SW7091106_HISTORICAL FILE_20100120

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW4aq!L60
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
rVP HISTORICAL FILE
COMPLIANCE EVALUATION INSPECTION
DOC DATEi�(��l
ai(7
YYYYM M DD

kNDERS®N
—ENGINEERING, INC
E M P L O Y E E O W N E D
JAN 2 0 2010
January 7, 2009
projWno:13234
Project Narrative
The O'Reilly Auto Parts development is a commercial retail auto parts distributor that
will be located southeast of US HWY 17 intersection with Pierce Street.
EXISTING SITE CONDITIONS
The existing 0.91 acre_site consists of_approximately-0.24_ac._of impervious area and
0.67 ac. of pervious area. The existing development slopes toward US. HWY 17 and is
located in a flood plain which is an elevation of 10.0.
PROPOSED PROJECT DESCRIPTION
The proposed O'Reilly Auto Parts Project will consist of 0.57 acres of new building and
parking lot, 0.32 acres of managed open space, and 0.02 acres of undisturbed open
space. The proposed development will have two drive entrances one connecting to US
HWY 17 and one to W. Seventh Street. The buildings finish floor was set at an
elevation of 11 to be 1' above the flood plain elevation. Setting the finish floor at this
elevation and connecting to US HWY 17 makes it unfeasible to collect and treat the
stormwater drainage area #3, which is the front parking lot. However the existing site
had a larger impervious area discharging to US HWY 17 in this location, therefore the
proposed designs runoff will be less than the existing conditions. The proposed
development will have two bio-retention basins, one located on the northwest corner of
the property and the other located southwest of the building, which will treat drainage
area #1, & #2. The bio-retention basins have been designed per NCDenr manual
specifications.
THE PROPOSED O'REILLY AUTO PARTS DEVELOPMENT WILL MEETS ALL TAR-PAMILICO
STORMWATER RULES.
Sincerely,
0
Neil S. Brady, P.E.
President
NSB/tdt
2045 W. WOODLAND SPRINGFIELD. MO 65807 PH: 417.866.2741 FX: 417.866.2778 V.'WVI.AEINC&IO.COM E-NAIL: AEINC@AEINC&IO.CO&I
ENGINEERS • SURVEYORS • LABORATORIES ' DRILLING

4NDERSON �.
- ENGINEERING,l S)
E M P L O Y E E O W N E D
January 9, 2009
JAN 2 p 2010 projectw13234
NCDENR
Attn: Scott Vinson
943 Washington Square Mall
Washington, NC 27889
Re: O'Reilly Auto Parts; Washington, NC
Mr. Vinson,
We offer the following responses in regards to the comments that were issued
1. The impervious area sum on page 4of 6 of the application under Section IV. No.10 is incomplete. The
impervious areas listed for each of the drainage areas for buildings, parking, sidewalks, etc. is not filled
out. Also, there appears to be more than 2 drainage areas. The third drainage area appears to be that
portion of the parking area that drains directly to US Hwy 17 without stormwater treatment. Please
explain why this impervious area will not be collected and treated within the narrative. Please complete a
column for each drainage area that has impervious area proposed.
• Attached is the stormwater management permit application form with the drainage area
chart filled in. The attached narrative was revised to explain why the impervious are for
the driveway off of US HWY 17 will not be collected and treated.
2. The second paragraph on page 5 of the soils report prepared by ECS, LLP states 'The highest
groundwater observations are normally encountered in the late winter and early spring, and our current
groundwater observations are expected to be near or representative of the seasonal maximum water
table." The problem with this statement is that the soil borings and water table observations were
conducted on August 10, 2009 (not in late winter or early spring) when the water table is expected to be
near it's seasonal lowest, not highest. Please have ECS, LLP reevaluate this statement and submit a
revised soils report. The submitted narrative ties the findings from this report to an expected Seasonal
High Water Table elevation for both basin areas. Please also revise this information as needed.
• Attached is a letter from the Geo-tech which states the groundwater table elevation is as
indicated in the geo-tech report.
3. Please provide sealed, signed and dated calculations by a licensed North Carolina professional
engineer. Both plans and calculations are required to be sealed.
• The attached stormwater report has been sealed and signed by a licensed North
Carolina professional.
2045 W. WOODLAND SPRINGFIELD. M065807 PH: 417.866.2741 Fx: ai7.866.2778 WWW.AEINCMO.COM E-MAIL:[e-mail]
ENGINEERS • SURVEYORS • L A B O R A T-O R I E S • DRILLING

4. The Bioretention Cell Supplement form for basin #2 has 1.375 ft of planting media listed however the
plans give 2.5 ft (30) which meets the requirement. Please revise the second page of the supplement to
reflect the 2.5ft depth of media required. There is also 3 inches of mulch listed, which 1 believe is a
simple typo. Mulch is not planned for this "grassed" cell is it?
The Bio-retention Cell Supplement form was modified to indicate that there is 2.5' of
planting media. And the mulch was removed and replaced with grass.
Please contact us if we can be of any assistance in finishing the Permit Application
process or if there are any items we might have overlooked.
Thank you for your assistance with this permitting process.
Sincerely,
dyzzA,r�-
Neil S. Brady, P.E. IF
President
NSB/cdt
Enclosures
1-copy ECS Carolinas LLP Letter
1-copy State Comments
1-copy Project Narrative
1-copy Stormwater Management Permit Application Form
1-copy Bio Retention Cell Supplement
1-copy Stormwater Report

Chris Turnbough
From:
Vinson, Scott ([e-mail]]
Sent:
Wednesday, January 06, 2010 4:01 PM
To:
Chris Turnbough
Subject:
O'Reilly Auto Parts
Follow Up Flag:
Follow up
Flag Status:
Flagged
Chris,
I finished the Stormwater review for the O'Reilly Auto Parts project here in Washington, Beaufort Co. yesterday. Please
see the letter below. Most is what we discussed over the phone. Please call to discuss the Seasonal High Water Table
estimate. After visiting the site I don't think you will need to adjust the design elevations currently proposed, however
the estimated SHWT elevations may need to be adjusted up in addition to getting ECS, LLP to revise their statement in
the report. Also, we are sending back the submitted O'Reilly Auto Parts project that is proposed in Goldsboro, NC
because a State SW permit is not required for the non -coastal Wayne County. You may have to submit to the city or
county for their Nutrient Removal Stormwater program approval, but not to us. My direct line is [phone] if you
want to discuss.
Scott
Mr. Charlie Downs, Vice President
0-Reilly Automotive, Inc.
233 South Patterson
Springfield, MO 65802
Dear Mr. Downs:
Subject: Stormwater Review SW7091106
O'Reilly Auto Parts
Beaufort County
This office received a Coastal Stormwater permit application and plans for the subject project on November 6,
2009. A preliminary review of the project indicates that before a State Stormwater permit can be issued the following
additional information is needed.
1. The impervious area sum on page 4of 6 of the application under Section IV. No.10 is incomplete. The impervious
areas listed for each of the drainage areas for buildings, parking, sidewalks, etc. is not filled out. Also, there
appears to be more than 2 drainage areas. The third drainage area appears to be that portion of the parking
area that drains directly to US Hwy 17 without stormwater treatment. Please explain why this impervious area
will not be collected and treated within the narrative. Please complete a column for each drainage area that has
impervious area proposed.
2. The second paragraph on page 5 of the soils report prepared by ECS, LLP states "The highest groundwater
observations are normally encountered in the late winter and early spring, and our current groundwater
observations are expected to be near or representative of the seasonal maximum water table." The problem
with this statement is that the soil borings and water table observations were conducted on August 10, 2009
(not in late winter or early spring) when the water table is expected to be near it's seasonal lowest, not highest.
Please have ECS, LLP reevaluate this statement and submit a revised soils report. The submitted narrative ties
the findings from this report to an expected Seasonal High Water Table elevation for both basin areas. Please
also revise this information as needed.
3. Please provide sealed, signed and dated calculations by a licensed North Carolina professional engineer. Both
plans and calculations are required to be sealed.
4. The Bioretention Cell Supplement form for basin q2 has 1.375 ft of planting media listed however the plans give
2.5 ft (30") which meets the requirement. Please revise the second page of the supplement to reflect the 2.5ft
1

,depth of media required. There is also 3 inches of mulch listed, which I believe is a simple typo. Mulch is not
planned for this "grassed" cell is it?
The above requested information must be received in this office prior to February 5, 2010 or your application
will be returned as incomplete. The return of this project will necessitate resubmittal of all required items including the
application fee. If you need additional time to submit the required information, please mail or fax your request for
time extension to this office at the Letterhead address.
You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North Carolina General
Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have questions, please feel
free to contact me at [phone].
Sincerely,
Scott Vinson
Environmental Engineer
cc: Paul Engel & Chris Turnbough —Anderson Engineering, Inc. (by email)
Washington Regional Office
*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.
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9

ECS CAROLINAS, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities
Mr. Steve Peterie
O'Reilly'Auto Parts
P.O.'Box.1156
Springfield, MO 65802
JAN 2 0 2010
January 8, 2010
'Re: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
.O'Reilly Auto Parts Store
'Carolina Avenue
Washington; North Carolina
ECS Project No.; 22.15147
Dear,Mr. Peterie:
•Groundwater observations,werel made after the completion of the drilling operations all
;boring slocations: Furthermore, visual observations of, the samples retrieved during
drilling,.exp_lorabon•;were4elso::used :In•evaluating the ;groundwater conditions. The
groundwater ;depths were: observed to ranga :from 5.0 to '8.0 feet below the existing
grade'after•oompletion of,the borings. In boring B-2, groundwater -was encountered:at
16"feet,tielow existing:'grades. TFiis is likely caused ,by -the void in the subgrade at that
depth. The,highest, groundwater•,observations are normally encountered 'in-the:late
Wnter'and:early spring,rand!our current groundwater, observations are expected to be
near or;representative of the seasonal maximum water table.
We: appreciate'the, opportunity tto:be of service to you during the design phase of this
;project;and; look forward;to:our.,continued,lnvolvement during the construction phase.' If
you have any. questions,00nceming the, information -and recommendations presented in
.this report,; please contact uszi [phone] for further assistance.
Respectfully submitted,
ECS CAROLINAS, LLP
Winslow E.,.Goins,.P.E. \���qutll�tr�r
7Project'.Engineer, !�Zz�Ot,H CqR0 //�
'North Carolina Ucenq_dW�a p
U�37 f r•9
AW
Walid M. Sobh, P.E.
Principal Engineer
North Carolina License No.,022983
7211 Ogden Business Park„Suite 201, Wilmington, NC 28411 •'T: 910-686-9114 • F: 910-686-9666 www.ecs[imited.com
ECS Carolinas,, LLP. -'ECS Florida. LLC ECS Illinois, LLC t ECS'Mid-Altanlic. LLC -.ECS Southeast. LLC • ECS Texas, LLP

