SW8111105_HISTORICAL FILE_20111114 (2)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 \\\\05
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
201\ \M
YYYYMMDD

NCDENR
North Carolina Department of Environment and Natural Resources
Beverly Eaves Perdue
Governor
November 14, 2011
Division of Water Quality
Coleen H. Sullins
Director -
Ms. Connie W. Powell, Member/Manager
Limpopo, LLC
PO Box 411
Shallotte, NC 28459
Subject: State Stormwater Management Permit No. SW8111105
Brunswick Funeral Services
High Density Commercial Wet Detention Pond Project
Brunswick County
Dear Ms. Powell
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Brunswick
Funeral Services on November 7, 2011. Staff review of the plans and specifications has determined that the project,
as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and Session Law
2008.211. We are forwarding Permit No. SW8111105 dated November 14, 2011, for the construction, operation and
maintenance of the BMP's and built -upon areas associated with the subject project.
This permit shall be effective from the date of issuance until November 14, 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 150B of the North Carolina General Statutes, and must be riled 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 riling
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. You should contact the OAH with all questions regarding the filing fee and/or the details of
the filing process. The mailing address, telephone and fax numbers for the Office of Administrative Hearings are:
6714 Mail Service Center, Raleigh, NC 27699-6714. Telephone [phone]. FAX [phone].
If you have any questions, or need additional information concerning this matter, please contact Kelly Johnson, at
[phone].
Sincer ly,
For Colleen Sullins, Director
Division of Water Quality
GDS/ kpj: S:1WQS1StormwaterlPermits & Projects1201fill 11105 HD12011 11 permit 111105
cc: Phil Norris, PE, Norris & Tunstall Consulting Engineers, PC
Inspector, Brunswick County Building Inspections
Brunswick County Engineering
Division of Coastal Management
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] Customer Service: 1-877-623-6748
Internet: viw,v.nclyaterquality.org
An Equal Opportunity 1Alrumative Action Employer
Nne
orthCarolina
Naturally

State Stormwater Management Systems
Permit No. SW8 111105
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL 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
Limpopo, LLC
Brunswick Funeral Services
3479 Southport -Supply Rd SE, Southport, Brunswick County
FOR THE
construction, operation and maintenance of one (1)wet detention pond(s) in compliance with
the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter collectively
referred to as the "stormwater rules') 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 November 14, 2021, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
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 1.8 on page 3 of this permit. The stormwater control has been
designed to handle the runoff from 55,000 square feet of impervious area. OR The
stormwater controls labeled Drainage Area 1 have been designed to handle the runoff
from 55,000 square feet of built -upon area.
3. A 50' wide vegetative buffer must be provided adjacent surface waters, measured
horizontally from and perpendicular to the normal pool of impounded structures, the
top of bank of both sides of streams and rivers and the mean high water line of tidal
waters.
4. The tract will be limited to the amount of built -upon area indicated on page 3 of this
permit, and per approved plans. The built -upon area for the future development is
limited to 7,357 square feet which is included in the 55, 000 square feet of total
impervious area.
5. 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.
6. The runoff from all built -upon area within the permitted drainage area(s) of this project
must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 111105
7. The following design criteria have been provided in the wet detention pond and must
be maintained at design condition:
a. Drainage Area, acres:
1.86
Onsite, ft':
81,200
Offsite, ft:
0
b. Total Impervious Surfaces, W:
55,000
Onsite, ft':
55,000
offsite, fe:
0
c. Design Storm:
1.5
d. Average Pond Design Depth, ft:
3.00
e. TSS Removal Efficiency:
90%
f. Permanent Pool Elevation, fmsl:
49.00
g. Permanent Pool Surface Area, ft':
7,438
h.
Temporary Storage Elevation, fmsl:
49.80
i.
Controlling Orifice 0 Pipe, in:
1.5
j.
Fountain Horsepower, hp:
N/A
k.
Permitted Forebay Volume, ft3:
4,013
I.
Permitted Storage Volume, ft3:
7,131
m.
Pre -development 1 yr 24 hr peak flow, cfs:
0.54
n.
Post -development 1 yr 24 hr peak flow, cfs:
0.03
(orifice flowrote)
o.
Seasonal High Water Table, FMSL:
49.28
p.
Time to Draw Down Storage Volume, day:
2.64
q.
Receiving Stream/River Basin:
UT of Beaver Dam
Swamp
r.
Stream Index Number:
15-25-1-12-3
s.
Classification of Water Body:
C: Sw
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety, vegetated
and operational for Its Intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall, at all times, provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency. The signed
and approved Operation and Maintenance Agreement 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 re -vegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow spreader,
catch basins and piping.
g. Access to the outlet structure must be available at all times.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 111105
4. 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.
5. Decorative spray fountains will not be allowed for this pond because the permanent
pool volume is less than 30,000 cubic feet.
6. The facilities shall be constructed as shown on the approved plans. This permit shall
become void unless the facilities are constructed in accordance with the conditions of
this permit, the approved plans and specifications, and other supporting data.
Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications,
and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
8. 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.
9. Access to the stormwater facilities for inspection and maintenance shall be maintained
via appropriate recorded easements at all times.
10. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further development, subdivision, acquisition, lease or sale of any, 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.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. Prior to the construction of any permitted future areas shown on the approved plans,
the permittee shall submit final site layout and grading plans to the Division for
approval.
12. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in
the notice, the permittee shall submit a written time schedule to the Director for
modifying the site to meet minimum requirements. The permittee shall provide copies
of revised plans and certification in writing to the Director that the changes have been
made.
13. Approved plans and specifications for this project are incorporated by reference and
are enforceable parts of the permit. A copy of the approved plans and specifications
shall be maintained on file by the Permittee at all times.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 111105
III. GENERAL CONDITIONS
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 mailing address change, the permittee
must submit a completed and signed Name/Ownership Change Form to the Division
of Water Quality, accompanied by the supporting documentation as listed on the form.
The approval of this request will be considered on its merits and may or may not be
approved.
The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request. Neither the sale of the project in whole
or in part, nor the conveyance of common area to a third party constitutes an
approved transfer of the stormwater permit.
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) having jurisdiction.
In the event that the facilities fail to perform satisfactorily, 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.
The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
The permit remains in force and effect until modified, revoked, terminated or renewed.
The permit may be modified, revoked and reissued or terminated for cause. The filing
of a request for a permit modification, revocation and re -issuance or termination does
not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit. The renewal request must include the appropriate
documentation and the processing fee.
Permit issued this the 14`h day of November 2011.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 111105
Brunswick Funeral Services
Stormwater Permit No. SW8 111105
Brunswick Countv
Designer's Certification
I, , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best
of my abilities, due care and diligence was used in the observation of the project construction
such that the construction was observed to be built within substantial compliance and intent
of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 111105
Certification Requirements:
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 project 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 outlet structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
11. The permitted amounts of surface area and/or 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, such as a vegetated shelf, and a
forebay.
15. The required system dimensions are provided per the approved plans.
16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
cc: NCDENR-DWQ Regional Office
Inspector, Brunswick County Building Inspections
Page 7 of 7

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M t Plan:
State of North Carolina Nr-4� lm67
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Brunswick Funeral Services
2. Location of Project (street address):
3479 Southport -Supply Road SE
City:Southport County:Brunswick Zip:28469
3. Directions to project (from nearest major intersection):
From intersection of US17 and NC 211 take NC 211 towards Southport Site is 9.1 miles on the right.
4. Latitude:33° 69' 10" N Longitude:78° 07' 16" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: []Not Started ❑Partially Completed* ❑ Completed* "provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
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: 2.0 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:
RECEIVED
NOV 0 7 2011
BY:
Form SWU-101 Version 07Jun2010 Page I of

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization: Limpopo LLC
Signing Official & Title:Connie W. PowellMember/Manager
b.Contact information for person listed in item la above:
Street Address:5229 Ocean Highway West
City:Shallotte State:NC Zip:28470
Mailing Address (if applicable):P.O. Box 411
City:Shallotte State:NC Zip:28459
Phone: [phone] Fax: ( ) N/A
Email:N/A
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/1
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:_
City:
Mailing Address
Phone:
State:
Fax: ( )
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:Norris & Tunstall Consulting Engineers P.C.
Signing Official & Title:I Phillip Norris P.E.
b.Contact information for person listed in item 3a above:
Mailing Address:1127 Floral Parkway, Suite 400
City:Wilmington State:NC Zip:28403
Phone: [phone]
Emaii:[e-mail]
Fax: (910 ) 287-5902
4. Local jurisdiction for building permits: Brunswick County
Point of Contact:Delaney Aycock Phone #: [phone]
Form SWU-101 Version 07Jun2010 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Wet Detention Pond at 90% TSS removal
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 drains to the Lumber River basin.
4. Total Property Area: 2.28 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+:2.28 acres
Total project area shall be calculated to exclude the following: the normal yool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NM line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) lute. The resultant prcr ect area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 67.73 %
9. How many drainage areas does the project have?l (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area
Drainage Area
Drainage Area
Receiving Stream Name
UT of Beaver
Dam Swann
Stream Class *
C;SW
Stream Index Number *
15-25-1-12-3
Total Drainage Area (so
81200
On -site Drainage Area (sf)
1 81200
Off -site Drainage Area (so
0
Proposed Impervious Area** (so
55000
% Impervious Area** total
67.73
Impervious" Surface Area
Drainage Area 1
Drainage Area _
Drainage Area _
Drainage Area _
On -site Buildings/Lots (so
7250
On -site Streets (so
37977
On -site Parking (so
On -site Sidewalks (so
2416
Other on -site (so
0
Future (so
7357
BY;
Off -site (so
0
Existing BUA*** (so
0
Total (so:
55000
Stream Class and Index Number can be determined at: kitty://portal.)icderrr.org/webAvq&slcsu/classificatio)is
"* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 07Jun2010 Page 3 of

'Report only that amou tit of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from ham://portaLncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from httl2://portal.ncdenr.org/web/wq/`­ws/su/statesw/­forms dots. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/ web/ w(i / ws/ so / statesw/ forms- docs.
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 VII below)
3. Original of the applicable 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 drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
It. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend. R
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tiI'•'_
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished Floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
in. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
Form SWU-101 Version 07Jun2010 Page 4 of
NOV 0 9 2011

