SW3140202_HISTORICAL FILE_20140411

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

LJLJLJoLJo MERRICKO
000 & COMPANY
TRANSMITTAL
Mike Randall
Date: February 17, 2014
NC Department of Environmental and Natural
Resources - DWQ
Document: DQW-Stormwater Application
512 N. Salisbury St.
Ref.: Barrington 2
Raleigh, NC 27604
Job #: 8007
919-807-6374
Sent Via: FedEx
Ouantity Description
------ —-- ----------
-- - -- ----- -------
V
2 Civil Site Plans
— — ---
oc
�'N4n : �ANn
Z' Calculation Packet
`— ;YSS UURo
�Tinr..
-- - - - 0 o........ -.-.-...
1 Application Packet-SWU-101 SW401 low density;,DRPC !I�l 9q
- -----__.—_ .-- --'----------------'VVQ
1 Fee Check $505.00 Check No.
r,i_-.-.-.-.-.-.-_-E-G'f7�_.........------------------
140854
SpUgC�SENT
Remarks,
Please find enclosed the Civil Plans and Stormwater
applications for the residential project
Barrington 2, located in Waxhaw, Union County,
NC.
0
FEa zo��
Respectfully submitted,
Merrick &Company
Received by a NR • Wq �Af r �✓ U�Oa 8•_^-•,' TM'attr Branch
Claudia Prado, PE
Project Manager— Merrick & Company
Date: Time:
Merrick & Company — Charlotte
1001 Morehead Square Drive
Charlotte, NC 28203
704-529-6500

& COM
TRANSMITTAL
Quantity Description
2 Water Quality Plans
Remarks,
Please find enclosed the Water Quality plans for the
Waxhaw, Union County, NC.
Respectfully submitted,
Merrick & Company
David Chaussard, El
Project Manager— Merrick & Company
Ory/S/O
<A.vN OF
Apg)
ECE
NIAR 3 1 ZOi4
Received by
Date:
Merrick & Company — Charlotte
1001 Morehead Square Drive
Charlotte, NC 28203
704-529-6500
Time:
2, located in

Account Login Register
North Carolina
Elaine F. Marshall DEPARTMENT OF THE:
Secretary SECRETARY OF STATE
PO Box 29622 Raleigh, NC 27626-0622 [phone]
Date: 1 /30/2014
Click here to:
View Document Filings I File an Annual Report I
®A Print a Pre -populated Annual Report Fillable PDF Form I Amend A Previous Annual Report
Corporation Names
Name Name Type
INC SHEA INVESTMENT FUND I, LLC LEGAL
NC SHEA ANNISTON LLC PREV LEGAL
Limited Liability Company Information
SOSID:
1326629
Status:
Current -Active
Effective Date:
7/5/2013
Citizenship:
DOMESTIC
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
STEELE, JON
Office Address:
8008 CORPORATE CENTER DRIVE, SUITE
300
CHARLOTTE NC 28226
Mailing Address:
8008 CORPORATE CENTER DRIVE, SUITE
300
CHARLOTTE NC 28226
Principal Office
Office Address:
8008 CORPORATE CENTER DRIVE, SUITE
300
CHARLOTTE NC 28226
Mailing Address:
8008 CORPORATE CENTER DRIVE, SUITE
300
CHARLOTTE NC 28226
Officers/Company Officials
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
2266

High Density Residential Subdivisions
Deed Restrictions & Protective Covenances
In accordance with Title 15 NCAC 2H.1000 and S.L. 2006-246, the Stormwater Management Regulations,
deed restrictions and protective covenants are required for High Density Residential Subdivisions where
lots will be subdivided and sold and runoff will be treated in an engineered stormwater control facility. Deed
restrictions and protective covenants are necessary to ensure that the development maintains a "built -upon"
area consistent with the design criteria used to size the stormwater control facility.
I, Mike Shea acknowledge, affirm and agree by my signature below, that I will cause
the following deed restrictions and covenants to be recorded prior to the sale of any lot:
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number as issued by the Division of Water Quality under the
Stormwater Management Regulations.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming under
them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the express written
consent of the State of North Carolina, Division of Water Quality.
5. Alteration of the drainage as shown on the approved plan may not take place without the concurrence
of the Division of Water Quality.
6. The maximum allowable built -upon area per lot is 4100 square feet. This allotted amount
includes any built -upon area constructed within the lot property boundaries, and that portion of the
right-of-way between the front lot line and the edge of the pavement. Built upon area includes, but is not
limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking areas, but does
not include raised, open wood decking, or the water surface of swimming pools.
OR, if the proposed built -upon areas per lot will vary, please REPLACE #6 above with the following:
6. The maximum built -upon area per lot, in square feet, is as listed below:
Lot # BUA Lot # BUA Lot # BUA Lot # BUA
This allotted amount includes any built -upon area constructed within the lot property boundaries, and
that portion of the right-of-way between the front lot line and the edge of the pavement. Built upon area
includes, but is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the water surface of swimming
pools.
7. Each lot will maintain a 30** foot wide vegetated buffer between all impervious areas and surface
waters.
**50 foot for projects located in the 20 coastal counties.
8. All runoff from the built -upon areas on the lot must drain into the permitted system. This may be
accomplished through a variety of means including roof drain gutters which drain to the street, grading
the lot to drain toward the street, or grading perimeter swales to collect the lot runoff and directing them
into a component of the stormwater collection system. Lots that will naturally drain into the system are
not required to provide these additional measures.
Form DRPC-3 Rev.2 05Nov2009 Page 1 of 2

High Density Residential Subdivisions
Deed Restrictions & Protective Covenances
yy ;�
Signat Date: I' I C ZQ
1, _ a/`°"'/trl �!- / �� K /„I ('o ri a Notary Public in the
State of /VoI r a-o )L, pia County of / 1P ( KI)e P ka r�
do hereby certify that fV /iclhy- % P9m- personally appeared
before me this the .�/tk day of Ma rV 20/1/ , and acknowledge
the duu execution of the foregoing instrument. Witness my hand and official seal,
/ ✓� SEAL
nature /}
Commission expires Q(7,L6,bt/ 3, a616-
Form DRPC-3 Rev.2 05Nov2009 Page 2 of 2

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
lr61H
-5o 5
-SW3lil OdOZ
Applicable Rules:
(select all that apply)
❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph Il - Post Construction
❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original /
I. GENERAL INFORMATION 4N q�AG1Npq
1. Project Name (subdivision, facility, or establishment name - should be consistent with project n me on plan&P C�
specifications, letters, operation and maintenance agreements, etc.): VtNh RI
2. Location of Project (street address):
City:Waxhaw County:Union Zip:28173
3. Directions to project (from nearest major intersection):
Approximates 933 I F west of the intersection formed by Cutters Spring Drive and NC 16
A r
4. Latitude:80' 46' 16" N Longitude:34' 58' 20" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU-102 - Renewal Application Form
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. Specify the type of project (check one):
❑Low 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, and the previous name of the project, if different thhaD-cusren
proposed, D
Inn
4. a. Additional Project Requirements (check applicable blanks; information on req ''ye3atapermitS'can b
obtained by contacting the Customer Service Center at 1-877-623-6748): UUUWWWIUUI , ? I'
❑CAMA Major ®Sedimentation/Erosion Control: 17 ac fTisturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts �'-"T'Ynh
b.If any of these permits have already been acquired please provide the Project
issue date and the type of each permit:
it Number,
5. Is the project located within 5 miles of a public airport? ❑No ®Yes
If yes, see S.L. 2012-200, Part Vl: http://portal.ncdenr.org/web/wq/ws/su/statesw/rules laws
Form SWU-101 Version 06Aug2012 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/Organ
Signing Official &
b.Contact information for person fisted in item 1a above:
Street Address:8008 Corporate Center Dr. Ste 300
City:Charlotte State:NC Zip:28226
Mailing Address (if applicable):Same as Above
City:
Phone: (704 ) 319-5000
Email:[e-mail]
Fax: (704 ) 543-6327
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
Signing C
b. Contact information for person listed in item Za above:
Street Address:8008 Corporate Center Dr. Ste 300
City:Charlotte State:NC Zip:28226
Mailing Address (if applicable):Same as Above
City:
Phone: (704 ) 319.5000
Email: [e-mail]
Fax: (704 ) 543-6327
3. a. (Optional) Print the name and title of another contact such as the projects construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Chase Kerley
Signing Official & Title:As Above
b.Contact information for person listed in item 3a above:
Mailing Address:8008 Corporate Center Dr. Ste 300
City:Charlotte State:NC Zip:28226
Phone: (704 ) 602-3307 Fax: ( )
Email:[e-mail]
4. Local jurisdiction for building permits:
Point of Contact:Greg Mahar Phone #: (704 ) 843-2195
Form SWU-101 Version 06Aug2012 Page 2 of