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
January 5, 2010
Mr. Charlie Downs, Vice President
O-Reilly Automotive, Inc.
233 South Patterson
Springfield, MO 65802
Subject: Stonnwater Review SW7091106
O'Reilly Auto Parts
Beaufort County
Dear Mr. Downs:
Dee Freeman
Secretary
This office received a Coastal Stonnwater permit application and plans for the subject project on November 6,
2009. A preliminary review of the project indicates that before a State Stormwater permit can be issued the following
additional information is needed.
I. The impervious area sum on page 4of 6 of the application under Section IV. No.10 is incomplete. The
impervious areas listed for each of the drainage areas for buildings, parking, sidewalks, etc. is not filled out. Also,
there appears to be more than 2 drainage areas. The third drainage area appears to be that portion of the parking
area that drains directly to US Hwy 17 without stornwater treatment. Please explain why this impervious area
will not be collected and treated within the narrative. Please complete a column for each drainage area that has
impervious area proposed.
2. 'file second paragraph on page 5 of the soils report prepared by ECS, LLP states "The highest groundwater
observations are normally encountered in the late winter and early spring, and our current groundwater
observations are expected to be near or representative of the seasonal maximum water table." The problem with
this statement is that the soil borings and water table observations were conducted on August 10, 2009 (not in late
winter or early spring) when the water table is expected to be near it's seasonal lowest, not highest. Please have
ECS, LLP reevaluate this statement and submit a revised soils report. The submitted narrative ties the findings
from this report to an expected Seasonal High Water Table elevation for both basin areas. Please also revise this
information as needed.
3. Please provide sealed, signed and dated calculations by a licensed North Carolina professional engineer. Both
plans and calculations are required to be sealed.
4. The Bioretention Cell Supplement form for basin #2 has 1.375 ft of planting media listed however the plans give
2.5 ft (30") which meets the requirement. Please revise the second page of the supplement to reflect the 2.5ft
depth of media required. There is also 3 inches of mulch listed, which I believe is a simple typo. Mulch is not
planned for this "grassed" cell is it?
The above requested information must be received in this office prior to February 5, 2010 or your application will
be returned as incomplete. The return of this project will necessitate resubmittal of all required items including the
application fee. If you need additional time to submit the required information, please mail or fax your request for
time extension to this office at the Letterhead address.
North Carolina Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
An F.mml Onnom mini \ AKrmative Adion Emnhwer
Internet: w".nmaterquality.ora
Phone: [phone] FAX: [phone]
FAX: [phone]
NorthCarolina
Natitrally

You should also be aware that the Stormwater Rules require that the permit be issued prior to any development
activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North Carolina General Statute 143-
215.1 and may result in civil penalties of up to $10,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have questions, please feel
free to contact me at [phone].
Sincerely,
Scott Vinson
Environmental Engineer
cc: Paul Engel & Chris Turnbough — Anderson Engineering, Inc.
Washington Regional Office
North Carolina Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
An Faual Oonotluniry 1 AKrmalive Arlion Fmnlnver
Internet www.ncwaterquality,org
Phone: [phone] FAX: [phone]
FAX: [phone]
NorthCarolina
Naturally

*Basin Elevations
' Temporary pool elevation
Type of bioretention cell (answer "Y" to only one of the two
following questions):
Is this a rag ssed cell?
Is this a cell with treesishrubs?
Planting elevation (top of the mulch or grans sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filler?
What is the length of the vegetated filler?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feel if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "K" in the shaded cell)
Gravel and grass
(8*inches gravel followed by 3.5 It of grass)
Grassed Swale
Forebay
Other
Permit Number:
.n (to be Provided by DWQ)
9.20 fmsl
T 0V
Y (Y or N) Insufficient media depth e N
N (Y or N)
8.6 fmsl
O',8`inches OK
7.225 fmsl
1.375 it
0.33 fl
Y (Y or N)
4 OK
2 OK
1 ft
5.895 fmsl
2.5 fmsl
3.395 it OK
Y (Y or N)
fmsl
8.6 it
Y (Y or N) OK
Y (Y or N) OK
56 it
y (Y or N) Submit a level spreader supplement.
y (Y or N)
OK
y (Y or N)
OK
y (Y or N)
OK
y (Y or N)
OK
1 fusee
OK
n (Y or N)
OK
n (Y or N)
OK
y (Y or N)
OK
x
OK
Form SW401-Bioretention-Rev.8
July 30, 2009
Parts I and II. Design Summary, Page 2 of 2

T
Permit Number: 5 w70 % //'X-'
(to be provided by DWO)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM NOV O 6
NCDENR 401 CERTIFICATION APPLICATION FORM 2009
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name O'Reilly Auto Parts
Contact name Neil S. Brady
Phone number 417-866-2741
Date October 29, 2009
Drainage area number North Bio-Retemon p2
II. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak Flow required?
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SAWaters
Minimum volume required
Volume provided
Storage Volume: SA ers
1.5'runoff volume �� '``
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Media and Soils Summary
Drawdown time, parried volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In -situ soil:
Soil permeability
Planting media soil:
Soil permeability
Soil composition
% Sand (by weight)
% Fines (by weight)
% Organic (by weight)
Phosphorus Index (P-Index) of media
Form SW401-Bioretention-Rev.8
July 30, 2009
13,504 ff2
9,148 ff2
67.7% %
3.5 inch
y (Y or N)
3.5 in
in/hr
0.983 ff3/sec
1.424 fl3lsec
0,441 fl3/sec
1,053.0ft3._ 11ti7c�lr"' CAkcS.
1,777.0 it' OK
1,053 ff3
1,983 fl3
3,060 ft3
1,077 fl3
1,512113 OK
12 inches
OK
1.00 it
2,054.0 ff2
OK
74 It
OK
281t
OK
10.8 hr OK
6 hr OK
16.8 hr
2.00 in/hr OK
2.00 inlhr OK
85% OK
10% OK
5% OK
Total: 100%
20 (unitless) OK
Parts I and II. Design Summary, Page 1 of 2

iy DWQ USE ONLY
Date Received
Pee Paid
Permit Number
Q
Applicable Rules: ❑ Coastal SW —1995 ❑ Coastal SW — 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan: ,_'
State of North Carolina bfr.-"`
h re,_
Department of Environment and Natural Resources
Division of Water Quality NOV Q 5 20C9
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
O'Reilly Auto Parts
2. Location of Project (street address):
City: Wash ington Cou nty:Beau fort Zi p:27889
3. Directions to project (from nearest major intersection):
Southeast of US HWY 17 & Pierce Street Intersection
4. Latitude:35° 33' 04.93" N Longitude:77° 03' 27.66" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) and the status of
construction: ❑Not Started []Partially Completed* ❑ Completed* *provide a designer's certification
2. S ecify the type of project (check one):
i.ow Density High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, N/A and the previous name of the,project, if different than currently
proposed, N/A
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major
®NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 0.89 ac of Disturbed Area
❑404/401 Permit: Proposed Impacts
b.lf any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
Form SWU-101 Version 07Ju1y2009
Page I of

III.- CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:0'Reilly Automotive Inc.
Signing Official & Title:Charlie Downs (Vice President)
b.Contact information for person listed in item la above:
Street Address:233 South Patterson
City:Springfield State:MO. Zip:65802
Mailing Address (if applicable):233 South Patterson
City:Springfield
Phone: (417-862 ) 3333
Email:[e-mail]
State:MO. Zip:65802
Fax: (417 ) 874-7112
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:OReilly Automotvie Inc.
Signing Official & Title:Charlie Downs, Vice President
b.Contact information for person listed in item 2a above:
Street Address:233 South Patterson
City:Springfield State:MO. Zip:65802
Mailing Address (if
City:
Phone: (417 ) 862-3333
Email:[e-mail]
Fax: (417 ) 874-7112
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact
Signing Official &
b.Contact information for person listed in item 3a above: C-i r^�C«- kl8 th epv• toi"t
Mailing Address:2045 W. Woodland
City:Springfield State:MO. Zip:65807
Phone: (417-866 ) 2741 Fax: (417 ) 866-2778
Email:[e-mail]
4. Local jurisdiction for building permits: City of Washington, NC
Point of Contact:lessica L. Selby Phone #: (252 ) 975-9383
Form SWU-101 Version 07July2009 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Two bio-retention basins will be installed one located on the north side and the other on the south side of the
site. The bio-retention basin's will be designed to treat the first 1 5" flush and restrict the 24 hr. 1-yr storm
event to existing conditions.
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUDApproval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.Identify the regulation(s) the project has been designed in accordance with:
® Coastal SW —1995 ❑ Ph II —Post Construction
3. Stormwater runoff from this project drains to the Tar -Pamlico River basin.
4. Total Property Area: 0.89 acres
5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Property Area (4) —Total Coastal Wetlands Area (5) —Total Surface Water Area (6) = Total Project Area':
Total project area shall be calculated to exclude the follozaing: the normal pool of imppounded structures, the area
between the banks of streams and rivers, the area below the ) lormal High Water (NHW) line or Mean High Water
(MHW) line, and coastal zoetlands landward from the NHW (or MHIV) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal zoetlands landward of the NHW (or MHW) line maybe
included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =
9. How many drainage areas does the project have?2 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Form SWU-101 Version 07July2009 Page 3 of 7

Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area
Drainage Area
Receiving Stream Name
Jacks Creek
Jacks Creek
Stream Class *
C;NSW
C;NSW
Stream Index Number *
29-12-4-(1)
29-12-4-(1)
Total Drainage Area (sf)
14375
13504
On -site Drainage Area (sf)
14375
13504
Off -site Drainage Area (sf)
Proposed Impervious Area** (sf)
10455
9,148
% Im ervious Area** (total)
72.7
67.7
Impervious" Surface Area
Drainage Area
Drainage Area
Drainage Area
Drainage Area
On -site Buildings/Lots (sf)
On -site Streets (so
On -site Parking (sf)
On -site Sidewalks (sf)
Other on -site (sf)
Future (sf)
Off -site (sf)
Existing BUA*** (sf)
Total (sf):
Stream Class and Index Number can be determined at: http://l12o.enr.state.nc.ttslbims/reportslreportsWB httnl
** Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
* Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that is
to be rernoved and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhttp://l12o.enr.state.nc.tis/su/bmp forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://l12o.enr.state.nc.us/su/bmp forms lutm. The complete application package
should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating project
on the interactive online map at littl2://li2o.enr.state.nc.us/su/msi maps htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.state.nc.us/su/bmp forms htm.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. _NS8_
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants N56
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M NS 8
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDFNR. (For an Express review, refer to N5 g
httl2://www.envlie]12.org/12ages/onestol2exi2ress.htmi for information on the Express program
Form SWU-101 Version 07July2009 Page 4 of 7

and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for IVS9
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the _Alst
receiving stream drains to class SA waters within � mile of the site boundary, include the'Fi
mile radius on the map.
7. Sealed, signed and dated calculations. IUS-9-
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: 05 B
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all 6UA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
I. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage casements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify NS 0
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 1325 Page No: 72 A/S Q
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
littp://www.secretary.state.nc.us/Cori2orations/CSearch.aspx
Form SWU-101 Version 07July2009 Page 5 of 7

