraTech Engineers, Inc.
NC Engineering Corporation C-1356
4905 Professional Court
Raleigh, NC 27609
919-876-9799
4905 Professional Court • Raleigh, North Carolina 27609 • [phone] • Fax: [phone]
311 Judges Road, Suite 3-A • Wilmington, North Carolina 28405 • [phone] • Fax: [phone]

r
TERMECH
E N G I N E E R S- I N C
C,eatechnical Engineering
Environmental C"n tting
April 14, 2010 cunstru<ticn Materials Testing
Bunn -Brantley Enterprises, Inc.
389 Instrument Drive
— Rocky Mount, NC 27804
ATTENTION: Mr. Bob Brantley
Report of Subsurface Investigation
and Engineering Evaluation
C-Store and Restaurant
Cameron, North Carolina
Our Project Number 121-10-61480
Gentlemen:
TerraTech Engineers, Inc. has completed the authorized subsurface investigation and engineering
evaluation for the planned construction of the Convenience Store and Restaurant in Cameron, North
Carolina.
The enclosed report describes our investigative procedures and presents the results of our testing and
evaluation along with design and construction recommendations for this project.
We appreciate the opportunity to work with you on this subsurface investigation and engineering
evaluation, and are prepared to follow up with the recommended construction materials testing services.
If you have any questions concerning this report, please contact us.
Sincerely,
CSP/sk
Erwin T. Williams III, P.E.
Principal Geotechnical Engineer
4905 Professional Court • Raleigh, North Carolina 27609 • [phone] • Fax: [phone]
311 Judges Road. Suite 3-A • Wilmington, North Carolina 28405 • [phone] • Fax: [phone]

Page 1
T9104TECH
ENGINEERS• I N C
C�eatechnical Enyineeriny
Envirommental Consulting
Constmc9on MAE,HAS Teetiny
SCOPE OF SERVICES
The scope of our services was outlined in our proposal number 4556-N dated March 29, 2010. The
primary objectives of this investigation were to evaluate the subsurface conditions within the area of
proposed construction and to make recommendations regarding foundation design. More specifically,
this investigation included the following objectives:
(1) To evaluate the existing subsurface soil and ground water conditions within the area of
proposed development.
(2) To recommend foundation types which can safely and economically support the
proposed construction, along with a discussion of Seismic Site Classification.
(3) To evaluate the allowable bearing pressure of the foundation subsoils encountered within
the proposed building areas for support of shallow foundations.
(4) To make recommendations concerning site preparation and site grading, including a
discussion of the excavation characteristics of the materials encountered.
(5) To make recommendations concerning concrete slab -on -grade construction.
(6) To provide recommendations for thickness and material types for a bituminous concrete
pavement system in the planned driveways and parking areas.
(7) To make recommendations for achieving high density structural fill capable of
satisfactorily supporting the proposed construction.
(8) To make pertinent recommendations concerning quality control measures during
construction.

Page 2
INVESTIGATIVE PROCEDURES
Field Investieation
UPPATECH
E N G I N E E R 5- I N C
C�eatechnicat Cngineenng
Ewi,,wentat Consulting
Constmction Natenets Tesfng
The subsurface investigation consisted of nine soil test borings in the proposed construction areas. The
test borings were performed in the planned building and pavement areas to depths of 10 to 20 feet
below the ground surface. The locations are approximately shown on the Test Boring Plan (Figure 1)
included in the Appendix.
The test borings were located in the field by our representative by measuring distances and angles from
existing site reference points. Ground surface elevations were not known at the time of this report. In
general, the locations of the test borings should be considered approximate.
Standard penetration testing, as provided for in ASTM D-1586, was performed at selected intervals in
the soil test borings. The standard penetration resistance, in conjunction with soil classifications,
provides some indication of a soil's engineering characteristics.
Detailed descriptions of the soils encountered in the test borings are provided in the Test Boring
Records included in the Appendix. Ground water conditions, standard penetration resistances, and
other pertinent information are also included.
Laboratory Investieation
The laboratory investigation consisted of a physical examination and classification of all samples
obtained from the drilling operation. Classification of the soil samples was performed in general
accordance with ASTM D-2488 (Visual -Manual Procedure for Description of Soils). Soil
classifications include the use of the Unified Soil Classification System described in ASTM D-2487
(Classification of Soils for Engineering Purposes).