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"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHW7' prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 3161 Page No: 0367
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 21-1.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
h"://www.secretary.state.nc.us/Corl?orations/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•//portalmcdem.org/ web/ wq/ wsZsu/statesw/ forms does. 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 fors 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.
Vill. 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:] Phillip Norris P.E.
Consulting Firm: Norris & Tunstall Consulting Engineers P.C.
Mailing Address:1'127 Floral Parkway Suite 400
City:Wilmington State:NC Zip:28403
Phone: [phone]
Email:[e-mail]
Fax: (910 ) 287-5902
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) 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, item la) with (print or type name of organization listed in
Contact Information, item 1a) 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.
Nov 0 9 2011
Form SWU-101 Version 07Jun2010 Page 5 of

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
I,
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
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a) Connie W. Powell /Limo, LLC
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, SL 2006-246 (Ph. U - Post Construction) or SL 2008-211.
Signature: 1rJ %�%. Date: Y /9-//
I, M it ltao 1 f Fu l woo ri a Notary Public for the State of A/erc rtF daRAWR.. County of
rdlGrLlli6[Uff 4i . do hereby certify that &nAtC. 4J, to r.tell personally appeared
before me this LLday of 9gpt(t mApW , Aott and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires 6 - If- l 6
Form SWU-101 Version 07Jun2010 Page 6 of 6
7NOV L720"il
BY:_

Johnson
From: Phil Norris [[e-mail]]
Sent: Monday, November 14, 2011 1:40 PM
To: Johnson, Kelly
Subject: RE: Brunswick Funeral Services
Kelly,
The driveways beyond the property line should not be in the drainage area.
Phil
From: Johnson, Kellyfmailto:kelly.p.iohnsonCcbncdenr.00vl
Sent: Monday, November 14, 2011 10:44 AM
To: Phil Norris
Subject: Brunswick Funeral Services
Phil,
This is a fairly easy one. I just want to double check the DA map. It includes both "driveway' areas which are outside of
the project area's bearing/distance lines but the application does not list offsite area? Should the application show
offsite area or should those driveway areas be excluded from the drainage area?
Thanks,
KJ
*** My email has changed to kelly.p.[[e-mail]
KeL Lliohvt,sovu
Kelly Johnson
Environmental Engineer
Division of Water Quality
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Office: 910.796.7331
Fax: [phone]
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
No virus Iound in this message.
Checked by AVG - www.avg.coni
Version: 2012.0.1869 / Virus Database: 2092/4616 - Release Date: 11/14/1 1
1

Comrpleteness..Review Checklist
Project Name: yNlswlck TUA`I Qf li r-f�2VtCFG Received Date:
Project Location: vo9wlC1L �=ro:A2T Accepted Date: �t
Rule(s) 008 Coastal �1995 Coastal1:1 Phase II (WiRO) Universal El1988 Coastal
(Type of Permit: \Newt or Mod or PR (Existing Permit # (Mod or PR): nPE Cert on File?
Density: (HD) or LD
Type: Commercial ) or
Residential
"NCG:
%: (00. e % 00)
Stream Class:
�SA Map
�Offsite to SW8
Subdivided?: Subdivision
or Single Lot ---------
II IORW Mao
nExemot
Paperwork
D-U'pplement(s) (1 original per BMP) BMP Type(s): g67o DOM (-)
00,9 M with correct/original signatures (1 original per BMP except LS/VFS and swoles)
EDAAp liccation with correct/original signatures
E2orp or LLC: Sig. Auth. per SoS or letter Note to Reviewer'
F—,[�505 (within 6mo)
ID""Is Report with SHWT
Calculations (signed/sealed)
E]No obvious errors
msity includes common areas, etc
Restrictions, if subdivided:
"Signed & Notarized
11 Correct Template (Comm/Res & HD/LD) or Dec. Covenants & Rest.
Plans
Eisets
Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Grading
Wetlands: Delineated or No Wetlands
Vicinity Map
Layout (proposed BUA dimensions)
Legend
DA Maps El Project Boundaries
Infiltration
Wet Pond
Offsite
Soils Report
Soils Report
F :1PE Cert for Mas Lot #:
SHW
SHWT:
Dee st for Master Lot # Matches Master
ottom:
PP:
B Permitted (Master): sf
Visited:
BUA Proposed (Offsite): sf
Additional Information:
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)
Permitted
Proposed: Proposed: Proposed:
A0,

902 Market Street
Wilmington, NC 28401
[phone]
[phone] Fax
John S. Tunstall, PE.
November 3, 2011
Norris & Tunstall
Consulting Engineers, P.C.
Ms. Jo Casmer
NC DENR / Division of Water Quality
Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: State Stormwater Permit Submittal
Brunswick Funeral Services BY;,
Brunswick County, NC
N&T Project No. 11057
Dear Ms. Casmer:
1429 Ash -Little River Road
Ash, NC 28420
[phone]
[phone] Fax
J. Phillip Norris, P.E.
NOV 0 7 P011
Enclosed are two (2) sets of plans for the above referenced project, which include the
drainage area plans, one (1) set of calculations, one (1) copy of the stormwater
narrative, one (1) USGS map, one (1) copy of the soils / infiltration system report, one
(1) copy of the deed, one (1) copy of the Articles of Organization, the original Division of
Water Quality Stormwater Management Permit application, the original SW-401 Wet
Detention Basin Supplement form, the original Wet Detention Basin Operation and
Maintenance Agreement and a $505.00 check for the permit review fee.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,
NORRIS & TUNSTALL
CONSULTING ENGINEERS,
JPN/neh
11057 11-03-11 -s-sw-Itr
Enclosures
cc: Ms. Connie Powell / Limpopo, LLC
NC License No. C-3641

STORMWATER SYSTEM & EROSION CONTROL NARRATIVE
BRUNSWICK FUNERAL SERVICES
Brunswick County, North Carolina
For
Limpopo, LLC
P.O. Box 411
Shallotte, NC 28459
[phone]
ItL1E�:j�l V D
NOV 0 7 2011
i
November 2011 BY:_-----
Prepared by:
NORRIS & TUNSTALL CONSULTING ENGINEERS, P.C.
1127 Floral Parkway, Suite 400
Wilmington, North Carolina 28403
[phone]
[phone] (Fax)
License # C-3641
N&T Project No. 11057

NARRATIVE
DESCRIPTION:
The project site is a 2.28 acre tract located Brunswick County. The soils of the
site consist of moderately wooded, dark grey fine sand and grades ranging from 0.5% to
0%. Approximately 2 acres will be graded to allow construction of a funeral home with
paved parking and paved access. The runoff from the site is estimated using the SCS
peak discharge method 10-year design storm and rainfall data for the area.
Construction is scheduled to begin as soon as all permits and approvals are obtained.
The project consists of a one story building to be used for funeral services.
Approximately 2 acres will be disturbed and 1.26 acres (67.7%) will be covered by
impervious surfaces.
EROSION CONTROL MEASURES:
The attached plans and specifications outline the requirements for erosion
control measures. Silt fencing will be provided along each side of the entrance drive
where stormwater would be expected to sheet flow from disturbed areas directly to
adjacent property. Gravel check dams will not be provided unless the Contractor has to
temporarily discharge into an open ditch instead of the proposed storm drain outfall.
The detention pond will be used as a silt basin during construction and restored to its
design contours prior to completion. A gravel construction entrance will be constructed
at the existing gravel driveway entrance at NC 211 (Southport -Supply Road).
Maintenance will be provided by the grading contractor and developer.
STORMWATER MANAGEMENT MEASURES:
The project site is located in Brunswick County. Land disturbing on the site will
exceed one acre, which requires the site to comply with the State and County
Regulations. The stormwater runoff from the development will be directed to the wet
detention pond. The stormwater detention pond was designed to accommodate this
site at 67.7% impervious area lot coverage.
CONSTRUCTION SEQUENCE:
The Contractor will install the gravel construction entrance and silt fence prior to
beginning any clearing and grading operations. Additional silt fence will be installed
when and if conditions warrant during construction. The detention pond/silt basin will be
constructed immediately after that portion of the site is cleared, and outlet structure with
protection will be installed. Disturbed areas will be landscaped or seeded upon
completion.

EROSION CONTROL NOTES AND MAINTENANCE PLAN
1. All erosion and sediment control measures will be checked for stability and
operation following every runoff -producing rainfall, but in no case, less than once
every week and within 24 hours of every half -inch rainfall.
2. All points of egress will have construction entrances that will be periodically top -
dressed with an additional 2 inches of #4 stone to maintain proper depth. They
will be maintained in a condition to prevent mud or sediment from leaving the
site. Immediately remove objectionable material spilled washed or tracked onto
the construction entrance or roadways.
3. Sediment will be removed from hardware cloth and gravel inlet protection, block
and gravel inlet protection, rock doughnut inlet protection and rock pipe inlet
protection when the designed storage capacity has been half filled with sediment.
Rock will be cleaned or replaced when the sediment pool no longer drains as
designed. Debris will be removed from the rock and hardware cloth to allow
proper drainage. Silt sacks will be emptied once a week and after every rain
event. Sediment will be removed from around beaver dams, dandy sacks and
socks once a week and after every rain event.
4. Diversion ditches will be cleaned out immediately to remove sediment or
obstructions from the flow area. The diversion ridges will also be repaired.
Swales must be temporarily stabilized within 21 calendar days of cease of any
phase of activity associated with a swale.
5. Sediment will be removed from behind the sediment fence when it becomes half
filled. The sediment fence will be repaired as necessary to maintain a barrier.
Stakes must be steel. Stake spacing will be 6 feet max. with the use of extra
strength fabric, without wire backing. Stake spacing will be 8 feet max. when
standard strength fabric and wire backing are used. If rock filters are designed at
low points in the sediment fence, the rock will be repaired or replaced if it
becomes half -full of sediment, no longer drains as designed or is damaged.
6. Sediment will be removed from the sediment basin when the design storage
capacity has been half filled with sediment. Rock will be cleaned or replaced
when the sediment pool no longer drains or if the rock is dislodged. Floating
skimmers will be inspected weekly and will be kept clean.
Land Quality Requires:
7. All seeded areas will be fertilized, reseeded as necessary and mulched
according to specifications in the vegetative plan to maintain a vigorous, dense
vegetative cover. All slopes will be stabilized within 21 calendar days. All other
areas will be stabilized within 15 working days.
Water Quality Requires:

8. All seeded areas will be fertilized, reseeded as necessary and mulched
according to specifications in the vegetative plan to maintain a vigorous, dense
vegetative cover. All perimeter dikes, swales, ditches, perimeter slopes, all
slopes steeper than 3' horizontal to 1' vertical (3:1) and all high quality water
(HQW) zones shall be provided temporary or permanent stabilization with ground
cover as soon as practicable but in any event within seven (7) calendar days
from the last land -disturbing activity. All other disturbed areas shall be provided
temporary or permanent stabilization with ground cover as soon as practicable
but in any event within fourteen (14) calendar days from the last land -disturbing
activity.
9. Flocculants will be used to address turbidity issues. The pumps, tanks, hoses
and inject systems will be checked for problems or turbid discharges daily.
10. Basin outlet structures and skimmers shall withdraw water from the surface

SECTION 02920
SOIL EROSION AND SEDIMENTATION CONTROL
1. GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to
prevent the erosion of soil and the sedimentation of streams, lakes, reservoirs, other water
impoundments, ground surfaces, or other property as required by State and Local
regulations.
1.2 The Contractor shall install all required silt fences, and construction entrances at
the initiation of work, and have these measures reviewed and approved by the local permit
authority prior to clearing and grading operations.
1.3 The Contractor shall, within 21 days of suspension or completion of land
disturbing activities, provide permanent protective covering for disturbed areas.
Temporary and permanent erosion control measures shall be coordinated to assure
economical, effective, and continuous erosion and siltation control throughout the
construction and post -construction period. Use the specified seed for both temporary and
permanent seeding.
2. PRODUCTS
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion
2.2 Fertilizer shall be 10-10-10 grade or equivalent
2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10
percent magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other
suitable material free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping
Red Fescue, and 24% Annual Rye grain. Bermuda seed shall be hulled for warm weather
planting and unhulled for cool weather planting. Purity of seed shall be a minimum of 98
percent and germination shall be a minimum of 85 percent.
2.7 Silt fence shall consist of NCDOT Class A fabric supported by metal posts spaced
not more than 6 feet on center. The bottom of the fabric shall be buried a minimum of 6
inches.
2.8 Gravel for check dams shall be #57 washed stone
2.9 Aggregate for construction entrance shall be #4 washed stone

2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B
as shown.
3. EXECUTION
3.1 General: Take every practicable measure during construction or suspension to
work to minimize erosion and siltation. Measures should include good construction
practices, temporary physical barriers to sediment travel, settling basins for new ditches,
and establishment of vegetative cover.
3.2 Construction Practices
3.2.1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade all cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise
shown or directed.
3.3 Temporary Physical Barriers are required where sedimentation on off site
property or excessive erosion is a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive
erosion and for protection of seedbeds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1000 square feet
and wood chips at a rate of 500 pounds per 1000 square feet. Jute and mesh
should be installed as per manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000
gallons per acre. Asphalt emulsion used for anchoring straw should be applied
at a rate of 150 gallons per ton of straw.
3.3.2 Silt Fences shall be used at the base of slopes to restrict movement of sediment
from the site. Clean silt fence of accumulated sediment after each rainfall event or
when it exceeds a depth of 0.5 feet above natural grade.
3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales, shall
consist of Class A or Class B erosion control stone at minimum two feet high and three
feet thick across the watercourse, with a one foot thick layer of gravel on upstream side.
Remove sediment if accumulated to a depth of 1.0 feet at upstream face.
3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all
unpaved areas disturbed by the work.

3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4
inches and until a firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous
and fertilizer shall be applied during the scarification process in accordance with the
following rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1000 square feet
Fertilizer: 17 pounds per 1000 square feet
3.4.2 Seeding: Disturbed areas shall be seeded with 2 to 3 pounds per 1000 square
feet of the specified seed mixture. Seed shall be worked into the bed to a depth of 1/4
inch. Regrade and seed eroded areas immediately
3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored
as specified hereinbefore. Reapply as necessary to retain cover until grass is established.
3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long
by 6 inches thick at each entrance to the site used by construction vehicles, until such time
as the permanent roadway is constructed. Remove soil if accumulated to a depth greater
than 0.5 inches.
3.6 Maintenance: The Owner and Contractor shall be responsible for maintaining all
temporary and permanent erosion control measures. Temporary structures shall be
maintained until such time as vegetation is firmly established in the area protected by
the structure. Permanent streambank protection and grassed areas shall be maintained
until completion of the project. Areas that fail to show a suitable stand of grass or which
are damaged by erosion shall be immediately repaired.
END OF SECTION

Date,
Design
Norris & Tunstall Wilmington, NC
Sheet
Consulting Engineers, P.C. Brunswick County, NC
of
Check
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NORRIS TUNSTALL
CONSULTING ENGINEERS, INC.
10/24/2011
WET DETENTION BASIN CALCULATIONS
Proiect Name: Limpopo Site _ N&T No: 17057
Contact Person: J. Phillip Norris P.E. Phone: 910( ) 343-9653
For projects with multiple basins, specify which basin this worksheet applies to: DA # : 1
1-year,24-hour rain event, D, Yr
TSS Removal Rate
Drainage Area, DA =
Pre-existing Impervious Area =
Pre-existing Overall % Impervious, 1, _
Proposed Impervious Area =
Post Development Pervious Area =
Post Development Overall % Impervious
City Units Notes:
3.70 inches
90.00 %
1.88 ac
0.00 ac
0.00 %
1.26 ac
0.62 ac
= 66.99 %
'ilhin 0.5 mile 8 drain to SA waters?
esign Rainfall Depth, D,., =
esign Rainfall Depth, D,YR =
v-Devolpoment Runoff Volume factor, Rv,,, _
3st Devolpoment Runoff Volume factor, Rvp„ t =
5" Post-Dev Runoff Volume, V ,.s-po„=
Yr Pre-Dev Runoff Volume, V ,Yr pr, =
Yr Post-Dev Runoff Volume, V ,Yr p,,, =
squired Storage Volume =
T Elevation
al -Permanent Pool Elevation
al -Permanent Pool surface area
Temporary Pool Elevation
Temporary Pool Surface Area
led Storage Volume =
Volume
1.50
3.70
0.05
0.65
6,700.63
1,265.71
16,528.21
6.700.63
1 49.00 1
7,131.40
USE FIRST 1.5 INCH
Rvpr, = 0.05 + 0.009'Ip„
Rvp,,, = 0.05 + 0.009'Ip,,,
V u-, =3630'D,.S'RvP,,,.DA
V, rr p, = 3630'D, Y; Rvm*DA
V , Yr ,=3630'D, Y,*Rv,,,,*DA
Post Dev. @ 1.5 inch Rainfall Depth
OKI
V > Required V
value - pre -development
value - impervious surface
value post -developed
: = Time of Concentration
:pth @ Tc 8 1-yr = d
tensity Peak, 1 YR= 1
d eevelopment runoff rate (rational method)
rstdevelopment runoff rate (rational method)
0.15
min
inches
in/hr
cfs Q,,,=Cp„ x I x DA
cts Qp,„=Cp,,, x I x DA
0.95
0.69
6.00
0.16
1.92
0.54
2.50
H:\PROJECTS\2011\11057 LIKPOPO, LLC\11057 CALCS\11057 LIMPOPO SITE - DWQ Wet Detention Basin

NORRIS TUNSTALL - 10/24/2011
CONSULTING ENGINEERS, INC.
Combined (Above Normal Pool)
Normal -Permanent Pool
Top of Vegetated Shelf
Temporary Pool -Required State Storage
Top of Pond
Main Pond Volume (Excluding Forebay)
Main Pond Bottom (Volume Ignored)
Sediment Removal
Bottom of Vag Shelf
Normal Pool
y Volume (Excluding Main Pond)
Bottom (Volume Ignored)
nt Removal
Pool
Elevation msl
Area (so
I increm. V c Accum. V
49.00
7,438.00
49.50
9,469.001
,469.00
4,224.25
4,224.25
49.80
9922.05
2,907.15
1 7,131.40
61.00
11,781.00
13,021.80
1 20,153.20
Elevation (nnso
Area (so
I Increm. V (co
Accum. V
40.00
967.00
43.00
48.50
4,481.00
14,982.00
14,982.00
49.00
8 058.00
2,634.25
17,616.25
Elevation msl
Aree (so I Increm. V Accum. V
42.00
223.00
44.00
49.00
1,382.00
4,012.50 4,012.50
anent Pool Volume = Main + Forebay 21,628.75 cf
Pond Volume = Top to Normal + Main to 41,781.95 ct
rent Removal + Forebay to Sediment Removal
Int Forebay Volume: (18 - 22% Required) 18.6% 0
Average Depth & Required Surface Area
Permanent Pool Area 1 7,438.00 Jai
Permanent Volume 21,628.75 Cf
Average Depth 2.91 ft
Rounded Avg Depth = 3.00 ft
SA/DA # from "Green Sheer' of Interpolated values for Coastal Region
SA/DA at specified % impervious & 7.77 ft 90% TSS removal, NO VFS Req.
rounded average depth=
Required Surface Area = 6,379.17 at
Provided Surface Area = 7,438.00 Jf OKI
Drawdown Calculations
Drawdown Orifice:
Avg. Head = 113 of Flood Pool Elev
Cc = Coefficient of Discharge
Drawdown Time =
Internal Diameter =
Drawdown Time =
Internal Diameter =
Avg Internal Diameter =
Design Orifice Diameter =
Design Drawdown rate
,Design Drawdown time
ft
days
s
ft
in
days
s
it
in
in
in OKI
it
cfs
days
0.27
0.80
2.00
172,800
0.14
1.69
5.00
432,000
0.09
1.07
1.38
1.60
0.01
0.03
2.60
H:\PROJECTS\20111,11057 LIKPOPO, LLC\11057 CALCS\11057 LIMPOPO SITE - DWQ Wet Detention Basin

1S
Pre Dev. 2S
Z-POST DA
A4P
NCDENR Pond
SubCat Reach on Link Drainage Diagram for 11057 LIMPOPO STM CALCS
Prepared by Norris & Tunstall Consulting Engineers 10/2412011
HydroCAD0 7.10 s/n 000479 02005 HydroCAD Software Solutions LLC