VIL JDEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http://h2o.enr.state.nc.us/su/bmp forms.htmadeed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
VHL CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Neil S. Brady
Consulting Firm: Anderson Engineering Inc.
Mailing Address:2045 W. Woodland
City:Springfield State:MO. Zip:65807
Phone: (417 ) 866-2741 Fax: (417 ) 866-2778
Eniail:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or type name of person listed in Contact Information, item 2a) Charlie Dotons , certify that 1
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item in) with (print or type name of organization listed in
Contact Information, item lb) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version 07July2009 Page 6 of 7

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a vali permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a viola n f NC G@rfeaue 143-215.1 and may result in appropriate enforcement action including
the assessment 'If ' it penalties f up to $25,000 per day, pursuant to NCGS 143-215.6.
Signatur(: Date:
i z o9
[Y11� � L°f'/l� a Notary Public for the State of MISSeu.Y I County of
(`rft° Pme. —do hereby certify that _l .iu jl� DDuMS personally appeared
before me this day of IVf)LeAger —ICC)q, and a knowI d�g�e_thhe_due execution of the application for a
stormwater p \Cp7itlni�''tness my hand and official seal, 6�oh //kt"� />2C-Pnwf
' 9 Ai7Y 0
OF
ELLEN MCHELL BEENY
votaryPubkStiteofMiss A
Coumy of [wren
My Commission Egim 07-23-2010
commission t 06917942
X. APPLICANT'S CERTIFICATION
SEAL
My commission expires ?-0\'3-A010
I, (print or type name of person listed in Contact Information, item 2)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective c n its w. recorded, and that the proposed project complies with the requirements of the
applicable stor er rules a der A NCAC 2H .1000, SL 2006-246 (Ph. 11- Post Construction) or SL 008-211.
Signature: Date:
I, Cljeyx a Notary Public for the State of _ill\S u C t County of
( •!r•GPA'lfo . do hereby certify that )Our i%QJ "D0v3-rxS personally appeared
before me this dhdday of .Nl s PMw r a Lloq and acknowledge the due execution of the application for a
stormwater permit. Witness my hand and official seal,X�
p ,111lin
SEAL
�OF M 1SS0``\`
ELLENMITHELLBEENY My commission expires -7-C) 0
NotaryPubli45 ofMLaouri
CoumyofLaverxe
My CommissionEvires -a2olo
Comm ssion i o691794a
Form SWU-101 Version 07July2009 Page 7 of 7

ECS CAROLINAS, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities
January 8, 2010
Mr. Steve Peterie
O'Reilly Auto Parts
P.O. Box 1156
Springfield, MO 65802
Re: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
Dear Mr. Peterie:
Groundwater observations were made after the completion of the drilling operations all
boring locations. Furthermore, visual observations of the samples retrieved during
drilling exploration were also used in evaluating the groundwater conditions. The
groundwater depths were observed to range from 5.0 to 8.0 feet below the existing
grade after completion of the borings. In boring B-2, groundwater was encountered at
16 feet below existing grades. This is likely caused by the void in the subgrade at that
depth. 'The `highest groundwater observations are normally encountered in the late
tWinter and early spring,,and our current groundwater observations are expected to be
near or representative of the seasonal maximum water table.
We appreciate the opportunity to be of service to you during the design phase of this
project and look forward to our continued involvement during the construction phase. If
you have any questions concerning the information and recommendations presented in
this report, please contact us at [phone] for further assistance.
Respectfully submitted,
ECS CAROLINAS, LLP
umlz�
Winslow E. Goins, P.E. \vvUlln 111011
Project Engineer � oP� H .OARO
North Carolina Licensee
At
i •�•r 0 3 67 r•9\
�r�liiit�\\\`
M40,
Walid M. Sobh, P.E.
Principal Engineer
North Carolina License No. 022983
7211 Ogden Business Park, Suite 201. Wilmington, NC 28411 • T: 910-666-9114 F: 910-686-9666 www.ecslimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois, LLC • ECS Mid-Atlanlic, LLC ECS Southeast, LLC ECS Texas, LLP

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
O'REILLY AUTO PARTS STORE
CAROLINA AVENUE
WASHINGTON, NORTH'CAROLINA
r
PREPARED FOR:
MR. STEVE PETERIE
O'REILLY AUTO PARTS
P.O. BOX 1156
SPRINGFIELD,. MO 65802
ECS CAROLINAS, LLP PROJECT NO.: 22.15147
AUGUST 13, 2009

"a
LC
p ECS CAROLIMAS, LLP "Setting the Standard for Service."
,DAUB®16awpS Geotechnical •Construction Materials •Environmental •Facilities
August 13, 2009
Mr. Steve Peterie
O'Reilly Auto Parts
P.O. Box 1156
Springfield, MO 65802
Re: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
Dear Mr. Peterie:
As authorized by your acceptance of our work order authorization, dated July 30, 2009,
ECS Carolinas, LLP has completed a subsurface exploration for the subject project.
This report presents the results of the field exploration and engineering analysis, along
with our recommendations for design of geotechnical related Items.
We appreciate the opportunity to be of service to you during the design phase of this
project and look forward to our continued involvement during the construction phase. If
you have any questions concerning the information and recommendations presented in
this report, please contact us at [phone] for further assistance.
Respectfully submitted,
ECS CAROLI�%NA<<S, LLP
`�Yf�"� Vflt�
U V �
Winslow E. Goins, P.E.
Project Engineer
North Carolina License No.033751
W4 % * --
Walid M. Sobh, P.E.
Principal Engineer
North Carolina License No. 022983
7211 Ogden Business Park. Suite 201, Wilmington, NC 28411 • T 910-686-9114 F: 910-686-9666 www.eGslimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Illinois. LLC • ECS Mid -Atlantic, LLC ECS Southeast. LLC ECS Texas. LLP

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
O'REILLY AUTO PARTS STORE
CAROLINA AVENUE
WASHINGTON, NORTH CAROLINA
PREPARED FOR:
MR. STEVE PETERIE
O'REILLY AUTO PARTS
P.O. BOX 1166
SPRINGFIELD, MO 65802
PREPARED BY:
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON, NORTH CAROLINA 28411
FIRM NO. F-1087
ECS CAROLINAS, LLP PROJECT NO.: 22.15147
WINSLOW E. GOINS. P.E.
�\\� k r-ARO����t
.4 S4
�ff{{��6 9.9
? ao�SEAL� i
03 75 ;
NC Lf2��Nm� 033751
AUGUST 13, 2009

TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY .........................................
2.0 PROJECT OVERVIEW ............................................
2.1 Project Information......................................................
2.2 Scope of Work.............................................................
2.3 Purpose of Exploration ................................................
........................1
................................................. 2
................................................. 2
................................................. 2
.................................................2
3.0 EXPLORATION PROCEDURES..........................................................................................3
3.1 Subsurface Exploration Procedures.................................................................................3
3.1.1 Soil Borings.............................................................................................................3
4.0 EXPLORATION RESULTS
4.1
...................................................................................................4
Site Conditions................................................................................................................4
4.2
Regional Geology............................................................................................................4
4.3
Soil Conditions.................................................................................................................4
4.4
Groundwater Conditions..................................................................................................5
5.0 ANALYSIS AND RECOMMENDATIONS..............................................................................6
5.1
Subgrade Preparation......................................................................................................6
5.2
Engineered Fill Placement Foundations Design...............................................................7
5.3
Foundations Design.........................................................................................................8
5.4
Floor Slab Design............................................................................................................9
5.5
Pavement Recommendations..........................................................................................9
5.6
Site Drainage.................................................................................................................11
5.7
Construction Considerations..........................................................................................11
6.0 CLOSING...........................................................................................................................12
APPENDICES
APPENDIX A -FIGURES
APPENDIX B-sPT BORING LOGS AND SOIL CLASSIFICATION SYSTEM, DESCRIPTION, AND TERMINOLOGY
APPENDIX C-GENERAL CONDITIONS
APPENDIX D-PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES

Report of Subsurface Exploration and Geotechnical Engineering Analysis
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
1.0 EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering
analysis for the proposed site located at Carolina Avenue in Washington, North Carolina. The
site is bordered to the north by Pierce Street, to the west by Carolina Avenue and to the east by
W. 1th Street. At the time of our field exploration, the site consisted of open grassy areas and
stone parking areas. There was an existing house on the site and a dirt road on the site. The site
is relatively level with typical elevations ranging from 7 to 13 feet.
Based on the work order authorization, we understand that a one story, masonry building along
with associated parking and driveways will be constructed at the site. We understand that the
design loads consist of a floor load of 125 pounds per square foot, column loads of 30 kips and
wall loads of 1 kip per foot. Additional project specific information was not available at the time
this report was prepared.
Approximately 3 inches of topsoil was reported by the drillers at boring locations B-1, B-2, B-3
and B-4. Approximately 4 inches of ABC stone were reported by the drillers at boring locations
B-5 and B-6. Beneath the surface to depths of 15 feet, the test borings typically encountered
intermittent layers of very loose to medium dense silty, clayey and clean sands (SM, SC, SP)
and very soft to soft clay (CL). A fractured limestone void was encountered in boring B-2 at a
depth of 13 to 16 feet.
In summary, the proposed construction can be supported on conventional shallow foundations.
For foundations designed and constructed in accordance with the recommendations provided in
this report, a net allowable soil bearing pressure of up to 2,000 pounds per square foot (psf) is
recommended for use in proportioning shallow foundations.
Specific information regarding the subsurface exploration procedures used, the site and
subsurface conditions at the time of our exploration, and our conclusions and recommendations
concerning the geotechnical design and construction aspects of the project are discussed in
detail in the subsequent sections of this report. Please note this Executive Summary is an
important part of this report and should be considered a "summary" only. The subsequent
sections of this report constitute our findings, conclusions, and recommendations in their
entirety.
Prepared By: Reviewed By:
Winslow E. Goins, P.E. Walid M. Sobh, P.E.
Project Engineer Principal Engineer