Page 3
GENERAL SITE AND SUBSURFACE CONDITIONS
Site Location and Description
TRRROTECH
ENGINEERS- INC
Geatechnical Engineering
ErrviranmentaL ConsuLticg
CanstmcEan A�atenals 7es:my
The subject site is an approximately 6.49 acre tract located southeast of the intersection of
NC Highway 24/87 and Plantation Drive in Cameron„ North Carolina The subject parcel is currently
undeveloped and partially wooded. Site topography generally slopes away from the center of the site
with a slight gradual slope to the southeast. Maximum relief across the site is about 5 to 7 feet.
ReEional Geoloev
The site is located in the Coastal Plain Geologic Province, just east of the Piedmont Geologic Province.
The soils in this area generally consist of marine sediments deposited during successive periods of
Fluctuating shoreline. The formations tend to dip slightly seaward, and several are exposed at the
surface in bands paralleling the coast. Many beds exist only as fragmented, erosional remnants with
more continuous strata located above and below. The soils typically classify as sands, silts, and clays,
with irregular deposits of shells. Some of the existing formations contain predominantly plastic clays
interbedded with strata of sands and poorly consolidated limestones. Others contain predominantly
sands with localized deposits of highly plastic clays.
Because the site is located close to the fall line between the Coastal Plain and the Piedmont, the Coastal
Plain soils in this area are typically shallow: in the tens of feet. Beneath the Coastal Plain soils,
Piedmont soils which are weathered from the underlying rock (residual soils) are typically encountered.
The Piedmont soils typically consist of clays and silts in the upper 10 to 30 feet. The soils become
coarser grained with depth, and begin to take on the characteristics of the underlying parent rock.
When the residual materials have a standard penetration resistance of 100 blows per foot or greater,
they are referred to as partially weathered rock. The transition from soil to partially weathered rock is
usually a gradual one, and may occur at a wide range of depths. Lenses or layers of partially weathered
rock are not unusual in the soil profile. Partially weathered rock represents the zone of transition
between the soil and the underlying rocks from which the soils are derived. The thickness of the zone
of partially weathered rock and the depth to the rock surface have both been found to vary considerably
over relatively short distances. The depth to the rock surface in the area has generally been found to
range from about 10 to 60 feet below the ground surface.
General Subsurface Conditions
A surficial layer of topsoil was encountered in test boring B-4 to an approximate depth of 1 inch. The
thickness of topsoil can be quite variable and could be significantly different at other locations on the
site. The reported topsoil thicknesses should not, therefore, be used for detailed quantity estimates.
Beneath the topsoil in test boring B-4 and from the ground surface in the remaining borings, soils
_ typical of the Coastal Plain were encountered. These soils typically consisted of sands, slightly clayey
sands, slightly silty sands, and clayey sands. Standard penetration resistances in these soils generally
ranged from 2 to 18 blows per foot.

TRRRaTECH
E N G I N E E R 5- I N C
C,eakecnnicaL 6nyineenng
Emmironmen A C,n5U'Ung
Page 4 Cooetmction MateriaLs Testing
Ground water was not encountered in the test boring at the time of our drilling operations. The test
borings were backfilled upon completion to avoid hazard to pedestrian traffic. It should be noted that
ground water levels will fluctuate depending on seasonal variations of precipitation and other factors,
and may occur at different elevations at some time in the future.
For more detailed descriptions of subsurface soil and ground water conditions, please refer to the Test
Boring Records included in the Appendix.

Page 5
PROPOSED CONSTRUCTION
TFRPOTECH
E N G I N E E 3 S- I N C
C,eotechnlcal Cngineenng
E.nw,n,,ntaL Consulting
Conatmction Materiate Tniing
Our understanding of the proposed construction is based on our e-mail correspondence with Mr. Bob
Brantley. We understand that the planned construction will consist of two single story buildings with
metal stud and wood frame construction and a concrete slab -on -grade floor system. The Bojangles'
building will most likely have a brick veneer. In front of the convenience store will be an overhead
canopy for the gas pump islands and a subsurface tank farm. A bio-retention pond is planned on the
south side of the site. Asphalt and Portland cement concrete driveways and parking areas are planned
around each of the buildings. Structural loading conditions are not currently known. However, based
on our experience with similar construction we have estimated a maximum wall load of 3 kips per
lineal foot. The canopy footings are expected to be designed with uplift loads governing their size.
Site grading plans are expected to include cut and fill placement of approximately 3 to 5 feet.
Pavements are expected to be bituminous concrete or Portland cement concrete. Based on the parking
lot size and planned building use, we have estimated traffic volumes of 1000 cars per day,
5 tractor -trailer trucks per day including fuel delivery trucks, 10 delivery trucks per week, and one
dumpster truck per week. If actual traffic volumes are greater than these assumed maximums, please
contact us and we will review our recommendations for applicability to the actual traffic volumes.

TRRP4TECH
E N G I N E E R S- I N C
CeotechrucaL Lngineering
CMtrmmentaL Consultiny
Page 6 Cons<ructian MatenaLs Testing
EVALUATIONS AND RECOMMENDATIONS
The following recommendations are based on the information available on the proposed structures, the
data obtained from our soil test borings, and our experience with soils and subsurface conditions similar
to those encountered at this site. Because the test borings represent a very small statistical sampling of
subsurface conditions, it is possible that conditions may be encountered during construction that are
substantially different from those indicated by the test borings. In these instances, adjustments to the
design and construction may be necessary depending on actual conditions.
General Site Development Considerations
Based on the results of our test borings, very loose to loose sands were encountered in all of our test
boring locations. Remedial measures during building and pavement construction should be expected.
Based on the results of our analysis, the planned construction can be supported on shallow foundations
designed using an allowable bearing pressure of 1,500 pounds per square foot. Based on our assumed
loading conditions, the estimated post -construction foundation settlement related to the application of
building loads is expected to be approximately 0.50 inch to 0.75 inch, if the recommended foundation
bearing pressure is used.
General Site Preparation
All underbrush, topsoil, roots, and other deleterious materials should be removed from the proposed
construction area. Special attention should be given to the removal of tree stumps within the proposed
construction area. Site clearing, grubbing, and stripping should be performed only during dry weather
conditions. Operation of heavy equipment on the site during wet conditions could result in excessive
mixing of topsoil, and organic debris with clean underlying soils.
The majority of our test borings encountered very loose to loose sands near the ground surface. After
removal of the topsoil, we (recommend that these soils be compacted to a minimum of 95% of their
standard Proctor maximum dry density utilizing large vibratory compaction equipment. Adequate
density tests should be performed to verify that the recommended level of compaction is achieved.
Some moisture conditioning of the near surface soils will likely be required to facilitate compaction.
The intent of the compaction operations recommended for the surficial soils is two -fold. One is to
provide a stable base for operation of construction equipment and construction of the planned
buildings. The second is to reduce the potential for settlement of the foundations and Floor slabs.
While the compaction of the near surface soils from the ground surface will reduce the long-term
settlement potential, our test borings revealed that the depth of the loose sands is at least 20 feet below
the existing ground surface. The recommended compaction operations at the ground surface will not
densify the soils to this depth.
After the near surface sands have been adequately compacted, we recommend that proofrolling
operations be performed.. We recommend that areas to receive structural fill be proofrolled prior to
placement of structural fill. Areas of proposed excavation should be proofrolled after rough finished
subgrade is achieved. Proofrolling should be performed using a loaded dump truck weighing at least
15 tons. Proofrolling should be accomplished by performing at least 3 passes in each of two
perpendicular directions within entire construction areas, and 10 feet beyond. Any unsuitable materials