H:\PROJECTS\2011\11057 LIKPOPO, LLC\11057 CALCS\
11057 LIMPOPO STM CALCS
Prepared by Norris & Tunstall Consulting Engineers
HydroCADS 7,10 s/n 000479 © 2005 HvdroCAD Software Sol
Type 11124-hr 1-yrNCDENR Rainfall=3.70"
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre Dev. Runoff Area=1.880 ac Runoff Depth>1.72"
Tc=5.0 min CN=79 Runoff=3.78 cfs 0.270 of
Subcatchment 2S: YOST DA Runoff Area=1.800 ac Runoff Depth>2.73"
Tc=5.0 min CN=91 Runoff=5.66 cfs 0.409 of
Pond 4P: NCDENR Pond Peak Elev=49.92' Storage=8,322 cf Inflow=5.66 cfs 0.409 of
Primary=2.20 cfs 0.245 of Secondary=0.00 cfs 0.000 of Outflow=2.20 cfs 0.245 of

HAPROJECTS\2011\11057 LIKPOPO, LLC\11057 CALCS\
11057 LIMPOPO STM CALCS Type 111 24-hr 1-yr NCDENR Rainfall=3.70"
Prepared by Norris & Tunstall Consulting Engineers
HydroCADO 7.10 sln 000479 © 2005 HydroCAD Software Solutions LLC 10/24/2011
Subcatchment 1S: Pre Dev.
Runoff = 3.78 cfs @ 12.08 hrs, Volume= 0.270 af, Depth> 1.72"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type III 24-hr 1-yr NCDENR Rainfall=3.70"
Area (ac) CN Description
1.880 79 Woods, Fair, HSG D
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (f /sec) (cfs)
5.0 Direct Entry,
Subcatchment 1S: Pre Dev.
Hydrograph
— RunoH
Type III 24-hr 1-yr NCDENR
Rainfall=3.70"
Runoff Area=1.880 ac
Runoff Volume=0.270 of
Runoff Depth>1.72"
Tc=5.0 min
CN=79
7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hours)

H:\PROJECTS\2011\11057 LIKPOPO, LLC\11057 CALCS\
11057 LIMPOPO STM CALCS Type 11124-hr 1-yr NCDENR Rainfafi=3.70"
Prepared by Norris & Tunstall Consulting Engineers
Subcatchment 2S: ROST DA
Runoff = 5.66 cfs @ 12.07 hrs, Volume= 0.409 af, Depth> 2.73"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type III 24-hr 1-yr NCDENR Rainfall=3.70"
Area (ac) CN Description
1.260 98 Paved parking & roofs
0.540 74 >75% Grass cover, Good, HSG C
1.800 91 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: ROST DA
Hydrograph
Runoff
Type III 24-hr 1-yr NCDENR
5 Rainfal1=3.70
Runoff Area=1.800 ac
Runoff Volume=0.409 of
Runoff Depth>2.73"
LL 3 Tc=5.0 min
CN=91
11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:\PROJECTS12011\11057 LIKPOPO, LLC\11057 CALCS\
11057 LIMPOPO STM CALCS
Prepared by Norris & Tunstall Consulting Engineers
HvdroCAD@ 7.10 s/n 000479 © 2005 HvdroCAD Software Soli
Type 111 24-hr 1-yr NCDENR Rainfall=3.70"
Pond 4P: NCDENR Pond
Inflow Area = 1.800 ac, Inflow Depth > 2.73" for 1-yr NCDENR event
Inflow = 5.66 cfs @ 12.07 hrs, Volume= 0.409 of
Outflow = 2.20 cfs @ 12.31 hrs, Volume= 0.245 af, Atten= 61%, Lag= 14.1 min
Primary = 2.20 cfs @ 12.31 hrs, Volume= 0.245 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 49.92' @ 12.31 hrs Surf.Area= 10,106 sf Storage= 8,322 cf
Flood Elev= 51.00' Surf.Area= 11,781 sf Storage= 20,153 cf
Plug -Flow detention time= 193.7 min calculated for 0.245 of (60% of inflow)
Center -of -Mass det. time= 91.8 min ( 887.7 - 795.9 )
Volume Invert
Avail.Storage Storage Description
#1 49.00'
20,153 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
49.00
7,438
0 0
49.50
9,459
4,224 4,224
49.80
9,922
2,907 7,131
51.00
11,781
13,022 20,153
Device Routing
Invert
Outlet Devices
#1 Primary
47.00'
18.0" x 300.0' long OUTLET CULVERT
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 46.00' S= 0.0033'/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1
49.00'
1.5" Vert. NCDENR ORIFICE C= 0.600
#3 Device 1
49.80'
4.00' x 4.00' Horiz. Top of Box Limited to weir flow C= 0.600
#4 Secondary
50.15'
15.0' long x 20.0' breadth EMERGENCY SPILLWAY
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=2.19 cfs @ 12.31 hrs HW=49.92' (Free Discharge)
t -OUTLET CULVERT (Passes 2.19 cfs of 8.34 cfs potential flow)
2=NCDENR ORIFICE (Orifice Controls 0.05 cfs @ 4.5 fps)
3=Top of Box (Weir Controls 2.13 cfs @ 1.1 fps)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=49.00' (Free Discharge)
=EMERGENCY SPILLWAY ( Controls 0.00 cfs)

H:\PROJECTS12011\11057 LIKPOPO, LL011057 CALCS\
11057 LIMPOPO STM CALCS Type /// 24-hr 1-yr NCDENR Rainfall=3.70"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD®7 10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 10/24/2011
Pond 4P: NCDENR Pond
Hydrograph
5.66 cfs — Inflow
Outflow
Primary
Inflow Area=1,80G ac —secondary
Peak Elev=49.92'
4- Storage=8,322 cf
3
LL
D cisJ`
0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24
Time (hours)
Pond 4P: NCDENR Pond
Stage -Discharge
51
49
0 5 10 15 20 25 30 35 40
Discharge (cfs)
— Total
— Primary
— Secondary

H:\PROJECTS\2011\11057 LIKPOPO, LLC\11057 CALCS\
11057 LIMPOPO STM CALCS Type/1/ 24-hr 1-yr NCDENR Rainfall=3.70"
Prepared by Norris & Tunstall Consulting Engineers
Stage -Area -Storage for Pond 4P: NCDENR Pond
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
49.00
7,438
0
49.02
7,519
150
49.04
7,600
301
49.06
7,681
454
49.08
7,761
608
49.10
7,842
764
49.12
7,923
922
49.14
8,004
1,081
49.16
8,085
1,242
49.18
8,166
1,404
49.20
8,246
1,568
49.22
8,327
1,734
49.24
8,408
1,902
49.26
8,489
2,070
49.28
8,570
2,241
49.30
8,651
2,413
49.32
8,731
2,587
49.34
8,812
2,763
49.36
8,893
2,940
49.38
8,974
3,118
49.40
9,055
3.299
49.42
9,136
3,480
49.44
9,216
3,664
49.46
9,297
3,849
49.48
9,378
4,036
49.50
9,459
4,224
49.52
9,490
4,414
49.54
9,521
4,604
49.56
9,552
4,795
49.58
9,582
4,986
49.60
9,613
5,178
49.62
9,644
5,370
49.64
9,675
5,564
49.66
9,706
5,757
49.68
9,737
5,952
49.70
9,768
6,147
49.72
9,799
6,343
49.74
9,829
6,539
49.76
9,860
6,736
49.78
9,891
6,933
49.80
9,922
7,131
49.82
9,953
7,330
49.84
9,984
7,530
49.86
10,015
7,730
49.88
10,046
7,930
49.90
10,077
8,131
49.92
10,108
8,333
49.94
10,139
8,536
49.96
10,170
8,739
49.98
10,201
8,942
50.00
10,232
9,147
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
50.02
10,263
9,352
50.04
10,294
9,557
50.06
10,325
9,763
50.08
10,356
9,970
50.10
10,387
10,178
50.12
10,418
10,386
50.14
10,449
10,594
50.16
10,480
10,804
50.18
10,511
11,014
50.20
10,542
11,224
50.22
10,573
11,435
50.24
10,604
11,647
50.26
10,635
11,859
50.28
10,666
12,072
50.30
10,697
12,286
50.32
10,728
12,500
50.34
10,759
12,715
50.36
10,790
12,931
50.38
10,821
13,147
50.40
10,851
13,363
50.42
10,882
13,581
50.44
10,913
13,799
50.46
10,944
14,017
50.48
10,975
14,237
50.50
11,006
14,456
50.52
11,037
14,677
50.54
11,068
14,898
50.56
11,099
15,120
50.58
11,130
15,342
50.60
11,161
15,565
50.62
11,192
15,788
50.64
11,223
16,012
50.66
11,254
16,237
50.68
11',285
16,463
50.70
11,316
16,689
50.72
11,347
16,915
50.74
11,378
17,143
50.76
11,409
17,370
50.78
11,440
17,599
50.80
11,471
17,828
50.82
11,502
18,058
50.84
11,533
18,288
50.86
11,564
18,519
50.88
11,595
18,751
50.90
11,626
18,983
50.92
11,657
19,216
50.94
11,688
19,449
50.96
11,719
19,683
50.98
11,750
19,918
51.00
11,781
20,153

H:\PROJECTS\2011\11057 LIKPOPO, LLC\11057 CALCS\
11057 LIMPOPO STM CALCS Type /// 24-hr 10-yr Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HvdroCAD® 7.10 s/n 000479 © 2005 HvdroCAD Software Solutions LLC 10/24/2011
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre Dev. Runoff Area=1.880 ac Runoff Depth>4.58"
Tc=5.0 min CN=79 Runoff=10.09 cfs 0.718 of
Subcatchment 2S: YOST DA Runoff Area=1.800 ac Runoff Depth>5.94"
Tc=5.0 min CN=91 Runoff=11.80 cfs 0.890 of
Pond 413: NCDENR Pond Peak Elev=50.15' Storage=10,693 cf Inflow=11.80 cfs 0.890 of
Primary=8.73 cfs 0.725 of Secondary=0.00 cfs 0.000 of Outflow=8.73 cfs 0.725 of

HAPROJECTS\2011\11057 LIKPOPO, LLC\11057 CALCS\
11057 LIMPOPO STM CALCS Type Ill 24-hr 10-yr Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 @ 2005 HydroCAD Software Solutions LLC 10/24/2011
Subcatchment 1S: Pre Dev.
Runoff = 10.09 cfs @ 12.07 hrs, Volume= 0.718 af, Depth> 4.58"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type III 24-hr 10-yr Rainfall=7.00"
Area (ac) CN Description
1.880 79 Woods, Fair, HSG D
Tc Length Slope Velocity Capacity Description
(min) (feet) (f /ft) (ft/sec) (cfs)
5.0 Direct Entry,
0
w
Subcatchment 1S: Pre Dev.
Hydrograph
Type III 24-hr 10-yr.
Rainfall=7.00"
Runoff Area=1'.880 'ac
Runoff Volume=0.718 of
Runoff Depth>4.58"
Tc=5.0 min
C N=79
8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2
Time (hours)
— Runofl