Report of Subsurface Exploration and Geotechnical Engineering Analysis
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
2.0 PROJECT OVERVIEW
2.1 Project Information
Our understanding of the proposed development is based upon the work order provided by
O'Reilly Auto Parts Store and a review of the site plan provided to ECS by O'Reilly Auto Parts
Store. The proposed site is located at Carolina Avenue in Washington, North Carolina. The site
is bordered to the north by Pierce Street, to the west by Carolina Avenue and to the east by W. 7 h
Street. At the time of our field exploration, the site consisted of open grassy areas and stone
parking areas. There was an existing house on the site and a dirt road on the site. The site is
relatively level with typical elevations ranging from 7 to 13 feet.
Based on the work order authorization, we understand that a one story, masonry building along
with associated parking and driveways will be constructed at the site. We understand that the
design loads consist of a floor load of 125 pounds per square foot, column loads of 30 kips and
wall loads of 1 kip per foot. Additional project specific information was not available at the time
this report was prepared.
2.2 Scope of Work
The conclusions and recommendations contained in this report are based on the results of:
• six soil test borings;
• visual examination of the samples obtained during our field exploration,
• engineering analyses of the field findings with respect to the provided project information.
2.3 Purposes of Exploration
The purpose of this exploration program was to determine the soil and groundwater conditions
at the site and to develop engineering recommendations to assist in the design and
construction of the proposed project. We accomplished these objectives by:
• performing a site reconnaissance to evaluate the existing site conditions,
• drilling test borings to explore the subsurface soil and groundwater conditions, and
• analyzing the Feld data to develop appropriate geotechnical engineering design and
construction recommendations.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
3.0 EXPLORATION PROCEDURES
3.1 Subsurface Exploration Procedures
3.1.1 Soil Test Borings
The six soil test borings drilled on the site were performed using a trailer -mounted CME 450 drill
rig utilizing various cutting bits to advance the boreholes. Mud rotary drilling was utilized to
advance the borings. Representative soil samples were obtained by means of the split -barrel
sampling procedure in general conformance with ASTM D-1586. In this procedure, a 2-inch
O.D., split -barrel sampler is driven into the soil a distance of 18 inches by a 140-pound hammer
falling 30 inches. The number of blows required to drive the sampler through a 12-inch interval
is termed the Standard Penetration Test (SPT) value and is indicated for each sample on the
boring logs in Appendix B.
The SPT value can be used as a qualitative indication of the in -place relative density of
cohesionless soils. In a less reliable way, it also indicates the consistency of cohesive soils.
This indication is qualitative, since many factors can affect the standard penetration resistance
value (i.e., differences between drill crews, drill rigs, drilling procedures, and hammer -rod -
sampler assemblies) and prevent a direct correlation between SPT resistance value, or N-
Value, and the consistency or relative density of the tested soil. Split -spoon samples were
obtained at approximately 2.5-foot intervals Within the upper 10 feet and at approximately 5-foot
Intervals thereafter. The approximate locations of the soil test borings are indicated on the
Boring Location Plan in Appendix A of this report.
The drilling crew maintained a field log of the soils encountered in the borings. After recovery,
each sample was removed from the sampler and visually classified. Representative portions of
each soil sample were then sealed in air -tight containers and brought to our laboratory in
Wilmington, North Carolina for visual examination and formal classification by a geotechnical
engineer in general accordance with the Unified Soil Classification System guidelines.
The soil samples collected for this investigation will be retained at our laboratory for a period of
sixty (60) days, after which they will be discarded unless other instructions are received as to
their disposition.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The proposed site is located at Carolina Avenue In Washington, North Carolina. The site is
s
bordered to the north by Pierce Street, to the west by Carolina Avenue and to the east by W. 7
Street. At the time of our field exploration, the site consisted of open grassy areas and stone
parking areas. There was an existing house on the site and a dirt road on the site. The site is
relatively level with typical elevations ranging from 7 to 13 feet.
4.2 Renional Geoloav
The site is located in the Coastal Plain Physiographic Province of South Carolina. The Coastal
Plain is composed of seven terraces, each representing a former level of the Atlantic Ocean.
Soils in this area generally consist of sedimentary materials transported from other areas by the
ocean or rivers. These deposits vary in thickness from a thin veneer along the western edge of
the region to more than 10,000 feet near the coast. The sedimentary deposits of the Coastal
Plain rest upon consolidated rocks similar to those underlying the Sand Hills, Piedmont and Blue
Ridge Physjographic Provinces. In general, shallow unconfined groundwater movement within
the overlying soils is largely controlled by topographic gradients. Recharge occurs primarily by
infiltration along higher elevations and typically discharges into streams or other surface water
bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal
fluctuations in precipitation.
4.3 Soil Conditions
Soil Test Borings: Approximately 3 inches of topsoil was reported by the drillers at boring
locations B-1, B-2, B-3 and B-4. Approximately 4 inches of ABC stone were reported by the
drillers at boring locations B-5 and B-6. Beneath the surface to depths of 15 feet, the test
borings typically encountered intermittent layers of very loose to medium dense silty, clayey and
clean sands (SM, SC, SP) and very soft to soft clay (CL). The standard penetration test
resistances (N-values) in these soils generally ranged from W.O.H. (Weight of Hammer) to 22
blows per foot (bpf). A fractured limestone void was encountered in boring B-2 at a depth of 13
to 16 feet.
The descriptions provided in this section are a general summary of the subsurface conditions
encountered within the test borings. The Test Boring Records in Appendix B contain detailed
information recorded at each of the boring locations and represent the geotechnical engineer's
interpretation of the data based on visual examination of the soil samples obtained during the
field exploration. The stratification lines on the Test Boring Records represent approximate
boundaries between material types and the actual transition between strata is expected to be
gradual.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
4.4 Groundwater Conditions
Groundwater observations were made after the completion of the drilling operations all boring
locations. Furthermore, visual observations of the samples retrieved during drilling exploration
were also used in evaluating the groundwater conditions. The groundwater depths were
observed to range from 5.0 to 8.0 feet below the existing grade after completion of the borings.
In boring B-2, groundwater was encountered at 16 feet below existing grades. This Is likely
caused by the void in the subgrade at that depth.
The highest groundwater observations are normally encountered in the late winter anri eadY
spring, and oltCcluieat ro a ne r re resantatiYe_of
the seasonal maximum wa er table. Variations In the location of the long-term water table may
occur as a resul of changes in precipitation, evaporation, surface water runoff, and other
factors not Immediately apparent at the time of this exploration. If long term water levels are
crucial to the development of this site, it would be prudent to verify water levels with the use of
perforated pipes or piezometers.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
5.0 ANALYSIS AND RECOMMENDATIONS
The recommendations provided in this report are based upon our understanding of the
proposed construction, the information provided to us during this study and our past experience
with similar conditions. Should any of the information provided to us be changed prior to final
design, ECS should be notified to review these recommendations and make appropriate
revisions, if necessary.
5.1 Subarade Preparation
The first step in preparing the site for the proposed construction should be to remove all
vegetation, rootmat, topsoil, deleterious materials, existing foundations, pavement, existing
utilities, and any other soft or unsuitable materials from the existing ground surface. These
operations should extend at least 10 feet, where possible, beyond the planned limits of the
proposed building and pavements.
After proper clearing, stripping, grubbing, and prior to fill placement, foundation, slab, or
pavement construction, the exposed subgrade soils should be carefully evaluated by an
experienced geotechnical engineer to identify any localized unstable or otherwise unsuitable
materials. After evaluating the exposed soils, proofrolling using a smooth drum vibratory roller,
having an axle weight of at least 10 tons, is suggested to be used at this time to aid in
Identifying localized soft or unsuitable material which should be removed. The vibratory
proofrolling will also help densify the upper exposed subgrade soils. During this process, it may
be necessary to allow groundwater brought to the surface during densification to recede prior to
continued densthcation or subsequent fill placement. Any soft or unsuitable materials identified
during proofrolling operations should be either repaired in -place or removed and replaced with
an approved backfill placed and compacted in accordance with recommendations of this report.
Undercutting or removing and reworking the soils in the parking lot should be anticipated in the
area of borings B-1 and B-5 due to the presence of very loose sands in the upper 5 feet.
Site subgrade conditions will be significantly influenced by weather conditions. Subgrades that
are evaluated after periods of rainfall will not respond as well to proofrolling as subgrades that
are evaluated after a periods of more favorable weather. We strongly recommend that rubber
tiro equipment not be used if subgrade conditions exhibit elevated moisture conditions. The
contractor should use tracked equipment to minimize the degradation of marginal subgrade.
The preparation of fill subgrades, as well as proposed building subgrades, should be observed
on a full-time basis by a representative of ECS. These observations should be performed by an
experienced geotechnical engineer, or his representative, to ensure that all unsuitable materials
have been removed and that the prepared, subgrade is suitable for support of the proposed
construction and/or fills.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
5.2 Engineered Fill Placement
Following the removal of deleterious surface and subsurface materials, and after achieving a
stable subgrade, engineered fills can be placed and compacted to achieve the desired site
grades. All fill for support of the proposed construction and for backfill of utility lines within
expanded building and pavement limits should consist of an approved material, free of organic
matter and debris and cobbles greater than 3 inches, and have a Liquid Limit (LL) and Plasticity
Index (PI) less than 40 and 20, respectively. We also recommend that all fills within structural
areas have a standard Proctor (ASTM D 698) maximum dry density of at least 100 pounds per
cubic foot (pcf).
Unsuitable fill materials include topsoil, organic materials (OH, OL), and high plasticity clays
and silts (CH, MH). All such materials removed during grading operations should be either
stockpiled for later use in landscape fills, or placed in approved on or off -site disposal areas.
An examination of the soils recovered in the upper 3 feet during our current exploration, and our
previous experience in the area, indicates that the majority of the on -site soils in the upper 3
feet will generally be suitable for re -use as engineered fill. However, it is expected that
moisture conditioning of the fill soils will be required during placement to facilitate proper
compaction. In some areas, substantial drying may be needed and it may not be feasible to
attempt to re -use such materials as engineered fill.
Prior to the commencement of fill operations and/or utilization of any off -site borrow materials,
the contractor should provide representative samples of the proposed fill soils to the
geotechnical engineer. The geotechnical engineer can determine the material's suitability for
use as an engineered fill and develop moisture -density relationships in accordance with the
recommendations provided herein. Samples should be provided to the geotechnical engineer
at least 3 to 5 days prior to their use in the field to allow for the appropriate laboratory testing to
be performed.
All fill materials placed within the building and pavement areas should be placed in lifts not
exceeding 8 inches in loose lift thickness and moisture conditioned to within their working range
of optimum moisture content. The fills should then be compacted to a minimum of 95 percent
of the soil's standard Proctor (ASTM D 698) maximum dry density to within 12 inches below
finished subgrade. The upper 12 inches of fills placed beneath structural development should
be compacted to 98 percent of the soil's standard Proctor maximum dry density. The typical
working range of optimum moisture for the natural Coastal Plain soils at"the site is expected to
be within approximately 3 percent of the optimum moisture content. Care should also be taken
to provide a smooth, gently sloping ground surface at the end of each days earthwork activities
to help reduce the potential for ponding and absorption of surface water.
Grade controls should also be maintained throughout the filling operations. All filling operations
should be observed on a full-time basis by a qualified representative of ECS to determine that
the required degrees of compaction are being achieved. We recommend that a minimum of
one compaction test per 2,000-square-foot area be performed for each lift of controlled fill. The
elevation and location of the tests should be clearly identified at the time of fill placement.
Areas which fail to achieve the required degree of compaction should be re -worked until the
specified degree of compaction is achieved. Failing test areas may require moisture
adjustments or other suitable remedial activities in order to achieve the required compaction.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
OReilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
Fill materials should not be placed on frozen, frost -heaved, and/or soils which have been
recently subjected to precipitation. All wet or frozen soils should be removed prior to the
continuation of site grading and fill placement. Borrow fill materials, if required, should not .
contain excessively wet or frozen materials at the time of placement. Additionally, if grading
operations occur during the winter months, all frost -heaved soils should be removed prior to
placement of engineered fill, granular sub -base materials, foundation or slab concrete, and
asphalt pavement materials.
If problems are encountered during the site grading operations, or if the actual site conditions
differ from those encountered during our subsurface exploration, the geotechnical engineer
should be notified immediately.
5.3 Foundations General
Provided the subgrade preparation and earthwork operations are completed in strict
accordance with the recommendations of this report, the proposed construction can be
supported on conventional shallow foundations bearing on approved natural materials and/or
properly compacted fill. We recommended a net allowable design soil bearing pressure of up
to 2,000 psf for proportioning continuous and isolated column footings. To reduce the
possibility of foundation bearing failure and excessive settlement due to local shear or
"punching" failures, we recommend that continuous footings have a minimum width of 18
inches and that Isolated column footings have a minimum lateral dimension of 30 inches.
Furthermore, all footings should bear at a depth to provide adequate frost cover protection. For
this region, we recommend the bearing elevation be a minimum depth of 12 inches below the
finished exterior grade or in accordance with the local building code requirements.
The net allowable soil bearing pressure refers to that pressure which may be transmitted to the
foundation bearing soils in excess of the final minimum surrounding overburden pressure. The
final footing elevation should be evaluated by ECS personnel to verify that the bearing soils are
capable of supporting the recommended net allowable bearing pressure and suitable for
foundation construction. These evaluations should include visual observations, hand rod
probing, and dynamic cone penetrometer (ASTM STP 399) testing, or other methods deemed
appropriate by the geotechnical engineer at the time of construction, in each column footing
excavation and at intervals not greater than 20 feet in continuous footing excavations. The
footing subgrade should be checked following footing excavations to determine if undercutting
is required.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
The settlement of a structure is a function of the compressibility of the bearing materials,
bearing pressure, actual structural loads, fill depths, and the bearing elevation of footings with
respect to the final ground surface elevation. Estimates of settlement for foundations bearing
on engineered or non -engineered fills are strongly dependent on the quality of fill placed.
Factors which may affect the quality of fill include maximum loose lift thickness of the fills
placed and the amount of compactive effort placed on each lift. Provided the recommendations
outlined in this report are strictly adhered to, we expect that total settlements for the proposed
construction are expected to be in the range of 1 inch or less, while the differential settlement
will be approximately %2 of the anticipated total settlement. This evaluation is based on our
engineering experience and the provided structural loadings for this type of structure, and is
intended to aid the structural engineer with his design.
5.4 Floor Slab Design
Provide a suitable subgrade Will be prepared as recommended herein, ground level slabs can
be designed as slabs -on -grade. Our findings indicate that a modulus of subgrade reaction (ks)
of 125 pci is appropriate for design provided that upper 12 inches of the slab subgrade soils
have been uniformly compacted to at least 98 percent of their standard Proctor maximum dry
density.
We recommend that all slabs -on -grade be isolated from the foundations so that potential
differential settlement of the structure will not induce shear stresses in the floor slab. Also, to
minimize the crack width of any shrinkage cracks that may develop near the surface of the slab,
wire mesh reinforcement may be included in the slab design. The mesh should be located in
the top third of the slab to be effective.
We also recommend that all slabs -on -grade ber underlain by a minimum of 4 inches of open
graded aggregate to help prevent the capillary rise of subsurface moisture from adversely
affecting the slab. If open graded aggregate is not available, clean sand with less than 3
percent fines can be used provided the placement and compaction of the sand complies with
the above recommendations. If floor covering such as tile or carpet will be utilized for interior
finishes, a polyethylene vapor barrier may be used beneath the floor slab for moisture control
considerations.
5.5 Pavement Design Considerations
For the design and construction of exterior pavements, the subgrades should be prepared in
strict accordance with the recommendations in the "Subgrade Preparation" and "Engineered Fill
Placement" sections of this report. An important consideration with the design and construction
of pavements is surface and subsurface drainage. Where standing water develops, either on
the pavement surface or within the base course layer, softening of the subgrade and other
problems related to the deterioration of the pavement can be expected. Furthermore, good
drainage should minimize the possibility of the subgrade materials becoming saturated during
the normal service period of the pavement.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
For the design and construction of exterior pavements, the subgrades should be prepared in
accordance with the recommendations in the "Subgrade Preparation" and "Engineered Fill"
sections of this report. An important consideration with the design and construction of
pavements is surface and subsurface drainage. Where standing water develops, either on the
pavement surface or within the base course layer, softening of the subgrades and other
problems related to the deterioration of the pavement can be expected. Furthermore, good
drainage should reduce the possibility of the subgrade materials becoming saturated during the
normal service period of the pavement.
Based on our past experience with similar facilities and subsurface conditions, we present the
following design pavement sections provided the recommendations contained in this report are
strictly followed. We have developed the pavement sections recommended below using
AASHTO guidelines based on an assumed CBR value of 4, an anticipated design life of 20
years, 2,500 cars per day and a maximum of 4 trucks per day.
h" Light Duiy
Heavy Duty
Portland Cem&V
MateriahUeslgnatlon . •
Asphalt
s AsphaR'
Concrete;(PCC)'
r,
Pavement.:
)> -Pavement _
; 1 •:-Pavement
Asphalt Surface Course SF 9A
2.0 inch
1.5 inches
Asphalt Binder Course 1 %0
-
2.5 inches
Portland Cement Concrete
6.0 inches
Aggregate Base Course
6.0 inches
8.0 inches
6.0 inches
ECS should be allowed to carefully review these recommendations and make appropriate
revisions based upon the formulation of the final traffic design criteria for the project.
All aggregate base course materials beneath pavements should be compacted to at least 95
percent of their modified Proctor maximum dry density (ASTM D 1557).
The asphalt concrete surface course materials, asphalt concrete binder course materials, and
underlying aggregate base course materials should conform to the North Carolina Department
of Transportation Standard Specifications. Careful selection of the asphalt binder and surface
course mixes should be made based upon the anticipated traffic conditions for the facilities.
Front -loading trash dumpsters frequently impose concentrated front -wheel loads on pavements
during loading. This type of loading typically results in rutting of bituminous pavements and
ultimately pavement failures and costly repairs. Similarly, drive-thru lanes also have an
elevated risk of pre -mature distress. Therefore, we suggest that the pavements in trash pickup
and drive-thru areas utilize the aforementioned, Portland Cement Concrete (PCC) pavement
section. It may be prudent from an economical standpoint to use rigid pavement sections in all
areas planned for heavy truck traffic. Such a.PCC section would typically consist of 6 inches of
4,000 psi concrete over not less than 6 inches of compacted aggregate base course.
Appropriate steel reinforcing and jointing should also be incorporated into, the design of all PCC
pavements.
10