Page 7
TRRpaTECH
E N G I N E E R S- I N C
C,eatechnicaL Engineering
LnvironmentaL Consulting
Construction MatenaLs Tesfing
that may be present, and any low consistency soils that are encountered which cannot be adequately
densified in place, should be removed and replaced with well compacted fill material placed in
accordance with the Structural Fill section of this report. Proofrolling should be observed by our
representative to determine if remedial measures are necessary.
Proofrolling should facilitate the identification of soft surficial soils, but should not be expected to
reveal soft conditions more than 2 feet below the ground surface at the time of proofrolling. Footing
examinations will be required to evaluate the presence of deeper soft soils, which could adversely affect
foundation support. Footing examinations will be discussed later in this report.
We understand that a bio-retention pond will be constructed at the south side of the site. The
encountered soils at the site have a high rate of infiltration and a high permeability. If the pond is
planned to hold water, it would be necessary to line the pond with a low permeability material.
Based on our experience on similar sites, there may also be buried foundations, bum pits or trash pits.
On sites located near developed areas this is not an unusual occurrence. All too frequently such buried
material occurs in isolated areas which are not detected by the soil test borings. Any buried waste
construction debris or trash which is found during the construction operation should be thoroughly
excavated, and the waste material should be removed from the site prior to placement of fill soils or
building construction.
Earth Slopes
Temporary construction slopes should be designed in strict compliance with the most recent OSHA
regulations. The test borings indicate that most soils at the site are either Type B or Type C as defined
_ in the OSHA regulations. This dictates that temporary construction slopes be no steeper than
1.5 horizontal to 1 vertical (Type C soils) for excavation depths of up to 20 feet. Flatter slopes may be
needed depending upon conditions at the time of construction. The use of well points and the sandy
nature of the soils at the site will affect the stability of deeper excavations. A "competent person", as
defined by OSHA regulations, should be present on site during excavation. Depending upon conditions
encountered, some excavations may require shoring. Temporary construction slopes should be closely
observed for signs of mass movement: tension cracks near the crest, bulging at the toe of the slope, etc.
If potential stability problems are observed, the geotechnical engineer should be immediately contacted.
The responsibility for excavation safety and stability of construction slopes should lie solely with the
contractor.
We recommend that permanent cut or fill slopes be no steeper than 3.0 (H) to 1.0 (V) to maintain long
term stability. Slopes constructed steeper than 3.0 (H) to 1.0 (V) could be highly susceptible to erosion,
will be difficult to maintain, and could experience large scale slope failure in some instances. Flatter
slopes may be necessary, depending upon the type of erosion control selected. We recommend that
buildings be located at least 15 feet from the crest of adjacent slopes. Pavement areas should be located
at least 5 feet away from the crest of adjacent slopes.

Page 8
Groundwater Control
UPPATECH
E N G I N E E R 5- I N C
<,eote6,w.L C.ngmering'
[mironmenbL Con utting
Canst,u,twn Mi teri.b Tasting
_ Based on the conditions encountered in our borings, the depth to groundwater generally exceeds our
boring depths. Therefore, we do not anticipate that excavation at the site will encounter groundwater.
If ground water is encountered, the most suitable method of controlling this water will likely be
pumping directly from the excavation. Pumping from excavations should be done with care to prevent
loss of soil fines, boils, or instability of slopes. If pumping proves to be ineffective, then the use of well
points or other methods may be required.
We must emphasize that the need for ground water control and the most appropriate method will be
based on the conditions encountered during construction. The contractor should use the most effective
dewatering method based on the conditions at that time.
Foundation Design
_ After site preparation and site grading are complete, it is our opinion that the proposed structures may
be supported on conventional shallow foundations. We recommend that footings for the building be
designed for an allowable bearing pressure of 1,500 pounds per square foot (psf). In addition, we
recommend a minimum width of 18 inches for continuous wall footings and 24 inches for isolated
column footings to prevent localized shear failure. Footings should bear at a minimum depth of
18 inches below the prevailing exterior ground surface elevation to avoid potential problems due to
frost heave.
The footings for the fuel canopies will likely bear at an elevation of 5 to 8 feet below the ground
surface to resist uplift loads. Based on the results of our test borings in the area of the planned fuel
canopies, the foundation bearing materials at these depths are expected to consist of sands and slightly
clayey sands generally capable of supporting a design bearing pressure of 1,500 pounds per square foot.
Although our test borings did not encounter any ground water, if ground water is encountered during
footing excavations, the footing size may be required to be increased due to additional uplift forces
caused by ground water.
Detailed footing examinations should be performed in each footing excavation prior to placement of
reinforcing steel. These examinations should be performed by our representative to confirm that the
design allowable soil bearing pressure is available. The footing examinations should be performed
using a combination of visual observation, hand rod probing, and dynamic cone penetrometer testing.
Dynamic cone penetrometer testing, as described in ASTM STP-399, should be performed in each
column footing location and at no greater than 20 foot intervals in continuous wall footings. If the soil
is found to have an unsatisfactory bearing capacity, our inspector will review the problem with our
project Geotechnical Engineer. Recommendations will be developed to be immediately implemented in
order to minimize construction delays.
Very loose to loose sands were encountered near the ground surface in the majority of our test borings.
Depending on the final design bearing elevations of the foundations, remedial measures may be
required to achieve the design foundation bearing pressure. The most feasible remedial measure in
most cases is stone replacement, where any encountered soft, wet soils are removed from the footing
excavations and replaced with washed 457 stone. The washed #57 stone should be placed in maximum
lifts of 12 to 18 inches, and each lift should be consolidated with a vibratory plate tamp or similar