H:\PROJECTS\2011\11057 LIKPOPO, LLC\11057 CALCS\
11057 LIMPOPO STM CALCS Type /// 24-hr 10-yr Rainfall= 7. 00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 10/24/2011
Subcatchment 2S:.POST DA
Runoff = 11.80 cfs @ 12.07 hrs, Volume= 0.890 af, Depth> 5.94"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type III 24-hr 10-yr Rainfall=7.00"
Area (ac) CN Description
1.260 98 Paved parking & roofs
0.540 74 >75% Grass cover, Good, HSG C
1.800 91 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (ft/sec) (cfs)
5.0 Direct Entry,
W
Subcatchment 2S:.POST DA
Hydrograph
Type III.24.hr 10-yr
Rainfall=T.00"
Runoff Area=1.800 ad
Runoff Volume=0.890 of
Runoff Depth>5.94"
Tc=5.0 min
-CN=91 .
e
v s a 1n l'i » 11 ia ie ia 17 ia 1e �n �1 �� ;a 9.
Time (hours)
— RunoN

H:\PROJECTS\2011\11057 LIKPOPO, LLC\11057 CALCS\
11057 LIMPOPO STM CALCS
Prepared by Norris & Tunstall Consulting Engineers
HvdrnCAD@ 7.10 s/n 000479 @ 2005 HvdroCAD Software Sol
Pond 4P: NCDENR Pond
Inflow Area = 1.800 ac, Inflow Depth > 5.94" for 10-yr event
Type 111 24-hr 10-yr Rainfall= 7. 00 "
Inflow =
11.80 cfs @
12.07 hrs,
Volume=
0.890 of
Outflow =
8.73 cfs @
12.14 hrs,
Volume=
0.725 af, Atten= 26%, Lag= 4.4 min
Primary =
8.73 cfs @
12.14 hrs,
Volume=
0.725 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 50.15' @ 12.14 hrs Surf.Area= 10,463 sf Storage= 10,693 cf
Flood Elev= 51.00' Surf.Area= 11,781 sf Storage= 20,153 cf
Plug -Flow detention time= 125.4 min calculated for 0.723 of (81 % of inflow)
Center -of -Mass det. time= 54.3 min ( 829.4 - 775.1 )
Volume Invert
Avail.Storage Storage Description
#1 49.00'
20,153 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
49.00
7,438
0 0
49.50
9,459
4,224 4,224
49.80
9,922
2,907 7,131
51.00
11,781
13,022 20,153
Device Routing
Invert
Outlet Devices
#1 Primary
47.00'
18.0" x 300.0' long OUTLET CULVERT
RCP, square edge headwall, Ke= 0.500
Outlet Invert= 46.00' S= 0.0033 7' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections
#2 Device 1
49.00'
1.5" Vert. NCDENR ORIFICE C= 0.600
#3 Device 1
49.80'
4.00' x 4.00' Horiz. Top of Box Limited to weir flow C= 0.600
#4 Secondary
50.15'
15.0' long x 20.0' breadth EMERGENCY SPILLWAY
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=8.73 cfs @ 12.14 hrs HW=50.15' (Free Discharge)
t -OUTLET CULVERT (Barrel Controls 8.73 cfs @ 4.9 fps)
2=NCDENR ORIFICE (Passes < 0.06 cfs potential flow)
3=Top of Box (Passes < 10.70 cfs potential flow)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=49.00' (Free Discharge)
=EMERGENCY SPILLWAY ( Controls 0.00 cfs)

H:\PROJECTS\2011\11057 LIKPOPO, LLC\11057 CALCS\
11057 LIMPOPO STM CALCS Type /// 24-hr 10-yr Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 10/24/2011
Pond 4P: NCDENR Pond
Hydrograph
13 12-
11.80 cfs
11Inflow Area=1.80Q ac
10 Peak Elev=50:15' 6.73 cfs
9
iij Storage=10,693 cf
a.
Is
1 2 3 4 ii 6 7 6 9 10 11 12 13 14 15 16 17
Time (hours)
Pond 4P: NCDENR Pond
Stage -Discharge
� rr���.�acclusa�
Discharge (cfs)
19 20 21 22
Inflow
— Outflow
— Primary
— Secondary
Total
Primary
Secondary

H:\PROJECTS\2011\11057 LIKPOPO, LLC\11057 CALCS\
11057 LIMPOPO STM CALCS Type 111 24-hr 10-yr Rainfall=7.00"
Prepared by Norris & Tunstall
HydroCAD® 7.10 s/n 000479 © 2
ineers
Stage -Area -Storage for Pond 4P: NCDENR Pond
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
49.00
7,438
0
49.02
7,519
150
49.04
7,600
301
49.06
7,681
454
49.08
7,761
608
49.10
7,842
764
49.12
7,923
922
49.14
8,004
1,081
49.16
8,085
1,242
49.18
8,166
1,404
49.20
8,246
1,568
49.22
8,327
1,734
49.24
8,408
1,902
49.26
8,489
2,070
49.28
8,570
2,241
49.30
8,651
2,413
49.32
8.731
2,587
49.34
8,812
2,763
49.36
8,893
2,940
49.38
8,974
3,118
49.40
9,055
3,299
49.42
9,136
3,480
49.44
9,216
3,664
49.46
9,297
3,849
49.48
9,378
4,036
49.50
9,459
4,224
49.52
9,490
4,414
49.54
9,521
4,604
49.56
9,552
4,795
49.58
9,582
4,986
49.60
9,613
5,178
49.62
9,644
5,370
49.64
9,675
5,564
49.66
9,706
5,757
49.68
9,737
5,952
49.70
9,768
6,147
49.72
9,799
6,343
49.74
9,829
6,539
49.76
9,860
6,736
49.78
9,891
6,933
49.80
9,922
7,131
49.82
9,953
7,330
49.84
9,984
7,530
49.86
10,015
7,730
49.88
10,046
7,930
49.90
10,077
8,131
49.92
10,108
8,333
49.94
10,139
8,536
49.96
10,170
8,739
49.98
10,201
8,942
50.00
10,232
9,147
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
50.02
10,263
9,352
50.04
10,294
9,557
50.06
10,325
9,763
50.08
10,356
9,970
50.10
10,387
10,178
50.12
10,418
10,386
50.14
10,449
10,594
50.16
10,480
10,804
50.18
10,511
11,014
50.20
10,542
11,224
50.22
10,573
11,435
50.24
10,604
11,647
50.26
10.635
11,859
50.28
10,666
12,072
50.30
10,697
12,286
50.32
10,728
12,500
50.34
10,759
12,715
50.36
10,790
12,931
50.38
10,821
13,147
50.40
10,851
13,363
50.42
10,882
13,581
50.44
10,913
13,799
50.46
10,944
14,017
50.48
10,975
14,237
50.50
11,006
14,456
50.52
11,037
14,677
50.54
11,068
14,898
50.56
11,099
15,120
50.58
11,130
15,342
50.60
11,161
15,565
50.62
11,192
15,788
50.64
11,223
16,012
50.66
11,254
16,237
50.68
11,285
16,463
50.70
11,316
16,689
50.72
11,347
16,915
50.74
11,378
17,143
50.76
11,409
17,370
50.78
11,440
17,599
50.80
11,471
17,828
50.82
11,502
18,058
50.84
11,533
18,288
50.86
11,564
18,519
50.88
11,595
18,751
50.90
11,626
18,983
50.92
11,657
19,216
50.94
11,688
19,449
50.96
11,719
19,683
50.98
11,750
19,918
51.00
11,781
20,153

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STATE OF NORTH CAROLINASTRUMENT OF COMBINATION
COUNTY OF BRUNSWICK
This INSTRUMENT OF BINAIq made ththi� La7 day of May, 2011, by Ol
LIMPOPO, LLC, a North Caroli a limited Liab Company, c P O Box 411, Shallotte, North
Carolina, 28459;
WITNESSETH:
THAT WHEREAS the maker of this INSTRUMENT OF COMBINATION owns certain
tracts of land in Lockwood Folly Town p;
WHEREAS, said owner wi s to mbine entioned tracts into one tract of
land for the purpose of complyi 'th all a,I*pable prow si the Brunswick County
Zoning and Subdivision Ordinans; and, �p
WHEREAS, this is a limited special purpose instrument for the purposes specified
above and is not a conveyance and does not change or modify in any manner the ownership
interest in the above -mentioned property; and,
WHEREAS, upon execution a ecordation of this INSTRUMENT OF COMBINATION,
the above -mentioned tracts are her "combine",, hall hereafter be described as follows:
Tract One ��DD
Being all of that 0.83 acre as shown on recorded in Map Book 32 at Page
375 of the Brunswick County Registry.
Reference is made to deed recorded in Book 2713, Page 1394, Brunswick
County Registry and to Substitute Trustee's deed recorded in Book 3012, Page
27, Brunswick County Registry.
For back reference see deedAWok3156, P,aae 626, Brunswick County Registry.
Tract Two °�C��RROO
Being all of that tract or p�'rcel contN13.
28 gross acres as more fully
described in a survey plat dated Ap11 entitled "Boundary Survey for
Limpopo, LLC" prepared by Randy D. Ward, PLS, Norris & Ward Land
Surveyors, P.A., recorded in Map Cabinet 69 at Page 51, in the office of the
Register of Deeds for Brunswick County, North Carolina.
SAVING AND EXCEPTING NE RTHELESS THAT PORTION OF THE
PROPERTY, WHICH IS INCWED HEREUN,) Ry�ASS TRACT ONE, ABOVE.
For back reference seed Book;�P"'aggeee 833; Berwick County Registry.
IN WITNESS WHEREOF, the maker has hereunto set Its hand, the day and year first
above written.
LIMPOPO, LLC, a North Carolina
Limit LiabilityCom ny
Prepared by: BAXLEYSMITHWICK, PLLC, Attorneys at Law
Without Opinion of Title

