SW8130113_HISTORICAL FILE_20130405

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO
SWs 13
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Z.O13 0405
YYYYMMDD

PWA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakild, P E John E Skvarla, III
Governor Director Secretary
April 5, 2013
Mr Samuel M Marsh, Vice President
The Autumn Corporation
451 N Winstead Ave
Rocky Mount, NC 27804
Subject Stormwater Management Permit No SW8130113
Autumn Care Brunswick County
High Density Commercial Constructed Wetlands Project
Brunswick County
Dear Mr Marsh
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Autumn Care
Brunswick County on April 5, 2013 Staff review of the plans and specifications has determined that the project, as
proposed, will comply with the Stormwater Regulations set forth in Session Law 2008 211 and Title 15A NCAC
2H 1000 We are forwarding Permit No SW8130113, dated April 5, 2013, for the construction, operation and
maintenance of the BMP's and built upon area associated with the subject project
This permit shall be effective from the date of Issuance until April 5, 2021, and shall be subject to the conditions and
limitations as specified therein Please pay special attention to the Operation and Maintenance requirements in this
permit Failure to establish an adequate system for operation and maintenance of the stormwater management
system 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 by filing a written petition with the Office of Administrative Hearings (OAH) The written petition
must conform to Chapter 150E of the North Carolina General Statutes, and must be filed with the OAH within thirty
(30) days of receipt of this permit You should contact the OAH with all questions regarding the filing fee (if a filing
fee is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC 27699-6714, or via
telephone at 919-431-3000, or visit their website at www NCOAH com Unless such demands are made this permit
shall be final and binding
If you have any questions, or need additional information concerning this matter, please contact Kelly Johnson, at
[phone]
Sincerely,
, r ChaeMdakid, P E , Director
Division of Water Quality
GDS/kpj S 1WQS1StormwatehPennits 8 Projects120131130113 HD12013 03 permit 130113
cc Mat Trowbridge, The Curry Engineering Group, PLLC
Inspector, Brunswick County Inspections
Brunswick County Engineering
Division of Coastal Management
Wilmington Regional Office Stormwater File
1617 Mad Service Center Raleigh North Carolina 27699 1617
Locahon 512 N Salisbury St Raleigh North Carolina 27604 One
Phone [phone] FAX [phone]DENRAssistance 1b77-6236748 NorthCarohna
Internet w rimaterouahiv ora a' tma/ m

State Stormwater Management Systems
Permit No SW8130113
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
Autumn Corporation
Autumn Care Brunswick County
9646 No 5 School Rd, Shallotte, Brunswick County
FOR THE
construction, operation and maintenance of 1 (one) constructed wetland in compliance with Session Law 2008-211
and the provisions of 15A NCAC 2H 1000 (hereafter collectively referred to as the "stormwater rulesl 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 April 5, 2021 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 described in
Section 17 of this permit
3 The application form, supplement forms, approved plans and specifications for this project are incorporated
by reference and are enforceable parts of the permit
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 easements, in
accordance with the approved plans
The project shall maintain a 50' wide vegetated buffer adjacent all surface waters, measured horizontally
from and perpendicular to the normal pool of impounded structures, the top of bank of each side of rivers
and streams and the mean high water line of tidal waters
All runoff being directed into wetlands shall flow into and through those wetlands at a non -erosive velocity of
2 fps or less
Page 2 of 7

State Stormwater Management Systems
Permit No SW8130113
7 The following design elements have been approved for this constructed wetlands stormwater facility, and
must be provided in the system at all times
a
Drainage Area, acres
830
Onsite, ft2
361,589
Offste,ft2
0
b
Total Impervious Surfaces, ft2
202,092
Onsite, ft2
202,092
Offsite, ft2
0
c
Design Storm
15
d
Permitted Storage Volume, ft3
25,600
e
Planting/Ponding Depth, in
1200
f
Temporary Storage Elevation, fmsl
2950
(top of shallow land)
g
Temporary Storage Surface Area, ft2
10,210
(shallow land surface area at top)
h
Permanent Pool Elevation, fmsl
2850
(top of shallow water)
i
Permanent Pool Surface Area, ft2
10,250
(shallow water surface area at top)
f
Deep Pool Bottom Elevation, Forebay, fmsl
265
k
Deep Pool Surface Area, Forebay, fmsl
2,580
(Deep Pool Surface Area at Top, Forebay)
I
Deep Pool Bottom Elevation, Non-Forebay, fmsl
265
m
Deep Pool Surface Area, Non-Forebay, fmsl
2,560
(Deep Pool Surface Area at Top, Non-Forebay)
n
Controlling Orifice 0 Pipe, in
200
o
Pre -development 1 yr 24 hr peak flow, cfs
1102
p
Post -development 1 yr 24 hr peak flow, cfs
81
(orifice flowrate)
q
Number Herbaceous Plants Provided
4,680
r
Number Shrubs & Small Trees Provided
416
s
Number 2 5" cal Trees Provided
0
t
Seasonal High Water Table, FMSL
N/A Liner is provided
u
Time to Draw Down Storage Volume, day
477
v
Receiving Stream/River Basin
Earnest Branch
w
Stream Index Number
15-(1)
x
Classification of Water Body
C, Sw
II SCHEDULE OF COMPLIANCE
1 No person or other legal entity shall alter the approved stormwater management system, or fill in, alter, or
pipe any drainage feature, including swales, shown on the approved plans as part of the stormwater
management system, unless and until the permittee submits a modification to the permit and receives
approval from the Division
2 The permittee is responsible for verifying that the proposed built -upon area for the entire project does not
exceed the allowable built -upon area
Page 3 of 7

State Stormwater Management Systems
Permit No SW8130113
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
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
During construction, erosion shall be kept to a minimum and any eroded areas of the system will be repaired
immediately Infiltration systems should not be used as erosion control devices, due to the potential
clogging 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
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 the approved plans, regardless of size
b Project name change
c Transfer of ownership
d Redesign or addition to the approved amount of built -upon area
e Further subdivision, acquisition, 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
The Director may determine that other revisions to the project should require a modification to the permit
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
The permittee shall at all times provide the operation and maintenance necessary to assure that all
components of the permitted stormwater system function 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 side slopes
d Maintenance of the wetlands plants and replacement of dead plants
e Immediate repair of eroded areas
f Maintenance of side slopes in accordance with approved plans and specifications
g Trash and debris removal and unclogging of the wetlands, outlet structure, onfice, catch basins and
piping
h Access to all components of the system must be available at all times
10 Records of maintenance activities must be kept and made available upon request to authorized personnel of
DWQ The records will indicate the date, activity, name of person performing the work and what actions
were taken
11 Permanent seeding requirements for the stormwater control must follow the guidelines established in the
North Carolina Erosion and Sediment Control Planning and Design Manual
12 Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ personnel The facility must
be in compliance with all permit conditions Any items not in compliance must be repaired or replaced to
design condition prior to the transfer Records of maintenance activities performed to date will be required
Page 4 of 7

State Stonmwater Management Systems
Permit No SW8130113
13 This permit shall become voidable unless the facilities are constructed in accordance with the conditions of
this permit, the application, approved plans and specifications, and other supporting data
14 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
III GENERAL CONDITIONS
1 This permit is not transferable to any person or entity except after notice to and approval by the Director At
least 30 days prior to a change of ownership, or a name change of the Permittee or of the project, or a
marling address change, the permittee shall submit a completed and signed "Name/Ownership Change
Form" to the Division of Water Quality, accompanied by the appropriate documentation as listed on the
form The project must be in good standing with DWQ The approval of this request will be considered on its
ments and may or may not be approved
2 The permittee is responsible for compliance with all of the terms and conditions of this permit until such time
as the Director approves the transfer request Neither the sale of the project area in whole or in part, nor the
conveyance of common area to a third party, constitutes an approved permit transfer
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 may be imposed by other government agencies (local, state, and federal)
which have jurisdiction
5 In the event that the facilities fad 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 permit may be modified, revoked and reissued or terminated for cause The filing of a request for a
permit modification, revocation and reissuance or termination does not stay any permit condition
7 Permittee grants permission to staff of the DWQ to access the property for the purposes of inspecting the
stormwater facilities during normal business hours
8 The permittee shall submit a permit renewal application and processing fee at least 180 days pnor to the
expiration date of this permit
9 A copy of the approved plans and specifications shall be maintained on file by the Permittee at all times
Permit issued this the 511, day of April 2013
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Aarles kild, P E , Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No SW8130113
Autumn Care Brunswick County
Stormwater Permit No SW8130113
Brunswick County
Designer's Certification
Page 1 of 2
I, , as a duly registered in the State of North Carolina,
having been authorized to observe (penodically/weekly/full time) the construction of the protect,
(Protect)
for (Protect Owner) hereby state that, to the best of my abilities, due care
and diligence was used in the observation of the protect 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 are a part of this Certification
Noted deviations from approved plans and specifications
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No SW8130113
Certification Requirements Page 2 of 2
_1 The drainage area to the system contains approximately the permitted acreage
2 The drainage area to the system contains no more than the permitted amount of built -upon area
_3 All the built upon area associated with the protect is graded such that the runoff drains to the
system
_4 All roof drains are located such that the runoff is directed into the system
_5 The wetland zone elevations are per the approved plan
_6 The wetland is located per the approved plans
7 A trash rack is provided on the outlet structure
_8 All slopes are grassed with permanent vegetation
9 Vegetated slopes are no steeper than 31
_10 The inlets are located per the approved plans and do not cause short circuiting of the system
11 The permitted amounts of wetland zone surface area and volume have been provided
_12 Required drawdown devices are correctly sized and located per the approved plans
13 All required design depths are provided
14 All required parts of the system are provided
_15 The required number of wetlands plantings have been provided
cc NCDENR-DWQ Regional Office
Inspector, Brunswick County Building Inspections
Page 7 of 7

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
' `
N
O C
S l li z? Qol
Applicab ules ❑ Coasta SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Thus form may be photocopied for use as an original
I GENERAL INFORMATION
1 Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc)
Autumn Care - Brunswick Co, NC
2 Location of Project (street address)
9646 No 5 School Road
City Shallotte County Brunswick Zip 28420
3 Directions to project (from nearest major intersection)
Project is at the mtersection of No 5 School Road and Ash Little on the Northeast side of the intersection
4 Latitude 330 57 12" N Longitude 78' 35' 52" W of the main entrance to the project
II PERMIT INFORMATION
1 a Specify whether project is (check one) ®New ❑Modification ❑ Renewal w/ Modification
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 numberN/A , its issue date (if known)N/A , and the status of
construction ®Not Started ❑Partially Completed* ❑ Completed* *promde 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, N/A and the previous name of the project, if different than currently
proposed, N/A
4 a Additional Project Requirements (check applicable blanks, information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748)
❑CAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control 12 25 ac of Disturbed Area
0404/401 Permit Proposed Impacts
b If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit N/A
5 Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S L 2012-200, Part VI http Yportal nedenr or web s
LBY-
R 18 2013
Fonn SWU-101 Version 06Aug2012 Page 1 of 6 --
, ---_
\I

III CONTACT INFORMATION
1 a Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc who owns the project)
Applicant/Organization Autumn Corporation
Signing Official & Title Samuel M Marsh, Vice President
b Contact information for person listed in item la above
Street Address 451 N Winstead Ave
City Ro ft Mount State NC Zip 27804
Mailing Address (if applicable)
City
Phone f )
Email
State
Fax
Zip
Please check the appropriate box The applicant listed above is
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below)
2 a Print Property Owner's name and title below, if you are the lessee, purchaser or developer (This is the
person who owns the property that the project is located on)
Property Owner/Organization
Signing Official & Title
b Contact information for person listed in item 2a above
Street Address
City
Mailing Address (if applicable)
City
State
State
Phone ( ) Fax
Email
Zip
Zip
3 a (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project
Other Contact Person/Organization Autumn Corporation
Signing Official & Title Bob Dew, Director of Construction
b Contact information for person listed in item 3a above
Mailing Address 451 N Winstead Ave
City Rocky Mount State NC Zip 27804
Phone (52 ) 443-6265
Email bobdew@autumncorp com
Fax (252 ) 443-2703
4 Local jurisdiction for building permits Brunswick County
Point of Contact Helen Bunch Phone # (910 ) 253-2035
RECEIVE
MAR 18 2013
Form SWU-101 Version 06Aug2012 Page 2 of 6

IV PROJECT INFORMATION
1 In the space provided below, briefly summarize how the stormwater runoff will be treated
Stormwater will be collected through a network of catch basins and piped to a wetland in the southwest
corner of the property Stormwater will be discharged from the wetland to a drainage ditch adjacent to the
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 II - Post Construction
3 Stormwater runoff from this project drams to the Lumber River basin
4 Total Property Area 12 65 acres 5 Total Coastal Wetlands Area 0 acres
6 Total Surface Water Area 0 acres
7 Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area' 12 65 acres
Toted protect area shall be calculated to exchide the followingg the normal pool of un ounded structures, the area
between the bunks of streams and rivers, the area below the Normal High Writer (NiN) tine or Mean Hugh Writer
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line The resultant protect 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 protect area
8 Project percent of impervious area (Total Impervious Area / Total Project Area) X 100 = 37 9
9 How many drainage areas does the project have?l (For high density, count I for each proposed engineered
storrnwater BMP For low density and other protects, use 1 for the whole property area)
10 Complete the following information for each drainage area identified in Project Information item 9 If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below
Basin Information
Drainage Area 1
Drainage Area _
Drainage Area _
Drainage Area _
Receiving Stream Name
Earnest Branch
Stream Class *
c,sw
Stream Index Number *
15-23-5
Total Drainage Area (so
361,895
On -site Drainage Area (so
361,895
Off -site Drainage Area (so
0
Proposed Impervious Area** (so
1 202,092
% Impervious Area** total
56%
Impervious" Surface Area
Drainage Area
Drainage Area
Drainage Area _
Drainage Area _
On -site Bmldmgs/Lots (so
62,630
On -site Streets (so
0
On -site Parking (so
96,961
On -site Sidewalks (so
21,301
Other on -site (so
0
Future (so
21,200
Off -site (so
0
Existing BUA*** (so
0
Total (so
202,092
* Stream Class and Index Number can be determined at http 1/portal ncdenr org/webfwq[ps/csu/classifications
Impervious area is defined as the built upon area including, but not limited to, bmld parkingareas
sidewalks, gravel areas, etc ��
*** Report only that amount of existing B UA that will remain after development Do a t repor any it 11 g EUl
is to be removed and which will be replaced by new BUA MAR 19 200
Form SWU-101 Version 06Aug2012 Page 3 of 6

11 How was the off -site impervious area listed above determined? Provide documentation There is no off -site
impervious area associated with this project
Projects in Union County Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 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 hU Uportal ncdenr org/web/wg/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/wg/ws/su/statesw/forms docs The complete
application package should be submitted to the appropriate DWQ Office (The appropriate office may be
found by locating project on the mteractive online map at http / /portal ncdenr orS/web/wq/ws/su/mal2s)
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 hn //portal ncdenr org/web/wq/ws/su/statesw/forms docs
Initials
1 Original and one copy of the Stormwater Management Permit Application Form
2 Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form (if required as per Part V11 below)
3 Original of the apphcable Supplement Form(s) (sealed, signed 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 html 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 _
receiving stream drams to class SA waters within th mile of the site boundary, mclude the 1/2
mile radius on the map
7 Sealed, signed and dated calculations (one copy) _
8 Two sets of plans folded to 8 5" x 14" (sealed, signed, & dated), including _
a Development/Project name
b Engineer and firm
c Location map with named streets and NCSR numbers
d Legend
e North arrow
f Scale
g Revision number and dates
h Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MEW or NEW line of tidal
waters, and any coastal wetlands landward of the MEW or NEW lines
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MEW (or NEW) of tidal waters
1 Dimensioned property/project boundary with bearings & distances
j Site Layout with all BUA identified and dimensioned
k Existing contours, proposed contours, spot elevations, fmished floor elevate
I Details of roads, dramage features, collection systems, and stormwater con 1 euu Ei IVI
in Wetlands delineated, or a note on the plans that none exist (Must be dehr ated by a
qualified person Provide documentation of qualifications and identify the ersomAhol 8 2013
made the determination on the plans
n Existing drainage (mcluding off -site), drainage easements, pipe sizes, runo ulations
o Drainage areas delineated (included in the main set of plans, not as a separ
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"x11" copy of the NRCS County Soils map with the
project area clearly delineated For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate
(Infiltration Devices submitted to WiRO Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone] )
10 A copy of the most current property deed Deed book 2887 Page No 0318 _
11 For corporations and limited liability corporations (LLC) Provide documentation from the NC _
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H 1003(e)
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned
http / /www secretary state nc us/Corporations/CSearch aspx
VII DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form The appropriate deed restrictions and
protective covenants forms can be downloaded from
http / /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
VIII CONSULTANT INFORMATION AND AUTHORIZATION
Applicant Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information)
Consulting Engineer Mat Trowbridge
Consulting Firm The Curry Engineering Group, PLLC
Mailing Address 205 S Fuquay Ave
City Fuquay-Varma State NC Zip 27526
Phone (919 ) 552-0849
Email mat®curryeneineennggroup com
Fax (919 ) 552-2043
IX PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) N/A , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed tit Contact Information, item la) N/A with (print or type name of organization listed tit
Contact Information, item la) N/A 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
ZECET F1 -1:.
i
MAR 18 2013
I
BY
Form SWU-101 Version 06Aug2012 Page 5 of

IX PROPERTY OWNER AUTHORIZATION (f Contact Information rtern 2 hati bccn filled out complete this
xctmn)
. 1, (print or type name of person hated in Contact Information item 2a) N/A , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information rtern la) N/A with (print or type name of organization hated in
Contact Information item 1a) N/A 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 partv responsible for the operation and maintenance of the stormwater system
40
•
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
Signature
a Notary Public for the State of
do hereby certify that
before me this _ day of
Date
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit Witness my hand and official seal
SEAL
My commission
Form SWU-101 Vernon 06Aug2012 Page 6 of 7
JAN p y 2013
BY

X APPLICANT'S CERTIFICATION
1, (print or typt mmit ofperion lr�trd in Contact Infonuahon item la) Smnuel Marsh
. 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 2H 1000 and any other applicable state stormwater
requirements
•
Signature
before me this
_, do he y certify that , XAT
day of 6n11n U13
Public for the
a stormwater permit Witness my hand and official seal,
Date I I I I I %_?
of CQl) nw County of
NANCY T MILES
SEAL NOTARY PUBLIC
NASH COUNTY NC
My commission expires / V
personally appeared
-n of the application for
rC
�vvz'
JAN 2 4 2013
BY --
Form SWU-101 VLrsion 06Aug2012 Page 7 of

The Curry Engineering
Group, PLLC
LETTER OF TRANSMITTAL
To
Mr Kelly Johnson
NCDENR DWQ - Wilmington Office
127 Cardinal Drive Ext
Wilmington, NC 28405
Phone
910 796 7331
1 Overnight Neo
yes x
We are sending you the following
❑ EC Plans ❑ Prints/Plans
❑ Contracts X Permit Applications
These are transmitted as checked below
X For Approval ❑ As Discussed
❑ For Review and Comment
Job No
2011-048
Job Name
Autumn Care Brunswick
Brunswick County, NC
Date
March 26, 2013
Sent By
Mat Trowbridge, El
❑ Construction Plat ❑ Site Plan Drawings ❑ Computer Disk
❑ Site Work Calculations ❑
❑ For Your File ❑ As Requested
❑ For Your Signature then return to
❑ For Your Use
Copies
Date
Description
1
March 2Q13
Signed Stormwater Wetland O&M Agreement
Remarks Enclosed is the Stormwater Wetland O&M Agreement signed by Sam Marsh of Autumn
Corporation Please let me know if you need anything else or have any questions
Thanks, Mat
Copies To
The Curry Engineering Croup, PLI C
PO Box 2018
205 S Fuquay Av(
P uquay Vanna, N( 27526
ma(neurr) eriemeennggroup com
APR 0 5 2013
Don Curry, PE
919 552 0849 (0)
919 552 2043 (F)
919 880 9857 (C)
www curryrnsmeermggroup corn

Johnson, Kelly
From Johnson, Kelly
Sent Thursday, April 04, 2013 9 17 AM
To 'Mat Trowbridge'
Subject FW SW8 130113 Autumn Care - Brunswick County
Mat,
I haven't received the original signed O&M?
KJ
From Johnson, Kelly
Sent Tuesday, March 19, 2013 10 10 AM
To 'Mat Trowbridge'
Subject RE SW8 130113, Autumn Care - Brunswick County
No problem It happens
Thanks,
KJ
From Mat Trowbridge [mailto matCa)curryengmeeringgroup coml
Sent Tuesday, March 19, 2013 10 06 AM
To Johnson, Kelly
Subject RE SW8 130113, Autumn Care - Brunswick County
Kelly, I apologize) That is strange We certainly intended to send revised calcs and supplement and the copy we have on
file shows revised calcs so really confused how that happened Attached are electronic copies I will send you hard copy
of the new O&M form as well Please let me know if there is anything else that you need and again I apologize for the
inconvenience
Thanks,
Mat Trowbridge, El, LEED AP
The Curry Engineering Group, PLLC
919 552 0849 (0)
919 552 2043 (F)
919 909 3879 (C)
From Johnson, Kelly [mailto kelly p ohnson( ncdenr govl
Sent Tuesday, March 19, 2013 9 43 AM
To Mat Trowbridge
Subject FW SW8 130113, Autumn Care - Brunswick County
Mat,
The supplement and calcs I received on 3/18/13 have not been revised since the last submittal Did you intend to send
revised data? If so, can you email those to me?
Thanks,
KJ

From Johnson, Kelly
Sent Friday, March 15, 2013 2 23 PM
To 'Mat Trowbridge'
Subject RE SW8 130113, Autumn Care - Brunswick County
Mat,
I got your voicemail We will need two copies of the plans
Thanks,
KJ
From Mat Trowbridge [mailto mattaDcurryengineeringgroup com]
Sent Wednesday, March 13, 2013 2 35 PM
To Johnson, Kelly
Subject RE SW8 130113, Autumn Care - Brunswick County
Hey Kelly, thanks for checking in We are waiting on signed O&M form back from owner, which we should have any day
now and then we will get revised plans and calcs back to you along with a response letter
Mat Trowbridge, EI, LEED AP
The Curry Engineering Group, PLLC
919 552 0849 (0)
919 552 2043 (F)
919 909 3879 (C)
From Johnson, Kelly [mailto kelly piohnson(&ncdenr govl
Sent Wednesday, March 13, 2013 2 32 PM
To mat(alcurrvenomeeringgroup com
Subject SW8 130113, Autumn Care - Brunswick County
Mat,
I am just checking in on this project I haven't heard back from you all?
Kelly
K.C[LIWDVIVI,SDVk,
Kelly Johnson
Environmental Engineer
Division of Water Quality
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office 910 796 7331
Fax [phone]

