SW6120603_HISTORICAL FILE_20120807

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

gar E-Filed Annual Report
-1-0-8763213
LIMITED LIABILITY COMPANY
e
ANNUAL REPORT Do not data enter manually.
NAME OF LIMITED LIABILITY COMPANY: Summit' Healthcare Group, LLC
REPORT FOR THE YEAR: 2012 STATE OF INCORPORATION: NC
SECRETARY OF STATE L.L.C. ID NUMBER: 1033292
NATURE OF BUSINESS: Facilities Development Activity for Healthcare Providers
REGISTERED AGENT: Joseph, Joe
REGISTERED OFFICE MAILING ADDRESS: 390C South Stratford Road
Winston-Salem, NC 27103
REGISTERED OFFICE STREET ADDRESS: 390C South Stratford Road
Winston-Salem, NC 27103 Forsyth County
PRINCIPAL OFFICE TELEPHONE NUMBER: 336-774-9127
PRINCIPAL OFFICE MAILING ADDRESS: 390 C South Stratford Road
Winston Salem, NC 27103
PRINCIPAL OFFICE STREET ADDRESS: 390 C South Stratford Road
Winston Salem, NC 27103
MANAGERS/MEMBERS/ORGANIZERS:
Name: Joe Joseph Name: Tommy Catone
Title Manager Title: Manager
Address: Address:
390C South Stratford Road 390C South Stratford Road
Winston Salem, NC 27103 Winston Salem, NC 27103
CERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
Joe Joseph
FORM MUST BF SIGNED BY A MANAGERIMEMBER
.foe Joseph
03/28/2012
DATE
Manager
TYPE OR PRINT NAME TYPE OR PRINT TITLE
ANNUAL REPORT FEE: $200 MAIL TO: Se=tary of State - Corporations Division - Post Office Box 29525 - Ralcigh. NC 27626-0525
RECEIVED
AUG - 7 2012
DENR-FAYETTTEVILLE REGIONAL OFFICE

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North Carolina
Beverly Eaves Perdue
Governor
Mr. James L. Walters, P.E.
Latham -Walters Engineering, Inc.
16507-A Northcross Drive
1 funtorsville, NC 28078
Dear Mr. Walters:
Alt=
NCDEo4R
Department of Environment and
Division of Water Quality
Charles Wakild, P.E.
Director
J une 15, 2012
Natural Resources
Dee Freeman
RECEIVED Secretary
AUG - 7 2012
DENR-FAYETTEVI LLE REGIONAL OFFICE
Subject: Request for Additional Information
Stormwater Project No. SW6120603
Joe Joseph/ Summit Healthcare Group, LLC
Harnett Health Medical Office Park
Harnett County
The Division of Water Quality Central Office received a Stormwater Management Permit Application for the
subject project on June 13, 2012. A preliminary review of that information has determined that the application is
not complete. The following information is needed to continue the stormwater review:
Please include the simple method calculation for the water quality volume.
2. Please provide the required items checklist for the Wet Detention Basin Supplement.
3. The Operation and Maintenance Form was missing a sheet. Please make sure all the sheets are
included.
Please note that this request for additional information is in response to a preliminary review. The requested
information should be received by this Office prior to June 29, 2012, or the application will be returned as
incomplete. The return of a project will necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time extension to the
Division at the address and fax number at the bottom of this letter. The request must indicate the date by which you
expect to submit the required information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
Please reference the State assigned project number on all correspondence. If you have any questions concerning
this matter please feel free to call me at [phone].
Sincerely,
Brian Lowther, PE
Environmental Engineer
cc: Fayetteville Regional Office
SW6120603 File
Joe Joseph, 390-C South Stratford Rd. Winston-Salem, NC 27103
Wetlands and Stormwater Branch
1617 Mail Service center, Raleigh, worth Caiclina 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone]G , FAX: 919-0G7-G494
Internet: www wwaterquaiity org
An Fmml nnnnrtnnity l Amrmaiiyq Artinn Fmnlnvgr
NorthCaroiina

('200710101517
STATE OF NORTH CAROLINA
DEPARTMENT OF THE SECRETARY OF STATE
STATEMENT OF CHANGE OF REGISTERED
OFFICE AND/OR REGISTERED AGENT
SOS I D: 0077686
Date Filed: 5/14/2007 4:40:00 PM
Elaine F. Marshall ` 1'
North Carolina Secretary of State
j%f .
C200710101517
t
Pursuant to §55D-31 of the General Statutes of North Carolina, the undersigned entity submits the following for the purpose of
changing its registered office and/or registered agent in the State of North Carolina.
INFORMATION CURRENTLY ON FILE
The name of the entity is: Harnett Health System, Inc.
Entity Type: ❑Corporation, ❑Foreign Corporation, ®Nonprofit Corporation, ❑Foreign Nonprofit Corporation,
❑Limited Liability Company, ❑Foreign Limited Liability Company ❑Limited Partnership, ❑Foreign Limited Partnership,
❑Limited Liability Partnership, ❑Foreign Limited Liability Partnership
The street address and county of the entity's registered office currently on file is:
Number and Street: 800 Tilghman Drive
City, State, Zip Code: Dunn, NC 28334 County: Harnett
The mailing address if different from the street address of the registered office currently on file is:
PO Drawer 1706, Dunn, NC 28335
The name of the current registered agent is: Alfred P. Taylor
NEW INFORMATION
1. The street address and county of the new registered office of the entity is: RECEIVED
(complete this item only if the address of the registered office is being changed)
AUG - l 2012
Number and Street.
City, State, Zip Code: County:
UENR-FAYETTHLLE REGIONAL OFFICE
2. The mailing address if different from the street address of the new registered office is:
(complete this item only if the address of the registered office is being changed)
3. The name of the new registered agent and the new agent's consent to appointment a ars below:
(complete this item only if the name of the registered agent is being changed) It
Kenneth E, Bryan _ _ LS.,
Type or Print Name of New Agent * sigha e &
4. The address of the entity's registered office and the address of the business office of its registered Ygent, as changed,
will be identical
5. This statement will be effective upon filing.
This is theolA day of�, 2007
Harnef-ca
System, Inc.
r stgnat
enneth E. Brvan, Pr ident and CEO_
Type or Print Name and Title
Notes: Filing fee is S5.00. This document most be riled with the Secretary of State.
10369.11A62561 v1

SOSID: 0077686
Date Filed: 8181211415 8:38:041 AM
Elaine F. Marshall
North Carolina Secretary of State
C20t15217t10261
ARTICLES OF AMENDMENT OF
Amended and Restated Articles of Incorporation of
Betsy Johnson Health Care Systems, Incorporated
Pursuant to § 55A-10-05 of the General Statutes of North Carolina, the
undersigned nonprofit corporation hereby submits these Articles of Amendment for the
purpose of amending its amended and restated articles of incorporation:
The name of the corporation is Betsy Johnson Health Care Systems,
Incorporated.
The text of the amendment adopted is as follows:
Paragraph One of the Amended and Restated Articles of Incorporation
of Betsy Johnson Health Care Systems, Incorporated, is amended to
read as follows:
The name of this corporation is Harnett Health System, Inc.
The date of adoption of the amendment is August 4, 2005.
4. Approval by a unanimous vote by the Board of Trustees of the corporation
was obtained, and approval of the members was not required because the corporation has
no voting members.
This the 41h day of August, 2005.
Betsy Johnson Health Care Systems, Incorporated
By:
Name. A. Weeks
Title: Chair, Board of Trustees
.�.
--------------------------