IIIII II III IIII IIIIIIIIII III (I091ste
Brurrml eY GeuntY. MC Nplmt.r
STATE OF NORTH CAROLINA
1e: 18:38.00]
rmA. lemmonm pRep
Of B--mmEm pmpm 3 of 2
COUNTY OF BRUNS W ICK mom_'
I certify that the following n p onal� eppeanap��{ore me this day and
acknowledged to me that she ntarily sig the foregoingcument for the purposes
stated therein and in the capacity indicated: 1 e W. Poaell as
Member/Manager of Limpopo, LLC, a North Carolina Limited Liability Company ('the
Company'), as and for the act of the Company.
DATE: s/17/2011
Official Seal
gnat
UNE.... dacauelir aPL Wr ht 16J
�E ....... /y,, Notary s Print or�yped Name
0 TAR y ':� My commission expires: 11/17/2013
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MC REVENUE STAMP: $116-06 (#266871)
CkS_ �f.A Cash=
M .�Pod:�Oise �, i�MRmeF❑eeR wT.+ �ro'URa
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NORTH CAROUNA GENERAL WARRANTY DEED
STATE OF NORTH CAROLINA
COUNTY OF BRUNSWICK WMR
IF f � pD
THIS DEED, made this tge 27th day oril, 2011, by and between MICHAEL DAVID
ARMSTRONG and wife, BRENDA J. ARMSTRONG, party of the first part, hereinafter
referred to as Grantors, and UMPOPO, LLC, a North Carolina Limited Liability Company,
of Post Office Box 411, Shallotte, North Carolina, 28459, party of the second part, hereinafter
referred to as Grantee;
�1lI/ITNE�H:
R PDD
THAT the Grantors, for a`taluable cons i6qration paid by the Grantee, the receipt of
which is hereby acknowledged, has and by these presents does grant, bargain, sell and
convey unto the Grantee, its heirs and assigns, in fee simple, all that certain lot or parcel of
land situated In Lockwood Folly Township, Brunswick County, North Carolina, and being more
particularly described as follows:
Being all of that tract or parcel taining 2.28 gross acres as more fully
described in a survey plat da April 13, entitled *Boundary Survey for
Limpopo, LLC' prepared b� andy . We fti�,p s & Ward Land
Surveyors, P.A., record Map et at pti, In the office of the
Register of Deeds for B eV
Coun , on Carolina.
SAVING AND EXCEPTING NEVERTHELESS THAT PORTION OF THE
PROPERTY CONTAINING .83 ACRE HERETOFORE CONVEYED TO JAMES
C. GARMON BY DEED RECORDED IN BOOK 2152 AT PAGE 1190 AND AS
FURTHER DESCRIBED IN MAP CABINET 32 AT PAGE 375, AND IS
SUBSEQUENTLY CONVEYEHROUGH THE CHAIN OF TITLE TO
SECURITY SAVINGS BAN DEED RECORDED IN BOOK 3012 AT PAGE
27, BRUNSWICK COUN EGI%$I�RY RE NET ACREAGE
HEREIN CONVEYED OF .45 ACR@h �40N D
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
appurtenances thereunto belonging to the Grantee In fee simple.
AND the Grantors do hereby covenant with Grantee that Grantors are seized of the
premises In fee simple, that they have the right to convey the same in fee simple, that title is
marketable and free and clear of all a mbrances, and that Grantors will warrant and defend
the title against the lawful claims of I ersons v�isoever, subject to the following
exceptions: IZFR
-Utility easements of rec6 .
-2011 ad valorem property taxes.
-Restrictive covenants of record.
Prepared by: BAXL AMITHWICK, PLLC, Attorneys at Law

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Brwwlek GeunlY NC Rpl�ter e� &d. MB�� 2
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IN WITNESS WHEREOF, the Grantors have hereunto set their hands the day and year
first above written.
STATE OF NORTH CAROLINA
COUNTY OF j2je4AZedkkf
I certify that the followlJJng persons appea before me this day, each acknowledging to
me that they voluntarily signed th ofr document for the purposes therein stated and in
vid the capacity therein indicated: ch I DaArm!tragg and wife, Brenda J. Armstrong.
ry c
uaQ
Note Print ame:e„'G
Date Aare
My Commission Expi s:Age, 7 atn. doi5
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Brands 0. Claaaona Relater of Made �'��'a ffo�mo f< Wr A,,: HfaC d
64-2a-2011 16:10:41.001 Bnnsulak Ce ty, NC
NC REVENUE STAPP: $315.00 (025SW9)
Excise Tax: Parcel Identifier No.: 2 OCE041
Prepared by: lamea R Valle, Jr, (we) WITHOUT OPINION ON TITLE
Mail After Recording to: PREVA & PREVATTE, PLLC
P.O. 10' &&.. mb`�- 8461
Brief Desedntlon for the la�ex:.83 ACRESA GH\ A I I "PORT
NORTH CAROLINA SPECIAL WARRANTY DEED
THIS DEED made this 27t day of April , 2011 by and between
GRANTOR ` 6 Qeoa �NTEE
SECURITY SAVINGS BANK, SSB LIMPOPO, LLC
A Savings Bank organized under the a NC Corporation
Law of North Carolina P.O. Box 36
P. O. Box 10069 Shallotte, NC 28459
Southport, NC 28461
The designation GRANTOR and GRANTEE mused h&in shall include said parties, their heirs, successors,
and assigns, and shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH:
THAT said GRANTOR, for Iuable con �t�tonp„ai�dLby the GRANTEE, the receipt of
which is hereby acknowledged,d and by thek%lentsdoes�gr�%bargain, sell and convey unto
NOV 0 7 2011

eLplu jI1giiiir �3t P06�1?^^'�'2.11PRW
the GRANTEE in fee simple, all that certain lot or parcel of land situated in the BRUNSWICK
COUNTY, NORTH CAROLINA, and more particularly described as follows:
A �4Y 9'bWMbyQo
BEING all of that 0.83 6 was sp on map r=• 00 Map Book 32 at Page 375 of
4
the Brunswick County Registry.
Reference is made to deed recorded in Book 2713, page 1394, Brunswick County
Registry, and to Substitute Trustee' Deed recorded in Book 3012, page 0027, Brunswick
County Registry
The property herein conveyed does node the primary residence of the Grantor.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land, together with all privileges
and appurtenances thereunto belonging to the said GRANTEE in fee simple.
And the GRANTOR cove with the Oif � that GRANTOR has done nothing to
D
impair such title as GRANTO received.
IN WITNESS WHEREOF, the GRANTOR has caused this instrument to be duly executed
and delivered.
oaa ,CURITY SAVINGS BANK, SSB
cftyzftp
BY:QPRINT
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Q oE NAME �. TITLE
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IN

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STATE OF NORTH CAROLINA
COUNTY OF BRUNSWICK
r�Q�Q
_ a
a Notary Public for said County and
State, cenify that ken, A-kk \J (Yti.h2 ,either being personally known
tome or proven by satisfactory evideno9personally appeared before me this day and acknowledged,
U
he i CEIi ECU TY S�jj;�DK, and being duly authorized,
executed the foregoing instrument on behalf o ecurity Savings Bank for the purposes stated
therein.
WITNESS my hand and official p or seal, this a"ltilday ofApE*, 2011.
OF
Ntl AMD
Notary PubNc
(NnVlype Name)
My Commission Expires: Co. b�cj%�j
q•4 a0I a, D
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O

C201111500742
SOSID: 1183317
Date Filed: 5/212011 9:43:00 AM
Elaine F. Marshall
North Carolina Secretary of State
C201111500742
STATE OF NORTH CAROLINA
DEPARTMENT OF THE SECRETARY OF STATE
STATEMENT OF CHANGE OF REGISTERED
OFFICE AND/OR REGISTERED AGENT
Pursuant to §55D-31 of the General Statutes of North Carolina, the undersigned entity submits the following for the purpose of
changing its registered office and/or registered agent in the State of North Carolina.
INFORMATION CURRENTLY ON FILE
The name of the entity is: LIMPOPO, LLC
Entity Type: []Corporation, []Foreign Corporation, ❑Nonprofit Corporation, []Foreign Nonprofit Corporation,
Limited Liability Company, ❑Foreign Limited Liability Company ❑Limited Partnership, ❑Foreign Limited Partnership,
❑Limited Liability Partnership, ❑Foreign Limited Liability Partnership
The street address and county of the entity's registered office currently on file is:
Number and Street: 5060 M. H. Rourk Drive
City, State, Zip Code: Shalloae, NC 28470
County: Brunswick
The mailing address tldl('krenr from the street address of the registered office currently on file is:
Post Office, 36, She bae. NC 59
The name of the current registered agent is:
NEW INFORMATION
1. The street address and county of the new registered office of the entity is:
(complete this Item only If the address of the registered office is being changed)
Number and Street: 5229 Ocean Highway West
City, State, Zip Code: Shalbne, NC 28470
County: Brunswick
2. The mailing address !f different from the street address of the new registered office is:
(complete this item only if the address of the registered office is being changed)
Post O9Ice Box 411, Shalloae, North Carollna, 28459
NOV 0 7 2011
3. The name of the new registered agent and the new agent's consent to appointynent appears below:
(complete this item only tithe name ofthe registered agent is bein hanged
Connie W. Powell QAI
Type or Print Name of New Agent ' Signature f Title if
4. The address of the entity's registered office and the address of the business office of its registered agent, as changed,
will be identical.
5. This statement will be effective upon filing, unless a date and/or time is specified:
This is the 2tst day of April 2011
LIMPOPO, LLC
Entity Name
Signature
nnie W. Powell
Type or Print Name and Title
Notes: Filing fee is 55.00. This document most be fried with the Secretary of State.
Instead of signing here, the new registered agent may sign a separate written consent to the appointment, which must be attached to this statement.
CORPORATIONS DIVISION P. 0. BOX 29622 RALEIGH, NC 27626-0622
Revised January 2002 Form BE-06