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Two BMP devices, one for each side of the ridge as it naturally drains now (east and west). The west side will
be a stormwater wetland (DA2) and the east side will be a combination sand filter within an extended
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 PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW - 1995 ❑ Ph lI - Post Construction
3. Stormwater runoff from this project drains to the Catawba River basin.
4. Total Property Area: 23.57 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area:.10 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area*:23.47 acres
Total project area shall be calculated to exclude the followingg the nornml pool of im ounded structures, the area
between the banks of streams and rivers, the area below the Nornnal High Water (NSW) line or Mean High Water
(MHW) line, and coastal wetlands landward frmn the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 36.79 %
9. How many drainage areas does the project have?2 (For high density, count I for each proposed engineered
stormwater BMP. For low densihj and other projects, use 1 for the whole properhj 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.
Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area _
Drainage Area _
Receiving Stream Name
UT Twelvemile
UT Twelvemile
Stream Class *
C
C
Stream Index Number *
11-138
11-138
Total Drainage Area (so
324086
370260
On -site Drainage Area (so
324086
367211
Off -site Drainage Area (so
0
1 49
Proposed Impervious Area** (so
1 149411
140699
% Impervious Area** total
42.20
37.18
Impervious' Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area
Drainage Area
On -site Buildings/Lots (so
75390
77185
On -site Streets (so
37396
30511
On -site Parking (so
0
0
On -site Sidewalks (so
21578
18814
Other on -site (so
15047
14189
Future (so
0
0
Off -site (SO
0
0
Existing BUA*** (so
0
0
Total (so:
149411
140699
Stream Class and Index Number can be determined at: http://portal. ncdenr.orgfweb/wq[ps/esu/classi cations
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 anwunt of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
Form SWU-101 Version 06Aug2012 Page 3 of

11. Flow was the off -site impervious area listed above determined? Provide documentation.
Manual calcution using known collected field survey information and GIS data
Projects in Union County: Contact DWQ Central OJrice staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per 15A 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
from hn://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
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://portal.ncdenr.org/web/wq/ws/su/statesw/forms does. 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 http://portalmcdennorg/web/wg/ws/su/maw.)
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://portal.ncdenr.org/web/wq/ws/su/statesw/forms does.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. M\L-
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants M
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed si ed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexpress.htmI for information on the Express program
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/managementfor_
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 hAV-
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). _fffit-
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: fAw
a. Development/Projecfame. /
b. Engineer and firm.
c. Location map with named streets and NCSR numbers./
d. Legend. �
e. North arrow.
I. 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 NFIW 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 BUA 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.i
on. 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 easements, 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).
Form SWU-101 Version 06Aug2012 Page 4 of 6

9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
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"xI V 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 verifij the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 6138 Page No: 896 M ��
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC AID
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 15A NCAC 21-1.1003(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.
http:/ /www.secretary.state.nc.us/Corporations/CSearch.aspx
[�II����tLi7li Ku" 6191111:040 Lt[�fiuq.Gl►1u67
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://portal.ncdenr.org/web/wq/ws/su/statesw/forms_docs. 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.
VIIL 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 provi formation on y ul"behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Marcus King,PE
Consulting Firm: Merrick and Company
Mailing Address:1001 Morehead Square Drive, Suite 530
City:Charlotte State:NC Zip:28203
Phone: [phone] Fax: (704 ) 522-0882
Email: marcus. kinemerrick.com
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or hjpe name of person listed in Contact Information, item 2a) iM)�'V�k�l S� Erl certify that I
own the property identified in this permit app ication, and thus give permission to (print or hype name of person
listed in Contact Information, item Ia)1� S i_A with (print or hype name of organization listed in
Contact Information, item la&A A kIWU-b)t)3 ( 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 06Aug2012 Page 5 of

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 valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Date: l( li) IR)14
I, a Notary Public for the State of NO -lb &=t22ijna . County of
Gig-�Or, do hereby certify that MI 0-1 ShVa personally appeared
before me thisj�rday of JGR_ arLf N , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, e.,f�C�
Britney M McCotter
Notary Public
State of North Carolina
County of Gaston
Commission Expires 12/11/2018
X. APPLICANT'S CERTIFICATION
SEAL
My commission expires 1 P(O M iyr j i t Q b l,?
I, (print or type name of person listed in Contact tnfonnation, item to)
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 covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 21-I .1000 and any other applicable state stormwater requirements.
a Notary Public for the State of . County of
do hereby certify that
personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission
Form SWU-101 Version 06Aug2012 Page 6 of

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'8138*
0896
FILED
UNION COUNTY, NC
CRYSTAL CRUMP
REGISTER OF DEEDS
FILED Nov 25, 2013
AT 02:15 pm
BOOK 06138
START PAGE 0896
END PAGE 0899
INSTRUMENT # 39561
EXCISE TAX $50.00
AH
NORTH CAROLINA SPECIAL WARRANTY AND COMBINATION DEED
Excise Tax: $50.00
Parcel Identifier No. Portion of 06186020 to be combined with 06186011 A (See Note Below)
Verified by County on the _ day of 20
Mail after recording
This instrument was prepared by: Bringewatt & Snover. PLLC (KLP) (no title examination requested or performed)
Brief description for the Index: 1.15 Acres on Bonds Grove Church Road
THIS DEED made this CQjqAday of November, 2013, by and between
GRANTOR
Wells Fargo Bank, National Association (successor in
interest by merger to Wachovia Bank, N.A.) as Trustee
under Agreement with Ralph M. Bell dated June 4, 1981 of
a Trust for the Benefit of M. Weathers, L. Moffitt, E.
Rankin & E. Alexander, a 47.610684% undivided interest as
tenant -in -common
Wells Fargo Bank, National Association
401 South Tryon Street, 2nd Floor
MAC D1050-026
Charlotte, NC 28202
Attention: Susan W. Causey
corporation or partnership.
GRANTEE
Wells Fargo Bank, National Association (successor in
interest by merger to Wachovia Bank, N.A.) as Trustee
under Agreement with Ralph M. Bell dated June 4,1981 of
a Trust for the Benefit of Mary Ann H. Bell
Wells Fargo Bank, National Association
401 South Tryon Street, 2nd Floor
MAC D1050-026
Charlotte, NC 28202
Attention: Susan W. Causey
Grantor and Grantee: name, mailing address, and, if appropriate, character of entity. e.e
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shall include
singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has and
by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all of Grantor's interest in that certain lot or parcel
of land situated in the Sandy Ridge Township, Union County, North Carolina and more particularly described as follows:
SEE EXHIBIT A ATTACHED HERETO AND INCORPORATED HEREBY BY REFERENCE.
The property hereinabove described was acquired by Grantor by instrument recorded in Book 5415, Page 909.
NOTE: Pursuant to deed recorded in Book 5415, Page 909, Union County Public Registry, Grantor acquired a 47.610684%undivided
interest as tenant -in -common, and Grantee acquired a 52.3 89316% undivided interest as tenant -in -common in that certain tract of land