Autumn Care, Brunswick
Brunswick, NC
Site Location Narrative
and Stormwater Permitting Questionnaire Response
Proiect Narrative
This project lies at the intersection of Ash Little River Road and No 5 School Road in
the Town of Shallote, Brunswick County, NC The 12 65 acre site is currently
undeveloped and covered mostly with pine trees with the exception of the southwest
corner of the property The site as it exists is very flat, but eventually drains to a ditch
along Ash Little River Road
The proposed development consists of a 62,630sf nursing home centrally located on the
parcel with a possible future 20,000+- sf expansion The proposed runoff will be
collected in an enclosed drainage system consisting of several catch basins that convey
drainage to the southern portion of the property into a proposed stormwater wetland
where the first 1" is captured and treated as required by DWQ Phase II stormwater
regulations
1. General Information
a Name of Project
Autumn Care — Brunswick Co, NC
Curry Engineering Project 92011-048
b Street Address, City, County
This site is located at 9646 No 5 School Road, Shallote, Brunswick County, NC
c Acres in Tract
1265
d Acres Being Disturbed
1225
RECEIVED
MAR 18 2013
BY__—_— — —
e Acres in Wetlands
1 Wetlands Must Be Delineated & Sign -Off Obtained From The Corps

r
2 Proposed Wetland Impacts Require Permits From Corps & DWQ
Wetlands are not present on site
f Ownership Information From NC Secretary of State Web Site
The site is owned by Autumn Corporation as listed below
Current Owner
Autumn Corporation
451 N Winstead Ave
Rocky Mount, NC 27804
g Description of Development Proposal
1 Previous or Existing Permits
None
2 Tax parcel ID Number
#2090000103
h Pre-1988 Built Upon Area, If Applicable
N/A

i Discuss Phasing of the Project & Stormwater Facilities When Applicable
The proposed stormwater facilities will be constructed in a single phase
I Discuss Proposed Waste Water Treatment & Water Supply
Proposed sanitary and water connections will be made via existing infrastructure
from Brunswick County
k Identity Historic Sites & Projects Being Funded With Public Monies
There are no historic sites on this property Public money is not being used for
this development
1 Disclose Any/All Non -Compliance Issues with DENR Agencies
Not applicable for this site
2. Stormwater Information
a Provide River Basin, Stream Classification & Index Number for All water
Bodies On or Adjacent To The Project or Closest to The Project Area
The site drams to a drainage ditch that ultimately drains to Earnest Branch with a
surface water classification of C, Sw and index number 15-23-5
b Identify Whether the Stormwater Design is High Density or Low Density,
Commercial or Residential, State Stormwater or NPDES Phase II, Address
Vested Rights When Applicable, Identify Pockets of High Density
The site is designated High Density Commercial NPDES Phase 11 and Vested
Rights are not applicable for this location
c Proposed Total % Impervious Surface
4 64 ac or 37% impervious across entire site, 56% impervious to SWM
d Number of Proposed Treatment Measures, Type(s) of Collection System
There is a single proposed stormwater wetland treatment measure for the entire
property The site drainage will be collected in an enclosed drainage system and
drained into the wetland

e Will All Built Upon Area Be Collected
Yes
f Identify Whether or Not the Project Has Buffer Requirements & Whether or
Not Development Is Proposed Within A Buffer
There are no buffer requirements and the proposed development is not within a
buffer
g Discuss Coastal Management Areas of Environmental Concern When
Applicable
There are no AEC's on this project
h Disclose Whether or Not Off -Site Runoff Is Coming Onto The Site or Into
The Proposed BMP
There is no off -site runoff coming onto the site or into the proposed BMP
i Discuss Whether Road Construction Across Other property Is Necessary To
Access This Project
Road construction across other property is not required to access this project
I If An On -Site Evaluation Of The Soils Has Been Done, Discuss Infiltration
Rates, Seasonal High Water Table, etc , and Include Date Of Site Evaluation
(This Is Required For Infiltration Projectsl
An on -site soils evaluation has been completed by ECS Carolinas, LLP This
evaluation is included in the permit documentation

Johnson, Kelly
From Johnson, Kelly
Sent Tuesday, March 19, 2013 9 59 AM
To 'Mat Trowbridge'
Subject FW SW8 130113, Autumn Care - Brunswick County
Also, do you still have the original O&M form? I received a copy, but we will need the original signature
Thanks,t �QCi ihQ c1Y� 3�9 �l3 LJ�� �oi m5 e fL
K1
From Johnson, Kelly
Sent Tuesday, March 19, 2013 9 43 AM
To 'Mat Trowbridge'
Subject FW SW8 130113, Autumn Care - Brunswick County
Mat,
The supplement and calcs I received on 3/18/13 have not been revised since the last submittal Did you intend to send
revised data? If so, can you email those to me?
Thanks,
KJ
From Johnson, Kelly
Sent Friday, March 15, 2013 2 23 PM
To 'Mat Trowbridge'
Subject RE SW8 130113, Autumn Care - Brunswick County
Mat,
I got your voicemad We will need two copies of the plans
Thanks,
KJ
From Mat Trowbridge rmailto mat@curryengmeennggrouo com]
Sent Wednesday, March 13, 2013 2 35 PM
To Johnson, Kelly
Subject RE SW8 130113, Autumn Care - Brunswick County
Hey Kelly, thanks for checking in We are waiting on signed O&M form back from owner, which we should have any day
now and then we will get revised plans and talcs back to you along with a response letter
Mat Trowbridge, El, LEED AP
The Curry Engineering Group, PLLC
919 552 0849 (0)
919 552 2043 (F)
919 909 3879 (C)
From Johnson, Kelly [mailto kelly p Johnson@ncdenr gov]
Sent Wednesday, March 13, 2013 2 32 PM
To mat@curryengmeennggrouo com
Subject SW8 130113, Autumn Care - Brunswick County

Mat,
I am just checking in on this project I haven't heard back from you all?
Kelly
K,eUJohltisow
Kelly Johnson
Environmental Engineer
Division of Water Quality
stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office 910 796 7331
Fax [phone]

The Curry Engineenng
Group, PLLC
LETTER OF TRANSMITTAL
To
Ms Kelly Johnson
NCDENR DWQ - Wilmington Office
127 Cardinal Drive Ext
Wilmington, NC 28406
Phone
910 796 7331
Overnight No
Yes X
We are sending you the following
❑ EC Plans X Pnnts/Plans
❑ Contracts ❑ Permit Applications
These are transmitted as checked below
X For Approval ❑ As Discussed
❑ For Review and Comment
Job No
2011-048
Job Name
Autumn Care Brunswick
Brunswick County, NC
Date
March 15, 2013
Sent By
Mat Trowbridge, El
❑ Construction Plat ❑ Site Plan Drawings ❑ Computer Disk
❑ Site Work Calculations ❑
❑ For Your File ❑ As Requested
❑ For Your Signature, then return to
❑ For Your Use
Copies
Date
Description
1
March 2013
Revised Calculations Dated 03/15113
2
March 2013
Revised Planset Dated 03/1412013
Copies To
The Curry Engineenng Group, PLLC r W Don Curry, PE
PO Box 2018 BY 919 552 0849 (0)
205 S Fuquay Ave 919 552 2043 (F)
Fuquay Varna, NC 27526 919 880 9857 (C)
matncurryenemeermggroult corn www curryengmeermggroup com

Prepared for
AUTUMN CORPORATION
Mr Bob Dew
451 N Winstead Ave
Rocky Mount, NC 27804
Stormwater Management
Permit Submittal
Package
Autumn Care - Brunswick Co., NC
9646 No. 5 School Road
Shallotte, Brunswick County, NC
REVISED 3/15/13
The Cum- Engmeeru
Group. PLLC ---
Prepared by
Mat Trowbridge, El
The Curry Engineering Group, PLLC
PO Box 2018
205 S Fuquay Ave
Fuquay-Vanna, NC 27526
[phone]
L
�VF

Autumn Care, Brunswick
Brunswick, NC
Site Location Narrative
and Stormwater Permitting Questionnaire Response
Project Narrative
This project lies at the intersection of Ash Little River Road and No 5 School Road in
the Town of Shallote, Brunswick County, NC The 12 65 acre site is currently
undeveloped and covered mostly with pine trees with the exception of the southwest
corner of the property The site as it exists is very flat, but eventually drains to a ditch
along Ash Little River Road
The proposed development consists of a 62,630sf nursing home centrally located on the
parcel with a possible future 20,000+- sf expansion The proposed runoff will be
collected in an enclosed drainage system consisting of several catch basins that convey
drainage to the southern portion of the property into a proposed stormwater wetland
where the first I" is captured and treated as required by DWQ Phase II stormwater
regulations
1. General Information
a Name of Project
Autumn Care — Brunswick Co, NC
Curry Engineering Project #2011-048
b. Street Address, City, County
This site :s located at 9646 No 5 School Road, Shallote, Brunswick County, NC
c Acres in Tract
1265
d Acres Being Disturbed
e Acres in Wetlands
iMAR 18 2013
BY_ -----
1 Wetlands Must Be Delineated & Sign -Off Obtained From The Corps

2 Proposed Wetland Impacts Require Permits From Corps & DWQ
Wetlands are not present on site
f Ownership Information From NC Secretary of State Web Site
The site is owned by Autumn Corporation as listed below
Current Owner
Autumn Corporation
451 N Winstead Ave
Rocky Mount, NC 27804
g Description of Development Proposal
1 Previous or Existing Permits
None
2 Tax parcel ID Number
#2090000103
h Pre-1988 Built Upon Area, If Applicable
N/A

► Discuss Phasing of the Project & Stormwater Facilities When Applicable
The proposed stormwater facil►ties will be constructed in a single phase
j Discuss Proposed Waste Water Treatment & Water Supply
Proposed sanitary and water connections will be made via existing infrastructure
from Brunswick County
k. Identify Historic Sites & Projects Being Funded With Public Monies
There are no historic sites on this property Public money is not being used for
this development
1 Disclose Any/All Non -Compliance Issues with DENR Agencies
Not applicable for this site
2. Stormwater Information
a Provide River Basin, Stream Classification & Index Number for All water
Bodies On or Adjacent To The Project or Closest to The Project Area
site drains to a drainage ditch that ultimately drains to
b Identify Whether the Stormwater Design is High Density or Low Density,
Commercial or Residential, State Stormwater or NPDES Phase II, Address
Vested Rights When Appheable, Identify Pockets of High Density
The site is designated High Density Commercial NPDES Phase 11 and Vested
Rights are not applicable for this location
c Proposed Total % Impervious Surface
4 64 ac or 37% impervious across entire site, 56% impervious to SWM
d Number of Proposed Treatment Measures, Type(s) of Collection System
There is a single proposed stormwater wetland treatment measure for the entire
property The site drainage will be collected in an enclosed drainage system and
drained into the wetland

e Will All Built Upon Area Be Collected
Yes
f Identify Whether or Not the Project Has Buffer Requirements & Whether or
Not Development Is Proposed Within A Buffer
There are no buffer requirements and the proposed development is not within a
buffer
Discuss Coastal Management Areas of Environmental Concern When
Applicable
There are no AEC's on this project
h Disclose Whether or Not Off -Site Runoff Is Coming Onto The Site or Into
The Proposed BMP
There is no off -site runoff coming onto the site or into the proposed BMP
Discuss Whether Road Construction Across Other property Is Necessary To
Access This Project
Road construction across other property is not required to access this project
I If An On -Site Evaluation Of The Sods Has Been Done, Discuss Infiltration
Rates, Seasonal High Water Table, etc, and Include Date Of Site Evaluation
(This Is Required For Infiltration Protects).
An on -site sods evaluation has been completed by ECS Carolinas, LLP This
evaluation is included in the permit documentation

BRUNSWICK COUNTY STORM WATER PERMIT
CERTIFICATION FORM
(Form SW-001)
Name of Owner (Applicant) Autumn Corporation
Name of Contact Person Bob Dew
Phone Number 252-443-6265
Email Address bobdew(@autumncoro com
Name of Development Autumn Care - Brunswick Co , NC
Parcel ID 209000103
Location of Development 9646 No 5 School Rd , Shallote NC 27804
Who will legally be responsible for or own the development after construction?
Name Autumn
Address 451 N Winstead Ave , Rocky Mount, NC 27804
Phone Number 252-443-6265
Email Address bobdew(Qautumncorp com
Total area disturbed by development does not exceed 1225
acres
2 Is the development Commercial?
n Yes -File this form along with General Storm Water Permit Application Form (SW-003)
❑ No - Continue to Question 3
3 Is the disturbed area of development equal to or greater than 1 acre (43560 square feet)p
7 Yes -File this form along with Storm Water Permit Application Form (SW-002 or SW-003)
❑ No - Continue to Question 4
4 Will the site be graded, filled, or excavated and thereby change the elevation of any location by an
amount exceeding four (4) inches9
Yes -File this form along with Storm Water Permit Application Form (SW 002 or SW-003)
❑ No Continue to Question 5
5 Is the development or any related disturbance within the limits of a Riparian Buffer (within 30 feet of
the banks of a natural stream or water body)
❑ Yes -File this form along with General Storm Water Permit Application Form (SW-003)
P1 No - If you answered NO to questions 2 through 5 then this development does not require a
Brunswick County Storm Water Permit
Certification
I, Mat Trowbridge, El (print name) hereby certify the information included on this
and attached pages is true and correct to the best of my knowledge
Signature
Date 1/21/2013
Official Use Only Storm Water Permit No Date Approved
Storm Water Permit Certrfi ebon Form SW 001

TNSWICK COUNTY GENERAL STORM WATER PERMIT e+eWto�
APPLICATION FORM
(Form SW-003, must be accompanied by completed Form SW-001)
y "tc
c u
Name of Developer Autumn Corp(
Name of Contact Person Bob Dew
Phone Number 252-443-6265
Name of Development Autumn Care - Brunswick Co, NC
11
1 0 the development solely residential?
Yes - You may use the Residential Application Form (Form SW-002)
n❑ No This is the correct form Go to the n( ff question
`What kind of development is this? ❑
❑ Commercial El Multi -family residential
❑ Industrial ❑ Mobile home development
Single lot with one single family ❑
residential structure
Single family residential subdivision
with multiple lots
Assisted living/congregate care facility
Multi Use (Residential and Commercial)
Other
3 Calculate pre- and post -development Storm Water runoff from the development for the 1-year, 24-hour storm with one
of the approved methods specified in the Brunswick County Storm Water Management Manual
M Pre -development peak runoff 11 02 cfs (1-year, 24 hour storm)
❑ Post -development peak runoff 675 cfs (1-year, 24-hour storm)
4 Does the post development peak flow exceed the pre -development peak flow?(1-year, 24-hour storm)
Yes Implementation of an approved flow control Best Management Practice (BMP) may be required to reduce
peak flow to pre -development beak before continuing to next question
❑ No - A flow control BMP is not required for this development Continue to next question
hoes the development meet one or both of the following criteria 1) the post -development peak runoff is less than 5
percent greater than the pre -development peak runoff (for the 1 year, 24-hour storm) or 2) the overall impervious
surface is less than fifteen percent and the remaining pervious portions of the site are utilized to the maximum extent
practical to convey and control the Storm Water runoff?
Yes - A flow control BMP is not required for this development but the Brunswick County Storm Water
Administrator must approve a variance Continue to next question
No - Implementation of an approved flow control Best Management Practice (BMP) is required to reduce peak
flow to no more than 105% of the pre -development peak before continuing to next question
❑' alculate pre and post -development Storm Water runoff from the development for the 10-year, 24 hour storm with
one of the approved methods specified in the Brunswick County Storm Water Management Manual
Pre -development peak runoff 3762 cfs (10-year, 24-hour storm)
Post -development peak runoff 3524 cfs (10-year, 24-hour storm)
Does the post -development peak flow exceed 105% of the pre -development peak flow? (10_%1E 40- UclgVe
Yes - Implementation of an approved flow control Best Management Practice (BMP) maybe rpmef a 20ce
❑ the peak flow Continue to the next question MAR jJ �jJ
0 No - A flow control BMP is not required for this development Continue to question 9
Non Residential Storm Water Permit Application Form SW 003

Where the requirement that the 10-year, 24-hour storm post -development peak flow not exceeding the pre -development
peak flow places an undue hardship upon a property owner, variances from the requirement may be granted by the
Storm Water Administrator if the development meets the following requirement The proposed new development
appropriately uses the parcels total remaining total impervious area to the extent practical to convey and control the Storm
Water runoff, and it is demonstrated, to the satisfaction of the Storm Water Administrator, that no damage to public or
private properties, including to the County s Storm Water facilities and to the quality of the public waters, will be caused by
granting of the variance Is this requirement met for the proposed development
Yes - A flow control BMP is not required for this development but the Brunswick County Storm Water
Administrator must approve a variance Continue to next question
No - Implementation of an approved Row control Best Management Practice (BMP) is required to reduce peak
flow to no more than 105% of the pre -development peak before continuing to next question
9
Submit the completed Total Pollutant Export Calculation Forms (SW-004 and SW-005) with this application
FEES
The Developer must pay the Standard Storm Water fee plus any additional fees for Technical Review of Structural BMP
designs and any offset fees to the County A fee schedule is available from the Office of the Brunswick County s Storm
Water Program Administrator
1 Standard fee 5 acres built upon area or part there of = $2 500 00
2 Structural BMP Technical Review fee $1 00 structural BMPs X $200 00 per BMP = $200 00
Total Fee
$2,700 00
Issuance of a Brunswick County Stormwater Permit is contingent on the approval of the State of North Carolinas Erosion
Control Permit and the State Stormwater Permit Please submit both forms with this application
ECEBVE
MAR 112111
BY
Non Residential Storm Water Permit Application Form SW 003

NCDBNR - BMP Manual
Stormwater Calculations Nov 2012
Project Name Autumn Care Brunswick County The Carry Engineering Group PLLC
Proposed Site
Area
Existing Site
Area
Buildings
62,630 sf
Buildings
1,250 sf
Buildings (Future)
21200 sf
Parking/Roadway
sf
Parking/Roadway
96,961
Parking (Future)
Sidewalks
21,301 sf
Sidewalks
sf
Total Impervious Area
202 092 sf
Food Impervious Area
1 250 sf
464 ac
003 ac
Pervious Area (Landscaping Areas) to BMP
159,803 sf
Total Pervious Area
549,786 sf
367 ac
1262 ac
Total Drainage Area to BMP
361,895 sf
Total Drainage Area
551,036 sf
831 ac
1265 ac
Pervious Area Bypassing BMP
189 141 sf
434 ac
% Impervious 1 a
56%
% Impervious, 1 a
0 23
Calculate Pre-Dev Curve Number (CN)
Impervious (Buildmg)=CN= 98
Acreage= 1250 sf
0 03 ac
Open Space (Fair Condition) =CN= 79
Acreage = 22450 sf
052 ac
Woods (Litter & Brush) = CN = 70
Acreage= 527336 sf
1211 ac
Composite CN= 704
CN= 70
Calculate Post Dev Curve Number (CN)
Paved/Bldg/Sidewalk Impervious =CN= 98
Acreage = 202092 sf
464 ac
Woods (Litter & Brush) = CN = 70
Acreage = sf
ac
Good Condition Grass =CN= 74
Acreage= 159803 sf
3 67 ac
Composite CN = 874
CN= 87
MAR 19 N13
Brunswick BMP Design

Calculate Runoff Volume Simple Method
R(V)=005+09'I(a)
1(a)= 56% Impervious %
RM O55
V=3630•R(D)'R(V)'A
R(D) = Design Rainfall Depth (1 or 15 )
R(V)= Runoff Coefficient
A = Drainage Area (ac)
V = Runoff Vol (cf)
R(D) = 15
R(V) = 055
A= 361,895 sf=DAx%ofl Area
8 31 ac
V= 24998 cf min volume
Calculate Pre Dev Time of Concentration (Te Rirpich)
Tc=(LA3/1l)A 385/128 Tc = Tim, of Concentration (min)
L = Flow I ength (ft)
H= Height difference to remote pan of watershed (ft)
L= 1100 ft
H= 23 ft
Te = 18 5 minutes
Calculate Wetland Size
SA(reg)=Q(vol)/D(plants) SA = Required Surface Area (sf)
Q(vol) = Required Runoff Vol to Treat (cf)
D(plams) = Depth of Plants (ft)
Q(vol)= 24998 cf
D lants = 1 ft
SA(req)= 24998 sf
Drawdown Calculation
Q=Cd'A'sq rt(2'g'(Ho/3))
Cd=
060 dimensionless coeff
Orifice Size=
tin
A=
00218 sf
g =
322 Ns^2
Ho=
1 ft
Q =
00606 cfs
Time = Volume/Flow
V=
24998 sf
Flow Q=
00606 cfs
Time=
412178 seconds
rime=
477 days
RECEIVES
MAR 18 Z013
BY:
Brunswick BMP Design

NCDI NR-B;11P Manual
Storm"ater Calculations Nov 2012
Project Name Autumn Care Brunswick Canute 1 he Curry Engineering Group PLLC
Proposed Site
Area
Buildings
62 630 sf
Buildm),s (Future)
21 200 sf
ParkmglRoad"a)
96961
Slde\sulks
21,301 sf
Tot it lmpers mus Area
202092 sf
464 ac
Pen mus%rea(I andscapmg Area"" 8;11P
159803 of
367 ac
I otal Dranage Area to BNIP
361 895 sf
831 ac
Pen sous Area Bvpassmg BNIP
9 141 sl
434 ac
% Impervious ](a)
56 %
Fustrng Site
Area
Buildings
1250 sf
Parknrg/Roadwaj
sf
Parking (Future)
SldewiIks
sf
Total Impervious Area
1,250 sf
003 ac
Total Pervious Area
949786 sf
12 62 ac
I otal Drainage Area
551036 sf
1265 ac
Impervious Ili)
U 23
Calculate Pre Des Cone Number (CN)
Impervious (Buildmg)=CN=
98 \
Acreage =
1 2bO sf
003 ac
Open Space (Fair Condition) =CN=
79
Acreage =
22450 st
052 ac
Woods (I nter&Brush) =CN=
70
Acreage =
527 336 sf
1211 ac
Composite CN =
70 4
CN = 70
dg/Sidesaalk lmpenious=CN=
98
Acn.age =
202 092 sf
464 ac
Woods (I Ater&Brush) =CN=
70
Acreage =
sf
ac
Good Condition Grass = CN =
74
Acreage=
159803 sf
3 67 ac
Composite CN =
87 4
CN = 87
MAR 18 2013
6�
Brunswick BMP Design

Calculate Runoff Volume Simple Method
R(V)=005+09*1(a)
I(a) = 56% Impery ions %
R(V)= 055
V=3630*R(D)*R(V)*A
R(D)= Design Rainfill Depth (1 or 1 5 )
R(V)= Runoff Coeflaient
A = Drainage Area (ac)
V = Runoff Vol (it)
R(D)= 19
R(V) = 0 55
A = 361 895 sf = DA x %of I Area
8 31 ac
V= 24998 lcf min volume
I c= I line of Concentration (min)
L = Flow Length (0)
H = Height difference to remote pan of watershed (ft)
L= 1100 n
H= 23it
Tc = 18 5 minutes
�) SA = Required Surface Area (sf)
Q(vol) = Rt,quired Runoff Vol to Treat (cf)
D(plams) = Depth of Plants (0)
24998 cf
I ft
1e onu .r
Cd= 060 dimensionless coeR
Orifice Size =
2 in
A=
00218 sf
g=
3221Vs^2
He =
I ft
O=
011fi(Ifi rfc
I ime = Volume/Flow
V =
4 998 sf
Flow Q=
0606 cfs
Time
4 2178 seconds
T—
I !YI dace
RECE�VFL
MAR 18 2013
BY
Brunswick BMP Design