10070(103.5
SOSID: 1183317
Date Filed: U7/2011 12:57:00 PM
Elaine F. Marshall
North Carolina Secretary of State
C201100700035
ARTICLES OF ORGANIZATION
OF
LIMPOPO, LLC
The undersigned hereby submits these Articles of Organization for the purpose
of forming a limited liability company under the laws of the State of North Carolina:
1. The name of the limited liability company is Limpopo, LLC.
2. The latest date on which the limited liability company is to dissolve is 31
December 2051.
3. The name and address of each organizer executing these Articles of
Organization are:
Name:
Kimberly Baxley Smkhwick
Address:
5060 M. H. Rourk Drive
Shaliotte, NC 28470
4. The street address of the initial registered office of the limited liability
company in the State of North Carolina is: 5060 M. H. Rourk Drive, Shallotte, Brunswick
County, North Carolina, 28470, and the registered agent Is: Kimberly Baxley Smfthwick.
The mailing address Is: P O Box 36, Shallotte, North Carolina, 28459.
5. Except as provided in Section 57C-3-20(a) of the North Carolina General
Statutes, the members shall not be managers by virtue of their status as members.
6. No person who Is serving or who has served as a manager of the limited
liability company shall be personally liable to the limited liability company or.any of its
members for monetary damages for breach of duty as a manager, except for liability
with respect to (1) acts or omissions that the manager at -the time of such breach knew
were clearty in conflict with the best interests of the limited liability company, (ii) any
transaction from which the manager derived an Improper personal benefit, (ill) ads or
omissions with respect to which the North Carolina Limited Liability Company Ad does
not permit the limitation of liability. As used herein, the term "Improper personal benefit"
does not Include a manager's reasonable compensation or other reasonable Incidental
benefit for or on account of his service as a manager, employee, independent
contractor, attorney or consultant of the limited liability company. No amendment or
repeal of this article, nor the adoption of any provision to these Articles of Organization
Inconsistent with this article, shall eliminate or reduce the protection granted herein with
respect to any matter that occurred prior to such amendment, repeal or adoption.
7. These articles will become effective upon filing.
This the f1"%day of January, 2011.
..N '

North Carolina Secretary of State
North Carolina
Elaine F. Marshall DEPARTMENT OFTF(E
Secretary SECRETARY OF STATE
PO Box 29022 Raleigh, NC 27626-0622 [phone]
Date: 10/31 /2011
Click here to:
View Document Filings I Sign Up for E-Notifications
J Pre -populated Annual Report Fillable PDF Form I File an Annual Report I
Corporation Names
Name Name Type
NC LIMPOPO, LLC LEGAL
Limited Liability Company Information
SOSID:
1183317
Status:
Current -Active
Effective Date:
1/7/2011
Dissolution Date:
Annual Report Due
4/15/2012
Date:
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
12/31/2051
Annual Report Status:
CURRENT
Registered Agent
Agent Name: POWELL, CONNIE W
Office Address: 5229 OCEAN HIGHWAY WEST
SHALLOTTE NC 28470
Mailing Address: P.O. BOX 411
SHALLOTTE NC 28459
Principal Office
Office Address: NO ADDRESS
Mailing Address: NO ADDRESS
Officers
This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
1385
http://www.secretary.state. nc.us/corporations/Corp.aspx? Piteml d=9666465

l' �'.

I105 %
RFC
Soils Engineering and Testing Services
Guidry Coastal
414 West Black Beard Road
Wilmington, North Carolina 28409
Attention: Mr. Sam Guidry
September 7, 2011
Reference: Report of Subsurface Exploration
Proposed Funeral Home
NC Highway 211
Southport, North Carolina
RFTS Job No. 670-11
Dear Mr. Guidry:
Pursuant to the scope of our Proposal No. 1021-11, dated August 23, 2011, RFTS has
recently completed an exploration of subsurface conditions within the area of the
proposed funeral home site off NC Highway 211 near Southport, North Carolina. We
present herein our understanding of the relevant project information, a description of our
field activities, our findings, and recommendations relating to foundation support of the
subject commercial structure.
PROJECT INFORMATION
Our understanding of the relevant project information is based on our conversations with
you.
The project site is located on the south side of NC Highway 211, approximately 3 miles
east from Midway Road.
The project consists of the construction of a single -story structure to be supported on
shallow concrete footings with a raised concrete slab -on -grade floor. The approximate
dimensions of the building are to be approximately 80 feet by 90 feet. It will have CMU
walls with a brick veneer exterior. Structural loading conditions have not been finalized
as of yet; however, for the purposes of our analysis herein, we have assumed that
individual column loads will not exceed 32 kips and loads on continuous footings will not
exceed 6 kips per lineal foot. If foundation loading conditions should turn out to be more
substantial than these assumed values, we should notified so that we may revise our
recommendations as necessary.
The facility will have bituminous paved parking and drive areas. We assume for
purposes of our analysis that traffic loading and volume on these pavements will be
RIFTS PLLC Connuitred (n Responsive .Ser'vice PPane010-470.745C
13053q CaroliE)"Ch Nora. CaroOne 2Pa2tl Beach Ave N
CerWme Oeacrt munv.,ftsspllc.com Email aa„�e* amweaa,ah.nel

Guidry Coastal September 7, 2011
RFTS Job No. 670-11 Page Two
typical of the type of facility, consisting primarily of low volumes of light vehicle traffic
and occasional heavy axle loading from delivery and service vehicles.
DESCRIPTION OF EXPLORATION ACTIVITIES
In order to obtain subsurface data to form the basis for our recommendations, three soil
borings were advanced at the approximate locations shown in Figure 1 to a depth of 20
feet below site grade using a trailer -mounted rotary drilling rig. Soil samples were
recovered and Standard Penetration (SPT) Testing was conducted at routine depth
intervals in general accordance with the procedures set forth in ASTM D1586. The
locations of the borings were determined in the field by pacing and estimating distances
within the proposed foundation limits of the structure and should be considered only as
accurate as the limitations implied by these methods.
At the completion of drilling, standing water levels in the boreholes were determined and
recorded. The use of drilling fluid in the wash -boring techniques used for our exploration
can result in standing water levels in the boreholes at variance with and less accurate than
watertable levels obtained by other methods, such as the installation and reading of
peizometers.
In addition to the measurements of standing water levels in the boreholes, our personnel
advanced two hand auger borings into the near surface soils on site, classified the
encountered soils in these hand auger borings, and compared their coloration to a Munsell
Soil Color Chart in order to estimate the seasonal high watertable level.
The soil samples obtained in the field were delivered by the drillers to the undersigned
authors of this report who classified them in general accordance with the Unified Soil
Classification System (USCS) as set forth in ASTM D2487 using the visual/manual
procedures set forth in ASTM 2488. The boring logs included with this report were then
prepared based on those classifications and the drillers' field logs.
FINDINGS
The findings of our subsurface exploration are based on the conditions discovered in our
soil borings as detailed in the boring logs and soil profiles and on our observations while
on site. We summarize them as follows:
Site Description
The site is currently occupied by a metal building with a concrete slab -on -grade floor
which is to be demolished prior to construction of the new structure. Site topography is

Guidry Coastal September 7, 2011
RFTS Job No. 670-11 Page Three
generally flat with a gentle slope towards the front of the property (towards NC Highway
211). The site is mostly cleared with tall grass and a few trees along its south side.
Subsurface Conditions
The subsurface conditions encountered by our borings in the upper 20 feet below site
grade consist entirely of interbedded relatively clean sands (USCS Soil Groups `SP' and
`SP-SM'). These soils occur in a loose to medium dense in -situ condition in the upper
five feet below site grade and in a medium dense to dense conditions from a depth of five
feet to completed boring depths of twenty feet. The sands occurring in the upper 2'/: feet
were noted to occur in a cemented state. This can result in a shallow perched water
condition on site which can be adverse to the performance of bituminous pavements.
Groundwater
Standing water levels recorded in the three boreholes at the completion of drilling were
recorded at approximately 1 to 2 feet below site grade. As noted above, these observed
levels can be influenced by the presence of drilling fluid in wash borings. Groundwater
levels may vary with seasonal fluctuations in precipitation and will be higher after
periods of prolonged or heavy rainfall.
In addition to the soil borings advanced within or near the proposed building footprint
hand auger borings were advanced at two locations to depths of approximately 2 to 3 feet
below the existing ground surface to estimate the seasonal high water levels in areas
proposed by the civil designer for infiltration structures. The encountered soils were
logged and visually classified by depth and a Munsell Soil Color Chart was used to
determine the hue, value, and chroma of the visually distinct soil layers. Our soil logs are
presented in Table 1.
Soils encountered in our borings consist of interbedded clean fine to medium sands
through the boring termination depths of 2 to 3 feet below the existing ground surface.
Comparison of the soils to the Munsell Chart suggests the presence of a limited zone of
aerated soils 12 inches below the ground surface, indicative of perched seasonal water at
this depth. Measurements made 30 minutes after augeting indicate a depth to standing
water in the boreholes of 14 inches below the existing ground surface.
CONCLUSIONS AND RECOMMENDATIONS
Our analysis and recommendations herein have been developed in accordance with
standards of practice generally accepted within geotechnical engineering practice in this
region and at the time of the preparation of this report. No other warranty, express or
implied, is made. Inasmuch as subsurface conditions can and do vary significantly
between the locations of borings, it is entirely possible that conditions not contemplated

Guidry Coastal September 7, 2011
RFTS Job No. 670-11 Page Four
within our analysis and recommendations may be discovered during the course of
construction. In this event, we will be pleased to revisit our recommendations and
expand or modify them. Our recommendations are predicated upon our understanding of
the proposed construction as set forth under the heading Project Information in this
report. Any features of the actual design or construction of the project which may be at
variance with the assumptions set forth therein should be brought to our attention so that
we may revise or expand our recommendations as appropriate.
Site Preparation and Grading
Site preparation should be initiated by stripping undeveloped areas of the existing turf
and topsoil, demolishing and removing the existing structure, and removing and/or
relocating any buried utilities occurring within the construction area. Any excavations
more than a few inches deep resulting from this work should be backfilled with a
relatively clean sand (USCS Soil Group 'SP', 'SP-SM' or 'SP-SC') placed in lifts not
exceeding 8 inches in loose thickness and compacted to a minimum of 98 percent of its
Standard Proctor maximum dry density (ASTM D698).
Before the placement of any additional structural fill, the building area and the areas of
any bituminous pavements should be proofrolled with a heavy steel -drum roller so as to
density soils disturbed during stripping and so as to identify areas in need of subgrade
repair. An experienced soils engineer or his field representative should observe the
behavior of the exposed subgrade during proofrolling so as to identify areas in need of
subgrade repair. Areas which yield, pump, or rut excessively should be excavated to firm
soil and backfilled as outlined below.
Soils used in constructing building pads and pavement suhgrades should consist of
relatively clean sands falling within USCS Soil Group 'SP', 'SP-SM', or 'SP-SC'. They
should be placed in lifts not exceeding 8 inches in loose thickness and compacted to a
minimum of 98 percent of their Standard Proctor maximum dry density. The soils
encountered in our borings are generally suitable as to type for re -use as structural fill and
backfill; however, where they are obtained in excavating below the level of the
watertable, they will likely need to drained and aerated in order to be effectively
compacted in place.
As noted above, a shallow perched water condition may occur on site due to the presence
of cemented -sand near the ground surface, particularly after periods of prolonged or
heavy rainfall. This condition could adversely affect grading operations by causing soils
to pump and rut under traffic. It may be necessary to provide ditching or other site
drainage measures during construction in order to relieve this condition.