013&
0897 '
containing approximately 24.9956 acres (the "Trust Property") as shown on plat recorded in Plat Cabinet L, File 228, Union County
Public Registry. Pursuant to Aeed recorded in Book 5415, Page 905, aforesaid Registry, Grantee acquired the 5.3696-acre tract (Parcel
Identification Number 0618011 A) shown on the aforesaid Plat. By deed recorded in Book 6130, Page 840, aforesaid Registry, Grantor
and Grantee conveyed a portion of the Trust Property consisting of23.79 acres to Shea Investment Fund I, LLC. See also Certificate of
Trust recorded in Book 6130, Page 844, aforesaid Registry. It is the intent of this deed (i) to consummate the conveyance by Grantor of
its 47.610684% interest to Grantee (which already owns a 52.389316% interest therein) such that Granirowns all the interest in fee
simple in the property described herein; and (ii) to combine the property described herein with the 5.3696-acre tract owned by Grantmee
such that it becomes a part of Parcel Identification Number 06186t1 IA.
D
All or a portion of the property herein conveyed _ includes or X does not include the primary residence of a Grantor.
A map showing the above described property is recorded in Plat Book page
TO HAVE AND TO HOLD the interest conveyed hereby in the aforesaid lot or parcel of land and all privileges and appurtenances
thereto belonging to the Grantee in fee simple.
And the Grantor covenants with the Grantee that Grantor has done nothing to impair such title as Grantor received, and Grantor will
warrant and defend the title against the lawful claims of all persons claiming by, under or through Grantor, except for the exceptions
hereinafter stated.
Title to the property hereinabove described is subject to the following exceptions:
SEE EXHIBIT B ATTACHED HERETO AND INCORPORATED HEREBY BY REFERENCE.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year fast above written.
Wells Fargo Bank, National Association (successor in interest by
merger to Wachovia Bank, N.A.) as Trustee under Agreement with
Ralph M. Bell dated June 4, 1981 of a Trust for the Benefit of M.
Weathers, L. Moffitt, E. Rankin & E. Alexander
By: �N1�6vyia7 C� V P
Susan W. Causey, Vice President
State of North Carolina - County of Mecklenburg
I certify that the following person personally appeared before me this day, acknowledging to me that she signed the foregoing
document: Susan W. Causer
name of principal
Date: _I/- L2-/3
Official Signature of Notary
(Official\$d. MC F o, Notary's printed or typed name ,S/i c�r< 13 • /� —LCye% Notary Public
�P O ,�
QMy commission expires: / r
m poe 14 rountV `=
MecV.2�c
i'H'

Exhibit A
Description of the Property
Lying and being in Sandy Ridge Township, Union County, North Carolina, and being more particularly
described as follows:
Beginning at a Mag nail in the center line of Bonds Grove Church Road, said nail being the most
northwestern comer of Tax Parcel 06-186-011A, as shown on a recorded plat in Plat Cabinet L, File 228 of the
Union County Public Registry, and being a common corner with Wells Fargo Bank National Association
(formerly Wachovia, N.A.), Trustee under Agreement with Ralph M. Bell (now or formerly) as described in that
instrument recorded in Book 5415, Page 905, aforesaid Registry and running thence with Wells Fargo Bank's
western line, South 03 degrees 41 minutes 36 seconds West 652.14 feet to an existing #4 rebar; thence a new
line South 88 degrees 04 minutes 14 seconds West 58.83 feet to a point located on the eastern boundary of Lot
129 as shown on plat recorded in Plat Cabinet J, Page 270, aforesaid Registry; thence running along the
aforesaid eastern boundary of Lot 129 North 03 degrees 32 minutes 20 seconds East 66.91 feet to a #5 rebar
found in the southeastern comer of that property owned by Margie L. McCorkle (now or formerly) as described
in that instrument recorded in Book 867, Page 783, aforesaid Registry; running thence along the eastern
boundary of the aforesaid property owned by Margie L. McCorkle North 03 degrees 21 minutes 38 seconds East
549.55 feet (passing a bent #4 rebar found at 520.02 feet) to an axle found; thence South 89 degrees 38 minutes
24 seconds West 348.84 feet to a 1-inch rod found; thence North 04 degrees 52 minutes 46 seconds West 26.60
feet to a Mag nail in the center line of Bonds Grove Church Road; running thence North 88 degrees 11 minutes
52 seconds East 415.77 feet to the point and place of Beginning and containing 1.15 acres as shown on
ALTA/ACSM Land Title Survey for Shea Bell, LLC dated December 5, 2012, and prepared by Christopher G.
Della Mea, PLS L-4157, reference to which survey is hereby made for a more particular description.

813&
08.99
Exhibit B
Title Exceptions
1. Taxes and assessments for the year 2013, and subsequent years.
2. All easements, possible gaps and overlaps, the right-of-way of Bonds Grove Church Road (SR # 1307) and other matters
disclosed by plat recorded in Plat Cabinet L, File 228, Union County Public Registry.
3. All easements, rights -of -way, covenants, conditions, restrictions and other matters of record.
4. All matters which would be disclosed by a current and accurate survey of the property conveyed hereby.
5. Zoning, land use, building and subdivision laws, regulations and ordinances, and violations thereof, if any.

SUMMIT
ENGINEERING • LABORATORY- SURVEYING
REPORT OF PRELIMINARY SUBSURFACE EXPLORATION
BELLS PROPERTY SITE (PROPOSED BARRINGTON SUBDIVISION)
BONDS GROVE CHURCH ROAD
WAXHAW, NORTH CAROLINA
SUMMIT PROJECT NO. 109-13
Prepared For:
Shea Homes
3436 Toringdon Way
Charlotte, North Carolina 28277
Prepared By:
SUMMIT Engineering and Construction Services, Inc. (SUMMIT)
3575 Centre Circle Drive
Fort Mill, South Carolina 29715
May 13, 2013

SUMMIT
ENGINEERING- LABORATORY- SURVEYING
May 13, 2013
Mr. Chase Kerley
Shea Homes
3436 Toringdon Way
Charlotte, North Carolina 28277
Subject: Report of Preliminary Subsurface Exploration
Bell's Property Site (Proposed Barrington Subdivision)
Waxhaw, North Carolina
SUMMIT Project No. 109-13
Dear Mr. Kerley:
SUMMIT Engineering and Construction Services, Inc. (SUMMIT) has completed the
preliminary subsurface exploration for the Bell's Property Site (Proposed Barrington
Subdivision) located in Waxhaw, North Carolina. This report contains a brief description of the
project information provided to us, general site and subsurface conditions revealed during our
geotechnical exploration and our general recommendations regarding foundation design and
construction.
SUMMIT appreciates the opportunity to be of service to you on this project. If you have any
questions concerning the information presented herein or if we can be of further assistance,
please feel free to call us at [phone].
Sincerely yours,
SUMMIT ENGINEERING AND CONSTRUCTION SERVICES, INC.
�%%`" \A CARD 0*0
e`aO%Q ,••E 1p•C �?i,9,iy
SEAL E
037883S. s/3/ o r 3
William M. Harrison, P.E. Michael J. Scarlett, P.E.
Geotechnical Project Manager Chief Engineer