t \.
RECEIVED
AUG - 7 2012
DENR--FAYETTE ALLE REGIONAL OFFICE
PM NOMA
Ipl o{ � OF OEM
i
PA
BK AU PSAFEE417 A
K REW STRIP: $470. N
IMM # 28838132E
�% 71
`�7RS1AgNT PROAREU BY WRZY ). POPE, A77DRNBY
OMa BOX 929, DUNK. NORTH CAMJ NA 22335
6 P"�ARCEL IDEIVTMER NO.; 02-1506-0087-02
STATE OF NOR 0
COUNTY OF WARRANTY DEED
THIS DEED, made` luly002, by and between Lelcshman Ran and wife,
Jyoti Rao, 71 Huntington
and-Belsy Johnson Health Care
Carolina 28335, hcreinaffier referred to as
C:9
That the Grantor, for a valuable
hereby acknowledged, has and by these prebent,
Grantee in fee simple, all that certain lot or parcel
Township, Harrmn County, North Carolina and mr
28334, hereinafter referred to as Grantor,
Post Office Drawer 1706, Dunn, North
by the Grantee, the receipt of which is
��rseil and convey unto the
Cityof Dunn, Averasbomad as follows:
BEGINNING at a point in the Eastern Ti -0f- Drive, which is
also the Southwestem.co wr of the property, con the orthwestern corner
of the property conveyed simultaneously herewith P , said BEGINNING
point being looted North 01 degrees 58 4 a distance of
539.96 feet along the Eastern margin of Til rt9 'on with
the Northern margin of Susan Tart Road (N.C. 44 runs thence
describing the property conveyed North 01 degrees 58 nds East, a
distance of 241.40 feet to a sex rebar in the Eastern right f- of T' Drive;
thence along the Southern line of the remaining part of 7 Property
which is located on the Northern side of the property con whi
is recorded in Deed Book 330, Page 383, South 88 degrees n S
East, a distance of 883.31 feet to a set rebar in the line of Do eath;
along Heath's line South 02 degrees 29. minutes 55 seconds a of
24721 feet to a point, Northeastern corner of the P. K. Vyas to
him simultaneously herewith; thence along the Northem line of P. as
degrees 42 minutes 05 seconds West, a distance of 902.62 feet to in the
Eastern tight -of -way of Tilghman Drive, point of BEGINNING, an n
5.00 acres, more or less, and being ail in accordance with that map and o
property of P. K. Vyas, M.D., et ai, Dann, Avermbom Township,
North Carolina, surveyed by Piedmont Surveying, Dunn, North Carolina,
28, 1989, and revised September 19, 1989, August 3, 1989, August 3, 1990 d
September 28, 1990, and which map ®d plat is recorded in the Office o *

A
Register of Deeds in Plat Cabinet E, Slide 60B.
The property kmnabove described was acquired by Grator by instrument recorded m
�5, Page 506, Harnett Coutrty Registry.
HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
theretmto belonging to the Grantee in fee simple.
covenants with the Grantee that Cmmtor is sciaed Of the promises in fee
S right to nvey the same in foe simple, that title is maorketable and free and clear of
all ces, Grantor will warrant and defend the title against the lawful claims of all
persons for the exceptions hereinafter stated. Title to the property h ereinabove
desc I i bj to exceptions:
1. aad rights -of --way of record.
2. to be responsible for and to pay the 2002 Harnett Covrrty and the City
Of Dunn on said parcel of land.
The desr'�na on for and Grantee as used herein shall include said parties, their hens,
successors and assi and incl singtrlaur, Plural, masculine, feminine or neuter as required
by context
IN WITNESSGrantors have hereunto set their hands and seals, the day
and year first above wri
j;;
Rua
%O
STATE OF NORTH CAROLJNA
COUNTY OF HARNETT
i, Carolyn J. Stono, a Notary Public, do hereby that
personally appeared before me this day and aclawwled
instrument. I
WITNESS my hand and notarial seal this 10* day of July, 2002. `
.`GAR ON
• R' ° NOTARY P I.IC
o `�(/C _ MY COMNIISSION
0U
Raa and Jyod Rao
p of the foregoing

0 ,
k
ECS CAROUN S, rLLP "Setting the. Standard for Service"
0, Geotechnical - Construction Materials - Environmental - Facll NCRegistaradEngineeringFirmF-3239
E C �' I"it`e-'gT �e[ed Engineering Firm 3Y39
L V JuunLeJ6, 2012
Mr. Mike Stewart AUG - 7 2012
Summit Healthcare Group, LLC
390-C Stratford Road QENR--FAYETTEVILLE RECUNAL OFFICE
Winston Salem, North Carolina 27103
RE: Report of Subsurface Exploration and Geotechnical Engineering Services
Summit Healthcare Medical Office Building
Tilghman Drive
Dunn, North Carolina
ECS Project Number 33:1976 Rev.1
Dear Mr. Stewart:
As authorized, ECS has completed the subsurface exploration and geotechnical engineering
analysis for the above referenced project. This report presents the findings of,our subsurface
exploration and our evaluations, as well as recommendations, -regarding geotechnical-related
design and construction considerations for the site.
Thank you for the opportunity to work with you on this project. We would also at this time like to
express our interest in providing the field construction testing and observation services that will
be required during the construction phase of this project.
Should you have any questions or if we could be of further assistance, please do not hesitate to
contact us.
Respectfully Submitted,
ECS CAROLINA%
Thomas B. Baird,
Senior Geotechni
NC PE License N _
I: 1_PROJECT511976 - Summli Healthcare Medical Office BuildinglReporW 976.doc
Aric V. Geda, P. E.
Principal Engineer
NC PE License No
i
SUN 2 1 2012
DENR - WATER AL"
726 Ramsey Street, Suite 3, Fayetteville, NC 28301 - T: 910-401-3288 - F: 910-323-0539 . www.ecslimited.com
ECS Carolinas, LLP - ECS Florida, LLC - ECS Midwest, LLC - ECS Mid -Atlantic, LLC . ECS Southeast, LLC . ECS Texas, LLP

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REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING SERVICES
SUMMIT HEALTHCARE MEDICAL OFFICE BUILDING
TILGHMAN DRIVE
DUNN, NORTH CAROLINA
PREPARED FOR:
Mr. Mike Stewart
Summit Healthcare Group, LLC
390-C Stratford Road
Winston Salem, North Carolina 27103
ECS PROJECT NUMBER 33:1976 Rev.1
June 6, 2012

TABLE OF CONTENTS
SECTION PAGE
EXECUTIVESUMMARY................................................................................................................................I
1.0 PROJECT OVERVIEW...........................................................................................................................1
1.1 PROJECT DESCRIPTION AND SCOPE OF WORK........................................................................................1
1.2 PROPOSED CONSTRUCTION....................................................................................................................1
2.0 FIELD EXPLORATION...........................................................................................................................3
2.1 SOIL TEST BORINGS...............................................................................................................................3
2.2 INFILTRATION TEST PROCEDURES...........................................................................................................3
3.0 LABORATORY TESTING.......................................................................................................................4
3.1 LABORATORY TESTING PROGRAM...........................................................................................................4
3.2 VISUAL CLASSIFICATION.........................................................................................................................4
3.3 LABORATORY TESTING METHODS...........................................................................................................4
3.3.1 Moisture Content Tests.................................................................................................................4
3.3.2 Atterberg Limits.............................................................................................................................
4
3.3.3 Percent of Particles Finer Than the U.S. Standard No. 200 Mesh Sieve......................................5
3.3.4 Standard Proctor...........................................................................................................................5
3.3.5 California Bearing Ratio (CBR)............................................. .....
5
4.0 EXPLORATION RESULTS.....................................................................................................................6
4.1 SITE CONDITIONS...................................................................................................................................6
4.2 SITE GEOLOGY AND SUBSURFACE CONDITIONS.......................................................................................6
4.3 SOIL CONDITIONS...................................................................................................................................6
4.4 GROUNDWATER.....................................................................................................................................7
5.0 ANALYSIS AND RECOMMENDATIONS...............................................................................................8
5.1 FOUNDATIONS........................................................................................................................................8
5.2SETTLEMENT..........................................................................................................................................9
5.3 FLOOR SLAB..........................................................................................................................................9
5.4 SEISMIC SITE CLASSIFICATION................................................................................................................9
5.5 SITE DRAINAGE.....................................................................................................................................9
5.6 GROUNDWATER CONTROL.....................................................................................................................19
5.7 EXCAVATION CONSIDERATIONS.............................................................................................................10
5.8 PAVEMENTS.........................................................................................................................................10
6.0 CONSTRUCTION CONSIDERATIONS.................................................................................................12
6.1 SITE PREPARATION AND CLEARING.......................................................................................................12
6.2 FILL PLACEMENT AND SOIL COMPACTION..............................................................................................12
7.0 GENERAL COMMENTS.......................................................................................................................14
APPENDICES:
Appendix A Figures
Appendix B Unified Soil Classification System, Reference Notes for Boring Logs, Boring Logs
Appendix C Laboratory Testing Summary
Appendix D General Conditions
Appendix E Procedures Regarding Field Logs, Laboratory Data Sheets, and Samples

