SW8160501_Historical File_20160606

Energy, Mineral
and Land Resources
ENVIRONMENTAL QUALITY
June 6, 2016
PAT MCCRORY
Governor
DONALD R. VAN DER VAART
Secretary
TRACY DAVIS
Director
Developer/Permittee: Property Owner:
Volker Heimeshoff, Vice President John Pierce, Manager
Wal-Mart Real Estate Business Trust Swansboro Investors, LLC
c/o Barri Tulgetske, Director of Project Management and Design 405 Johnson Boulevard
2001 SE 10th Street, Mail Stop 0550 Jacksonville, NC 28540
Bentonville, AR 72716
Subject: State Stormwater Management Permit No. SW8160501
Walmart Supercenter Swansboro #7179-000
High Density Commercial with Outparcels Wet Detention Pond Project
Onslow County
Dear Mr. Heimeshoff:
The Wilmington Regional Office received a complete State Stormwater Management Permit Application
for Walmart Supercenter Swansboro #7179-000 on June 3, 2016. 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. SW8
160501 dated June 6, 2016, for the construction, operation and maintenance of the BMP's and built -upon
area associated with the subject project.
This permit shall be effective from the date of issuance until June 6, 2024, and shall be subject to the
conditions and limitations as specified therein. The designated permit holder, Wal-Mart Real Estate
Business Trust, shall be responsible for meeting the conditions and limitations specified therein. As
required for compliance, a copy of the purchase agreement between Wal-Mart Real Estate Business Trust
and Swansboro Investors, LLC, must be kept with the permit and maintenance activity records. Please
pay special attention to the conditions listed in this permit regarding the Operation and Maintenance of
the BMP(s), recordation of deed restrictions, certification of the BMP's, and the procedures for changing
ownership, transferring the permit, and renewing the permit. Failure to establish an adequate system for
operation and maintenance of the stormwater management system, to record deed restrictions, to certify
the BMP's, to transfer the permit, or to renew the permit, will result in future compliance problems.
Please be aware that it is the responsibility of the permit holder to notify the Division of any changes in
ownership and request an ownership/name change for the stormwater permit. However, please be
reminded that if the sales contract between Wal-Mart Real Estate Business Trust and Swansboro
Investors, LLC, is dissolved, cancelled or defaulted, and the Division is not notified by Wal-Mart Real
Estate Business Trust to transfer the permit, then the responsibility for permit compliance reverts back to
the property owner, Swansboro Investors, LLC. The property owner must notify the Division
immediately of the permit ownership change and submit a completed Name/Ownership form to the
Division within 30 days. Otherwise, Swansboro Investors, LLC, will be operating a stormwater treatment
facility without a valid permit. This is a violation of NC General Statue 143-215.1 and may result in
appropriate enforcement action including the assessment of civil penalties.
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
(OAri). The written petition must conform to Chapter 150B of the North Carolina General Statutes, and
must be filed with the OAH within thirty (30) days of receipt of this permit. You should contact the OAH
with all questions regarding the filing fee (if a filing fee is required) and/or the details of the filing process
at 6714 Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their
website at www.NCOAH.com. Unless such demands are made this permit shall be final and binding.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 28405

State Stormwater Management Systems
Permit No. SW8 160501
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT w1OUTPARCELS
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
Wal-Mart Real Estate Business Trust
Walmart Supercenter Swansboro #7179-000
1121 West Corbett Avenue, Swansboro, Onslow County
FOR THE
construction, operation and maintenance of three (3) wet detention ponds within Y mile of
and draining to Class SA waters in compliance with the provisions of 15A NCAC 2H .1000
and Session Law 2008-211 (hereafter 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 Energy, Mineral and Land Resources (hereafter the Division
or DEMLR) and considered a part of this permit.
This permit shall be effective from the date of issuance until June 6, 2024 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. The project is a commercial shopping center with 2 outparcels. Each outparcel is
limited to a maximum amount of built -upon area as indicated in Schedule of
Compliance Condition 11.3 (f) of this permit and as shown in the application documents.
3. This stormwater system has been approved for the management of stormwater runoff
as described in Design Standards Conditions 1.8 and 1.9 of this permit. The runoff from
all built -upon area within the permitted drainage areas of this project must be directed
into the permitted stormwater control measures. The stormwater control measures
labeled Pond 1, Pond 2 and Pond 3, have been designed to handle the runoff from
357,765 square feet; 125,200 square feet; and 123,910 square feet of built -upon area,
respectively.
4. T he drainage areas will be limited to the amounts of built -upon area indicated in
Design Standards Condition 1.8 of this permit, and per approved plans. There is no
allocation of built -upon area for any future development.
5. All runoff being directed into wetlands shall flow into and through those wetlands at a
non -erosive velocity.
Page 1 of 9

State Stormwater Management Systems
Permit No. SW8 160501
6. A 50' wide vegetative buffer must be provided and maintained 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.
7. Prior to the discharge of stormwater runoff from any outparcel into the approved
stogy rriwater system, the permittee shall have recorded the necessary deed restrictions
such that the owner is aware of the built -upon area limit and must apply for and
receive a separate Offsite Stormwater Management Permit.
8. The following design criteria have been permitted for the Wet detention ponds and they
must be provided and maintained at the permitted design condition.
Pond #1
Pond #2
Pond #3
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
10.36
418,000
33,365
3.59
156,200
0
3.67
160,000
0
b. Total Impervious Surfaces, ft2:
Onsite, ft2:
Offsite, ft2:
Outparcels, ft2:
357,765
324,400
33,365
0
125,200
125,200
0
0
123,910
78,690
0
45,220
c. Average Pond Design Depth, feet:
7.5
5.0
7.5
d. TSS Removal Efficiency:
90%
90%
90%
e. Design Storm, inches:
3.65
3.65
3.65
f. Permanent Pool PP Elevation, FMSL:
29.0
29.25
29.0
g.Permitted PP Surface Area, ft2:
51,625
12,935
14,305
h. Temporary Storage Elevation, FMSL:
31.0
31.05
31.0
i. Permitted Storage Volume, ft3:
115,393
30,953
34,776
j. Predev. r-24 hr. discharge rate, cfs:
1.45
0.136
0.14
k. Controlling Orifice, inch 0 pipe:
5.0
2.0
2.0
I. Orifice Flow Rate, cfs:
0.51
.08
.08
m. PP Volume, ft3.
408,848
48,999
109,249
n. Foreba Volume, ft3:
74,850
8,912
23,368
o. Maximum Fountain Horsepower:
1.0
1/6
1/3
p. Receiving Stream/River Basin:
Hall's Creek / WOK01
Cartwheel Branch / WOK01
q. Stream Index Number:
19-41-16-3
20-26-1
r. Classification of Water Body:
SA HQW
SA HQW
9. Per the "no direct discharge" requirements in Section 2.(b)(1) c.3. of SL 2008-211, the
design storm discharged from a wet detention pond must be directed into a secondary
BMP. The following design criteria have been provided in the permitted secondary
BMP's and must be maintained at this design condition:
(A) VEGETATED FILTER STRIP (POND #1 secondary BMP/effective infiltration)
a. Peak Discharge:
Design Storm, cfs: 0.51
10-yr Storm, cfs: 0.7
b. Length of Level Spreader, ft: 20
C. Width of Vegetated Filter Strip, ft: 50
d. Slope of Vegetated Filter Strip: 2%
(B) INFILTRATION TRENCHES (secondary BMP's)
Units
Pond #2
Pond #3
a. Dimensions, LxWxH:
ft
71.5 x 24 x 2.0
76 x 24 x 1.75
b. Perforated pipe D / L:
In/ft
12" / 71.5
12" / 76
c. Bottom Elevation:
fmsl
29.0
28.75
d. Overflow Elevation:
fmsl
30.5
30.25
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 160501
II. SCHEDULE OF COMPLIANCE
The stormwater management BMP shall be entirely constructed, vegetated and
operational for its permitted 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 ..gill be repaired immediately. If the stormwater system is 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.
3. Prior to the sale of any outparcel, the permittee shall cause the following deed
restrictions to be recorded:
a. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number SW8 160501, as issued by the
Division of Energy, Mineral and Land Resources under NCAC 21-1.1000.
b. The State of North Carolina is made a beneficiary of these covenants to the
extent necessary to maintain compliance with the Stormwater Management
Permit.
C. These covenants are to run with the land and be binding on all persons and
parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded without
the express written consent of the Division.
e. Alteration of the drainage as shown on the approved plans may not take place
without the concurrence of the Division.
f. The maximum built -upon area for OP #1319-81 is 21,706 scluare feet and the
maximum built -upon area for OP# 1319-79 is 23,515 square feet. This allotted
amount includes any built -upon area constructed within the lot property
boundaries, and that portion of the right-of-way between the front lot line and
the edge of the pavement. Built upon area includes, but is not limited to,
structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking
areas, but does not include raised, open wood decking, or the water surface of
swimming pools.
g. All runoff from the built -upon areas on the outparcel must drain into the
permitted system. This may be accomplished through providing roof drain
gutters, which drain to the pond or street, grading the lot to drain toward the
street or directly into the pond, or grading perimeter swales and directing them
into the pond or street.
h. Built -upon area in excess of the permitted amount will require a permit
modification.
i. Each outparcel shall maintain a 50' wide vegetative buffer adjacent to surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of each side of streams and rivers and
the mean high water line of tidal waters.
j. Any individual or entity found to be in noncompliance with the provisions of a
stormwater management permit or the requirements of the Stormwater Rules is
subject to enforcement procedures as set forth in G.S. 143, Article 21.
k. Each outparcel whose ownership is not retained by the permittee, must submit
a separate Offsite Stormwater Management Permit application package to the
Division and receive a permit prior to any construction on the lot.
4. A copy of the recorded deed restrictions must be submitted to the Division within 30
days of the date of recording the plat, and prior to selling lots. The recorded copy must
contain all of the statements above, the signature of the Permittee, the deed book
number and page, and the stamp/signature of the Register of Deeds.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 160501
5. No component of the approved stormwater management BMP's or the stormwater
runoff conveyance system shown on the approved plans shall be altered, modified,
resized, relocated or regraded unless and until the Division has approved of a revised
plan.
6. If the sales contract between Wal-Mart Real Estate Business Trust and Swansboro
Investors, LLC, is dissolved, cancelled or defaulted, the permit holder shall notify the
Division of this change of ownership and shall request a Name/Ownership change for
the stormwater permit. If the Division is not notified by Wal-Mart Real Estate Business
Trust to transfer the permit, then the responsibility for permit compliance reverts back
to the property owner, Swansboro Investors, LLC. The property owner must notify the
Division immediately of the permit ownership change and submit a completed
Name/Ownership form to the Division within 30 days. Otherwise, Swansboro
Investors, LLC, will be operating a stormwater treatment facility without a valid permit,
which is a violation of NC General Statue 143-215.1.
7. The permittee shall review all new and modified outparcel plans for compliance with
the conditions of this permit. The permittee shall not approve any outparcel plans
where the maximum allowed built -upon area has been exceeded, or where
modifications, alternations, resizing, relocating or regrading of any component of the
storm drainage system are proposed unless and until a permit modification has been
approved by the Division.
8. The permittee is responsible for the routine monitoring of the project for compliance
with the built -upon area limits, grading, and the maintenance of the storm drainage
system and BMP established by this permit, the permit documents, the approved
plans, and the recorded deed restrictions. The permittee shall notify any outparcel
owner that is found to be in noncompliance with the conditions of this permit in writing,
and shall require timely resolution.
9. The permittee shall at all times provide the operation and maintenance necessary to
assure that all components of the permitted stormwater system function at design
condition. The approved Operation and Maintenance Agreement is incorporated by
reference into this permit and must be followed in its entirety and maintenance must
occur at the scheduled intervals.
10. Records of maintenance activities must be kept and made available upon request to
authorized personnel of the Division. The records will indicate the date, activity, name
of person performing the work and what actions were taken.
11. If the permanent pool volume is greater than 30,000 cubic feet, a decorative spray
fountain will be allowed in the stormwater treatment system, subject to the following
criteria:
a. The fountain must draw its water from less than 2' below the permanent pool
surface.
b. Separated units, where the nozzle, pump and intake are connected by tubing,
may be used only if they draw water from the surface in the deepest part of the
pond.
C. The falling water from the fountain must be centered in the pond, away from the
shoreline.
d. The maximum horsepower for the fountain pump in each pond is listed in
Design Standards Condition 1.8 of this permit.
12. If permeable pavement BUA credit is desired, the permittee must submit a request to
modify this permit to incorporate such language as required by the Division.
13. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 160501
14. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, the permittee shall cause a certification from.
an appropriate designer for the system installed to be submitted, 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.
15. All stormwater collection and treatment systems must be located in either public rights -
of -way, dedicated common areas or recorded easements. The final plats for the
project will be recorded showing all such rights -of -way, common areas and
easements, in accordance with the approved plans. Access to the stormwater
facilities for inspection and maintenance shall be maintained via appropriate recorded
easements at all times.
16. 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, the stormwater runoff collection system, 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 as reported on the application.
d. Altering, modifying, resizing, relocating or regrading any runoff conveyance
measure shown on the approved plan.
e. The construction of any future BUA reported on the application.
17. Prior to transfer of the permit, the stormwater facilities will be inspected by Division
personnel. The project and the stormwater facility must be in substantial compliance
with all permit conditions. Any items not in substantial compliance must be repaired,
replaced or restored to design condition prior to the transfer. Records of maintenance
activities performed to date will be required.
18. The Director may notify the permittee when the permitted site does not meet one or
more of the minimum requirements of the permit. Within the time frame specified in the
notice, the permittee shall submit a written time schedule to the Director for modifying
the site to meet minimum requirements. The permittee shall provide copies of revised
plans and certification in writing to the Director that the changes have been made.
III. GENERAL CONDITIONS
1. Any individual or entity found to be in noncompliance with the provisions of a
stormwater management permit or the requirements of the Stormwater rules is subject
to enforcement procedures as set forth in NCGS 143 Article 21.
2. 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.
3. 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.
Additional or replacement stormwater management systems shall receive a permit
from the Division prior to construction.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 160501
4. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation as
listed on the form, to the Division of Energy, Mineral and Land Resources at least 60
days prior to any one or more of the following events:
a. An ownership change including the cancellation, dissolution or default of the
sales contract, or the sale or conveyance of the project area in whoie or in part,
except in the case of an individual outparcel sale that is made subject to
properly recorded deed restrictions;
b. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of Session Law 2011-256;
C. Bankruptcy;
d. Foreclosure, subject to the requirements of Session Law 2013-121;
e. Dissolution of the partnership or corporate entity, subject to NCGS 57D-2-01(e)
and NCGS 57D-6-07;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
5. The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request.
6. The permittee grants DEMLR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until 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. Approved plans, calculations, supplement forms, operation and maintenance
agreements 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.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
control measure must follow the guidelines established in the North Carolina Erosion
and Sediment Control Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit as
allowed by the laws, rules and regulations contained in Session Law 2006-246, Title
15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
1 1. The permittee shall submit a permit renewal application request at least 180 days prior
to the expiration date of this permit. The renewal request must include the appropriate
application, documentation and the processing fee.
Permit issued this the 6th day of June, 2016.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 160501
Master Permit No. SW8 160501
Lot # from
Master Permit
Drains to
Pond #
Offsite Permit No.
Date Issued
Offsite Project Name
Allocated
BUA
Proposed
BUA
1319-79
3
23,515
1319-81
3
21,705
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 160501
Walmart Supercenter Swansboro #7179-000 Page 1 of 2
Stormwater Permit No. SW8 160501
Onslow County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/weekly/full time) the
construction of the project,
(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 a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State .Stormwater Management Systems
Permit No. SW8 160501
Certification Requirements: Page 2 of 2
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the 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/bypass 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/bypass 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 per the approved plans.
13. All required design depths are provided.
14. All required components of the system are provided, such as a vegetated shelf,
a forebay, a vegetated filter and the secondary BMP.
15. The required dimensions of the system are provided, per the approved plan.
16. All components of the stormwater BMP are located in either recorded common
areas, or recorded easements.
cc: NCDEQ-DEMLR Regional Office
Andrea Correll, Town of Swansboro Building Inspections
Page 9 of 9

DEMLR USE ONLY
Fee Paid
Applicable Rifles: ❑ Coastal SW - 1405 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WO Mgmt Plan -
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may bephotocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
#7179-000, Walmart Supercenter Swansboro
2. Location of Project (street address):
1121 West Corbett Avenue
City: Swansboro County: Onslow Zip: 28584
3. Directions to project (from nearest major intersection):
At the southwest intersection of Hammock Beach Road and West Corbett Avenue
4. Latitude: ° 34 ' 700022"N Longitude: ° -77 '150697 " W of the main entrance to the project.
H. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU-102 - RenewaI Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ❑Not Started [-]Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System []Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR 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):
❑LAMA Major ®Sedimentation/ Erosion Control: 21.5 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/ 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:
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S.L. 2012-200, ParPVI: hn://portal.ncdenr.org/web/Ir/rules-and-regulations
RECEIVED
MAY o s zoo
BY -
Form SWU-101 Version Oct. 31, 2013 Pagel of 6

III.` CONTACT INFORMATION
La. 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: Wal-Mart Real Estate Business Trust
Signing Official & Title: Barri Tulgetske, Director of Project Management and Design
b.Contact information for person listed in item la above:
Street Address: 2001 S.E. loth Street, Mail Stop 0550
City: Bentonville State: AR Zip: 7271
Mailing Address (ifapplicable):
City: State: Zip:
Phone: ( 479 ) 204-3147 Fax: ( )
Email: [e-mail]
c. Please check the appropriate box. The applicant listed above is:
❑ The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
® Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/ Organization: Swansboro Investors, LLC
Signing Official & Title: John L. Pierce, Land Surveyor
b. Contact information for person listed in item 2a above:
Street Address: 405 Johnson Blvd.
City:
Jacksonville
Mailing Address (if applicable):
City:
Phone: ( )
Email: [e-mail]
State: NC Zip: 28540
State:
Fax:
Zip:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/ Organization:
Signing Official & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City:
Phone:
Email:
4. Local jurisdiction for building permits: Swansboro
State:
Fax:
Zip:
Point of Contact: Hnarea Lorren Phone #: ( 910 ) 326-4428
GCEI V E
MAY 0 5 2016
ry,
Form SVIU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Three (3) wet ponds with secondary "effective infiltration" treatment. Two (2) secondary infiltration trenches and
one (1) level spreader and vegetative filter strip.
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 White Oak River basin.
4. Total Property Area: 20.66 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
7. Total Propertyy Area (4) —Total Coastal Wetlands Area (5) —Total Surface Water Area (6) = Total Project Area':
20.66 acres
+ Total project area shall be calculated to exclude thefollowing: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may be
included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 67 %
9. How many drainage areas does the project have? 3 (For high density, count ]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 2
: Drainage Area 3
Draina a Area
Receiving Stream Name
Halls Creek
Cartwheel Branch
Cartwheel Branch
_
Stream Class *
SA/HQW
SA/HQW
SA/HQW
Stream Index Number *
19-41-16-3
20-26-1
20-26-1
Total Drainage Area (sf)
451,365
156,200
160,000
On -site Drainage Area (sf)
418,000
156,200
160,000
Off -site Drainage Area (sf)
33,365
0
0
Proposed Impervious Area** (sf)
324,400+33.365off-site
125,200
123,910
% Impervious Area** (total)
79.3%
80.2%
77.4%
Impervious" Surface .Area
Drainage Area I
Drainage Area 2
Drainage .Area 3
Drainage Area _
On -site Buildings/ Lots (sf)
158,583
3,994
0
On -site Streets (sf)
0
0
0
On -site Parking (sf)
165,817
121,206
78,690
On -site Sidewalks (sf)
0
0
0
Other on -site (sf)
0
0
0
Future (sf)
0
0
45,220 ._
Off -site (sf)
33,365
0
0
Existing BUA*** (sf)
0
1 0
1 0
Total (sf):
357,765
1 125,200 1
123,910
* Stream Class and Index Number can be determined at: &W_,�/prncal.ncd.per.gt U,el�ri,-cnsi_ct:%c_lc�slleations
** Im-a-vious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
Sidewalks, gravel areas, etc.
***Report only that amount of existing BUA that will remain after development. Do=4M hat is
to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide do
Aerial imagery/survey data, Wet Pond #1 is sized to treat the equivalent of the runoff from
from the proposed road work on Corbett Ave and Hammock Beach Rd_
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

Prtliects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from httU / / nortalmcdennorg/ web/ wa/ ws/ su/ bmp-manue .
VI. SUBMITTAL REQUHZEMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
nttp:/ / portal.ncdenr.org/ web/ wg/ ws/ su/ statesw/ forms does. The complete application package should be
submitted to the appropriate DEMLR 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 htt :/ / portal.ncdenr.org/ web/ wo/ ws/ su/ statesw/ forms does.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. MT
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants MT
Form. (if required asper Part VIIbelow)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M MT
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable toNCDENR. (For an Express review, refer to MT
http:/ / www.envhelp.org/ pages/ onestopeUress 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/ management for MT
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 MT
receiving stream drains to class SA waters within ''/z mile of the site boundary, include the 1/z
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). MT
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: MT
a. Development/ Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line ofrCEIVEP
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of imAY U 5 2016
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal wa
i. Dimensioned property/ project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned. BY:
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
Form SW-101 Version Oct. 31, 2013 Page 4 of 6

9. Copy of any applicable soils report with the associated SHWT elevations (Please identify MT
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"xl1" 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 DEMLR to verify the SHWT prior
to submittal, [phone].)
10..A copy of the most current property deed. Deed book: 4096 Paee No: 347-351 MT
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC MT
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/ or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http:/ / www.secretary.state.nc.us/ Corporations/ CSearch aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from http://portal.nedenr.org/web/Ir/state-stormwater-
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 forms available on the website, that the covenants will be binding on all parties and persons claiming
underthem, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will he recorded prior to the sale of any lot.
VHI. 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: Michael Theberge
Consulting Firm: Bohler Engineering NC, PLLC
Mailing Address: 1927 South Tryon Street, Suite 310
City: Charlotte
Phone: ( 980 272-3400
Email: [e-mail]
State: NC Zip: 28203
Fax: ( 980 Z 272-3401
DL PROPERTY OWNER AUTHORIZATION (f Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name ofperson listed in Contact Information, item 2a) John L.Pierce ,certify that 1
own the property identified in this permit application, and thus give permission to (print or type name ofperson
listed in Contact Information, item ]a) Barri Tulgetske with (print or type name of organization listed in
Contact Information, item 1a)Wal-Mart Real Estate Business Trustto 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.
ECEIVE
MAY 0 5 2016
RY:
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

,M 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 DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR 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 14)3-215.6.
Signature: —V"I ° "--r �'l "� ✓ Date: 1 yd �� LO
a Notary Public for the State of NPH I (4lf%Q,, County of
�n, alhJ do hereby certify that r personally appeared
before me this ,.L.L day of Al, and a �e�dg theWe�ec5tton of the application for
a stormwater permit. Witness my hand and official seal, _
ON Ptgp`
GX
NOTARY
PUBLIC
X. APPLICANT'S CERTIFICATION
SEAL
My commission expires 6" 1AUJ
I, (print or type name of person listed in Contact Information, item 1a)
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 sto ater rules under 1 NCAC 2H .1000 and any other applicable state stormwater requirements.
Signature: Date: `5/ 2
I, ��i_Ih, � WAve � a Notary Public for the State of 2�,�NS4S , County of
8aA)� A do hereby certify that e) �ri < IQ e, lea personally appeared
before me this X day of and acknowledge the due executiorwf the application for
a stormwater permit. Witness my hand and official seal,
r `'► k SHEILA J. WARD
»: ^pT"�^ A MY COMMISSION # 12350008
EXPIRE24, 2016
SEAL
My commission expires �.: A'
'ECEIVED
MAY 0 5 2016
eY:
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

Permit No.
(to be provided byDWQ)
i kv)- �F W ATFR
NCDENR � _ r a
STORMWATER MANAGEMENT PERMIT APPLICATION FORM e�
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name 7179-000 Walmart Supercenter Swansboro, NC
Contact person Michael A Theberge
Phone number 980-272-3400
Date 1Jun-16
Drainage area number Wet Pond 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area
451,365 le
Impervious area, past -development
357,765 f?
%impervious
79.46 %
Design rainfall depth
3.7 in
Storage Volume: Non -SA Waters
Minimum volume required
f
Volume provided fe
Storage Volume: SA Waters
1.5' runoff volume 43,070 fe
Pre -development 1-yr, 24-hr runoff 6,865 ft3
Post -development 1-yr, 24-hr runoff 104,803 fO
Minimum volume required 97,938 fO
Volume provided 115,393 if
Peak Flow Calculations
Is the prelpost control of the 1yr 24hr stone peak flow required?
Y (Y or N)
1-yr, 24-hr rainfall depth
3.7 in
Rational C, pre -development
0.15 (unitless)
Rational C, post -development
0.78 (unitless)
Rainfall intensity: )-yr, 24-hrstorm
0.15 inmr OK
Pre -development 1-yr, 24-hr peak flow
1.45 fe ec
Post -development 1-yr, 24-hr peak flow
25.00 felsec
PretPost 1-yr, 24-hr peak flow control
23.55 felgec
Elevations
Temporary pool elevation
31.00 fmsl
Permanent pool elevation
29.00 fmsl
SHWT elevation (approx. at the perm. pod elevation)
29.50 fmsl �+�
Top of 1 Oft vegetated shelf elevation
29.50 fmsl C ���
Bottom of 1 Oft vegetated shelf elevation
28.50 fmsl
Sediment deanout, top elevation (bottom of pond)
14.00 fmsl J UN 0 3 2016
Sediment deanout, bottom elevation
13.00 fmsl
Sediment storage provided
1.00 ft
BY..
Is there additional volume stored above the state -required temp. pool?
Y (Y or N)
Elevation of the top of the additional volume
31.0 fmsl OK
Farts SW401-Wet Detention Basin-Rev.94119/12 Parts I. & II. Design Summary, Page 1 of 3

Permit
(to be provided by DWQ)
II DESIGN INFORMATION
Surface Areas
Area, temporary pool
61,780 ftF
Area REQUIRED, permanent pool
12,413 ft
SAIDA ratio
2.75 (unitless)
Area PROVIDED, permanent pod, A,"n,oa
5f,625 f!� OK
Area, bottom of IOft vegetated shelf, AboLsMff
46,590 ft?
Area, sediment cleanout, top elevation (bottom of pond), AbcLpond
11,935 ff
Volumes
Volume, temporary pool
115,393 fe
OK
Volume, permanent pad, Vp._p,
408,848 ft
Volume, forebay (sum of forebays if more than one forebay)
74,850 if
Forebay % of permanent pool volume
18.3% %
OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
Y (Y or N)
Mountain/Piedmont SAIDA Table Used?
N (Y or N)
SAIDA ratio
2.75 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, Vwm� oa
408,848 ft
Area provided, permanent pod, Ap„n wj
51,625 ff
Average depth calculated
N/A ft
OK
Average depth used in SAIDA, d. (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10.2b)
Y (Y or N)
Area provided, permanent pool, Ap._,d
51,625 ff
Area, bottom of 1 Oft vegetated shelf. A—
46,590 ff
Area, sediment cleanout, top elevation (bottom of pond), A,,",,""A
11,935 f?
"Depth" (distance blw bottom of I Oft shelf and top of sediment)
14.50 It
Average depth calculated
9.58 ft
OK
Average depth used in SAIDA, d. (Round to down to nearest 0.5ft)
7.5 ft
Insufficient. Check calculation.
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
5.00 in
Area of orifice (if -non -circular)
in'
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Hj
0. F It
Drawdown through weir?
N (Y or N)
Weirtype
N/A (unitless)
Coefficient of discharge (CW)
N/A (unitless)
Length of weir (L)
N/A ft
Driving head (H)
NIA It
Pre -development 1-yr, 24-hr peak flow
1.45 ft /sec
Post -development 1-yr. 24-hr peak flow
25.00 it'/sec
Storage volume discharge rate (through discharge orifice or weir)
0.51 felsce
Storage volume drawdown time
2.23 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
E
Vegetated shelf slope
10 :1
OK
C E IVE
Vegetated shelf width
10.0 It
OK
Length of flowpath to width ratio
TT:
OK
JUN 0 3 2015
Length to width ratio
3.1 :1
OK
Trash rack tar overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.0 ft
CK
"
Vegetated filter provided?
N (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
PUMP
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 2 of 3

Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
_MT C-6-C-8_ 1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
_MT _D-1_ 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
Peririarient puul dirnensiuns,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
_MT D-1 3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
_MT SW-2_ 4. If the basin is used for sediment and erosion control during construction, dean out of the basin is specified
on the plans prior to use as a wet detention basin.
_MT ----- Appendix_ 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
_MT SW-2_ 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
—MT.-__ Appendix_ 7. The supporting calculations.
_MT_____Appendix_ 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
_MT Appendix_ 9. A copy of the deed restrictions (if required).
_MT Appendix_ 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an a,.m,ptablc source ot, soils information.
Form SW401-Wet Detention Basin-Rev.9-4118112
ECEIVE
JUN 0 3 2016
rt III. Required Items Checkli age 3 of 3
BY.