Report of Subsurface Exploration and Geotechnical Engineering Analysis
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147
5.6 Site Drainage
Positive drainage should be provided around the perimeter of the structure to minimize the
potential for moisture infiltration into the foundation and slab subgrade soils. We recommend
that landscaped areas adjacent to these structures be sloped away from the construction and
maintain a fall of at least 6 inches for the first 10 feet outward from the structures. The parking
lots, sidewalks, and any other paved areas should also be sloped to divert surface water away
from the proposed building.
The proper diversion of surface water during site grading and construction will help reduce the
potential for delays associated with periods of inclement weather. The proper diversion of
surface water is especially critical since portions of the site soils are expected to be moisture
sensitive. Based upon our past experience, the use of "crowning" large areas of exposed soils
should be useful to help divert surface water from the prepared subgrades.
5.7 Construction_ Considerations
Exposure to the environment may weaken the soils at the foundation bearing elevation if the
foundation excavations remain exposed during periods of inclement weather. Therefore,
foundation concrete should be placed the same day that proper excavation is achieved and the
design bearing pressure verified. If the bearing soils are softened by surface water absorption
or exposure to the environment, the softened soils must be removed from the foundation
excavation bottom immediately prior to placement of concrete. If the excavation must remain
open overnight, or if inclement weather becomes imminent while the bearing soils are exposed,
we recommend that a 1 to 3 inch thick "mud -mat" of "lean" concrete be placed over the
exposed be soils before the placement of reinforcing steel.
It is imperative to maintain good site drainage during earthwork operations to help maintain the
integrity of the surface soils. The surface of the site should be kept properly graded to enhance
drainage of surface water away from the proposed construction areas during the earthwork
phase of this project. We recommend that surface drainage be diverted away from the
proposed building and pavements areas without significantly interrupting its flow. Other
practices would Involve sealing the exposed soils daily with a smooth -drum roller at the end of
the day's work to reduce the potential for infiltration of surface water into the exposed soils.
The key to minimizing disturbance problems with the soils is to have proper control of the
earthwork operations. Specifically, it should be the earthwork contractor's responsibility to
maintain the site soils within a workable moisture content range to obtain the required in -place
density and maintain a stable subgrade. Scarifying and drying operations should be Included in
the contractor's price and not be considered an extra to the contract. In addition, construction
equipment cannot be permitted to randomly run across the site, especially once the desired
final grades have been established. Construction equipment should be limited to designated
lanes and areas, especially during wet periods to minimize disturbance of the site subgrades. It
will likely be necessary to utilize tracked equipment during grading operations particularly if the
subgrade soils exhibit elevated moisture conditions.
11