Report of Subsurface Exploration and GeotechniGal Vngineering Services
Summit Healthcare Medical Office Building
ECS Project Number 33:1876 Rev.1
June 6, 2012
EXECUTIVE SUMMARY
ECS Carolinas, LLP (ECS) has completed a report of subsurface exploration and geotechnical
engineering services for the proposed Summit Healthcare Medical Office Building. The site
planned for development is an undeveloped tract of land located on the east side of Tilghman
Drive in Dunn, North Carolina. This summary should not be considered apart from the entire
text of the report with all the qualifications and conditions mentioned herein.
The project entails the construction of a new Summit Healthcare Medical Office Building at the
site. Based on the provided Site Plan, the building will be located in the southwest portion of
the site. The building will be a single story structure with a concrete slab -on -grade floor.
Structural loading information was not furnished. From our experience with similar structures,
we have assumed that maximum column and wall loads will not exceed 150 kips and 3 kips per
linear foot, respectively. We have assumed the floor load will not exceed 200 pounds per
square foot. Other improvements to the site include paved service drives and parking areas for
employees and patients.
A site -grading plan was not furnished for our review at the time this report was prepared.
Based on the existing site topography, we assume that earth cuts and fills will be on the order
of 2 feet or less to establish the building and pavement design elevations.
The subsurface conditions at the site were explored by drilling seven (7) soil test borings
(borings B-1 through B-7). Borings B-1 through B-4 were completed in the proposed building
area, boring B-5 was in the proposed pavement areas, boring B-6 was completed in the
proposed sand filter area, and boring B-7 was completed within the eastern portion of the site.
The borings in the building area were advanced to depths of about 15 feet below existing site
grades with the exception of B-1, which was advanced to a depth of about 60 feet. The borings
in the pavement areas, sand filter area, and within the eastern portion of the site were
advanced to depths of about 7-'/z feet below existing site grades. One bulk sample of the soils
anticipated to be used as pavement subgrade was obtained for laboratory testing. In addition,
two in -situ infiltration tests and seasonal high water table (SHWT) determinations (1-1 through 1-
2). 1-1 was completed at the proposed sand filter and 1-2 was completed near the eastern
boundary of the site.
Borings B-2, B-4, B-6, and B-7 initially penetrated a surficial layer of topsoil. The topsoil was
about 2 to 12 inches thick and consists of brown silty sand with fine roots and organic matter.
The topsoil thickness will likely differ at other locations. Gravel was encountered at the ground
surface in borings B-1, B-3, and B-5. The gravel was about 2 inches thick.
The natural site soils are Coastal Plain sediments of sand and clay strata extending to the 7-'/2,
15, and 60 foot depths explored. The near -surface sediments consist of clayey sand (SC), silty
sand (SM), and slightly silty poorly graded sand (SP-SM) extending to depths of about 3 to 13
feet below the ground surface. The SPT N-values for these sand layers ranged from 4 to 26
blows per foot (bpf) indicating very loose to medium dense relative densities. The near surface
sediments are underlain by layers sandy clay (CL), silty sand (SM), and clayey sand (SC)
extending to the 60 foot depth explored. The SPT N-values for the clay layers ranged from 6 to
46 bpf denoting firm to hard consistencies. The SPT N-values for the sand layers ranged from
4 to 36 blows per foot (bpf) indicating very loose to dense relative densities.

Groundwater was not observed in the borings at the completion of drilling operations. Boring
cave-in depths ranged from 4 to 9 feet below the existing site grades. Based on observed
conditions, color and degree of saturation of soils, it is our opinion that the long term
groundwater level most likely exists at a depth of 15 feet or more below the existing site grades
in the western half of the site and at a depth of 7 feet or less below the existing site grades in
the eastern half of the site.
Based on the in -situ infiltration tests, the apparent seasonal high water table (SHWT) ranged
from 6 to 36 inches below existing site grades and the infiltration rate was 0.001 inches per
hour at a depth of 10 and 12 inches below existing site grades.
The loose surface sands encountered at borings B-1 through B-5 are judged to be unsuitable
for support of the building foundations, floor slab, and pavements. Shallow ground
improvement using heavy compaction equipment will be necessary to achieve satisfactory
subgrade conditions in areas at grade and prior to fill placement in the building and pavement
areas.
After the subgrade has been prepared as recommended in Section 6 of this report, the
proposed building may be supported on conventional shallow footing foundations and a ground -
supported floor slab. An allowable design soil bearing pressure of 2,000 psf is recommended
for footings placed on properly evaluated and approved natural soils, densified site soils, or
engineered fill. As an alternate, footings placed to bear 4 feet below existing site grades can be
designed for a maximum net allowable soil bearing pressure of 3,000 pounds per square foot
(psf).
Based on the 2009 Edition of the International Building Code (IBC 2009), the weighted average
of N-values from standard penetration testing resulted in a seismic site class of'D".

Report of Subsurface Exploration and Geotechnical Engineering Services
Summit Healthcare Medical Office Building
ECS Project Number 33:1976 Rev.1
June 6, 2012
1.0 PROJECT OVERVIEW
1.1 Project Description and Scope of Work
This report presents the results of the subsurface exploration and geotechnical engineering
services for the proposed Summit Healthcare Medical Office Building. The site planned for
development is an undeveloped tract of land located on the east side of Tilghman Drive in
Dunn, North Carolina. We have been provided Site Plan which illustrates the proposed site
layout, existing grades, and other site features.
The subsurface conditions at the site were explored by drilling seven (7) soil test borings
(borings B-1 through B-7). Borings B-1 through B-4 were completed in the proposed building
area, boring B-5 was in the proposed pavement areas, boring B-6 was completed in the
proposed sand filter area, and boring B-7 was completed within the eastern portion of the site.
The borings in the building area were advanced to depths of about 15 feet below existing site
grades with the exception of B-1, which was advanced to a depth of about 60 feet. The borings
in the pavement areas, sand filter area, and within the eastern portion of the site were
advanced to depths of about 7-'/2 feet below existing site grades. One bulk sample of the soils
anticipated to be used as pavement subgrade was obtained for laboratory testing. In addition,
two in -situ infiltration tests and seasonal high water table (SHWT) determinations (1-1 through I-
2). 1-1 was completed at the proposed sand filter and I-2 was completed near the eastern
boundary of the site.
The soil test borings and infiltration tests were located in the field by ECS personnel using
measurements off existing site features. The approximate boring and infiltration test locations
are shown on the Boring Location Plan provided in Appendix A of this report. The ground
surface elevations at the boring and in -situ infiltration/SHWT test locations were interpolated
from topographic information provided on the Site Plan and should be considered approximate.
In conjunction with the soil borings, laboratory testing was performed to help characterize the
soil samples obtained from the drilling operations. This report was prepared based upon the
results of the boring and laboratory data. The purpose of this exploration is to describe the soil
and groundwater conditions that were encountered in the test borings, to analyze and evaluate
the test data obtained, and to submit recommendations regarding foundations, slabs,
pavements, earthwork, construction, and other geotechnical-related considerations of design
and construction.
1.2 Proposed Construction
ECS understands that the proposed entails the construction of the Summit Healthcare Medical
Office Building at the site. Based on the provided Site Plan, the building will be located in the
southwest portion of the site. The building will be a single story structure with a concrete slab -
on -grade 'floor. Structural loading information was not furnished. From our experience with
similar structures, we have assumed that maximum column and wall loads will not exceed 150
kips and 3 kips per linear foot, respectively. We have assumed the floor load will not exceed
200 pounds per square foot. Other improvements to the site include paved service drives and
parking areas for employees and patients.