Hydraflow Table of Contents
Hydraflow Hydrographs by Intehsolve v9 22
Watershed Model Schematic
Hydrograph Return Period Recap
1 -Year
Summary Report
Hydrograph Reports
Hydrograph No 1, SCS Runoff, Pre -Development
Hydrograph No 2, SCS Runoff, Post -Development
Hydrograph No 3, Reservoir, Wetland Outlet
Pond Report - <New Pond>
Hydrograph No 4, SCS Runoff, Bypass
Hydrograph No 5, Combine, Total Post -Development
10 -Year
Summary Report
Hydrograph Reports
Hydrograph No 1, SCS Runoff, Pre -Development
Hydrograph No 2, SCS Runoff, Post -Development
Hydrograph No 3, Reservoir, Wetland Outlet
Hydrograph No 4, SCS Runoff, Bypass
Hydrograph No 5, Combine, Total Post -Development
OF Report
Autumn Brunswick rev 02 27 13 gpw
Wednesday Feb 27 2013
1
2
3
4
4
5
6
7
9
10
11
12
12
13
14
15
16
17

I
Watershed Model Schematic
1 Pre Development
c
C.—'
3 Wetland Outlet
Legend
Hvd Origin Description
i SCS Runoff
Pre Development
2 SCS Runoff
Post Development
3 Reservoir
Wetland Outlet
4 SCS Runoff
Bypass
5 Combine
Total Post Development
2 Post Development
HydraFlow Hydrographs by Inteltsolve v9 22
4 - Bypass
'F'
4?5 Total Post Development
Project Autumn Brunswick rev 02 27 13 gpw
Wednesday Feb 27, 2013

M
z
Hydrograph Return Period Recap
Hydraflow Hyd rographs by Intelisolve v9 22
Hyd
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No
type
Hyd(s)
description
(origin)
1 Yr
2-Yr
3 Yr
5 Yr
10 Yr
25 Yr
50 Yr
100 Yr
1
SCS Runoff
-
11 02
-
- -
3762
-
-
- -
Pre Development
2
SCS Runoff
—
19 12
- -
4302
—
--
— -
Post Development
3
Reservoir
2
4 928
-
- - -
2748
- -
- -
-
Wetland Outlet
4
SCS Runoff
6 634
- -
-
-
1996
- -
- -
- -
Bypass
5
Combine
3 4
6 753
— -
- -
3524
- -
- -
Total Post Development
Pro) file Autumn Brunswick rev 02 27 13 gpw Twednesday,
Feb 27, 2013

M
Hydrograph Summary Report
HydraFlow Hyd rographs by Intelisolve v9 22
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
11 02
2
734
52 101
-
- - -
Pre Development
2
SCS Runoff
1912
2
728
73 508
-
-
-
Post Development
3
Reservoir
4 928
2
754
71 290
2
3001
36 284
Wetland Outlet
4
SCS Runoff
6 634
2
724
20 379
-
— -
- --
Bypass
5
Combine
6 753
2
724
91 669
3 4
- -
Total Post Development
Autumn Brunswick rev 02 27 13 gpw
Return Period 1 Year
Wednesday Feb 27 2013

4
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 22
Wednesday Feb 27 2013
Hyd No 1
Pre -Development
Hydrograph type
= SCS Runoff
Peak discharge =
11 02 cfs
Storm frequency
= 1 yrs
Time to peak =
734 min
Time interval
= 2 min
Hyd volume
= 52,101 cuft
Drainage area
= 12 660 ac
Curve number
= 70+
Basin Slope
= 01 %
Hydraulic length
= 1000 ft
Tc method
= USER
Time of conc (Tc)
= 18 50 min
Total precip
= 3 70 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = 1(0 030 x 98) + (0 520 x 79) + (12 110 x 70)] 112 660
Q (Cfs)
1200
1000
OM
• M
200
Pre -Development
Hyd No 1 -- 1 Year
000
0 120 240 360 480 600 720 840
Hyd No 1
Q (Cfs)
1200
1000
KI
200
I I I i i�6 ' 000
960 1080 1200 1320 1440 1560
Time (min)

5
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 22
Wednesday Feb 27 2013
Hyd No 2
Post -Development
Hydrograph type =
SCS Runoff
Peak discharge =
19 12 cfs
Storm frequency =
1 yrs
Time to peak =
728 min
Time interval =
2 min
Hyd volume =
73,508 cuft
Drainage area =
8 310 ac
Curve number =
87'
Basin Slope =
0 0 %
Hydraulic length =
0 ft
Tc method =
USER
Time of conc (Tc) =
10 35 min
Total precip =
3 70 in
Distribution =
Type III
Storm duration =
24 hrs
Shape factor =
484
Composite (Area/CN) = [(4 640 x 98) + (3 670 x 74)1 / 8 310
Post -Development
Q (cfs) Hyd No 2 -- 1 Year Q (cfs)
21 00
1800
1500
1200
900
600
300
000
21 00
1800
1500
1200
900
600
300
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No 2

0
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 22
Wednesday Feb 27 2013
Hyd No 3
Wetland Outlet
Hydrograph type
= Reservoir
Peak discharge
= 4 928 cfs
Storm frequency
= 1 yrs
Time to peak
= 754 min
Time interval
= 2 min
Hyd volume
= 71,290 cuft
Inflow hyd No
= 2 - Post -Development
Max Elevation
= 30 01 ft
Reservoir name
= <New Pond>
Max Storage
= 36,284 cuft
Storage Indication method used
Wetland Outlet
0 (cfs) Hyd No 3 -- 1 Year Q (cfs)
21 00 21 00
18 00 1800
1500 1500
1200 1200
900 900
600 600
300 300
0 00 000
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
— Hyd No 3 — Hyd No 2 A _L AI Total storage used = 36,284 cult

Pond Report
Hydraflow Hydrographs by Intellsolve v9 22 Wednesday Feb 27 2013
Pond No 1 - <New Pori
Pond Data
Contours User defined contour areas Average end area method used for volume calculation Beglning Elevation = 28 50 it
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (scift) Incr Storage (cult) Total storage (cuft)
000 2850 15 840 0 0
050 2900 24 666 10 127 10 127
1 00 2950 25 628 12 574 22 700
1 50 3000 27 374 13 251 35 951
250 31 00 29 716 28 545 64 496
Culvert I
Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A]
[B]
[C] [D]
Rise (m)
= 200
Inactive Inactive Inactive
Crest Len (ft)
= 500
900
Inactive Inactive
Span (in)
= 200
000 000 000
Crest El (ft)
= 2950
3050
000 000
No Barrels
= 1
1 1 0
Weir Coeff
= 260
260
260 333
Invert El (ft) = 2850
000 000 000
Weir Type
= Broad
Broad
- -
Length (it)
= 3500
010 0 10 000
Multi Stage
= No
No
No No
Slope I%)
= 050
010 0 10 n/a
N Value
= 013
013 013 n/a
Orifice Coeff
= 060
060 060 060
Exit (mlhr)
= 0 000 (by Contour)
Multi Stage = n/a
Yes Yes No
TW Elev (ft)
= 000
Note
Culvemonhoe outflows are analyzed under inlet (¢) and outlet (oc) control Wert risers checked for onfics conditions (a) and submergence
(s)
Stage I Storage
I Discharge Table
Stage
Storage Elevation
Ch., A Clv B Clv
C PrfRsr Wr A
Wire
Wr C
Wr D Exfil User
Total
ft
cuft It
cfs cfs cfs
cfs cfs
cfs
cis
cfs cfs cfs
cfs
000
0 2850
000 —
000
000
000
-
0 000
005
1 013 2855
001 oc —
- 000
000
000
-
0 005
0 10
2025 2860
0 02 oc
- 000
000
000
0 020
0 15
3 038 2865
0 04 oc
000
000
000
-
0 038
020
4 051 2870
0 05 oc -
- 000
000
000
-
0 054
025
5 063 2875
0 06 oc - -
— 000
000
000
-
0 057
030
6 076 2880
0 06 oc -
000
000
000
0 065
035
7 089 2885
0 07 oc —
000
000
000
-
0 071
040
8 101 2890
0 08 oc -
000
000
000
-
0 078
045
9 114 2895
0 08 oc
000
000
000
-
0 083
050
10 127 2900
0 09 oc - -
000
000
000
- -
0 089
055
11 384 2905
0 09 oc - -
- 000
000
000
- - -
0 094
060
12 641 29 10
0 10 oc -
- 000
000
000
-
0 099
065
13 899 29 15
0 10 oc -
- 000
000
000
-
0 103
070
15 156 2920
0 11 oc -
000
000
000
- - -
0 108
075
16 413 2925
0 11 oc - —
000
000
000
- - -
0 112
080
17 671 2930
0 12 oc -
— 000
000
000
- - -
0 116
085
18 928 2935
0 12 oc - -
000
000
000
-
0 120
090
20 185 2940
0 12 oc
000
000
000
- -
0 124
095
21 443 2945
0 13 oc - -
- 000
000
000
- - -
0 127
1 00
22 700 2950
0 13 oc — -
— 000
000
000
-
0 131
1 05
24 025 2955
0 13 oc -
- 0 15
000
000
0 280
1 10
25 350 2960
0 14 oc
— 041
000
000
-
0 549
1 15
26 675 2965
0 14 oc -
076
000
000
0 897
1 20
28 000 2970
0 14 oc —
1 16
000
000
- -
1 307
1 25
29 325 2975
0 15 oc —
1 63
000
000
—
1 773
1 30
30 650 2980
0 15 oc
2 14
000
000
- -
2 287
1 35
31 975 2985
0 15 oc
269
000
000
-
2 846
1 40
33 300 2990
0 16 oc -
329
000
000
- - -
3 446
1 45
34 625 2995
0 16 oc -
392
000
000
— — -
4 084
1 50
35 951 3000
0 16 oc -
- 460
000
000
-
4 759
1 60
38 805 3010
0 17 oc - -
604
000
000
6 210
1 70
41 660 3020
0 17 oc -
- 761
000
000
-
7 787
1 80
44 514 3030
0 18 oc -
- 930
000
000
- -
9 481
1 90
47 369 3040
0 18 oc - —
11 10
000
000
— -
11 28
200
50 223 3050
0 19 oc
— 1300
000
000
- -
13 19
Continues on next
page

0
<New Pond>
Stage I Storage I Discharge Table
Stage
Storage
Elevation
Clv A
ft
cuft
ft
cis
2 10
53 078
3060
0 19 oc
220
55 932
3070
0 20 oc
230
58 787
3080
0 20 oc
240
61 641
3090
0 21 oc
250
64 496
31 00
0 21 oc
End
Clv B Clv C PrfRsr WrA
Wr B
Wr C
Wr D Exfll User Total
cis cfs cis cis
cis
cfs
cfs cis cfs cis
- 1500
074
000
- - 1593
- - 1709
209
000
- - 1938
- 1927
384
000
— - - 2332
- - 21 53
592
000
- — 2766
- 2388
827
000
- - 3237

P1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 22
Wednesday Feb 27 2013
Hyd No 4
Bypass
Hydrograph type
= SCS Runoff
Peak discharge =
6 634 cfs
Storm frequency
= 1 yrs
Time to peak =
724 min
Time interval
= 2 min
Hyd volume =
20,379 cuft
Drainage area
= 4 340 ac
Curve number =
74
Basin Slope
= 0 0 %
Hydraulic length =
0 ft
Tc method
= USER
Time of conc (Tc) =
5 00 min
Total precip
= 3 70 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Bypass
Q (cfs) Hyd No 4 --1 Year Q (cfs)
700
600
500
400
300
200
1 00
000
7 00
600
500
400
300
200
1 00
000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No 4

10
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 22
Wednesday Feb 27 2013
Hyd No 5
Total Post -Development
Hydrograph type = Combine
Peak discharge
= 6 753 cfs
Storm frequency = 1 yrs
Time to peak
= 724 min
Time interval = 2 min
Hyd volume
= 91,669 cuft
Inflow hyds = 3, 4
Contrib drain area-- 4 340 ac
Q (cfs)
700
6YSINN
6'I1I9I
:91011
300
200
1 00
000
Total Post -Development
Hyd No 5 -- 1 Year
Q (cfs)
700
600
500
400
300
200
1 00
000
0 480 960 1440 1920 2400 2880 3360 3840 4320
Time (min)
— Hyd No 5 —Hyd No 3 —Hyd No 4

11
Hydrograph Summary Report
Hydraflow Hyd rog raphs by Intelisolve v9 22
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
3762
2
734
166 286
- -
-
Pre Development
2
SCS Runoff
4302
2
728
170 451
-
— -
- -
Post -Development
3
Reservoir
2748
2
738
168 156
2
3090
61 522
Wetland Outlet
4
SCS Runoff
1996
2
724
59 700
-
- —
Bypass
5
Combine
3524
2
736
227 856
3 4
-
-
Total Post Development
Autumn Brunswick rev 02 27 13 gpw
Return Period 10 Year
Wednesday, Feb 27, 2013

12
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 22
Hyd No 1
Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 12 660 ac
Basin Slope
= 01 %
Tc method
= USER
Total precip
= 7 00 in
Storm duration
= 24 hrs
Wednesday Feb 27 2013
Peak discharge = 37 62 cfs
Time to peak =
734 min
Hyd volume =
166,286 cuft
Curve number =
70'
Hydraulic length =
1000 ft
Time of conc (Tc) =
18 50 min
Distribution =
Type III
Shape factor =
484
Composite (Area/CN) = [(0 030 x 98) + (0 520 x 79) + (12 110 x 70)] / 12 660
Pre -Development
Q (Cfs) Hyd No 1 -- 10 Year Q (cfs)
4000 4000
3000 3000
20 00 2000
1000 1000
000 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No 1

13
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9 22
Wednesday Feb 27 2013
Hyd No 2
Post -Development
Hydrograph type
= SCS Runoff
Peak discharge =
43 02 cfs
Storm frequency
= 10 yrs
Time to peak =
728 min
Time interval
= 2 min
Hyd volume =
170,451 cuft
Drainage area
= 8 310 ac
Curve number =
87*
Basin Slope
= 0 0 %
Hydraulic length =
0 ft
Tc method
= USER
Time of conic (Tc) =
10 35 min
Total precip
= 7 00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Composite (Area/CN) _ [(4 640 x 98) + (3 670 x 74)] 18 310
Post -Development
Q (Cfs) Hyd No 2 -- 10 Year Q (Cfs)
5000 5000
4000 4000
3000 3000
2000 2000
1000 1000
000 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No 2

14
Hydrograph Report
HydraFlow Hydrographs by Intelisolve v9 22
Wednesday Feb 27 2013
Hyd No 3
Wetland Outlet
Hydrograph type
= Reservoir
Peak discharge
= 27 48 cfs
Storm frequency
= 10 yrs
Time to peak
= 738 min
Time Interval
= 2 min
Hyd volume
= 168,156 cuft
Inflow hyd No
= 2 - Post -Development
Max Elevation
= 30 90 ft
Reservoir name
= <New Pond>
Max Storage
= 61,522 cuft
Storage Indication method used
Wetland Outlet
Q (cfs) Hyd No 3 -- 10 Year Q (cfs)
5000 5000
4000 4000
3000 3000
2000 2000
1000 1000
000 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No 3 — Hyd No 2 Wl( ll1.7— Total storage used = 61,522 cult

Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9 22
Hyd No 4
Bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 4 340 ac
Basin Slope
= 0 0 %
Tc method
= USER
Total precip
= 7 00 in
Storm duration
= 24 hrs
Bypass
Q (cfs) Hyd No 4 -- 10 Year
21 00
1800
1500
1200
• M
. M
300
wM
15
Wednesday Feb 27 2013
Peak discharge = 19 96 cfs
Time to peak =
724 min
Hyd volume =
59,700 cuft
Curve number =
74
Hydraulic length =
0 ft
Time of conc (Tc)
= 5 00 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
21 00
1500
1200
W
300
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No 4

16
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 22
Wednesday Feb 27 2013
Hyd No 5
Total Post -Development
Hydrograph type = Combine
Peak discharge
= 35 24 cfs
Storm frequency = 10 yrs
Time to peak
= 736 min
Time interval = 2 min
Hyd volume
= 227,856 cuft
Inflow hyds = 3, 4
Contrib dram area= 4 340 ac
Total Post -Development
Q (cfs) Hyd No 5 -- 10 Year Q (cfs)
4000 4000
3000 3000
2000 2000
1000 1000
000 0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No 5 —Hyd No 3 —Hyd No 4

`YA
Hydraflow Rainfall Report
Hydraflow Hydrographs by Intelisolve v9 22
Return
Intensity Duration -Frequency Equation Coefficients (FHA)
Period
(Yrs)
B
D
E
(NIA)
1
00000
00000
00000
-
2
698703
13 1000
08658
3
00000
00000
00000
- -
5
792597
146000
08369
--
10
882351
155000
08279
- - —
25
1026072
165000
08217
-
50
1148193
172000
08199
100
127 1596
178000
08186
-
File name Mecklenburg Co OF
Intensity = B I (Tc + D)^E
Wednesday Feb 27 2013
Return
Intensity Values(mlhr)
Period
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
000
000
000
000
000
000
000
000
000
000
000
000
2
569
461
389
338
299
269
244
224
207
1 93
1 81
1 70
3
000
000
000
000
000
000
000
000
000
000
000
000
5
657
543
465
408
365
330
302
279
259
242
227
215
10
724
604
521
459
412
374
343
317
295
277
260
246
25
825
695
603
534
480
438
402
373
348
326
307
291
50
904
765
666
592
534
487
449
416
388
365
344
325
100
983
836
730
650
587
536
494
459
429
403
380
360
Tc = time in minutes Values may exceed 60
Precio file name Samole oco
Rainfall Precipitation Table (In)
Storm
Distribution
1 yr
2-yr
3 yr
5 yr
10 yr
25 yr
50 yr
100 yr
SCS 24 hour
370
347
1 00
330
700
641
674
750
SCS 6 Hr
000
000
000
000
000
000
000
000
Huff 1st
000
000
000
275
000
000
000
000
Huff 2nd
000
000
000
000
000
000
000
000
Huff 3rd
000
000
000
000
000
000
000
000
Huff 4th
000
000
000
000
000
000
000
000
Huff Indy
000
000
000
275
000
000
000
000
Custom
000
000
000
280
000
000
000
000

PPPI"
�aa Inn tl4bN5E
The Curry Engineering
Group, PLLC
March 15, 2013
Ms Kelly Johnson
Environmental Engineer
NCDENR DWQ
Wilmington Regional Office
127 Cardinal Drive Ext
Wilmington, NC 28405
RE Autumn Care — Brunswick Co, NC
Response to First Review Comments Dated 02105113
Dear Ms Johnson
The purpose of this letter is to respond to your review comments dated February 5 2013, for the above referenced
project Your comments and corresponding responses are summarized below
1 ) Calculations
i,t<stamped/Signed/Dated Calculations have been submitted, but please submit a stamped, signed and dated
copy
Stamped, signed, and dated copy of revised calculations have been included in resubmittal package
b) Consistent Data Please ensure that the package contains consistent data For instance, the supplement
shows that the design storm in 1 Om, but the calculations show 1 51n (the correct value) Also, some of the
elevations and surface areas differ between the supplement, the calculations, and the plans if correcting
any of this data affects other elements of the design, please make the appropriate changes
Revised plans and calculations have been revised to show consistent data including revising the
supplement to show the 1 5" design storm
2) Plans•
L.p.�ramage Area Map Please show the drainage area to the wetland on the plan set to be permitted
Refer to new sheet C-09 Watershed Plan
v.1510' Wetlands Please either delineate wetlands on the plan, or include a note that there are no wetlands onsite
There are no wetlands present on site In addition to note 17 on the cover sheet, a note has been
added to sheet C-01 Existing Conditions
terl)am Detail Please show the elevations of the 511 and 9ft openings in order to show that the temporary
pool will be maintained, and also to show the appropriate distance for the driving head of the orifice
equation for the drawdown calculation Please make sure that the driving head is one-third of the distance
from the permanent pool to the next available outlet above the permanent pool elevation
Weir openings have been revised such that the temporary pool will be maintained (temporary pool =
29 5' <= 5' weir opening = 29 5'
The Curry Engineering Group, PLLC Don L Curry, Jr , PE
PO Box 2018 919 552 0849 (0)
205 S Fuquay Ave 919 552 2043 (F)
Fuquay Vanna, NC 27526 919 080 9857 (C)
doncurzy0curryengineennggroup corn www curryenm^ n_eermggroup com

,-d) Permanent Pool Please show the dimensions of each line and arc of the permanent pool
Refer to new detail 5/13-07
I,cr Forebay Please show the depth to be at 26 5msl
26 5' contour has been added to forebay to reflect depth of 26 5'
Liner Please show the Inver on the cross section in order to show the depth it will be installed as well as
the depth of sod on top of the liner Please also show the areas of the wetland where the liner will be
installed
Clay liner has been added to the cross section as well as the plan view in detail D-07/I
3) Receiving Stream
Receivmg Stream The application lists the receiving stream as Waccamaw (15-(I ), class C, Sw), but the
data submitted indicates that the site may dram to Earnest Branch (15-23-5, class C, Sw) prior to the
Waccamaw River Please update the application with the correct receiving stream If the site flows to the
west, it likely drams to Earnest Branch, and if it flows south it likely flows to CawCaw Swamp (15-23,
s C, Sw)
Earnest Branch is the correct receiving stream Application has been revised
4) Signature Authority:
Signature Authority Has Robert Dew been assigned signature authority to sign permit application
documents on behalf of either the President or the Vice President of the corporation? All of the signatures
in the application package including the O&M must be signed by an individual with signature authority,
which the regulations define as being either the President or the Vice President of the corporation If either
of these individuals has assigned Mr Dew this responsibility, please forward a copy of that delegation
letter If not, please have either the President or the Vice President sign all of the application documents
Revised O&M Agreement signed by Autumn Corp Vice President Sam Marsh is included in resubmittal package
Please let me know if you have any questions or need additional information pertaining to your review
Sincerely,
The Curry Engineering Group, PLLC
Mat Trowbridge, El, LEED AP
Encl Autumn Care Brunswick— Revised Plans Dated 03/15/13
Autumn Care Brunswick— Revised Calcs Dated 03/15/13

qV0 ins #I
Ar
MC®ENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
February 5, 2013
Mr Samuel M Marsh, Vice President
Autumn Corporation
451 N Winstead Ave
Rocky Mount, NC 27804
Division of Water Quality
Charles Wakild, P E
Director
Subject Request for Additional Information
Stormwater Project No SW8130113
Autumn Care — Brunswick Co, NC
Brunswick County
Dear Mr Marsh
John E Skvarla, III
Secretary
The Wilmington Regional Office received and accepted a State Stormwater Management Permit Application for
Autumn Care — Brunswick Co , NC on January 24, 2013 A preliminary in-depth review of that information has
determined that the application is not complete The following information is needed to continue the stormwater
review
1) Calculations
a Stamped/Signed/Dated Calculations have been submitted, but please submit a stamped, signed and
dated copy
b Consistent Data Please ensure that the package contains consistent data For instance, the
supplement shows that the design storm in 1 Oin, but the calculations show 1 51n (the correct value)
Also, some of the elevations and surface areas differ between the supplement, the calculations, and the
plans If correcting any of this data affects other elements of the design, please make the appropriate
changes
2) Plans
Drainage Area Map Please show the drainage area to the wetland on the plan set to be permitted
Wetlands Please either delineate wetlands on the plan, or include a note that there are no wetlands
onsite
Dam Detail Please show the elevations of the 5ft and 9ft openings in order to show that the temporary
pool will be maintained, and also to show the appropriate distance for the driving head of the onfice
equation for the drawdown calculation Please make sure that the driving head is one-third of the
distance from the permanent pool to the next available outlet above the permanent pool elevation
Permanent Pool Please show the dimensions of each line and arc of the permanent pool
Forebay Please show the depth to be at 26 5msl
Liner Please show the liner on the cross section in order to show the depth it will be installed as well
as the depth of soil on top of the liner Please also show the areas of the wetland where the liner will be
installed
3) Receiving Stream The application lists the receiving stream as Waccamaw (15-(1), class C, Sw), but the data
submitted indicates that the site may drain to Earnest Branch (15-23-5, class C, Sw) prior to the Waccamaw
River Please update the application with the correct receiving stream If the site flows to the west, it likely
drains to Earnest Branch, and if it flows south it likely flows to CawCaw Swamp (15-23, class C, Sw)
1617 Mail Service Center Ralegh North Carolina 27699 1617
Location 512 N Salisbury St Raleigh North Carolina 27604 One
Phone [phone] FAX [phone] DENR Assistance 1-877.623-6748 NorthCarohna
Internet www ncwalemualiN oro AA,w ,.���H� /�� Equal Opportunity\ Afim!//\Y/iawe Action Employer L `