Permit
(to be provided by DWQ)
�frWATE
WDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM . r►
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
7179-000 Walmart Supercenter Swansboro, NC
Contact person
Michael A Theberge
Phone number
980-272-3400
Date
1-Jun-16
Drainage area number
Wet Pond 2
II. DESIGN INFORMATION
Site Characteristics
Drainage area
156,200 if
Impervious area, post -development
125,200 ilz
% impervious
80.15 %
Design rainfall depth
3.7 in
Storage Volume: Non -SA Waters
Minimum volume required fe
Volume provided fe
Storage Volume: SA Waters
1.5" runoff volume
15,061 if
Pre -development 1-yr, 24-hr runoff
5,796 it
Post -development 1-yr, 24-hr runoff
36,599 fe
Minimum volume required
30,803 fe
Volume provided
30,953 fe
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr stone peak flow required?
Y (Y or N)
1-yr, 24-hr rainfall depth
3.7 in
Rational C, pre -development
0.21 (unitless)
Rational C, post -development
0.79 (unitless)
Rainfall intensity: 1 -yr, 24-hr storm
0.15 inthr OK
Pre -development 1-yr, 24-hr peak flow
0.40 elsec
Post -development 1-yr, 24-hr peak flow
9.69 ielsec
Pre/Post 1-yr, 24-hr peak flow control
9.29 fe sec
Elevations
Temporary pool elevation
31.05 fmsl
Permanent pool elevation
29.25 fmsl
SHW I' elevation (approx. at the perm. pod elevation)
29.00 fmsl
Top of 10111vegetated shelf elevation
29.75 fmsl
Bottom of 1Oft vegetated shelf elevation
28.75 fmsl
Sediment cleanout, tap elevation (bottom of pond)
20.00 fmsl
Sediment cleanout, bottom elevation
19. 00 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state -required temp. pool?
N (Y or N)
Elevation of the top of the additional volume
fmsl
ECEIVE
UN 0 3 2016
BY:
Form SW401-Wet Detention Basin-Rev.94118/12 Parts I. & II. Design Summary, Page 1 of 3

Permit No.
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pod 20,130 fe
Area REQUIRED, permanent pool 8,435 ft
SAIDA ratio 5.40 (unitless)
Area PROVIDED, permanent pool, Ap... 12,935 if OK
Area, bottom of 1 Oft vegetated shelf, Av at.nar 9,705 ff
Area, sediment deanout, top elevation (bottom of pond), Abot-paad 1,105 if
Volumes
Volume, temporary pod
30,953 le OK
Volume, permanent pool, Vp.,_Pom
48,999 ft3
Volume, forebay (sum of forebays if more than one forebay)
8,912 fe
Forebay % of permanent pool volume
18.2% % OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
Y (Y or N)
Mountain/Piedmont SAIDA Table Used?
N (Y or N)
SAIDA ratio
5.40 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, VPano_oa
48,999 ft
Area provided, permanent pool, Ap._,d
12,935 fe
Average depth calculated
N/A It OK
Average depth used in SAIDA, d., (Round to nearest 0.5ft)
it
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, Ap a,od
12,935 ff
Area, bottom of 1 Oft vegetated shelf, Ate, ahn
9.705 ff
Area, sediment deanout, top elevation (bottom of pond), Ab Limnd 1,105 e
"Depth' (distance b/w bottom of 1 Oft shelf and top of sediment)
8.75 ft
Average depth calculated
5.31 ft OK
Average depth used in SAIDA, dN, (Round to down to nearest 0.511)
5.3 ft OK
Drawdown Calculations
Drawdown through orifice?
Y
(Y or N)
Diameter of orifice (if circular)
2.00 in
Area of orifice (If--non-circular)
ire
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ha)
0.57 It
Drawdown through weir?
N
(Y or N)
Weir type
NIA
(unitless)
Coefficient of discharge (CW)
NIA
(unitless)
Length of weir (L)
WA
ft
Driving head (H)
WA
ft
Pre -development 1-yr, 24-hr peak flow
0.40 fe'Isec
Post -development 1-yr, 24-hr peak flow
9.69 fe/sec
Storage volume discharge rate (through discharge orifice or weir)
0.08 felsec
Storage volume drawdown time
4.49 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
— C V E
Vegetated shelf width
10.0 ft
OK
G
Length of flowpath to width ratio
6 :1
OK
Length to width ratio
6 :1
OK
N p 3 2016
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
7 n n
OK
Vegetated filter provided?
N (Y or N)
OK
BY:
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -cut?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
PUMP
Form SW401-Wet Detention Basin-Rev.9-411e112 Parts I. & II. Design Summary, Page 2 of 3

Permit No.
(to be provided by DINQ)
Its: [�EOtJti;4l=f� �E�S eC�fi ..
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below.lf a
requirement has not been met, attach justification.
Page! Plan
Initials Sheet No.
_MT C-6-C-8_ 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
_MT _D-1_ 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- P&Tnanent puul dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
3. Section view of the wet detention basin 0" = 20' or larger) showing:
Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
_MT SW-2_ 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
_MT_____Appendix_ 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
_MT SW-2_ 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
_MT -_Appendix_ 7. The supporting calculations.
_MT Annendix 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
_MT Appendix_ 9. A copy of the deed restrictions (if required).
_MT Appendix_ 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps a, c not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.9-4118/12
1UN032016
Part equired Items Checklist, Page 3 of 3

Permit No.
(to be provided by DWQ)
v�- 13 IR
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LWtcinq d lY..sq* !Ic.ogrc�
401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
7179-000 Walmart Supercenter Swansboro, NC
Contact person
Michael A Theberge
Phone number
980-272-3400
Date
6/1/2016
Drainage area number
From Wet Pond 2
II. DESIGN INFORMATION
Site Characteristics
Drainage area
166,200.00
fe
Impervious area
125,200.00
fe
Percent impervious
80.2%
%
Design rainfall depth
3.65
in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
3.65
in
1-yr, 24-hr intensity
0.15
in/hr
Pre -development 1-yr, 24-hr discharge
0.40
fOlsec
Post development 1-yr, 24-hr discharge
0.08
f0/sec
Pre/Post 1-yr, 24-hr peak flow control
-0.32
fP/sec
Storage Volume: Non -SA Waters
Minimum volume required
f}s
Volume provided
fe
Storage Volume: SA Waters
1.5" runoff volume
15061.00
fe
Pre -development 1-yr, 24-hr runoff volume
5,796.00
fe
Post -development 1-yr, 24-hr runoff volume
36,599.00
fe
Minimum volume required
30803.00
fe
Volume provided
30,953.00 —fe
OK
Soils Report Summary
Soil type
A
Infiltration rate
2.00
in/hr
SHWT elevation
29.00
fmsl
Trench Design Parameters
Drawdown time
4.49
days OK
Perforated pipe diameter
12.00
in
Perforated pipe length
71.50
ft
Number of laterals
0
Stone type (if used)
#57
Stone void ratio
40%
Store is free of fines?
Y
(Y or N) OK
Form SW401-Infiltration Trench-Rev.4
EGEIVE
JUN 0 3 lu1b
S PdRifTX . ign Summary, Page 1 of 3

Trench Elevations
Bottom elevation
Storage/overflow elevation
Top elevation
Trench Dimensions
Length (long dimension)
Width (short dimension)
Height (depth)
Additional Information
Maximum volume to each inlet into the trench?
Length of vegetative filter for overflow
Number of observation wells
Distance to structure
Distance from surface waters
Distance from water supply well(s)
Separation from impervious soil layer
Depth of naturally occuring soil above SHWT
Bottom covered with 4-in of clean sand?
Proposed drainage easement provided?
Capures all runoff at ultimate build -out?
Bypass provided for larger storms?
Trench wrapped with geoWile fabric?
Pretreatment device provided
Form SW401-Infiltration Trench-Rev.4
Permit No
(to be provided by DWQ)
29.00 fmsl
30.50 fmsl N//4 _ Secoidf!1 /3/LfI
31.00 fmsl
71.50 ft
24.00 ft
2.00 ft OK
ac-in
N/A
ft
OK
1
OK
15.00
ft
OK
1,000.00
ft
OK
N/A
ft
OK
N/A
ft
OK
0.00
It
Minimum of atleast 1-ft of naturally occuring soil above shwt
NIA
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
Wet Pond
9 ECEIVE
JUN 0 3 2016
RV. —
Parts I. & II. Design Summary, Page 2 of 3

Permit No.
(to be provided by DM)
E..,RE l`s
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
_MT_ _C-6-C-8_ 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Trench dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
_MT_ _D- 2. Partial plan (1" = 30' or larger) and details for the infiltration trench showing:
- Bypass structure,
Maintenance access,
Basin bottom dimensions,
Basin cross-section with benchmark for sediment cleanout,
Flow distribution detail for inflow,
Vegetated filter, and
Pretreatment device.
_MT_ _D-1 3. Section view of the infiltration trench (1" 20' or larger) showing:
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
_MT_ _D-1 4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
_MT_ _Appendix_ 5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
_MT_ _SW-2, D-1— 6, A construction sequence that shows how the infitlration basin will be protected from sediment until the
entire drainage area is stabilized.
_MT_ --Appendix— 7. The supporting calculations.
_MT_ _Appendix_ 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
MT_ _Appendix_ 9. A copy of the deed restrictions (if required).
Form SW401-Infiltration Trench-Rev.4
E(;F.1V11:
2816
Pa I Re Its Checklist, P 3 of 3
BY:

REFERENCES
♦ BOUNDARY & TOPOGRAPHIC SURVEY:
"ALTA/ACSM LAND TITLE SURVEY FOR WAL-MART REAL
ESTATE BUSINESS TRUST, W. CORBETT AVENUE, TOWN OF
SWANSBORO, ONSLOW COUNTY, NORTH CAROLINA"
PREPARED BY JOHN L. PIERCE AND ASSOCIATES
DATED: 02/19/16
♦ ARCHITECTURE:
ARCHITECTURAL PLANS PREPARED BY MASSA
MONTALTO ARCHITECTS
DATED:TBD
REFERENCES NOT A PART
OF CONTRACT DOCUMENTS
♦ GEOTECHNICAL INVESTIGATION REPORT:
"FINAL GEOTECHNICAL EXPLORATION REPORT PROPOSED
WALMART SUPERCENTER #7179"
PREPARED BY S&ME, INC.
S&ME PROJECT NO. 1051-13-378G
DATED: 12/17/15
♦ ENVIRONMENTAL SITE ASSESSMENT - PHASE I:
"PHASE 1 ENVIRONMENTAL SITE ASSESSMENT
PROPOSED WALMART STORE #7179-00"
PREPARED BY S&ME, INC.
S&ME PROJECT NO. 4035-15-229
DATED: 02/26/16
♦ ENVIRONMENTAL SITE ASSESSMENT - PHASE II:
"LIMITED PHASE II ASSESSMENT PROPOSED WALMART STORE
#7179-00"
PREPARED BY S&ME, INC.
S&ME PROJECT NO. 4035-15-229
DATED: 02/15/16
♦ WATER REPORT:
"WATER SUPPLY SITE SURVEY, STORE #7179"
PREPARED BY RICK TERRELL, BENCHMARK GROUP
DATED: 2/15/16
GENERAL NOTE:
-HE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PRi
SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELA
;PECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RED
ING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONS1
TANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWING,'
FULL CONFORMANCE WITH LOCAL REGULATIONS ATIONS AND CODES.
AGENCIES
601 W. CORBETT AVENUE
SWANSBORO, NC 28584
CONTACT: JENNIFER HOLLAND
(910) 326-448 (P)
♦ NCDEQ
WILMINGTON REGIONAL OFFICE
127 CARDINAL DRIVE EXT.
WILMINGTON, NC 28405
CONTACT: DAN SAMS
(910) 796-721-6
♦ NCDOT
DISTRICT 1
295A WILMINGTON HIGHWAY
JACKSONVILI E, NC 28540
CONTACT: ROBERT VAUSE
[phone]
♦ ONSLOW WATER AND SEWER
AUTHORITY (ONWASA)
228 GEORGETOWN ROAD
JACKSONVILLE, NC 28540
CONTACT: WYNNE RAY
[phone] (P)
ONWASA PROJECT SUMMARY
# OF LOTS SERVED
4
# OF BACKFLOW PREVENTERP S
5
8" WATER MAIN
857 LF
8" SANITARY SEWER MAIN
1,267 LF
# OF SANITARY SEWER MANHOLES
8
P DOCUMENTS
Im09
,N)v
i0p
1 RCIF N r
Vii 7179 "w" 000
LOCATION OF SITE
W. CORBETT AVENUE AND HAMMOCK BEACH ROAD
PIN# 5355046027141 535504508906) 535504600803
ONSLOW COUNTY, SWANSBORO, NORTH CAROLINA
LOCATION MAP
INTS
V 7 `
D` OT37r- D
WAL-MART REAL ESTATE BUSINESS TRUST
2001 S.E. 10TH STREET
BENTONVILLE, ARr\l_%NSAS 72716-5570
TEL: [phone]
CONTACT: DESMOND ANYANWU
PREPARED BY
SHEET I DEX
SHEET TITLE
SHEET NUMBER
COVER SHEET
C-1
GENERAL NOTES
C-2
ALTA SURVEY
N/A
SWPPP NOTES
SW-1
SWPPP IMPLEMENTATION SEQUENCE AND LIMITS OF WORK
SW-2
PHASE I EROSION AND SEDIMENT CONTROL PLAN
SW-3
PHASE II EROSION AND SEDIMENT CONTROL PLAN
SW-4
E AND SC SCHEDULES INFORMATION AND SUMMARY TABLES
SW-5
SWPPP DETAILS
SW-6 - SW-8
DEMOLITION PLAN
DM-1
OVERALL SITE PLAN
C-3
SOUTH SITE PLAN
C-4
NORTH SITE PLAN
C-5
OVERALL GRADING AND DRAINAGE PLAN
C-6
SOUTH GRADING AND DRAINAGE PLAN
C-7
N iRTH G AOiNG AND DRAINAGE PLAN
C-8
§ _'TILITY PLAN
C-9
-; 7_ITY PLAN
C-10
7 .ITY PLAN
0-11
WATER MAIN PLAN AND PROFILE
C-12
SEWER MAIN PLAN AND PROFILE
;--13
OVERALL LANDSCAPE PLAN
LD-1
SOUTH LANDSCAPE PLAN
LD-2
NORTH LANDSCAPE PLAN
LD-3
LANDSCAPE DETAILS
LD-4
LIGHTING PLAN
L-1
CONSTRUCTION DETAILS
D-1 - D-10
TRUCK ROUTE EXHIBIT
EX-1 - EX-2
FUEL STATION BREAKOUT PLAN
EX-3
SECONDARY TREATMENT BMP EXHIBIT
EX
ALERT TO CONTRACTOR:
1. THE SITEWORK FOR THE WALMART PROJECT SHALL MEET OR
EXCEED THE STANDARD SITE WORK SPECIFICATIONS.
2. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS
REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES SHALL
BE PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION
AND THE FINAL CONNECTION OF SERVICES.
71
ISSUED FOR CONSTRUCTION
SIGNATURE DATE
SIGNATURE DATE SIGNATURE DATE
THIS DOCUMENT IS NOT ISSUED BY BOHLER ENGINEERING
FOR CONSTRUCTION WITHOUT (3) SIGNATURES
BEPC PROJECT #
REVISION DATE:
<SGv c/
REVISIONS
BY
PLAN REVISIONS
1
BAB
2/1/16
SWPPP REVISIONS
2
BAB
3/24/16
NCDENR SWMlESC
3
BAB
SUBMISSION 4/21/16
PAN REVISIONS
4
4/27/16
BAB
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
ONWASA REVISION
6
BAB
5l6/16
NCDENR REVISIONS
7
5/18/16
BAB
NCDENR REVS/OTB REV
$
BAB
5/31/16
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
NTS
JOB No.
NCC138078
SHEET
1-1:1201MCC1380780RAWINGMPLAN SETSINCC138078SDX.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:57 PM LAST SAVED BY: BBUCKLAND