Report of Subsurface Exploration and Geotechnical Engineering Services
Summit Healthcare Medical Office Building
ECS Project Number 33:1976 Rev.1
June 6, 2012
A site -grading plan was not furnished for our review at the time this report was prepared.
Based on the existing site topography, we assume that earth cuts and fills will be on the order
of 2 feet or less to establish the building and pavement design elevations.
If actual loads and fill heights exceed these assumptions, ECS should be allowed the
opportunity to reassess our recommendations.

Report of Subsurface Exploration and Geotechnical Engineering Services
Summit Healthcare Medical Office Building
ECS ProJect Number 33:1976 Rev.1
June 6, 2012
2.0 FIELD EXPLORATION
2.1 Soil Test Borings
The soil test borings were completed using a truck -mounted CME 45 drilling rig. The borings
were advanced using 2-'/ inch I.D. hollow -stem augers. Drilling fluid was not used to advance
the borings.
Representative soil samples were obtained by means of the split -barrel sampling procedure in
general accordance with ASTM Specification D-1588. 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 with a free
fall of 30 inches. The number of blows required to drive the sampler through the final 12 inch
interval is termed the Standard Penetration Test (SPT) N-value and is indicated for each
sample on the boring logs.
The SPT N-value can be used to provide a qualitative indication of the in -place relative density
of cohesionless soils. In a less reliable way, SPT N-values provide an indication of consistency
for cohesive soils. These indications of relative density and consistency are qualitative, since
many factors can significantly affect the SPT N-value and prevent a direct correlation between
drill crews, drill rigs, drilling procedures, and hammer -rod -sampler assemblies.
Field logs of the soils encountered in the borings were maintained by the drill crew. The soil
samples obtained from the drilling operations were sealed and were brought to our laboratory
for further examination and testing.
2.2 Infiltration Test Procedures
The subsurface soil and groundwater conditions at the infiltration test locations were explored
by advancing a hand auger boring. The groundwater level and the seasonal high water table
(SHWT) observed in each hand auger boring at the time of drilling was recorded. An infiltration
test utilizing a compact constant head permeameter was conducted near each hand auger
boring to estimate the infiltration rate for the subsurface soils. Infiltration tests are typically
conducted at two feet above the SHWT. If the SHWT is less than three feet, the test is
conducted at ten inches below the surface elevation.

Report of Subsurface Exploration and Geotechnical Engineering Services
Summit Healthcare Medical Office Building
ECS Project Number 33:1976 Rev.t
June 6, 2042
3.0 LABORATORY TESTING
3.1 Laboratory Testing Program
Laboratory tests were performed on a representative portion of the soil samples obtained during
the exploration. These included tests for natural moisture content, Atterberg limits, and
percent of particles finer than the U.S. Standard No. 200 mesh sieve. Standard Proctor
compaction and California Bearing Ratio (CBR) tests were performed on the bulk sample to aid
in evaluating the on -site soils for use as pavement subgrade. The data obtained from the
laboratory tests are included in the Laboratory Testing Summary in Appendix C of this report.
The soil samples collected for this exploration will be retained at our laboratory for a period of
sixty days, after which they will be discarded unless other instructions are received as to their
disposition.
3.2 Visual Classification
An engineer classified each soil sample on the basis of texture and plasticity in accordance with
the Unified Soil Classification System (USCS). The group symbols for each soil type are
indicated in the parentheses following the soil descriptions on the boring logs. A brief
explanation of the USCS is included in Appendix B of this report. The engineer grouped the
various soil types into the major zones noted on the boring logs. The stratification lines
designating the interfaces between earth materials on the boring logs are approximate; in -situ,
the transitions will be gradual and/or at slightly different elevations/depths.
3.3 Laboratory Testing Methods
3.3.1 Moisture Content Tests
ASTM Designation D2216 gives the standard procedure for determining the moisture content of
soil. The moisture content is defined as the ratio of the weight of water to the weight of solids in
a given soil mass and is usually expressed as a percentage. The moisture content is
determined by weighing a soil sample, thoroughly drying it at a specified temperature, and
weighing it after drying.
3.3.2 Atterberg Limits
ASTM Designation D4318 gives the standard procedure for determining the Plastic and Liquid
Limits of soil. The sample for the Liquid and Plastic Limit tests is prepared by removing any
material larger than the #40 (425pm) sieve.
The Liquid Limit test is determined by performing multiple trials in which a portion of the
prepared sample is spread in a cup (of specified material and dimensions), divided by a
grooving tool, and allowed to flow together a distance of 1/2 inch by the force of repeatedly
dropping the cup in a standard mechanical device. Data from the multiple trials is plotted with
the water content on the y-axis and the number of drops required to close the groove on the x-

Report of Subsurface Exploration and Geolechnical Engineering Services
Summit Healthcare Medical Office Building
ECS Project Number 33:1976 Rev.1
June 6, 2012
axis. The Liquid Limit is defined as the water content at which 25 drops are required to close
the groove made in the soil.
The Plastic Limit is determined by roiling a small portion of the prepared soil sample to a thread
with a uniform diameter of 118 inch. The thread is rolled into a ball and rerolled into a thread
with a uniform diameter of 118 inch. The process is repeated until the thread crumbles and can
no longer be rolled into a thread. The water content of the soil at this point is the Plastic Limit.
The Plasticity Index is defined as the difference between the Liquid Limit and the Plastic Limit.
3.3.3 Percent of Particles Finer Than the U.S. Standard No. 200 Mesh Sieve
ASTM Designation D1140 gives the standard procedure for determining the amount of material
in a soil finer than the No. 200 (75-microns) sieve. The sample is dried, soaked in water,
agitated, and poured over the No. 200 sieve. The material retained on the No. 200 sieve is
dried, and weighed. The No. 200 sieve represents the boundary in the Unified Classification
System between coarse grained soils (sand) and fine grained soils (silt and clay).
3.3.4 Standard Proctor
ASTM Designation D698 gives laboratory compaction procedures to determine the relationship
between the water content and dry unit weight of soils. The test is performed by placing three
layers of soil at a selected water content into a mold of specified dimensions and compacting
each layer 25 times with a 5.5-pound rammer. The rammer is dropped a distance of 12 inches
and subjects the soil sample to a total compactive Effort of approximately 12,400 ft-Iblfta. The
resulting dry unit weight is determined. This procedure is repeated for a sufficient number of
water contents to establish a relationship between the dry unit weight and water content for the
soil. This data, when plotted, represents a curvilinear relationship known as the compaction.
3.3.5 California Bearing Ratio (CBR)
ASTM Designation D1883 gives the test method to determine the California Bearing Ratio
(CBR) of pavement sub -grade sub -base and baselcourse materials from laboratory compacted
specimens. This test is performed by compacting a soil sample to a specified density using
laboratory compaction techniques. The sample is then soaked for 96 hours and subjected to
penetration by a 2-inch diameter cylindrical piston. The stress at penetrations of 0.1 inch and
0.2 inch in the wet conditions are used to calculate the CBR values for the soil. Typically the
CBR value determined for a penetration of 0.1 inch on the soaked sample is used for pavement
design.