Report of Subsurface Exploration and Geotechnical Engineering Analysis
O'Reilly Auto Parts Store
Carolina Avenue
Washington, North Carolina
ECS Project No.: 22.15147 ,
6.0 CLOSING
Our geotechnical evaluation of the site has been based on our understanding of the site, the
project information provided to us, and the data obtained during our exploration. The general
subsurface conditions utilized in our evaluations have been based on interpolation of
subsurface data between the borings. If the project information provided to us is changed,
please contact us so that our recommendations can be reviewed and appropriate revisions
provided, if necessary. The discovery of any site or subsurface conditions during construction
which deviate from the data outlined in this exploration should be reported to us for our
evaluation. The assessment of site environmental conditions for the presence of pollutants in
the soil and groundwater of the site was beyond the scope of this geotechnical exploration.
12

t' '� 'y`�- ,T_� �;.' • �• ( NOT TO scAls
_ , U , JAI ,,IG r' , 1 n, a� _._ `n� ' •:--_.
i, '', • *, 4f � � '', `'� 't�� i '1` �� 1 '''+.. REFERPNM
M MAP FROVIDW By
s IS t �+*� 1 oa>m.LYAvro PAR Ts
''
�i ',jlt ''Titlif S 'It B-i B_2 N
B-3W*E
�.
�', Ij, ' 1 ' + i ' '1 11 r•'
�i•,f ''''I.'1 I'll , �1 , •� 1 ''I' I' }t''� 't } ITFFMAL
I iUT 1/
B-4 jl5 t k fa ti'
ar
� `�• �/c�'a-y r_—�'.�.I.1 ��v� �_�..
f/ VS/b�tf�S4l��YV(iVSe+
1 �iL _
B-fir _ • 5,
FIGURE I
' I, '1'` 1, 'I' �''4 I ,`ITS{�}.I `' - •n�I II F \ r~ �.l,-• SITE
', Y11. '' ,' 'S `Yi• I, �S,It��`ill t 'Y PA O'REOSY ALTOPARn STORE
'.', ,' , 55 ,, I,•. IC.1, _ AL i BEAUFORT COUNTY
WAsiuNaroN.NORTR CAROLINA
•''i• I'i '' - t'' , •I',,�I, ' - 't..- _ PROJECINOM-15147
5 � J-_..-.
rlt 'l 1{' 1 , 1 `• ' '� `A - DENOTES APPROXIMATE D 11-09
LOCATION OF SOIL TEST®BY/DAlB
,1
BORING PE DNA �k E D1
1

SOIL
CLASSIFICATION LEGEND
F� CMSS/PS®)
sm"
My
SMTY
M�Y�
W-
ED
0 M - L F STICM c Y
IN M-MWPIKIICITT=
B-1
B-2
TO
7
sm
5 sp
'7
10:
....
OL
4
1-0
2
Q-1
sc
CL
8 sm
WOH
17
33
EOB @ 15.0'
= sp
-10
EL -7,50
EOB C& 17.5'
EL -9.25
B-3
I
9
4
'7 7 SP
8
4 sc
EOB Ca) 15.0'
EL -5.75
B-4
I
20
SM
'7 10
6
SP
7
WOH CL
EOB @ 15.0'
EL -6.50
B-5
I
"5 sm 2 sm
22
10 sp
2 CL
EOB @ 15.0'
EL -7.50
NOTES
1. NUMBERS NEXT TO BORINGS REPRESENT
STANDARD PENETRATION TEST
RESISTANCE IN BLOWS PER FOOT
(ASTM D1586)
2. HORIZONTAL DISTANCES NOT TO SCALE
3. VERTICAL DISTANCES NOT TO SCALE
B-6
I
12
a
5 sm
7
4 SP
4 SP
EOB P 15.0'
EL -7.25
SYMBOLLEGEND
VAT
VIM
VIM 14 lam
10
U.
U.
J
16MEN
0
-10
I WE&scut
2 of 21

APPENDIX B
SPT BORING LOGS
AND
SOIL CLASSIFICATION SYSTEM, DESCRIPTION AND TERMINOLOGY

Unified Soil Classification System
(ASTM Designation D-2487)
Major Division Group Symbol Typical Names Classification Criteria
S
z
0
o
•n
Uh
U J
N
GW
Well -graded gravels and gravel-
C„ — Dsa/Dfa Greater than 4
send mixtures, little or no fines
C, = (D3a)2/(D,,xDba) Between I and 3
GP
Poorly graded gravels and gravel-
81
Not meeting both criteria for GW
sand mixtures, little or no fines
o
y N o
GM
Silty gravels, gravel -sand -silt
a " " m
�xr
Atterbcrg limits plot below "A" line or
index less than 4
mixtures333
plasticity
a
GC
Clayey gravels, gravel -sand -clay
c
v $
Atterberg limits plot above "A" line
mixtures
m
and plasticity index greater than 7
SW
Well -graded sands and gravelly
g
g 'tt
C. = Dba/Dro Greater than 6
sends, little or no fines
c
o
S
,� �
=/T Between I and 3
C. _ (D 3a) \"lexD60)
!a
6 °
Z z z
Not meeting both criteria for SW
SP
Poorly graded sands and gravelly
sands, little or no fines
I U N
Atterberg limits plot below "A" line or
SM
Silty sands, sand -silt mixtures
J J
plasticity index less than 4
SC Clayey sands, sand -clay mixtures
ML
Inorganic silts, very fine sands,
rock flour, silty or clayey fine
sands
CL
Inorganic clays of low to medium
plasticity, gravelly clays, sandy
clays, silty clays, lean clays
OL
Organic silts and organic silty
clays of low plasticity
MH
Inorganic silts, micaceous or
diatomaceous fine sands or silts,
elastic silts
CH
inorganic clays of high plasticidy,
fat clays
OH
Organic clays of medium to high
plasticity
29 Atterberg limits plot above "A" line
i and plasticity index greater than 7
Nmc U}a rq�eta MalimaofMandRmmF inm
for oemrd mRa(®PmUy detmmived). A 1)2487.
■■■.■■for.■
Nam
1=
0
0 10 A i1 b W Po A M Po 1W 110
nONU nNIT. LL
Plasticity chart for the classification of fine-grained soils.
Tests made on faction finer then No. 40 sieve
Highly organic soils Pt Peat, muck and other highly Fibrous organic matter; will
organic soils char, bum, or glow
u ="
110 poebl
UNIFIED SOIL
CLASSIFICATION
SYSTEM

Reference Notes for Boring Logs
1. Drilling and Sampling Symbols:
SS - Split Spoon Sampler
RB - Rock Bit Drilling
ST - Shelby Tube Sampler
BS - Bulk Sample of Cuttings
RC - Rock Core: NX, BX, AX
PA - Power Auger (no sample)
PM - Pressuremeter
HSA - Hollow Stem Auger
DC - Dutch Cone Penetrometer
WS - Wash Sample
Standard Penetration (Blows/Ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on
a 2 inch O.D. split spoon sampler, as specified in ASTM D-1586. The blow count is commonly
referred to as the N-value.
IL Correlation of Penetration Resistances to Soft Properties:
Relative Density
-Sands. Silts
Consistency
of Cohesive Soils
SPT-N
Relative Density
N-Values
Consistency
0-4
Very Loose
0-2
Very Soft
5 - 10
Loose
34
Soft
11 - 30
Medium Dense
5-8
Firm
31 - 50
Dense
9-15
Stiff
51 or more
Very Dense
16-30
Very Stiff
31-50
Hard
51 or more
Very Hard
M. Unifled Soil Classification Symbols:
GP -
Poorly Graded Gravel
ML -
Low Plasticity Silts
GW -
Well Graded Gravel
MH -
High Plasticity Silts
GM -
Silty Gravel
CL -
Low Plasticity Clays
GC -
Clayey Gravels
CH -
High Plasticity Clays
SP -
Poorly Graded Sands
OL -
Low Plasticity Organics
SW -
Well Graded Sands
OH -
High Plasticity Organics
SM
- Silty Sands
CL-ML -
Dual Classification
SC
- Clayey Sands
(Typical)
IV. Water Level Measurement Symbols:
WL
- Water Level
BCR -
Before Casing Removal
WS
- While Sampling
ACR -
After Casing Removal
WD
- While Drilling
WCI -
Wet Cave In
DCI -
Dry Cave In
The water levels are those water levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular soil.
In clays and plastic silts, the accurate determination of water levels may require several days for the water
level to stabilize. In such cases, additional methods of measurement are generally applied.
The elevations indicated on the boring logs should be considered approximate and were not determined
using accepted surveying techniques.

CLIENT
O'Reilly Auto Parts
JOB j
22-15147
I BORING 0
B-1
SIINET
1 or 1
PROJECT NAME
ARCHITECT -ENGINEER
®LIP
O'Reilly Auto Parts — Carolina Ave.
SITE LOCATION
Washington, North Carolina
- AL]8RA TONS/IT I'S6
-Oc
1 2 s 4 G+
PIA.SWC HATER uQUM
Lau % CONTENT X LUM %
ROCS QUA= DESIGNATION k RECOVERY
ROD%— — — REC.X
20%-40%-60%-80%--- 100
® B�j,OpBP�TT�
10 20 90 40 E0+
Ia
z
o�
DESCRIPTION OF MATERIAL ENGLISH UNITS
x
BOTTOM OF CASING ®-- LOBS OF CIRCULATION 100
SURFACE ELEVATION
750 O
0
TOPSOIL DEPTH 3"
5
3)
(3-0)
1
SS
18
18
Very Loose and Loose, Dark Gray
to Light Gray, Silty, Fine to
Medium SAND, (SM)
2
SS
18
18
1 0-0-1)
5
0
10 01 >)
3
SS
18
IS
2 8-1-1)
Very Loose, Brown, Clayey, Fine
to Medium SAND, (SC)
4
SS
18
18
1
Loose, Gray, Silty Fine to
Medium SAND, (SM) with Shell
—5
5
SS
18
18
8 (3-$-3)
15
END OF BORING ® 15.0'
—10
20
—15
25
2
3
--
THE STRATIMATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION NAY BE GRABUAL
VWL 6' g" ns OR a
BORING STARTED 8/ 1 G O9
yV4110) TVL(ACR)
BOEING COMPLETED 8 1 0 09
cevE III D"" O
jrTn.
LOG CME 45 FORmuN MC
DELUNG METHOD Mud Rotary