Marsh
February 5, 2013
Page 2 of 2
r
4) Signature Authority Has Robert Dew been assigned signature authority to sign permit application documents on
behalf of either the President or the Vice President of the corporation? All of the signatures in the application
package including the ON must be signed by an individual with signature authority, which the regulations
define as being either the President or the Vice President of the corporation If either of these individuals has
assigned Mr Dew this responsibility, please forward a copy of that delegation letter If not, please have either
the President or the Vice President sign all of the application documents
Please remember that a change to one number may have a domino effect on other numbers Please check all plans,
calculations and fors to ensure that the numbers are consistent throughout
Please note that this request for additional information is in response to a preliminary review The requested
information should be received in this Office prior to March 5, 2013, or the application will be returned as incomplete
The return of a project will necessitate resubmission of all required items, including the application fee
If you need additional time to submit the information, please mail, email 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
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation
Erosion Control Plan, is a violation of NCGS 143-2151 and is subject to enforcement action pursuant to NCGS 143
215 6A
Please reference the State assigned project number on all correspondence Any original documents that need to be
revised have been sent to the engineer or agent All original documents must be returned or new originals must be
provided Copies are not acceptable If you have any questions concerning this matter please feel free to call me at
[phone] or email me at kelly p johnson@ncdenr gov
Sincerel ,
II Johnso
Enwr al Engineer
GDS/kpj S NQ&Stormwater\Pemmts & Projects120131130113 HD12013002 addinfo 130113
cc Mat Trowbridge, The Curry Engineering Group, PLLC
Wilmington Regional Office Storwater File

/Comp let ness Review Checklist
Project Name /1liliiyYl(V 1�41cP �ti�(t'}1Ck Received Date
Project Location nl S. Accepted Date
Rule(s) [2008 Coastal
Q1995 Coastal1-1 Phase II (WiRO) 1-1 Universal ❑1988 Coastal
Type of Permit Cevy2 or
Mod or PR
Existing Permit # (Mod or PR)
OPE Cert on RIO
Density HD or LD
❑(% DO)
Type mm rcial or Residential
�NCG
[::]Offsite to SW8
Exempt
Stream Class C�S�
EISA
Map
Subdivided? Subdivision or Si le L 11
JORWMap
Paperwork Emaded Engineer on
?ment(s) (1 original per BMP) BMP Type(s) CIv V X\8
with correct/original signatures (1 original per BMP except LS/VFS and swales)
iccation with correct/original signatures
Grp or LLC Sig Adigh "a)r SoS or letter
rq `505 (within 6mo)
oils Report with SHWT
Calculations (signed/sealed)
RNo obvious errors
includes common areas, etc
Restrictions, if subdivided
& Notarized
Note to Reviewer
—1011 Doil
6 , c�,a� OVI\ .5, pPlemati.��
01 CaKs V �Q I S
Plans
ets Details (roads, cul de -sacs, curbs, sidewalks, BMPs, Buildings, etc)
Grading Wetlands Delineated or No Wetlands
MVicmity Map Layout (proposed BUA dimensions)
Legend r-1DA Maps ❑Project Boundaries
Infiltration
Wet Pond
Offsite
Soils Report
F1Soils Report
F-1PE Cert for Master Lot #
SHWT
SHWT
Deed Rest for Master ❑Lot #Matches Master
Bo
Bottom
�PP
BUA Permitted (Master)
Visited
BUA Proposed (Offsite) sf
Additional Information
Permitted Proposed
Proposed
Proposed
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)

The Curry Engineering
Group, PLLC
LETTER OF TRANSMITTAL
To
Mr Jim Gregson
NCDENR Wilmington Reg Office
127 Cardinal Drive Extension
Wilmington, NC 28405
Phone
910 796 7215
Overnight NO x
Yes
We are sending you the following
❑ EC Plans X Pnnts/Plans
❑ Contracts X Permit Applications
These are transmitted as checked below
X For Approval ❑ As Discussed
❑ For Review and Comment
Job No
2011-046
Job Name
Autumn Care Brunswick
Brunswick County, NC
Date
January 22, 2013
Sent By
Mat Trowbridge, El
❑ Construction Plat ❑ Site Plan Drawings ❑ Computer Disk
❑ Site Work Calculations ❑
❑ For Your File ❑ As Requested
❑ For Your Signature then return to
❑ For Your Use
Copies
Date
Descnphon
2
January 2013
1 Original and 1 Copy BMP Submittal Package
2
January 2013
Planset Dated 01/2212013
JAN 21 2113
Thanks Mat
Copies To
The Curry En1pneenng Group, PLLC Don Curry, PE
PO Box 2018 919 552 0849 (0)
205 S Fuquay Ave 919 552 2043 (F)
li uquay Vanna NC 27526 919 880 9857 (C)
inat(@curr)enemeennggnQu room www curryenemeermggroup com

It
NCDP NR - BAIP Manual
Stormw ate Calculations Nov 2012
Project Name Autumn Care Brunswick County The Curry Engineering Group PLLC
Proposed Site
Area
Existing Site
Area
Buildings
•
62630 sf
Buildings
1,290 sf
Buildings (I uture)
21 200 sf
Parking/Roadwa)
sf
Parkmg/Roadwav
96961
Parkmt,(future)
Sidewalks
21 301 sf
Sidewalks
sf
I otal Impervious Area
202092 sl
I otal Impervious Area
1290 sf
464 is
003 ac
Pen ions Area (Landscaping Areas) to BMP
IS9803 sf
Tot it Pen ions Area
549786 sf
367 ac
1262 at.
I otal Drainage Area to BMP
361 895 sf
Total Drainage Area
55I 036 st
12 65 ac
12 65 ac:
Penaous Area Bxpassmg R)IP
189 141 sf
u
% Impervious, 1 a
56°/a
% Im enious, 1 a
0 23%
Calcul ate Pre Dex Cane Number (CN)
Impervious (Buildmg)=CN= 98
Acreage = 1 250 sf
003 IL
Open Sp aw(Fair Condition) =CN= 79
Acreage = 22450 sf
0 52 ac
Woods (I titer&Brush) =CN= 70
Acreage = 527336 sf
1211 ac
O Composite CN = 704
CN= 70
Calculate Post De, Cune Number (CN)
Paved/Bldg/Sidewilk Impervious =CN= 98
Acreage = 202092 sf
464 ac
Woods(l titer&Brush) =CN=
70
U
Aueage=
V
sf
ac
Good Condition Grass = CN =
74
Acreage =
1>9803 sf
3 67 ac
Composite CN =
874
CN = a7
�ECIF-WE:
JAN 2 4 2013
• BY
Brunswick BMP Design

Calculte Runoff Volume Simple \lethod
R(V) = 0 05 + 0 9q(a)
Ila)= 56% Impervious %
• R(\)= O55
V=3630•R(D)'R(V)'A
R(D)= Design Rainfall Depth (I or 1 5 )
R(V) = Runoff Cobllicient
A = Drainage Area (ac)
V = Runoff Vol (cf)
R(D)= 19
R(V)= 055
A = 361 89� st = DA x %of I Area
9 31 at
V= 2J 998 cfmmvolume
Calculate Pre Der lameof Concenlration(Ic hmpich)
Te=(I 13/14)A 389/128 Te =Tine of Concentration (min)
L = P low I ,ngth (11)
H = Height difference to remote part of watershed (R)
L= 1100 0
H= 230
Ic= 189 mmutes
Caicul ate N etland Sate
SA(req)=Q(rol)/D(plonts)
SA = Required Surface Arta (st)
Q(vol) = Required Runoff Vol to Treat (co
D(plants) = Dept h of Plants (R)
Q(voH=
24998 of
D lants =
I R
SA(req)=
24998 sf
ODraw do" in Calculation
Q=Cd-A-sq rp2"g-(Ho/3))
Cd=
060 dimensionless coeff
Onfict Size=
2in
A=
00218 sl
g =
32 2 iVsA2
Ho=
1 R
Q=
00606 cfs
•
Time= VOILIme/Flow
V =
24 998 sl
Flow Q=
00606 cfs
Tim,=
4 12 178 seconds
Time=
477 dais
Brunswick BMP Design

Hydraflow Table of Contents Autumn Brunswick gpw
•
HydraFlow Hydrographs by Intehsolve v9 22 Tuesday Jan 22 2013
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
ie'rIT_.TA
Summary Report 3
Hydrograph Reports 4
Hydrograph No 1, SCS Runoff, Pre -Development 4
Hydrograph No 2, SCS Runoff, Post -Development 5
Hydrograph No 3, Reservoir, Wetland Outlet 6
Pond Report - <New Pond> 7
Hydrograph No 4, SCS Runoff, Bypass 9
Hydrograph No 5, Combine, Total Post -Development 10
10 -Year
Summary Report 11
Hydrograph Reports 12
Hydrograph No 1, SCS Runoff, Pre -Development 12
Hydrograph No 2, SCS Runoff, Post -Development 13
Hydrograph No 3, Reservoir, Wetland Outlet 14
Hydrograph No 4, SCS Runoff, Bypass 15
Hydrograph No 5, Combine, Total Post -Development 16
OF Report 17
ECFPVE
JAN 2 4 2013
• BY

I
•
Watershed Model Schematic
Hydraflow Hydrographs by Intelisolve v9 22
ccc1YP+rre�e, Development 2 Post Development
t -- 4 Bypass
3 Wetland Outlet
Ift
�!5 Total Post Development
Legend
Hvd Origin Description
1 SCS Runoff Pre Development
2 SCS Runoff Post Development
3 Reservoir Wetland Outlet
4 SCS Runoff Bypass
5 Combine Total Post Development
Project Autumn Brunswick gpw Tuesday, Jan 22, 2013

PA
0
•
Hydrograph Return Period Recap Hydraflow, Hydrographs by lntelisolve v922
Hyd
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No
type
Hyd(s)
description
(origin)
1-Yr
2 Yr
3 Yr
5 Yr
10 Yr
25 Yr
50 Yr
100 Yr
1
SCS Runoff
11 02
- -
-
-
3762
- -
-
Pre Development
2
SCS Runoff
—
1912
- — -
- -
-
4302
-
- -
- - -
Post Development
3
Reservoir
2
8372
- --
-
-
2928
--
Wetland Outlet
4
SCS Runoff
-
6 634
-
-
1996
-
-
Bypass
5
Combine
3 4
1073
- -
3739
-
Total Post Development
Pro) file Autumn Brunswick gpw
Tuesday, Jan 22, 2013

3
•
0
Hydrograph Summary Report Hydraflow Hydrographs by lntelisolve v922
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
11 02
2
734
52 101
-
Pre Development
2
SCS Runoff
1912
2
728
73 508
-
Post Development
3
Reservoir
8 372
2
746
70 023
2
2974
29 124
Wetland Outlet
4
SCS Runoff
6 634
2
724
20 379
-
- -
- -
Bypass
5
Combine
1073
2
740
90 402
3 4
-
Total Post Development
Autumn Brunswick gpw
Return Period 1 Year
Tuesday, Jan 22, 2013

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 22
Hyd No 1
Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 12 660 ac
Basin Slope
= 01 %
Tc method
= USER
Total precip
= 3 70 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(0 030 x 98) + (0 520 x 79) + (12 110 x 70)] 112 660
Pre -Development
Q (cfs)
Hyd No 1 -- 1 Year
1200
® 1000
AIM
. M
400
200
4
Tuesday Jan 22 2013
Peak discharge = 11 02 cfs
Time to peak
= 12 23 hrs
Hyd volume
= 52,101 cult
Curve number
= 70*
Hydraulic length
= 1000 ft
Time of conc (Tc)
= 18 50 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
1200
1000
.1I
10
200
0 2 4 6 8 10 12 14 16 18 20 22 24 26
•
— Hyd No 1 Time (hrs)

Hydrograph Report 5
Hyd No 2
Post -Development
Hydrograph type =
SCS Runoff
Storm frequency =
1 yrs
Time interval =
2 min
Drainage area =
8 310 ac
Basin Slope =
0 0 %
Tc method =
USER
Total precip =
3 70 in
Storm duration =
24 hrs
Composite (Area/CN) = [(4 640 x 98) + (3 670 x 74)] 18 310
Tuesday Jan 22 2013
Peak discharge = 19 12 cfs
Time to peak =
12 13 hrs
Hyd volume =
73,508 cuft
Curve number =
87'
Hydraulic length =
0 ft
Time of conc (Tc) =
10 35 min
Distribution =
Type III
Shape factor =
484
Post -Development
Q (cfs) Q (cfs)
Hyd No 2 -- 1 Year
21 00
1800
1500
1200
900
600
300
000
21 00
1800
1500
1200
900
600
300
000
0 2 4 6 8 10 12 14 16 18 20 22 24 26
1191 Time (hrs)
— Hyd No 2

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 22
Hyd No 3
Wetland Outlet
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd No = 2 - Post -Development
Reservoir name = <New Pond>
Storage Indication method used
6
Tuesday Jan 22 2013
Peak discharge = 8 372 cfs
Time to peak
= 12 43 hrs
Hyd volume
= 70,023 cuft
Max Elevation
= 29 74 ft
Max Storage
= 29,124 cuft
Wetland Outlet
Q (cfs) Hyd No 3 -- 1 Year Q (cfs)
21 00
1800
1500
1200
900
600
300
000
21 00
1800
1500
1200
900
600
300
000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
• — Hyd No 3 — Hyd No 2 Total storage used = 29 124 cult Time (hrs)

Pond Report
Hydraflow Hydrographs by Intelisolve v9 22
Tuesday Jan 22 2013
Pond No 1 - <New Pond>
•
Pond Data
Contours User defined contour areas Average end area method used for volume calculation Begining Elevation = 28 50 it
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr Storage (cult)
Total storage (cult)
000 2850
15 840
0
0
050 2900
24 666
10 127
10 127
1 00 2950
25 628
12 574
22 700
1 50 3000
27 374
13 251
35 951
250 31 00
29 716
28 545
64 496
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A]
[B]
[C] [D]
Rise (m) = 200
Inactive Inactive Inactive
Crest Len (it)
= 500
900
Inactive Inactive
Span (in) = 200
000 000 000
Crest El (ft)
= 2900
3000
000 000
No Barrels = 1
1 1 0
Weir Coeff
= 260
260
260 333
Invert El (ft) = 2850
000 000 000
Weir Type
= Broad
Broad
Length (ft) = 3500
0 10 0 10 000
Multi Stage
= No
No
No No
Slope [%) = 050
0 10 0 10 n/a
N Value = 013
013 013 n/a
Orifice Coeff = 060
060 060 060
Exfil (in/hr)
= 0 000 (by Contour)
Multi Stage = n/a
Yes Yes No
TW Elev (ft)
= 000
Note
CulvertiOntice outflows are anatyxedi untler inlet (1c) and outlet (oc) control Wen risers checked for onhce conditions oc) and subraergeaCe (s)
Stage / Storage / Discharge Table
Stage Storage Elevation
Clv A clv B CIv
C PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User
Total
it cuft ft
cfs cfs cfs
cfs cis
cfs
cis
cis cfs cis
cfs
000 0 2850
000
- 000
000
000
0 000
005 1 013 2855
0 00 oc
- 000
000
000
- —
0 004
010 2025 2860
0 01 oc —
- 000
000
000
—
0 013
015 3 038 2865
0 02 oc —
- 000
000
000
-
0 021
020 4 051 2870
0 02 oc — —
000
000
000
-
0 022
025 5 063 2875
0 02 oc
- 000
000
000
- — -
0 024
030 6 076 2880
0 03 oc
000
000
000
-
0 027
035 7 089 2885
0 03 oc -
000
000
000
-
0 029
040 8 101 2890
0 03 oc
000
000
000
-
0 031
045 9 114 2895
0 03 oc - -
000
000
000
0 033
050 10 127 2900
0 03 oc -
000
000
000
-
0 034
055 11 384 2905
0 04 oc - -
015
000
000
-
0 181
060 12 641 29 10
0 04 oc - -
041
000
000
-
0 449
065 13 899 29 15
0 04 oc - -
076
000
000
-
0 794
070 15 156 2920
0 04 oc - -
1 16
000
000
— - -
1 203
075 16 413 2925
0 04 oc - -
- 1 62
000
000
- -
1 667
080 17 671 2930
0 04 oc -
- 2 14
000
000
- - -
2 179
085 18 928 2935
0 04 oc -
- 269
000
000
- - -
2 736
090 20 185 2940
0 05 oc
- 329
000
000
- -
3 335
095 21 443 2945
0 05 oc - —
392
000
000
3 971
1 00 22 700 2950
0 05 oc -
460
000
000
4 644
1 05 24 025 2955
0 05 oc
530
000
000
5 352
1 10 25 350 2960
0 05 oc
604
000
000
6 092
1 15 26 675 2965
0 05 oc
681
000
000
6 864
1 20 28 000 2970
0 05 oc -
761
000
000
-
7 666
1 25 29 325 2975
0 05 oc -
844
000
000
-
8 498
1 30 30 650 2980
0 06 oc -
930
000
000
- — -
9 357
1 35 31 975 2985
0 06 oc - -
- 10 19
000
000
- -
1024
1 40 33 300 2990
0 06 oc - -
11 10
000
000
-
11 16
1 45 34 625 2995
0 06 oc - -
1204
000
000
-
12 10
1 50 35 951 3000
0 06 oc - -
1300
000
000
-
1306
1 60 38 805 30 10
0 06 oc -
- 1500
074
000
1580
.
1 70 41 660 3020
0 06 oc
1709
209
000
=
1924
1 80 44 514 3030
0 06 oc
1927
385
000
- -
23 18
1 90 47 369 3040
0 07 oc
21 53
592
000
-
2752
200 50 223 3050
0 07 oc
2388
827
000
- -
3222
Continues on next
page

VI
<New Pond>
Stage I Storage I
Discharge
Table
Stage
Storage
Elevation
Clv A
•
it
cult
it
cis
210
53 078
3060
0 07 oc
220
55 932
3070
0 07 oc
230
58 787
3080
0 07 oc
240
61 641
3090
0 07 oc
250
64496
;aa
31 00
0 08 oc
End
u
Clv B Clv C PrfRsr Wr A
Wr B
Wr C
Wr D Exltl User Total
cis cis cis cis
cis
cis
cis cis cis cis
- — 2631
1088
000
- - 3726
- 2881
1370
000
4259
31 39
1674
000
- 4821
- — 3405
1998
000
- 54 10
3677
2340
000
- 6025

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 22
Hyd No 4
Bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Time interval
= 2 min
Drainage area
= 4 340 ac
Basin Slope
= 0 0 %
Tc method
= USER
Total precip
= 3 70 in
Storm duration
= 24 hrs
9
Tuesday Jan 22 2013
Peak discharge = 6 634 cfs
Time to peak =
12 07 hrs
Hyd volume =
20,379 cult
Curve number =
74
Hydraulic length =
0 ft
Time of conc (Tc) =
5 00 min
Distribution =
Type III
Shape factor =
484
Bypass
Q (cfs) Q (cfs)
Hyd No 4 -- 1 Year
700
Q600
500
400
300
200
1 00
000
7 00
600
500
400
300
200
1 00
000
0 2 4 6 8 10 12 14 16 18 20 22 24 26
• Time (hrs)
— Hyd No 4

10
Hydrograph Report
Hyd No 5
Total Post -Development
Hydrograph type
= Combine
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyds
= 3, 4
Q (cfs)
1200
10 00
800
600
400
200
Tuesday Jan 22 2013
Peak discharge = 10 73 cfs
Time to peak = 12 33 hrs
Hyd volume = 90,402 cuft
Contrib drain area= 4 340 ac
Total Post -Development
Hyd No 5 -- 1 Year
Q (cfs)
1200
1000
M
M
Ed to
200
000 000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
— Hyd No 5 —Hyd No 3 —Hyd No 4

11
•
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9 22
Hyd
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
3762
2
734
166 286
-
- -
Pre Development
2
SCS Runoff
4302
2
728
170 451
- -
- - -
Post Development
3
Reservoir
2928
2
738
166 904
2
3044
48 438
Wetland Outlet
4
SCS Runoff
1996
2
724
59 700
Bypass
5
Combine
3739
2
736
226 604
3 4
-
Total Post Development
Autumn Brunswick gpw
Return Period 10 Year
Tuesday, Jan 22, 2013

Hydrograph Report
12
Hyd No 1
Pre -Development
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 12 660 ac
Basin Slope
= 01 %
Tc method
= USER
Total precip
= 7 00 in
Storm duration
= 24 hrs
O
0
Composite (Area/CN) = [(0 030 x 98) + (0 520 x 79) + (12 110 x 70)] / 12 660
Q (cfs)
4000
[cPIII4A
2000
1000
Pre -Development
Hyd No 1 --10 Year
Tuesday Jan 22 2013
Peak discharge = 37 62 cfs
Time to peak
= 12 23 hrs
Hyd volume
= 166,286 cuft
Curve number
= 70'
Hydraulic length
= 1000 ft
Time of conc (Tc)
= 18 50 min
Distribution
= Type III
Shape factor
= 484
Q (cfs)
4000
3000
2000
1000
000 1 1 1 1 1 1 1 1000
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No 1