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
BelI's Property Site (Proposed Barrington Subdivision) May 13, 2013
TABLE OF CONTENTS
SECTION......................................................................................................................... PAGE
EXECUTIVE SUMMARY..
1.0
INTRODUCTION.................................................................................................1
1.1
Site and Project Description....................................'..............................................
1
1.2
Purpose of Study.................................................................................................
1
2.0
EXPLORATION PROCEDURES.........................................................................3
2.1
Field..................................................................................................................
3
2.2
Laboratory ..........................................................................................................
3
3.0
AREA GEOLOGY AND SUBSURFACE CONDITIONS.......................................4
3.1
Physiography and Area Geology............................................................................
4
3.2
Generalized Subsurface Stratigraphy.....................................................................
4
3.2.1
Surface...........................................................................................................
5
3.2.2
Residuum........................................................................................................5
3.2.3
Partially Weathered Rock (PWR) and Auger Refusal ...........................................
5
3.3
Water Level Measurements and Estimated Seasonal High Water Level (ESHWL)......
5
4.0
EVALUATIONS AND RECOMMENDATIONS...................................................6
4.1
General...............................................................................................................6
4.2
Foundation Support .......................................................................................I.....
6
4.3
Low to Moderate Plasticity and Moisture Sensitive Soils .........................................
7
4.4
Floor Slab and Pavement Areas.............................................................................
7
4.5
Cut and Fill Slopes..............................................................................................
8
5.0
CONSTRUCTION CONSIDERATIONS............................................................... 9
5.1
Abandoned Utilities/Structures.............................................................................
9
5.2
Site Preparation...................................................................................................
9
5.3
Excavation Characteristics..................................................................................
10
5.4
Temporary Excavation Stability..........................................................................
10
5.5
Structural Fill....................................................................................................
11
5.6
Engineering Services During Construction...........................................................
11
6.0
QUALIFICATIONS OF REPORT......................................................................13
LIST OF APPENDICES
Figures
2 Boring Logs
3 Laboratory Test Results

Report of Prelitninary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 112013
EXECUTIVE SUMMARY
SUMMIT has completed a Preliminary Subsurface Exploration for the Bell's Property site
(Proposed Barrington Subdivision) located in Waxhaw, North Carolina.
Eight (8) soil test borings (B-1 through B-8) were performed at the approximate locations shown
on Figure 2 — Boring Location Plan provided in Appendix 1. The soil test borings were
performed using an ATV -mounted CME 550 drill rig and extended to depths ranging from
approximately 8.6 to 15 feet below the existing ground surface. Hollow -stem, continuous flight
auger drilling techniques were used to advance the borings into the ground. Water level
measurements were attempted at the termination of drilling. The following geotechnical
engineering information was obtained as a result of the soil test borings:
• Surface — Topsoil was encountered in all of the borings to depths of approximately 6 to
12 inches below existing ground surface.
• Residual - Residual (undisturbed) soils were encountered underlying surface soils in all
of the borings and extended to boring termination depth or Partially Weathered Rock.
The residual soils encountered typically consisted of sandy silts (ML and Mli) with N-
values ranging from 6 to greater than 50 bpf.
• Partially Weathered Rock (PWR) and Auger Refusal — Partially Weathered Rock was
encountered in three (3) of the borings (Boring Nos. B-6 through B-8) at depths ranging
from approximately 3 to 8 feet below existing ground surface. Auger refusal conditions
were encountered in Boring No. B-8 at a depth of approximately 8.6 feet below existing
ground surface.
• Low to Moderate Plasticity and Moisture Sensitive Soils - Based on our boring results,
near surface low to moderate plasticity and moisture sensitive soils were encountered in a
majority of our borings. These materials, in their present state, are suitable for direct
support of the proposed building foundations. However, these fined grained soils are
moisture sensitive and can become soft when increased in moisture content.
Consequently, some undercutting and/or reworking (drying) of the near -surface soils may
be required depending upon final site grades, site management practices, and weather
conditions present during construction. Should these materials be left in -place, special
consideration should be given to providing positive drainage away from structures and
discharging roof drains a minimum of 5 feet from the foundations to reduce infiltration of
surface water to the subgrade materials. Laboratory test results indicate that soils were
encountered with Plasticity Indexes of 37, which is towards the higher end of moderate
plasticity. If during construction soils with plasticity higher than those tested by our
laboratory are encountered, then additional recommendations can be provided including,
undercutting, providing separation, or lime stabilization.
• Groundwater was not encountered, as measured at the time of drilling, in any of our
borings. Moisture conditions of the soil samples retrieved were generally moist. Very
moist and/or wet samples were encountered in Boring Nos. B-2 and B-8 at depths of
approximately 12 and 3 feet below ground surface, respectively. Hole cave depths ranged

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13, 2013
from approximately 7.1 to 13.5 feet below existing ground Surface. At times, hole cave
may be indicative of the presence of groundwater. Additionally, there is a pond (near
Boring No. B-2) and stream on site and, depending upon excavation depths, groundwater
and/or soft soils may be a concern near the ponds. Water levels tend to fluctuate with
seasonal and climatic variations, as well as with some types of construction operations.
Therefore, water may be encountered during construction at depths not indicated during
this study. Estimated Seasonal High Water Level (ESHWL) assessments were made
in Boring Nos. B-2 and B-7 at depths of 3.5 and 14 feet, respectively.
• Bearing conditions depend upon amount of cut and/or fill expected. We do not have
information regarding the final elevations of proposed building pads. The near -surface
soils encountered in all our borings are suitable for a net allowable bearing capacity of
2,000 psf provided the recommendations in this report are implemented and provided the
soils are not moderate to high in plasticity (as determined by the Geotechnical Engineer at
the time of construction).
• Based on the results of our soil test borings, it appears that the general shallow excavation
will be possible with conventional excavating equipment such as pans, backhoes,
bulldozers, and front end loaders. Depending on the location, excavations deeper than
approximately 3 feet may require specialized equipment and procedures.

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13, 2013
1.0 INTRODUCTION
1.1 Site and Project Description
The Bell's Property (Proposed Barrington Subdivision) site is located in Waxhaw, North
Carolina and is south of Bonds Grove Church Road, and east of and accessible from the existing
Barrington Subdivision, as shown in Figure 1 — Site Location Map provided in Appendix 1.
Based on observations made during our site visit and review of aerial photography (GIS), the site
is mostly undeveloped consisting wooded areas. Though not observed on -site. Union County
GIS shows a structural outline on the north side of the subject site.
We understand proposed development activities will be to construct one- and two-story
residential structures and associated appurtenances. We have assumed the structures will be built
using slab -on -grade or crawl -space construction requiring net allowable bearing capacities of no
greater than 2,000 psf. Based on site topography, we have assumed that maximum cut/fill will be
on the order of 5 feet. The following evaluation and recommendations are based upon an
understanding of the proposed construction, our assumptions, and the field exploration
performed. If the above -described project conditions are incorrect or changed after this report, or
if subsurface conditions encountered during construction are different from those reported,
SUMMIT should be notified and these recommendations should be re-evaluated based on the
changed conditions.
1.2 Purpose of Study
The purpose of this study was to obtain general geotechnical information regarding the
subsurface conditions and to provide general recommendations regarding the geotechnical
aspects of site preparation and foundation design. This report contains the following items:
• Executive Summary, test procedures and findings;
• Site and Test Location Plans;
• Boring Logs;
• A general review of the subsurface soils and geological stratigraphy;

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13, 2013
• A general evaluation of the site considering the proposed building construction and
subsurface conditions encountered;
• Geotechnical recommendations for design and construction of suitable foundation
support systems;
• Recommendations regarding slab -on -grade system support;
• Recommendations for site preparation and construction of compacted fills; and,
• Recommendations regarding excavation conditions.
2

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13, 2013
2.0 EXPLORATION PROCEDURES
2.1 Field
Eight (8) soil test borings (B-1 through B-8) were performed at the approximate locations shown
on Figure 2 — Boring Location Plan included in Appendix 1. The borings were located in the
field by others.
The soil test borings were performed using an ATV -mounted CME 550 drill rig and extended to
depths ranging from 8.6 to 15 feet below the existing ground surface. Hollow -stem, continuous
flight auger drilling techniques were used to advance the borings into the ground. Soil samples
were obtained during our field exploration in general accordance with ASTM D 1586. Water
level measurements were attempted at the termination of drilling.
The collected soil samples were transported to SUMMIT'S office to be visually examined and
classified in general accordance with ASTM D 2488. The classification symbols are depicted on
the attached boring logs provided in Appendix 2. Standard Penetration Tests (SPTs) were
performed at designated intervals as the augers were advanced to evaluate the strength
characteristics, and relative density of the soils encountered. The SPT "N" value represents the
number of blows required to drive a split -barrel sampler 12 inches with a 140-pound hammer
falling from a height of 30 inches. The results of these tests are presented on the individual
boring logs provided in Appendix 2 at the respective test depth.
2.2 Laboratory
The collected soil samples were transported to SUMMIT's office to be visually examined and
classified in general accordance with ASTM D-2488. The classification symbols are depicted on
the Boring Logs provided in Appendix 2. To aid in the classification of soils and estimate their
engineering properties, Atterberg Limit testing was performed in general accordance with ASTM
D-4318 on one (1) soil sample, Boring No. B-4 at a depth of 1 to 2.5 feet below existing ground
surface. Laboratory test results can be found in Appendix 3.