0 =I a I twom I �,' I
CONTRACTOR IS RESPONSIBLE FOR COMPLIANCE WITH THE NOTES AND SPECIFICATIONS CONTAINED HEREIN. CONTRACTOR
IS RESPONSIBLE TO ENSURE THAT ALL SUBCONTRACTORS FULLY AND COMPLETELY CONFORM TO AND COMPLY WITH THESE
REQUIREMENTS:
1. THE FOLLOWING DOCUMENTS ARE INCORPORATED BY REFERENCE AS PART OF THIS SITE PLAN:
• "ALTA/ACSM LAND TITLE SURVEY PREPARED FOR WAL-MART REAL ESTATE BUSINESS TRUST" PREPARED BY JOHN L.
PIERCE AND ASSOCIATES, P.A.
• ARCHITECTURAL PLANS PREPARED BY MMA.
• "FINAL REPORT OF SUBSURFACE EXPLORATION, PROPOSED WALMART SUPERCENTER" S&ME PROJECT #1051-13-378G.
• "PHASE I ENVIRONMENTAL SITE ASSESSMENT, PROPOSED WALMART STORE #7179-00" S&ME PROJECT #4305-15-229.
• "LIMITED PHASE II ASSESSMENT, PROPOSED WALMART STORE #7179-00" S&ME PROJECT #4305-15-229.
• "STORMWATER MANAGEMENT REPORT" - BY BOHLER ENGINEERING NC, PLLC.
• "WATER SUPPLY SITE SURVEY, STORE #7179", PREPARED BY RICK TERRELL, BENCHMARK GROUP.
• "STORMWATER SYSTEM OPERATION AND MAINTENANCE MANUAL" - BY BOHLER ENGINEERING NC, PLLC.
PRIOR TO THE START OF CONSTRUCTION, THE CONTRACTOR MUST VERIFY THAT HE/SHE HAS THE LATEST EDITION OF THE
DOCUMENTS REFERENCED ABOVE. THIS IS CONTRACTOR'S RESPONSIBILITY.
2. ALL ACCESSIBLE (A/K/A ADA) PARKING SPACES MUST BE CONSTRUCTED TO MEET, AT A MINIMUM, THE MORE STRINGENT OF
THE REQUIREMENTS OF THE "AMERICANS WITH DISABILITIES ACT" (ADA) CODE (42 U.S.C. § 12101 et seq. AND 42 U.S.C. § 4151
et seq.) OR THE REQUIREMENTS OF THE JURISDICTION WHERE THE PROJECT IS TO BE CONSTRUCTED, AND ANY AND ALL
AMENDMENTS TO BOTH WHICH ARE IN EFFECT WHEN THESE PLANS ARE COMPLETED.
3. PRIOR TO STARTING CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ALL REQUIRED PERMITS AND
APPROVALS HAVE BEEN OBTAINED. NO CONSTRUCTION OR FABRICATION SHALL BEGIN UNTIL THE CONTRACTOR HAS
RECEIVED AND THOROUGHLY REVIEWED THE COMMENTS TO ALL PLANS AND OTHER DOCUMENTS REVIEWED AND
APPROVED BY THE PERMITTING AUTHORITIES AND CONFIRMED THAT ALL NECESSARY OR REQUIRED PERMITS HAVE BEEN
OBTAINED. CONTRACTOR MUST HAVE COPIES OF ALL PERMITS AND APPROVALS ON SITE AT ALL TIMES.
4. THE OWNER/CONTRACTOR MUST BE FAMILIAR WITH AND RESPONSIBLE FOR THE PROCUREMENT OF ANY AND ALL
CERTIFICATIONS REQUIRED FOR THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY.
5. ALL WORK MUST BE PERFORMED IN ACCORDANCE WITH THESE PLANS,. SPECIFICATIONS AND CONDITIONS OF APPROVAL,
AND ALL APPLICABLE REQUIREMENTS, RULES, REGULATIONS, STATUTORY REQUIREMENTS, CODES, LAWS AND STANDARDS
OF ALL GOVERNMENTAL ENTITIES WITH JURISDICTION OVER THIS PROJECT.
6. THE SITE WORK SPECIFICATIONS SET FORTH HEREIN ARE A PART OF THE REQUIRED CONSTRUCTION DOCUMENTS AND, IN
CASE OF CONFLICT, DISCREPANCY OR AMBIGUITY, THE MORE STRINGENT REQUIREMENTS AND/OR RECOMMENDATIONS
CONTAINED IN THE PLANS AND THE SITE WORE; SPECIFICATIONS SHALL TAKE PRECEDENCE UNLESS SPECIFICALLY NOTED
OTHERWISE ON THE PLANS. THE CONTRACTOR MUST NOTIFY THE ENGINEER, IN WRITING, OF ANY SUCH CONFLICT,
DISCREPANCY OR AMBIGUITY BETWEEN THE PLANS AND THE SITE WORK SPECIFICATIONS PRIOR TO PROCEEDING WITH
ANY FURTHER WORK.
7. THESE PLANS ARE BASED ON INFORMATION PROVIDED TO BOHLER ENGINEERING BY THE OWNER AND OTHERS PRIOR TO
THE TIME OF PLAN PREPARATION. CONTRACTOR MUST FIELD VERIFY EX. CONDITIONS AND NOTIFY BOHLER ENGINEERING,
IN WRITING, IMMEDIATELY IF ACTUAL SITE CONDITIONS DIFFER FROM THOSE SHOWN ON THE PLAN, OR IF THE PROP. WORK
CONFLICTS WITH ANY OTHER SITE FEATURES.
8. ALL DIMENSIONS SHOWN ON THE PLANS MUST BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO THE STAF%'. OF
CONSTRUCTION. CONTRACTOR MUST NOTIFY ENGINEER, IN WRITING, IF ANY CONFLICTS, DISCREPANCIES, OR AMBIGUITIES
EXIST PRIOR TO PROCEEDING WITH CONSTRUCTION. NO EXTRA COMPENSATION WILL BE PAID TO THE CONTRACTOR FOR
WORK WHICH HAS TO BE REDONE OR REPAIRED DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS
PRIOR TO CONTRACTOR GIVING ENGINEER WRITTEN NOTIFICATION OF SAME AND ENGINEER, THEREAFTER, PROVIDING
CONTRACTOR WITH WRITTEN AUTHORIZATION TO PROCEED WITH SUCH ADDITIONAL WORK:
9. CONTRACTOR MUST REFER TO THE ARCHITECTURAL/BUILDING PLANS "OF RECORD" FOR EXACT LOCATIONS AND
DIMENSIONS OF ENTRY/EXIT POINTS, ELEVATIONS, PRECISE BUILDING DIMENSIONS, AND EXACT BUILDING UTILITY
LOCATIONS.
10. PRIOR TO THE START OF CONSTRUCTION, THE CONTRACTOR MUST COORDINATE THE BUILDING LAYOUT BY CAREFUL
REVIEW OF THE ENTIRE SITE PLAN AND THE LATEST ARCHITECTURAL PLANS (INCLUDING, BUT NOT LIMITED TO,
20. NEITHER THE PROFESSIONAL ACTIVITIES OF BOHLER ENGINEERING, NOR THE PRESENCE OF BOHLER ENGINEERING
AND/OR ITS PAST, PRESENT AND FUTURE OWNERS, OFFICERS, DIRECTORS, PARTNERS, SHAREHOLDERS, MEMBERS,
PRINCIPALS, COMMISSIONERS, AGENTS, SERVANTS, EMPLOYEES, AFFILIATES, SUBSIDIARIES, AND RELATED ENTITIES, AND
ITS .SUBCONTRACTORS AND SUBCONSULTANTS AT A CONSTRUCTION/PROJECT SITE, SHALL RELIEVE THE GENERAL
CONTRACTOR OF ITS OBLIGATIONS, DUTIES AND RESPONSIBILITIES INCLUDING, BUT NOT LIMITED TO, CONSTRUCTION
MEANS, METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING, OVERSEEING,
SUPERINTENDING AND COORDINATING THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND COMPLIANCE
ANY HEALTH OR SAFETY PRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES WITH JURISDICTION OVER THE
PROJECT AND/OR PROPERTY. BOHLER ENGINEERING AND ITS PERSONNEL HAVE NO AUTHORITY TO EXERCISE ANY
CONTROL OVER ANY CONSTRUCTION CONTRACTOR OR ITS EMPLOYEES IN CONNECTION WITH THEIR WORK OR ANY HEALTH
OR SAFETY PROGRAMS OR PROCEDURES. THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY.
BOHLER ENGINEERING SHALL BE INDEMNIFIED BY THE GENERAL CONTRACTOR AND MUST BE NAMED AN ADDITIONAL
INSURED UNDER THE GENERAL CONTRACTOR'S POLICIES OF GENERAL LIABILITY INSURANCE AS DESCRIBED ABOVE IN
NOTE 19 FOR JOB SITE SAFETY.
21.IF THE CONTRACTOR DEVIATES FROM THE PLANS AND SPECIFICATIONS, INCLUDING THE NOTES CONTAINED HEREIN,
WITHOUT FIRST OBTAINING THE PRIOR WRITTEN AUTHORIZATION OF THE ENGINEER FOR SUCH DEVIATIONS, THE
CONTRACTOR IS SOLELY RESPONSIBLE FOR THE PAYMENT OF ALL COSTS INCURRED IN CORRECTING ANY WORK DONE
WHICH DEVIATES FROM THE PLANS, ALL FINES AND/OR PENALTIES ASSESSED WITH RESPECT THERETO AND ALL
COMPENSATORY OR PUNITIVE DAMAGES RESULTING THEREFROM AND, FURTHER, SHALL DEFEND, INDEMNIFY AND HOLD
HARMLESS THE ENGINEER, TO THE FULLEST EXTENT PERMITTED UNDER THE LAW, IN ACCORDANCE WITH PARAGRAPH 19
HEREIN, FOR AND FROM ALL FEES, ATTORNEYS' FEES, DAMAGES, COSTS, JUDGMENTS, PENALTIES AND THE LIKE RELATED
TO SAME.
22. CONTRACTOR IS RESPONSIBLE FOR MAINTENANCE AND PROTECTION OF TRAFFIC PLAN FOR ALL WORK THAT AFFECTS
PUBLIC TRAVEL EITHER IN THE R.O.W. OR ON SITE. THE COST FOR THIS ITEM MUST BE INCLUDED IN THE CONTRACTOR'S
PRICE.
23. ALL SIGNING AND PAVEMENT STRIPING MUST CONFORM TO MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES OR LOCALLY
APPROVED SUPPLEMENT.
24. ENGINEER IS NOT RESPONSIBLE FOR ANY INJURY OR DAMAGES RESULTING FROM CONTRACTOR'S FAILURE TO BUILD OR
CONSTRUCT IN STRICT ACCORDANCE WITH THE APPROVED PLANS. IF CONTRACTOR AND/OR OWNER FAIL BUILD OR
CONSTRUCT IN STRICT ACCORDANCE WITH APPROVED PLANS, THEY AGREE TO JOINTLY AND SEVERALLY INDEMNIFY AND
HOLD ENGINEER HARMLESS FOR ALL INJURIES AND DAMAGES THAT ENGINEER SUFFERS AND COSTS THAT ENGINEER
INCURS.
25.OWNER MUST MAINTAIN AND PRESERVE ALL PHYSICAL SITE FEATURES AND DESIGN FEATURES DEPICTED ON THE PLANS
AND RELATED DOCUMENTS, IN STRICT ACCORDANCE WITH THE APPROVED PLAN(S) AND DESIGN AND, FURTHER ENGINEER
IS NOT RESPONSIBLE FOR ANY FAILURE TO SO MAINTAIN OR PRESERVE SITE AND/OR DESIGN FEATURES. IF OWNER FAILS
TO MAINTAIN AND/OR PRESERVE ALL PHYSICAL SITE FEATURES AND/OR DESIGN FEATURES DEPICTED ON THE PLANS AND
RELATED DOCUMENTS, OWNER AGREES TO INDEMNIFY AND HOLD ENGINEER HARMLESS FOR ALL INJURIES AND DAMAGES
THAT ENGINEER SUFFERS AND COSTS THAT ENGINEER INCURS AS A RESULT OF SAID FAILURE.
26. ALL DIMENSIONS MUST BE TO FACE OF CURB, EDGE OF PAVEMENT, OR EDGE OF BUILDING, UNLESS NOTED OTHERWISE.
27. ALL CONSTRUCTION AND MATERIALS MUST COMPLY WITH AND CONFORM TO APPLICABLE FEDERAL, STATE AND LOCAL
REGULATIONS, LAWS, ORDINANCES, RULES AND CODES, AND ALL APPLICABLE OSHA REQUIREMENTS.
28. CONTRACTOR AND OWNER MUST INSTALL ALL ELEMENTS AND COMPONENTS IN STRICT COMPLIANCE WITH AND
ACCORDANCE WITH MANUFACTURER'S STANDARDS AND RECOMMENDED INSTALLATION CRITERIA AND SPECIFICATIONS. IF
CONTRACTOR AND/OR OWNER FAIL TO DO SO, THEY AGREE TO JOINTLY AND SEVEIRALLY INDEMNIFY AND HOLD ENGINEER
HARMLESS FOR ALL INJURIES AND DAMAGES THAT ENGINEER SUFFERS AND COSTS THAT ENGINEER INCURS AS A RESULT
OF SAID FAILURE.
29. CONTRACTOR IS RESPONSIBLE TO MAINTAIN ON -SITE STORMWATER POLLUTION PREVENTION PLAN (SWPPP) IN
COMPLIANCE WITH EPA REQUIREMENTS FOR SITES WHERE ONE (1) ACRE OR MORE (UNLESS THE LOCAL JURISDICTION
REQUIRES FEWER) IS DISTURBED BY CONSTRUCTION ACTIVITIES. CONTRACTOR IS RESPONSIBLE TO ENSURE THAT ALL
ACTIVITIES, INCLUDING THOSE OF SUBCONTRACTORS, ARE IN COMPLIANCE WITH THE SWPPP, INCLUDING BUT NOT LIMITED
TO LOGGING ACTIVITIES (MINIMUM ONCE PER WEEK AND AFTER RAINFALL EVENTS) AND CORRECTIVE MEASURES, AS
APPROPRIATE.
30. AS CONTAINED IN THESE DRAWINGS AND ASSOCIATED APPLICATION DOCUMENTS PREPARED BY THE SIGNATORY
PROFESSIONAL ENGINEER, THE USE OF THE WORDS CERTIFY OR CERTIFICATION CONSTITUTES AN EXPRESSION OF
"PROFESSIONAL OPINION" REGARDING THE INFORMATION WHICH IS THE SUBJECT OF THE UNDERSIGNED PROFESSIONAL
KNOWLEDGE OR BELIEF AND IN ACCORDANCE WITH COMMON ACCEPTED PROCEDURE CONSISTENT WITH THE APPLICABLE
STANDARDS OF PRACTICE, AND DOES NOT CONSTITUTE A WARRANTY OR GUARANTEE, EITHER EXPRESSED OR IMPLIED.
31. ALL CONSTRUCTION IS TO CONFORM TO THE SITE PLAN APPROVED BY THE PUBLIC WORKS AND PLANNING DIRECTOR
32. A "COMPETENT" CARD CARRYING INDIVIDUAL MUST BE PROVIDED FOR OSHA REGULATIONS.
STRUCTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND FIRE SUPPRESSION PLAN, WHERE APPLICABLE). CONTRACTOR
MUST IMMEDIATELY NOTIFY OWNER, ARCHITECT AND SITE ENGINEER, IN WRITING, OF ANY CONFLICTS, DISCREPANCIESOR
AMBIGUITIES WHICH EXIST.
GENERAL DEMOLITION NOTES:
11. DEBRIS MUST NOT BE BURIED ON THE SUBJECT SITE AND ALL UNSUITABLE EXCAVATED MATERIAL AND DEBRIS (SOLID
WASTE) MUST BE DISPOSED OF IN ACCORDANCE WITH THE REQUIREMENTS OF ANY AND ALL GOVERNMENTAL AUTHORITIES
WHICH HAVE JURISDICTION OVER THIS PROJECT OR OVER CONTRACTOR.
1. THIS PLAN REFERENCES DOCUMENTS AND INFORMATION BY:
12. THE CONTRACTOR IS RESPONSIBLE FOR IDENTIFYING WHEN SHORING IS REQUIRED AND FOR INSTALLING ALL SHORING
SURVEY - "ALTA/ACSM LAND TITLE SURVEY WALMART REAL ESTATE BUSINESS TRUST'
REQUIRED DURING EXCAVATION (TO BE PERFORMED IN ACCORDANCE WITH CURRENT OSHA STANDARDS) AND ANY
ADDRESS - JOHN L. PIERCE AND ASSOCIATES, P.A.
ADDITIONAL PRECAUTIONS TO BE TAKEN TO ASSURE THE STABILITY OF ADJACENT, NEARBY AND CONTIGUOUS
405 JOHNSON BLVD
STRUCTURES AND PROPERTIES. 1
JACKSONVILLE, NC 28540
13. THE CONTRACTOR IS TO EXERCISE EXTREME CARE WHEN PERFORMING ANY WORK ACTIVITIES ADJACENT TO PAVEMENT,
2. CONTRACTOR SHALL PERFORM ALL WORK IN ACCORDANCE WITH THE REQUIREMENTS OF THE OCCUPATIONAL SAFETY
STRUCTURES, ETC. WHICH ARE TO REMAIN EITHER FOR A N INITIAL PRASE OF THE PROJECT OR AS PART OF THE FINAL
AND HEALTH ACT OF 1970, (29 U.S.C. 651 et seq.), AS AMENDED AND ANY MODIFICATIONS, AMENDMENTS OR REVISIONS
RESPONSIBLE FOR TAKING ALL APPROPRIATE MEASURES REQUIRED TO ENSURE THE
CONDITION. CONTRACTOR IS R
STRUCTURAL STABILITY OF SIDEWALKS AND PAVEMENT, UTILITIES, BUILDINGS, AND INFRASTRUCTURE WHICH ARE TO
TO SAME.
REMAIN, AND TO PROVIDE A SAFE WORK AREA FOR THIRD PARTIES, PEDESTRIANS AND ANYONE INVOLVED WITH THE
-
3. BOHLER ENGINEERING HAS NO CONTRACTUAL, LEGAL, OR OTHER RESPONSIBILITY FOR JOB SITE SAFETY OR JOB SITE
PROJECT.
SUPERVISION, OR ANYTHING RELATED TO SAME.
14. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ANY DAMAGE DONE TO ANY NE
4. THE DEMOLITION PLAN IS INTENDED TO PROVIDE GENERAL INFORMATION, ONLY, REGARDING ITEMS TO BE
, ,
PROPERTY DURING THE COURSE OF CONSTRUCTION, INCLUDING BUT NOT LIMITED TO LRAINAGE UTILITIES PAVEMENT
DEMOLISHED AND/OR REMOVED. THE CONTRACTOR MUST ALSO REVIEW THE OTHER SITE PLAN DRAWINGS AND
STRIPING, CURB, ETC. AND SHALL BEAR ALL COSTS ASSOCIATED WITH SAME TO INCLUDE, BUT NOT BE LIMITED TO,
INCLUDE IN DEMOLITION ACTIVITIES ALL INCIDENTAL WORK NECESSARY FOR THE CONSTRUCTION OF THE NEW SITE
REDESIGN RE -SURVEY RE -PERMITTING AND CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR AND MUST REPLACE
ALL SIGNAL INTERCONNECTION CABLE, WIRING CONDUITS, AND ANY UNDERGROUND ACCESSORY EQUIPMENT DAMAGED
IMPROVEMENTS.
DURING CONSTRUCTION AND MUST BEAR ALL COSTS ASSOCIATED WITH SAME. THE REPAIR OF ANY SUCH NEW OR EX.
-TO
5. CONTRACTOR MUST RAISE ANY QUESTIONS CONCERNING THE ACCURACY OR INTENT OF THESE PLANS OR
CONSTRUCTION OR PROPERTY MUST RESTORE SUCH CONSTRUCTION OR PROPERTY TO A CONDITION EQUIVALENT OR
'WITH
SPECIFICATIONS, CONCERNS REGARDING THE APPLICABLE SAFETY STANDARDS, OR THE SAFETY OF THE
CONFORMANCE
BETTER THAN THE CONDITIONS PRIOR TO COMMENCEMENT OF THE CONSTRUCTION, AND IN CO
CONTRACTOR OR THIRD PARTIES IN PERFORMING THE WORK ON THIS PROJECT, WITH BOHLER ENGINEERING, IN
RE REQUIREMENTS AND STATUTES. CONTRACTOR MUST BEAR
APPLICABLE CODES, LAWS RULES, REGULATIONS, STATUTORY Q
WRITING, AND RESPONDED TO BY BOHLER, IN WRITING, PRIOR TO THE INITIATION OF ANY SITE ACTIVITY AND ANY
IBLE TO DOCUMENT ALL EX. DAMAGE AND TO NOTIFY THE
ALL COSTS ASSOCIATED WITH SAME. CONTRACTOR IS RESPONSIBLE
DEMOLITION ACTIVITY. ALL DEMOLITION ACTIVITIES MUST BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS
OWNER AND THE CONSTRUCTION MANAGER PRIOR TO THE START OF CONSTRUCTION.
-
OF THESE PLANS AND SPECIFICATIONS AND ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS, RULES,
15. ALL CONCRETE MUST BE AIR ENTRAINED AND HAVE THE MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS
REQUIREMENTS, STATUTES, ORDINANCES AND CODES.
UNLESS OTHERWISE NOTED ON THE PLANS OR DETAILS.
6. P_1.. IOR l O STARTING ANY DEMOLITION, CONTRACTOR IS RESPONSIBLE FOR/TO:
16. THE ENGINEER IS NOT RESPONSIBLE FOR CONSTRUCTION METHODS, MEANS, TECHNIQUES OR PROCEDURES, GENERALLY
A.OBTAINING ALL REQUIRED PERMITS AND MAINTAINING THE SAME ON SITE FOR REVIEW BY THE ENGINEER AND
OR FOR THE CONSTRUCTION MEAN, METHODS, TECHNIQUES PROCEDURES FOR COMPLETION OF THE WORK DEPICTED
OTHER PUBLIC AGENCIES HAVING JURISDICTION THROUGHOUT THE DURATION OF THE PROJECT, SITE WORK AND
BOTH ON THESE PLANS, AND FOR ANY CONFLICTS/SCOPE REVISIONS WHICH RESULT FROM SAME. CONTRACTOR IS
DEMOLITION WORK.
RESPONSIBLE FOR DETERMINING THE METHODS/MEANS FOR COMPLETION OF THE WORK PRIOR TO THE COMMENCEMENT
OF CONSTRUCTION.
17, THE ENGINEER OF RECORD IS NOT RESPONSIBLE FOR JOB SITE SAFETY. THE ENGINEER OF RECORD HAS NOT BEEN
WHOLLY OUTSIDE OF ENGINEER'S
.
ADA INSTRUCTIONS TO CONTRACCTOR
RETAINED TO PERFORM OR BE RESPONSIBLE FOR JOB SITE SAFETY, SAME BEING
SERVICES AS RELATED TO THE PROJECT. THE ENGINEER OF RECORD IS NOT RESPONSIBLE TO IDENTIFY OR REPORT ANY
JOB SITE SAFETY ISSUES, AT ANY TIME.
CONTRACTORS MUST EXERCISE APPROPRIATE CARE AND PRECISION IN CONSTRUCTION OF ADA (HANDICAP)
ACCESSIBLE COMPONENTS AND ACCESS ROUTES 'FOR THE SITE. THESE COMPONENTS, AS CONSTRUCTED, MUST
18. ALL CONTRACTORS MUST CARRY THE SPECIFIED STATUTORY WORKER'S COMPENSATION INSURANCE, EMPLOYER'S
COMPLY WITH THE CURRENT ADA STANDARDS AND REGULATIONS' BARRIER FREE ACCESS (ICC/ANSI A117.1 - 2009
LIABILITY INSURANCE AND LIMITS OF COMMERCIAL GENERAL LIABILITY INSURANCE (CGL). ALL CONTRACTORS MUST HAVE
EDITION) AND ANY MODIFICATIONS, REVISIONS OR UPDATES TO SAME. FINISHED SURFACES ALONG THE
THEIR CGL POLICIES ENDORSED TO NAME BOHLER ENGINEERING, AND ITS PAST, PRESENT AND FUTURE OWNERS,
ACCESSIBLE ROUTE OF TRAVEL FROM PARKING SPACE, PUBLIC TRANSPORTATION, PEDESTRIAN ACCESS,
OFFICERS, DIRECTORS, PARTNERS, SHAREHOLDERS, MEMBERS, PRINCIPALS, COMMISSIONERS, AGENTS, SERVANTS,
INTER -BUILDING ACCESS, TO POINTS OF ACCESSIBLE BUILDING ENTRANCE/EXIT, MUST COMPLY WITH THESE ADA
EMPLOYEES, AFFILIATES, SUBSIDIARIES, AND RELATED ENTITIES, AND ITS SUBCONTRACTORS AND SUBCONSULTANTS AS
CODE REQUIREMENTS. THESE INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING:
ADDITIONAL NAMED INSURED AND TO PROVIDE CONTRACTUAL LIABILITY COVERAGE SUFFICIENT TO INSURE THIS HOLD
HARMLESS AND INDEMNITY OBLIGATIONS ASSUMED BY THE CONTRACTORS. ALL CONTRACTORS MUST FURNISH BOHLER
• PARKING. SPACES AND PARKING AISLES - SLOPE SHALL NOT EXCEED 1:50 (1/4" PER FOOT OR NOMINALLY 2.0%) IN
ENGINEERING WITH CERTIFICATIONS OF INSURANCE AS EVIDENCE OF THE REQUIRED INSURANCE PRIOR TO COMMENCING
ANY DIRECTION.
WORK AND UPON RENEWAL OF EACH POLICY DURING THE ENTIRE PERIOD OF CONSTRUCTION AND FOR ONE YEAR AFTER
.
THE COMPLETION OF CONSTRUCTION. IN ADDITION, ALL CONTRACTORS WILL, TO THE FULLEST EXTENT PERMITTED UNDER
• CURB RAMPS -SLOPE MUST NOT EXCEED 1:12 (8.3%) FOR A MAXIMUM OF SIX (6) FEET.
THE LAW, INDEMNIFY, DEFEND AND HOLD HARMLESS BOHLER ENGINEERING AND ITS PAST, PRESENT AND FUTUF,E
OWNERS, OFFICERS, DIRECTORS, PARTNERS, SHAREHOLDERS, MEMBERS, PRINCIPALS, COMMISSIONERS, AGENTS,
. LANDINGS - MUST BE PROVIDED AT EACH END OF RAMPS, MUST PROVIDE POSITIVE DRAINAGE, AND MUST NOT
SERVANTS, EMPLOYEES, AFFILIATES, SUBSIDIARIES, AND RELATED ENTITIES, AND ITS SUBCONTRACTORS AND
EXCEED 1:50 (1/4" PER FOOT OR NOMINALLY 2.0%) IN ANY DIRECTION.
SUBCONSULTANTS FROM AND AGAINST ANY DAMAGES, INJURIES, CLAIMS, ACTIONS, PENALTIES, EXPENSES, PUNITIVE
DAMAGES, TORT DAMAGES, STATUTORY CLAIMS, STATUTORY CAUSES OF ACTION, LOSSES, CAUSES OF ACTION, LIABILITIES
. PATH OF TRAVEL ALONG ACCESSIBLE ROUTE - MUST PROVIDE A 36-INCH OR GREATER UNOBSTRUCTED WIDTH OF
OR COSTS, INCLUDING, BUT NOT LIMITED TO, REASONABLE ATTORNEYS' FEES AND DEFENSE COSTS, ARISING OUT OF OR IN
TRAVEL (CAR OVERHANGS AND/OR HANDRAILS CANNOT REDUCE THIS MINIMUM WIDTH). THE SLOPE MUST BE NO
ANY WAY CONNECTED WITH OR TO THE PROJECT, INCLUDING ALL CLAIMS BY EMPLOYEES OF THE CONTRACTORS, ALL
GREATER THAN 1:20 (5.0%) IN THE DIRECTION OF TRAVEL, AND MUST NOT EXCEED 1:50 (1/4" PER FOOT OR
CLAIMS BY THIRD PARTIES AND ALL CLAIMS RELATED TO THE PROJECT. CONTRACTOR MUST NOTIFY ENGINEER, IN
NOMINALLY 2.0%) IN CROSS SLOPE. WHERE PATH OF TRAVEL WILL BE GREATER THAN 1:30 (5.0%), ADA RAMP MUST
WRITING, AT LEAST THIRTY (30) DAYS PRIOR TO ANY TERMINATION, SUSPENSION OR CHANGE OF ITS INSURANCE
BE ADHERED TO. A MAXIMUM SLOPE OF 1:12 (8.3%), FOR A MAXIMUM RISE OF 2.5 FEET, MUST BE PROVIDED. THE
HEREUNDER.
RAMP MUST HAVE ADA HAND RAILS AND "LEVEL" LANDINGS ON EACH END THAT ARE CROSS SLOPED NO MORE
THAN 1:50 IN ANY DIRECTION (1!4" PER FOOT OR NOMINALLY 2.0%) FOR POSITIVE DRAINAGE.
19. BOHLER ENGINEERING WILL REVIEW OR TAKE OTHER APPROPRIATE ACTION ON THE CONTRACTOR SUBMITTALS, SUCH AS
SHOP DRAWINGS, PRODUCT DATA, SAMPLES, AND OTHER DATA, WHICH THE CONTRACTOR IS REQUIRED TO SUBMIT, BUT
e DOORWAYS - MUST HAVE A "LEVEL" LANDING AREA ON THE EXTERIOR SIDE OF THE DOOR THAT IS SLOPED AWAY
ONLY FOR THE LIMITED PURPOSE OF CHECKING FOR CONFORMANCE WITH THE DESIGN INTENT AND THE INFORMATION
FROM THE DOOR NO MORE THAN 1:50 (1/4" PER FOOT OR NOMINALLY 2.0%) FOR POSITIVE DRAINAGE. THIS
SHOWN IN THE CONSTRUCTION CONTRACT DOCUMENTS. CONSTRUCTION MEANS AND/OR METHODS AND/OR TECHNIQUES
LANDING AREA MUST BE NO LESS THAN 60 INCHES (5 FEET) LONG, EXCEPT WHERE OTHERWISE PERMITTED BY
OR PROCEDURES, COORDINATION OF THE WORK WITH OTHER TRADES, AND CONSTRUCTION SAFETY PRECAUTIONS ARE
ADA STANDARDS FOR ALTERNATIVE DOORWAY OPENING CONDITIONS. (SEE ICC/ANSI A117.1-2009 AND OTHER
THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND BOHLER HAS NO RESPONSIBILITY OR LIABILITY FOR SAME
REFERENCED INCORPORATED BY COD.)
HEREUNDER. BOHLER ENGINEERING'S SHOP DRAWING REVIEW WILL BE CONDUCTED WITH REASONABLE PROMPTNESS
WHILE ALLOWING SUFFICIENT TIME TO PERMIT ADEQUATE REVIEW. REVIEW OF A SPECIFIC ITEM MUST NOT INDICATE THAT
. WHEN THE PROP. CONSTRUCTION INVOLVES RECONSTRUCTION, MODIFICATION, REVISION OR EXTENSION OF OR
BOHLER ENGINEERING HAS REVIEWED THE ENTIRE ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. BOHLER
TO ADA COMPONENTS FROM EX. DOORWAYS OR SURFACES, CONTRACTOR MUST VERIFY EX. ELEVATIONS SHOWN
ENGINEERING WILL NOT BE RESPONSIBLE FOR ANY DEVIATIONS FROM THE CONSTRUCTION DOCUMENTS NOT PROMPTLY
ON THE PLAN. NOTE THAT TABLE 405.2 OF THE DEPARTMENT OF JUSTICE'S ADA STANDARDS FOR ACCESSIBLE
AND IMMEDIATELY BROUGHT TO ITS ATTENTION, IN WRITING, BY THE CONTRACTOR. BOHLER ENGINEERING WILL NOT BE
DESIGN ALLOWS FOR STEEPER RAMP SLOPES, IN RARE CIRCUMSTANCES. THE CONTRACTOR MUST IMMEDIATELY
REQUIRED TO REVIEW PARTIAL SUBMISSIONS OR THOSE FOR WHICH SUBMISSIONS OF CORRELATED ITEMS HAVE NOT BEEN
NOTIFY THE DESIGN ENGINEER OF ANY DISCREPANCIES AND/OR FIELD CONDITIONS THAT DIFFER IN ANY WAY OR
RECEIVED. IANY
RESPECT FROM WHAT IS SHOWN ON THE PLANS, IN WRITING, BEFORE COMMENCEMENT OF WORK.
CONSTRUCTED IMPROVEMENTS MUST FALL WITHIN THE MAXIMUM AND MINIMUM LIMITATIONS IMPOSED BY THE
BARRIER FREE REGULATIONS AND THE ADA REQUIREMENTS.
• THE CONTRACTOR MUST VERIFY THE SLOPES OF CONTRACTOR'S FORMS PRIOR TO POURING CONCRETE. IF ANY
NON-CONFORMANCE IS OBSERVED OR EXISTS, CONTRACTOR MUST IMMEDIATELY NOTIFY THE ENGINEER PRIOR
TO POURING CONCRETE. CONTRACTOR IS RESPONSIBLE FOR ALL COSTS TO REMOVE, REPAIR AND REPLACE
NON -CONFORMING CONCRETE.
GENERAL NOTE:
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PROJECT
NORK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATIVE TI
THE SPECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD IN
WRITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE
ACCEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWINGS AND II
FUI L CONFORMANCE WITH LOC L RFr,Ui aTinNS AND CODES. __
IT IS STRONGLY RECOMMENDED THAT THE CONTRACTOR REVIEW THE INTENDED CONSTRUCTION WITH THE LOCAL
BUILDING .CODE PRIOR TO COMMENCEMENT OF CONSTRUCTION.
.��1. Coim' I I\C� � �tl �11
1. ALL PROJECTS WITHIN THE JURISDICTION OF THE ONSLOW WATER ,AND SEWER AUTHORITY (ONWASA) SHALL BE
DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH "ONWASA'S MANUAL OF SPECIFICATIONS AND STANDARDS,
LATEST REVISION".
2. PUBLIC WATER DISTRIBUTION SYSTEMS SHALL CONFORM TO THE DESIGN AND CONSTRUCTION REQUIREMENTS OF THE
NC DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES, NCAC TITLE 15A, SUBCHAPTER 18C, RULES
GOVERNING PUBLIC WATER SYSTEMS, LATEST REVISION.
3. ALL STRUCTURES AND UTILITIES SHALL COMPLY WITH THE APPLICABLE AREAS OF ENVIRONMENTAL CONCERN (AEC)
STANDARDS, AS AMENDED, IN ACCORDANCE WITH THE STATE GUIDELINES FOR AEC'S (15 NCAC 7H) PURSUANT TO THE
COASTAL AREA MANAGEMENT ACT OF 1974.
4. LOCATIONS OF ALL EX. AND PROP. SERVICES ARE APPROXIMATE AND MUST BE INDEPENDENTLY CONFIRMED WITH
LOCAL UTILITY COMPANIES PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION OR EXCAVATION. SANITARY SEWER
AND ALL OTHER UTILITY SERVICE CONNECTION POINTS MUST BE INDEPENDENTLY CONFIRMED BY THE CONTRACTOR IN
THE FIELD PRIOR TO THE COMMENCEMENT OF CONSTRUCTION. ALL DISCREPANCIES MUST IMMEDIATELY BE
REPORTED, IN WRITING, TO THE ENGINEER. CONSTRUCTION MUST COMMENCE BEGINNING AT THE LOWEST INVERT
(POINT OF CONNECTION) AND PROGRESS UP GRADIENT. PROP. INTERFACE POINTS (CROSSINGS) WITH EX.
UNDERGROUND UTILITIES SHALL BE FIELD VERIFIED BY TEST PIT PRIOR TO COMMENCEMENT OF CONSTRUCTION.
5. CONTRACTOR MUST VERTICALLY AND HORIZONTALLY LOCATE ALL UTILITIES AND SERVICES INCLUDING, BUT NOT
LIMITED TO, GAS, WATER, ELECTRIC, SANITARY AND STORM SEWER, TELEPHONE, CABLE, FIBER OPTIC CABLE, ETC.
WITHIN THE LIMITS OF DISTURBANCE OR WORK SPACE, WHICHEVER IS GREATER, THE CONTRACTOR MUST USE, REFER
TO, AND COMPLY WITH THE REQUIREMENTS OF THE APPLICABLE UTILITY NOTIFICATION SYSTEM TO LOCATE ALL THE
UNDERGROUND UTILITIES. THE CONTRACTOR IS RESPONSIBLE FOR REPAIRING ALL DAMAGE TO ANY EX. UTILITIES
DURING CONSTRUCTION, AT NO COST TO THE OWNER. CONTRACTOR SHALL BEAR ALL COSTS ASSOCIATED WITH
DAMAGE TO ANY EX. UTILITIES DURING CONSTRUCTION.
6. IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW ALL CONSTRUCTION CONTRACT DOCUMENTS INCLUDING, BUT
NOT LIMITED TO, ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THE PROJECT WORK SCOPE PRIOR
TO THE INITIATION AND COMMENCEMENT OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT AND/OR
DISCREPANCY BETWEEN THE DOCUMENTS RELATIVE TO THE SPECIFICATIONS OR THE RELATIVE OR APPLICABLE
CODES, REGULATIONS, LAWS, RULES, STATUTES AND/OR ORDINANCES, IT IS THE CONTRACTOR'S SOLE
RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD, IN WRITING, OF SAID CONFLICT AND/OR
DISCREPANCY PRIOR TO THE START OF CONSTRUCTION. CONTRACTOR'S FAILURE TO NOTIFY THE PROJECT
ENGINEER SHALL CONSTITUTE CONTRACTOR'S FULL AND COMPLETE ACCEPTANCE OF ALL RESPONSIBILITY TO
COMPLETE THE SCOPE OF WORK AS DEFINED BY THE DRAWINGS AND IN FULL COMPLIANCE WITH ALL FEDERAL, STATE
AND LOCAL REGULATIONS, LAWS, STATUTES, ORDINANCES AND CODES AND, FURTHER, CONTRACTOR SHALL BE
RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH SAME.
7. THE CONTRACTOR MUST LOCATE AND CLEARLY AND UNAMBIGUOUSLY DEFINE VERTICALLY AND HORIZONTALLY ALL
ACTIVE AND INACTIVE UTILITY AND/OR SERVICE SYSTEMS THAT ARE TO BE REMOVED. THE CONTRACTOR IS
RESPONSIBLE TO PROTECT AND MAINTAIN ALL ACTIVE AND INACTIVE SYSTEMS THAT ARE NOT BEING
REMOVED/RELOCATED DURING SITE ACTIVITY.
8. THE CONTRACTOR MUST FAMILIARIZE ITSELF WITH THE APPLICABLE UTILITY SERVICE PROVIDER REQUIREMENTS AND
IS RESPONSIBLE FOR ALL COORDINATION REGARDING UTILITY DEMOLITION AS IDENTIFIED OR REQUIRED FOR THE
PROJECT. THE CONTRACTOR MUST PROVIDE THE OWNER WITH WRITTEN NOTIFICATION THAT THE EX. UTILITIES AND
SERVICES HAVE BEEN TERMINATED AND ABANDONED IN ACCORDANCE WITH THE JURISDICTION AND UTILITY COMPANY
REQUIREMENTS AND ALL OTHER APPLICABLE REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND CODES.
9. THE CONTRACTOR MUST INSTALL ALL STORM SEWER AND SANITARY SEWER COMPONENTS WHICH FUNCTION BY
GRAVITY PRIOR TO THE INSTALLATION OF ALL OTHER UTILITIES.
10. CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF SITE PLAN DOCUMENTS AND ARCHITECTURAL DESIGN FOR
EXACT BUILDING UTILITY CONNECTION LOCATIONS, GREASE TRAP REQUIREMENTS/DETAILS, DOOR ACCESS, AND
EXTERIOR GRADING, THE ARCHITECT WILL DETERMINE THE UTILITY SERVICE SIZES. THE CONTRACTOR MUST
COORDINATE INSTALLATION OF UTILITIES/SERVICES WITH THE INDIVIDUAL COMPANIES, TO AVOID CONFLICTS AND TO
ENSURE THAT PROPER DEPTHS ARE ACHIEVED. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT
INSTALLATION OF ALL IMPROVEMENTS COMPLIES WITH ALL UTILITY REQUIREMENTS WITH JURISDICTION AND/OR
CONTROL OF THE SITE, AND ALL OTHER APPLICABLE REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND
CODES AND, FURTHER, IS RESPONSIBLE FOR COORDINATING THE UTILITY TIE-INS/CONNECTIONS PRIOR TO
CONNECTING TO THE EX. UTILITY/SERVICE. WHERE A CONFLICT(S) EXISTS BETWEEN THESE SITE PLANS AND THE
ARCHITECTURAL PLANS, OR WHERE ARCHITECTURAL PLAN UTILITY CONNECTION POINTS DIFFER, THE CONTRACTOR
MUST IMMEDIATELY NOTIFY THE ENGINEER, IN WRITING, AND PRIOR TO CONSTRUCTION, RESOLVE SAME.
11. WATER SERVICE MATERIALS, BURIAL DEPTH, AND COVER REQUIREMENTS MUST BE SPECIFIED BY THE LOCAL UTILITY
COMPANY. CONTRACTOR'S PRICE FOR WATER SERVICE MUST INCLUDE ALL FEES, COSTS AND APPURTENANCES
REQUIRED BY THE UTILITY TO PROVIDE FULL AND COMPLETE WORKING SERVICE. CONTRACTOR MUST CONTACT THE
APPLICABLE MUNICIPALITY TO CONFIRM THE PROPER WATER METER AND VAULT, PRIOR TO COMMENCING
CONSTRUCTION.
12. ALL NEW UTILITIES/SERVICES, INCLUDING ELECTRIC, TELEPHONE, CABLE TV, ETC. ARE TO BE INSTALLED
UNDERGROUND. ALL NEW UTILITIES/SERVICES MUST BE INSTALLED IN ACCORDANCE WITH THE UTILITY/SERVICE
PROVIDER INSTALLATION SPECIFICATIONS AND STANDARDS.
13. SITE GRADING MUST BE PERFORMED IN ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS AND THE
RECOMMENDATIONS SET FORTH IN THE PAD AND SITE PREPARATION NOTES REFERENCED IN THIS PLAN SET. THE
CONTRACTOR IS RESPONSIBLE FOR REMOVING AND REPLACING UNSUITABLE MATERIALS WITH SUITABLE MATERIALS
AS SPECIFIED IN THE PAD AND SITE PREPARATION NOTES AND SITE WORK SPECIFICATIONS. ALL EXCAVATED OR
FILLED AREAS MUST BE COMPACTED AS OUTLINED IN THE SITE WORK SPECIFICATIONS. MOISTURE CONTENT AT TIME
OF PLACEMENT MUST BE SUBMITTED IN A COMPACTION REPORT PREPARED BY A QUALIFIED GEOTECHNICAL
ENGINEER, REGISTERED WITH THE STATE WHERE THE WORK IS PERFORMED, VERIFYING THAT ALL FILLED AREAS AND
SUBGRADE AREAS WITHIN THE BUILDING PAD AREA AND AREAS TO BE PAVED HAVE BEEN COMPACTED IN
ACCORDANCE WITH THESE PLANS, SPECIFICATIONS AND THE RECOMMENDATIONS SET FORTH IN THE SITE WORK
SPECIFICATIONS AND ALL APPLICABLE REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND CODES. SUBBASE
MATERIAL FOR SIDEWALKS, CURB, OR ASPHALT MUST BE FREE OF ORGANICS AND OTHER UNSUITABLE MATERIALS.
SHOULD SUBBASE BE DEEMED UNSUITABLE BY OWNER/DEVELOPER, OR OWNER/DEVELOPER'S REPRESENTATIVE,
SUBBASE IS TO BE REMOVED AND FILLED WITH APPROVED FILL MATERIAL COMPACTED AS DIRECTED BY THE SITE
WORK SPECIFICATIONS. EARTHWORK ACTIVITIES INCLUDING, BUT NOT LIMITED TO, EXCAVATION, BACKFILL, AND
COMPACTING MUST COMPLY WITH THE RECOMMENDATIONS IN THE SITE WORK SPECIFICATIONS AND ALL APPLICABLE
REQUIREMENTS, RULES, STATUTES, LAWS, ORDINANCES AND CODES. EARTHWORK ACTIVITIES MUST COMPLY WITH
THE STANDARD STATE DOT SPECIFICATIONS FOR ROADWAY CONSTRUCTION (LATEST EDITION) AND ANY AMENDMENTS
OR REVISIONS THERETO.
14. ALL FILL, COMPACTION, AND BACKFILL MATERIALS REQUIRED FOR UTILITY INSTALLATION MUST BE AS PER THE
RECOMMENDATIONS PROVIDED IN THE SITE WORK SPECIFICATIONS AND MUST BE COORDINATED WITH THE
APPLICABLE UTILITY COMPANY SPECIFICATIONS. FILL AND COMPACTION MUST, AT A MINIMUM, COMPLY WITH THE
STATE DOT REQUIREMENTS AND SPECIFICATIONS AND CONSULTANT SHALL HAVE NO LIABILITY OR RESPONSIBILITY
FOR OR AS RELATED TO FILL, COMPACTION AND BACKFILL. FURTHER, CONTRACTOR IS FULLY RESPONSIBLE FOR
EARTHWORK BALANCE.
I'll I
15. THE CONTRACTOR MUST COMPLY, TO THE FULLEST EXTENT, WITH THE LATEST OSHA STANDA D&ANDREGULATIONS,
AND/OR ANY OTHER AGENCY WITH JURISDICTION FOR -EXCAVATION AND TRLNCHIN PR I URES THE CONTRACTOR
IS RESPONSIBLE FOR DETERMINING THE "MEANS AND METHODS REQUIRES T' E` THE INTENT AND PERFORMANCE
CRITERIA OF OSHA, AS WELL AS ANY OTHER ENTITY THAT HAS JURISDICTION FOR EXCAVATION AND/OR TRENCHING
PROCEDURES AND CONSULTANT SHALL HAVE NO RESPONSIBILITY FOR OR AS RELATED FOR OR AS RELATED TO
EXCAVATION AND TRENCHING PROCEDURES.
16. PAVEMENT MUST BE SAW CUT IN STRAIGHT LINES, AND EXCEPT FOR EDGE OF BUTT JOINTS, MUST EXTEND TO THE
FULL DEPTH OF THE EX. PAVEMENT. ALL DEBRIS FROM REMOVAL OPERATIONS MUST BE REMOVED FROM THE SITE AT
THE TIME OF EXCAVATION. STOCKPILING OF DEBRIS WILL NOT BE PERMITTED.
17. THE TOPS OF EX. MANHOLES, INLET STRUCTURES, AND SANITARY CLEANOUT TOPS MUST BE ADJUSTED, AS
NECESSARY, TO MATCH PROP. GRADES IN ACCORDANCE WITH ALL APPLICABLE STANDARDS, REQUIREMENTS, RULES,
STATUTES, LAWS, ORDINANCES AND CODES.
18. DURING THE INSTALLATION OF SANITARY SEWER, STORM SEWER, AND ALL UTILITIES, THE CONTRACTOR MUST
MAINTAIN A CONTEMPORANEOUS AND THOROUGH RECORD OF CONSTRUCTION TO IDENTIFY THE AS -INSTALLED
LOCATIONS OF ALL UNDERGROUND INFRASTRUCTURE. THE CONTRACTOR MUST CAREFULLY NOTE ANY
INSTALLATIONS THAT DEVIATE FROM THE INFORMATION CONTAINED IN THE UTILITY PLAN. THIS RECORD MUST BE KEPT
ON A CLEAN COPY OF THE SITE PLAN, WHICH CONTRACTOR MUST PROMPTLY PROVIDE TO THE OWNER AT THE
COMPLETION OF WORK.
19. WHEN THE SITE IMPROVEMENT PLANS INVOLVE MULTIPLE BUILDINGS, SOME OF WHICH MAY BE BUILT AT A LATER DATE,
THE CONTRACTOR MUST EXTEND ALL LINES, INCLUDING BUT NOT LIMITED TO STORM SEWER, SANITARY SEWER,
UTILITIES, AND IRRIGATION LINE, TO A POINT AT LEAST FIVE (5) FEET BEYOND THE PAVED AREAS FOR WHICH THE
CONTRACTOR IS RESPONSIBLE. CONTRACTOR MUST CAP ENDS AS APPROPRIATE, MARK LOCATIONS WITH A 2X4, AND
MUST NOTE THE LOCATION OF ALL OF THE ABOVE ON A CLEAN COPY OF THE SITE PLAN, WHICH CONTRACTOR MUST
PROMPTLY PROVIDE TO THE OWNER UPON COMPLETION OF THE WORK.
20. THE CONTRACTOR IS FULLY RESPONSIBLE FOR VERIFICATION OF EX. TOPOGRAPHIC INFORMATION AND UTILITY INVERT
ELEVATIONS PRIOR TO COMMENCING ANY CONSTRUCTION. CONTRACTOR MUST CONFIRM AND ENSURE 0.75%
MINIMUM SLOPE AGAINST ALL ISLANDS, GUTTERS, AND CURBS; 1.0% ON ALL CONCRETE SURFACES; AND 1.5% MINIMUM
ON ASPHALT (EXCEPT WHERE ADA REQUIREMENTS LIMIT GRADES), TO PREVENT PONDING. CONTRACTOR MUST
IMMEDIATELY IDENTIFY, IN WRITING TO THE ENGINEER, ANY DISCREPANCIES THAT MAY OR COULD AFFECT THE PUBLIC
SAFETY, HEALTH OR GENERAL WELFARE, OR PROJECT COST. IF CONTRACTOR PROCEEDS WITH CONSTRUCTION
WITHOUT PROVIDING PROPER NOTIFICATION, MUST BE AT THE CONTRACTOR'S OWN RISK AND, FURTHER,
CONTRACTOR SHALL INDEMNIFY, DEFEND AND HOLD HARMLESS THE DESIGN ENGINEER FOR ANY DAMAGES, COSTS,
INJURIES, ATTORNEY'S FEES AND THE LIKE WHICH RESULT FROM SAME.
21. PROP. TOP OF CURB ELEVATIONS ARE GENERALLY 6" ABOVE EX. LOCAL ASPHALT GRADE UNLESS OTHERWISE NOTED.
FIELD ADJUST TO CREATE A MINIMUM OF 0.75% GUTTER GRADE ALONG CURB FACE. IT IS CONTRACTOR'S OBLIGATION
TO ENSURE THAT DESIGN ENGINEER APPROVES FINAL CURBING CUT SHEETS PRIOR TO INSTALLATION OF SAME.
22. REFER TO SITE PLAN FOR ADDITIONAL NOTES.
23. IN THE EVENT OF DISCREPANCIES AND/OR CONFLICTS BETWEEN PLANS OR RELATIVE TO OTHER PLANS, THE SITE PLAN
WILL TAKE PRECEDENCE AND CONTROL. CONTRACTOR MUST IMMEDIATELY NOTIFY THE DESIGN ENGINEER, IN
WRITING, OF ANY DISCREPANCIES AND/OR CONFLICTS.
24. CONTRACTOR MUST REQUIRED TO SECURE ALL NECESSARY AND/OR REQUIRED PERMITS AND APPROVALS FOR ALL
OFF SITE MATERIAL SOURCES AND DISPOSAL FACILITIES. CONTRACTOR MUST SUPPLY A COPY OF APPROVALS TO
ENGINEER AND OWNER PRIOR TO INITIATING WORK ANY WORK.
25. WHERE RETAINING WALLS (WHETHER OR NOT THEY MEET THE JURISDICTIONAL DEFINITION) ARE IDENTIFIED ON PLANS,
ELEVATIONS IDENTIFIED ARE FOR THE EXPOSED PORTION OF THE WALL. WALL FOOTINGS/FOUNDATION ELEVATIONS
ARE NOT IDENTIFIED HEREIN AND ARE TO BE SET/DETERMINED BY THE CONTRACTOR BASED, ON FINAL STRUCTURAL
DESIGN SHOP DRAWINGS PREPARED BY THE APPROPRIATE PROFESSIONAL LICENSED IN THE STATE WHERE THE
CONSTRUCTION OCCURS.
26. STORM DRAINAGE PIPE:
UNLESS INDICATED OTHERWISE, ALL STORM SEWER PIPE MUST BE REINFORCED CONCRETE PIPE (RCP) CLASS III WITH
WATER TIGHT JOINTS. WHEN HIGH -DENSITY POLYETHYLENE PIPE (HDPE) IS CALLED FOR ON THE PLANS, IT MUST
CONFORM TO AASHTO M294 AND TYPE S (SMOOTH INTERIOR WITH ANGULAR CORRUGATIONS) WITH GASKET FOR
WATER TIGHT JOINT. PVC PIPE FOR ROOF DRAIN CONNECTION MUST BE SDR 26 OR SCHEDULE 40 UNLESS INDICATED
OTHERWISE.
27. STORM AND SANITARY SEWER PIPE LENGTHS INDICATED ARE NOMINAL AND MEASURED CENTER OF INLET AND/OR
MANHOLES STRUCTURE TO CENTER OF STRUCTURE.
28. STORMWATER ROOF DRAIN LOCATIONS ARE BASED ON PRELIMINARY ARCHITECTURAL PLANS. CONTRACTOR IS
RESPONSIBLE TO AND FOR VERIFYING LOCATIONS OF SAME BASED ON FINAL ARCHITECTURAL PLANS.
29. SEWERS CROSSING STREAMS AND/OR LOCATION WITHIN 10 FEET OF THE STREAM EMBANKMENT, OR WHERE SITE
CONDITIONS SO INDICATE, MUST BE CONSTRUCTED OF STEEL, REINFORCED CONCRETE, DUCTILE IRON OR OTHER
SUITABLE MATERIAL.
SEWERS CONVEYING SANITARY FLOW COMBINED SANITARY AND STORMWATER FLOW OR INDUSTRIAL FLOW MUST BE
SEPARATED FROM WATER MAINS BY A DISTANCE OF AT LEAST 10 FEET HORIZONTALLY. IF SUCH LATERAL SEPARATION
IS NOT POSSIBLE, THE PIPES MUST BE IN SEPARATE TRENCHES WITH THE SEWER AT LEAST 18 INCHES BELOW THE
BOTTOM OF THE WATER MAIN, OR SUCH OTHER SEPARATION AS APPROVED BY THE GOVERNMENT AGENCY WITH
JURISDICTION OVER SAME.
• WHERE APPROPRIATE SEPARATION FROM A WATER MAIN IS NOT POSSIBLE, THE SEWER MUST BE ENCASED IN
CONCRETE, OR CONSTRUCTED OF DUCTILE IRON PIPE USING MECHANICAL OR SLIP-ON JOINTS FOR A DISTANCE OF
AT LEAST 10 FEET ON EITHER SIDE OF THE CROSSING. IN ADDITION, ONE FULL LENGTH OF SEWER PIPE SHOULD BE
LOCATED SO BOTH JOINTS WILL BE AS FAR FROM THE WATER LINE AS POSSIBLE. WHERE A WATER MAIN CROSSES
UNDER A SEWER, ADEQUATE STRUCTURAL SUPPORT FOR THE SEWER MUST BE PROVIDED.
28. WATER MAIN PIPING MUST BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS AND SPECIFICATIONS OF THE
LOCAL WATER SURVEYOR. WATER LINE MATERIALS SHALL BE AS FOLLOWS:
4" AND LARGER - PVC C-900 OR ASTM D 2241 CLASS 200. SMALLER THAN 4" EITHER COPPER TUBE TYPE "K" (C151
PER ASTM B88) OR PVC SDR-21 PER ASTM D1784 AND D2241. (ALL PIPE AND APPURTENANCES MUST COMPLY WITH
THE APPLICABLE AWWA STANDARDS IN EFFECT AT THE TIME OF APPLICATION.)
29. CONTRACTOR MUST ENSURE THAT ALL UTILITY TRENCHES LOCATED IN EX. PAVED ROADWAYS INCLUDING SEWER,
WATER AND STORM SYSTEMS, MUST BE REPAIRED IN ACCORDANCE WITH REFERENCED MUNICIPAL, COUNTY AND/OR
NCDOT DETAILS AS APPLICABLE. CONTRACTOR MUST COORDINATE INSPECTION AND APPROVAL OF COMPLETED
WORK WITH THE AGENCY WITH JURISDICTION OVER SAME.
30. WHERE BASEMENTS ARE TO BE PROVIDED FOR PROP. DWELLING UNITS, THE DEVELOPER SHALL, BY BORING OR BY
TEST PIT, DETERMINE THE DEPTH TO GROUNDWATER AT THE LOCATION OF THE PROP. DWELLINGS. WHERE
GROUNDWATER IS ENCOUNTERED IN THE BASEMENT AREA, BASEMENTS WILL NOT BE INSTALLED UNLESS SPECIAL
CONSTRUCTION METHODS ARE UTILIZED, TO BE REVIEWED AND APPROVED BY THE MUNICIPAL CONSTRUCTION CODE
OFFICIAL. IF AND WHERE SUMP PUMPS ARE INSTALLED, ALL DISCHARGES MUST BE CONNECTED TO THE STORM
SEWER. A CLEANOUT MUST BE PROVIDED PRIOR TO THE CONNECTION TO THE STORM DRAIN IN ORDER THAT
BLOCKAGES CAN BE ADDRESSED.
31. LOCATION OF PROP. UTILITY POLE RELOCATION IS AT THE SOLE DISCRETION OF UTILITY COMPANY.
32. CONSULTANT IS NEITHER LIABLE NOR RESPONSIBLE FOR ANY SUBSURFACE CONDITIONS AND FURTHER, SHALL HAVE
NO LIABILITY FOR ANY HAZARDOUS MATERIALS, HAZARDOUS SUBSTANCES, OR POLLUTANTS ON, ABOUT OR UNDER
THE PROPERTY.
LIGHTING NOTES: I
1. THIS LIGHTING PLAN DEPICTS PROP. SUSTAINED ILLUMINATION LEVELS CALCULATED USING DATA PROVIDED BY
THE NOTED MANUFACTURER(S). ACTUAL SUSTAINED SITE ILLUMINATION LEVELS AND PERFORMANCE OF
LUMINAIRES MAY VARY DUE TO VARIATIONS IN WEATHER, ELECTRICAL VOLTAGE, TOLERANCE IN LAMPS, THE
SERVICE LIFE OF EQUIPMENT AND LUMINAIREco AND OTHER RELATED VARIABLE FIELD CONDITIONS.
2. THE LIGHT LOSS FACTORS USED IN THESE LIGHTING CALCULATIONS ARE 0.90 FOR ALL LED LUMINAIRES, 0.80 FOR
ALL HIGH PRESSURE SODIUM LUMINAIRES OR 0.72 FOR ALL METAL HALIDE LUMINAIRES UNLESS OTHERWISE
SPECIFIED. THESE FACTORS ARE INDICATIVE OF TYPICAL LIGHTING INDUSTRY MODELING STANDARDS.
3. THE LIGHTING VALUES AND CALCULATION POINTS DEPICTED ON THIS PLAN ARE ALL ANALYZED ON A HORIZONTAL
GEOMETRIC PLANE AT ELEVATION ZERO (GROUND LEVEL) UNLESS OTHERWISE NOTED. THE VALUES DEPICTED
ON THIS PLAN ARE IN FOOTCANDLES.
4. THE LUMINAIRES, LAMPS AND LENSES MUST BE REGULARLY INSPECTED/MAINTAINED TO ENSURE THAI THEY
FUNCTION PROPERLY. THIS WORK SHOULD INCLUDE, BUT NOT BE LIMITED TO, FREQUENT VISUAL INSPECTIONS,
CLEANING OF LENSES, AND RELAMPING (IF NECESSARY) AT LEAST ONCE EVERY SIX (6) MONTHS. FAILURE TO
FOLLOW THE ABOVE STEPS COULD CAUSE THE LUMINARIES, LAMPS AND LENSES TO FAIL PROPERLY TO
FUNCTION.
5. WHERE APPLICABLE, THE EX. CONDITION LIGHT LEVELS ILLUSTRATED ARE REPRESENTATIVE OF AN
APPROXIMATION UTILIZING LABORATORY DATA FOR SIMILAR FIXTURES, UNLESS ACTUAL FIELD MEASUREMENTS
ARE TAKEN WITH A LIGHT METER AND ARE, CONSEQUENTLY, APPROXIMATIONS ONLY. DUE TO FACTORS SUCH
AS FIXTURE MAINTENANCE, EQUIPMENT TOLERANCES, WEATHER CONDITIONS, ETC, ACTUAL LIGHT LEVELS MAY
DIFFER. EX. LIGHT LEVELS DEPICTED ON THIS PLAN SHOULD BE CONSIDERED APPROXIMATE.
6. THIS LIGHTING PLAN IS INTENDED TO SHOW THE LOCATIONS AND TYPE OF LUMINAIRES, ONLY. POWER SYSTEM,
CONDUITS, WIRING, VOLTAGES AND OTHER ELECTRICAL COMPONENTS ARE THE RESPONSIBILITY OF THE
ARCHITECT, MEP AND/OR LIGHTING, CONTRACTOR, AS INDICATED IN THE CONSTRUCTION CONTRACT
DOCUMENTS. THESE ITEMS MUS
.T BE INSTALLED AS REQUIRED BY STATE AND LOCAL REGULATIONS.
CONTRACTOR IS RESPONSIBLE` FOR INSTALLING LIGHTING FIXTURES AND APPURTENANCES IN ACCORDANCE
WITH ALL APPLICABLE BUILDING AND ELECTRICAL CODES AND ALL OTHER APPLICABLE RULES, REGULATIONS,
LAWS AND STATUTES.
7. CONTRACTOR MUST BRING TO DESIGNER'S ATTENTION. PRIOR TO THE COMMENCEMENT OF CONSTRUCTION,
ANY LIGHT LOCATIONS THAT CONFLICT WITH DRAINAGE, UTILITIES, OR OTHER STRUCTURES.
8. IT IS LIGHTING CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE PROJECT ARCHITECT OR OWNER
REGARDING THE POWER SOURCE(S) FROM WITHIN THE BUILDING, AND TIMING DEVICES NECESSARY TO MEET
THE DESIGN INTENT.
9, THE LIGHTING CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE CONTRACTOR REQUIREMENTS INDICATED IN
THE SITE PLAN, INCLUDING BUT NOT LIMITED TO, GENERAL NOTES, GRADING AND UTILITY NOTES, SITE SAFETY,
AND ALL GOVERNMENTAL RULES, LAWS, ORDINANCES; REGULATIONS AND THE LIKE.
10. THE CONTRACTOR MUST VERIFY THAT INSTALLATION OF LIGHTING FIXTURES COMPLIES WITH THE
REQUIREMENTS FOR SEPARATION FROM OVERHEAD ELECTRICAL WIRES AS INDICATED BY LOCAL JURISDICTION.
11. WHEN A BANK ATM IS INCLUDED IN THE PLAN, THE LIGHTING DESIGN REPRESENTS BOHLER'S UNDERSTANDING
AND INTERPRETATION OF THE REGULATORY LIGHTING LEVELS INTENDED BY PUBLISHED STANDARDS.
12. UPON OWNER'S ACCEPTANCE OF THE COMPLETED PROJECT, THE OWNER SHALL BE RESPONSIBLE FOR ALL
MAINTENANCE, SERVICING, REPAIR AND INSPECTION OF THE LIGHTING S`.'STEM AND ALL OF ITS COMPONENTS
AND RELATED SYSTEMS, TO ENSURE ADEQUATE LIGHTING LEVELS ARE PRESENT AND FUNCTIONING AT ALL
TIMES.
REVISIONS
BY ")
PLAN REVISIONS
1
BAB
2/1/16
SWPPP REVISIONS
2
BAB
3/24/16
NCDENR SWM/ESC
3
BAB
SUBMISSION 4/21/16
PLAN REVISIONS
4
BAB
4/27/16
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
ONWASA REVISION
6
BAB
5/6/16
NCDENR REVISIONS
7
BAB
5/18/16
NCDENR REVS/OTB REV
8
BAB
wm
5/31 /16
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
NTS
JOB No.
NCC138078
SHEET
c m__9 2
I L _lj
H:\2013\NCC138078\DRAWINGS\PLAN SETS\NCC138078SDX.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:57 PM LAST SAVED BY: BBUCKLAND