13
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9 22
Hyd No 2
Post -Development
Hydrograph type =
SCS Runoff
Storm frequency =
10 yrs
Time interval =
2 min
Drainage area =
8 310 ac
Basin Slope =
0 0 %
Tc method =
USER
Total precip =
7 00 in
Storm duration =
24 hrs
Composite (Area/CN) = [(4 640 x 98) + (3 670 x 74)] / 8 310
Post -Development
Tuesday Jan 22 2013
Peak discharge = 43 02 cfs
Time to peak =
12 13 hrs
Hyd volume =
170,451 cuft
Curve number =
87*
Hydraulic length =
0 ft
Time of conc (Tc) =
10 35 min
Distribution =
Type III
Shape factor =
484
Q (cfs) Hyd No 2 -- 10 Year Q (cfs)
5000 5000
4000 4000
3000 3000
2000 2000
1000 1000
000 000
0 2 4 6 8 10 12 14 16 18 20 22 24 26
. — Hyd No 2 Time (hrs)

Hydrograph Report
14
Hydraflow Hydrographs by Intelisolve v9 22
Hyd No 3
Wetland Outlet
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd No
= 2 - Post -Development
Reservoir name
= <New Pond>
Storage Indication method used
Wetland Outlet
Tuesday Jan 22 2013
Peak discharge = 29 28 cfs
Time to peak
= 12 30 hrs
Hyd volume
= 166,904 cuft
Max Elevation
= 30 44 ft
Max Storage
= 48,438 cuft
Q (cfs) Hyd No 3 -- 10 Year 0 (cfs)
5000 5000
4000 4000
3000 3000
2000 2000
1000 1000
000 000
0 2 4 6 8 10 12 14 16 18 20 22 24 26
• — Hyd No 3 —Hyd No 2 �..:� Total storage used = 48,438 tuft Time (hrs)

Hydrograph Report
Hyd No 4
Bypass
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 4 340 ac
Basin Slope
= 0 0 %
Tc method
= USER
Total precip
= 7 00 in
Storm duration
= 24 hrs
Tuesday Jan 22 2013
Peak discharge = 19 96 cfs
Time to peak
= 12 07 hrs
Hyd volume
= 59,700 cuft
Curve number
= 74
Hydraulic length
= 0 ft
Time of conc (Tc)
= 5 00 min
Distribution
= Type III
Shape factor
= 484
Bypass
Q (cfs) Hyd No 4 -- 10 Year Q (cfs)
21 00
1800
1500
1200
900
600
300
000
21 00
1800
1500
1200
900
600
300
000
0 2 4 6 8 10 12 14 16 18 20 22 24 26
• Time (hrs)
— Hyd No 4

Hydrograph Report
HydraFlow Hydrographs by Intelisolve v9 22
Hyd No 5
Total Post -Development
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyds
= 3, 4
16
Tuesday Jan 22 2013
Peak discharge = 37 39 cfs
Time to peak = 12 27 hrs
Hyd volume = 226,604 cuft
Contrib drain area= 4 340 ac
Total Post -Development
Q (cfs) Hyd No 5 -- 10 Year Q (cfs)
4000 4000
3000 3000
2000 2000
1000 1000
000 000
0 2 4 6 8 10 12 14 16 18 20 22 24 26
• — Hyd No 5 —Hyd No 3 —Hyd No 4 Time (hrs)

Hydraflow Rainfall Report
17
O
Hydraflow Hydrographs by Intelisolve v9 22
Return
Period
Intensity Duration Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
00000
00000
00000
-
2
698703
13 1000
08658
3
00000
00000
00000
5
792597
146000
08369
10
882351
155000
08279
-
25
1026072
165000
08217
—
50
1148193
172000
08199
-
100
127 1596
178000
08186
File name Mecklenburg Co OF
Intensity = B / (Tc + D)^E
Tuesday Jan 22 2013
Return
Period
Intensity Values(m/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
000
000
000
000
coo
000
000
000
000
000
000
000
2
569
461
389
338
299
269
244
224
207
1 93
1 81
1 70
3
000
000
000
000
000
000
000
000
000
000
000
000
5
657
543
465
408
365
330
302
279
259
242
227
2 15
10
724
604
521
459
412
374
343
317
295
277
260
246
25
825
695
603
534
480
438
402
373
348
326
307
291
50
904
765
666
592
534
487
449
416
388
365
344
325
100
983
836
730
650
5 87
536
494
459
429
403
380
360
Tc = time in minutes Values may exceed 60
Precip file name Sample pcp
Rainfall Precipitation Table (In)
Storm
Distribution
1-yr
2 yr
3 yr
5-yr
10 yr
25 yr
50 yr
100 yr
SCS 24 hour
370
347
1 00
330
700
641
674
750
SCS 6 Hr
000
000
000
000
000
000
000
000
Huff 1st
000
000
000
275
000
000
000
000
Huff 2nd
000
000
000
000
000
000
000
000
Huff 3rd
000
000
000
000
000
000
000
000
Huff-4th
000
000
000
000
000
000
000
000
Huff Indy
000
000
000
275
000
000
000
000
Custom
000
000
000
280
000
000
000
000

6IIIIII�IIIIIIIIIII °� 20 30°s
�IIIIIIIIII II III Bzee1 Pa318 o ae 3a
�B
o00
aranda N Clamm°ns
nsWck Co4nty C �,aglster o! Deeds page 1 of 2
rtY ��wL,.,.
i��gh(t'nda,n
el
mane Register of Deeds
•
02-20-2009�fh 00 34 00e Brunswick Caunty NC
NC REVENUE sTRMR $37e0 Be (0159576)
Pni5enle ✓ Ret
d,
Tole) I Rev hk, Inter
+'S Cksd_
Q�
JO��7P
Jam' Refuntl Cash $ _ Finance
ELiNon`a`:s'Slaxumem a4 ulegdo due m mnd,ron
nal
CiOo�f. pem mnl..ns Is ire+tied Oyodgmal
a
�nsWmeni da Cannot f pmdjc dofwpM
NORTH CAROLINA WARRANTY DEED
THIS DEED, made this ts`day of Fcljruary, 20 9�by and between
I
fl n t` C0)� Ia�mnm-ml'.¢�rz
GRANTOR0�172F< GRANTEE
BRUNSWICK PARTNERS, LLC, a North AUTUMN CORPORATION, a North
Carolina Limited Liability Company Carolina Corporation
PO Box 4969
Calabash, NC 28467
The designation
heirs, successors and assigns, and shall Include
neuter as required by context
451 N Winstead Avenue
Rockv Mount, NC 27804
WITNESSETH
11 include said parties, their
masculine, feminine or
e The Grantor, for a valu61
able onsideratione }by the Grantee, the receipt of which
is hereby acknowledged, has and byf�hese p esen't do Dt, bargain, sell and convey
unto the Grantee in fee simple, subject to he re3€r4hlns and restrictions hereinafter
stated, all that certain lot or parcel of land situated in Shallotte Township, Brunswick
County, North Carolina, and more particularly described as follows
BEING all of that lot or parceel of land co tammg,l2 65 acres, more or less, as
shown and described on that rv�iV i�re��... d)�/y Jf mes R Tompkins, PLS, of
Tompkins Lad Surve�Ingr,�P�A, dated OctubcmlS� 2,008, a copy of which is duly
recorded m Map Cabinet 57 at Page�SlofthetBrunswick County Registry, which is
incorporated herein for greater certainty of de6aption
The above -described lot or parcel of land is conveyed subject to the Consolidated
Master Declaration and Development Plan for Brunswick Plantation recorded in
Book 2545 at Page 797 ittee Amendment thereto ecorded in Book 2639 at Page
1232 of the Brunswick CounTy�Regis ry.-Uln3el �1i¢,I;rovisions of those documents,
the Grantee is and willbe is C�ppla"s ) b j orn er of the Association, and is hereby
ss�odi assigned one vote in th�A�ation, together v"it - Ife obligation to pay the
Association assessment for one Cla s lAyMemtJe��Resulcmial lot per year As a Class
B Member the Grantee shall not be liable for any Special Assessment by the
Association without its consent Any improvement placed or constructed on The
Premises shall not be a Common Area of Brunswick Plantation
For back reference see Boob 2440, Page 1282, look �863, Page 275, Book 2368, Page
535, Book 2563, Page 786 nnduBookyB� 1�P�age839Iah of the Brunswick County
Registry YJg0��r�
• U/nMOo�����
Prepared by The Anderson Law Firm, PLLC (SSB)
Without Opinion on Title
JAN 2 4 2013
BY _

02-20-2009
1111111,11141 illil 16111, hill 82887 P0319 ,9 ae as ©an
J6 u, eounty " Cistar of Dmdn paga m2 not 2
//t%(C )R &CC,°Z" 4
• TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging to the Grantee in fee si�mpsubject to the reservations
and restrictions set out herein
nor
And the Grantor covei(`ants;,ith the rant eepthatS,rantor is seized of the premises
in fee simple, has the right to convey the same in in st - le, that title is marketable
and free and clear of all encumbrances, and that Grantor will warrant and defend the title
against the lawful claims of all persons whomsoever, except for the restrictions of record,
applicable coning and land use'laws, ordinances and regain fions and 2009 ad valorem
taxes LCREfln \"��� �]�lJ�``a�
IN TESTIMONY WHdF, thcGr� r'CasT7�uaid this instrument to be signed
in its company name on the day and year first above vo �e written
BY
PARTNERS,
McLamb,
Manager
e STATE OF NORTH CAROLIIYW"
COUNTY OFBRUNSWICK 0U
nn I��II�I� �aG�a�muew,ic
This the Ip� day of February, iri'the year 20Bi�j3¢A'sgppl�lyfr ppeared before me Mason H Anderson,
Member/Manager and Jimmy A McLamb, Member aua�er of Brunswick Partners, LLC a
North Carolina Limited Liability Company principal, who being duly sworn and personally known to
me ph
identrf¢anon'�'— ) says that they are the duly authorized members of said Brunswick Partners,
LLC, a North Carolina Limited Liability Company and that they signed the foregoing instrument on
behalf of said company and that they'acknowledged the said writing to be the act and deed of said
company herein stated
Witness my hand and official seal Or stump thisrLLL���... daJg'o`fFE°bm"ttn�``2009
�rG�G�BG,�Q
NOTARY fip s u(Lgctfa W��r�KS
•- Alotary Publ c-pnnt&c� e i} name
``��YY � lJ
P �G 12i
UBL Mycommission c�puesiro+��,�011

Prepared for
AUTUMN CORPORATION
Mr Bob Dew
451 N Winstead Ave
Rocky Mount, NC 27804
Stormwater Management
Permit Submittal
Package
Autumn Care — Brunswick Co., NC
9646 No. 5 School Road
Shallotte, Brunswick County, NC
The Cum- Enanneeruig
Group. PLLC
Prepared by
Mat Trowbridge, El
The Curry` Engineering Group, PLLC
PO Box 2018
205 S Fuquay Ave
Fuquay-Vanna, NC 27526
[phone]
Ff--97qVEM
JAN 2 4 2013
BY— 0

CThe Curry Engmeenng
Group, PLLC
Autumn Care — Brunswick Co, NC DATE 1/26/12
9646 No 5 School Road PAGE 2 of 2
• Shallotte Brunswick County NC REVISION 0
TABLE OF CONTENTS
Tab I Permit Application and Required Forms
Tab II Wet Detention Basin Supplement & Calculations
Tab III Soils Report
Tab IV Drainage Calculations
Tab V Soils & Topographic Maps
10

,rt
•
Autumn Care, Brunswick
Brunswick, NC
Site Location Narrative
and Stormwater Permitting Questionnaire Response
Protect Narrative
this project lies at the intersection of Ash Little River Road and No 5 School Road in
the Town of Shallote, Brunswick County, NC The 12 65 acre site is currently
undeveloped and covered mostly with pine trees with the exception of the southwest
corner of the property The site as it exists is very flat but eventually drains to a ditch
along Ash Little River Road
The proposed development consists of a 62,630sf nursing home centrally located on the
parcel with a possible future 20,000+- sf expansion The proposed runoff will be
collected in an enclosed drainage system consisting of several catch basins that convey
drainage to the southern portion of the property into a proposed stormwater wetland
where the first 1" is captured and treated as required by DWQ Phase II stormwater
regulations
1. General Information
a Name of Project
Autumn Care — Brunswick Co, NC
Curry Engineering Project42011-048
b Street Address, City, County
This site is located at 9646 No S School Road, Shallote Brunswick County, NC
c Acres in Tract
1265
d Acres Being Disturbed
1212
e Acres in Wetlands
ECIFpVE
'AN 21 2111
BY
1 Wetlands Must Be Delineated & Sign -Off Obtained From The Corps

• 2 Proposed Wetland Impacts Require Permits From Corps & DWQ
O
0
Wetlands are not present on site
f Ownership Information From NC Secretary of State Web Site
The site is owned by Autumn Corporation as listed below
Current Owner
Autumn Corporation
451 N Winstead Ave
Rocky Mount, NC 27804
g Description of Development Proposal
1 Previous or Existing Permits
None
2 Tax parcel 1D Number
42090000103
h Pre-1988 Built Upon Area, If Applicable
N/A

• i Discuss Phasing of the Project & Stormwater Facilities When Applicable
The proposed Stormwater facdities will be constructed in a single phase
j Discuss Proposed Waste Water Treatment & Water Supply
Proposed sanitary and water connections will be made via existing infrastructure
from Brunswick County
k Identify Historic Sites & Projects Being Funded With Public Monies
7here are no historic sites on this property Public money is not being used for
this development
I Disclose Any/All Non -Compliance Issues with DENR Agencies
Not applicable for this site
2. Stormwater Information
a Provide River Basin, Stream Classification & Index Number for All water
Bodies On or Adjacent To The Project or Closest to The Project Area
The site drains to a drainage ditch that ultimately ultimately drains to the
Waccamaw River Waccamaw River has a surface water classification of C, Sw
Identify Whether the Stormwater Design is High Density or Low Density,
Commercial or Residential, State Stormwater or NPDES Phase II, Address
Vested Rights When Applicable, Identify Pockets of High Density
The site is designated High Density Commercial NPDES Phase Hand Vested
Rights are not applicable for this location
c Proposed Total % Impervious Surface
4 64 ac or 37% impervious across entire site 56% impervious to SWM
d Number of Proposed Treatment Measures, Type(s) of Collection System
There is a single proposed stormwater wetland treatment measure for the entire
property The site drainage will be collected in an enclosed drainage system and
drained into the wetland

• e Will All Built Upon Area Be Collected
Yes
f Identify Whether or Not the Project Has Buffer Requirements & Whether or
Not Development Is Proposed Within A Buffer
There are no buffer i equirements and the pt oposed development a not within a
buffer
g Discuss Coastal Management Areas of Environmental Concern When
Applicable
There are no AEC 's on this project
h Disclose Whether or Not Off -Site Runoff Is Coming Onto The Site or Into
The Proposed BMP
There is no off -site runoffcommg onto the site or into the proposed BMP
i Discuss Whether Road Construction Across Other property Is Necessary To
40 Access This Project
Road construction across other properly is not required to access this project
j If An On -Site Evaluation Of The Soils Has Been Done, Discuss Infiltration
Rates, Seasonal High Water Table, etc, and Include Date Of Site Evaluation
(This Is Required For Infiltration Protects)
An on -site sods evaluation has been completed by ECS Carolinas, LLP This
evaluation is included in the permit documentation

Print Preview
Page 1 of 2
•
•
Brunswick County, NC
Legend
_
Acreage Text
pie �
Easement Text
Jurisdiction Text
Road Text
Co RR Highways
AF Main Roads
Streets
�COSBR-6000N ./ US Hwy
N NC Hwy
c Overview
12 SSA
i
i
CO CLD
�-- 4 "71'
Parcel Number
2090000103
Plat Date
2/20/2009
Account Number
Land Value
$113 850
PIN
102700147505
Building Value
$0
Owner
AUTUMN CORPORATION
Other Value
$5630
Owner Address 1
Deferred Value
$0
Owner Address 2
451 N WINSTEAD AVENUE
Total Taxable Value
$119 480
City
ROCKY MOUNT
Heated Sq Ft
State
NC
Year Built
Zip
27804
Bedrooms
Legal Descnption
Full Baths
Parcel Street Number
9646
Stones
Parcel Street
NO 5 SCHOOL
Ext Wall 1
Street Type
RD
Ext Wall 2
Street Dir
NW
Neighborhood
Subdivision
Municipality
Deed Book
Deed Page
2887
0318
Fire Tax District
Township
Calabash
SHALLOTTE
Deed Date
2/20/2009
Acreage
1265
Plat Book
0057
Sale Price
Plat Page
0068
JAN 2 4 2013 U Mac Scale
1 inch = 328 feet
BY — ---
http //gis brunsco net/printPreview aspx9Pnnt0ptData=Brunswick County, NC10101truelfals 1/21/2013

USGS Real -Time Water Data - Lumber Watershed, North Carolina
Page 1 of 1
0
•
North Carolina Water Science Center
Real -Time Water Data for Lumber Watershed (030402)
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Lumber River Basin
Name
Index Number Classification
Class Date
• Descnpuon Speual Designation
Unnamed Tributary near Artesia 15-2-1 C,Sw + 08/01/00
From source to Lake Waccamaw special mgmnt strategy ORW r
Big Creek
source to Marlow Branch
15-21-1 C,Sw
12/01/63
Stanland Branch 15-22 C,Sw 12/01/63
From source to Waccamaw River
Unnamed Tributary at Wananish 15-2-2 C,Sw + 08/01/00
From source to Lake Waccamaw I special mgmnt strategy ORW r
Cawcaw Swamp
From source to Waccamaw River
15-23
C,Sw
12/01/63
Little Creek 15-2-3 C,Sw + 08/01/00
iFrom source to Lake Waccamaw special mgmnt strategy ORW r
Little Cawcaw Swamp 15-23-1 C,Sw 12/01/63
From source to Cawcaw Swamp
Shingletree Swamp 15-23-2 C,Sw 12/01/63
QFrom source to Cawcaw Swamp
Persimmon Swamp 15-23-2-1 C,Sw 12/01/63
From source to Shingletree Swamp
Hickmans Branch 15-23-3 C,Sw 12/01/63
From North Carolina South Carolina State Line to Cawcaw Swamp
Indigo Branch (Indian Branch) 15-23-4 C,Sw 12/01/63
From North Carolina South Carolina State Line to Cawcaw Swamp
Earnest Branch 15-23-5 C,Sw 12/01/63
From source to Cawcaw Swamp
Second Creek 15-2-4 C,Sw + 08/01/00
From source to Lake Waccamaw special mgmnt strategy ORW r
Camp Swamp 15-24-1 C,Sw 12/01/63
From source to North Carolina South Carolina State Line
Deep Branch
IFrom source to North Carolina South Carolina State Line
Intracoastal Waterway •
15-24-2 C,Sw
12/01/63
15-25 SA,HQW 12/01/63
From Cape Fear River Basin at Buoy FI R ev 4 sec 22 to North Carolina South Carolina State Line including
all sloughs sounds inlets and connecting channels
Wednesday February 08 2012 Based on Classifications as of 20120208 Page 25 of 38

l \kux'I
WETI*TEtMON SUPPLEMENT &
CALCULATIONS
0

•
Is
25 October 2012
The Curry Engineering Group, PLLC
c/o Don L Curry Jr , P E
PO Box 2018
133 Spring Ave
Fuquay-Vanna, NC 27526
Re Storm Water Evaluation
Autumn Care, Brunswick County, NC
Mr Curry,
Please find below a report referencing a soil and site evaluation for the above referenced
site, located at the corner of Ash -Little River Road and No 5 School Road in Brunswick
County, North Carolina
1 0 Introduction/Purpose �-
The purpose of the soil and site evaluation was to determine the feasibility of
disposing and/or storing storm waterwlthln appropriate storm water devices located
on the site
2 0 Methods
(Refer to Appendix A and Figure 1)
The site was evaluated using hand auger borings Auger borings were made at
varying locations throughout the site to a depth of at least 48 inches and profile
descriptions recorded The seasonal high water table was determined by the
indication of redoximorphlc features and/or colors of chroma 2 or less (Munsell
Color Book) at >2% of the sod volume in mottles or matrix of a horizon or horizon
subdivision Field work was conducted at the site on October 24, 2012
3 0 Results/Findings (CFQVE
(Refer to Appendix A and Figure 1) IA" 2 11111
The site was characterized by a sandy loam topsoil underlain »_sandy clay loam
Applied Resource Manay,-tnent, PC
P 0 Box 682 257 Transfer 9tatlon Road Hampstead NC 25443 910 270 2919 Fax [phone]

O
0
/ clay loam subsoil The seasonal high water table was noted to be less than twelve
inches from the ground surface
4 0 Limitations
The areas analyzed as part of this investigation only provide isolated data sets and
points and do not represent subsurface conditions at every location in the project
area Analyses and conclusions of this report, interpretation between data points,
and subjective subsurface interpretation, may not be completely representative of
all subsurface conditions
This investigation, furthermore does not provide conclusive data on limits of impact
or other interpolations where indicated by question marks or where otherwise
qualified
Conclusions and recommendations of this investigation and report are based on the
best available data in an effort to assist in the understanding, control and/or site
planning and preparation No guarantee is expressed or implied that new or
additional data and/or scientific measures will not be required for ultimate solution
of the existing project
Should you have any questions or -concerns please do not hesitate to contact me at
[phone]
Sincerely,
wA:t_' P. 319n 1(- s
Walter D Giese, LSS
Project Manager
t:D SOIL
ZER 0
Ip
/274 \�'�
2S O<iat er 20 lz

i S62
to I
TSB 1 --ND I ,
• to
3 I
---
_ _______, , __ _ -----
yh \ •� 1``Y -. �- _- •- - = r�� fir-
- -- �=R 1905 60RW NO 5°,CHOp.R-0
Soil Boring (SB)
location SHWT
SB 1 <12"
SB 2 <12
SB 3 <12"
® Compact Constant Head Permeameter Location
(located wrth Thales Mobile Mapper CE GIPS Unit)
Map adapted from previous design plan by The Cuffy Englne fin Group dated June 2012
TITLE Autumn Care i FIGURE
App/ied Re5aurce Sod Boring locations
Management, PC IgoeSCALE - DATE---rRAWNBY
Hampstead NG2644 12186 1 1" = 200' 10/25/12 I GY

•
0
Autumn Care
Ash -Little River Road
Brunswick County, North Carolina
25 October 2012
Logged By Gene Young, REHS
Soil Boring 1
Soil Description
0 - 10 inches Dark gray (10YR 4/1) sandy loam, sub -angular blocky, friable,
slightly expansive
10 - 34 inches Yellowish brown (10YR 514) clay loam, sub -angular blocky, firm,
slightly expansive with light brownish gray (10YR 6/2) and reddish
yellow (7 5YR 6/6) mottles
34 - 40 inches Yellowish brown (10YR 5/4) clay, sub -angular blocky, firm, slightly
expansive with gray (10YR 6/1) and dark red (2 5YR 3/6) mottles
40 - 48 inches Yellowish brown (10YR 516) clay loam, sub -angular blocky, firm,
slightly expansive with dark red (2 5YR 3/6) and gray (10YR 6/1)
mottles
Seasonal High Water Table <12"