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13, 2013
3.0 AREA GEOLOGY AND SUBSURFACE CONDITIONS
3.1 Physiography and Area Geology
The property is located in Waxhaw, North Carolina, which is located in the south central
Piedmont Physiographic Province. The Piedmont Province generally consists of well rounded
hills and ridges which are dissected by a well developed system of draws and streams. The
Piedmont Province is predominantly underlain by metamorphic rock (formed by heat, pressure
and/or chemical action) and igneous rock (formed directly from molten material) which were
initially formed during the Precambrian and Paleozoic eras. The volcanic and sedimentary rocks
deposited in the Piedmont Province during the Precambrian era were the host from the
metamorphism and were changed to gneiss and schist. The more recent Paleozoic era had
periods of igneous emplacement, with at least episodes of regional metamorphism resulting in
the majority of the rock types seen today.
The topography and relief of the Piedmont Province has developed from differential weathering
of the igneous and metamorphic rock. Ridges have been developed between the more easily
weathered and erodible rock. Because of the continued chemical and physical weathering, the
rocks in the Piedmont Province are now generally covered with a mantle of soil that has
weathered in place from the underlying parent bedrock. These soils have variable thicknesses
and are referred to as residuum or residual soils. The residuum is typically finer grained and has
higher clay contents near the surface because of the advanced weathering. Similarly, the soils
typically become coarser grained with increasing depth because of decreased weathering. As the
weathering decreases through the residual soil profile, the residual soils generally transition into
PWR that tends to resemble the parent rock.
3.2 Generalized Subsurface Stratigraphy
General subsurface conditions encountered during our geotechnical exploration are described
herein. For more detailed soil descriptions and stratifications at a particular soil test boring, the
boring logs provided in Appendix 2 should be reviewed. The horizontal stratification lines
designating the interface between various strata represent approximate boundaries. Transition
between different strata in the field may be gradual in both the horizontal and vertical directions.
4

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13, 2013
3.2.1 Surface: Topsoil was encountered in all of the borings to depths of approximately 6 to
12 inches below existing ground surface.
3.2.2 Residuum: Residual (undisturbed) soils were encountered underlying surface soils in all
of the borings and extended to boring termination depth. The residual soils encountered typically
consisted of sandy silts (ML and MH) with N-values ranging from 6 to greater than 50 bpf.
3.2.3 Partially Weathered Rock (PWR) and Auger Refusal: Partially Weathered Rock was
encountered in three (3) of the borings (Boring Nos. B-6 through B-8) at depths ranging from
approximately 3 to 8 feet below existing ground surface. Auger refusal conditions were
encountered in Boring No. B-8 at a depth of approximately 8.6 feet below existing ground
surface.
3.3 Water Level Measurements and Estimated Seasonal High Water Level (ESHWL)
Groundwater was not encountered, as measured at the time of drilling, in any of our borings.
Moisture conditions of the soil samples retrieved were generally moist. Very moist and/or wet
samples were encountered in Boring Nos. B-2 and B-8 at depths of approximately 12 and 3 feet
below ground surface, respectively. Hole cave depths ranged from approximately 7.1 to 13.5 feet
below existing ground surface. At times, hole cave may be indicative of the presence of
groundwater. Additionally, there is a pond (near Boring No. B-2) and stream on site and,
depending upon excavation depths, groundwater and/or soft soils may be a concern near these
features. Water levels tend to fluctuate with seasonal and climatic variations, as well as with
some types of construction operations. Therefore, water may be encountered during construction
at depths not indicated during this study. Estimated Seasonal High Water Level (ESHWL)
assessments were made in Boring Nos. B-2 and B-7 at depths of 3.5 and 14 feet, respectively.
5

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13, 2013
4.0 EVALUATIONS AND RECOMMENDATIONS
4.1 General
Our evaluation and recommendations are based on the project information outlined previously
and on the data obtained from the field and laboratory testing program. If the structural loading,
geometry, or proposed building locations are changed or significantly differ from those outlined,
or if conditions are encountered during construction that differ from those encountered by the soil
test borings, SUMMIT requests the opportunity to review our recommendations based on the
new information and make the necessary changes in writing.
4.2 Foundation Support
Bearing conditions depend upon amount of cut and/or fill expected. We do not have information
regarding the final elevations of proposed building pads. The near -surface soils encountered in
all of our borings are suitable for a net allowable bearing capacity of 2,000 psf provided the
recommendations in this report are implemented and provided the soils are not moderate to high
in plasticity (as determined by the Geotechnical Engineer at the time of construction).
Exterior foundations and foundations in unheated areas should be designed to bear at least 12
inches below finished grade for frost protection
The foundation bearing area should be free of any loose or soft material, standing water, and
debris. Concrete should not be placed on soils that have been softened by precipitation or frost
heave. We recommend that the bearing soils be evaluated by the Geotechnical Engineer using
hand auger borings with Dynamic Cone Penetrometer testing equipment or other suitable
methods prior to concrete placement. Any unsuitable soil encountered during this evaluation
should be undercut or repaired as directed by the Geotechnical Engineer.
The subgrade materials can be sensitive to moisture variations: therefore, foundation excavations
should be opened for a minimum amount of time, particularly during inclement weather. Soils
exposed to moisture variations may become highly disturbed and undercutting may be required
prior to placing foundations on these materials. If the excavation remains open overnight or if
3

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13, 2013
rainfall becomes imminent while the bearing soils are exposed, we recommend that the
foundation excavations are deepened and that a 2 to 4-inch thick "mud -mat' of lean (2,000 psi)
concrete be placed on the bearing soils before placement of reinforcing steel
Based on the general stratigraphy in the building area, past experience with similar projects and
the anticipated magnitude of the building loads, it is our opinion that the total and differential
settlement potentials for the building should be on the order of 1 inch and 1/2 inch, respectively.
These conclusions are contingent upon compliance with the site preparation and fill placement
recommendations outlined in this report.
4.3 Low to Moderate Plasticity and Moisture Sensitive Soils
Based on our boring results, near surface low to moderate plasticity and moisture sensitive soils
were encountered in a majority of our borings. These materials, in their present state, are suitable
for direct support of the proposed building foundations. However, these fined grained soils are
moisture sensitive and can become soft when increased in moisture content. Consequently, some
undercutting and/or reworking (drying) of the near -surface soils may be required depending upon
final site grades, site management practices, and weather conditions present during construction.
Should these materials be left in -place, special consideration should be given to providing
positive drainage away from structures and discharging roof drains a minimum of 5 feet from the
foundations to reduce infiltration of surface water to the subgrade materials. Laboratory test
results indicate that soils were encountered with Plasticity Indexes of 37, which is towards the
higher end of moderate plasticity. If during construction soils with plasticity higher than those
tested by our laboratory are encountered, then additional recommendations can be provided
including, undercutting, providing separation, or lime stabilization.
4.4 Floor Slab and Pavement Areas
Slab -on -grade floor systems and pavements can be adequately supported on the non -high plastic
residual soils or newly compacted fill, provided the site preparation and fill placement
procedures outlined in this report are implemented.
Immediately prior to constructing the floor slabs, we recommend that the areas be proofrolled to
11