. swANSBORO INVESTORS, LLC
1 20.66 ACRES/900,073-28 $QUARE FEET
swANSBORO TWP., ONSLOW COUNTY. NORTH CAROLINA
� .
Commencing at on existing &C.G.S. monument entitled
'Dovis.'and having N,C. Grid Values of North 351,895.94 and
Eastern val,ues of 2,555.567.63, thence running South 61
degrees 15 minutes 53 seconds East and having a grid
distance of 550.71 feet to existing iron pipe located along the
Southeastern right of way of N.C. Highway 24 (100 foot public
right of way -commonly known as Corbett Avenue), said iron
pip# also being THE TRUE POINT OF BEGINNING: thence from
the described begihning and running along the said right of way
the following courses and distance South 62 degrees 47
minutes 18 second*,4 East 217.92 feet to an iron stake, thence
.
South 64 degrees 57 minutes 27 seconds East 302.69 feet to
an iron stake; thence leaving the sold right of woy and running
South 23 degrees 62 minutes 18 seconds West 177�55 feet to
a bent existing iron pipe, thence South 12 degrees 23 minutes
57 seconds West 20.53 feet to on existing iron stake; thence
South 13 degrees 21 minutes 48 teconds West 238.25 feet to
on existing iron stdke; thence South 13 degrees 22 minutes 34
seconds West 105.73 feet to an iron stake; thence South 13
degrees 20 minutes, �2 seconds West 21.11 feet to an iron
stake; thence North 84 degrees 10 minutes 08 seconds East
288.85 feet to an Iron stake located along the Northwestern
right of way of NC$R 1511 (60 foOt Public right of way
-commonly known as Hammocks Beach Road); and running
thence along the, $,aid right of way South 05 degrees 56
minutes 42 seconds East $0.00 feet to an iron stake; thence
leaving the said right of way and running South 84 degrees 10
minutes 08 seconds West 3bg.84 feet to an iron stoke-, thence
I South 13 degrees 20 minutes 33 seconds West 21.28 feet to
an existing iron st0ke; thence South 13 degrees 18 minutes 25
seconds West 462.21 feet to an existing iron stake; thence
South 13 degrees i6 minutes 37 seconds West 12.85 feet to
on Iron stake located along the run of a canal; thence along
the run of the canal the following courses and distances:
I � I
South. 74 degrees *51 minutes 09 teconds West 58.20 feet to
'
an Iron stake, thence South 50 degrees 28 minutes 50 seconds
West 84.76 feet to on iron stake, thence North 81 degrees 09
minutes 37 second's West 79.73 feet. to an iron stake, thence
North 57 degreas 36 minutes 32 teconds West 64.58 feet to
an iron stoke, thence North 42 degrees 24 minutes 10 seconds
�
West 38.89 feet to an iron stake, thence North 25 degrees 23
1
minutes 17 seconds. West 29.29 feet to an iron stake, thence
North 03 degrees 33 minutes 27 ibeconds East 21,07 feet to
an existing iron pipe; thence leaving the run of the canal and
hing South 49 degrees 38 minutes 27 seconds West 336.09
runn .
feet to an existing concrete monument; thence North 29
degrees 03 minutes 43 seconds West 569�56 feet to an
I existing iron pipe; thence North 46 degrees 13 minutes 28
seconds East 285-20 feet to an bi*oken existing concrete
monument; thence North 29 degrees 29 minutes 18 seconds
East 590.10 feet tb a broken existing concrete monument;
� thence North 29 degrees 27 minutes 56 seconds East 304.86
feet to the point and place of beginning, Contcihing 20.66
acres/900,073.28 square feet and being 0 portion of the
property in thefollowing deeds. Deed Book 4073 .Page 26%
Deed Book 4096 P De
the Onslow County Registry and being subject to all easements
of record. The courses contained herein are correct in angular
relationship and are referenced to N.C. Grid North (NAD 83).
.."N .
- ZAJII_� .111, ­ I -_
JOHN �.�_�_OCLK OiL.S., , � ..O" I �
�Oal 4 1". * 11�01
11 " S I "I
November 11, 2013 ,,,, 9 .. I .111�
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PROPERTY LOCATED IN VLOOD ZONE "X" PER FEMA FIRM � I 91 I . I I 11
4
3720535500J DATED 11-03-05. . I 1 To Wei -Mort Real Estate Business Trust, a Delaware k, I 1, I 1 41 1
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VERTICAL DATUM NAVO 1988. statutory trust and Stewart Title Guaranty Company, their 11 9 I I I I " i
successors and assigns: I I
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� I � 14 !%., � � If. J,UNDERGROLIND
PROPERTY IS ZONED HIGHWAY BUSINESS (81) PER TOWN OF TNs is to certify that this map or plot and the survey on COMMUNICATION
SWANSSOR0 ZONING MAP which it is based were mode in accordance with the 2011 1111 � �_
I Minimum Standard Detail Requirements for ALTA/ACSM I 11 � I I �'h I I .
:
SETBACKS (PER ZONING) ! :
;
+ 31.2 . I ,I,
, Land Title Surveys. jointly established and adopted by . I I �
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FRO I NT - 25 . , I American Land Title Association and the Notional Society 11 i 1 1 1 r , , �
SIDE - 10, � of Professional Surveyors in 2011, and includes Items !=§,, I I 1 E 1--�� I I
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- iv 7(o)., Z(b)(1), Z(c) 8. 2,,10(9), 11(0, 13-19, 29(g), 21 and PP E I I i I .1
REAR .. I FO,j i : I I
I I _2Z of Table A thereof. The field work was completed on I � ;r
� ! .� I
� February 12, 201& CB 5 1 i i . - 1i
I TOP=31.67 + 3i,06 :4 *
I . IN 1 I I .
INV-.26.65 I � q it :
ALL UNDERGROUND UTtLITY LOCA71ONS ARE APPROXIMATE AND I Date of Plot or Mop; F_E@RUARY -19, 2016, 1 1 :
� 11 i
TAKEN FROM INFORMA'nON PROVIDED BY: � DI i i I I
. TOP-30.43 . - . r 1� i�
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ONWASA AND CAROLINA ONE -CALL. .. - . )(9 1 NV-27A2 To . � I 1 1 :
. Surveyor's Signature—. & i I ,
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//�__�; . . �., I is 15*RCP
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John L. Pierce _-Q ,M, , , I N-351,895.94 I 1 1 1 .11
NO GAS ONSITE Surveyor*s Name: �,.*w I
� '. F S & 0. �(/_ - � I SP
- ,
Firm: Jghp L, Pierce & Aeloci k 10 �# OP 41�, . i E.-
,. � 1:;� E=2.555.567�63 a � I W
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License Number-L-2N6 d lzk� - &,.- L-4 r D
ft. : q 17 414, 1 NA083/2001 TOP-245-47
TOF
SURVEY COMPRISED Or MULTIPLE TRACTS NTH NO GAPS OR Ift. : 11-iN., ., �j I 1 j k,
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I I � / I 1 31155_��,�f �1� 31+26 I i I,Gi+ - - - - - t� I :1 � . k � �
cis / � + 3P196 1. 30 og --- ? - 1 4- 311A3 \ ?_ S I - % : � o k ,
� I " -< BENT - � � ;�
I ;_ CANAL. " El ;1 / e- - + 12,83 1 � 11 A *IS w 177.56 . I � � , � ,
/ E I 1� 1E 4- 32A_Q V, -4 1,111111,1�ll I % 1
+ 310. 1 ?I 3 _03 f I. � // J L S23 1 k
. I I / /�_ I - _'. I LLP 1111!111110�11 '� I
/ + 3i,55 11 - AV ,�, . �, 31,71 i. i )i
� I/ I- . . I 1� - , I , � _!A��t\o - �
, i , ''
!
EIS / 1 5 1�' 11 I _�, � ,I, ( �uf-?@ " -*-+ z I , - ". %
/ 11 / i j � � /I � \1 194-­ - im . , I � =I �
I -
I
S CANAL , EIS 4!k -1 �
LOT 25 � - / 4- 31-19 + 13IS6 ) i i 3L.4J- I � \1 , , I M - � " � I
// PARK PLACE AT HAMMOCKS BEACH ,/ � ll I 11 I � _.- I � .�, � � I %
+ "1189 1 , I it
I I
,
I ? I I .
§ 1 1 "I I 1 5" � t _____� I
I / 14. / � +_,�4 K6 � I I A
PHASE N-A I "I � 1.4B I + 3�18o 1 30-16-- ,� 31-35 \ "' - + 1411fr9 �_ i I .9 �
M4 10 P. 13S & 138A, . I -i- 33Z3 11 I I I \,,, - -�,,, I t J� �,_ '! I �
n i � _K � � �11` I . - 11 I At " lisp
� I
.. . 1 1 � P - 11 * 4 � J/ � � I I � j 1� I * 31.40--__+ � I I * � 11, V � Ts
1-1 � ii ,-
11 . 11 '1/ I -� 12.24 1 t + 32,73 ,� �, f � I i; �1 �.
I \ I I 's � � I I �
� \ I � / / 11 11 *1� . 31.4Q1 - - � I 'Al 1� i � I
,
I I I I � i � i I 11 I It .11 '*_1 - I I
� I - I I I �i � )� j �j , . :
:
us f I k � _ - - - - , I., I 11 i 'i . i � /-i,/30-�l I, I t "\--\ 1'�112,U 4- It-74 )i - . . I , , I
.
,
LEGEND It_ C�m � -_ - - ­-­ , - � " � �, . / as " '32121� .4 � / i �
- CANA .� - - _� � + 01�49 1 11 I � + 33-23 i / I 11 N/F � �,
____ . � - I . < 11 ; ; ? / I _ , i ,,,A '� � I �
I-- ____ __ � I � --'I- 1314 - - � il 11 , ? 11 \, + 32.0-� 1 BFZ40A STANLEY J� I I / 11 � �.
I � I " 11 , "I � I � D.S.3313 P.914 R/W MON& I I
EIS - EXISTING IAON STAKE ____ --I- -, 11 � I � -_ .� 3'4�t�e i k, -i- 32-67 " ; I - .111 � I t
EIP = EXISTING A ON PIPE i I i � ? _____ I i � i i- 32-10 % �,, �, + 32-59 � I � f S ,,J � � " + . 41 A 4- 31,94 1, � 11 I i � � , 4 I I
k I ? 1. --' � I
ECM =t EXISTING CONCRETE MONUMENT I � 11 �_ I I . i - % . , 4 1 1
1 ? �, - I , S �,G J� � � /A"
EMC att; EXISTING MARK IN CONCRETE i� 1\1 e-8,99 , " " �, I/ I Ell - "Ill \ � //""\ . i I
f \ � i 223 - I I i
I EPK = EXISTING P,K. NAIL I I - \ ", / 4 X,99 + 30-8a , --\ 11 i ,,, I � I I , . , W
- �,,­ . I � _ � IIIV=27*18 I I
i % � 138 i + U17a EIS I- ­ I ___ -, NA _� - - "I I 1_1­1�:, I 1 1 .W�_A 11
,
.1
SIS - SET IRON tTAKE - I __ \ -) . Ck. \ AR(OLD RAWLS & WIFE 1-1, I I I I ,9.
11
-_ � I as ,__� __� I' It CHARLES -,� -, , INVm27.59 I I i
MIC = MARK IN CONCRETE as I I � - -�_ __ I, \ � _r, MARY SYN0*TZ RAWLS 11111- I '' INV-27 08 1 14
- " - - -,- , � - I I
qCN4AIJ It 1� � I ._,� 4 30 �7 / aqe4�4 \ � I 3 __ I - + 3i.89 4, *,�� "" 1" - " -_­ � - 1, � ____ ,
�
SPK = SET P.K. NAIL r6 �� , __�_ / j � n9 4- �32.41 - - - O.S.1817 P.W ,--,,, "­ � ", k I f I
- � ,_ �' -, - �,,,:�, - , - -
-1 �', 11 "
1:A 1, " � � ,-, . \ � / � -v 32­ -� " , - -29-85 1 <� V, . \ , , 14,8,430,�U�,"' , , INV-27.88 I / is. /,r.;� A i, . I
. " I ;>. ;L , , - ,
�
D. & 01. = DRAINAGE & UTILITY EASEMENT 1, . � , 29Z3 \ � < I ,_­,'-�­' ­1 - __ � 3L I , " , " - , �_ M.837 P-19 15" 1 V.",_ Al
__tl - * . ; � - ij ,WRCP A
= LITILITY EASEMENT >29 0 - 1� I � � � J ? .� - _;I- t. I ,*, �,O' 1 SSMH 10= - -1
I I - i + �2-54 .1,,' I I _­ _;­� �
U.E. , ---,/ 11 / , I - - " - TOP-29.51 . � CS
- I '_ 1�z .
I - N\_ \ ive I �
-110 __� � -^,-- ,,-i�,:5�,Cn I-60 2s�;.S,� , QW_ 0* _�'A'
= WATER VALVE + 11902 4- 29AS > ......... .. , - - - - 11 , 10 10, - T t --�,T INV-22.46 - TOP-29.54 i
WV - , _-, , 41 - ­ - 1 .54
* , , . ..... --- , � ,, ,V I
. I ?, V1, -, I / I * m'.99 4;_ - 4r - � INV-22.$$
= SANITARY SEWER MANHOLE i , I I i � -, , - . A0
SSMH I < �� ��. , - - .P,Kp 1%
C8 = � . . t I 0 'V ,6f � I
ARK PLACE AT HAMMOCKS BEA04 10 � ,_ ­ 11 / I -, - -1 - - - I/ ". � "' _. -- - - - q��ec- � � - - j i
. 1-1 i =� i _;; -, � 1, ­ - "', ,f+; ____ � �
of D140P INLET I "I'll - . - - , - - � - ­ , - _�;2 1+ 307 dp ;A V X15 - INV-22.52
PHASE II -A 404 1� ­ " - i - - I
= ,+) '��,N�11 + W.82 "_ - - 11 -� / , --- _____
. _-1 I
CMP = CORRUGATED METAL PIPE i � 20,33 . 's. . I I. 'I � A. A-,-- - ­­- _,­1 + .31.92 - + 3219i -.1.1 W / I "I ,32,53 �-O' ,,� *-�, \ I ____ . - I -N, - ,__ 'M-
3
IV
M.S. 70 P. 138 & 138A , , , - i %�, 114
LOT 24 . -4 + 29!8 31.72 -AN .0
-_ i / 4. ,
CATCH BASIN P �__, - , - ,0 .,*, ,4 \ X15 � .
,
-
I � . f I ) I - - , I I -,- '1� - _____ � I--*- Np #-. W Is-k-z;�;-_ I -
I ,I �i` I PVC I-- �.v. � TS8
, �__ - I ; *P_� " �, -_
. 11 1� 0.47 .1 I . ,_ ­', to - .:��,� *11 !� e . I -_ _�, -_ 0 k -11
I 11 � I \ ,_ - I _'� 3 ` " \ _ni , ,
I RCP = REINFORCED CONCRETE PIPE � - AC,, � / *_ I \ ? \ iL & 32168 +-,, �, UNDERGROUND 1_� J�!�, I � TP
as 11 1__� ,
et. ��Ivslvwauv,,,& �� � I � 32+63 """,,., * �, � 1,
= 219, , ­', ___7
pp POWER POLE It ANAL . I '� \ 157"'t �_mqt, 11 _X, , 3 -32-28 COMMUNICAM, --I - I I
� 1�1 I -,_-*7A�, , - � 1� ­6 ;:A4 ,�,�,,�,,�+ :34.2 -39, 1 - - �, _,--' ,,,-,.�,� �
,� �. I'll .;O��"" - LINE 'W I 00 -11 I
= 11 EIP \ � "40, , \ -1.1 I
5 I V
SL UTY LI 11 1107 � � , ___ �.� ---- _ - .*1 , , 'Ile ;-,* I - 2 . i
--O--, " �^ - �., OW .., I "I 15;;;; 1 Ce I , I
. I . 291e�i -_ '*-+ - - - - - - -�,,I- -,, - \ � 31,77 � & 1q_ \; � 7� --- �--- � ---,,-, - 7.85 1 � 4% I � i 1, I i ,,,
I - � �91. 1
1�, �, j? - r# -1 --% I' "Ce" ::� ""I, I
�, __­�+, ,P , %'1� I 4A.1;) INV:��27 1-1 � �
,
q - CENtERLINE 11 - _': � I I " - � - -44�, -I 1, N . �� � _..,�, - INVvx-25.6 . � . i I
WM = WATER METER LIS 1�, 11 + 213.56. 1 + 3L18i , - 4t Aio \ , , 2 1 \
; � lip 10N 4e �, L� - 0"e' ,,---"_-----�
*�, \ ,P ��% N INV-28.41 4 1 . k I
* �0 0, 1'�-, / N �' . , . I \
- , 32 k .. t!, ^* A UMN1 I I i I t I
> I , IIS.RCK _1'1;;P11' .�, 7-.� COMMU I I 11 . I 11; � 11
, 1, 4� %_tk E9 - - ,4v��b �4 �
r - � � I f I � etw.;b. oe NICATION I
I , .�el 11 i I
^ I 11 / r. . I . �/ _X. _� . � '�
RfGHT-Or-WAY , I * ro Vt T �+jd , 4t, . I IN UNE
R/W = IN I \ 61 � INVw28.5 I � 0 __1 V-28.17 , 1, I- �
1�, I " �.N <_ 4 e 4 * K", �%
I . OR
.
z �, 11 � 10 4 I I * ,,- ,.e ,,a- 11� . _ � � I , , I ;j It
N/F - NOW OR rORMERLY , N/r 10 C, + 32 �!ili,97 Z INV-28.91 X �� �+ 26.41,
MBL E= MINIMUM BLDG LINE It CANAL 0 � � 1-11 1W
-
1, E3 % I �
. YDRANT , I 04ARLES A. RAWLS & WFE I _ " _­ !..' -,* * ,,* 10 I
FH FIRE H - S-,' \ MARY S. RAWLS _� 31.94 �. �. 31171- .1 , # � I # = .72 -1
INV - INVERT I � I _*_+ 3! WOOD SPUT .�. i10 INV=23.91 I top Is � � % �1?9,:13
0.8�2539 P.913 .1 I R 7 1 1 ''
= � 11 . 794CE SSM8 � "I 1�7_ �0 .
GW` GUY WIRE . A / 0 .
PARCEL. "So M.S.49 P.130 \ 0. __� Top 11 wvz, I " I
��, U164 1 TOP= .22 # _� �� � � � , �
"'. A a "\ 's IN .58 P X ; - , 9 ., �, I 1,
-UG- = UNDERGROUND GAS \ \ PORTION OF RESLLTANT TRACT I I * , INV-24.07 k I I V`i"
I M.S. 67 P. 179 � $ 1 .�_, , i
= OVERHEAD TRAFFIC SIGNAL - - � I I A , � I ,
.
. "" A-1� , . j ,Tm()P.29.70
. ,� ,e ��
-TS- 3 N,� ' , I I 8( , X/
_E OVERHEAD ELECTR'IC LINE NIF 11 \ % , I- 15'RCF I INVw2SA9 I ; I
- - '_ - "I / . ,
CHARLES A. RAWLS & WIFE + 32,,?4 Ne , 0 0 CS , � �
TB = TELr_PHONE PEDESTAL \ ... � INV=28.15 -_1 # � , .1 � �J' ,�29162
R . C!;�/", I TOP-27.70 % I � I
MARY S� RAWLS - A � t4 -
EB - ELECTRIC BOX \' � . 0.8.4M P.690 eT 11 11 , .,, �� k y V.P. I I I I I -
I . PARCEL "e 30' UTILITY EASEMENT 7;;�,�_ 11 ,C - I 1 'Er 37
(SM) = BENCHMARK (NAVD 88) \ \ �,s 68,�,k j < 9),�,', L'� 1.4 I _-_
, 0% i �E
� � It � 1
M.8149 P1136 (I 5' ON BOTH SIDES � 01a . I
FO = FIBER OPTIC MARKER ,"V- '41, S .. N 9 TOP4-27.65 � I
\ \ 'V IiY, tl� � am- I V_ �� I
FMM �= SEWER FORCE MAIN MARKER "�'� � \ , 11 - ,.p. X , INV-28.02 ;-- a F I I t I �% I �
CQNTAC][�j: \ \ vp;�4, /­��, ,7�ovv!k $11, Ce
- " ,0
.
_'.
0,8.463 P.585) + 3244 A I I
I LF = LINEAR FEET . JONES-ONSLOW EMC .,. 3' WOW SPUT \ 1. t �' I I I . * I V-29.18 I 1, � il I 1 I UNDERGROUNO
,
..
N.C.S.R. = NORTH CAROLINA STATE ROAD ELECTRIC ZN BLVD� N11 RAIL FENCE ;; "I , 9� I k I . I � � 1.
259 WESTER . .0 , ( I I * COMMUNICATION
. I , -1 I tNV-24.2 " � � � I UNE
= , \ . I " ,­� *1 NO � .1.1, , � I I I
D.B. DEED BOOK JACKSONVILLE, NC 28546 4t,11% - 1 4 '� .1.1, ),
M.B. = MAP BOOK I _a., `L�% , ,__� I i I �
4, .1 q. ,`;�- I k �
= ot- 6 .4'* " ..sq., I
P. PAGE ROBERT LANIER "11� \ L . � I I � 01
I
[phone] .1. I Of ;0�* 10 , N I � 0 11 INV-29.41 UNOERGMROU I jj'�!.j I I I �1 I � i (K Ili,; TOP-29.36
0 COMMUNtc , � % .
I '1� INV-30.93 X � � 11 Is
,f- -> - EXISTING TRAFFIC FLOW I � ,1601� , ,,- , , __1 . LINE .11I I i
I WATER & SEWER ONWASA . \ 10 . I . /- ;1 11z' � � �� 1. I. i � -ii
SEWER MANHOLE "I-, ,j , �,-.,/ , ,,-� ,11-11 �
. . , � � ,?X",, ,,-' W24.134 H� I I
= �. I A p�e � INW24.34% '�,� , � ,it - "
V WATER MANHOLE 1# 0 , ,� � �� , 11-1 0 � I 11 Ao
t
71-11 __ % - I/ . I I I It ei i
LP = LIGHT POLE . ,;� i,1�4
[phone] "'� z x, ;111 I I � k I 1&1
ED = ELECTRIC OUTLET WYNNE BAY \ '6�� ,,-- INV-30.26 /
,
.
SFM = SEWER FORCE MAIN MARKER \ SSM14 �,,, . X - �z � I � , ��I%!�>'� A
. TOP-32.23\ . ,,- 0 1 i �,
,-
SP - ELECTRIC SERVICE POLE TELEPHONE CENTURYLINK , . INV-21.00 � �� " , �4:e, A��XINV-30,04 �klrl� 1� � ;. '14� 1 . 11 I
I I
­0 = BEARING DIRECTION Z , 1�1 X * 0 'i 1, i . %I INV=25.45
,1-11,
I JACKSONVILLE, NC 28540 \ . - '11�0 ;�� I S- � . - I I � � 1 i
ol t I , I
1. JOHN L. PIERCE, CERTIFY THAT THIS PLAT WAS I I , . . �� . 11-1 TOP=20-25 ! 11) I , 1, i E � �, j I , I E pp
DRAWN UNDER MY SUPERVISION FROM AN ACTUAL SURVEY (910) 577-9:359 � "--," b I 0 I � , - FH
I I 0 . I
I UNDERGROUND -_ /I , � IN 30.40 It �i .11, , I t . To
MADE UNDER MY SUPERVISION (DEED REFERENCES SHOWN 4 - - , � � ,
. COMMUNICATION ,�,� , . , 11
i ARIES NOT SURVEYED ARE I'll �, / \C1 ";Z) 1_-� I � � I
H TV CABLE TIME -WARNER CABLE LINE I
i � f, i INV-28.97
THAT THE RATIO 'OF PRECISION Zz I'll/-" 10 �p � ,.111 I k ,I
It �. I 1, I
6 1 � I I I
CLEARLY INDICATED; . I � I I I ,,,- \ . z Im.
A WITNESS MY . 1, q .,. z I I i � I
S CALCULATEO IS 1:10,000+; JACKSONVILLE, NC 28540 1: z .11 . I J, � I ,
,
ORIGINAL SIGNATURE, LIC gill k . � � I .
ENSURE NUtj T f-_�A L LARR�l HUFFMAN � , S .!V i t
t Al I " I,-,' I I I k It
., b , I . V-29.46
4-AA-,�L%% . : -3.1500 Qj e _-1 , � I V
TH __ 1 (910) 353 ,��, a
- kA Ep, n __111 , 11-1
IS--?-?- DAY OF - / I 11 I � ill ,
I ..*A"O". . : I 10� 0.1
0 . . 1� � , i Ij
115� 1. - " , k
0. . A
. Z, 11_1� NN 1* - .., - I I
0 3�sss/a,-... /, BURIED CABLE LOCATION ALL 11-1. , I
�
� � . -_ . 1?, , TBACT DAT& � __1 -,I -,�j
I � I �� ,'�) C-) , .\ %1 I , � I 1 ,
- . ­ I 'r 0� ''I I . C , N .
� -
__ � ­.- .L.S. - - L:�:259f "' --------,-,-- - UNDERGROUND DIGGING � CALL 811 : -I' "I, 'j \� � ,
­ __ - - / 1-1 �_ S � �
P_ - 1A .rw C-:,) , ,
JOHN L� PENREE 0 . *V- - , 0, �� I k
-W 4 ol I AREA = 900,073.28 S.F. (20-66 AC.) 1. � � � 1 I -
0 . . 1`1 I I .1
0 0 O.- -��
� . - E4 0IN 1z - Z� ,"� lk � � - % 1� I 11 �
I 8 1. t, -.0",
. .* 0 L0269's, ,11 Q&� STORM WATER & N.C. DEPT. OF HEALTH & NATURAL RESOURCES INIVO-330.28 . �,, �� ,�. , - INV-25.14 I I � " �1 � �0
ow I / Z-11 81 (HIGHWAY BUSINESS) 11
",r- 0 -�kg . 1, . ZONING =
'741, 0 �0 "k, � , _11, I-,' RECLAIMED 11 - � ;
I �0 9 k",91 ft� EROSION CONTROL WILMINGTON REGIONAL OFFICE �. " �, ii �
I 1--­ �- 127 CARDINAL DR. EXT. I � � I i
� 50 44 1# �� �% 'I., - , "', I �_
.# , %. WILMINGTON, NC 28405 1 �
.0 0 -quayo...-v< i'­ '1_1�1. WATER MH TAX PARCEL ID'S = 1319-76,1
;e , k �<, % . � I .�, �0 *
Z % / I, " 1319-78 -_
. � 11 ��Jvl 0 41 k I Georgette Seott (STORMWATER) � UNDERGROUND INV-29.96 . ,-- - "- - -
x
. it N�l � If-
., � I I ;"Ilt. L. plo, I Dan Sams (EROSION CONTROL)\ . COMMUNICATION . --z -;,Z 1319-79
.
. I'll � . ---f/Iftfgwo �, 1. ,,[phone] LINE ___1 - 11 ## 71, * ,,,� 1319-81
. ��
, . I
I I I I . X .1 �,�_ __ STREET ADDRESS- 1109 W. CORBETT AVE.
NC DEPT. OF TRANSPORTATION NC. DEPARTMENT OF TRANS. � ' 11 . NVw2g.76
� 295 WILMINGTON HWY. SUITE A *. z � .
JACKSONVILLE., NC 28540 1 1 1 � ,,-, . ,-,' GRAVEL OWNER:
R I ,-Z'-' ,�,,,, z DRIVE SWANSBORO INVESTORS, LLC REVISED: 4/7/16
1 . � P.O. BOX 1685
[phone] � �, 1.11, - I ��, X. 11� X' � INV-29-64 '
I �X,,<, � X X � JACKSONVILLE, NC 28541
,
. � . 2 "I . I
� . ,,z X. I
TOWN OF SWANSBORO ,�- -N , ',,;� , _11,
PLANNING 661 W. CORBETT AVENUE 0 Is ;.f �, 41, � �z .
01 K, 11-1 0 V-29.26
SWANSBORO. NC 28-584 ,�,* ,,, 4�#
�-�v ��w
, *
SCOTT CHASE TOWN M N it V ASPHALT
i:��t*l
910-326-4428 , . I - DRIVE
7 010-326-3101 (FAX) INVw27.61
I
I
) I R_ INV-27�56 I I � 1
5 _ .I � � � ___ 11. 11 I 1, I 1. 11 I � . � ­­­ - ­­­ --- ..
I . . I
__
- . oo , -
32-%,1._,_*_/ 1, / : � i �
11 �
I
� 11�
/ 111
/
32"96- 01 / EIS 10.69' /
--____� , OFFUNE 11
I _*_+ "I - ________ -4 � � ;(11
I
�
i
313,�5X �
,
I
,
e
,
37_11Z11\ \ 1, I �
\. �
� �
�
�
�-
+ 33,&5 ,- 1, 11
�.- - L,
+ 33.66 - -1 ECM7' ---___?
- - - - 111�
Commitment Number : MET2013-02599
SCHEDULE B- SECTION (I
EXCEPTIONS
1. Defects, liens, encumbrances, advance claims or other
matters, if any, created, first appearing in the public records or
attaching subsequent to the effective date hereof but prior to
the date the proposed insured acquires for value of record the
estate or interest or mortgage thereon covered by this
Commitment. (NON-PLOTTABLE)
2. Taxes and assessments for the year 2016 and subsequent
a payable.(NON-PLOTTA I BLE)
.
�
3. Intentionally Deleted
4. Rights of tenants in .possession, if any, as tenants only,
under unrecorded leases for a duration of lets than three (3)
years. NOTE- This exception will be removed upon receipt of
satisfactory tenant affidavit. (NON-PLOTTABLE)
5. Easements, setback lines and any other matters shown on
plot recorded in Mop Book 66, Page 145 and Plot Book 65,
Page 175, Onslow County Registry. (Fee Estate) (SHOWN
HEREON)
6. Intentionally Deleted
7. Intentionally Deleted
8.1 Right(s) of way in favor of Carolina Power & Light Company
as recorded In Book 958, Pogo 421, Book 463, Page 584; Book
463, Page 583, and Book 320, Pago370, Onslow County
Registry. (Fee Estate) (SHOWN HEREON)
9. Intentionally Deleted
10. Intentionally Deleted
11. Intentionally Deleted
12. Easement(s) in favor of Carolina Power & Light Company as
recorded in Book 463, Page 585, Onslow County Registry.
(Easement Estate) (SHOWN HEREON)
13. Right(s) of way in favor of Jones-Onslow Electric
Membrrship Corporation as recorded in Book 1305, Page 160,
Onslow County Registry. (Fee Estate) (SHOWN HEREON)
14. 011, Gas ,.3nd Mineral Lease granted to Tidewater Petroleum
& Gas Company recorded In Book 206, Page 96, Onslow County
a ement Estate) (19LANKET EASEMENT)
.
15. General Permit granted to Carolina Telephone & Telegraph .
Company recorded in Book 399, Page 292, Onslow County
Registry, (Fee Estate) (DOES NOT AFFECT PROPERTY)
16. General Permit gronted to Carolina Telephone & Telegraph
Company recorded in Book 1177, Page 162, Onslow County
Registry, (Easement Estate) (BLANKET EASEMENT)
17. Intentionally Deleted
18. Easement(s) in favor of State Highway Commission as
recorded in Book 424, Page 311, Onslow County Registry. (Fee
Estate) (DOES NOT AFFECT PROPERTY)
19. Intentionally Deleted
20. Intentionally Deleted
21. Intentionally deleted
22. Permanent and Perpetual Easement granted to Town of
Swonsboro recorded in Book 2154, Page 477, Onslow County
Registry. (Easement Estate) (SHOWN HEREON)
23. Intentionally Deleted
24. Eosernent(s) in favor of State Highway Commission as
recorded in Book 433, Page 380, Onslow County Registry.
m a OES NOT AFFECT PROPERTY)
25. Intentionally Deleted
26. Intentionally deleted
27. Deed of Trust given by Wyatt 0. Ponos and Kristine G.
Ponos In favor of Carolina First Bank recorded in Book 2345,
Page 50 of the Onslow County Registry, In the principle amount
of $17.250-00; Assignment of Leases and Rents recorded in
Book 2345, Page 59, Onslow County Registry. (Easement
Estate) (DOES NOT AFFECT PROPERTY)
28. Intentionally Deleted
29. Encroachments, overlaps, overhangs, unrecorded easements,
violated restrictive covenants, deficiency in quantity of ground,
tack of access, vioicted plot building lines, or any matters not
of record, which would be disclosed by an accurate survey and
inspection of the tend. (SHOWN HEREON)
NOTE: THIS EXCEPTION TO BE REVISED UPON RECIEPT AND
REVIEW OF ALTA SURVEY
30� Terms and conditions of Business Planned Building Group
Zoning Permit (Settlement Agreement) with the Town of
Swonsboro recorded in Book 4303, Page 637, Onslow County
Registry. (Fee Estate) (NON-PLOTTABLE)
31. Easements, setback lines and any other matters shown on
plot recorded in Plot Book 67, Page 179, Onslow County
Estate) (SHOWN HEREON)
32. Deed of Trust given by Swonsboro Investors, LLC In favor of
First Bonk recorded in Book 4096, Page 352 of the Onslow
County Registry, in the principle amount of S425.000-00.
(Easement Estate) (NON-PLOTTABLE)
33. Terms and Conditions of the sign easement and subject to
limitations as to be use of the easement as lexclusive"os set
forth in Book 4096, Page 345, Onalow County Registry.
(Easement Estate) (SHOWN HEREON)
ALTA/ACSM LAND
TITLE SURVEY
Wal-Mart Real Estate Business Trust,
a Delaware statutory trust
.
HIP, ONSLOW COUNTY, NC
JOHN L. PIERCE & ASSOCIATE.S., P.A.
. E No. C-1888
JACKSONVILLE, NC 28540 1
PHONE: [phone] DATE: 2-19-16
SCALE: , 3'= 60' F.B. 542 , PG. 64
JOB #2013-19157 Email: BrianJ0jIpnc.com
GRAPHIC SCALE
� 0 30 60 120 240
f I I I I
I inch = 60 ft I