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Page 10
TFRRoTECH
E N 0 1 N E E F 5- I N C
C�eotecnri cal C.ngineering
Environmental Consulting
Can�tmcban Matenals Testing
been properly prepared. If soft areas are encountered, recommendations for remedial measures should
be provided by our project geotechnical engineer.
Pavement Desien Recommendations
Based on the above described site preparation recommendations, we anticipate that the pavement area
subgrade soils will generally consist of sands and slightly clayey sands. These materials may
reasonably have a California Bearing Ratio (CBR) ranging from approximately 10 to 20, if compacted
to at least 100% of the standard Proctor maximum dry density.
For purposes of pavement design, we have used a California Bearing Ratio of 10 for the pavement
subgrade soils and the loading condition described previously in this report. Based on the AASHTO
design method, a 20 year design life, and our past experience, we suggest the following design
pavement section:
Parking Areas:
2 inches Bituminous Concrete Surface Course
6 inches Aggregate Base Course
Driveways:
3 inches Bituminous Concrete Surface Course
8 inches Aggregate Base Course
Preparing, grading, shaping, and compaction of subgrade soils should be performed in accordance with
Division 5, section 501 of the NCDOT Standard Specifications for Roads and Structures (2006).
Preparing, grading, shaping, and compaction of aggregate base course (ABC) stone should be
_ performed in accordance with Division 5, section 520 of the NCDOT Standard Specifications for Roads
and Structures (2006). Placement and compaction of the bituminous concrete surface course (Type
SF9.5A) should be performed in accordance with Division 6, section 600 of the NCDOT Standard
Specifications for Roads and Structures (2006). Proper subgrade compaction, adherence to the
NCDOT specifications, and compliance with project plans and specifications are critical to the
performance of the constructed pavement.
The recommended pavement section is designed to support the traffic volumes expected after
completion of the planned construction. If construction traffic is allowed to use the recommended
pavement section, some damage requiring repair should be expected.
Based on our past experience, we recommend that a Portland cement concrete pavement be used in
dumpster areas, in areas where fuel delivery tracks will operate, and in other areas where heavy trucks
are turning while traveling at slow speeds. We suggest the use of a 6 inch thick section ofNCDOT type
AA Portland cement concrete having a 28 day design compressive strength of 4,500 psi above a 6 inch
thick section of compacted ABC stone. The concrete pavement may be designed as a "plain concrete
pavement" with no reinforcing steel, or reinforcing steel may be used at joints. Construction joints and
_ other design details should be in accordance with guidelines provided by the Portland Cement
Association and the American Concrete Institute. The rigid pavement system should be constructed in
accordance with section 700 of the NCDOT Standard Specifications.

TFRR.aTECH
E N G I N E E R S- I N C
C�eotechnicaL Enyineeriny
6nvironmentaL ConslAtlny
Page 11 C,nA,mctwa MlateriaLs Testmy
Suitability of Excavated Material for Re -use as Structural Fill
Based on the results of our soil test borings, the sandy soils at the project site generally appear to be
suitable for re -use as structural fill material. Routine adjustment of moisture content will be necessary
to allow compaction in accordance with project specifications.
Structural Fill
In order to achieve high density structural fill, the following recommendations are offered:
(1) Materials selected for use as structural fill should be free of vegetable matter, waste construction
debris, and other deleterious materials. The material should not contain rocks having a diameter
over 3 inches. It is our opinion that the following soils represented by their USCS group symbols
will typically be suitable for use as structural fill: (SP), (SW), (SP-SC), (SP-SM), (ML), (CL),
(SM), and (SC). The following soil types are considered unsuitable: (MH), (CH), (OL), (OH),
and (Pt).
(2) Laboratory Proctor compaction tests and classification tests should be performed on
representative samples obtained from the proposed borrow material to provide data necessary to
determine acceptability and for quality control. The moisture content of suitable borrow soils
should generally not be more than 3 percentage points above or more than 3 percentage points
below optimum at the time of compaction. Tighter moisture limits may be necessary with certain
soils.
(3) Suitable fill material should be placed in thin lifts (lift thickness depends on type of compaction
equipment, but in general, lifts of 8 inches loose measurement are recommended). The soil
should be compacted by mechanical means such as sheepsfoot rollers or vibratory drum.
Proofrolling with rubber tired, heavily loaded vehicles may be desirable at approximately every
third lift to bind the lifts together and to seal the surface of the compacted area thus reducing
potential for absorption of surface water following a rain. This sealing operation is particularly
important at the end of the work day and at the end of the week.
(4) We recommend that structural fill be compacted to a minimum of 95% of the standard Proctor
maximum dry density (ASTM Specification D-698). Additionally, the in -place maximum dry
density of structural fill should be no less than 90 pcf. The upper 12 inches of floor slab
subgrades should be compacted to at least 98% of the standard Proctor maximum dry density
(ASTM D-698). Fill placement in pavement areas should be performed in accordance with the
NCDOT Standard Specifications.
(5) . An experienced soil engineering technician should take adequate density tests throughout the fill
placement operation to verify that the specified compaction is achieved. It is particularly
important that this be accomplished during the initial stages of the compaction operation to
enable adjustments to the compaction operation, if necessary.