Report of Subsurface Exploration and Geotechnical Engineering Services
Summit Healthcare Medical Office Building
ECS Project Number 33:1976 Rev.1
June 6, 2612
a
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The site planned for development is an approximate 7.90-acre tract of land located on the east
side of Tilghman Drive in Dunn, North Carolina. The site is bounded by the office buildings to
the north and south, wooded tracts of land to the east, and Tilghman Drive to the west. The
site is currently undeveloped. The ground surface in the western half of the site is covered with
grass and gravel. Ground cover in the eastern half of the site consists of grass, brush, and
small isolated pine trees. A large stockpile of soil is located in the southeast portion of the site.
The topography of the site varies in elevation by about 10 feet_ The site is highest in elevation
along the western boundary (Tilghman Drive) at about elevation 100 feet and slopes downward
to the east-northeast to an elevation low of about 90 feet at the near the northeast corner of the
site. The estimated elevation differential in the western half of the site across the proposed
building and pavement areas is 1 to 2 feet. The current site grades are generally consistent
with the surrounding topography.
4.2 Site Geology and Subsurface Conditions
The referenced site is located within the Coastal Plain Province of North Carolina. The Coastal
Plain Province is a broad flat plain with widely spaced low rolling hills where the near surface
soils have their origin from the deposition of sediments several million years ago during the
period that the ocean receded from this area to its present location along the Atlantic Coast. It
is noted that the Coastal Plain soils vary in thickness from only a few feet along the western
border to over ten thousand feet in some areas along the coast. The sedimentary deposits of
the Coastal Plain rest upon consolidated rocks similar to those underlying the Piedmont and
Mountain Physiographic 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
The specific soil conditions at each boring location are noted on the individual boring logs
presented in Appendix B. A general description is also provided below. Subsurface conditions
can and often do vary between boring locations and in unexplored areas.
Borings B-2, B-4, B-6, and B-7 initially penetrated a surficial layer of topsoil. The topsoil was
about 2 to 12 inches thick and consists of brown silty sand with fine roots and organic matter.
The topsoil thickness will likely differ at other locations. Gravel was encountered at the ground
surface in borings B-1, B-3, and B-5. The gravel was about 2 inches thick.
The natural site soils are Coastal Plain sediments of sand and clay strata extending to the 7 '/2,
15, and 60 foot depths explored. The near -surface sediments consist of clayey sand (SC), silty
sand (SM), and slightly silty poorly graded sand (SP-SM) extending to depths of about 3 to 13
feet below the ground surface. The SPT N-values for these sand layers ranged from 4 to 26
blows per foot (bpf) indicating very loose to medium dense relative densities. The near surface
sediments are underlain by layers sandy clay (CL), silty sand (SM), and clayey sand (SC)

Report of Subsurface Exploration and Geotechnical Engineering Services
Summit Healthcare Medical Office Building
ECS Project Number 33:1976 Rev.1
June 6, 2012
extending to the 60 foot depth explored. The SPT N-values for the clay layers ranged from 6 to
46 bpf denoting firm to hard consist6.ncies. The SPT N-values for the sand layers ranged from
4 to 36 blows per foot (bpf) indicating very loose to dense relative densities.
4.4 Groundwater
Groundwater was not observed in the borings at the completion of drilling operations. Boring
cave-in depths ranged from 4 to 9 feet below the existing site grades. Based on observed
conditions, color and degree of saturation of soils, it is our opinion that the long term
groundwater level most likely exists at a depth of 15 feet or more below the existing site grades
in the western half of the site and at a depth of 7 feet or less below the existing site grades in
the eastern half of the site. Seasonal variations in groundwater levels should be anticipated
due to precipitation changes, evaporation, surface water runoff, and other factors. Also,
perched water conditions may exist when absorbed surface water becomes trapped above fine
grained cohesive soils.
Based upon the in -situ testing performed; the following seasonal high water table and infiltration
rates were obtained:
Location ID Depth
I-1 0 to 36"
36" to 84"
84" to 90"
Soil Description
Tan/orange fine SAND wl clay
Tanlorange/red mottled sandy CLAY
Tan/orange/gray CLAY wl sand
Seasonal High Water Table was estimated to be at 36 inches below the existing grade
elevation (approximate elevation 96 feet). 40 ; r` I c_r_mA rrojr }POOL = G5•�i .jll' 0.5
Infiltration Rate: 0.001 inches per hour
Test was conducted at 12 inches below existing grade elevation.
Groundwater is estimated to at 90 inches or greater below the existing grade elevation.
Location ID Depth
1-2 0 to 6"
6" to 36"
Soil Description
Gray silty CLAY wl sand
Tan/orange/gray CLAY w/sand
Seasonal High Water Table was estimated to be at 6 inches below the existing grade elevation
(approximate elevation 91.5 feet).
Infiltration Rate: 0.001 inches per hour
Test was conducted at 10 inches below existing grade elevation.
Groundwater was encountered at 30 inches below the existing grade elevation.

Report of Subsurface Exploration and Geotechnical Engineering services
Summit Healthcare Medical Office Building
ECS Project Number 33:1976 Rev.1
June 6, 2012
5.0 ANALYSIS AND RECOMMENDATIONS
The following design and construction recommendations are based on our above -stated
understanding of the proposed construction and on the data obtained from the field exploration
and visual soil classification. If the structural loading, geometry, or proposed building location is
changed, we request the opportunity to review our recommendations in light of the new
information and revise them as necessary. The following recommendations are for design
purposes and may require modification. Any environmental or contaminant assessment efforts
are beyond the scope of this exploration.
5.1 Foundations
After the subgrade has been prepared as recommended below and in Section 6 of this report,
support of the proposed building , may be achieved using conventional shallow spread
foundations bearing directly upon properly evaluated and approved natural soils, densified site
soils, and/or properly compacted structural fill. Foundations may be proportioned for a
maximum net allowable soil bearing pressure of 2,000 pounds per square foot. As an alternate,
footings placed to bear 4 feet below existing site -grades can be designed for a maximum net
allowable soil bearing pressure of 3,000 pounds per square foot (psf).
The exterior foundations should bear at least 18 inches below the adjacent exterior design
grade to afford protective embedment. The interior foundations should bear at least 12 inches
below the floor slab. The edges of "turned -down" slab designs should bear at least 12 inches
below adjacent exterior grades. The column foundation should have a minimum width of 24
inches. The wall foundations should have a minimum width of 18 inches.
The stability of the site soils encountered at the foundation bearing grades should be
determined with field tests as foundation excavation progresses. As a test procedure, dynamic
cone penetration (DCP) tests should be performed in the foundation excavations as determined
by our project geotechnical engineer. Our project engineer should evaluate the results of the
tests to ascertain that adequate soil bearing capacity is achieved.
Soils loosened by the excavation process should be re -compacted to an acceptable density or
hand trimmed and removed. If unsuitable materials are encountered at the base of a
foundation excavation, it will be necessary to lower the base of the footing through the
unsuitable materials or to undercut the unsuitable soils and to restore original bearing levels by
placing engineered fill materials, No. 57 or No. 67 stone, or Plowable fill.
Exposure to the environment may weaken the soils at the footing bearing levels if the
foundation excavations remain open for too long a time. Therefore, foundation concrete should
be placed during the same day that excavations are made. If the bearing soils are softened by
surface water intrusion or exposure, the softened soils must be removed from the foundation
excavations prior to placement of concrete. No foundation should be constructed on frozen
subgrade.