•
0
Autumn Care
Ash -Little River Road
Brunswick County, North Carolina
25 October 2012
Logged By Gene Young, REHS
Sod Boring 2
Sod Description
0 — flinches Very dark gray (10YR 3/1) sandy loam, sub -angular blocky,
friable, slightly expansive
8 - 12 inches Yellowish brown (10YR 5/6) sandy clay loam/clay loam, sub -
angular blocky, firm, slightly expansive with pale brown (10YR
6/3) and strong brown (7 5YR 4/6) mottles
12 - 48 inches Yellowish brown (10YR 516) sandy clay loam/clay loam, sub -
angular blocky, firm, slightly expansive with light brownish gray
(10YR 6/2) and -strong brown (7 5YR 4/6) mottles
Seasonal High Water Table 12"

0
Autumn Care
Ash -Little River Road
Brunswick County, North Carolina
25 October 2012
Logged By Gene Young, REHS
Sod Boring 3
Sod Description
0 - 6 inches Very dark gray (10YR 311) sandy loam, sub -angular blocky,
friable, slightly expansive
6 - 10 inches Yellowish brown (10YR 5/6) sandy clay loam/clay loam, sub -
angular blocky, firm, slightly expansive
10 - 30 inches Yellowish brown (10YR 5/6) sandy clay loam/clay loam, sub -
angular blocky, firm, slightly expansive with light brownish gray
(10UYR 6/2) and brownish yellow (10YR 6/8) mottles
30 - 38 inches Pale brown (10YR 6/3) sandy clay loam, sub -angular blocky, firm,
slightly expansive with yellowish brown (10YR 5/6) and gray
(10YR 6/1) mottles and light gray (10YR 7/1) sandy loam lenses,
sub -angular blocky, friable, slightly expansive
38 —48 inches Light gray (10YR 7/1) clay loam, sub -angular blocky, firm, slightly
expansive with dark red (2 5YR 3/6) mottles
Seasonal High Water Table 10"

REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
AUTUMN CORPORATION
ASH, BRUNSWICK COUNTY, NORTH CAROLINA
p7
O
L�Y�. a♦ �x 'i'. 4�1v64 '`itti xo- ki�r� TM
PREPARED FOR
MR DON L CURRY, JR , P E
THE CURRY ENGINEERING GROUP, PLLC
P O BOX 2018
FUQUAY-VARINA, NORTH CAROLINA 27526
ECS CAROLINAS, LLP PROJECT NO 22 18213
OCTOBER 31, 2012
0

C cfr,{fwR I, 9 • ICt1MlltAn month l • t-aco I, uo " ` , ` —1 ,, ,
October 31, 2012
Mr Don L Curry, Jr, P E
The Curry Engineering Group, PLLC
P O Box 2018
Fuquay-Vanna, North Carolina 27526
Re Report of Subsurface Exploration and Geotechnical Engineering Analysis
Autumn Corporation
Ash, Brunswick County, North Carolina
ECS Project No 22 18213
Dear Mr Curry
As authorized by your acceptance of our proposal number 15378, dated November 10,
2011, ECS Carolinas, LLP (ECS) has completed a subsurface exploration for the
subject protect This report presents the results of the field exploration and engineering
Analysis, along with our recommendations for design of geotechnical related items
O We appreciate the opportunity to be of service to you during the design phase of this
protect and look forward to our continued involvement during the construction phase If
you have any questions concerning the information and recommendations presented in
this report, please contact us at [phone] for further assistance
Respectfully submitted,
ECS CAROLINAS, LLP
UU
Winslow E Goins, P E
Project Engineer
North Carolina License No 033571
Aw M
gl'-
Walid M Sobh, P E
Principal Engineer
North Carolina License No 022983
7211 Qfidt`n 3tl.. tiESd tR' dlk swill A; i b„ td' nV 11 7 rj r) p$ 0 iS , Z h figb r$-il 'm
r_' C.kr"sa Jr ^ 4>nt1_, 14rt }US r,-, R- Imo. wdAtil lit IG:., d1 X f`GS �iJFiU,t.4EI,1S` E" sea tc!

REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
AUTUMN CORPORATION
ASH, BRUNSWICK COUNTY, NORTH CAROLINA
PREPARED FOR
MR DON L CURRY, JR , P E
THE CURRY ENGINEERING GROUP, PLLC
P O BOX 2018
FUQUAY-VARINA, NORTH CAROLINA 27526
PREPARED BY,
0
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON, NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO 22 18213
FIRM NO F-1078
WINSLOWiE, COINS, P E
G33 u9 =
�¢,,��
clt.E: vV
f1
NC LICENSEtNO\033751
OCTOBER 31, 2012
0

U
10 EXECUTIVE SUMMARY
2 0 PROJECT OVERVIEW
21 Protect Information
2 Zoope of Work
2 31urpose of Exploration
3 0 EXPLORATION PROCEDURES
31 Subsurface Exploration Procedures
31 1 Cone Penetration Tests
4 0 EXPLORATION RESULTS
41
Site Conditions
4 2
Regional Geology
4 3
Sod Conditions
44
Groundwater Conditions
5 0 ANALYSIS AND RECOMMENDATIONS
TABLE OF CONTENTS
51
52
Subgrade Preparation
Engineered Fill Placement
53
Foundations Design
54
Floor Slab Design
55
Seismic Site Class Determination and Liquefaction Potential
55
Pavement Design Considerations
56
Site Drainage
57
Construction Considerations
6 0 CLOSING
APPENDICES
APPENDIX A FIGURES ES
APPENDIX B CPT SOUNDING LOGS
APPENDIX GENERAL CONDITIONS
0

Report of Subsurface Exploration and Geotechnical Engineering Analysis sis
• ANumn , Brunswick
Ash, Brunswick County, No Carrrlfiah
ECS Project No 2218213
10 EXECUTIVE SUMMARY
This report contains the resdlts of our subsurface exploration and geotechnical engineering
analysis for the proposed site located at the intersection of the intersection of No 5 School Road
and Ash Little River Road in Ash, Brunswick County, North Carolina At the time of our field
exploration, the site was wooded and relatively level with typical elevations ranging from 31 to
33 feet above MSL
We understand that an approximately 61,800 structure will be constructed on the proposed site
with associated parking and drive ways Additional project information including grading
information was not available at the time this report was prepared
Approximately 6 to 12 inches of pine straw/organic topsoil was reported by the drillers at the
CPT sounding locations Beneath the surface to depths of about 10 feet, the test soundings
typically encountered intermittent layers of loose to medium dense silty and slightly silty sands
(SM, SP-SM) and medium stiff to hard sandy silts, silty clays and clays (ML CL MIL, CL, CH)
From 10 feet to depths of approximately 36 feet, the test soundings typically encountered layers
of very soft to medium stiff silty clays and clays (CL MIL, CL, CH) and intermittent layers of
loose to medium dense silty sands (SM) From a depth of 36 feet to a refusal depth of
approximately 62 feet, test sounding S 3 encountered intermittent layers of medium dense to
very dense silty, clean and clayey sands (SM, SP, SC)
In summary, due to the presence of soft clays excessive settlement will oceur at the site if
column loads exceed 80 kips or wall loads exceed 3 0 kips per foot or fill exceeding 3 feet is
anticipated If the structural loads are anticipated to exceed these values, ECS recommends
that fill material be used as a surcharge load prior to construction of the structure Surcharging
for at least 3 to 6 months should be anticipated Provided surcharge operations have been
completed as descrlbed in this report, the proposed structure can be supported on conventional
shallow foundations
For foundations designed and constructed in accordance with the recommendations provided in
this report, a net allowable soil bearing pressures of 2,000 pounds per squ% foot (psf) is
recommended for use in proportioning shallow foundations
Alternatively to surcharging the site, the proposed structure can be supported on a deep
foundation system consisting of driven timber piles For 8 inch tip timber piles installed to a
depth of 40 feet, the allowable axial compressive load is 30 tons
Specific information regarding the subsurface exploration procedures used, the site and
subsurface conditions at the time of our exploration, and our conclusions and recommendations
concerning the geotechnical design and construction aspects of the project are discussed in
detail in the subsequent sections of this report Please note this Executive Summary is an
important part of this report and should be considered a "summary" only The subsequent
sections of this report constitute our findings, conclusions, and recommendations their
entirely
Prepared By Reviewed By
Winslow E Goins, P E Walid M Sobh, P E
• Project Engineer Principal Engineer

Report of Subsurface Exploration and Geotechnical Engineering Analysis sis
Autumn Corporation
Ash, Brunswick County North Carolina
ECS Project No 22 18213
2 0 PROJECT OVERVIEW
21 Protect Information
Our understanding of the proposed construction is based upon our discussion,
representatives of The Curry Engineering Group, PLLC and a site map provided to ECS I
Curry Engineering Group, PLLC The proposed site is located at the intersection
intersection of No 5 School Road and Ash Little River Road in Ash, Brunswick County,
Carolina At the time of our field exploration, the site was wooded and relatively level with
elevations ranging from 31 to 33 feet above MSL
We understand that an approximately 61,800 structure will be constructed on the proposi
with associated parking and drive ways Additional project information including g
information was not available at the time this report was prepared
2 2 Scope of Work
The conclusions and recommendations contained in this report based on the teselts
following
• eight electronic cone penetration test (CPT) test sounding
• engineering analyses of the field findings with respect to the provided project informato
2 3 Purposes of Exploration
The purpose of this exploration program was to determine the soil and groundwater cons
at the site and to develop engineering recommendations to assist in the desigr
construction of the proposed project We accomplished these objectives as follows
• performing a site reconnaissance to evaluate the existing site conditions
• performing soundings to explore the subsurface soil and groundwater conditions
analyzing the field to develop appropriate geotechnical engineenng design and
construction recommendations

Report of Subsurface Exploration and Geolechnical Engineering Analysis
Autumn Corporation
• Ash, Brunswick County, North Carolina
ECS Project No 22 18213
3 0 EXPLORATION PROCEDURES
3 1 Subsurface Exploration Procedures
3 1 1 Cone Penetration Testing
Nine electronic cone penetration test soundings were performed in the proposed building area
during our field exploration The cone penetration test soundings were performed in general
conformance with ASTM D 5778 by our subcontractor The soundings were advanced to
depths of about 35 to 40 feet The soundings were performed with a track mounted rig The
approximate locations of the CPT soundings are indicated on the Exploration Location Diagram
in Appendix A of this report
The cone used in the sounding has a tip area of 10 CM2 and a sleeve area of 150 cm2 The
CPT soundings recorded tip resistance and sleeve friction measurements to assist in
determining pertinent index and engineering properties of the site soils The ratio of the sleeve
friction to tip resistance is then used to aid in assessing the soil types through which the tip is
advanced Within the CPT sounding S-3, seismic tests were performed at approximately three
foot intervals to refusal to measure the shear wave velocity (vs) of the subsurface materials to
aid in assessing the dynamic response properties of the site subsurface materials The seismic
shear waves are generated by making impact with a 20-pound sledgehammer onto a steel
beam The impacts are initiated on the right and left sides of the CPT rig and the
corresponding wave traces recorded on an oscilloscope are analyzed to determine the shear
wave velocity of the tested material The waves are measured with three geophones that are
installed in the cone The results of the CPT and seismic testing are presented in Appendix B
0

sa <[
41 Site Conditions
4 0 EXPLORATION RESULTS
315
T . ;, CrC.. .'c S IC:" _ _. _ ri.- Inlc ce. cf :f re If "'4,,,:nC. R:.: ar0
_fLrc ^a :r^ .. a.Cllla r �.c .Tie :° �IcC E%:IC a l:
.e .^,0-L ar. ., e le' el" i -I^,' e'B'a on .3r_l^y nc-) . 1: ...eet
I JI_
4 2 Realona' Geoloov
T-- i r :asla :Ia r : ...:r. :r- ir,e c Acrn .: I". Tie C:..
ceic a 9
. S C
c. —Flc , —a er.c S I he c -as
Trope _c.
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i l-I:+ie :r a 'li' C(E- a�'j rie Eslcif c_c❑
rE E:_. rC.c icf _
eci ieai to cecl"lo'x
I-19r tc "e !r:orj1': 'c ae. "l.fn E.. a
C erll 1;�5_ l_ C _-I C rlZ. t
I:CC:'c:n. 7 c: E'l o t: ^aCo
.r :r ele 3
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i :I al c icf:c_ I".: < c_' . : i= c ra : a'.
o_ to I'E plc a 'i :1 re
cl G
a er a: t' arSle^• ? ^ a" -ct ltf
IuC1Ja. C'c ' C2.:IL-(I:
Q4 3 $oil Concloons
CPT Soundings hF_ .r,Tv: _ _ 2 r in :` _ re nr^, : 2i ":s:I cc
'r= lrll; .: re C:T _:r1r:
r - — 3 =_ r sL-, _-- rs � -A
`zet -
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ei C" E a" rler'.I-e'
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: rar: . _ . _Ic
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e r --. ^.-,rm - c
r
Ci ' 'lc_ '9 � I I �_�� ar' 1. C_ I ��_ �,_
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tC 1-^ _.
F -T E :c: r :t 3^ .-c _ c L-a of 'at-l' '2 ecl -. c.Lra'C S
(S S: JC T-e e-v c_ _r?:lB. van arc :ei❑ anCr. e4 -c1 ar E
tnecc-I-:--c-1'. ". 'C rc{^cc.C, I.r_C
Tie :E3^ _tr•s a" l:e: a _ : ;Ezra S:rr—
C:'^. a: Jr Clr:>T - ;.PT::GT c 'l - ^.Ir C CC"Iol1
Ce c e: l 'rrav:, a ec:r Ic^d :f
4

Report of Subsurface Exploration and Geotochnlcal Engineering Analysis
Autumn Corporation
• Ash, Brunswick County, North Carolina
ECS Project No 22 18213
4 4 Groundwater Conditions
Porewater pressure measurements were made at all sounding locations during exploration
Furthermore, visual observations of the samples retrieved during drilling exploration were also
used in evaluating the groundwater conditions The groundwater depths were observed to
range from about 9 6 to 10 6 feet below the existing grade in the CPT soundings A "perched"
water condition may exist In the upper 5 feet after heavy precipitation due to the presence of
relatively impervious clays
The highest groundwater observations are normally encountered in the late winter and early
spring Variations In the location of the long-term water table may occur as a result of changes
in precipitation, evaporation, surface water runoff, and other factors not immediately apparent at
the time of this exploration If long term water levels are crucial to the development of this site,
it would be prudent to verify water levels with the use of perforated pipes or piezometers
0

Report of subsurface Exploration and Geotechnical Engineering Analysi- Isis
Autumn Corporation
• Ash Brunsmck County, North Carolina
ECS Project No 2218213
5 0 ANALYSIS AND RECOMMENDATIONS
0
u
The recommendations provided in this report are based upon our understanding of the
proposed construction, the information provided to us during this study and our past experience
with similar conditions Should any of the information provided to us be changed prior to final
design, ECS should be notified to review these recommendations and make appropriate
revisions, if necessary
51 Subarade Preparation
The first step in preparing the site for the proposed construction should be to remove
vegetation, rootmat, topsoil, deleterious materials, and any other soft or poor materials from the
existing ground surface These operations should extend at least 10 feet, where possible,
beyond the planned limits of the proposed buildings and pavements
After proper clearing, stripping, grubbing, and prior to fill placement, foundation, slab, or
pavement construction, the exposed subgrade soils should be carefully evaluated by an
experienced geotechnical engineer to identify any localized unstable or otherwise unsuitable
materials After evaluating the exposed soils, loose and yielding areas should be identified by
proofrolling the exposed subgrades, if site and subsurface conditions allow, with an approved
piece of equipment, such as a loaded dump truck, having a single axle weight of at least 10
tons Any soft or unsuitable materials identified during proofrolling operations should be either
repaired in place or removed and replaced with an approved backfill placed and compacted in
accordance with recommendations of this report -
Site subgrade conditions will be significantly influenced by weather conditions Subgrades that
are evaluated after periods of rainfall will not respond as well to proofrolling as subgrades that
are evaluated after periods of more favorable weather We strongly recommend that rubber
tire equipment not be used if subgrade conditions exhibit elevated moisture conditions The
contractor should use trackek equipment to minimize the degradation of marginally steady
subgrade
The preparation of fill subgrades, as well as proposed building subgrades, should be observed
on a full time basis by ECS personnel These observations should be performed by an
experienced geotechnical engineer or qualified person to ensure that substandard materials
have been removed and that the prepared subgrade meets project requirements br support of
the proposed construction and/or fills
5 2 En sneered FIII Placement
Following the removal of deleterious surface and subsurfaa materials, and afteeeehieving a
stable subgrade, engineered fills can be placed and compacted to achieve the desired site
grades Fill for support of the proposed construction and for backfill of utility lines within
expanded building and pavement limits should consist of an approved material, free of organic
matter and debris and cobbles greater than 3 inches, and have a Liquid Limit (ILL) and Plasticity
Index (PI) less than 35 and 9, respectively We also recommend that fills within structural areas
have a standard Proctor (ASTM D 698) maximum dry density of at least 105 pounds per cubic
foot (pcf)

Report of Subsurface Exploration and Geotechmcal Engineenrg Analysis sis
Autumn Corporation
• Ash, Bmnsvock County, North Carolina
ECS Protect No 22 18213
0
Materials that should not be used engineemsl include topscfijlorganic materials (OH, (
and high plasticity clays and silts (CH, MH) Such materials removed during grading operate
should be either stockpiled for later use in landscape fills, or placed in approved on or off
disposal areas
Existing sods containing significant amounts of organic matter will not be adequate for re -use as
engineered fill As such, the organic content of the near surface soils should be evaluated to
determine if some of these soils will be adequate for re -use as engineered fill Natural fine-
grained soils classified as clays or silts (CL, ML) with ILL and PI greater than 35 and 9,
respectively, should be evaluated by the geotechnical engineer at the time of construction to
determine their suitability for use as engineered fill
Prior to the commencement of fill operations and/or utilization of any off site borrow materials,
the contractor should provide representative samples of the proposed fill soils to the
geotechnical engineer The geotechnical engineer can determine the material's suitability for
use as an engineered fill and develop moisture -density relationships in accordance with the
recommendations provided herein Samples should be provided to the geotechnical engineer
at least 3 to 5 days prior to their use in the field to allow for the appropriate laboratory testing to
be performed
FIII materials placed within the building and pavement areas should be placed in lifts not
exceeding 8 inches in loose hft,thickness and moisture conditioned to within their working range
of optimum moisture content The fills should then be compacted to a minimum of 98 percent
of the soil's standard proctor (ASTM D 698) maximum dry density The typical working range of
optimum moisture for the natural Coastal Plain soils at the site is expected to be within
approximately 3 percent of the optimum moisture content Care should also be taken to provide
a smooth, gently sloping ground surface at the end of each day's earthwork activities to help
reduce the potential for ponding and absorption of surface water
Grade controls should also be maintained throughout the filling operations Filling operations
should be observed on a full time basis by qualified ECS personnel to determine that the
required degrees of compaction are being achieved We recommend that a minimum of one
compaction test per 2,500 square foot area be performed for each lift of controlled fill The
elevation and location of the tests should be clearly identified at the time of fill placement
Areas which fad to achieve the required degree of compaction should be re -worked until the
specified degree of compaction is achieved Fading test areas may require moisture
adjustments or other remedial activities in order to achieve the required compaction
Fill materials should not be placed on frozen, frost -heaved, and/or soils which have been
recently subjected to precipitation Wet or frozen sods should be removed prior to the
continuation of site grading and fill placement Borrow fill materials, if required, should not
contain excessively wet or frozen materials at the time of placement Additionally, if grading
operations occur during the winter months, frost -heaved soils should be removed prior to
placement of engineered fill, granular sub base materials, foundation or slab concrete and
asphalt pavement materials
If problems are encountered during the site grading operations, or if the actual site conditions
differ from those encountered during our subsurface exploration, the geotechnical engineer
should be notified immediately

Report of Subsurface Exploration and Geotechnical Engineering Analysis sis
Autumn Corporation
• Ash Brunswick County North Carolina
ECS Project No 2218213
63 Foundations Recommendations
In summary, due to the presence of soft clays, settlerimbeillsmvarr at the site
column loads exceed 80 kips or wall loads exceed 3 0 kips per foot or fill exceeding 3 feet i
anticipated If the structural loads are anticipated to exceed these values, the propose
structure cannot be supported on shallow foundations without first surcharging the site li
order to achieve a stable subgrade for shallow foundations, the building footprint will require
surcharge load We recommend that the preload fill be placed to 10 feet above the proposes
finished floor elevation The fill should extend at full height for a distance of 10 feet beyond thi
outside edge of the proposed structure The fill should have a minimum in place moist densit
of 110 pounds per cubic foot We recommend that a minimum of five settlement momtonnl
points be established within each preloaded building area The elevations of these monument:
should be surveyed immediately after the preload is constructed, and at least once a week afte
the surcharge fill is in place to determine when the magnitude and rate of settlement ha:
reached a level that the budding can tolerate We do not anticipate that significant rebound vel
occur after the preload is removed For planning purposes, a preload period of 3 to 6 month:
should be anticipated, but the actual preload period should be based on the settlement:
observed at the monuments It is generally desirable to material which mebe easilt
rehandled for the surcharge fill The surface of the preload fill should be rolled smooth anc
shaped to promote drainage and minimize erosion
If desired, the rate of consolidation within the clay layers may be accelerated and the time
required for surcharge loading may be reduced by installing wick drains or sand drains at the
site ECS recommends that a specialty design/building contractor be consulted
Provided the subgrade preparation and earthwork operations are completed in strict
accordance with the recommendations of this report and the need for surcharging has been
addressed, the proposed structures can be supported on conventional shallow foundations
bearing on approved natural materials and/or properly compacted fill at either site We
recommend a maximum net allowable design soil bearing pressure of 2,000 psf for
proportioning continuous and isolated column footings To reduce the possibility of foundation
bearing failure and excessive settlement due to local shear or "punching" failures, we
recommend that continuous footings have a minimum width of 18 inches and that isolated
column footings have a minimum lateral dimension of 30 inches Furthermore, foobngs should
bear at a depth to provide adequate frost cover protection For this region, we recommend the
bearing elevation be a minimum depth of 12 inches below the finished exterior grade or in
accordance with the local building code requirements Undercutting of the footings should be
anticipated due to the presence of soft clays in the upper 3 feet Once structural loads and site
grades are finalized, we request that they be provided to us to review our recommendations and
make any necessary changes
The net allowable soil bearing pressure refers to that pressure which may be transmitted to the
foundation bearing soils in excess of the final minimum surrounding overburden pressure The
final footing elevation should be evaluated by ECS personnel to verify, that the bearing soils are
capable of supporting the recommended net allowable bearing pressure and are adequate for
foundation construction This analysis should include visual observations, hand rod probing,
and dynamic cone penetrometer (ASTM STP 399) testing, or other methods deemed
appropriate by the geotechnical engineer at the time of construction, in each column footing
excavation and at intervals not greater than 20 feet in continuous footing excavations