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13, 2013
detect any softened, loosened or disturbed areas that may have been exposed to wet weather or
construction traffic. Areas that are found to be disturbed or indicate pumping and/or instability
during the proofrolling should be undercut and replaced with adequately compacted structural fill
or as directed by the Geotechnical Engineer. This proofrolling should be observed by a staff
professional or a senior soils technician under his/her direction. Proofrolling procedures are
outlined in the "Site Preparation" section of this report.
We recommend that special care be given to providing adequate drainage away from the building
and pavement areas to reduce infiltration of surface water into the base course and subgrade
materials. If these materials are allowed to become saturated during the life of the slab or
pavement section, strength reduction of the materials may result causing a reduced life of the
section.
4.5 Cut and Fill Slopes
Permanent project slopes should be designed at 3 horizontal to 1 vertical or flatter. The tops and
bases of all slopes should be located a minimum of 10 feet from structural limits and a minimum
of 5 feet from parking and drive areas. The till slopes should be adequately compacted, as
outlined below, and all slopes should be seeded and maintained after construction. A one -month
waiting period is recommended for areas where fill heights exceed 10-ft, to allow for settlement.
8

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13. 2013
5.0 CONSTRUCTION CONSIDERATIONS
5.1 Abandoned Utilities/Structures
We recommend that all existing utility lines and foundations be removed or abandoned from
within proposed building areas if present. The utility backfill and foundation material should be
removed and the subgrade in the excavations should be evaluated by the Geotechnical Engineer
prior to fill placement. The subgrade evaluation should consist of visual observations, probing
with a steel rod and/or performing hand auger borings with Dynamic Cone Penetrometer tests to
evaluate their suitability of receiving structural fill. Once the excavations are evaluated and
approved, they should be backfilled with adequately compacted structural fill.
5.2 Site Preparation
The entire building and parking areas should be stripped of all topsoil, organic laden soil, and
other deleterious materials to a minimum of 10 feet outside the structural limits. Upon
completion of the stripping operations, we 'recommend that areas to provide support for the
foundations, floor slab, parking areas and structural fill areas be proofrolled with a loaded dump
truck or similar pneumatic tired vehicle (minimum loaded weight of 20 tons) under the
observations of a staff professional. After excavation of the site has been completed, the exposed
subgrade in cut areas should also be proofrolled. The proofrolling procedures should consist of
four complete passes of the exposed areas, with two of the passes being in a direction
perpendicular to the proceeding ones. Any areas which deflect, rut or pump excessively during
proofrolling or fail to "tighten up' after successive passes should be undercut to suitable soils
and replaced with approved structural fill. Some undercut may be required, especially in the near
surface soils exposed to the elements for more than six months.
Undercutting of any unstable soils discovered during initial grading construction should be
conducted as soon as possible. The extent of the undercut required should be determined in the
field by the Geotechnical Engineer while monitoring construction activity. After the proofrolling
operation has been completed and approved, final site grading should proceed immediately. If
construction progresses during wet weather, the proofrolling operation should be repeated with at
a

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13, 2013
least one pass in each direction immediately prior to placing fill material. If unstable conditions
are observed during this operation, then undercutting or scarifying and drying may be required
5.3 Excavation Characteristics
Based on the results of our soil test borings, it appears that the general shallow excavation will be
possible with conventional excavating equipment such as pans, backhoes, bulldozers, and front
end loaders. Depending on the location, excavations deeper than approximately 3 feet may
require specialized equipment and procedures.
Partially Weathered Rock was encountered in three (3) of the borings (Boring Nos. B-6 through
B-8) at depths ranging from approximately 3 to 8 feet below existing ground surface. Auger
refusal conditions were encountered in boring B-8 at a depth of approximately 8.6 feet below
existing ground surface. However, the depth and thickness of partially weathered rock, boulders,
and rock lenses or seams, can vary dramatically in short distances and between the boring
locations; therefore, soft/hard weathered rock, boulders or bedrock may be encountered during
construction at locations or depths not encountered during this exploration. A rock excavation
specification can be provided by SUMMIT upon request.
5.4 Temporary Excavation Stability
Localized areas of soft or unsuitable soils not detected by our borings, or in unexplored areas,
such as in the existing buildings on site, may be encountered once grading operations begin.
Vertical cuts in these soils may be unstable and may present a significant hazard because they can
fail without warning. Therefore, temporary construction slopes greater than 5 feet high should
not be steeper than one horizontal to one vertical (11-1:1 V), and excavated material, construction
equipment and materials, should not be placed within 10 feet of the crest of any excavated slope.
In addition, runoff water should be diverted away from the crest of the excavated slopes to reduce
the potential for erosion and sloughing.
For deep excavations, shoring and bracing or flattening (laying back) of the slopes may be
required to obtain a safe working environment. Excavation should be sloped or shored in

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13. 2013
accordance with local, state and federal regulations, including OSHA (29 CFR Part 1926)
excavation trench safety standards
5.5 Structural Fill
The soils to be used as structural fill placed within structural areas should be free of organics,
roots or other deleterious materials. Compacted structural fill should consist of lower plasticity
(13I<30) material classified as ML, SC. SM, SP, SW, GC, GM, GP, or GW per ASTM D-2487, or
as approved by the Geotechnical Engineer. Off -site borrow soil should also meet these same
classification requirements. We expect that the majority of non -organic, non -high -plastic soils
encountered on -site are expected to meet this criterion. However, successful reuse of the
excavated, on -site soils as compacted structural fill will depend on the moisture content of the
soils encountered during excavation. We anticipate that scarifying and drying of portions of the
on -site soils may be required before the recommended compaction can be achieved. Drying of
these soils may result in some delay.
All structural fill soils should be placed in thin (8-inch) loose lifts and compacted to a minimum
of 95 percent of the soil's Standard Proctor maximum dry density (ASTM D698) within +/- 3
percent of optimum moisture content. The upper I foot of structural fill within the parking and
drive and slab areas should be compacted to a minimum of 98 percent of the same standard as
above. Some manipulation of the moisture content (such as wetting, drying) may be required
during the filling operation to obtain the required degree of compaction. The manipulation of the
moisture content is highly dependent on weather conditions and site drainage conditions.
Therefore, the grading contractor should be prepared to both dry and wet the fill materials to
obtain the specified compaction during grading. Sufficient density tests should be performed to
confirm the required compaction of the fill material. The frequency and locations should be
determined by the Geotechnical Engineer.
5.6 Engineering Services During Construction
The engineering recommendations provided in this report are based on the information obtained
from the subsurface exploration. However, unlike other engineering materials like steel and
concrete, the extent and properties of geologic materials (soil) may vary significantly. Regardless
11

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13, 2013
of the thoroughness of a geotechnical engineering exploration, there is always a possibility that
conditions between borings will be different from those at the boring locations, that conditions
are not as anticipated by the designers, or that the construction process has altered the subsurface
conditions. This report does not reflect variations that may occur between the boring locations.
Therefore, conditions on the site may vary between the discrete locations observed at the time of
our subsurface exploration.
The nature and extent of variations between the borings may not become evident until during
construction. To account for this variability, professional observation, testing, and monitoring of
subsurface conditions during construction should be provided as an extension of our engineering
services. These services will help in evaluating the Contractor's conformance with the plans and
specifications.
Because of our unique position to understand the intent of the geotechnical engineering
recommendations, retaining SUMMIT for these services will also allow us to provide consistent
service through the project construction. Geotechnical engineering construction observations
should be performed under the supervision of a Geotechnical Engineer from our office who is
familiar with the intent of the recommendations presented herein. This observation is
recommended to evaluate whether the conditions anticipated in the design actually exist or
whether the recommendations presented herein should be modified where necessary.
Observation and testing of compacted structural fill and backfill should also be provided by our
firm.
12