GENERAL NOTES
HAZARDOUS MATERIAL MANAGEMENT & SPILL REPORTING
NCDENR STANDARD NOTES
A.
PROJECT OFFICE WALL SWPPP POSTINGS:
THE FOLLOWING ITEMS MUST BE POSTED TOGETHER IN A SINGLE, ORGANIZED LOCATION ON A WALL INSIDE THE PROJECT OFFICE: 1)
1. ON -SITE BURIAL PITS ARE NOT ALLOWED AT ANY LOCATION WITHIN THE TOWN OF SWANSBORO.
ANY HAZARDOUS OR POTENTIALLY HAZARDOUS MATERIAL THAT IS BROUGHT ONTO THE CONSTRUCTION SITE SHALL BE HANDLED PROPERLY
SWPPP SITE MAPS (ALL PHASES); 2) SWPPP DETAIL SHEETS; 3) MAP SHOWING LOCATION OF OFFSITE IMPORT OR EXPORT FACILITY; 4)
TO REDUCE THE POTENTIAL FOR STORMWATER POLLUTION. ALL MATERIALS USED ON THIS CONSTRUCTION SITE SHALL BE PROPERLY
REVISIONS TO DETAILS, SITE MAPS, OR SWPPP-RELATED RFIS; 5) SITE SWPPP BINDER; 6) SWCT PLACARD; 7) CURRENT OWNER
2. ANY GRADING BEYOND THE LIMITS OF CONSTRUCTION SHOWN ON THIS PLAN IS SUBJECT TO A FINE.
STORED, HANDLED, DISPENSED AND DISPOSED OF FOLLOWING ALL APPLICABLE LABEL DIRECTIONS. FLAMMABLE AND COMBUSTIBLE LIQUIDS
S AND COMPLIANCE OFFICS AND 8 CERTIFICATIONS
STORMWATER COMPLIANCETRAINING CERTIFICATES FOR SUPERINTENDENT ( ) ER ( ); )
SHALL BE STORED AND HANDLED ACCORDING TO APPLICABLE REGULATIONS, AND, AT A MINIMUM, ACCORDING TO 29 CFR 1926.152. ONLY
AND/OR TRAINING CERTIFICATES REQUIRED TO PERFORM INSPECTIONS BY THE APPLICABLE CONSTRUCTION GENERAL PERMIT OR
3. GRADING 1 ACRE OR MORE WITHOUT AN APPROVED EROSION CONTROL PLAN IS A VIOLATION AND SUBJECT TO A FINE.
APPROVED CONTAINERS AND PORTABLE TANKS SHALL BE USED FOR STORAGE AND HANDLING OF FLAMMABLE AND COMBUSTIBLE LIQUIDS.
AUTHORITY HAVING JURISDICTION.
4. GROUND STABILIZATION MUST OCCUR WITHIN 7 DAYS ON PERIMETER AREAS AND SLOPES GREATER THAN 3:1, AND GROUND
MATERIAL SAFETY DATA SHEETS (MSDS) INFORMATION SHALL BE KEPT ON SITE FOR ANY AND ALL APPLICABLE MATERIALS. HOWEVER, MSDS
B.
PERMITTED PROJECT AREA:
STABILIZATION MUST OCCUR WITHIN 7 DAYS ON OTHER AREAS.
MAY ALSO BE ACCESSED VIA TELEPHONE OR OTHER ELECTRONIC MEANS OR APPARATUS.
FOR PURPOSES OF THIS SWPPP AND ASSOCIATED STORMWATER PERMIT, 'PERMITTED PROJECT AREA' IS DEFINED AS ANY AND ALL AREAS
WITHIN THE PROJECT LIMITS OF DISTURBANCE, AS SHOWN ON THE SWPPP SITE MAPS AND IDENTIFIED IN THE NOTICE OF INTENT TO THE
5. BASIN OUTLET STRUCTURES WITH DRAINAGE AREAS EQUAL OR GREATER THAN ONE ACRES MUST WITHDRAW WATER FROM THE
IN THE EVENT OF AN ACCIDENTAL SPILL, IMMEDIATE ACTION SHALL BE TAKEN BY THE GC TO CONTAIN AND REMOVE THE SPILLED MATERIAL.
AGENCY. ALL GROUND -DISTURBING AND CONSTRUCTION -RELATED ACTIVITIES (MATERIAL STORAGE, DUMPSTERS, PARKING AREAS,
SURFACE.
THE SPILL SHALL BE REPORTED TO THE APPROPRIATE AGENCIES IN THE REQUIRED TIME FRAMES. AS REQUIRED UNDER THE PROVISIONS OF
PROJECT OFFICE TRAILER, ETC.) MUST BE INCLUDED WITHIN THE PERMITTED PROJECT AREA LIMITS OF DISTURBANCE.
-
THE CLEAN WATER ACT, ANY SPILL OR DISCHARGE ENTERING WATERS OF THE UNITED STATES SHALL BE PROPERLY REPORTED.
6. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE REQUIRED BY THE NCDENR EROSION CONTROL INSPECTOR.
OFFSITE'AREA(S) TO BE DISTURBED AS PART OF THIS PROJECT (NOT ON OWNER PROPERTY):
ALL HAZARDOUS MATERIALS, INCLUDING CONTAMINATED SOIL AND LIQUID CONCRETE WASTE, SHALL BE DISPOSED OF BY THE CONTRACTOR
ROADWAY IMPROVEMENTS TO WEST CORBETT AVENUE AND HAMMOCK BEACH ROAD.
7. .ALL ELEVATIONS ARE IN REFERENCE TO THE SURVEYORS BENCHMARK WHICH MUST BE VERIFIED BY THE GENERAL CONTRACTOR PRIOR
IN THE MANNER SPECIFIED BY FEDERAL, STATE AND LOCAL REGULATIONS AND BY THE MANUFACTURER OF SUCH PRODUCTS.
TO GROUND BREAKING.
ALL AREAS OUTSIDE THE PERMITTED PROJECT AREA (I.E., LIMITS OF DISTURBANCE) ACQUIRED FOR USE BY THE GC OR A
THE GC SHALL PREPARE A WRITTEN RECORD OF ANY SPILL AND ASSOCIATED CLEAN-UP ACTIVITIES OF PETROLEUM PRODUCTS OR
SUBCONTRACTOR OF THE GC BORROW SOURCES, DISPOSAL AREAS, ETC.) MUST BE MANAGED IN ACCORDANCE WITH APPENDIX E - TAB
(
8. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE N.C. EROSION AND SEDIMENT CONTROL
HAZARDOUS MATERIALS IN EXCESS OF 1 GALLON OR REPORTABLE QUANTITIES, WHICHEVER IS LESS, ON THE DAY OF THE SPILL. THE GC
21 OF THE 02370 SPECIFICATION. THE CONTRACTOR IS REQUIRED TO LOCATE OFFICE TRAILERS AND MATERIAL STORAGE AREAS FOR THE
PLANNING AND DESIGN MANUAL, U.S. DEPT. OF AGRICULTURE, AND ANY APPLICABLE LOCAL LAWS AND CODES.
SHALL PROVIDE NOTICE TO OWNER, VIA THE ONLINE CRITICAL INCIDENT REPORT, IMMEDIATELY UPON IDENTIFICATION OF ANY SPILL. SPILL
PROJECT WITHIN THE LIMITS OF DISTURBANCE. THE CONTRACTOR MAY REQUEST USE OF OFF -SITE LOCATIONS FOR OFFICE TRAILERS OR
REPORT FORMS ARE AVAILABLE IN THE ONLINE SWPPP REPORTING SYSTEM PROVIDED BY THE OWNER. COPIES OF SPILL CRITICAL INCIDENT
NON -ERODIBLE MATERIAL STORAGE; HOWEVER, APPROVAL MUST BE OBTAINED FROM THE CONSTRUCTION MANAGER, THE CEC AND THE
g_ PERMANENT CUT AND FILL SLOPES PLACED ON A SUITABLE FOUNDATION SHOULD BE CONSTRUCTED AT 2:1 (HORIZONTAL TO VERTICAL)
REPORTS SHALL BE PRINTED AND MAINTAINED IN THE JOBSITE BINDER.
WAL-MART SWCT PRIOR TO THEIR USE. REQUESTS WILL BE REVIEWED ON A CASE BY CASE BASIS AND IF APPROVED, LIMITATIONS ON USE
OR FLATTER. PERMANENT SLOPES OF 3:1 SHOULD BE CONSTRUCTED WHERE MOWING IS DESIRABLE AND AS INDICATED. IF FILL
MATERIAL IS BROUGHT ONTO THE PROPERTY OR IF WASTE MATERIAL IS HAULED FROM THE PROPERTY THEN THE CONTRACTOR SHALL
ANY SPILLS OF PETROLEUM PRODUCTS OR HAZARDOUS MATERIALS IN EXCESS OF REPORTABLE QUANTITIES AS DEFINED BY EPA OR THE
WILL BE PROVIDED BY THE CEC.
DISCLOSE THE LOCATION OF ANY ON -SITE AND/OR OFF -SITE BORROW LOCATION AND/OR WASTE BURIAL LOCATION TO THE EROSION
STATE OR LOCAL AGENCY REGULATIONS, SHALL BE IMMEDIATELY REPORTED TO THE EPA NATIONAL RESPONSE CENTER (1-800-424-8802) AND
CONTROL INSPECTOR.
NCDENR [phone]
C.
SPECIAL PROJECT AREAS:
THERE ARE NO SPECIAL PROJECTS, LOCATED BEYOND THE OWNER PERMITTED PROJECT AREA, REQUIRING INSPECTION AND
10. ANY REPORT SUBMITTED TO NCDENR MUST ALSO BE SENT TO THE TOWN OF SWANSBORO ENGINEERING DEPARTMENT ATTENTION
THE STATE REPORTABLE QUANTITY FOR PETROLEUM PRODUCTS IS:
MAINTENANCE ASSOCIATED WITH THIS CONSTRUCTION PROJECT.
DIRECTOR INCLUDING ANY SELF INSPECTION REPORTS.
IF THE PETROLEUM DISCHARGED, RELEASED OR SPILLED:
D.1
NON-STORMWATER DISCHARGES:
11. LIMITS OF CLEARING SHOWN ARE BASED ON CUT AND FILL SLOPES OR OTHER GRADING REQUIREMENTS.
THE GENERAL PERMIT FOR STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITIES PROHIBITS MOST
IS 25 GALLONS OR MORE, OR CAUSES A SHEEN ON NEARBY SURFACE WATERS, OR IS 1000 FEET OR LESS FROM SURFACE WATER BODIES;
N
NON-STORMWATER DISCHARGES DURING THE CONSTRUCTION PHASE. THE DISCHARGES ALLOWED BY THIS GENERAL PERMIT SHALL NOT
12. CONTRACTOR SHALL INSTALL ALL EROSION CONTROL MEASURES AS INDICATED PRIOR TO GRADING OPERATIONS. NO DEVICE MAY BE
THEN THE PERSON OWNING OR HAVING CONTROL OVER THE OIL MUST IMMEDIATELY TAKE MEASURES TO COLLECT AND REMOVE THE
A WATER QUALITY STANDARDS FOR SURFACE WATERS AND WETLANDS
CAUSE OR CONTRIBUTE TO VIOLATIONS OF NORTH CAROLIN Q {
REMOVED WITHOUT APPROVAL OF EROSION CONTROL COORDINATOR.
DISCHARGE, AND REPORT THE DISCHARGE TO NCDENR WITHIN 24 HOURS OF DISCHARGE, AND BEGIN TO RESTORE AREA AFFECTED BY
NCAC 213.0200). DISCHARGES ALLOWED BY THIS PERMIT MUST MEET ALL APPLICABLE WATER QUALITY CERTIFICATION OR PERMIT
DISCHARGE.
REQUIREMENTS AS OUTLINED IN 15A NCAC 2H .0500 AND 2H .1300.
13. CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY WITH EXISTING CONTOURS.
ALLOWABLE NON-STORMWATER DISCHARGES THAT OCCUR DURING CONSTRUCTION ON THIS PROJECT ARE INCLUDED IN THE FOLLOWING
IS 25 GALLONS OR LESS, DOES NOT CAUSE A SHEEN ON NEARBY SURFACE WATERS, OR IS 1000 FEET OR MORE FROM SURFACE WATER
14. ALL DISTANCES ARE HORIZONTAL GROUND.
BODIES; THEN THE PERSON OWNING OR HAVING CONTROL OVER THE OIL MUST IMMEDIATELY TAKE MEASURES TO COLLECT AND REMOVE THE
LIST FROM THE US EPA CONSTRUCTION GENERAL PERMIT:
DISCHARGE. IF IT CAN NOT BE CLEANED UP WITHIN 24 HOURS OF THE DISCHARGE, THE OWNER MUST REPORT THE DISCHARGE TO NCDENR,
15. TOTAL DENUDED AREA = 21.50 AC
AND BEGIN TO RESTORE AREA AFFECTED BY DISCHARGE.
•
DISCHARGES FROM EMERGENCY FIRE -FIGHTING ACTIVITIES
•
FIRE HYDRANT FLUSHINGS
16. ANCHOR SILT FENCE WITH COMPACTED BACKFILL ON TREE PROTECTION ZONES. DO NOT BURY.
THE REPORTABLE QUANTITY FOR HAZARDOUS MATERIALS CAN BE FOUND IN 40 CFR 302 AND
•
•
LANDSCAPE IRRIGATION
WATER USED TO WASH VEHICLES AND EQUIPMENT, PROVIDED THAT THERE IS NO DISCHARGE OF SOAPS, SOLVENTS, OR DETERGENTS
17. ALL EROSION CONTROL DEVICES SHOULD BE CHECKED PERIODICALLY AND AFTER EVERY MAJOR STORM EVENT. IF ANY FAILURES ARE
1NWW.NCGA.STATE.NC.US/STATUTRES_IN_HTML/CHP430.HTML. THE ACTS STARTS AT ARTICLE 21A, 143-21.75
USE FOR SUCH PURPOSES
FOUND, THEY SHOULD BE REPAIRED AS SOON AS POSSIBLE.
TO MINIMIZE THE POTENTIAL FOR A SPILL OF PETROLEUM PRODUCT OR HAZARDOUS MATERIALS TO COME IN CONTACT WITH STORMWATER,
•
WATER USED TO CONTROL DUST
THE FOLLOWING STEPS SHALL BE IMPLEMENTED:
•
POTABLE WATER INCLUDING CONTAMINATED WATER LINE FLUSHINGS
18. ANY ASSOCIATED DEMOLITION PERMITS AND METHODS OF DEMOLITION ARE TO BE OBTAINED AND ARRANGED BY THE CONTRACTOR
•
ROUTINE EXTERNAL BUILDING WASHDOWN THAT DOES NOT USE DETERGENTS
PRIOR TO CONSTRUCTION.
1) ALL MATERIALS WITH HAZARDOUS PROPERTIES, SUCH AS PESTICIDES, PETROLEUM PRODUCTS, FERTILIZERS, SOAPS, DETERGENTS,
•
PAVEMENT WASH WATERS PROVIDED SPILLS OR LEAKS OF TOXIC OR HAZARDOUS MATERIALS HAVE NOT OCCURRED (UNLESS ALL SPILL
CONSTRUCTION CHEMICALS, ACIDS, BASES, PAINTS, PAINT SOLVENTS, ADDITIVES FOR SOIL STABILIZATION, CONCRETE, CURING
MATERIAL HAS BEEN REMOVED) AND WHERE DETERGENTS ARE NOT USED. YOU ARE PROHIBITED FROM DIRECTING PAVEMENT WASH
19. SEDIMENT TRAPS AND BASINS NEED TO BE STABILIZED IMMEDIATELY AFTER INSTALLATION.
COMPOUNDS AND ADDITIVES, ETC., SHALL BE STORED IN A SECURE LOCATION, UNDER COVER AND IN APPROPRIATE, TIGHTLY SEALED
WATERS DIRECTLY INTO ANY SURFACE WATER, STORM DRAIN INLET, OR STORMWATER CONVEYANCE, UNLESS THE CONVEYANCE IS
CONTAINERS WHEN NOT IN USE.
CONNECTED TO A SEDIMENT BASIN, SEDIMENT TRAP, OR SIMILARLY EFFECTIVE CONTROL
20. STONE OUTLETS SHOULD BE INSTALLED AT LOW POINTS OF THE SILT FENCING, BASED ON FIELD CONDITIONS.
•
UNCONTAMINATED AIR CONDITIONING OR COMPRESSOR CONDENSATE
2) THE MINIMUM PRACTICAL QUANTITY OF ALL SUCH MATERIALS SHALL BE KEPT ON THE JOB SITE AND SCHEDULED FOR DELIVERY AS CLOSE
•
UNCONTAMINATED, NON -TURBID DISCHARGES OF GROUND WATER OR SPRING WATER
21. EFFECTIVE OCTOBER 1, 2010, PERSONS RESPONSIBLE FOR LAND DISTURBING ACTIVITIES MUST INSPECT A PROJECT AFTER EACH PHASE
TO TIME OF USE AS PRACTICAL.
•
FOUNDATION OR FOOTING DRAINS WHERE FLOWS ARE NOT CONTAMINATED WITH PROCESS MATERIALS SUCH AS SOLVENTS OR
OF THE PROJECT TO MAKE SURE THAT THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED.
CONTAMINATED GROUNDWATER
SELF -INSPECTION REPORTS ARE REQUIRED. A SAMPLE SELF -INSPECTION REPORT, AS WELL AS DETAILS OF THE SELF -INSPECTION
3) A SPILL CONTROL AND CONTAINMENT KIT (CONTAINING FOR EXAMPLE, ABSORBENT MATERIAL SUCH AS KITTY LITTER OR SAWDUST, ACID,
o
CONSTRUCTION DEWATERING WATER THAT HAS BEEN TREATED BY AN APPROPRIATE CONTROL
PROGRAM, CAN BE FOUND ON THE LAND QUALITY WEBSITE. IF YOU HAVE QUESTIONS OF THE SELF -INSPECTION PROGRAM, PLEASE
BASE, NEUTRALIZING AGENT, BROOMS, DUST PANS, MOPS, RAGS, GLOVES, GOGGLES, PLASTIC AND METAL TRASH CONTAINERS, ETC.)
BEST MANAGEMENT PRACTICES (BMPS) MUST BE IMPLEMENTED FOR THE GENERAL PERMIT ALLOWABLE DISCHARGES FOR THE DURATION
CONTACT [phone].
SHALL BE PROVIDED AT THE CONSTRUCTION SITE AND ITS LOCATION(S) SHALL BE IDENTIFIED WITH LEGIBLE SIGNAGE AND SHOWN ON
OF THE PERMIT. THE TECHNIQUES DESCRIBED IN THIS SWPPP FOCUS ON PROVIDING CONTROL OF POLLUTANT DISCHARGES WITH
SITE MAPS.
a. THE SPILL CONTROL AND CONTAINMENT KIT SUPPLIES SHALL BE OF SUFFICIENT QUANTITIES AND APPROPRIATE CONTENT TO
PRACTICAL APPROACHES THAT UTILIZE READILY AVAILABLE EXPERTISE, MATERIAL, AND EQUIPMENT.
CONTAIN A SPILL FROM THE LARGEST ANTICIPATED PIECE OF EQUIPMENT AND FROM THE LARGEST ANTICIPATED QUANTITIES OF
NON-STORMWATER COMPONENTS OF SITE DISCHARGES MUST BE UNCONTAMINATED, NON -TURBID WATER. ALL NON-STORMWATER
PRODUCTS STORED ON THE SITE AT ANY GIVEN TIME,
b. CONTENTS SHALL BE INSPECTED DAILY DURING THE DAILY STORMWATER INSPECTION.
DISCHARGES MUST BE ROUTED TO A STORMWATER CONTROL PRIOR TO DISCHARGE. WATER USED FOR CONSTRUCTION WHICH
DISCHARGES FROM THE SITE MUST ORIGINATE FROM A PUBLIC WATER SUPPLY OR PRIVATE WELL APPROVED BY THE STATE HEALTH
4) ALL PRODUCTS SHALL BE STORED IN AND USED FROM THE ORIGINAL CONTAINER WITH THE ORIGINAL PRODUCT LABEL. CONTAINERS
DEPARTMENT, WATER USED FOR CONSTRUCTION THAT DOES NOT ORIGINATE FROM AN APPROVED PUBLIC SUPPLY MUST- NOT
MUST BE STORED IN A MANNER TO PROTECT THEM FROM THE ELEMENTS AND INCIDENTAL DAMAGE.
DISCHARGE FROM THE SITE; IT CAN BE RETAINED IN RETENTION PONDS UNTIL IT INFILTRATES OR EVAPORATES. WHEN NON-STORMWATER
IS DISCHARGED FROM THE SITE, IT MUST BE DONE IN A MANNER SUCH THAT IT DOES NOT CAUSE EROSION OF THE SOIL DURING
5) ALL PRODUCTS SHALL BE USED IN STRICT COMPLIANCE WITH INSTRUCTIONS ON THE PRODUCT LABEL.
DISCHARGE.
6) THE DISPOSAL OF EXCESS OR USED PRODUCTS SHALL_ BE IN STRICT COMPLIANCE WITH INSTRUCTIONS ON THE PRODUCT LABEL AND
D.2
POWER WASHING:
REGULATIONS.
PROCESS WATER SUCH AS POWER WASHING WATER AND CONCRETE CUTTING EFFLUENT, AMONG OTHERS, MUST BE COLLECTED FOR
TREATMENT AND DISPOSAL. IT MUST NOT BE FLUSHED INTO THE SITE STORM DRAIN SYSTEM OR DISCHARGED OFF -SITE.
E.
DISCHARGE POINTS:
ALL DISCHARGE POINTS MUST BE INSPECTED TO DETERMINE WHETHER EROSION AND SEDIMENTATION CONTROL MEASURES ARE
EFFECTIVE IN PREVENTING DISCHARGE OF SEDIMENT FROM THE SITE AND/OR IMPACTS TO RECEIVING WATERS. SEDIMENT
ACCUMULATION DOWNGRADIENT OF DISCHARGE LOCATIONS SHALL BE REPORTED AS A SEDIMENT DISCHARGE (SEE APPENDIX E - TAB 14,
SEDIMENT RELEASES, OF THE 02370 SPECIFICATION) AND THE POTENTIAL UPSTREAM CAUSE SHALL BE INVESTIGATED TO PREVENT
FUTURE OCCURRENCE. CONTACT THE CM, CEC AND SWCT TO DETERMINE APPROPRIATE ACTION FOR CLEANUP OF DISCHARGED
SEDIMENT THAT MAY BE OUTSIDE OF THE LIMITS OF DISTURBANCE. SEE SAMPLING AND MONITORING OF EFFLUENT PLAN (IF APPLICABLE).
F.
SITE STORMWATER OUTFLOW DESCRIPTION:
THE SITE HAS THREE DISCHARGE POINTS. THE SOUTHERN PORTION OF THE SITE IS ROUTED TO A WET POND AND DISCHARGED TO TIME
STREAM THAT EXITS THE SITE TO THE SOUTHEAST. THE NORTHERN SECTION OF THE SITE IS SPLIT INTO TWO DRAINAGE AREAS BY A
RIDGE IN THE PARKING LOT THAT DIRECTS FLOW TO ONE OF TWO WET PONDS WHICH DISCHARGE INTO THE EXISTING STORM SEWER
NORTH OF THE SITE.
EROSION AND SEDIMENT CONTROL NOTES
A. CONTRACTOR SHALL IMPLEMENT BEST MANAGEMENT PRACTICES AS REQUIRED BY THIS STORM WATER POLLUTION PREVENTION PLAN.
ADDITIONAL BEST MANAGEMENT PRACTICES SHALL BE IMPLEMENTED AS DICTATED BY CONDITIONS AT NO ADDITIONAL COST OF OWNER
THROUGHOUT ALL PHASES OF CONSTRUCTION.
B. BEST MANAGEMENT PRACTICES (BMP'S) AND CONTROLS SHALL CONFORM TO FEDERAL, STATE, OR LOCAL REQUIREMENTS OR MANUAL
OF PRACTICE, AS APPLICABLE. CONTRACTOR SHALL IMPLEMENT ADDITIONAL CONTROLS AS DIRECTED BY PERMITTING AGENCY OR
OWNER.
C. SITE MAP MUST CLEARLY DELINEATE ALL STATE WATERS. PERMITS FOR ANY CONSTRUCTION ACTIVITY IMPACTING STATE WATERS OR
REGULATED WETLANDS MUST BE MAINTAINED ON SITE AT ALL TIMES.
D. CONTRACTOR TO LIMIT DISTURBANCE OF SITE IN STRICT ACCORDANCE WITH SWPPP IMPLEMENTATION SEQUENCE, OR AS REQUIRED BY
THE APPLICABLE GENERAL PERMIT. NO UNNECESSARY OR IMPROPERLY SEQUENCED CLEARING AND/OR GRADING SHALL BE PERMITTED.
E. ALL DENUDED/BARE AREAS THAT WILL BE INACTIVE FOR 7 DAYS OR MORE, MUST BE STABILIZED IMMEDIATELY UPON COMPLETION OF
MOST RECENT GRADING ACTIVITY, WITH THE USE OF FAST -GERMINATING ANNUAL GRASS/GRAIN VARIETIES, STRAW/HAY MULCH, WOOD
CELLULOSE FIBERS, TACKIFIERS, NETTING AND/OR BLANKETS. COMPLETION MUST BE ACHIEVED WITHIN 7 DAYS.
F. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY HAS PERMANENTLY STOPPED SHALL BE PERMANENTLY
STABILIZED AS SHOWN ON THE PLANS. THESE AREAS SHALL BE SEEDED, SODDED, AND/OR VEGETATED IMMEDIATELY, AND COMPLETED
NO LATER THAN 7 DAYS AFTER THE LAST CONSTRUCTION ACTIVITY OCCURRING IN THESE AREAS. REFER TO THE GRADING PLAN AND/OR
LANDSCAPE PLAN.
G. SLOPES SHALL BE LEFT IN A ROUGHENED CONDITION DURING THE GRADING PHASE TO REDUCE RUNOFF VELOCITIES AND EROSION.
TEMPORARY AND/OR PERMANENT STABILIZATION SHALL BE APPLIED PER REQUIREMENTS IN THESE E&S CONTROL NOTES.
H. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR
ADJUSTING THE EROSION AND SEDIMENT CONTROL MEASURES (SILT FENCES, ETC.) TO PREVENT EROSION AND POLLUTANT DISCHARGE
OFF -SITE.
I. ALL MEASURES STATED ON THIS SITE MAP, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY
FUNCTIONAL CONDITION UNTIL NO LONGER REQUIRED FOR A COMPLETED PHASE OF WORK OR FINAL STABILIZATION OF THE SITE. ALL
EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE CHECKED BY A QUALIFIED PERSON IN ACCORDANCE WITH THE
CONTRACT DOCUMENTS OR THE APPLICABLE PERMIT, WHICHEVER IS MORE STRINGENT, AND REPAIRED IN ACCORDANCE WITH, THE SITE
PLANS.
J. STORM WATER POLLUTANT CONTROL MEASURES INSTALLED DURING CONSTRUCTION, THAT WILL ALSO PROVIDE STORM 'WATER
MANAGEMENT AFTER CONSTRUCTION, ARE INCLUDED IN THE CONTRACT DOCUMENTS. THE SITE -SPECIFIC POST CONSTRUCTION STORM
WATER OPERATION AND MAINTENANCE (O&M) MANUAL IS INCLUDED IN THE CONTRACT DOCUMENTS.
K. ALL PERMANENT CONTROLS AND SYSTEMS MUST BE INSTALLED AND FUNCTIONING AS DESIGNED AND FREE OF ACCUMULATED
SEDIMENT AND DEBRIS DURING FINAL PROJECT INSPECTION AND APPROVAL.
L. ALL MECHANIZED EQUIPMENT WILL BE REGULARLY INSPECTED AND MAINTAINED TO PREVENT CONTAMINATION OF WATERS AND
WETLANDS FROM FUELS, LUBRICANTS, HYDRAULIC FLUIDS, OR OTHER TOXIC MATERIALS. IN THE EVENT OF A SPILL OF PETROLEUM
PRODUCTS OR ANY OTHER HAZARDOUS WASTE, THE PERMITTEE SHALL IMMEDIATELY REPORT IT TO THE NC DIVISION OF WATER
RESOURCES AT [phone] OR [phone] AND PROVISIONS OF THE NORTH CAROLINA OIL POLLUTION AND HAZARDOUS
SUBSTANCES CONTROL ACT WILL BE FOLLOWED.
N 34'41'11.11" OR N 34.686419
y� W 77*8'48.45"W OR W 77146792
USGS f"WADRANGLE MAP
14
NOT TO SCALE
GENERAL NOTE:
IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PROJE
ZK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATN
E SPECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORI
BITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITI.
EPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DR 4WINGS At
FULL CONFORMANCE WITH LOCAL RFC;1lI ATIONS AND CODES.
SITE LOCATION MAP
NOT TO SCALE
DEVELOPER/OWNER:
WAL-MART REAL ESTATE
BUSINESS TRUST
MAIL STOP 5570
2001 SE 1OTH STREET
BENTONVILLE, AR
72716- 5570
479-204-3314
SITE OPERATOR/GENERAL CONTRACTOR:
SUPERINTENDENT:
IMPORTANT: GC MUST SIGN ALL PLAN SHEETS
AND ANY NEW PLAN SHEETS ISSUED BY THE CEC.
("�REEVISIONS
BY ")
PLAN REVISIONS
1
BAB
2/1 /16
SWPPP REVISIONS
2
BAB
3/24/16
NCDENR SWM/ESC
3
BAB
SUBMISSION 4/21/16
PLAN REVISIONS
4
BAB
4/27/16
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
ONWASA REVISION
6
BAB
5/6/16
NCDENR REVISIONS
7
5/18/16
BAB
NCDENR REVS/OTB REV
8
BAB
5/31/16
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
AS SHOWN
JOB No.
NCC138078
SHEET
w �
H:\2013\NCC138078\DRAWINGS\PLAN SETS\NCC1380780PX.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:51 PM LAST SAVED BY: BBUCKLAND