CUM JOB $ BORING SHEET
O'Reilly Auto Parts 22-15147 B-2 1 OF 1
PROJECT NAME ARCHITECT -ENGINEER
O'Reilly Auto Parts - Carolina Ave.
-O- CALIBRAT
SITE LOCATION
Washinaton, North Carolina 1 z
PLASTIC WATER LIQUID
UWT X CONTENT X IDDT %
X Q -----n
ROCK QBALrry DESIGNATION k RECOVERY
RQD%— — — REC.X
20Xr-40X-60Xr�80%-100
® RTANDAWBATION
10 RO s0 40 60+
ra
z
I
S
I
_
L
I
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CA SING W- LOSS OF CIRCULATION 100
`
F
-
SURFACE ELEVATION 5.25
O
5
1
TOPSOIL DEPTH 3"
5
0
9 (4 4 s)
5 (2-2a)
( (2-ra)
4: (1-0-4);
1
SS
18
18
Loose, Tan, Fine SAND, (SP)
a
SS
18
18
3
SS
18
18
Soft, Brown, Sandy CLAY, (CL)
4
SS
18
18
VOID
5 SS 18 18
15
6 SS 18 18 Dense, Gray, Fine to Medium
SAND, (SP) with Shell
END OF BORING 0 17.5'
-5
1
33:
THE STRATIFICATION LINES REPRESENT THE AppRox MTE BDLMMY LINES BETVEEN SOIL TYPES IN -SITU THE TRANSITION NAY BE GRADUAL
;ZIM 16'0" es OR ® BORING STARTED 8/10/09
sygBCR) TWL(MM) BORING COMPLETED H 1 O 09 CAVE IN DRPTB O
ZWL CME 45 FOIaa10 MC DRILLING METHOD Mud Rotary

CLIENT
O'Reilly Auto Parts
JOB $
22-15147
BORING M
B-3
SHEET
1 OF 1
,@�
LLP
PROJECT NAME
ARCHITECT-ENGDOM
GAROLINAS
y
O'ReillyAuto Parts — Carolina Ave.
SITE LOCATION
Washington, North Carolina
PEW
-C~ �� TONS
1 B
OWIEN
B 4 6+
PLASTIC RATER ugOm
LWT X CONTEST X LEIT X
x ®---n
ROCK QOALrTT DESIGNATION h RECOVERY
RQOX— — — REC.X
20Yr 40X-60X-60Xr100
® STANDARDls/FT. AftON
10 20 90 40 60+
z
F
000yyy
Q
q
DESCMPnON OF MATERIAL ENGiTSH UNITS
BOTTOM OF CASING ®— LOSS OF CRiCULA140N 100
�`
y
W
SURFACE ELEVATION 9.25
0
TOPSOIL DEPTH 3"
9 (3+5)
1
SS
18
IB
Very Loose and Loose, Tan, Fine
to Medium SAND, (SP)
5
4; (2-I-3);
2
SS
18
18
5
:7 (2-3;m
3
SS
18
18
0
8(>r4)
4
SS
18
18
1
Very Loose, Brownish Gray,
Clayey, Fine to Medium SAND,
(SC) with Shell
_5
4 (2-2-2)
5
SS
18
18
15
END OF BORING ® 15.0,
-10
20
-15
25
2
30
—
—
,THE STRATDICATIGN LINES REPRESENT THE APPRCXIHATE BOUNDARY LINES BETWEEN SOIL TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
PL 7'2" RS OR ®
BORING STARTED 8/10/09
T"CR) TRI.(ACR)
BORING CGMPLVM 8 10 09
CAVE IN DE -TB o
$RL
mG CME 45 FOREw MC
DRILIING III== Mud Rotary

CLIENT
O'ReillyAuto Parts
JOB 0
22-15147
BORING y
B-4
SHEET
PROJECT NAME
ARCHITECT-ENGINEER®�LLP
O'ReillyAuto Part,} s — Carollno Ave.
CAROI INAS
SITE LOCATION
Washington, North Carolina
ral,>� mRSPIn.`?W=
1 2 9 4 6+
PLASTIC WATER UQUM
I= % CONTENT X LIM X
x 6 A
ROCK QUALITY DESIGNATION & RECOVERY
RQD%- - - REC.%
20X-40X-60Xr-e0Xrr-100
® srAND PE�N6PRA'
10 20 90 4050+
z
F
DESCRIPTION OF MATERIAL ENGLISB UNITS
BOTTOM OF CASING P- LOSS OF CIRCULATION 100
0
-
SURFACE ELEVATION 8.50
0
\TOPSOIL DEPTH 3"
20 (1A 10-10);
1
SS
18
18
Medium Dense, Brown, Silty,
Fine to Medium SAND, (SM)
5
5
10 (�-4 0)
Loose, Tan, Fine to Medium
SAND, (SP)
2
SS
is
18
6 (0 a)
3
SS
18
18
0
4
SS
18
I8
7 (a i.4)
1
-5
Ve►►yy Soft, Brown, Sandy CLAY,
(CL)
5
SS
18118
15
END OF BORING ® 15.0'
-to
20
-15
25
2
3
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LOBS 13ETWEEN SOIL TYPES IN -SITU THE TRANSITIUN MAY BE GRADUAL
ym.5'0" WS OR ®
Bona srARTED 8/10/09
T"' CR) TWLIACR)
BOENG COMPUMM 8 1 O 09
CAVE IN Own` O
awl
SIG CME 45 FOREMAN MC
DRNJJNG METHOD Mud Rotary

70B BORING $ SHEET
CLIENT O'Reilly Auto Parts 22-15147 B-5 1 or 1
PROJECT NAME ARCHITECT -ENGINEER
O'Reilly Auto Parts - Carolina Ave.
-�- CALMRAT
SITE LOCATION
Washinaton. North Carolina 1 2
PIASTIC NAffi LIQUID
LDDT x CONIBNT % LDDT %
X &- A
ROCK QUALITY DESIGNATION 4 RBCaVM
ROD%- - - REC.X
20% -40%-60%-80%-100*-
® P�TLON
10 20 s0 40 60+
z
Fq
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING ®- IO88 OF Cl2CU1dTION 700
-
SURFACE ELEVATION 7.50
0
ABC STONE DEPTH 4"
5
15 (6 T-e)
1
SS
18
18
Medium Dense, Dark Brown,
Silty, Fine to Medium SAND,
5
(SM)
0
22 t�ia 1z)
2
SS
18
18
Very Loose, Dark Brown and
Gray, Silty, Fine to Medium
SAND, (SM) with Clay
3
SS
18
18
Medium Dense to Loose, Gray,
Fine to Medium SAND, (SP)
4 ISS118 18
1
i
Very
CLAY,
S ISSIIS 18
01
Brownish Gray, Sandy
with Shell
END OF BORING ® 15.0'
-5
10 0 +-A)
2 (T-1-1)
.THE STRATIFICATION LDES REPRESENT THE APPRa7(114ATE 2OUNDARY LINES SETVEEN SAIL TYPES IN -SITU THE TRANSMON MAY BE GRADUAL
7VL 5'0" es oR ® BORING WARM 8/10/09
TTO.(RCR) TTgACR) BOM NG COMPLEM 8 10 09 cAVE IN D2PYH O
gm BIG CME 45 romm MC OBWING MBTBOD Mud Rotary

CLIENT JOB BORING B SHEET
O'Reilly Auto Parts 22-15147 B-6 1 of 1
PROJECT NAME ARCHITECT -ENGINEER
O'Reilly Auto Parts — Carolina Ave.
-0- CAIIDMT
SITE LOCATION
Washington, North Carolina ' a
PLASTIC RATER uQUID
uWr % CONTENT X UWT X
X Q—A
ROCK QUA[JTY DESIGNATION A RECOV=
ROD%— — — REC.X
40Nr-40X-60Nr-607(r—f 00
10 20 90 AO 60+
�9
rpy
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CA�iG ®— IJ)99 OF CIRCULATION t00
ppq
SURFACE ELEVATION .7.75
0
5
1
ABC STTEDEPT:H�4"
5
0
....
12 (B-sa)
5 (2-2-3)
7 (5-34)
4: (2-2-s)
1
SS
18
18
Medium to Loose, Dark
Brown,ine to Medlum
SAND,
2
SS
18
18
Loose to Very Loose, Gray, Fine
to Medium SAND, (SP)
3
SS
18
18
4
SS
18
18
Very Loose, Gra Fine to _5
Medium SAND, �SP) with Shell
5 SS 18 18
4 i (2-3-A:
15
END OF BORING ® 15.0'
1
151
THE STRATIFICATION LINES REPRESENT THE APPRDXIKATE BOIROARY LINES BETVEEN Sall TYPES IN -SITU THE TRANSITION MAY BE GRADUAL
YWL 890" WS OR ® BORING STARTED 8/10/09
T"CR) TVgACR) BORING COMPISTSD 8 10 09 CAVE IN DMnU o
I�*L ffiG CME 45 FOFSo`AN MC DRILLING KMROD Mud Rotary

General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the
investigation previously outlined and the data collected at the points shown on the attached
location plan. This report does not reflect specific variations that may occur between test
locations. The borings were located where site conditions permitted and where it is believed
representative conditions occur, but the full nature and extent of variations between borings and
of subsurface conditions not encountered by any boring may not become evident until the
course of construction. If variations become evident at any time before or during the course of
construction, it will be necessary to make a re-evaluation of the conclusions and
recommendations of this report and further exploration, observation, and/or testing may be
required.
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices and makes no other warranties, either expressed or implied, as to the
professional advice under the terms of our agreement and included in this report. The
recommendations contained herein are made with the understanding that the contract
documents between the owner and foundation or earthwork contractor or between the owner
and the general contractor and the caisson, foundation, excavating and earthwork
subcontractors, if any, shall require that the contractor certify that all work in connection with
foundations, piles, caissons, compacted fills and other elements of the foundation or other
support components are in place at the locations, with proper dimensions and plumb, as shown
on the plans and specifications for the project.
Further, it is understood the contract documents will specify that the contractor will, upon
becoming aware of apparent or latent subsurface conditions differing from those disclosed by
the original soil investigation work, promptly notify the owner, bothverbally to permit immediate
verification of the change, and in writing, as to the nature and extent of the differing conditions
and that no claim by the contractor for any conditions differing from those anticipated in the
plans and specifications and disclosed by the soil studies will be allowed under the contract
unless the contractor has so notified the owner both verbally and in writing, as required above,
of such,changed conditions. The owner will, in turn, promptly notify this firm of the existence of
such unanticipated conditions and will authorize such further investigation as may be required
to properly evaluate these conditions.
Further, it is understood that any specific recommendations made in this report as to on -site
construction review by this firm will be authorized and funds and facilities for such review will be
provided at the times recommended if we are to be held responsible for the design
recommendations.