Report of Preliminary Subsurface Exploration SUMMIT Project No. 109-13
Bell's Property Site (Proposed Barrington Subdivision) May 13, 2013
6.0 QUALIFICATIONS OF REPORT
The analyses and recommendations submitted in this report were based, in part, on data obtained
from the subsurface exploration. If the above -described project conditions are incorrect or
changed after the issuing of this report, or subsurface conditions encountered during construction
are different from those reported, SUMMIT should be notified and these recommendations
should be re-evaluated based on the changed conditions to make appropriate revisions. We have
prepared this report according to generally accepted geotechnical engineering practices. No
warranty, express or implied, is made as to the professional advice included in this report.
13

F
SUMMIT
ENGINEERING • LABORATORY• SURVEYING
APPENDIX 1

i—F
33
32
34
31
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LIE \ (IEE
�24''�
42- \ \ \� % 47 48 1 49
\ \ \ 37 \8 V 39\\T 50 5i 52
Figure 2 Bell's Property
Boring Location Plan Barrington Subdivision
Approx. Soil Test Boring Location i�/��i�/�� I Waxhaw, North Carolina
SCALE: NTS S U • a ■ • • ■ T SUMMIT Project No.: 109-13

v
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N D. Neale Lary..
SITE LOCATION
-
,pchRd- __ �_ -Bonds Grove Chinch Rd
Uo+a Bonds Grove
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Figure 1
Bell's Property
Site Location Map
b
Barrington Subdivision
'
Waxhaw, North Carolina
SUMMIT
Scale: NTS
Project: 109-13
ENGINEERING' LABORATORY- SURVEYING

SUMMIT
ENGINEERING • LABORATORY• SURVEYING
APPENDIX 2

Project: Bell's Property (Barrington Subdivision) Key to Log of Boring
Project Location: Waxhaw, North Carolina Sheet 1 of 1
Project Number: 109-13
C
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MATERIAL DESCRIPTION
a
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REMARKS AND
OTHER TESTS
1L2J L3i4 Lti 6
7 8 9
COLUMN DESCRIPTIONS
Elevation (feet): Elevation (MSL, feet).
© MATERIAL DESCRIPTION: Description of material encountered.
2 Depth (feet): Depth in feet below the ground surface.
May include consistency, moisture, color, and other descriptive
LIJ Sample Type: Type of soil sample collected at the depth interval
text.
shown.
7 Water Level: The approx. groundwater level from top of bore hole
Q Sampling Resistance, blows/ft: Number of blows to advance driven
8 Cave-in Depth (feet): Collapse of boring at depth interval shown
sampler one foot (or distance shown) beyond seating interval
9 REMARKS AND OTHER TESTS: Comments and observations
using the hammer identified on the boring log.
regarding drilling or sampling made by driller or field personnel.
5Graphic Log: Graphic depiction of the subsurface material
encountered.
FIELD AND LABORATORY TEST ABBREVIATIONS
CHEM: Chemical tests to assess corrosivity
PI: Plasticity Index, percent
COMP: Compaction lest
SA: Sieve analysis (percent passing No. 200 Sieve)
CONS: One-dimensional consolidation test
UC: Unconfined compressive strength test, Qu, in ksf
LL: Liquid Limit, percent
WA: Wash sieve (percent passing No. 200 Sieve)
MATERIAL GRAPHIC SYMBOLS
• l
Elastic SILT (MH)
IIIIII
�� � � Partially Weathered Rock
1 Sandy SILT (ML)
Topsoil
TYPICAL SAMPLER GRAPHIC SYMBOLS
OTHER GRAPHIC SYMBOLS
'
2-inch-OD unlined split Shelby Tube (Thin -walled,
—= Water level (at time of drilling, ATD)
spoon (SPT) fixed head)
—� Water level (after waiting)
Minor change in material properties within a
�• stratum
— - Inferred/gradational contact between strata
—'+- Queried contact between strata
GENERAL NOTES
r. Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be
gradual. Field descriptions may have been modified to reflect results of lab tests.
2. Descriptions on these logs apply only at the specific boring locations and at the
time the borings were advanced. They are not warranted to be representative
of subsurface conditions at other locations or times.
ALk

Project: Bell's Property (Barrington Subdivision) Log of Boring B-1
Project Location: Waxhaw, North Carolina Sheet 1 of 1
Project Number: 109-13
Date(s) May 6-7, 2013
Drilled
Logged By Charlie Killian
Checked By Will Harrison, PE
Drilling Hollow Stem Auger
Method
Drill Bit 6 inch soil bit
Size/Type
Total Depth 15
of Borehole
Drill Rig CME 550
Drilling SUMMIT
Approximate
Type
Contractor
Surface Elevation
Groundwater Level Not Encountered ATD
and Date Measured
Sampling SPT
Method(s)
Hammer 140 lb, 30 inch drop, auto trip
Data
Borehole
Backfll Cuttings
Location See Figure 2 in Appendix 1
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REMARKS AND
w
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MATERIAL DESCRIPTION
3
v
OTHER TESTS
0
Topsoil
RESIDUAL: Firm Moist Tan Orange Sandy SILT
(ML)
7
Very Stiff Moist Tan Orange Sandy SILT (ML)
26
s
24
Hard Moist Tan Orange Sandy SILT (ML)
32
10
12.4
40
15 Boring Terminated at Approximately 15 Feet Below

Project: Bell's Property (Barrington Subdivision) Log of Boring B-2
Project Location: Waxhaw, North Carolina Sheet 1 of 1
Project Number: 109-13
Date(s) May 6-7, 2013
Drilled
Logged By Charlie Killian
Checked By Will Harrison, PE
Drilling Hollow Stem Auger
Drill Bit 6 inch soil bit
Total Depth 15
Method
SizelType
of Borehole
Drill Rig CME 550
Drilling SUMMIT
Approximate
Type
Contractor
Surface Elevation
Groundwater Level Not Encountered ATD
and Date Measured
Sampling SPT
Method(s)
Hammer 1401b, 30 inch drop, auto trip
Data
Borehole Cuttings
BBorehole
Location See Figure 2 in Appendix 1
c
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>
REMARKSAND
w
o
rn
rn a
0
MATERIAL DESCRIPTION
3
U
OTHER TESTS
o
Topsoil
RESIDUAL: Stiff Moist Red Brown Sandy Elastic
B
SILT (MH)
Stiff Moist Red Brown Sandy SILT (ML)
14
Stiff Moist Tan Orange Sandy SILT (ML)
14
5
Very Stiff Moist Tan Orange Sandy SILT (ML)
16
17
10
Very Stiff Very Moist Tan Brown Sandy SILT (ML)
13.5
16
5
Boring Terminated at Approximately 15 Feet Below
A&

Project: Bell's Property (Barrington Subdivision) Log of Boring B-3
Project Location: Waxhaw, North Carolina Sheet 1 of 1
Project Number: 109-13
Date(s) May 6-7, 2013
Drilled
Logged By Charlie Killian
Checked By Will Harrison, PE
Drilling Hollow Stem Auger
Drill Bit 6 inch soil bit
Total Depth 15
Method
Size/Type
of Borehole
Drill Rig CME 550
Drilling SUMMIT
Approximate
Type
Contractor
Surface Elevation
Groundwater Level Not Encountered ATD
and Date Measured
Sampling SPT
Method(s)
Hammer 140 lb, 30 inch drop, auto trip
Data
Borehole
Backfll Cuttings
Location See Figure 2 in Appendix 1
g'
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REMARKS AND
w
cl
w
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t7
MATERIAL DESCRIPTION
3
6
OTHER TESTS
D
Topsoil
RESIDUAL. Stiff Moist Tan Orange Sandy SILT (ML)
10
Stiff Moist Tan Orange Sandy SILT (ML)
B
5
11
12
10
12.2
10
15 Boring Terminated at Approximately 15 Feet Below