0
GENERAL NOTE:
'HE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PR(
SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELA
,PECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF REC(
ING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONST
TANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWING:
FULL CONFORMANCE WITH LOCAL REGUI. T ONS AND CODES,
s
M®R
A
SWPPP IMPLEMENTATION 1'1 .E\l 1 :\rl A1 1O SEQUENCE
:\C E
NOTE: UPON IMPLEMENTATION AND INSTALLATION OF THE FOLLOWING AREAS: TRAILER, PARKING, LAY DOWN, PORTA-POTTY, WHEEL WASH, CONCRETE
WASHOUT, MASON'S AREA, FUEL AND MATERIAL STORAGE AREAS/CONTAINERS, SOLID WASTE CONTAINERS, ETC., IMMEDIATELY DENOTE THEM ON THE
SITE MAPS AND NOTE ANY CHANGES IN LOCATION AS THEY OCCUR THROUGHOUT THE CONSTRUCTION PROCESS. IN ADDITION, NOTE ALL AREAS WHERE
FILL IS IMPORTED FROM OR SOIL IS EXPORTED TO ON THE SITE MAPS.
NOTE: DOWN SLOPE PROTECTIVE MEASURES MUST ALWAYS BE IN PLACE BEFORE SOIL IS DISTURBED. ACTIVITIES ARE PRESENT IN THE ORDER OR
SEQUENCE IN WHICH THEY ARE REQUIRED TO BE COMPLETED. CONTRACTOR SHALL REFER TO THE PROJECT SPECIFICATIONS FOR DEWATERING
RECOMMENDATIONS DURING CONSTRUCTION.
PHASE I
1. CONTRACTOR TO HOLD PRE -CONSTRUCTION MEETING WITH NCDENR, NCDWQ, AND US ARMY CORPS OF ENGINEERS PRIOR TO COMMENCING ANY
ACTIVITIES ON SITE. ATTENDEES MUST BE NOTIFIED A MINIMUM OF 30 DAYS PRIOR TO MEETING.
2. INSTALL THE SWPPP INFORMATION SIGN AND POST REQUIRED DOCUMENTS NEAR THE PLANNED CONSTRUCTION EXIT ON HAMMOCK BEACH ROAD,
AND WITHIN EASY ACCESS TO THE GENERAL PUBLIC WITHOUT ENTERING THE SITE. CONTRACTOR SHALL ENSURE THAT SIGHT VISIBILITY FOR
ONCOMING TRAFFIC IS NOT IMPACTED.
3. STAKE/FLAG THE LOD (WHERE STAKING IS NOT POSSIBLE/PRACTICAL, THE LOD MUST BE CONSPICUOUSLY, AND PROMINENTLY, MARKED TO
DENOTE THE BOUNDARY). LOD MUST REMAIN CONSPICUOUSLY MARKED THROUGHOUT THE ENTIRE CONSTRUCTION PROJECT. LOD SHALL BE
STAKED AS CLOSE TO PROPERTY LINE AS POSSIBLE WHEN IN CLOSE PROXIMITY TO ALLOW FOR FULL AREA TO GRADE NEAR PROPERTY LINE.
CONTRACTOR SHALL CONTACT CEC FOR FURTHER CLARIFICATION WHEN APPLICABLE.
4. INSTALL PERIMETER SEDIMENT CONTROL BMPS IN THE VICINITY OF, AND DOWN GRADIENT FROM, THE LOCATION OF THE PLANNED CONSTRUCTION
EXIT, CONSTRUCTION OFFICE TRAILER, AND TEMPORARY PARKING AND STORAGE AREAS, AND ALL PUBLIC RIGHT-OF-WAY FRONTAGE. CLEAR
ONLY THE MINIMUM AREA ABSOLUTELY NECESSARY TO INSTALL THESE PERIMETER CONTROL BMPS. PERIMETER BMPS SHALL BE INSTALLED AS
CLOSE TO LOD AS POSSIBLE TO ALLOW FOR CONSTRUCTION.
5. INSTALL STABILIZED CONSTRUCTION EXIT, AND SET THE PROJECT OFFICE TRAILER. TIRE WASH MAY BE REQUIRED IF CONSTRUCTION EXIT IS NOT
SUFFICIENT TO RETAIN SOIL.
6. INSTALL PERIMETER SEDIMENT CONTROL BMP'S NECESSARY FOR THE INSTALLATION OF THE CLEAN WATER SWALE, AS SHOWN ON THE SITE MAPS.
CLEAR ONLY THE MINIMUM AREAS NECESSARY TO INSTALL PERIMETER CONTROL BMPS.
7. INSTALL CLEAN WATER SWALE STARTING AT EXISTING CANAL. AS SWALE IS GRADED IT SHALL BE IMMEDIATELY STABILIZED WITH SOD.
8. PREPARE TEMPORARY PARKING STORAGE AREA..
9. INSTALL INLET PROTECTION ON EXISTING INLETS WITHIN THE LIM115 OF WUKK AS IDENTIFIED ON PLANS.
10. HALT ALL ACTIVITIES
CONTACT THE CEC TO PERFORM INSPECTION AND CERTIFICATION OF BMPS. BMP CERTIFICATION MUST OCCUR BEFORE STORMWATER
PRE -CONSTRUCTION MEETING. (THIS SHOULD BE SCHEDULED IN ADVANCE, IN ANTICIPATION OF THE EXPECTED DATE WHEN THE ABOVE SEQUENCE
ITEMS WILL BE COMPLETED.)
ALL EXCEPTIONS NOTED ON THE BMP CERTIFICATION FORM MUST BE ADDED AS DEFICIENCIES WITHIN THE BMP CERTIFICATION FORM AND RESOLVED
WITHIN 24-HOURS. BMPS MUST NOT BE CERTIFIED IF ONE OR MORE OF THE EXCEPTIONS WILL NOT BE RESOLVED WITHIN 24-HOURS OF THE BMP
CERTIFICATION BY THE CEC.
IF THE CEC IS UNABLE TO CERTIFY THAT SITE CONDITIONS ARE PER PLANS AND SPECIFICATIONS, THE CERTIFICATION OF BMPS MUST BE
RESCHEDULED. THE STORMWATER PRE -CONSTRUCTION MEETING MAY ONLY OCCUR AFTER BMPS CAN BE CERTIFIED.
GENERAL CONTRACTOR SHALL SCHEDULE AND CONDUCT THE STORMWATER PRE -CONSTRUCTION MEETING WITH THE CEC, OWNER'S CONSTRUCTION
MANAGER, AGENCY(IES) AND SUBCONTRACTORS BEFORE PROCEEDING WITH CONSTRUCTION.
DAILY STORMWATER INSPECTION REPORTS IN THE ONLINE SWPPP REPORTING SYSTEM PROVIDED BY THE OWNER MUST START ON THE NEXT BUSINESS
DAY AFTER THE SITE BMPS & PRE -CONSTRUCTION MEETING CERTIFICATION IS SIGNED/CERTIFIED BY THE CEC.
11. INSTALL REMAINING PERIMETER SEDIMENT CONTROL BMPS, INCLUDING THE SKIMMER SEDIMENT BASINS, AS SHOWN ON THE SITE MAPS. CLEAR
ONLY THE MINIMUM AREA NECESSARY TO INSTALL PERIMETER CONTROL BMPS AND STOCKPILE SUITABLE MATERIALS IN BUILDING PAD AREAS
FOR CUT SOILS GENERATED DURING THE CONSTRUCTION OF THESE MEASURES (PROVIDE DRYING AND TREATMENT AS NECESSARY TO MAKE
MATERIALS SUITABLE). GRADE SKIMMER BASIN 1 SUCH THAT SEDIMENT LADEN WATER IS NOT DIRECTED INTO THE CLEAN WATER DITCH.
12. INSTALL PERMANENT RISER STRUCTURES AND DISCHARGE PIPES WITH SKIMMERS TO DEWATER BASINS (REFER TO DETAIL SHEET SW-7 & D-1).
SKIMMER SHALL BE ONLY OUTFLOW ORIFICE FROM BASIN PLUG LOWER ORIFICES OF ALL STRUCT RES.
13. HALT ALL ACTIVITIES
CONTACT THE CEC TO PERFORM INSPECTION AND CERTIFICATION OF BMPS.
ALL EXCEPTIONS NOTED ON THE BMP CERTIFICATION FORM MUST BE ADDED AS DEFICIENCIES WITHIN THE BMP CERTIFICATION FORM AND RESOLVED
WITHIN 24-HOURS. BMPS MUST NOT BE CERTIFIED IF ONE OR MORE OF THE EXCEPTIONS WILL NOT BE RESOLVED WITHIN 24-HOURS OF THE BMP
CERTIFICATION BY THE CEC.
IF THE CEC IS UNABLE TO CERTIFY THAT SITE CONDITIONS ARE PER PLANS AND SPECIFICATIONS, THE CERTIFICATION OF BMPS MUST BE
RESCHEDULED.
14. FILL IN PORTION OF EXISTING CANAL TO PREVENT WATER FROM FLOWING BACK INTO SITE.
15. DEWATER POND/DITCH WITH PUMP. PUMP WATER SHALL BE DIRECTED TO SKIMMER SEDIMENT BASIN FOREBAY AS SHOWN IN SITE MAP.
16. FILL IN POND AND DITCH WITH SUITABLE MATERIALS PER PROJECT SPECIFICATIONS FOR MUCKING AND FILL TYPE.
17. INSTALL PROPOSED DIVERSION CHANNELS AND PIPES AS NOTED ON THE PLAN TO DIRECT RUNOFF TO SKIMMER SEDIMENT BASINS.
PHASE 11
�Y
1. BEGIN CLEARING, GRUBBING, AND STRIPPING THE SITE AND ROADWAY AREAS. (PHASE CLEARING AND GRUBBING TO THE EXTENT PRACTICAL TO
MINIMIZE THE AMOUNT OF AREA DISTURBED AT ANY POINT IN TIME)
2. BEGIN GRADING THE SITE WHILE ENSURING DRAINAGE IS CONTINUOUSLY ROUTED TO THE INSTALLED BASINS. BEGIN FILL OPERATIONS ON NORTHERN
SIDE OF OUTPARCEL AND GRADE SUCH THAT RUNOFF IS DIRECTED TOWARDS SKIMMER SEDIMENT BASIN 3.
3. BEGIN GRADING IN AREAS OF ROADWAY IMPROVEMENTS.
4. START CONSTRUCTION OF BUILDING PAD, STRUCTURES, AND ROADWAY.
5. TEMPORARILY STABILIZE, THROUGHOUT CONSTRUCTION IMMEDIATELY FOLLOWING THE COMPLETION OF THE MOST RECENT LAND`
DISTURBING/GRADING ACTIVITY, ANY DISTURBED AREAS, INCLUDING MATERIAL STOCKPILES THAT ARE SCHEDULED OR LIKELY TO REMAIN INACTIVE
FOR 7 DAYS OR MORE.
6. DURING CONSTRUCTION, DO NOT DIRECT ANYSEDIMENT-LADEN WATER TO AREAS OF INFILTRATION TRENCHES. NO HEAVY EQUIPMENT OR TRUCKS
SHOULD BE USED IN AREAS OF INFILTRATION TRENCHES.
7. IMMEDIATELY PERMANENTLY STABILIZE AREAS TO BE VEGETATED AS THEY ARE BROUGHT TO FINAL GRADE.
8. INSTALL UTILITIES, UNDERDRAINS; STORM SEWERS, UTILITIES, CURBS AND GUTTERS.
9. INSTALL INLET PROTECTION AT ALL STORM SEWER STRUCTURES AS EACH INLET STRUCTURE IS INSTALLED.
10. STABILIZE AREAS TO BE PAVED WITH STONE BASE.
11. COMPLETE GRADING AND INSTALLATION OF PERMANENT STABILIZATION OVER ALL AREAS.
12. REMOVE DIVERSION CHANNELS, BRING TO FINAL GRADE AND IMMEDIATELY STABILIZE THE DISTURBED AREAS AFTER REMOVAL.
13. ONCE ALL LAND DISTURBING HAS BEEN COMPLETED AND FINAL STABILIZATION HAS BEEN ACHIEVED THE SEDIMENT BASINS SHALL BE DREDGED TO
ORIGINAL ELEVATIONS AND VOLUMES, REPAIRED AS NECESSARY FOR THE POND TO FUNCTION AS PERMANENTLY DESIGNED. REMOVE SNORKEL,
UNSEAL THE BMP ORIFICES AT THE BASE OF THE STRUCTURE, AND INSTALL THE APPROPRIATE TRASH RACKS. THE RISER STRUCTURE AND OUTLET
PIPE SHALL BE INSPECTED AND CLEANED IF NECESSARY TO ENSURE RESIDUAL SEDIMENT DOES NOT REMAIN FROM USE AS A SEDIMENT BASIN.
SEDIMENT SHALL NOT BE WASHED INTO RECEIVING CHANNEL AT END OF OUTLET PIPE. CONTRACTOR SHALL ENSURE THE POND MEETS PERMANENT
STABILIZATION REQUIREMENTS. ONCE SITE IS STABILIZED, INSTALLATION MAY BEGIN ON INFILTRATION TRENCHES (SEE INFILTRATION TRENCH DETAIL
REGARDING CONSTRUCTION AND MAINTENANCE REQUIREMENTS).
14. PAVE SITE.
15. ADJUST INLET PROTECTION DEVICES FOR PAVED AREAS AS WORK PROGRESSES, PER BMP DETAILS.
16. OBTAIN CONCURRENCE FROM THE OWNER CONSTRUCTION MANAGER (CM) THAT THE SITE HAS BEEN FULLY STABILIZED AND ALL CONSTRUCTION HAS
BEEN COMPLETED, THEN:
A. REMOVE ALL REMAINING TEMPORARY EROSION AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICES (BMPS),
B. STABILIZE ANY AREAS DISTURBED BY THE REMOVAL OF TEMPORARY BMPS, AND
C. ASK THE CM TO CONTACT THE CEC TO COMPLETE THE CEC PRE -NOT SITE INSPECTION AND REPORT (ONLY CM MAY DO THIS).
17. CONTINUE DAILY INSPECTIONS AND REPORTS UNTIL THE CM FINAL DAILY INSPECTION REPORT, MARKED 'READY TO TERMINATE PERMIT', IS SIGNED BY
THE CONSTRUCTION MANAGER AND SUBMITTED VIA THE ONLINE SWPPP REPORTING SYSTEM PROVIDED BY THE OWNER.
NOTE: THE GENERAL CONTRACTOR MAY COMPLETE CONSTRUCTION -RELATED ACTIVITIES CONCURRENTLY, ONLY IF ALL PRECEDING BMPS AND
STABILIZATION ACTIVITIES HAVE BEEN COMPLETELY INSTALLED. BMP-RELATED STEPS IN THE ABOVE SEQUENCE ARE BOLDED FOR CLARITY. THE CEC
MUST APPROVE, IN WRITING, ANY CHANGES IN THE ABOVE SWPPP IMPLEMENTATION SEQUENCE, BEFORE THEIR IMPLEMENTATION BEGINS.
THE ESTIMATED DATES OF IMPLEMENTATION OF POLLUTION CONTROL MEASURES SHALL BE DOCUMENTED BY THE CONTRACTOR ON THE SOIL
EROSION/SEDIMENATION CONTROL OPERATION TIME SCHEDULE ON SHEET SW-5.
ID
_T "UENCE AND LIMITS OF WOILXK
1"PIDIMPL]"MENTATION
SWTr lkw
LIMITS OF DISTURBANCE
LEGEND
SYMBOL/LINE
DESCRIPTION
o
PERMITTEDLIMITS
OF DISTURBANCE
LIMITS OF WORK
WORK TO BE
COMPLETED PRIOR
TO 1 ST HALT
MINIMIZATION OF DISTURBED AREAS:
1. CONTRACTOR SHALL MANAGE CONSTRUCTION ACTIVITIES TO
REDUCE EROSION AND RETAIN SEDIMENT AND OTHER
POLLUTANTS IN THE SOIL AT THE CONSTRUCTION SITE.
2. CONTRACTOR SHALL MINIMIZE THE TIME BARE SOIL IS
EXPOSED.
3. CONTRACTOR SHALL MINIMIZE SITE DISTURBANCE BY
MINIMIZING THE EXTENT OF GRADING AND CLEARING TO
EFFECTIVELY REDUCE SEDIMENT YIELD.
NOTE TO GC: OWNER HAS AUTHORITY AT ANY TIME TO LIMIT
SURFACE AREA OF ERODIBLE EARTH MATERIAL EXPOSED BY
CLEARING AND GRUBBING, EXCAVATION, BORROW AND
EMBANKMENT OPERATIONS AND TO DIRECT THE GC TO PROVIDE
IMMEDIATE PERMANENT OR TEMPORARY POLLUTION CONTROL
MEASURES.
DEVELOPER/OWNER:
WAL-MART REAL ESTATE
BUSINESS TRUST
MAIL STOP 5570
2001 SE 10TH STREET
BENTONVILLE, AR
72716-5570
479-204-3314
SITE OPERATOR/GENERAL CONTRACTOR:
SUPERINTENDENT:
IMPORTANT: GC MUST SIGN ALL PLAN SHEETS
AND ANY NEW PLAN SHEETS ISSUED BY THE CEC.
REVISIONS
BY
PLAN REVISIONS
1
BAB
2/1/16
SWPPP REVISIONS
2
BAB
3/24/ 16
NCDENR SWM/ESC
3
SUBMISSION 4/21/16
BAB
PLAN REVISIONS
4
BAB
4/27/16
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
6
ONWASA REVISION
BAB
5/6/ 16
NCDENR REVISIONS
7
5/18/16
BAB
NCDENR REVS/OTB REV
8
5/31 / 16
BAB
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
HIS
JOB No.
NCC138078
SHEET
H:12013WCC1380781DRAWINGSIPLAN SETSINCC1380780PX.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:52 PM LAST SAVED BY: BBUCKLAND