TRRR4TECH
k N G I N E E R S- I N C
C,eatechnical. Cnyinee,mq
Env,,,. neataL Co..Utiny
Page 12 Conetruction MAHAe Teeting
ADDITIONAL'SERVICES RECOMMENDED
Additional foundation engineering, testing, and consulting services recommended for this project are
summarized below:
(1) Proofrolline Observation: Proofrolling should be observed by a representative of the
Geotechnical Engineer to determine if remedial measures are necessary in certain instances.
(2) Quality Control of Fill Placement and Compaction: We recommend that an experienced
engineering technician witness all required filling operations and take sufficient in -place density
tests to verify that the specified degree of compaction has been achieved. Soil engineering
judgments will be involved and should be made by our project geotechnical engineer with
information provided by our engineering technician.
(3) Footing and Slab Evaluations: Footing and slab areas for this project should be evaluated by our
representative. The purpose of these evaluations will be to verify that the design soil bearing
pressure is available and that subgrade areas are properly prepared.
(4) Pavement Components Testing and Inspection: Pavement components should be tested and
inspected during and following construction to verify compliance with project plans and
specifications.
The attached Appendix completes this report.
Sincerely,
Christophe . Pilz,
Senior Geotechnical
CSP/sk
Enclosure
lir
Erwin T. Williams III, P.E.
Principal Geotechnical Engineer

Not to Scale
Legend:
TERR.ATKH
s�
N
Figure 1. Test Location Plan
Project: C-Store and Restaurant
Cameron, North Carolina
Our Project Number 121-10-61480

Symbols and Nomenclature
Undisturbed Sample (UD)
• Standard penetration resistance (ASTM D-1586)
100/2- Number of blows (100) to drive the spoon a number of inches (2)
W-O-H, R Weight of Hammer, Weight of Rods
Ax, Bx, r4x Core barrel sizes for rock cores
65% Percentage of rock core recovered
ROD Rock quality designation - % of core 4 or more inches long
S Water table at least 24 hours after drilling
S Water table one hour or less after drilling
A Loss of drilling water
A Atterberg Limits test performed
c Consolidation test performed
Gs Grain size test performed
T Triaxial shear test performed
a Proctor compaction test performed
18 Natural moisture content (percent)
Penetration Resistance Results
Sands
Sills and
Clays
Number of Blows, N
0-4
5-10
11-20
21-30
31-50
over 50
Number of Blows, N
0-1
2-4
5-8
9-15
16-30
31-50
over 50
Drilling Procedures
Relative Density
very loose
loose
firm
very firm
dense
very dense
Approx. Consistency
very soft
soft
firm
stiff
very stiff
hard
very hard
TERRATECH
Soil sampling and standard penetration testing performed in accordance with ASTM D-1586. The
standard penetration resistance is the number of blows of a 140 pound hammer falling 30 inches to drive a
2 inch O.D., 1.4 inch I.D. split spoon sampler one foot. Core drilling performed in accordance with
ASTM D-2113. Undisturbed sampling performed in accordance with ASTM D-1587.

TEST BORING RECORD
TERR.ATECH
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows/ft
20 40 60 80
1
i
2
Loose tan orange slightly clayey fine to medium
6-4-4
•
3
sand (SP-SC)
4
5
2-3-3
• ! .
-5.5
Loose orange tan clayey fine to medium sand
6
(SC)
3.4-5
•
8
8
9
tan slightly silty fine to medium sand
I() —Firm
(SP-SM)
5-6-6
•
11
-12
12
13
Loose tan and white fine to coarse sand (SP)
14
-15
IS
3-4-3
• .
BORING TERMINATED
16
17
18
19
20
21
2.2
23
24
25
Water Level 24 hr.: Boring Backlilled! Upon l'omplemm TerraTeah Engineers, Inc. Boring Number: 11-1
4905 Professional Court pro-ect Number: 121-10-61480
N'dter Level I hr.: Nu1 Lnnw°tCfeJ Raleigh, NC 27609 1
Daft Drilled: 4/N/10
Sheet: I of 1

TEST BORING RECORD
TERRATECH
E N G I N E E N S- I N C
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Tesl
blows/ft
20 40 60 80
I
Loose tan fine to medium sand (SP)
2
2-3-3
•
3
3
5
4-4-4
•
6—Loose tan orange slightly clayey fine to medium
sand (SP-SC)
7-
3-5-3
•
n
el
10
-10
3-4-4
•
Il
BORING TERMINATED
12
13
14
IS
16
17
I8
19
20
21
22
23
2,1
25
N*ter level tJ hr.: Boring Bncklilled Ilpem Cmnplclion TerraTech Engineers, Inc. Ilorine Numher: B-_'
4905 Professional Court Project Nu.,her: 1_'L10-b1480
u'xar Level I hr.: Not lincomnered Raleigh, NC 27609 1
Uxte Drillyd: 4/rillo
Sheet: 1 of 1