Report of subsurface Exploration and Geotechmcal Engineering Analysis
• Autumn Corporation
Ash Bmnsvack County, North Carolina
ECS Project No 2218213
5 3 Foundations Recommendations
In summary, due to the presence of soft clays, settlemenbxcesswet the site
column loads exceed 80 kips or wall loads exceed 3 0 kips per foot or fill exceeding 3 feet is
anticipated If the structural loads are anticipated to exceed these values, the proposed
structure cannot be supported on shallow foundations without first surcharging the site In
order to achieve a stable subgrade for shallow foundations, the building footprint will require a
surcharge load We recommend that the preload fill be placed to 10 feet above the proposed
finished floor elevation The fill should extend at full height for a distance of 10 feet beyond the
outside edge of the proposed structure The fill should have a minimum in place moist density
of 110 pounds per cubic foot We recommend that a minimum of five settlement monitoring
points be established within each preloaded building area The elevations of these monuments
should be surveyed immediately after the preload is constructed, and at least once a week after
the surcharge fill is in place to determine when the magnitude and rate of settlement has
reached a level that the building can tolerate We do not anticipate that significant rebound will
occur after the preload is removed For planning purposes, a preload period of 3 to 6 months
should be anticipated, but the actual preload period should be based on the settlements
observed at the monuments It is generally desirable to use material which can be easily
rehandled for the surcharge fill The surface of the preload fill should be rolled smooth and
shaped to promote drainage and minimize erosion
Provided the subgrade preparation and earthwork operations completed in strict
accordance with the recommendations of this report and the need for surcharging has been
addressed, the proposed structures can be supported on conventional shallow foundations
bearing on approved natural materials and/or properly compacted fill at either site We
recommend a maximum net allowable design sod bearing pressure of 2,000 psi for
proportioning continuous and isolated column footings To reduce the possibility of foundation
bearing failure and excessive settlement due to local shear or "punching" failures, we
recommend that continuous footings have a minimum width of 18 inches and that isolated
column footings have a minimum lateral dimension of 30 inches Furthermore, footings should
bear at a depth to provide adequate frost cover protection For this region, we recommend the
bearing elevation be a minimum depth of 12 inches below the finished exterior grade or in
accordance with the local building code requirements Undercutting of the footings should be
anticipated due to the presence of soft clays in the upper 3 feet Once structural loads and site
grades are finalized, we request that they be provided to us to review our recommendations and
make any necessary changes
The net allowable sod bearing pressure refers to that pressure which may be transmitted to the
foundation bearing soils in excess of the final minimum surrounding overburden pressure The
final footing elevation should be evaluated by ECS personnel to verify that the bearing soils are
capable of supporting the recommended net allowable bearing pressure and are adequate for
foundation construction This analysis should include visual observations, hand rod probing,
and dynamic cone penetrometer (ASTM STP 399) testing, or other methods deemed
appropriate by the geotechnical engineer at the time of construction, in each column footing
excavation and at intervals not greater than 20 feet continuous foofingiexcavations
0

Report of Subsurface Exploration and Geotechmcal Engineering Analysis Nis
Autumn Corporation
• Ash, Brunswick County North Carolina
ECS Project No 221e213
The settlement of a structure is a function of the compressibility of the bearing matenals,
bearing pressure, actual structural loads, fill depths, and the bearing elevation of footings with
respect to the final ground surface elevation Estimates of settlement for foundations bearing
on engineered or non engineered fills are strongly dependent on the quality of fill placed
Factors which may affect the quality of fill Include maximum loose Irfl thickness of the fills
placed and the amount of compactive effort placed on each lift Provided that the
recommendations outlined in this report are strictly adhered to, we expect that total settlements
for the proposed construction are expected to be in the range of 1 inch or less, while the
differential settlement will be approximately 112 of the anticipated total settlement This
analysis is based on our engineering experience and assumed structural loadings for this type
of structure, and is intended to aid the structural engineer with his design
Exposure to the environment may weaken the soils at the foundation bearing elevation if the
foundation excavations remain exposed during periods of inclement weather Therefore,
foundation concrete should be placed the same day that proper excavation is achieved and the
design beanng pressure verified If the bearing soils area softened by surface water absorption
or exposure to the environment, the softened soils must be removed from the foundation
excavation bottom immediately prior to placement of concrete If the excavation must remain
open ovemight, or if inclement weather becomes imminent while the bearing sods are exposed,
we recommend that a 2 to 3 inch thick 'mud mat" of 'lean' concrete be placed over the
exposed bearing soils before the placement of reinforcing steel
Deep Foundations Alternatively, The proposed structure can be supported on a deep
foundation consisting of driven 8 inch tip timber piles Our evaluation indicates that at a depth of
40 feet below current site grades, the soils are capable of supporting a maximum of 30 tons in
compression, 20 tons in tension and 6 tons of lateral support for a timber pile In our opinion,
piles installed to shallower depths would not provide long term stability Pile capacity analyses
were performed assuming a fixed head condition
We recommend that the pile during hammer used to install each pile have a minimum rated
energy blow of 8,000 foot/pounds Driving cnteria and bearing elevations should be established
prior to driving piles
It is suggested that several over length piles be driven prior to the start of production pile
driving, to establish the driving criteria, pile lengths to be ordered and to determine if auger
'pilot' holes are justified Production piles should not be ordered until the pile lengths can be
determined Two piles are recommended for the structure
The over length piles could be driven in production pile locabons Pile installation operations
and load test, if necessary, should be monitored by a senior soil technician working under the
supervision of a Licensed Engineer ECS would be pleased to develop driving criteria for the
project, once the method of installation and the contractor has been selected Construction of
pile caps or grade beams could begin only after the piles have been installed
0

Report of Subsurface Exploration and Geolechnical Engineering Analysis
Autumn Corporation
. Ash Brunswick Counly, North Carolina
ECS Project No 2218213
5 4 Floor Slab Deslan
•
0
Provided a suitable subgrade will be prepared recommended heas9l, ground level slabs
be designed as slabs on -grade Our findings indicate that a modulus of subgrade reaction
of 125 pci is appropriate for design provided that upper 12 inches of the slab subgrade
have been uniformly compacted to at least 98 percent of their standard Proctor maximum
density and are unyielding during proofrolling
We recommend that slabs on grade be isolated from the foundations so that tpotenbal
differential settlement of the structure will not induce shear stresses in the floor slab Also, to
minimize the crack width of any shrinkage cracks that may develop near the surface of the slab,
wire mesh reinforcement may be included in the slab design The mesh should be located in
the top third of the slab to be effective
We also recommend that slabs on -grade be underlain by a minimum of 6 inches of open
graded aggregate to help prevent the capillary rise of subsurface moisture from adversely
affecting the slab If open graded aggregate is not available, clean sand with less than 3
percent fines can be used provided the placement and compaction of the sand complies with
the above recommendations If floor covering such as file or carpet will be utilized for interior
finishes, a polyethylene vapor barrier may be used beneath the floor slab for moisture control
considerations
5 5 Seismic Site Class Determination and Liauefactlon Potential
The North Carolina Budding Code (2009 International Building Code with North Carolina
Amendments) requires that a seismic Site Class be assigned for new structures The seismic
Site Class for the site was determined by calculating a weighted average of the shear velocities
of the overburden to the depth of rock/refusal The CPT test data indicates that the existing
natural, overburden sods at the site have shear velocities ranging from approximately 418 fusec
to 2,266 ftlsec The method for determining the weighted average value is presented in Section
161315 of the IBC 2009 The weighted average value for the site is 837 fvsec Based on the
results of the CPT soundings and our evaluation of the site, the site shall be assigned a seismic
class "D"
Based on the USGS Seismic Hazard Curves and Uniform Hazard Response Spectra 2003
NEHRP Seismic Design Provisions and the IBC 2009, for a seismic site class °D" at latitude
34 954 degrees and longitude 78 598 degrees, the SDs value is 0 432 and the Se, value is
0 202 The seismic design category depends on the design use of the building and should be
determined by the structural engineer
The potential for Ilquefaction at the site is considered low based upon the CPT results and the
liquefaction index procedure developed by Iwasaki (1982) Based on our CPT results and our
evaluation using a site peak ground acceleration of 017 g, an earthquake event with a
magnitude of 7 0 and procedures developed by Robertson and Wride (1998), the liquefaction
induced settlement at the subject site estimated to basapproximately 1 inch
10

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Autumn Corporation
• Ash, Brunsmck County, North Carolina
ECS Project No 22 18213
5 6 Pavement Design Considerations
For the design and construction of exterior pavements the subgrades should be prepared
strict accordance with the recommendations in the'Subgrade Preparation' and 'Engineered Fill
Placement' sections of this report An Important consideration with the design and construction
of pavements is surface and subsurface drainage Where standing water develops, either on
the pavement surface or within the base course layer, softening of the subgrade and other
problems related to the detenoration of the pavement can be expected Furthermore, good
drainage should minimize the possibility of the subgrade materials becoming saturated during
the normal service period of the pavement
Actual traffic conditions were not provided to ECS However, based on our experience for light
duty traffic for similar protects, a flexible pavement section may consist of at least 2 inches of
surface mix overlying at least 6 Inches of compacted graded aggregate base in the parking and
roadway areas Similarly, a heavy duty, flexible pavement section may consist of at least 3
inches of surface mix overlying at least 8 Inches of compacted graded aggregate base in the
parking and roadway areas For a rigid pavement section, we recommend 6 inches of 650 psi
flexible strength concrete overlying at least 6 inches of compacted graded aggregate base is
used for road areas
All aggregate base course materials beneath pavements should be compacted to at least 98
percent of their modified Proctor maximum dry density (ASTM D 1557)
• Regardless of the section and type of construction utilized, saturation of the subgrade materials
and asphalt pavement areas results in a softening of the subgrade material and shortened life
span for the pavement Therefore, we recommend that both the surface and subsurface
materials for the pavement be properly graded to enhance surface and subgrade drainage By
quickly removing surface and subsurface water, softening of the subgrade can be reduced and
the performance of the parking area can be improved Site preparation for the parking areas
should be similar to that for the building area including stripping, proofrolling, and the placement
of compacted structural ral fill
0
Please note that large, front loading trash dumpsters frequently impose concentrated front
wheel loads on pavements during loading This type of loading typically results in rutting of
bituminous pavements and ultimately pavement failures and costly repairs Consequently, we
recommend the use of an 8 inch thick, mesh reinforced concrete slab that extends the entire
length of the truck Concrete pavements should be properly jointed and reinforced needed to
help reduce the potential for cracking and to permit proper load transfer
11

Report of Subsurface Exploration and Geotechnlcal Engineering Analysis sis
Autumn Corporation
• Ash, Brunswick County, North Carolina
ECS Project No 22 1a213
5 7 Site Drainage
E
Positive drainage should be provided around the perimeter of the structure to help minimize the
potential for moisture infiltration into the foundation and slab subgrade soils We recommend
that landscaped areas adjacent to these structures be sloped away from the construction and
maintain a fall of at least 6 inches for the first 10 feet outward from the structures Roof water
should be discharged directly into below -grade stormwater piping or be directed a sufficient
distance away from the building with downspouts The parking lots, sidewalks, and any other
paved areas should also be sloped to divert surface water away from the proposed building
The proper diversion of surface water during site grading and construction will help reduce the
potential for delays associated with penods of inclement weather The proper diversion of
surface water is especially critical since portions of the site soils are expected to be moisture
sensitive Based upon our past experience, the use of "crowning" large areas of exposed soils
should be useful to help divert surface water from the prepared subgrades
5 8 Construction Considerations
It is imperative to maintain good site drainage during earthwork operations to help maintain the
integrity of the surface soils The surface of the site should be kept properly graded to enhance
drainage of surface water away from the proposed construction areas during the earthwork
phase of this project We recommend that surface drainage be diverted away from the
proposed building and pavements areas without significantly interrupting its Flow Other
practices would involve sealing the exposed soils daily with a smooth drum roller at the end of
the day's work to reduce the potential for infiltration of surface water into the exposed soils
The key to minimizing disturbance problems with the soils is to have a proper earthwork
operations plan Specifically, it should be the earthwork contractor's responsibility to maintain
the site soils within a workable moisture content range to obtain the required in -place density
and maintain a durable subgrade Scarifying and drying operations should be included in the
contractor's price and not be considered an extra to the contract In addition, construction
equipment cannot be permitted to travel across the site, especially once the desired final
grades have been established Construction equipment should be limited to designated lanes
and areas, especially during wet periods to minimize disturbance of the site subgrades It will
likely be necessary to utilize tracked equipment during grading operations particularly the
subgrade soils exhibit elevated moisture conditions
12

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Autumn Corporation
• Ash, Brunswick County, North Carolina
ECS Project No 22 18213
6 0 CLOSING
•
Our geotechnical Analysis of the site has been based on our understanding of the site, the
project Information provided to us, and the data obtained during our exploration The general
subsurface conditions utilized in our analysis have been based on interpolation of subsurface
data between the soundings If the protect information provided to us is changed, please
contact us so that our recommendations can be reviewed and appropriate revisions provided, if
necessary The discovery of any site or subsurface conditions during construction which
deviate from the data outlined in this exploration should be reported to us for our review,
Analysis and revision of our recommendations, if necessary The assessment of site
environmental conditions for the presence of pollutants in the soil and groundwater of the site Is
beyond the scope of this geotechnical exploration
13

r \ �
APPROX SOUNDING LOCATION
z
y
APPROX SOUNDING LOCATION WITH SHEAP WAVES
5-8
J
I °f
y
5-6
: 5-4
• I S-7 5-3
5-2
5-5
lit
5-9
EN61NEER SCALE
WE6 N
• DRAFTSMAN PROTECT NO
WEG 22182
REVISIONS SHEET
Carolina DATE
10/31

Operator
Job Number
Water Table
AutumCorporation
R, n S11 w111
11 1118"
_ 22 18211
104)n
_
Cone Number 1.111,01z 1 13 `] PM
- Date and Time
F I CPT DATA
n
r.n
O OI i ,r TSr 60 a ) 1 1 w PSI
o I I I 1 � r. i !
r
I
20
_
25
y
I
I
I
Jel
i sensdlve fine grained
c 2. organic material
9 3 clay
a a silly clay to eley
35 clayey slit to silty clay
96 sandy slit to clayey silt
Location
Hole Number
County -
/lab North C mvin.a
st
_ nl,lnR.,lrw
CIO 10/ 1l uvmm
JO
SPTW
owa
(n m F
1 !
;tll'
3 t
� !I
i tl
I I il�a!i
I II,I,1
12 mdy sans 10 sanaY sett 010 gravelly sand to sand
8 sand to silty sand 011 very stdf fine grained (')
0 sand M 12 sand to clay
ey sand C)
REMARKS

Autumn Corporation
Operator Ron Stewart Cone Number
22-18213 DSG0867 Location Ash, North Carolina _
Job Number -- Date and Time 1012312012 11 07 07 AM Hole Number S g
Water Table 10 ao n County Brunswick
= CPT DATA �
a O
d v 0 Tip Resistance Local Friction Pore Pressure Q W REMARKS
Ot TSF 701 as 0 Fs TSF 2 2 Pw PSI 8 0 60" mer a:d
o —,---—.--1----�Mf7i fn m i}-
I--T
5
15
I I I � . i'E)
25
30 # i
1
= 2
1113
sensitive f1na grained
organic material
clay
MA 511, C", 'n c'al
A 5 - clayey slit to silty clay
06 sandy silt to clayey silt
1117
8 -
r9.
sury sand to sandy sin
sand to silty sand
sand
0 10
all
n 12
gravelly sand to sand
very stiff fine grained (`)
sand to clayey sand {�

H
a
y Tip Resistance
0 Ot TRF
Autumn Corporation
Operator _ Ron Stewart _ Cone Number DSG0887
Job Number 22 18213 Date and Time 1012312012 11 40 31 AM
Water Table 10 30 it
Local Friction
CPT DATA
Pore Pressure
• o
x2- organic material s r
'9 3 - clay it 6 sandy silt to clayey silt a
Seismic Velocity SPT
(R1s) 250010 60% Hammer 250
Ash, North Carolma
S-3
Brunswick
13
a
1312 sand to clayey sand (`(
REMARKS
e

•
Autumn Corporation
S-3
'CO
Im
® —�`.. ' '-v""� �y�1t\` t�"4•-\wry �.a
•
Not
140
LLP

Autumn Corporation
Operator Ron Stewart DSG0867
2218213 Cone Number '10l2312012 9 46 22 AM
Job Number Water Table 9 94 ItDate and Time
Location Ash North Carolina
Hole Number 3
4
County Brvnsvnck
F
CPT DATA
a
O
0—
Tip Resistance
Local Friction Pore Pressure
SPT W
>
0
0 Qt TSF 7010
��
Fs TSF 27 -r- P. PSI
1010 60%Hammer
25, J = d
_
O W }>
o m F
,
1
i I
,
2.
c � �
20
25
i 1 i
39
1 sensitive fine grained
2 organic material
413- clay
04 _o', Oz, cc'ay
45 clayey silt to silty clay
1116 sandy silt to clayey silt
0 7 - sury sand to sandy silt
8 sand to silty sand
09 sand
O 10 - gravelly sand to sand
t111 - very stiff fine grained r)
to 12 - sand to clayey sand(')
REMARKS

J �
Rrn Sp.w nl
Operator 21 hill l
Job Number 9 se n
Water Table
Autumn Corporation
DS<-080
Cone Number 1O12A7012 10 14 ] AM
Date and Time
CPT DATA
1—
u _
Ip _ Iq. Hoarvl .o.0
"_ n UI IsY 1'pn Imati,
ionlo r Isr /Il rwrclnt•
1 � i
t
!r I
•-L_-
i Sensitive fine gramod
2 organic material
N3- clay
Local Friction
r i
m4 ndty rlay +c cl^�
s olaysy slit to silty clay
11116 sandy silt to clayey silt
Location
Hole Number
County
' l a cob 11 ..rims..
SPT N'
CAI l i
0 i - iely Sara to sandy slit
"8- sand to silty sand
a g sand
Anti Nu.tM1 (. Hobo .
tis
nnm w.rF
a 10 - gravelly sand to Sand
C 11 - very stiff fine grained (7
012 sand to clayey sand (ry
REMARKS

Autumn Corporation
Operator Ron Stewart Cone Number DSG0867
Job Number 22-18213 Date and Time f 0/23/2012 9 25 09 AM
Water Table g f4 tt
F-
a
W Tip Resistance
CPT DATA
Local Friction
90 0 Fs TSF
TT-'"--
10
S
'7 r
�I
I t
Pore Pressure
+
1
+
k,
Location Ash North Carolina
Hole Number gy -
County Brunswick
SPT N•
,
1310- gravelly sand to sand
612
1311 very stiff fine grained (7
012 - sand to clayey sand (')
sensitive line gnined
organic material
R 4 s +ty c+a, ,c ciao
45 clayey slit to silty clay
147
8
silty sand to sandy slit
sand to silty sand
W 3 -
clay
■ 8 - sandy silt to clayey silt
t g -
sand __.
REMARKS

Autumn Corporation
Operator Ron Stewart Cone Number OSG0867
Job Number 22 18213 Date and Time 10/23/2012 1 00 36 PM
Water Table 994ft
Location Ash, North Carolina
Hale Number 5-7
County Brunswick
CPT
DATA
o
(L
13 v
Tip Resistance
0
Local Friction
Pore Pressure
_.i = 2
REMARKS
6
Qt TSF 90
���
0 Fs TSF 2
2 Pw PSI
1
0 60% Hammer 25
rn m F-
�s "
I
�
d !
• I i 1 l 1 I
2
��
��
� -•..
"lit
1
1
_ I
I
r(
I
!
10
12
1 sensitive fine gramed o 4 s01g. c'ay o clay
t 2 - organic material z 5 clayey silt to silty clay
+J 3 clay 1111116 sandy silt to clayey slit
M 7
silty sand to sandy silt
M 1 O
gravelly sand to sand
T 8 -
sand to sllty sand
011
very stiff fine gmiried (ry
n 9 -
sand
012
sand to clayey sand (7

fqj
Autumn Cot poratfon
Ron Stowart _ DSG 0867
71
Operator 9 ft3 Cone Number _'10/23/20t2 i ae 24 PM_
Job Number Date and Time
- Water -Table
2
a
c _ Tip Resistance
CPT DATA
Pore Pressure
s TSP -- 2 5 T P. PSI 110
Local Friction
f
1 I
n
Ash Rorth Cerollna
Location S-8 —
Hole Number Brunsw.ck —
-Gounty- --
SPT W
60% Hammer
I , r
F
REMARKS
1 sensitive fine grained ! 4 c"'r c'ar -o -ler P 7 - silty sand to sandy silt
010 gravelly sand to sand I
2 organic material e 5 cla
yey silt to silty, clay '-a sand to silty sand p 11 -very stiff fine grained (')
13 clay ®8 sandy silt to clayey silt— rr 9 sand _. to 12 - sand to clayey sand(')

Autumn Corporation
Operator Ron Stewart Cone Number DSGO867 Ash North Carobna
22-18213 Location Job Number B 58 R Date and Time 10123l2012 2 07 48 PM 8-9
Water Table Counotnty
Number Brunswick
county -
= CPT DATA
WO Tip Resistance Lonl Friction Pore Pressure
0 QI TSF 60 0 Fs TSF 215 Pw PSI
0i �
1 - sens,twe Ono grained 84 SUN f Iny in clay
2 organic material Mt 5 clayey silt to silty clay
ni 3 - clay
■ 6 - sandy silt to clayey sit
O
SPT P 1 � ¢ w REMARKS
6 Hammer 25 O W d
� m H
z I
t I
r i II
t j1j
f
I IJ , I % Ifli
I, lij
i I 4
1
B : - siiry sana to sandy silt
1710 - gravelly sand to sand
6 - sand to silty sand
rill very stiff Tine grained (7
9 - sand
012 sand to clayey sand (')

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

USDA United States
r Department of
Agriculture
l
I RCS
Natural
Resources
Conservation
Service
•
•
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Brunswick County,
North Carolina
January 21, 2013

Preface
Soil surveys contain information that affects land use planning in survey areas They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, or enhance
the environment
Various land use regulations of Federal, State and local governments may impose
special restrictions on land use or land treatment Soil surveys identify soil properties
that are used in making various land use or land treatment decisions The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses The landowner or user is responsible for identifying and complying
with existing laws and regulations
Although soil survey information can be used for general farm, local, and under area
planning, onsite investigation is needed to supplement this information in some cases
Examples include soil quality assessments (http //soils usda gov/sqi/) and certain
conservation and engineering applications For more detailed information, contact
your local USDA Service Center (http //offices sc egov usda gov/locator/app'7
agency=nres) or your NRCS State Soil Scientist (http //soils usda gov/contact/
state_offices/)
Great differences in soil properties can occur within short distances Some soils are
seasonally wet or subject to flooding Some are too unstable to be used as a
foundation for buildings or roads Clayey or wet soils are poorly suited to use as septic
tank absorption fields A high water table makes a soil poorly suited to basements or
underground installations
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey
Information about soils is updated periodically Updated information is available
through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey The Soil
Data Mart is the data storage site for the official soil survey information
The U S Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, mantal status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program (Not all prohibited
bases apply to all programs ) Persons with disabilities who require alternative means