Report of Subsurface Exploration and Geotechnical Engineering Services
Summit Healthcare Medical office Building
ECS Project Number 33:1976 Rev.1
June 6, 2012
5.2 Settlement
Total settlements of individual footings, designed in accordance with our recommendations
presented in this report, are expected to be on the order of 1 inch. Differential settlement
between any adjacent, similarly -loaded columns is expected to be on the order of/z inch.
5.3 Floor Slab
The slab -on -grade subgrade should be prepared as outlined in Sections 6.1 and 6.2 of this
report. A modulus of subgrade reaction of 125 pci is recommended for site soils or properly
placed and compacted structural fill. To reduce curling of the floor slab and the resulting
cracking, proper curing techniques should be used.
We recommend that a capillary cutoff layer be provided under the floor slabs to prevent the rise
of moisture to the slab. The capillary layer should consist, at a minimum, of a 4-inch thick clean
sand, crushed stone or washed gravel layer, having a maximum size of 1.5 inches with a
maximum of 2 percent passing the No. 200 sieve. A vapor barrier should be utilized on top of
the aggregate to provide additional moisture protection. This vapor barrier should be placed
immediately before the placement of the floor slab concrete to help minimize damages. Prior to
placing the aggregate for the capillary cutoff layer, the floor slab subgrade soil should be
properly compacted, free of standing water or mud, and stable during a final proofroll.
5.4 Seismic Site Classification
North Carolina has adopted (with State amendments) the 2009 Edition of the International
Building Code (IBC 2009), and the IBC 2009 requires that a seismic Site Class be assigned for
new structures. The method for determining the Site Class is presented in Section 1613.5.5 of
the IBC 2009. The seismic Site Class is typically determined by calculating a weighted average
of N-values from standard penetration testing in conventional soil test borings, undrained shear
strengths, or the shear wave velocities of the materials in the upper 100 feet of the site.
Based on the IBC 2009, the weighted average of N-values from standard penetration testing
resulted in a seismic site class of "D".
5.5 Site Drainage
We recommend the ground surface be sloped away from the buildings and pavements for a
minimum distance of 10 feet, and that all downspouts be connected to tightline drains that
discharge to a suitable location downslope of the building or discharge directly into below -grade
stormwater piping. In addition, any pavement areas should have positive drainage.
5.6 Groundwater Control
Based on the results of the borings, we do not anticipate that dewatering will be necessary
during construction. If groundwater or a perched water condition is encountered during
construction, it probably can be controlled through the use of ditches, sumps, and pumps. If
water is encountered that cannot be controlled by such procedures, ECS should be further
consulted. Earthwork and trench excavation in saturated materials may require sheeting and
shoring, slope flattening, or benching to control sloughing of soils.
9

Report of Subsurface Exploration and Geolechnlcal Engineering Services
Summit Healthcare Medical Office Building
ECS Project Number 33:1076 Rev.1
June 6, 2012
If water collects in foundation excavations, it will be necessary to remove the water from the
excavation, remove the saturated soils, and re -test the adequacy of the bearing surface to
support the design bearing pressure prior to concrete placement.
5.7 Excavation Considerations
The sidewalls of excavations should be stepped back with benches or slopes in accordance
with the requirements of the most current Occupational Safety and Health Administration
(OSHA) 29 CFR Part 1926, "Occupational Safety and Health Standards -Excavations."
Excavation sidewalls that cannot be properly stepped back should be braced against collapse.
The design of the bracing system should include lateral earth pressures and temporary
surcharge loads from construction traffic and materials stockpiled next to the excavation. The
design and construction of excavation bracing is typically the responsibility of the specialty
subcontractor selected to install the system. Regardless, site safety shall be the sole
responsibility of the contractor and his subcontractors.
5.8 Pavements
Pavement subgrades should be prepared as outlined in Sections 6.1 and 6.2 of this report. We
were not provided with vehicle counts and axle -loading information associated with the traffic
volume at the facility. However, for purposes of this study, we have assumed that parking
areas will receive primarily automobile traffic, and the entrances and service drives will be
subjected to some heavy truck traffic. We have assumed traffic loads of 10,000 and 100,000
18-kip equivalent single axle loadings (ESALS) for standard -duty and heavy-duty pavements,
respectively.
In the parking and service drive areas, we -recommend that the pavements be designed as
flexible pavements using guidelines established by the American Association of State Highway
and Transportation Officials (AASHTO). A California Bearing Ratio (CBR) test was performed
on the anticipated subgrade soils consisting of slightly silty sand. Based on experience with the
subgrade conditions anticipated and the results of our laboratory tests performed, we expect
that the subgrade conditions will provide a minimum CBR value of about 8, which has been
used in the thickness design of each pavement section.
Based on the above CBR value and assumed traffic loading conditions, various pavement
sections were evaluated in general accordance to the 1993 "Guide for the Design of Pavement
Structures" by the American Association of State Highway and Transportation Officials
(AASHTO). For the purposes of this report the following pavement design criteria was used:
initial serviceability index of 4.2, terminal serviceability index of 2.0, reliability level of 90 percent,
and an overall standard deviation of 0.45.
10

Report of Subsurface Exploration and Geotechnical Engineering Services
Summit Healthcare Madical Office Building
ECS Project Number 33.1976 Rev.1,
June 6, 2012
r
Heavy Duty
Standard Duty
Heavy Duty
Portland Cement
Material Designation
Asphalt
Asphalt
Concrete (PCC)
Pavement"
Pavement"*
Pavement**
Asphalt Surface Course SF-9.5A
1.5 inches
2.0 inches
-
Portland Cement Concrete
-
-
6 inches
Aggregate Base Course (NCDOT
6 inches
8 inches
4 inches
ABC
Note" : Geogrid such as Tensar SX1100 or woven geotextile fabric and additional stone base course
materials may be necessary in localized areas to achieve subgrade stabilization. The need for such
materials will be a function of subgrade conditions at the time of pavement construction.
The base course materials beneath pavements should be compacted to 98 percent of their
modified Proctor maximum dry density (ASTM D 1557). The asphalt concrete and crushed
stone materials should conform to the North Carolina Department of Transportation Standard
Specifications for Roads and Structures. For Portland Cement Concrete (PCC) pavement
sections, the concrete should be plant -mixed with a minimum compressive strength of 4,000-psi
at 28-days and should contain 4 to 6 percent entrained air. Appropriate steel reinforcing and
jointing should be incorporated into the design of PCC pavements.
Front -loading trash trucks frequently impose concentrated front -wheel loads on pavements
while lifting the dumpster. This type of loading typically results in rutting of bituminous
pavements and ultimately pavement failures and costly repairs. Therefore, we recommend a
heavy duty PCC pavement section in the area of the trash dumpster, including the area where
the front axle of the trash truck will be located while lifting the dumpster.
Regardless of the section and type of construction utilized, saturation of the subgrade materials
will result in a softening of the subgrade materials and shortened life span for the pavement.
Risk of subgrade softening can be reduced by means of quickly removing surface and
subsurface water, resulting in an increased likelihood of improved pavement performance.
Therefore, we recommend that both the surface and subsurface materials for the pavement be
properly graded to enhance surface and subgrade drainage. In addition,'placement of %-inch
diameter holes drilled through catch basins at or slightly above the subgrade elevation will
facilitate base course drainage into the catch basin.
11

AFT); W
YIF
NC®EN
North Carolina Department of Environment and Natural Resources
Beverly 'aves Perudue
Governor
Mr. Joe Joseph
Summit Healthcare Group, LLC
390-C South Shatford Rd.
Winston-Salem, NC 27103
Division of Water Quality
,Aaries Wakiiu, PE
Director
July 3, 2012
Subject: Stormwater Permit No. SW6120603
Harnett Health Medical Office Park
High Density Commercial Wet Detention Basin Project
Harnett County
Dear Mr. Joseph:
DENR -- RC
IWO
Dec Freeman
Secretary
The Stormwater Permitting Unit received a complete Stormwater Management Permit Application for
Harnett Health Medical Office Park on June 22, 2012. Staff review of the plans and specifications has
determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A
NCAC 2H.1000 and Session Law 2006-246. We are forwarding Permit No. SW6120603, dated July 3,
2012, for the construction, operation and maintenance of the subject project and the stormwater BMPs.
This permit shall be effective from the date of issuance until July 2, 2020 and shall be subject to the
conditions and limitations as specified therein, and does not supersede any other agency permit that may
be required. Please pay special attention to the conditions listed in this permit regarding the Operation and
Maintenance of the BMP(s), recordation of deed restrictions, procedures for changes of ownership,
transferring the permit, and renewing the permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system, to record deed restrictions, to follow the procedures
for transfer of the permit, or to renew the permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing upon written request within thirty (30) days following receipt of this permit.
This request must be in the form of a written petition, conforming to Chapter 150B of the North Carolina
General Statutes, and filed with the Office of Administrative Hearings, P.O- Drawer 27447, Raleigh, NC
27611-7447, Unless such demands are made this permit shall be final and binding.
This project will be kept on file at the Fayetteville Regional Office. If you have any questions; or need
additional information concerning this matter, please contact Brian Lowther at [phone]; or
[e-mail].
Sincerely,
—k � " A 4—:'
for Charles Wakild, PE
cc: Fayetteville Regional Office
ec: James L. Walters, PE — [e-mail]
Wetlands and Stormwater Branch
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N Salisbury St. Raleioh, North Carolina 27604
Phone: [phone] FAX: [phone]
Inirrmei: vvvN.ni *ale quaiiiy.oio
An Fqual Opportunity I Affirmative Action Employer
NorthCarolina
Natur4ll
Y