TEST BORING RECORD
TERRATECH
Water
Blow
Standard Penetration Test
Depth
Description
Elev.
Level
Counts
blows/ft
20 40 60 80
I
2
i
Very loose tan and brown fine to medium sand
2-1-2
•
3
(SP)
)
S
2 I 1
-S.5
b
Loose tan and orange fine to medium sand (SP)
7
5-4-4
•
_8
n
r)
I0
Firm brown orange slightly clayey line to
5-G-5
•
medium sand (SP-SC)
II
12
l .2
13
Loose tan fine to medium sand (SP)
14
IS
15
3-3-5
•
BORING TERMINA'1'EI)
I6
17
IS
I ()
20
21
22
23
24
25
WmerI.eel 24 hr.: Boxing Rack filled Upont-unq,lei „n TerraTeeh Englneem, Inc. Raring Number: 81-3
4905 Professional Court Project Number: 121.10-61480
P'xtrr Ler el I hr.: Not I:ncaumLfOd Raleigh, NC 27609
Dole Drilled: 4/9/I0
sheet 1 of I

TEST BORING RECORD
TERR.ATECH
E N G 1 N E E R 5- I N C
Depth
Description
Elev.
Water
Blow
Standard Penetration Test
Level
Counts
blows/R
20 40 60 80
t
To soil (Approximately 1 inch
2
2 2-2
•
3
4
Very loose and loose tan orange slightly clayey
5
fine to medium sand ISP SC)
2-3-5
•
6-
7-
3-3-2
•
8
9
10
-10
2-2-2
•
BORING TERMINATED
II
12
13
la
1s
16
I
17
18
19
20
21
22
23
24
25
Moler Lod 24 hr.: Boring lWaA1111ed I poul•unipleomi TervaTech Engineers, Inc. Boring Number: ll-1
4905 Professional Court Pro erl Numhm Cl-lu-nlJNu
1\'atrr Lerrl I hr.: Not kinanmered Raleigh, NC 27609 1
note Drilled: 4/N/III
Sheet: I of 1

a
TEST BORING RECORD
TERR.ATECH
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Tesi
blows/ft
20 40 60 80
1
i
2
-_..
Very loose tan and dark brown fine to medium
3-2-1
•
;3
sand (SP(
.
4-
5-
WOH-1-1
It
-5.5
6-
7-
Firm tan orange slightly clayey fine to medium
5-6-6
• -
8
sand (SP-SC(
9
10
.10
5-6-7
•
II
BORING TERMINATED
_
12
13
14
IS
16
17
I8
19
20
21
22
23
24
25
N nice Lod 24 hr.: Boring 9n<klilled Ulnm Completion TemTeeh Engineers, Inc. lioring Number: 11-5
4905 Professional Court Project Number: 121-10-614HO
\\'�Irr Leed 1 hr.: Not I'neauntered Raleigh, NC 27609 3
W1e Drilled: 4/9/10
Sheet: 1 of I

c
TEST BORING RECORD
TERRATECH
E N G I N E E R 5- I N C
Urpth
Description
Elev.
Water
Blow
Standard Penetration Test
Level
Counts
blows/ft
20 40 60 80
1
Very loose tan and dark brown fine to medium
sand (SP(
'..
2
3
2-2-2
•
3
Firm tan orange slightly clayey fine to medium
4
sand (SP-SC)
5
2-8-10
•
-S.5
6-
7-
4-2-3
•
8
10
3-3-4
•
I 1
Loose tan and orange fine to medium sand (SP(
12
..
13
i
14
15
3-4-5
•
16
1
7
17
Is -
Loose tan and pink slightly clayey fine to
medium sand (SP-SC(
19
2U
-20
3-3-3
• . .
BORING TERMINATED
21
22
23
24
25
_ ... .
I Puler Le,0 24 hr.: Boring Backfilled Upon Completion TerraTech Engineers, Inc.
N'rtcr Lod 1 hr.: Not Encountered Raleigh,
Professional Court
Raleigh, NC 27609
Boring Number: B-6
Project Number: 121-10-61480
Date Drilled: 4/8110
sheet: t or 1

TEST BORING RECORD
TERRATECH
I h'plh
Description
Elev.
Water
Blow
Standard Penetration Test
Level
Counts
blows/ft
20 40 60 80
l
Loose tan fine to medium sand (SPI
2
3
2-3-2
•
3
4
5dr-7
•
G
7
Firm to loose tan orange slightly clayey fine to
medium sand (SP-SC)
7-8-9
.
•
8
9
10
4-4-5
•
1l
12
-12
13
14
Very loose tan and brown fine to medium sand
(SP)
IS
3 2-2
•
I6
17
-17
18
Firm tan and brown fine to medium sand (SP)
19
20
-20
3.4.7
•
BORING TERMINATED
21
22
23
21
25
Water Level I! hr.: Ibuing Bncklillvd Illwn Cwnplrnun TerraTeeh Engineers, Inc. Horin4 Nunther. 14-7
%\'Ater Level I hr.: Not Hio, icred 4905 Professional Court 1'rojrrt Numha: 121-10-61480
Raleigh, NC 27609
Ilxte Willyd: 41HIM
Sheri: 1 of 1