7 I 8
17 I 18 19 20 I 21 22 I 23 I 24 I 25 ( 26 I 27 I 28 I 29 I 30 I 31 I 32
3 I 4
HATCH LEGEND
STANDARD
DUTY ASPHALTIC
CONCRETE
PAVEMENT
131
HEAVY DUTY
CONCRETE
NCDOT
PAVEMENT
9 I 11 I 12 I 13
q�y 4
" \.. "..
FP
N 351,760 � �..,. " �` � a`"'h �';` ,. �, "�. a N 35176
CONSTRUCTION NARRATIVE AND SCHEDULE
THIS DEVELOPMENT PROPOSES TO BUILD A WALMART SUPERCENTER AND FUEL STATION. THE CONSTRUCTION OF THIS PROJECT
WILL INCLUDE INSTALLING AND MAINTAINING VARIOUS EROSION AND SEDIMENTATION CONTROL MEASURES, DEMOLITION OF
N/F
EXISTING FEATURES AND CONSTRUCTION OF PROPOSED FEATURES. THE PROPOSED FEATURES AS PART OF THIS PROJECT
INCLUDE BUT ARE NOT LIMITED TO THE FOLLOWING: KEYSTONE (CONTRACTORS, INC
,,, � t `} ti }t : "..,,,, •e„m """``^+°. €°° ""°•"," a/NF
F . P 163 P.522 } - �.� �� `� \r • VARIOUS ROAD IMPROVEMENTS D.B�
• NEW PAVEMENT, CURB, AND GUTTER M.E 45 P. 94�;°
• NEW ASPHALT PAVEMENT AND CONCRETE PAVEMENT MARKINGS VACANT PARCEL
•
.,,
• ABOVE AND UNDERGROUND UTILITIES st.. ` SBORO INVESTORS LL
e STORMWATER MANAGEMENT FEATURES INCLUDING PIPING AND WET PONDS BONED B-1; �t
FUEL TANKS AND PUMPS t
• � �� `�� ; t D. B.4073 P.2 69
• ABOVE GROUND STRUCTURES \y: t4i4. / SBORO INVESTORS LLC�
• LIGHTING / ;
• LANDSCAPING ALT. ID. 1319-8 D:B.4073 P.269
c EX. OUTPARCE MB. 68 P. 175
ALL CONSTRUCTION IS TO TAKE PLACE ACCORDING TO ALL APPLICABLE LOCAL, STATE, AND NATIONAL REGULATIONS. g'" : �, } f0.60 AC ALT. ID. 1319-79
\ \� EX. OUTPARCEL,
THE TENTATIVE CONSTRUCTION SCHEDULE IS AS FOLLOWS: `�."
fit .,` �` t 0.65 AC ��� .
CONSTRUCTION START: THIRD QUARTER 20169 E°'°}`' f`} \,44P
QUARTER 2017}t}
GRAND OPENING: THIRD QUA
H E UDO/TOWN/STATE AND OR OTHER AGENCY REQUIREMENTS: '`
1 k `} , i : 'l.> , .:a,: '.. • >..•..; `" .,,meµ `,`.>,,,°,,,_
THE FOLLOWING ARE ITEMS THAT EXCEED TH
• THIS DEVELOPMENT WILL INCLUDE THE COMPREHENSIVE STORMWATER POLLUTION PREVENTION PLAN (S WPPP ) � � //+i�s` ~,. �; `t;`}` \ 5} }'.>;° �,,� `;�i :i. `�- .ads `-�; �::."r:' 1.;=.,`•t,
DOCUMENTATION AS REQUIRED BY WALMART THAT IS EXCESS OF STATE AND LOCAL CRITERIA.
.>
WHERE LANDSCAPING ISLANDS HAVE BEEN PLACED PRIOR TO THE 15 SPACE SEPARATION
• THERE ARE SEVERAL INSTANCES "
REQUIRED BY THE UDO./ �`' r\ ;/ } t \ t. N/F
`}5�`4 t } � 5�4 }{YN'` }}4} 4 l� }1 �
BRENDA STANLEY =�
D.B.3313 P.914
THE COUNTY OF ONSLOW
`,° t „X COMMERCIAL USE
D.B.1912 P. 100
`
M . B.23 P.19
ZONED B-1
EDUCATIONAL USE �} ��} }` m j f° E;�°
ZONED RA , F'`� ,e; r:"
t
il
� I
0
9
1
S
T
HEAVY DUTY
L
ASPHALT
(PRIVATE)
/ I
ADA STRIPING
4
/i
STANDARD
�. CONCRETE
r
�,
GRAVEL AND
w VEGETATIVE
STRIP
SITE NOTES
1. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL TOWN/COUNTY REGULATIONS AND CODES AND O.S.H.A. STANDARDS.
2. CONTRACTOR SHALL REFER TO THE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF VESTIBULES,
SLOPE PAVING, SIDEWALKS, EXIT PORCHES, TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY
ENTRANCE LOCATIONS.
3. ALL DISTURBED AREAS ARE TO RECEIVE FOUR INCHES OF TOPSOIL, SEED, MULCH AND WATER UNTIL A HEALTHY STAND OF
GRASS IS ESTABLISHED.
4. ALL DIMENSIONS AND RADII ARE TO THE FACE OF CURB UNLESS OTHERWISE NOTED.
5. CURB AND GUTTER IS PROPOSED FOR ALL LOCATIONS OTHER THAN TO ALLOW SHEET FLOW INTO WET PONDS ON SITE.
6. EX. STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, REMOVED OR RELOCATED AS NECESSARY. ALL
COST SHALL BE INCLUDED IN BASE BID.
7. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, (UNLESS OTHERWISE NOTED ON PLANS) INCLUDING BUT NOT
LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS & POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN
ACCORDANCE WITH GOVERNING AUTHORITIES REQUIREMENTS AND PROJECT SITE WORK SPECIFICATIONS AND SHALL BE
APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID.
8. SITE BOUNDARY, TOPOGRAPHY, UTILITY AND ROAD INFORMATION TAKEN FROM A SURVEY BY A LAND SURVEYOR,
9. TOTAL SITE AREA IS ±19.4 ACRES. (ACREAGE DOES NOT INCLUDE OUT PARCEL ACREAGES.)
10. THE SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED "THE SITE SPECIFIC SPECIFICATIONS".
11. SIGNS SHALL BE CONSTRUCTED BY OTHERS. PER TOWN OF SWANSBORO ORDINANCE(SE0. 16-13, MONUMENT SIGN ALONG
HAMMOCK BEACH ROAD CAN BE NO LARGER THAN 64 SF AND 12' TALL. PYLON SIGN ALONG W. CORBETT AVENUE CAN BE NO
LARGER THAN 64 SF AND 20' TALL. (SEE ARCH. PLANS)
12. REFER TO ARCHITECTURAL PLANS FOR SITE LIGHTING ELECTRICAL PLAN.
13. ALL GENERAL CONTRACTOR WORK TO BE COMPLETED (EARTHWORK, FINAL UTILITIES, AND FINAL GRADING) BY THE
MILESTONE DATE IN PROJECT DOCUMENTS.
14. DRIVEWAYS AFFECTED BY ROAD WIDENING ALONG HAMMOCKS BEACH ROAD TO BE REPAIRED UP TO THE RIGHT OF WAY.
15. EIGHT (8) 10'X25' LOADING AREAS HAVE BEEN PROVIDED FOR THIS PROPOSED DEVELOPMENT IN THE TRUCK BAYS.
16. VARIOUS TRAFFIC CONTROL DEVICES HAVE BEEN PROVIDED IN THIS PLAN. REFER TO DETAILS FOR ADDITIONAL
INFORMATION.
SHEET INDEX MAP
l vv
\ ep
\ � 1
V�
SEE SHEETS:
_ C-5 NORTH SITE PLAN
\ I C-8 NORTH GRADING AND
R DRAINAGE PLAN
C-11 NORTH UTILITY PLAN
\ C-14 NORTH LANDSCAPE PLAN
�. >
O
m
D
0
SEE SHEETS: _
C-4 SOUTH SITE PLAN p
C-7 SOUTH GRADING AND D
DRAINAGE PLAN
C-10 SOUTH UTILITY PLAN
C-13 SOUTH LANDSCAPE PLAN
REMURK ED PARKING TABLE
lz
WALMART STORE 1 SPACES PER 300 SF
WALMART FUEL STATION 1.5 SPACES PER NOZZLE
AND 1 SPACE PER 50 SF
SPACES REQUIRED FOR STORE 530
SPACES REQUIRED FOR FUEL STATION 33
TOTAL 563
REQUIREMENTS BASED ON THE TOWN OF SWANSBORO'S
UNIFIED DEVELOPMENT ORDINANCE.
SITE ANALYSIS TABLE
WALMART STORE 158,583 S.F.
WALMART FUEL STATION 754 S.F.
SURFACE PARKING LOT (INCL. 25 ADA SPACES) 622 SPACES
TOTAL 622
RATIO 3.90/1,000 S.F.
CART CORRALS 13 CORRALS/26 SPACES
PARKING SPACES OBSTRUCTED BY CART CORRALS ARE NOT INCLUDED IN OVERALL PARKING RATIO.
N
ALERT TO CONTRACTOR,:
100 50 25 0 100 ALL GENERAL CONTRACTOR WORK TO BE COMPLETED
(EARTHWORK, FINAL UTILITIES, AND FINAL GRADING) BY THE
1 "=100' k MILESTONE DATE IN PROJECT DOCUMENTS.
r�REVISIONS
BY
PLAN REVISIONS
1
BAB
2/1/16
SWPPP REVISIONS
2
BAB
3/24/ 16
NCDENR SWM/ESC
3
BAB
SUBMISSION 4/21/16
PLAN REVISIONS
4
BAB
4/27/16
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
ONWASA REVISION
6
BAB
5/6/16
NCDENR REVISIONS
7
5/18/16
BAB
NCDENR REVS/OTB REV
8
BAB
5/31 /16
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
1 "=100'
JOB No.
NCC138078
SHEET
0
GENERAL NOTE:
'HE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PRi
3COPE'PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELA
PECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RED
ING PRIOR TO THE START OF CONSTRUCTION, FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONST
TANCE'OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWING;
FULL CONFORMANCE WITH LOCAL REGULarIONS AND r_.nDF .
H:\20131NCC138078\DRAWINGS\PLAiv SETS\NCC138078SS5.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:41 PM LAST SAVED BY: BBUCKLAND