State Stormwater Permit
Permit No.SW6120603
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Summit Healthcare Group, LLC
Harnett Health Medical Office Park
Tilghman Drive, Dunn, Harnett County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 and S.L. 2006-246 (hereafter referred to as the
"stormwater rules`) and the approved stormwater management plans and specifications
and other supporting data as attached and on file with and approved by the Division of
Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until July 2, 2020, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as describer.) in Section 1.6 of this permit. The stormwater control has been
designed to handle the runoff from 66,211 square feet of impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 2 of
this permit, and per approved plans.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required eas-ements, in accords,nce with the
approved plans.
5. The runoff.from all built -upon area within the permitted drainage area of'this
project must be directed into the permitted stormwater control system.
Page 1 of 6

State Stormwater Permit
Permit No.SW611206013
6. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a, Drainage Area, agres: 1.93
Onsite, ft : 84,071
Offsite, ftz: 0
b. Total Impervious Surfaces, ft2:
Buildings ft
Roads/Parking, ft2:
Other, ft2.
Offsite, ft
c. Pond Depth, feet:
d. TSS removal efficiency:
e. Design Storm:
f. Permanent Pool Elevation, FMS
g. Permitted Surface Area @PP ft
h. Permitted Storage Volume, ft,:
i. Storage Elevation, FMSL:
j. Controlling Orifice:
k. Permanent Pool Volume, ft3
I. Forebay Volume, ft3:
m. Receiving Stream/River Basin:
n. Stream Index Number:
o. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
66,211
19,388
40,137
6,6860(sidewalks and future)
3.09
90%
1.0 inch
95.5
5,245
6,011 at temporary pool
96.5
2.0" 0 pipe
13,040
2,746
Juniper Creek 1 Cape Fear
18-68-12-1-3
"C' Sw"
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas."
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of Dl, Q. The records :^:il! i^uicate the date,
activity, name of person performing the work and what actions were taken.
5. The stormwater treatment system shall be constructed in accordance with the
approved plans and specifications, the conditions of this permit, and with other
supporting data.
Page 2 of 6

State Stormwater Permit
Permit No.SWF 12060
6. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
7. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
8. Access to the stormwater facilities shaii be maintained via appropriate
easements at all times.
9. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
12. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form, to the Division of Water
Quality, signed by both parties,and accompanied by supporting documentation
as listed on page 2 of the form. The project must be in good standing with the
Division. The approval of this request will be considered on its merits and may or
may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
Page 3 of 6

State Stormwater Permit
-Permit No.SW6120603
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which inay be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permissions to enter the property during norrna
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11.The permittee shall notify the Division of any name, ownership or mailing
address changes at least 30 days prior to making such changes.
12. The permittee shall submit a renewal request with all required forms and
documentation at least 180 days prior to the expiration date of this permit.
Permit issued this the 3rd day of July, 2012.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 4 of 6

State Stormwater Permit
Permit N o. SVV6120603
Harnett Health Medical Office Park
Stormwater Permit No. SW6120603
Harnett County
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/ weekly/
full time) the construction of the project,
Harnett Health Medical Office Park
(Project)
for
(Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 5 of 6

State Stormwater Permit 1
Permit No.S`J`J6120603
Certification Requirements:
1
2
3
4.
5.
6.
7.
8.
9.
10
11
12
13
14
15
The drainage area to the system contains approximately the permitted
acreage.
The drainage area to the system contains no more than the permitted
amount of built -upon area.
All the built -upon area associated with the project is graded such that the
runoff drains to the system.
All roof drains are located such that the runoff is directed into the system.
The outlet/bypass structure elevations are per the approved plan.
The outlet structure is located per the approved plans.
Trash rack is provided on the outlet/bypass structure.
All slopes are grassed with permanent vegetation.
Vegetated slopes are no steeper than 3:1.
The inlets are located per the approved plans and do not cause short-
circuiting of the system.
The permitted amounts of surface area and/or volume have been
provided.
Required drawdown devices are correctly sized per the approved plans.
All required design depths are provided.
All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
The required system dimensions are provided per the approved plans.
Please submit this Designer's Certification to:
Fayetteville Regional Office
Surface Water Protection
225 Green Street
Systel Building Suite 714
Fayetteville, NC 28301
Page 6 of 6

LATHAM-WALTERS ENGINEERING, INC.
16507-A Northcross Drive
Huntersville, North Carolina 28078
Ph [phone] Fax [phone]
[e-mail]
LETTER OF TRANSMITTAL
To: NCDENR
Mr. Brian Lowther
Address: 1617 Mail Service Center
Raleigh, NC27699-1617
From: James Walters, P.E.
Date: June 21, 2012
Re: Harnett Health Medical Office Park - Storm water design
We are sending you: X attached
The following items:
shop drawings _prints _X-
specifications copy of letter
JUN 2 2 2012
DENR - WATER QUAUTY
wowds & stqwmaw Branch
Job No.: 2012.09
under separate cover via U.S. Mail
plans samples
submittal package
Copies
Date
No.
I Description
1
6/6/12
12
1 Civil Design Plans rev. 6/12/12
THESE ARE TRANSMITTED as checked below:
o For approval
• For your use
As requested
• For review and comment
• FOR BIDS DUE
Remarks:
o Approved as submitted
• Approved as noted
• Returned as corrections
o Forms for signatures & submittal
I have enclosed one additional set of plans. If you have any questions or concerns, or need
anything not included, please do not hesitate to call. [phone]
Thanks,
Jim Walters
RECEIVED
AUG - 7 2012
dENR-FAYETTEVILLE REGIONAL OFFICE

Application Completeness Review
oh-
ur� First Submittal ❑ Re -submittal
Development/Project Name:
Receiving stream name Al
a
River Basin: e-/4 P r, rr Q
Received: G Date Reviewed �� i L By Bill Diuguid i� d4z
Classification: Gr 5+,,
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-I1, WS-III, WS-IV, HQW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds): 4&
Latitude and Longitude: 35 /¢3 azr i9,(YWV 719 97 SV_ U_ Juris_dictionDe4At0Je
Project Address: 1,-��. ;e,�r_ 7iu6W ? 9-3-3 L,,
Engineer name and firm: T* IE!g' l . WA/47a ,e_s- . �P� LAB.,A�U�;,
Phone: 7� Email: ' CO
Is the project confirmed to be in the State MSI Stormwater Per it jurisdiction? Yes or ❑ No
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets G?kgh Density ❑ Other
15-401/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or add info letter)
idl BUA 2 9. 2*7c
c' Check for $505.00 included
u(- Original signature (not photocopy) on application
Legal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member anager Agent).
Check spelling, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/thepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
❑ For subdivided projects, a signed and notarized deed restriction statement
t' Sealed, signed & dated calculations
rr Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
❑ Bioretention ❑ Rooftop Runoff Management
b
❑ Dry Detention Basin ❑ Sand Filter
❑ Filter Strip ❑ Stormwater Wetland
!Y,
❑ Grass Swale 2"Wet Detention Basin
❑ Infiltration Basin ❑ Low Density
❑ Infiltration Trench ❑ Curb Outlet
rn
❑ Level Spreader ❑ Off -Site
�+
❑ Permeable Pavement ❑ NCDOT Linear Road
m
❑ Restored Riparian Buffer
r
a,/," Two sets of sealed,. signed & dated layout & finish grading plans with appropriate details
o
arrative Description of stormwater management provided
m
Soils report provided
.-a- Wetlands delineated or a note on the plans or in the accompanying documents that none exist on
site and/or
adjacent property
4� Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
w( Dimensions & slopes provided
Drainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
d BMP operation and maintenance agreements provided
Application complete ❑ Application Incomplete Returned: (Date)
Comments
May 5, 2011 Revision, Bill Diuguid