TEST BORING RECORD
TERRATECH
Depth
Description
Elev.
Water
Blow
Standard Penetration Test
Level
Counts
blows/ft
20 40 60 80
Firm tan and brown slightly clayey fine to
medium sand (SP-SC)
2
-3
8-8-7
•
3
4-
5-
4-4-4
•
6
I
Loose tan and brown line to medium sand (SP)
!
7
3-5-5
i
•
8
9
10
-10
3-3-3
•
BORING TERMINATED
II
1'2
13
14
15
Ili
17
18
19
20
21
22
23
24
25
Water Level 24 hr.: Boring Backtilled Ilixwn Completion TerratTech Engineers, Inc. KorinR Number: D %
Water Lerel 1 hr.: Not lincounlered 4905 Professional Court proj
Raleigh, NC 27609 ect Number: 121-10-(,N%tl
Date Drilled: 4/8/I0
Sheet: 1 of 1

TEST BORING RECORD
TERRATECH
E N 0 1 N E E R S- I N C
Depth
Description
Elev.
Water
Level
Blow
Counts
Standard Penetration Test
blows/ft
20 40 60 80
1
�
2
5-6-6
•
3
Firm to loose tan orange slightly clayey fine to
4
medium sand (SP-SC)
5
4-4-4
•
6
i
7
4-5-5
•
8
-8
i
9
10
4-3-4
•
It—
Loose to firm tan and purple slightly clayey fine
to medium sand (SP-SC)
12
13
14
-15
-
IS
566
•
BORING TERMINATED
16
17
IS
19
20
21
22
23
24
i
25
Water Level 24 hr.: Boring Bucktilled Upon Completion TerreTech Engineers, Inc. Boring Number: I)-9
Water Level 1 hr.: Nol F.Ixuunle,ed 4905 Professional Court Pmjeel Number: 121-14W490
Raleigh, NC 27609
Date Drilled: 4)8110
Sitter: 1 of 1

DEVELOPMENT �NGSNEERSNGo S�Co
P. O. Box 17705 Raleigh, NC 27619-7705
244 W Millbrook Rd. Raleigh, NC 27609
Phone: [phone] Fax: [phone]
TO: NC DENR
Attn: Division of Water Quality (Stormwater)
3800 Barrett Drive
Raleigh, NC
LETTER OF TRANSMITTAL
DATE: 12-10-10
JOB NO.: 10-127
ATTENTION:
RE: Bojangles/C-Store Commercial Development
Stormwater Management Permit Applicaiton
WE ARE SENDING YOU ® Attached ❑ Under separate cover via US Mail the following items:
❑ Shop Drawings ❑ Prints ® Plans ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change Order ® listed below
COPIES
DATE
NO.
DESCRIPTION
2
Ztormwater Management Permit Application Form (original & 1 copy)
2
eed Restrictions & Protective Conenants Form (original & 1 copy)
1
09/21/10
Operations & Maintenance Manual (original)
1
12/09/10
007093
Permit Processing fee: Check in the amount of $505.00
1 ea
✓
Detailed Narrative (10/12/10) & USGS Map identifying site
1
09/22/10
J
Calculations - Stormwater Report (original)
2
11/22/10
✓
Sets of 11 x 14 plans - Sheets 1 - 15
1
04/14/10
Soils Report - Report of Subsurface Investiation & Geotechnical Eng. Evaluation
THESE ARE TRANSMITTED as checked below:
® Forapproval
❑ For your use
❑ As requested
❑ For review and comment
❑ FORBIDS DUE_
❑ Approved as submitted
❑ Resubmit_
copies for approval
❑ Approved as noted
❑ Submit _
copies for distribution
❑ Returned for corrections
❑ Return
corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
i
REMARKS
1 - Current Deed: Deed Book 1025, Page 112
1 - NC Secretary of State supporting documents of titles and positions held p pr l:IIl1: 1 .
COPY TO:
FROM: David Blevins
EC 1 0 2010
Nip om
Raleigh Regional Office
RECEIVED BY: If enclosures are not as noted, kindly notify us at once.

DEVELOPMENT EMG1NEER1NG9INC-
P. O. Box 17705 Raleigh, NC 27619-7705
244 W Millbrook Rd. Raleigh, NC 27609
Phone: [phone] Fax: [phone]
TO: NC DENR / DWO
Attn: Bill Diuguid, Stormwater Permitting
512 N. Salisbury Street, 9t" floor
Raleigh, NC 27699
LETTER OF TRANSMITTAL
DATE: 01-06-11
JOB NO.: 10-127
ATTENTION:
RE: Bojangles & Hold Oil C-Store Site Plan
Stormwater Management Permit Applicaiton
FULL SIZE SETS OF PLANS
WE ARE SENDING YOU ® Attached ❑ Under separate cover via delivery the following items:
❑ Shop Drawings ❑ Prints ® Plans ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change Order ® listed below
COPIES DATE NO. DESCRIPTION
2 11/2/10 Sets of full size plans - Sheets 1 - 15
THESE ARE TRANSMITTED as checked below:
® For approval
❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use
❑ Approved as noted ❑ Submit _ copies for distribution
® As requested
❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment
❑
❑ FORBIDS DUE _
❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
Par ran uoct to nnvirf Rloui nc in A -mail rintori n1 inF;li i
COPY TO:
RECEIVED BY:
FROM: Kim Ardizzone ([e-mail])
d enclosures are not as noted, kindly notify us at once.