• for communication of program information (Braille, large print, audiotape, etc ) should
contact USDA's TARGET Center at [phone] (voice and TDD) To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S W , Washington, D C 20250-9410 or call [phone]
(voice) or [phone] (TDD) USDA is an equal opportunity provider and
employer
E
0

E
Contents
Preface
2
Soil Map
5
Soil Map
6
Legend
7
Map Unit Legend
8
Map Unit Descriptions
8
Brunswick County, North Carolina
10
GoA—Goldsboro fine sandy loam, 0 to 2 percent slopes
10
Ly—Lynchburg fine sandy loam
11
References
13
•

.J
Soil Map
The soil map section includes the sod map for the defined area of interest, a list of sod
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map Also presented are various metadata about data used to
produce the map, and a description of each sod map unit
0

Custom Soource Report
i•
SS ap
33' 57 18'
M. 8T 11"
Map SW e. 1 1.550 if pnniea on Awe (8.5" x W) sheet.
N Meters
0 20 40 80 120
Feet
6 50 100 200 300
33' 57 18"
3Y 57' 11"

• Custom Soil R• Resource Report
MAP LEGEND
MAP INFORMATION
Area of Interest (AOI)
m
Very Stony Spot
Map Scale 1 1,560 if printed on A size (8 5 x 11 ) sheet
0
Area of Interest (AOI)
-f
Wet Spot
The soil surveys that compose your AOI were mapped at 1 24,000
Soils
�
Other
0
Sal Map Units
Special
Line Features
Warning Sod Map may not be valid at this scale
Special
Point Features
w
Gully
U
Blowout
-
Short Steep Slope
Enlargement of maps beyond the scale of mapping can cause
®
Borrow Pit
'= -'
misunderstanding of the detail of mapping and accuracy of sod line
;;Z�
other
placement The maps do not show the small areas of contrasting
X
clay Spot
soils that could have been shown at a more detailed scale
Political Features
♦
Closed Depression
Cities
X
Gravel Pit
water Features
Please rely on the bar scale on each map sheet for accurate map
measurements
Gravel) Sot
y p
Streams and Canals
®
Landfill
Transportation
Source of Map Natural Resources Conservation Service
+ +
Rails
Web Sod Survey URL http 1twebsolisurvey nres usda gov
A
Lava Flow
Coordinate System UTM Zone 17N NAD83
,�,
Marsh or swamp
/v
Interstate Highways
2
Mine or Quarry
US Routes
This product Is generated from the USDA NRCS certified data as of
the version date(s) listed below
0
Miscellaneous Water
>>
:�
Major Roads
p
Perennial water
Local Roads
Soil Survey Area Brunswick County North Carolina
Survey Area Data Version 14 Jun 15 2012
.i
Rock Outcrop
}
Saline Spot
Date(s) aenal images were photographed 6/30/2006
Sandy Spot
The orthophoto or other base map on which the soil lines were
Severely Eroded Spot
compiled and digitized probably differs from the background
imagery displayed on these maps As a result some minor shifting
p
Sinkhole
of map unit boundaries may be evident
it
Slide or Slip
0
Sodic Spot
S
Spoil Area
4
Stony Spot

Custom Soil Resource Report
0 Map Unit Legend
Brunswick County, North Carolina (NC019)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of A01
GoA
Goldsboro fine sandy loam 0 to 2 percent
slopes
48
64 1 %
Ly
Lynchburg fine sandy loam
27
35 9%
Totals for Area of Interest
76
100 0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas A map unit is Identified and named
according to the taxonomic classification of the dominant soils Within a taxonomic
class there are precisely defined limits for the properties of the soils On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
• of all natural phenomena Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management These are called
noncontrasting, or similar, components They may or may not be mentioned in a
particular map unit description Other minor components, however have properties
and behavioral characteristics divergent enough to affect use or to require different
management These are called contrasting, or dissimilar components They generally
are in small areas and could not be mapped separately because of the scale used
Some small areas of strongly contrasting soils or miscellaneous areas are identfed
by a special symbol on the maps If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data The objective of mapping is not to delineate pure taxonomic
classes but ratherto separate the landscape into landforms or landform segments that
have similar use and management requirements The delineation of such segments
• on the map provides sufficient information for the development of resource plans If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas

Custom Sod Resource Report
• An identifying symbol precedes the map unit name in the map unit descriptions Each
description includes general facts about the unit and gives important soil properties
and qualities
Soils that have profiles that are almost alike make up a sod series Except for
differences in texture of the surface layer, all the sods of a series have major horizons
that are similar in composition, thickness, and arrangement
Sods of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use On the basis of such
differences, a soil senes is divided into sod phases Most of the areas shown on the
detailed sod maps are phases of soil senes The name of a soil phase commonly
indicates a feature that affects use or management For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series
Some map units are made up of two or more major soils or miscellaneous areas
These map units are complexes, associations, or undifferentiated groups
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps The
pattern and proportion of the sods or miscellaneous areas are somewhat similar in all
areas Alpha -Beta complex, 0 to 6 percent slopes, is an example
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the sods or miscellaneous areas separately The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar Alpha -
Beta association, 0 to 2 percent slopes, is an example
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform An area can be
made up of only one of the major sods or miscellaneous areas, or it can be made up
of all of them Alpha and Beta sods, 0 to 2 percent slopes, is an example
Some surveys include miscellaneous areas Such areas have little or no sod material
and support little or no vegetation Rock outcrop is an example

Custom Soil Resource Report
• Brunswick County, North Carolina
GoA—Goldsboro fine sandy loam, 0 to 2 percent slopes
Map Unit Setting
Landscape Coastal plains
Elevation 20 to 330 feet
Mean annual precipitation 38 to 55 inches
Mean annual air temperature 59 to 70 degrees F
Frost -free period 200 to 280 days
Map Unit Composition
Goldsboro and similar sods 90 percent
Minor components 5 percent
Description of Goldsboro
Setting
Landform Flats on marine terraces, broad interstream divides on marine terraces
Landform position (two-dimensional) Summit
Down -slope shape Linear
Across -slope shape Linear
Parent material Loamy marine deposits
Properties and qualities
Slope 0 to 2 percent
• Depth to restrictive feature More than 80 inches
Drainage class Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat) Moderately high to high
(0 57 to 1 98 in/hr)
Depth to water table About 24 to 36 inches
Frequency of flooding None
Frequency of ponding None
Available water capacity Moderate (about 8 1 inches)
Interpretive groups
Farmland classification All areas are prime farmland
Land capability (nonimgated) 2w
Hydrologic Sod Group B
Typical profile
0 to 7 inches Fine sandy loam
7 to 13 inches Fine sandy loam
13 to 40 inches Sandy clay loam
40 to 80 inches Sandy clay loam
Minor Components
Rains, undramed
Percent of map unit 3 percent
Landform Flats on marine terraces, carolina bays on marine terraces, broad
mterstream divides on marine terraces
Landform position (two-dimensional) Summit
. Down -slope shape Linear
Across -slope shape Linear
10

Custom Sod Resource Report
• Woodington, undrained
Percent of map unit 2 percent
Landform Flats on marine terraces, depressions on marine terraces, broad
interstream divides on marine terraces
Down -slope shape Linear
Across -slope shape Concave
Ly—Lynchburg fine sandy loam
Map Unit Setting
Landscape Coastal plains
Elevation 20 to 330 feet
Mean annual precipitation 38 to 55 inches
Mean annual air temperature 59 to 70 degrees F
Frost -free period 200 to 280 days
Map Unit Composition
Lynchburg, drained, and similar sods 85 percent
Lynchburg, undrained, and similar soils 5 percent
Minor components 7 percent
• Description of Lynchburg, Drained
Setting
Landform Flats on marine terraces, broad interstream divides on marine terraces
Landfomi position (two-dimensional) Summit
Down -slope shape Concave
Across -slope shape Linear
Parent matenal Loamy marine deposits
Properties and qualities
Slope 0 to 2 percent
Depth to restrictive feature More than 80 inches
Drainage class Somewhat poorly drained
Capacity of the most limiting layer to transmit water (Ksat) Moderately high to high
(0 20 to 1 98 in/hr)
Depth to water table About 6 to 18 inches
Frequency of flooding None
Frequency of ponding None
Available water capacity Moderate (about 7 4 inches)
Interpretive groups
Farmland classification Prime farmland if drained
Land capability (nonimgated) 2w
Hydrologic Soil Group A/D
Typical profile
• 0 to 9 inches Fine sandy loam
9 to 14 inches Sandy loam
14 to 65 inches Sandy clay loam
11

Custom Sod Resource Report
• 65 to 80 inches Clay
Description of Lynchburg, Undramed
Setting
Landform Flats on marine terraces, broad mterstream divides on marine terraces
Landform position (two-dimensional) Summit
Down -slope shape Concave
Across -slope shape Linear
Parent material Loamy marine deposits
Properties and qualities
Slope 0 to 2 percent
Depth to restrictive feature More than 80 inches
Drainage class Somewhat poorly drained
Capacity of the most limiting layer to transmit water (Ksat) Moderately high to high
(0 20 to 1 98 in/hr)
Depth to water table About 6 to 18 inches
Frequency of flooding None
Frequency of ponding None
Available water capacity Moderate (about 7 4 inches)
Interpretive groups
Farmland classification Prime farmland if drained
Land capability (nonimgated) 3w
Hydrologic Sod Group A/D
Typical profile
• 0 to 9 inches Fine sandy loam
9 to 14 inches Sandy loam
14 to 65 inches Sandy clay loam
65 to 80 inches Clay
•
Minor Components
Rains, undramed
Percent of map unit 5 percent
Landform Flats on marine terraces, carolina bays on marine terraces, broad
mterstream divides on marine terraces
Landform position (two-dimensional) Summit
Down -slope shape Linear
Across -slope shape Linear
Woodrngton, undramed
Percent of map unit 2 percent
Landform Flats on marine terraces, depressions on marine terraces, broad
mterstream divides on marine terraces
Down -slope shape Linear
Across -slope shape Concave
12

References
American Association of State Highway and Transportation Officials (AASHTO) 2004
Standard specifications for transportation materials and methods of sampling and
testing 24th edition
American Society for Testing and Materials (ASTM) 2005 Standard classification of
sods for engineering purposes ASTM Standard D2487-00
Cowardin, L M , V Carter, F C Golet, and E T LaRoe 1979 Classification of
wetlands and deep -water habitats of the United States U S Fish and Wildlife Service
FWS/OBS-79/31
Federal Register July 13, 1994 Changes in hydnc soils of the United States
Federal Register September 18, 2002 Hydnc sods of the United States
Hurt, G W , and L M Vasilas, editors Version 6 0, 2006 Field indicators of hydric sods
in the United States
is Soil
Research Council 1995 Wetlands Characteristics and boundaries
Sod Survey Division Staff 1993 Soil survey manual Sod Conservation Service U S
Department of Agriculture Handbook 18 http //sods usda gov/
Soil Survey Staff 1999 Sod taxonomy A basic system of soil classification for making
and interpreting sod surveys 2nd edition Natural Resources Conservation Service
U S Department of Agriculture Handbook 436 http //soils usda gov/
Sod Survey Staff 2006 Keys to sod taxonomy 10th edition U S Department of
Agriculture, Natural Resources Conservation Service http //sods usda gov/
Teter, R W , Jr 1985 Wetlands of Delaware U S Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section
United States Army Corps of Engineers, Environmental Laboratory 1987 Corps of
Engineers wetlands delineation manual Waterways Experiment Station Technical
Report Y-87-1
United States Department of Agriculture, Natural Resources Conservation Service
National forestry manual http //soils usda gov/
United States Department of Agriculture, Natural Resources Conservation Service
National range and pasture handbook http //www glti nres usda gov/
United States Department of Agriculture, Natural Resources Conservation Service
National soil survey handbook, title 430-VI http //sods usda gov/
United States Department of Agriculture, Natural Resources Conservation Service
• 2006 Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin U S Department of Agriculture Handbook 296
http //soils usda gov/
13

Custom Sod Resource Report
• United States Department of Agriculture, Soil Conservation Service 1961 Land
capability classification U S Department of Agriculture Handbook 210
•
14

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3243
15
205
171
1138
0000
443
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006
008
004
20
016
002
018
3261
3350
089
1
3D 84
3184
3243
15
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55
1138
0000
256
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1/22/2013

• EC ��
Margate Jefferson
FROM
TO
AREA
IMH(cc)MEA
TOTAL
lac
LIMN
CAIMH
CA.—
NUT
TIME
(min)
MO PIPE
TIME
(min)
TOTAL Tic)(min)
TOTE OF
CONIC
(min)
DESUN
TIME
(Inn)
gRENSR
VgNM1Q
OIMh
(l"d
OtWI
(AQ
SLOPE
OIM1ee.
(In)
BQE pn)
15-min
mml
n
VM1dI
(Nwc)
LENGTH
NG
ELEV
OUPT
TOP
ELEV
NUT
MEW
ELEV
OUTLET
TOP
ELEV
OUTLET
MEW
Roo
30
028
028
OPo
015
015
1D
015
low
low
1000
]30
I00
100
0]5%
a0
Is
RLP
d0
AB.BT
I0150
31
0W
030
OPo00202]
ID
Od0
1015
1015
1015
]20
Ofd
fad
OBBIS
RLP
/BB
115
d0150
N011
40350
Ja]/221
23
OPt
0]]
0a0
003
030
10
010
10/0
10/0
10 /0
]10
021
213
23]%
0/
15
RCP
013
00
dW 50
JWR
Ja550
3Ba4
23
2l
042
D]5
0as10ufe10501050
2]0
4as
OW%
f/e
15
RCP
d0a
d0
3d050
18512
d0250
NSOB
3]
2a
O10
O85
OPo
OOa
0]]
1D
D23
tOR
10 ]2
tOR
]10
09/
Sit]
0]0%
151
IS
RLP
M001345]
//2
Po
M250
]aLW
din 42
IW5
30
09
OS1
0Po
02D
02D
10
034
low
low
1003
]YO
iH
IH
041%
101
15
RCP
338
OS
40050
403SO
40]42
/031224
Y
OW
DOO
DPo
0.
ow
10
013
low
1003
1003
7M
050
Se
O50%
eB
IS
RCP
3]3
28
403 Ba
AaaO
402 Ba
]W ]aam
114
ON
ON
103
10
04D
1so
1085
tOBS042
]21
O50%
f]8
1B
RLP
421
100
40i 42
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2]
22
011
oil
ON
010
010
10
050
100]
100]
low
]20
0]2
0II
040%
TB
15
RCP
33d
112
3a850
3a350
3a25D
39306
29
ON
oil
ON
0.
oID
10
048
1059
1058
1059
]10
aC0
O]1
040%
TB
15
RCP
33/
Ga
3aa50
Jai BS
50
3a'.
3a25T
EXPLANATION OF COLUMN HEADINGS
From
Inlet from SMich the pipe is exiling
To
Inlet to wtlich Me pipe is entenng
Area mdw Jac)
Incremental area for Me From inlet
Total Area (so)
Total area in the system up to this poml
C indw
IndwslualrunoffooleficlenL C value for From inlet
CAmd,v
C%Afor From Inlet
CA sum
CA indiv + CA aum from previous stretch
Inlet Time (min)
Time for water in watershed to reach inlet 10 min inlet hire assumed for this area
Ind Rpe Time (min)
Segment Time for paidcular sacDon of pipe
IPT=LengMNelgaty/60
Total T(c) (min)
Time for water in previous pipe to reach inlet in question (the From inlet)
Pipe Time = Inlet time + Segment time
Time of Conic (min)
The mawmum amount of time behWen (Inlet time + Rpe Time) and Pipe Time
Intensity (m1n)
The intensity for Me design year sown (in this case a 10 min duration 10 yr storm was used)
Omdiv (ofs)
The amount of flow into the inlet
O=CAmMv 1=(CAmdw Intensity)
D total (of$)
The amount of total flow in Me pipe section
Slope(fVM
Longitudinal Slope of pipe section
DM. (in)
The Macrebul pipe sure required t0 handle the Discharge
D (theo) =16 (0 n/sgQslope))" 375
Size (in
Nexlavailablestandard size (15 min)
me0
Rpe Material
o
n value for pipe roughness
V full Ilya)
Velocity of pipe low (assuming full Box)
V futl = (1 49/n) (D/48)•(2/4) (sgrdslope))
Length (ft)
Length of pips
Elev Inlet Top
Top Elevation of Inlet
Elev Inlet Invert
The invert elevahan of the pipe at the exiling inlet (mv out)
Bev Outlet Top
Top Elevation of Outlet
Elev Outlet Invert
The invert elevation of the pipe at the entenng inlet Onv in)
Lower Invert =Upper Invert Slope Length
SAMPLE CALCULATIONS (pipe segment 20 to 21)
20
21
=002so
= 30
= 90
=090 002=018=02
�25, 02=027
= 10 min
=116 14 89 h/sec / 80 = 0 40 min
=10 15 min
=10 15 min
= ] 20 imlir
=02] ]20 inmr=014 cis
=180-014=194 ofs
=086%
=16 (194 013/(sort(0086)' 3T5=9Jim
=15m
=RCP
=0 013
=(194/013) (15/48)A(2/3) (sgif(0086))=489Ns
=116ft
= 401 50
= 398 42
= 400 50
=39842 00086 116=39742
EL Sample Ca.

• Margate Jefferson
EC H*Ia Col.
M INLET
M INLET
JUNCT 4
OUTLET
ELEVATION
OUTLET
0RD
OUTLET
W5ELEV
D(In)
D(ch)
L(R)
K
$1
VI.II
OUTLET
(fall
VNII
INLET
(N.)
HEAD
LOSSES
INLET
WS
ELEV
RIM ELEV
DIFF
NI(FrlNan
Lex.l
He
(on Loin
H. *toOR
(o Lwn.)
Charlie le
tllnNon
of flow
arp)
N for Hb
Hbetand
L.
10(TOtal
Lusl
40
37011
37171
37171
24
3485
1%
2451
0020
21 01
1021
361
171
057
%
055
089
681
37852
39032
1180
38
38661
W21
3%21
24
2825
52
2451
0013
1021
7"
0%
040
032
%
055
050
191
39012
39443
431
36
UT75
389M
39012
24
23M
112
2451
0ON
7"
6%
102
023
024
55
047
032
181
39193
39)33
540
N
38911
39071
39193
24
M03
140
2451
0007
6%
457
093
017
011
0
070
023
145
39330
40298
9%
33
39040
392W
MW
24
1278
B4
2451
0003
457
395
023
0%
0%
15
010
002
042
39300
no 67
487
32
J%84
3W dd
393%
24
938
140
2451
00m
395
412
021
006
009
15
010
003
0W
39118
397W
332
29
M20t
39301
39118
15
231
]6
]0
0W1
412
JJ4
0%
O 1
000
20
016
003
020
31 2
11Mil
3%
28
M25]
3%5)
3%42
15
0)1
%
]0
0000
33d
JJ4
OOt
001
006
BO
Oas
Ot0
021
39d 63
3%50
48)
2)
I Ju
I 39l OS
I 39l 63
1 15
1 0)2
I 112
I ]0
I 0000
I 33d
I am
I
001
I 000
I 0
I 000
OIXI
0%
391%
39a50
102
UPLANATION OF COLUMN HEADINGS
SAMPLE CALCULATIONS junction 34)
Inlet or Junction R
The inlet o junction examined
34
Outlet Eievabon
The elevation of the outlet and of the pipe from the inlet or function
= 389 11
Cattle +0 SO
Assume the pipe is 80%full
a38911+0824112=39071
Outlet+08D=Outlet Elevabon+O8O Diameter of pipe(Dy12
Outlet W S Elevaton
Outlet Water Surface Elevation
= 391 93
Outlet WS Elev= Maximum of(Oudet+08 D)or the (inlet W S Elea) from the upstream pipe
D (in)
Pipe Diameter of downstream pipe
= 24 m
O (cis)
Discharge of water entering inlet or )unction from pipes and catch basin
= 20 03 cis
L(R)
Length of pipe exiting the inlet or function
=140It
K
Constant value for friction slope based on pipe diameter
= 2451 for 24 in pipe
K=1486/n Area (hyd radius)A2/3
Sf
Friction Slope
=(200312451)A2=0007
Sf = (OIK)A2
Vfull Outlet (fps)
Velocity of water leaving the inlet or junction
= 6 66 fbs
Wall Inlet (fps)
Velocity of water entering the inlet or junction
= 4 57 his
Hf
Friction Loss Loss due to flew in the pipe
= 140 007 = 0 93
Hf=L Sf
He
Conbacbon Loss Loss due to c Vachon of flow at inlet of outflow pipe
= 0 25 6 6612/2 g = 0 17
He=025 (Viull outlet-W2 g)
He
Expansion Loss Loss due to expansion of flow, into Me junchon or inlet (primary inflow, tine)
= 0 35 4 57A212 g = 0 l l
He = 0 35 (Vfull inletA212 g)
Change in direction of flow
Change in angle of primary flow line
=95 degrees
K for Hb
Constant based on change in pipe flow for calculating bend loss
= 0 70
C%lstant vanes depending on change in angle of primary flaw, line
Hb
Bend Loss Loss due to change in direcbon of flow
= 0 70 (4 57A2/(2 32 2)) = 0 23
Hb=K (VoA2/2322)
Ht
Total Loss The sum of Fnction contraction expansion and bend losses
= 0 93+ 017+0 11+0 23 = 145
Inlet W S Elev
Inlet water surface elevation
= 391 93 + 1 45 = 393 38
Inlet W S Elea, = Outlet W S Elev + Ht
Rom Elea
Top elevation of the inlet W junction
= 402 98
DO
Distance from Water elevation to top of inlet
= 402 98 393 38 = 9 60
Difl= Rim Elev InletW S elev
Nome li% paraur. wepwarmm ncooT aid wi eNi
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e r Date Filed 5/17/2012 8 38 00 AM
CDA79 (50) Business Corporation North Carolina Annual Rf Elaine F Marshall
North Carolina Secretary of State
11 22 10
This report may be filed online at the Secretary of State website www sos Wlt 7 1 d'i OM 79;
Name of Business Corporation AUTUMN CORPORATION
Fiscal Year Ending 09/30/11 Slate of Incorporation NC
htanlh / Day / Year
Secretary of State ID Number 0008051
OI hereby certify that an annual report completed in its entirety has been submitted and the information requested below (required by
NCGS 5 16 22) has not changed and is therefore complete
Nature of Business
Registered Agent
Registered Office Mailing Address
County City State Zip Code
Registered Office Street Address
County City State Zip Code
Signature of New Registered Agent
(SpnaNre constitutes cmxnl to the appointment)
Principal Office Telephone Number
Principal Office Mailing Address
City State Zip Code
Principal Office Street Address
City, State Zip Code
Name Title and Business Address of Principal Officers
Name
Tifie
Address
City
State
Zip
Name
Title
Address
City
State
Zip
Name
Title
Address
City
State
Zip
Certification of annual report (must be cam[ea by an business [.orporauons)
,w. \yI 1P �4-4.-1a
TSlpnalura (Fain rtAll by an I wipomtim) Date
Type or Print Name Title
NCCZ0501 1221/10