APPENDIX D
PROCEDURES REGARDING FIELD LOGS, LABORATORY DATA SHEETS AND SAMPLES

Procedures Regarding Field Loos Laboratory Data Sheets and Samples
In the process of obtaining and testing samples and preparing this report, procedures are
followed that represent reasonable and accepted practice in the field of soil and foundation
engineering.
Specifically, field logs are prepared during performance of the drilling and sampling operations
which are intended to portray essentially field occurrences, sampling locations, and other
information.
Samples obtained in the field are frequently subjected to additional testing and reclassification
in the laboratory by more experienced soil engineers, and differences between the field logs
and the final logs exist.
The engineer preparing the report reviews the field and laboratory logs, classifications and test
data, and his judgment in interpreting this data, may make further changes.
Samples are taken in the field, some of which are later subjected to laboratory tests, are
retained in our laboratory for sixty (60) days and, are then discarded unless special disposition is
requested by our client. Samples retained over a long period of time, even if sealed in jars, are
subject to moisture loss which changes the apparent strength of cohesive soil generally
Increasing the strength from what was originally encountered in the field. Since they are then
no longer representative of the moisture conditions initially encountered, an inspection of these
samples should recognize this factor.
It is common practice in the soil and foundation engineering profession that field logs and
laboratory data sheets not be included in engineering reports because they do not represent the
engineer's final opinions as to appropriate descriptions for conditions encountered in the
exploration and testing work. On the other hand, we are aware that perhaps certain contractors
submitting bids or proposals on work may have an Interest in studying these documents before
submitting a bid or proposal. For this reason, the field logs will be retained in our office for
inspection by all contractors submitting a bid or proposal. We would welcome the opportunity to
explain any changes that have been and typically are made in the preparation of our final
reports, to the contractor or subcontractors, before the firm submits the bid or proposal, and to
describe how the information was obtained to the extent the contractor or subcontractor wishes.
Results of the laboratory tests are generally shown on the boring logs or described in the extent
of the report, as appropriate.
The descriptive terms and symbols used on the logs are described on the attached sheet,
entitled General Notes.

,`.";1;:I vial
kN ®ERSO!V NOV 0 6 2009
ENGINEERING.INc
E U P L O Y E E O W N E D
November 4, 2009
Project Narritive
projec[no:13134
The O'Reilly Auto Parts development is a commercial retail auto parts distributor that
will be located southeast of US HWY 17 intersection with Pierce Street.
EXISTING SITE CONDITIONS
The existing 0.91 acre site consists of approximately 0.24 ac. of impervious area and
0.67 ac. of pervious area. The existing development slopes toward US. HWY 17 and is
located in a flood plain which is an elevation of 10.0.
PROPOSED PROJECT DESCRIPTION
The proposed O'Reilly Auto Parts Project will consist of 0.57 acres of new building and
parking lot, 0.32 acres of managed open space, and 0.02 acres of undisturbed open
space. The proposed development will have two drive entrances one connecting to US
HWY 17 and one to W. Seventh Street. The proposed development will have two bio-
retention basins one located on the northwest corner of the property and the other
located southwest of the building. The bio-retention basins have been designed per
NCDenr manual specifications.
THE PROPOSED O'REILLY AUTO PARTS DEVELOPMENT WILL MEETS ALL TAR-PAMILICO
STORMWATER RULES.
Sincerely,
Neil S. Brady, P.E.
President
NSB/cdt
204SWY WOODLAND SPRINGFIELD,L106S667 PH:4-t7.E6627=1, FX;4;7$66277E %7W-V,AEINC`-t0.CO>.t ESLA11. AEI�tC AEI\'GLlO.COa!
ENGINEERS ' SURVEYORS - LABORATORIES ' DRILLING

kNDERSON
-ENG[NEERiNG,i i
E M P L O Y E E O W N E D
November 4, 2009
NCDENR
Attn: Scott Vinson
943 Washington Square Mall
Washington, NC 27889
Re: O'Reilly Auto Parts; Washington, NC
Mr. Vinson,
NOV 0 0 2009
project no: 13234
Attached for your approval are 2 copies of the Site Plan (C1-C4) and stormwater report for the
proposed O'Reilly Auto Parts located in Washington, NC.
Also Attached are the following:
• Bioretention Operation and Maintenance Agreement
• Stormwater Management Permit Application Form
• Deed for the Property
• Project Narritive
• Bio-Retention Cell Supplement Spread Sheets
• Geo-tech Report
• $505.00 Application Processing Fee
Please contact us if we can be of any assistance in finishing the Permit Application
process or if there are any items we might have overlooked.
Thank you for your assistance with this permitting process.
Sincerely,
IV96 4�
Neil S. Brady, P.E.
President
NSB/cdt
2P5 riL WOODED SPRIVGFIELD. MO E5EV7 PF'-17.BEB.27-1 FX:-;7.EEE.277E P.'%%%?AE1NCMO.001A E4AAIL: AEINCQAEINCM0.COM
ENGINEERS • SURVEYORS • LABORATORIES ' DRILLING

0
kS :z
ENGINEERING.INC NOV 0 6 2009
E 1 v e _ ¢ E E O :c .a E
November 4, 2009
Proiect iVarritive
projectno:13234
The O'Reilly Auto Parts development is a commercial retail auto parts distributor that
will be located southeast of US HWY 17 intersection with Pierce Street.
EXISTING SITE CONDITIONS
The existing 0.91 acre site consists of approximately 0.24 ac. of impervious area and
0.67 ac. of pervious area. The existing development slopes toward US. HWY 17 and is
located in a flood plain which is an elevation of 10.0.
PROPOSED PROJECT DESCRIPTION
The proposed O'Reilly Auto Parts Project will consist of 0.57 acres of new building and
parking lot, 0.32 acres of managed open space, and 0.02 acres of undisturbed open
space. The proposed development will have two drive entrances one connecting to US
HWY 17 and one to W. Seventh Street. The proposed development will have two bio-
retention basins one located on the northwest corner of the property and the other
located southwest of the building. The bio-retention basins have been designed per
NCDenr manual specifications.
THE PROPOSED O'REILLY AUTO PARTS DEVELOPMENT WILL MEETS ALL TAR-PAMILICO
STORMWATER RULES.
Sincerely,
41
If
Neil S. Brady, P.E.
President
NSB/cdt
_ _. ., ....r__:+i.. srrci s. __.u. •r. ... ^._ _•: c'r 27" -.v t•'r > . ... _i .. ..� _. _ -
EKGiK E E R S c.1 RV E Y0Rs 1. s,B II R.. Ti 0K9E.S ` 3Rt t- d I KG

0
MAYO & MAYO
ATTORNEYS AT LAW
W Af rvlry 6TO rv, rv. C.
Vl-
NOV 0 6 2009
BEAUFORT COUNTY LAME RECORDS
RODTING raw .3.3553
/AQ 9-a,- 9
Lend Recorda Official Date
NORTH CAROLINA
BEAUFORT COUNTY
THIS DEED, Made and entered into this the 21s day of
September, 2009, by and between D. GRANVILLE LILLEY AND WIFE,
ANNA W. LILLEY, hereinafter referred to as parties of the first
part; to O'REILLY AUTOMOTIVE, INC., A MISSOURI CORPORATION of PO
Box 1156, Springfield, MO 65801, hereinafter referred to as party
of the second part;
W I T N E S S E T H:
That the said parties of the first part in
consideration of the sum of Ten Dollars and other good and
valuable consideration to them in hand paid by said party of the
second part, the receipt of which is hereby acknowledged, have
bargained and sold and by these presents, do bargain, sell and
convey unto the said party of the second part, its successors and
assigns, the following parcels or tracts of lard lying and being
in Washington Township, Beaufort County, North Carolina, more
particularly described as follows:
COMMENCING from NCGS Monument "USED" having published
coordinates of N: 661,396.21 US Survey Feet E: 2,576,010.09 US
Survey feet both on NAD83 (2001) Datum; thence South 87 degrees
42' 27" East a distance of 1,609.97' to a 14" rebar found at the
intersection of the eastern right of way line of US Highway
17(Carolina Avenue, 100' R/W) and the southern right of way line
of Pierce Street (50' R/W), said k" rebar being the POINT OF
BEGINNING; thence along said right of way of Pierce Street North
71 degrees 06' 47" East a distance of 50.88' to a ',i" rebar found
at the intersection of the southern right of way line of Pierce

MAYO 6 MAYO
ATIDarva] 4r uw
Street and the southwestern right of way line of West Seventh
Street(50' R/W); thence along said right of way of West Seventh
Street South 61 degrees 28' 07" East a distance of 207.70' to a
+s" rebar found on the southwestern right of way line of West
Seventh Street; thence continuing along said right of way South
61 degrees 35' 20" East a distance of 29.55' to a 5/6" rebar
found on the southwestern right of way line of West Seventh
Street; thence leaving said right of way South 27 degrees 28' 52"
West a distance of 136.93' to a 5/8" rebar found; thence South 74
degrees 15' 27" West a distance of 126.83' to a 1" open top pipe
found on the eastern right of way line of US Highway 17(Carolina
Avenue); thence along said right of way North 15 degrees 44' 28"
West a distance 63.46' to a 1" open. top pipe found on the eastern
right of way line of US Highway 17(Carolina Avenue); thence
continuing along said right of way North 15 degrees 46' 34" West
a distance of 199.11' to a 1�i" rebar found at the intersection of
the eastern right of way line of US Highway 17(Carolina Avenue)
and the southern right of way line of Pierce Street, said k"
rebar found being the POINT OF BEGINNING. Said tract of land
contains 39,728 square feet or 0.912 acre of land, more or less.
TO HAVE AND TO HOLD the aforesaid parcels or tracts of
land and all rights, privileges and appurtenances thereunto
belonging to it the said party of the second part and its
successors and assigns in fee, forever, subject to the following;
1. Subject to 2009 prorated ad valorem taxes.
2. Such easements, rights of way and restrictions of record
in Beaufort County Registry.
3. Non-compliance with any local, county, state or federal
governmental laws, ordinances or regulations relative to zoning,
subdivision, occupancy, use, construction or development of the
subject property.
And the said parties of the first part do covenant that
they are seized of said premises in fee and have the right to
convey the same in fee simple, that the same is free from

encumbrances, SUBJECT TO matters as set forth above, and that
subject thereto, and they will warrant and defend the title to
the same against the lawful claims of all persons whomsoever.
IN TESTIMONY WHEREOF, the said parties of the first
part have hereunto set their hands and seals the day and year
first above written.
0 I� ���
D.ZLLE LILLEY
A, &,A4 — (SEAL�
NORTH CAROLINA
COUNTY OF BEAUFART
I ((iy , a Notary
Public in and or the 'ounty and St to aforesaid, do hereby
certify that D. GRANVILLE LILLEY AND WIFE, ANNA W. LILLEY
personally appeared before me this day and acknowledged the due
execution of the foregoing instrument for the purposes therein
expressed. 2/S�
Witness my hand an Notarial Seal, this the day
of September, 2009.
N `' 0 T A Y P U B L C
My Commission expires: d — f) 0
..MAYO & NAYO
ATTORNEYS AT LAW
WAINIYOTON, N. L.