t t.:
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f:

Kim Ardizzone
From: David Blevins [[e-mail]]
Sent: Wednesday, January 05, 2011 4:24 PM
To: 'Kim Ardizzone'
Subject: FW: Bojangles and Holt Oil C-Store site plan
David H. Blevins, P.E.
Development Engineering, Inc.
244 W. Millbrook Rd.
Raleigh, NC 27609
919-847-8300
www.d-e-inc.com
From: Diuguid, Bill [mailto:bill.diuguid( ncdenr.govl
Sent: Wednesday, January 05, 2011 2:48 PM
To: david(c d-e-inc.com
Subject: Bojangles and Holt Oil C-Store site plan
David Blevins:
We need 2 sets of full size site plans for this project.
You may have been confused by the instructions that say, plans, folded to 8.5 x 11.
If you can have those dropped by our office on the 9th floor, Archdale Bldg., Stormwater Permitting
Then I won't have to mail your package back to you.
Bill D.
Bill Diuguid, AICP
Staff Planner, Stormwater Permitting
Wetlands and Stormwater Branch
Division of Water Quality I NCDENR
1617 Mail Service Center (Mail)
512 N. Salisbury St, Raleigh, NC 27604 1 9th Floor (Location & Parcels)
Raleigh North Carolina 27699-1617
Phone:[phone]
Website: htto://l)ortal.ncdenr.ora/web/we/ws/su
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties.
M

DEVELOPMENT ENGINEERING, INC
P. O. Box 17705 Raleigh, NC 27619-7705
244 W Millbrook Rd. Raleigh, NC 27609
Phone: [phone] Fax: [phone]
TO: NC DENR
Attn: Division of Water Quality (Stormwater)
3800 Barrett Drive
Raleigh, NC
LETTER OF TRANSMITTAL
DATE: 12-10-10
JOB NO.: 10-127
ATTENTION:
RE: Bojangles/C-Store Commercial Development
Stormwater Management Permit Applicaiton
WE ARE SENDING YOU ® Attached [] Under separate cover via US Mail the following items:
❑ Shop Drawings ❑ Prints ® Plans ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change Order ® listed below
COPIES
DATE
NO,
DESCRIPTION
2
tormwater Management Permit Application Form (original & 1 copy)
2
Deed Restrictions & Protective Conenants Form (original & 1 copy)
1
09/21/10
Operations & Maintenance Manual (original)
1
12/09/10
007093v
Permit Processing fee: Check in the amount of $505.00
1 ea
✓
I Detailed Narrative (10/12/10) & USGS Map identifying site
1
09/22/10
v
Calculations - Stormwater Report (original)
2
11/22/10
✓
Sets of 11 x 14 plans - Sheets 1 - 15
1
04/14/10
Soils Report - Report of Subsurface Investiation & Geotechnical Eng. Evaluation
THESE ARE TRANSMITTED as checked below:
® For approval
❑ Foryouruse
❑ As requested
❑ For review and comment
❑ FOR BIDS DUE
❑ Approved as submitted ❑ Resubmit _ copies for approval
❑ Approved as noted ❑ Submit copies for distribution
❑ Returned for corrections ❑ Return _ corrected prints
^
n _o
o
El PRINTS RETURNED AFTER LOAN TO US
n�
REMARKS
1 - Current Deed: Deed Book 1025, Page 112
1 - NC Secretary of State supporting documents of titles and positions held �—
COPY TO:
:'_i .1 j .l rilil
FROM: David Blevins
RECEIVED BY:
If enclosures are nor as noted, kindly notify us at once.

®-EV FLOP ENT -F=NG� N-E-E R� NG, NC.
Pro f e s s i o n o/ E n g i n e e r i n g C o n s u/ t O n t s
October 12, 2010
NC Dept of Environment & Natural Resources
Division of Water Quality
512 N Salisbury Street
Raleigh, NC
RE: Narrative describing the stormwater treatment and management for the project
Bojangles I Convenience Store — NC 24.87
Cameron, NC - Harnett County
To Whom It May Concern:
This is a 6.48 acre commercial project on the west side of NC 24-87 just north of the intersection of Plantation
Drive (SR 2411). The project consists of three (3) separate lots that front on NC 24-87. A 17,000 SF bioretention
pond is being utilized the treat the stormwater runoff from the 3 lots. The bioretention pond is providing for the
85% removal of the Total Suspended Solids. Each individual lot has an allocated amount of impervious area. Lot
1 is a split drainage site. It drains to two different drainage basins. 50% of the property area of lot 1 will drain to
the bioretention pond, a maximum 80% impervious has been assumed for the portion of lot 1 that drains to the
bioretention pond. All of lots 2 and 3 drain to the bioretention pond. Drainage easements are provided across the
each property for the collection and routing of the stormwater to the bioretention pond. A storm drainage yard inlet
within the bioretention structure will serve as the storm drainage outlet structure. There will be a stormwater
management agreement in place for the ongoing maintenance of the bioretention pond.
The bioretention pond will also provide detention for the peak post development discharge for the 1-year storm. A
19" wide x 2 5/8" height restrictor opening will be provided on all four (4) sides of the storm drainage yard inlet to
restrict the stormwater discharge to the post development rate.
Sincerely,
Tom Harrell
Development Engineering, Inc.
244 W Millbrook Road, Raleigh, NC 27609 Phone: [phone]
P. 0. Box 17705, Raleigh, NC 27619 FAX: [phone]JO