V)k-
Y' First Submittal ❑ Re -sub
Development/Project Name: .
Receiving stream name
River Basin: e-A p c rir
Application Completeness Review
I Date Received: G iy Date Reviewed �13/ By Bill DiuguiLI!9
d~
Classification: C;-, S{,,
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-il, WS-III, WS-IV, HQW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
Manaaement Strateov.
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds):
Latitude and Longitude: 35 /¢3 s?/� $ I A( —7$ 37 59- 19- Juris iction-De
Project Address: : 4a 4 0' A-, ZcaAr,u Z S__X3 !V:
Engineer name and firm:' �M26s' f . Wes/ a ,e_s , f.E _ . t! I , n.,. _ I,,/AA6n41 EAtJ ;1e.,P • �r� ;U a
Phone: Email: ' ' CCf-
Is the project confirmed to be in the State MSI Stormwater Per it jurisdiction? Yes or ❑ No
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets tYRigh Density ❑ Other
"a--401/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or add info letter)
5a/ BLIA 7 9 . '7Z 7.
uK Check for $505.00 included
r' Original signature (not photocopy) on application
a Legal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member manager Agent).
Check spelling, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/thepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
❑ For subdivided projects, a signed and notarized deed restriction statement
Sealed, signed & dated calculations
a' Correct supplement and O&M provided for each BMP on site (check all that were provided & number
of each)
❑ Bioretention ❑ Rooftop Runoff Management z
❑ Dry Detention Basin ❑ Sand Filter
❑ Filter Strip ❑ Stormwater Wetland
rn
❑ Grass Swale 2 Wet Detention Basin
C
❑ Infiltration Basin ❑ Low Density s
e�
❑ Infiltration Trench ❑ Curb Outlet r
M
rn
❑ Level Spreader ❑ Off -Site
❑ Permeable Pavement ❑ NCDOT Linear RoadCD
m
❑ Restored Riparian Buffer
NO
�/Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
Ud errative Description of stOr mwater managernerit provided m
5f Soils report provided
--a-- Wetlands delineated or a note on the plans or in the accompanying documents that none exist on site and/or
adjacent property
Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
d. Dimensions & slopes provided
Drainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
d BMP operation and maintenance agreements provided
Application cor„plcte ❑Application incomplete Returned:
(Date)
Comments
Xfoy 5, 201', Revision, 8.,71 D,uguid

LATHAM-WALTERS ENGINEERING, INC.
16507-A Northcross Drive
Huntersville, North Carolina 28078
Ph [phone] Fax [phone]
[e-mail] RECEIVED
LETTER OF TRANSMITTAL A06
7 2012
To: NCDENR DENR `FAYETTEALE REGIO;JAL OFFICE
Mr. Brian Lowther
Address: 512 N. Salisbury St., 9th floor
Raleigh, NC 27604 Job No.: 2012.09
From: James Walters, P.E.
Date: June 20, 2012
Re: Harnett Health Medical Office Park — Storm water design
We are sending you. X attached under separate cover via FedEx
The following items:
shop drawings _prints _X_ plans samples
specifications copy of letter submittal package
Copies
Date
No.
Description
1
6/6/12
12
Civil Design Plans rev. 6/12/12
1
6/20/12
1
Supplemental forms & revised wet pond calculation
1
6/6/12
1
Soil report
THESE ARE TRANSMITTED as checked below:
o For approval
For your use
As requested
• For review and comment
• FOR BIDS DUE
Remarks:
• Approved as submitted
o Approved as noted
o Returned as corrections
• Forms for signatures & submittal
I have enclosed a revised set of drawings along with revised calcs and the soils report. If you
have any questions or concerns, or need anything not included, please do not hesitate to call.
[phone]
Thanks,
Jim Waiters
E
N 2 1 2012
DENR - wA 4 ounuTM

'.!
w a ^ � _ a
� �
.... y„.�
.. �i
_ , �
• 1
�' F
,�
�� � n ' �1
j � i �� ,fi
i- , �.
.� i ,
�:_� `
I � �,_ __

Wetpond Design
Project: Harnett Health Designer:
Dunn, NC
May 21, 2012
Surface Area to Drainage Area Ratio Calculation
(to achieve 90% TSS Pollutant Removal)
Calculate % impervious
Total site area to pond = 1.93 84070.8
Area impervious = 1.52 66211.2
% Impervious = 0.787564767 78.76%
Design for 4' deep pond and determine req'd surface area (SA)
Latham -Walters Engineering, Inc.
16507-A Northcross Drive
Huntersville, NC 28078
From table10-3 SA/DA ratio = 4.44 For 90% Polluntant Removal
Therefore SA = 4.441100'1.93 = 0.085692 ac. = 3732.74352 s.f.
Calculate average permanent pool depth
Surface area at permanent pool =
5245 sf
Surface area at bottom of shelf =
3871 sf
Surface area at bottom of pond =
1275 sf
Depth—
4 ft
Equation: davg = 0.25x(1+(SAbs/SApp))+((Sabs+Sabp)12xD)ISabs
davg =
3.09 ft. > 3 therefore avg depth okay
Calculate Runoff Volume for first inch
Rv=0.05+0.9"(1.5211.93) =
0.76
Runoff Volume V = 3630`Rd`Rv'A =
5316.14 cu. Ft
DECEIVED
AUG - 7 2012
DENR-FAYETTEVILLE REGIONAL OFFICE

LATHAM-WALTERS ENGINEERING, INC.
16567-A Northcross Drive
Huntersville, North Carolina 28078
Ph [phone] Fax (704)`237-4362
[e-mail] RECEIVED
LETTER OF TRANSMITTAL AUG - T 2012
To: NCDENR
Mr. Robert Patterson
Address: 1617 Mail Service Center
DENR-FAYETfEVfLLE REGIONAL OFFICE
Raleigh, NC 27699-1617 Job No.: 2012.09
From: James Walters, P.E. DO
Date: June 11, 2012 JUN 1 3 2017
Re: Harnett Health Medical Office Park —Storm water design
We are sending you: X attached under
via
The following items:
shop drawings _prints plans samples
specifications copy of letter x_submittal package
Co Ries
Date
No.
Description
2
6/6/12
6
Stormwater Management Application
1
6/6/12
5
Supplement forms Wet Basin & O&M
1
6/8/12
1
Application fee $505.00
1
6/6/12
Calculations includin Narrative & USGS Ma
2
6/6/12
f---44
12
Civil Design Plans
THESE ARE TRANSMITTED as checked below:
✓ For approval
o For your use
o As requested
• For review and comment
• FOR BIDS DUE
Remarks:
o Approved as submitted
o Approved as noted
• Returned as corrections
• Forms for signatures & submittal
Robert, 1 really appreciate all of your help in getting this project submitted. Since we had issues
with the SHWT and had to do a redesign, this project is falling behind schedule since we cannot
get any permits from the city of Dunn, until DWQ has approved the plan. Therefore, if you have
any questions or concerns, or need anything not included, please do not hesitate to call. (704)
895-8484
Thanks again,
Jim Walters