Project: Bell's Property (Barrington Subdivision) Log of Boring B-4
Project Location: Waxhaw, North Carolina Sheet 1 of 1
Project Number: 109-13
Date(s) May 6-7, 2013
Drilled
Logged By Charlie Killian
Checked By Will Harrison, PE
Drilling Hollow Stem Auger
Drill Bit 6 inch soil bit
Total Depth 15
Method
Size/Type
of Borehole
Drill Rig CME 550
Drilling SUMMIT
Approximate
Type
Contractor
Surface Elevation
Groundwater Level Not Encountered ATD
and Date Measured
Sampling SPT
Method(s)
Hammer 1401b, 30 inch drop, auto trip
Data
Borehole Cuttings
Bad ckfill g
Location See Figure 2 in A
9 Appendix 1
c
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41
w
o
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❑
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a
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m
«
>
REMARKS AND
w
o
rn
rn a
0
MATERIAL DESCRIPTION
3
Q
OTHER TESTS
o
Topsoil
RESIDUAL: Firm Moist Red Brown Sandy Elastic
SILT (MH)
7
Very Stiff Moist Tan Orange Sandy SILT (ML)
17
5
20
Stiff Moist Tan Orange Sandy SILT (ML)
14
10
— — — — — — — — — — — — — — —
Very Stiff Moist Tan Orange Sandy SILT (ML)
12.6
1e
1s
Boring Terminated at Approximately 15 Feet Below
//6

Project: Bell's Property (Barrington Subdivision) Log of Boring B-5
Project Location: Waxhaw, North Carolina Sheet 1 of 1
Project Number: 109-13
Date(s) Drilled May 6-7, 2013
Logged By Charlie Killian
Checked By Will Harrison, PE
Drilling Hollow Stem Auger
Drill Bit 6 inch soil bit
Total Depth 15
Method
Size/Type
of Borehole
Drill Rig CME 550
Drilling SUMMIT
Approximate
Type
Contractor
Surface Elevation
Groundwater Level Not Encountered ATD
and Date
and Date Measured
Sampling SPT
Method(s)
Hammer
140 lb, 30 inch drop, auto trip
Data
Borehole Cuttings
Backril g
Location See Figure 2 in A
9 Appendix 1
c
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6
W
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°r
i
REMARKS AND
w
o
to
in a
c�
MATERIAL DESCRIPTION
3
OTHER TESTS
o
Topsoil
RESIDUAL: Stiff Moist Red Brown Sandy Elastic
SILT (MH)
12
Stiff Moist Tan Orange Sandy SILT (ML)
13
5
14
Very Stiff Moist Tan Orange Sandy SILT (ML)
16
10
11.7
Very Stiff Moist Tan Grey Sandy SILT (ML)
24
1s Boring Terminated at Approximately 15 Feet Below

Project: Bell's Property (Barrington Subdivision) Log of Boring B-6
Project Location: Waxhaw, North Carolina Sheet 1 Of 1
Project Number: 109-13
Date(,) May 6-71 2013
Drilled
Logged By Charlie Killian
Checked By Will Harrison, PE
Drilling Hollow Stem Auger
Drill Bit 6 inch soil bit
Total Depth 13.75
Method
Size/Type
of Borehole
Drill Rig CME 550
Drilling SUMMIT
Approximate
Type
Contractor
Surface Elevation
Groundwater Level Not Encountered ATD
Sampling SPT
Hammer 140 lb, 30 inch drop, auto trip
and Date Measured
Method(s)
Data
Borehole Cuttings
Boreho
Location See Figure 2 in Appendix 1
g'
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m
v
U
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ia
W
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❑
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^'
>
REMARKS AND
w
o
in
rn a
U
MATERIAL DESCRIPTION
tj
OTHER TESTS
D
Topsoil
RESIDUAL. Firm Moist Tan Orange Sandy SILT
(ML)
8
Very Hard Moist Tan Olive Sandy SILT (ML)
52
s
— — — — — — — — — — — — — — —
Very Hard Moist Tan Orange Sandy SILT (ML)
83
�!
Partially Weathered Rock (PWR) - when sampled
i :
becomes Tan Brown Sandy SILT with Rock
50/6"
is
Fragments
10
r:
r:
is
is
1 :
50/3"
Boring Terminated at Approximately 13.75 Feet
Below Ground Surface
15

Project: Bell's Property (Barrington Subdivision) Log of Boring B-7
Project Location: Waxhaw, North Carolina Sheet 1 of 1
Project Number: 109-13
Date(s) May 6-7, 2013
Drilled
Logged By Charlie Killian _
Checked By Will Harrison, PE
Drilling Hollow Stem Auger
Drill Bit 6 inch soil bit
Total Depth 13.9
Method
Size/Type
of Borehole
Drill Rig CME 550
Drilling SUMMIT
Approximate
Type
Contractor
Surface Elevation
Groundwater Level Not Encountered ATD
and Dale Measured
Sampling SPT
Method(s)
Hammer 140lb, 30 inch drop, auto trip
Data
Borehole
Baokfll Cuttings
Location See Figure 2 in Appendix 1
c
m
ry
yr
N
N
o
t
v
c
O
v
H
p
a
C
J
O
y
J
0
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E 3
°1
>
REMARKS AND
w
O
in
rn a
O
MATERIAL DESCRIPTION
U
OTHER TESTS
0
Topsoil
RESIDUAL. Very Stiff Moist Tan Olive Sandy SILT
(ML)
23
— — — — — — — — — — — — — — —
Hard Moist Tan Orange Sandy SILT (ML)
43
Very Hard Moist Tan Orange Sandy SILT (ML)
70
5
Partially Weathered Rock (PWR) - when sampled
50/6"
4 r-
becomes Tan Brown Sandy SILT
50/6"
i�
is
is
50/5.5"
:l.
4
ii
10
�i
I•
'
ii
I•
1 �
12.5
is
50/5"
Boring Terminated at Approximately 13.9 Feet Below
Ground Surface
15
ALk

Project: Bell's Property (Barrington Subdivision) Log of Boring B-8
Project Location: Waxhaw, North Carolina Sheet 1 of 1
Project Number: 109-13
Date(s) May 6-71 2013
Drilled
Logged By Charlie Killian
Checked By Will Harrison, PE
Drilling Hollow Stem Auger
Drill Bit 6 inch soil bit
Total Depth 6 6
Method
Size/Type
of Borehole
Drill Rig GIVE 550
Drilling SUMMIT
Approximate
Type
Contractor
Surface Elevation
Groundwater Level Not Encountered ATD
Sampling SPT
Hammer 140lb, 30 inch drop, auto trip
and Date Measured
Methods)
Data
Borehole Cuttings
Backfill
Location See Figure 2 in Appendix 1
c
m
m
w
d
n
N
W
c:
o
w
L
w
O
r
rn
J
w
O
>
n
E
E 3
@
>
REMARKS AND
w
p
in a
r,
MATERIAL DESCRIPTION
rj
OTHER TESTS
o
Topsoil
RESIDUAL: Firm Wet Tan Orange Sandy SILT (ML)
6
�►
Partially Weathered Rock (PWR) - when sampled
t :
becomes Tan Brown Sandy SILT
50/6"
:!
5
P:
50/6"
is
7.1
ii
I•
50/1.5"
I!
Boring Terminated on Auger Refusal Conditions at
Approximately 8.6 Feet Below Ground Surface
10
1s

SUMMIT
ENGINEERING • LABORATORY• SURVEYING
APPENDIX 3

LIQUID AND PLASTIC LIMITS TEST REPORT
60
so
40
x
w
0
z
30
U
H
N
g
a
20
10
0
0 10 20 30 40 60 60 70 80 90 100 110
LIQUID LIMIT
MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS
• Red -Brown Pat Clay 66 29 37
Project No. 109-13 Client: Shea Homes Remarks:
Project: Bells Property
Waxhaw, North Carolina
• Location: B-4 @ I'-2.5'
Summit Engineering
Ft. Mill, South Carolina Figure
Dashed line indicates the app/soils­
/
/
upper limit boundary for natu
/
/
Tested By: Mimi Hourani

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