Guidry Coastal
RFTS Job No. 670-11
Foundation Support
September 7, 2011
Page Five
Shallow spread footings bearing in the upper two to three feet below the grades from
which our borings were advanced will provide adequate support for of the foundation
loads we have assumed for this project when sized for a net allowable soil contact
pressure not exceeding 2,000 pounds per square foot (psf). The use of this design bearing
pressure will result in total settlements of less than 1 inch and differential settlements less
than %2 inch.
We recommend that the exposed soils in the opened footing excavations be probed and/or
tested by our personnel at the time of construction in order to verify that the subgrade
conditions throughout the foundation area are consistent with those encountered in our
soil borings and in order to identify any isolated areas in need of subgrade repair.
Floor Slabs and Concrete Drives
Slabs on grade bearing on the prepared native subgrade soils or on controlled fill of the
type recommended above may be designed for a modulus of subgrade reaction of 150pci
(pounds per square inch per inch). We recommend that floor slabs be furnished with a
polymer membrane vapor barrier and that the first four inches beneath the vapor barrier
should consist of a relatively clean sand with less than 12 percent silt or clay fines by
weight (USCS Soil Group 'SP', 'SP-SC', or 'SP-SM'). The soils we have recommended
for use as controlled fill generally meet this grading requirement.
Bituminous Pavements
If an actual pavement section design is performed for this project, we would recommend
that an assumed California Bearing Ratio (CBR) value of 15 be used as design strength
parameter for the compacted native soils and for compacted structural fill as defined
above. If a presumptive pavement section based on the discovered subgrade conditions
and assumed loading conditions is used, we recommend that it consist of l'/z inches of
NCDOT SF9.5B bituminous concrete surface course over 6 inches of NCDOT crushed
aggregate base course (CABC).
Due to the observed cementation of the soils occurring in the upper 2%z feet on site, there
is a potential for a shallow perched water condition to occur where rainwater and runoff
water is able to penetrate areas adjacent to the pavement, especially where there will be
fill in the pavement areas. This water can weaken the pavement section and cause
premature pavement failure. We recommend that measures be implemented (subdrains
or swales and weeps) to provide effective subgrade drainage within pavement areas. We
would be pleased to review the site civil plans after they have been finalized and to
provide specific recommendations for subgrade drainage at your request.

Guidry Coastal
RFTS Job No. 670-11
CLOSURE
September 7, 2011
Page Six
RFTS appreciates the opportunity to be of service to you on this project. If you should
have questions, or if we may be of additional assistance, please do not hesitate to contact
US.
Sincerely,
RFI'S, PLLC
Iti..Js�-JL• ,4
David L. Winstead
Field Operations Manager
DLW:SDK/dla
Anechmrnts
Steven D. Kelly, E.
Senior Engineer
NC Registration N .17638
Si Al
17639
.<. a "'-*
ALTO _.<<•`>

Table 1
Munsell Soil Classifications
Proposed Funeral Home
NC Highway 211
Southport, North Carolina
RFTS Job No. 670-11
Loc
Soil Description
Hue
Value
Chroma
Depth
(in.)
Comments
HA -I
Topsoil
-
-
0-6
Dark Grayish Brown fine to
medium SAND
1 OYR
4
2
6-12
Gray fine to medium SAND
IOYR
5
1
12-16
SHWT
Very Dark Brown fine to
medium SAND, trace of Silt
IOYR
2
2
16-40
H2O@16"
HA-2
Topsoil
-
0-11
-
Gray fine to medium SAND
IOYR
5
1
11-21
SHWT/HsO
@11"
Light Gray fine to medium
SAND
I OYR
7
1
21-30
-

NC "Ay 21 1 Soutnport-Supply ROaa__---
_1 ;
--
s�� `3is yi;
105, _
W.,
_s s. Q9 !I
Leaend
9 APPROXIMATE SOIL BORING LOCATION
® APPROXIMATE HAND AUGER LOCATION
_1 ;
--
s�� `3is yi;
105, _
W.,
_s s. Q9 !I
Leaend
9 APPROXIMATE SOIL BORING LOCATION
® APPROXIMATE HAND AUGER LOCATION
SOIL BORING LOCATIONS AND SHWr ESTIMATE LOCATIONS
FIGURE 1
At
PROPOSED FUNERAL HOME
DRAWING PLOT TO SCALE
RFrs, PLLC
NC HIGHWAY 211
DATE: 9/7111
1305 3A Carolina Beach Ave N
SOUTHPORT, NORTH CAROLINA
: DLW
Carolina Beach, North Carolina 28428
Soils Engineering and
JOB NO.670-11
REVIEW
R EVI¢W: SDK
piece: yto a7a7aeo
Testis Services

I
I
Depth (ft)
Soils Engineering and
Testing Services
B-1 N-VALUES B-2 N-VALUES B-3 N-VALUES
22
19
32
3D
5016'
50
35
-'X
51
43 25
1.1
26
39
39
25
CONSISTANQY OF
COHESIVE SOILS
STD. PENETRATION
RESISTANCE
CONSISTANCY
(bloWoet)
Very Soft
0 to 2
Soft
3 to 4
Firm
5toB
stiff
9 to 15
Very Stiff
16 to 30
Hard
31 to 50
Very hard
Over 50
RELATIVE DENSITY OF COHESIONLESS
SOILS
STD. PENETRATION
RESISTANCE
RELATIVE DENSITY
(bigwoffbot)
Very Loose
0 to 4
5 to 110
Loose
11 to 30
Madium Dense
31 to 50
Dense
Over So
Very Dense
N = Standard Penabstlon Test resistance value (blows per foot)-
19 22 26 Z Iftasured depth 10 water at baring completion.
The depicted stratigraphy Is shown forillustraliva purposes only.
The conditions will vary between test locations.
ElSP, SP-SM
SOIL PROFILES
PROPOSED FUNRAL HOME
NC HIGHWAY 211
SOUTHPORT, NORTH CAROLINA
JOB NO. 670-11
FIGURE 2
DRAWING NOT TO SCALE
RFTS,PLLC
DATE- 9MI 1
1305 3A Carolina Beach Ave N
SKETCH- DLW
Carolina Beach, North Carolina 26428
I
Office: 910470-7450
REVIEW., SDK
Email: [e-mail]

PROJECT: PROPOSED FUNERAL HOME
JOB NO.
BORING 0-1
NC HIGHWAY211
670-11
SOUTHPORT, NORTH CAROLINA
U
MATERIAL DESCRIPTION
J STANDARD PENETRATION TEST DATA
a
M
(blows toot)
j
o
;
in 10 20 30 6080
z
Medium Dense Black fine SAND (weekly
_
::j
cemented) (SP)
22
5
ff
32
%s�
Dense to Very Dense Dark Brown fine to
<c
medium SAND (SP)
50/6,
10
<
10,
35
>.>
Dense Brown fine to medium SAND (SP)
15
?%S
43
/01
:>
Medium Dense Light Brown fine to medium
SAND (SP)
2
19
Boring terminated at 20 teat.
1. Boring, sampling and penetration test data in general accordance with ASTM D-1586,
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
DATE DRILLED: 0129/11 ELEVATION: UNKNOWN
DRILLING METHOD: WASH BORING BORING DEPTH: 20 FEET
LOGGED BY: D. WINSTEAD WATER LEVEL: 1 FOOT
DRILLER: G. BRIDGER DRILL RIG: TRUCK 45D
Soils Engineering and
Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Email: [e-mail]

PROJECT. PROPOSED FUNERAL HOME
JOB NO.
BORING 0.2
NC HIGHWAY 211
670-11
SOUTHPORT, NORTH CAROLINA
W
W
MATERIAL DESCRIPTION CK
-j STANDARD PENETRATION TEST DATA
Q.
i (blowstfoot)
U) 10 2 30 6080 ' '
z
Medium Dense Black fine SAND [weakly
cemented] (SP)
iiF
Medium Dense Dark Gray fine to medium
6
.....
SAND. trace of roots (SP)
30
Very Dense Dark Brawn fine to medium
SAND (SP)
50
Very Dense Black fine to medium SAND
10
(weakly cemented] (SP)
51
Medium Dense Brown fine to medium SAND
(SP)
-J
25
Medium Dense Light Brown fine to medium
SAND (SP)
22
Boring terminated at 20 feel.
1. Boring, sampling and penetration test data in general accordance with ASTMI D-1586.
2. Water level is at time of exploration and will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
DATE DRILLED: 8/29/1 1
DRILLING METHOD: WASH BORING
LOGGED BY: D. WINSTEAD
DRILLER: G. BRIDGER
ELEVATION: UNKNOWN
BORING DEPTH: 20 FEET
WATER LEVEL: 2 FEET
DRILL RIG: TRUCK 45D
Soils Engineering and
WS Testing Services
1305 3A Carolina Beach Ave N
Carolina Beach, North Carolina 28428
Phone [phone]
Email: [e-mail]

PROJECT: PROPOSED FUNERAL HOME
JOB NO.
BORING B-3
NC HIGHWAY 211
SOUTHPORT, NORTH CAROLINA
670-11
W
LU
MATERIAL DESCRIPTION
-j STANDARD PENETRATION TEST DATA
a.
(blows/foot)
20 30 6080
>11
Z
Loose Gray fine to medium SAND (SP)
8
Medium Dense Dark Brown fine to medium
SAND, trace of silt and roots (SP)
26
Dense Dark Brow fine to medium
SAND (SP)
.39
Dorms Brown fine to medium SAND (SP)
10
39
15 —
Medium Dense Light Brown fine to medium
25
SAND(SP)
1 20
Boring terminated at 20 feet.
1. Boring, sampling and penetration test data In general accordance with ASTM D-1586.
2. Water level is at time of exploration and Will vary.
3. Stratification and groundwater depth are not exact.
4. WOH = Weight Of Hammer.
DATE DRILLED: 8/29/11 ELEVATION: UNKNOWN Soils Engineering and
DRILLING METHOD: WASH BORING BORING DEPTH: 20 FEET Mrs Testing Services
— 1305 3A Carolina Beach Ave IN
LOGGED BY: D. WINSTEAD WATER LEVEL: 2 FEET Carolina Beach, North Carolina 28428
— Phone [phone]
DRILLER: G. BRIDGER DRILL RIG: TRUCK 46D Email: [e-mail]

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