1 2 3 4 5 6
NOTES
ArGRADING
1. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES INCLUDING REMOVAL
OF ANY EXISTING UTILITIES. UTILITIES ARE TO BE REMOVED TO THE RIGHT-OF-WAY.
2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF
EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY
COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS
NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE
B
APPROPRIATE UTILITY COMPANIES AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST
EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO
RELOCATE ALL EXISTING UTILITIES WHiCH CONFLICT WITH THE PROPOSED IMPROVEMENTS
SHOWN ON THE PLANS.
3. ALL CUT OR FILL SLOPES SHALL BE 3:1 OR FLATTER UNLESS OTHERWISE NOTED.
c4.
PRECAST STRUCTURES MAY BE USED AT CONTRACTORS OPTION.
5. STORM PIPE SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED: CLASS III RCP (ASTM C76) WITH
RUBBER O-RING GASKETS.
6. EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.
7. EXISTING GRADE CONTOUR INTERVALS SHOWN AT 1'.
D
8. PROPOSED GRADE CONTOUR INTERVALS SHOWN AT V INTERVALS.
9. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUCTION IT SHALL BE
THE CONTRACTORS RESPONSIBILITY TO REPAIR AND/OR REPLACE THE EXISTING STRUCTURE AS
NECESSARY TO RETURN IT TO EXISTING CONDITIONS OR BETTER.
10. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE CONNECTION AT
E
STRUCTURE IS WATERTIGHT.
11. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH PAVEMENT, AND SHALL
HAVE TRAFFIC BEARING RING & COVERS. MANHOLES IN UNPAVED AREAS SHALL BE 6" ABOVE
FINISH GRADE. LIDS SHALL BE LABELED "STORM SEWER".
12. THE CONTRACTOR SHALL ADHERE TO ALL TERMS & CONDITIONS AS OUTLINED IN THE EPA OR
F
APPLICABLE STATE GENERAL N.P.D.E.S. PERMIT FOR STORM WATER DISCHARGE ASSOCIATED
WITH CONSTRUCTION ACTIVITIES AND THE SPECIAL CONDITIONS, SECTION 8, ENVIRONMENTAL
COMPLIANCE AND STORM WATER POLLUTION PREVENTION.
13. CONTRACTOR SHALL ADJUST AND/OR CUT EXISTING PAVEMENT AS NECESSARY TO ASSURE A
SMOOTH FIT AND CONTINUOUS GRADE.
Gil
14. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR ALL NATURAL
AND PAVED AREAS.
15. TOPOGRAPHIC INFORMATION IS TAKEN FROM A TOPOGRAPHIC SURVEY BY LAND SURVEYORS. IF
THE CONTRACTOR DOES NOT ACCEPT EXISTING TOPOGRAPHY AS SHOWN ON THE PLANS,
WITHOUT EXCEPTION, THEN THE CONTRACTOR SHALL SUPPLY, AT THEIR EXPENSE, A
TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR TO THE OWNER FOR REVIEW.
H
16. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE 4 INCHES OF
TOPSOIL. CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO ALL SLOPES 3H:1 V OR STEEPER.
CONTRACTOR SHALL STABILIZE DISTURBED AREAS IN ACCORDANCE WITH GOVERNING
SPECIFICATIONS UNTIL A HEALTHY STAND OF VEGETATION IS OBTAINED.
17. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODE AND BE CONSTRUCTED
TO SAME.
'
18. ALL STORM STRUCTURES SHALL HAVE A SMOOTH UNIFORM POURED MORTAR INVERT FROM
INVERT IN TO INVERT OUT.
19. CONTRACTOR TO ADJUST ANY EXISTING STRUCTURES TO PROPOSED GRADE IN ANY AREA OF
PROPOSED GRADING.
20. DESIGN AND GRADING PERFORMED WITH "INITIAL GEOTECHNICAL EXPLORATION REPORT
J
PROPOSED WALMART SUPERCENTER #7179-000 SWANSBORO, NC", PREPARED BY S&ME, S&ME
PROJECT NO. 1051-13-378G, 04/18/14 USED AS A REFERENCE.
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SITE SUBSURFACE PREPARATION FOR WALMART WM STORE NO. 7179, SWANSBORO, NORTH CAROLINA
MARCH 24, 2016
THE SUBSURFACE EXPLORATION INDICATES THE SITE CONSISTS OF LOW TO MODERATE CONSISTENCY
NEAR SURFACE SANDS AND CLAYS. BECAUSE NEAR SURFACE SOILS ARE MOISTURE SENSITIVE, SITE
PREPARATION AND GRADING WILL BE SIGNIFICANTLY INFLUENCED BY WEATHER CONDITIONS AT TIME OF
CONSTRUCTION. SITE GRADING SHALL BE PERFORMED DURING THE TYPICALLY DRIER SUMMER MONTHS,
IF PRACTICAL.
EXISTING VEGETATION, TOPSOIL, AND OTHERWISE UNSUITABLE MATERIAL SHALL BE REMOVED. AFTER
STRIPPING TOPSOIL, THE EXPOSED SUBGRADE SHOULD BE PROOFROLLED WITH A LOADED DUMP TRUCK
OR SIMILAR PNEUMATIC TIRED VEHICLE (MINIMUM LOADED WEIGHT OF 20 TONS) UNDER THE
OBSERVATION OF THE CTL. THE PROOFROLLING PROCESS SHOULD CONSIST OF FOUR COMPLETE
PASSES OF THE EXPOSED AREAS WITH TWO OF THE PASSES PERFORMED PERPENDICULARLY TO THE
PRECEDING LOW CONSISTENCY SOILS SHALL BE REPAIRED BY UNDERCUT AND REPLACEMENT WITH
COMPACTED STRUCTURAL FILL, USE OF A GEOTEXTILE WOVEN FABRIC, DISCING/DRYING/
RECOMPACTING, OR SOME COMBINATION OF THE ABOVE. LOW CONSISTENCY SOILS WERE
ENCOUNTERED IN 17 OF THE 64 BORINGS PERFORMED IN PAVEMENT AND BMP AREAS. AFTER THE
PROOFROLLING OPERATION HAS BEEN COMPLETED AND THE SUBGRADE IS DETERMINED TO BE STABLE;
SITE GRADING SHOULD PROCEED IMMEDIATELY. THE PROOFROLLING OPERATION SHOULD BE REPEATED
WITH AT LEAST ONE PASS IN EACH DIRECTION IMMEDIATELY PRIOR TO PLACING AGGREGATE BASE
COURSE IN THE FLOOR SLAB AREA.
EXISTING UTILITIES IN PAVEMENT AREAS MAY REMAIN IN -PLACE PROVIDED THEY DO NOT CONFLICT WITH
PROPOSED UTILITIES AND THE TRENCH BACKFILL IS STABLE UNDER PROOFROLL. ABANDONED UTILITY
TRENCHES SHOULD BE BACKFILLED WITH COMPACTED STRUCTURAL FILL, ABC STONE, OR WASHED
STONE (NCDOT #57).
PLACE AND COMPACT STRUCTURAL FILL IN MAXIMUM 8-INCH LOOSE LIFTS. ALL STRUCTURAL FILL SHALL
BE COMPACTED TO AT LEAST 95 PERCENT OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D
698) EXCEPT FOR THE FINAL 12 INCHES WHICH SHOULD BE INCREASED TO 98 PERCENT. FILL MOISTURE
SHALL BE MAINTAINED WITHIN 3 PERCENT OF OPTIMUM MOISTURE DURING COMPACTION.
STRUCTURAL FILL SHALL CONSIST OF SOILS WITH A USCS CLASSIFICATION OF SW, SP, SM, SC, OR SOME
COMBINATION OF THESE, CONTAIN LESS THAN 3 PERCENT ORGANIC MATERIAL, BE FREE OF OTHER
DELETERIOUS MATERIALS, HAVE A STANDARD PROCTOR DRY DENSITY OF AT LEAST 100 PCF, AND HAVE A
MAXIMUM PARTICLE SIZE OF 3 INCHES IN ANY DIMENSION.
EXCAVATIONS WILL EXTEND THROUGH LOW TO MODERATE CONSISTENCY SOILS. EXCAVATIONS MAY
EXTEND BELOW THE WATER TABLE. TEMPORARY DEWATERING MEASURES SUCH AS INSTALLATION OF
WELL -POINTS OR USE OF INTERNAL SUMPS AND PUMPING WILL LIKELY BE REQUIRED. THE CONTRACTOR
SHALL EXERCISE CARE IN LOWERING OF GROUNDWATER LEVELS ADJACENT TO BEARING SURFACES.
SPECIFICATIONS FOR SPECIFIC INFORMATION NOT COVERED IN THIS PREPARATION. THIS INFORMATION
WAS TAKEN FROM A REVISED FINAL GEOTECHNICAL EXPLORATION REPORT PREPARED BY S&ME, INC.,
DATED MARCH 24, 2016 (REVISED FINAL GEOTECHNICAL EXPLORATION REPORT IS FOR INFORMATION
ONLY AND IS NOT A CONSTRUCTION SPECIFICATION).
GENERAL NOTE:
> THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PRO.
< SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATI
SPECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECOI
ITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONSTII
:PTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWINGS)
FULL CONFORMANCE WITH LOCAL REGULATIONS AND CODES.
7
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GAS STATION FOUNDATION SUBSURFACE PREPARATION FOR WALMART WM STORE NO. 7179, SWANSBORO, NORTH
CAROLINA
MARCH 24, 2016
UNLESS SPECIFICALLY INDICATED OTHERWISE IN THE DRAWINGS AND/OR SPECIFICATIONS, THE LIMITS OF THIS
SUBSURFACE PREPARATION ARE CONSIDERED TO BE THAT PORTION OF THE SITE DIRECTLY BENEATH AND 5 FEET
BEYOND THE GAS STATION.
ESTABLISH THE FINAL SUBGRADE ELEVATION TO ALLOW FOR THE CONCRETE SLAB AND BASE. REFERENCE
ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR REQUIRED SLAB THICKNESS. THE MINIMUM 6-INCH THICK BASE
MATERIAL SHALL CONFORM TO NORTH CAROLINA DOT STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES
SECTION 1010, "AGGREGATE BASE COURSE" (ABC). THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING
ACCURATE MEASUREMENTS FOR ALL CUT AND FILL DEPTHS REQUIRED. ANY PROPOSED EQUIVALENT ALTERNATIVE
BASE MATERIAL MUST BE SUBMITTED FOR APPROVAL WITHIN 30 DAYS AFTER AWARD OF CONTRACT. ANY EQUIVALENT
ALTERNATIVE SHALL ONLY BE USED IF APPROVED IN WRITING BY THE CEC AND AOR.
CLEAR TREES, GRUB STUMPS, REMOVE VEGETATION AND STRIP TOPSOIL. AFTER STRIPPING TOPSOIL, THE EXPOSED
SUBGRADE SHOULD BE PROOFROLLED WITH A LOADED DUMP TRUCK OR SIMILAR PNEUMATIC TIRED VEHICLE (MINIMUM
LOADED WEIGHT OF 20 TONS). THE PROOFROLLING PROCESS SHOULD CONSIST OF FOUR COMPLETE PASSES OF THE
EXPOSED AREAS WITH TWO OF THE PASSES PERFORMED PERPENDICULARLY TO THE PRECEDING ONES. LOW
CONSISTENCY SOILS SHALL BE REPAIRED BY UNDERCUT AND REPLACEMENT WITH COMPACTED STRUCTURAL FILL, USE
OF A GEOTEXTILE WOVEN FABRIC, DISC[ NG/DRYING/RECOMPACTING, OR SOME COMBINATION OF THE ABOVE. LOW
CONSISTENCY SOILS WERE ENCOUNTERED IN THE UPPER FIVE FEET AT BORING LOCATIONS G-1 AND G-4. ANY AREAS
THAT REMAIN UNSTABLE SHALL BE UNDERCUT AND REPLACED WITH COMPACTED STRUCTURAL FILL. AFTER THE
PROOFROLLING OPERATION HAS BEEN COMPLETED AND THE SUBGRADE IS DETERMINED TO BE STABLE, SITE GRADING
SHOULD PROCEED IMMEDIATELY. THE PROOFROLLING OPERATION SHOULD BE REPEATED ON THE FINAL SUBGRADE
WITH AT LEAST ONE PASS IN EACH DIRECTION IMMEDIATELY PRIOR TO PLACING AGGREGATE BASE COURSE.
STRUCTURAL FILL SHALL BE PLACED IN LOOSE
C
LIFTS NOT EXCEEDING 8 INCHES IN THICKNESS AND COMPACTED TO AT
LEAST 95 PERCENT OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D 698) AT A MOISTURE CONTENT
WITHIN 3 PERCENT BELOW TO 3 PERCENT ABOVE THE OPTIMUM. THE UPPER 12 INCHES SHALL BE COMPACTED TO AT
LEAST 98 PERCENT. FILL MOISTURE SHALL BE MAINTAINED WITHIN 3 PERCENT OF OPTIMUM MOISTURE DURING
COMPACTION. OFF -SITE BORROW SHALL CONSIST OF SOILS WITH A USCS CLASSIFICATION OF SW, SP, SM, SC, OR SOME
COMBINATION OF THESE, CONTAIN LESS THAN 3 PERCENT ORGANIC MATERIAL, BE FREE OF OTHER DELETERIOUS
MATERIALS, HAVE A STANDARD PROCTOR DRY DENSITY OF AT LEAST 100 PCF, AND HAVE A MAXIMUM PARTICLE SIZE OF
N 35 L760
3 INCHES IN ANY DIMENSION.
EXCAVATIONS WILL EXTEND THROUGH LOW TO MODERATE CONSISTENCY SOILS. EXCAVATIONS WILL EXTEND BELOW
THE WATER TABLE. TEMPORARY DEWATERING MEASURES SUCH AS INSTALLATION OF WELL -POINTS OR USE OF
°b
INTERNAL SUMPS AND PUMPING WILL LIKELY BE REQUIRED. THE CONTRACTOR SHALL EXERCISE CARE IN LOWERING OF
GROUNDWATER LEVELS ADJACENT TO BEARING SURFACES.
THE FOUNDATION SYSTEM SHALL BE ISOLATED SPREAD FOOTINGS AT COLUMNS AND CONTINUOUS SPREAD FOOTINGS
AT WALLS. LOW CONSISTENCY SOILS WERE ENCOUNTERED NEAR THE ANTICIPATED FOUNDATION BEARING ELEVATIONS
IN BORINGS G-1 AND G-4 PERFORMED WITHIN THE GAS STATION FOOTPRINT. LOW CONSISTENCY SOILS SHALL BE
UNDERCUT AND REPLACED WITH NCDOT #57 STONE WHERE ENCOUNTERED AT THE FOUNDATION BEARING ELEVATION.
THIS GAS STATION FOUNDATION SUBSURFACE, PREPARATION DOES NOT CONSTITUTE A COMPLETE SITE WORK
y
SPECIFICATION. IN CASE OF CONFLICT, INFORMATION COVERED IN THIS PREPARATION SHALL TAKE PRECEDENCE OVER
THE WALMART SPECIFICATIONS. REFER TO THE SPECIFICATIONS FOR SPECIFIC INFORMATION NOT COVERED IN THIS
PREPARATION. THIS INFORMATION WAS TAKEN FROM A REVISED FINAL GEOTECHNICAL EXPLORATION REPORT
� �dM e y"µmwa;e- e W
PREPARED BY S&ME, INC., DATED MARCH 24, 2016 (GEOTECHNICAL EXPLORATION REPORT IS FOR INFORMATION ONLY
N
AND IS NOT A CONSTRUCTION SPECIFICATION),
GRADING LEGEND
EXISTING NOTE
TYPICAL NOTE TEXT
PROPOSED NOTE
2—
CONTOUR
2a
-.--,--'__""— 2,�_____....---
LINE
5
SPOT
C516.00
TC 516.00
TO 516 0" 5I 4
ELEVATIONS
BC 515.55
STORM(T
STM
LABEL
#
— — — — �_� _ — ._ -. -.-
STORM
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STORM
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CLEANOUT
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27 I 28 I 29 I 30 I 31 I 32
SHEET INDEX MAP
tV
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SEE SHEETS:
C-5 NORTH SITE PLAN
I C-8 NORTH GRADING AND
DRAINAGE PLAN
C-11 NORTH UTILITY PLAN
C-14 NORTH LANDSCAPE PLAN � _
/ SEE SHEETS: \ � I =
G4 SOUTH SITE PLAN p
G7 SOUTH GRADING AND � o
DRAINAGE PLAN
G10 SOUTH UTILITY PLAN
G13 SOUTH LANDSCAPE PLAN
FOUNDATION SUBSURFACE PREPARATION FOR WALMART WM STORE NO. 7179, SWANSBORO, NORTH CAROLINA
MARCH 24, 2016
UNLESS SPECIFICALLY INDICATED OTHERWISE IN THE DRAWINGS AND/OR SPECIFICATIONS, THE LIMITS OF THIS
SUBSURFACE PREPARATION ARE CONSIDERED TO BE THAT PORTION OF THE SITE DIRECTLY BENEATH AND 5
FEET BEYOND THE BUILDING AND APPURTENANCES. APPURTENANCES ARE THOSE ITEMS ATTACHED TO THE
BUILDING PROPER (REFER TO DRAWING SHEET SP1), TYPICALLY INCLUDING, BUT NOT LIMITED TO, THE BUILDING
SIDEWALKS, PORCHES, RAMPS, STOOPS, TRUCK WELLS/DOCKS, COMPACTOR PAD, ETC. THE SUBBASE, WHERE
REQUIRED, DO NOT EXTEND BEYOND THE LIMITS OF THE ACTUAL BUILDING AND THE APPURTENANCES.
ESTABLISH THE FINAL SUBGRADE ELEVATION TO ALLOW FOR THE CONCRETE SLAB AND REFERENCE
ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR REQUIRED SLAB THICKNESS. THE MINIMUM 6-INCH THICK
BASE MATERIAL SHALL CONFORM TO NORTH CAROLINA DOT STANDARD SPECIFICATIONS FOR ROADS AND
STRUCTURES SECTION 1010, "AGGREGATE BASE COURSE" (ABC). THE BASE SHALL BE OVERLAIN BY A 10 MILS
VAPOR BARRIER CONFORMING TO ASTM E 1745 CLASS A. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
OBTAINING ACCURATE MEASUREMENTS FOR ALL CUT AND FILL DEPTHS REQUIRED. ANY PROPOSED
EQUIVALENT ALTERNATIVE BASE MATERIAL MUST BE SUBMITTED FOR APPROVAL WITHIN 30 DAYS AFTER
AWARD OF CONTRACT. ANY EQUIVALENT ALTERNATIVE SHALL ONLY BE USED IF APPROVED IN WRITING BY THE
CEC AND AOR.
EXISTING VEGETATION, TOPSOIL, AND OTHERWISE UNSUITABLE MATERIAL SHALL BE REMOVED. AFTER
STRIPPING TOPSOIL, THE EXPOSED SUBGRADE SHOULD BE PROOFROLLED WITH A LOADED DUMP TRUCK OR
SIMILAR PNEUMATIC TIRED VEHICLE (MINIMUM LOADED WEIGHT OF 20 TONS) UNDER THE OBSERVATION OF THE
CTL. THE PROOFROLLING PROCESS SHOULD CONSIST OF TWO COMPLETE PASSES OF THE EXPOSED AREAS
WITH ONE OF THE PASSES PERFORMED PERPENDICULARLY TO THE PRECEDING LOW CONSISTENCY SOILS
SHALL BE REPAIRED BY UNDERCUT AND REPLACEMENT WITH COMPACTED STRUCTURAL FILL, USE OF A
GEOTEXTILE WOVEN FABRIC, DISCING/DRYING/RECOMPACTING, OR SOME COMBINATION OF THE ABOVE. LOW
CONSISTENCY SOILS WERE ENCOUNTERED IN 10 OF THE 12 BORINGS PERFORMED IN THE BUILDING FOOTPRINT.
AFTER THE PROOFROLLING OPERATION HAS BEEN COMPLETED AND THE SUBGRADE IS DETERMINED TO BE
STABLE, SITE GRADING SHOULD PROCEED IMMEDIATELY. THE PROOFROLLING OPERATIONSHOULD BE
REPEATED WITH AT LEAST ONE PASS IN EACH DIRECTION IMMEDIATELY PRIOR TO PLACING AGGREGATE BASE
COURSE IN THE FLOOR SLAB AREA.
EXISTING UTILITIES SHOULD BE REMOVED WHERE PRESENT BENEATH THE BUILDING FOOTPRINT. ABANDONED
UTILITY TRENCHES SHOULD BE BACKFILLED WITH COMPACTED STRUCTURAL FILL, ABC STONE, OR WASHED
STONE (NCDOT #57).-
PLACE AND COMPACT STRUCTURAL FILL IN MAXIMUM 8-INCH LOOSE LIFTS. ALL STRUCTURAL FILL SHALL BE
COMPACTED TO AT LEAST 95 PERCENT OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D 698)
EXCEPT FOR THE FINAL 12 INCHES WHICH SHOULD BE INCREASED TO 98 PERCENT. FILL MOISTURE SHALL BE
MAINTAINED WITHIN 3 PERCENT OF OPTIMUM MOISTURE DURING COMPACTION. OFF -SITE BORROW SHALL
CONSIST OF SOILS WITH A USCS CLASSIFICATION OF SW, SP, SM, SC, OR SOME COMBINATION OF THESE,
CONTAIN LESS THAN 3 PERCENT ORGANIC MATERIAL, BE FREE OF OTHER DELETERIOUS MATERIALS, HAVE A
STANDARD PROCTOR DRY DENSITY OF AT LEAST 100 PCF, AND HAVE A MAXIMUM PARTICLE SIZE OF 3 INCHES IN
ANY DIMENSION.
EXCAVATIONS WILL EXTEND THROUGH LOW TO MODERATE CONSISTENCY SOILS. EXCAVATIONS MAY EXTEND
BELOW THE WATER TABLE. TEMPORARY DEWATERING MEASURES SUCH AS INSTALLATION OF WELL -POINTS OR
USE OF INTERNAL SUMPS AND PUMPING WILL LIKELY BE REQUIRED. THE CONTRACTOR SHALL EXERCISE CARE
IN LOWERING OF GROUNDWATER LEVELS ADJACENT TO BEARING SURFACES.
SETTLEMENT PLATES SHALL BE INSTALLED DURING FILL PLACEMENT. REFER TO EXHIBIT Al IN THE OTB
DOCUMENTS FOR THE LOCATION AND DETAIL OF THE SETTLEMENT PLATES. ELEVATIONS AT THE PLATES SHALL
BE MEASURED BY A LICENSED SURVEYOR IN THE STATE OF NORTH CAROLINA AT THE TIME OF INSTALLATION,
WEEKLY DURING FILLING, AND EVERY TWO WEEKS THEREAFTER. THE DATE OF MEASUREMENT AND ELEVATION
AT EACH HUB SHALL BE PROVIDED BY THE SURVEYOR TO THE GEOTECHNICAL ENGINEER' AFTER EACH
MEASUREMENT.
FOUNDATION INSTALLATION SHALL NOT PROCEED UNTIL THE OWNER'S GEOTECHNICAL REPRESENTATIVE IS
SATISFIED THAT SETTLEMENTS WILL BE WITHIN THE OWNER'S TOLERANCES. WE ESTIMATE A WAITING PERIOD
OF 60 DAYS OR LESS. THE GEOTECHNICAL ENGINEER SHALL ISSUE A LETTER TO THE OWNER AND CEC STATING
THAT POTENTIAL SETTLEMENT WILL BE WITHIN THE OWNER'S TOLERANCES AND THAT FOUNDATION
INSTALLATION ACTIVITIES MAY COMMENCE.
THE FOUNDATION SYSTEM SHALL BE ISOLATED SPREAD FOOTINGS AT COLUMNS AND CONTINUOUS SPREAD
FOOTINGS AT WALLS. LOW CONSISTENCY SOILS WERE ENCOUNTERED NEAR THE ANTICIPATED FOUNDATION
BEARING ELEVATIONS IN 10 OF THE 12 BORINGS PERFORMED WITHIN THE BUILDING FOOTPRINT. LOW
CONSISTENCY SOILS SHALL BE UNDERCUT AND REPLACED WITH WASHED STONE WHERE ENCOUNTERED AT
THE FOUNDATION BEARING ELEVATION.
THIS FOUNDATION SUBSURFACE PREPARATION DOES NOT CONSTITUTE A COMPLETE SITE WORK
SPECIFICATION. IN CASE OF CONFLICT, INFORMATION COVERED IN THIS PREPARATION SHALL TAKE
PRECEDENCE OVER THE WALMART SPECIFICATIONS. REFER TO THE SPECIFICATIONS FOR SPECIFIC
INFORMATION NOT COVERED IN THIS PREPARATION. THIS INFORMATION WAS IAKEN FROM A REVISED FINAL
GEOTECHNICAL EXPLORATION REPORT PREPARED BY S&ME, INC., DATED MARCH 24, 2016 (GEOTECHNICAL
EXPLORATION REPORT IS FOR INFORMATION ONLY AND IS NOT A CONSTRUCTION SPECIFICATION).
N
100 50 25 0 100
1 =100'
ALERT TO CONTRACTOR
ALL GENERAL CONTRACTOR WORK TO BE COMPLETED
(EARTHWORK, FINAL UTILITIES, AND FINAL GRADING) BY THE
MILESTONE DATE IN PROJECT DOCUMENTS.
DEWATE]l RING NOTE,:
WHEN PERFORMING GRADING OPERATIONS DURING PERIODS
OF WET WEATHER, PROVIDE ADEQUATE DEWATERING,
DRAINAGE AND GROUND WATER MANAGEMENT TO CONTROL
MOISTURE OF SOILS.
REFER TO MASTER SITE SPECIFICATIONS.
REVISIONS
BY
1
PLAN REVISIONS
BAB
2/1/16
SWPPP REVISIONS
2
3/24/16
BAB
NCDENR SWM/ESC
3
SUBMISSION 4/21/16
BAB
PLAN REVISIONS
4
BAB
4/27/16
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
ONWASA REVISION
6
5/6/16
BAB
NCDENR REVISIONS
7
5/18/16
BAB
NCDENR REVS/OTB REV
8
BAB
5/31 /16 1
�:�
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
1 "=100'
JOB No.
NCC138078
SHEET
H:\2013\NCC138078\DRAWINGS\PLAN SETS\NCC13B078SS5.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:42 PM LAST SAVED BY: BBUCKLAND

")REVISIONS BY
1
PLAN REVISIONS
BAB
2/1/16
SWPPP REVISIONS
2
BAB
3/24/16
NCDENR SWM/ESC
3
SUBMISSION 4/21/16
BAB
PLAN REVISIONS
4
BAB
4/27/16
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
ONWASA REVISION
6
BAB
5/6/16
NCDENR REVISIONS
7
5/18/16
BAB
NCDENR REVS/OTB REV
8
BAB
5/31 /16
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
1 "=60'
JOB No.
NCC138078
SHEET
C""7
H:\2013\NCC138078\DRAWINGS\PLAN SETS\NCC138078SS5.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:42 PM LAST SAVED BY: BBUCKLAND
i

REVISIONS
BY
1
PLAN REVISIONS
2/1 /16
BAB
SWPPP REVISIONS
2
3/24/16
BAB
NCDENR SWM/ESC
3
SUBMISSION 4/21/16
BAB
PLAN REVISIONS
4
4/27/16
BAB
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
6
ONWASA REVISION
BAB
5/6/16
NCDENR REVISIONS
7
5/18/16
BAB
NCDENR REVS/OTB REV
8
5/31 /16
BAB
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
1 "=60'
JOB No.
NCC138078
SHEET
H:\2Q13\NCC138078\DRAWINGS\PLAN SETSWCC138078SS5.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:42 PM LAST SAVED BY: BBUCKLAND

H .2013k�dCC138078iQRAWiNGS\PLAN SETMNCC€38878HP3,DWG PRINTED &Y: BBUCKLAND 6.01.16 @ 7:47 PPNI LAU SAVED BY: BBUCKLAND

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LEVEL SPREADER/VEGETATED FILTER STRIP
(FROM WET POND 1)
20 10
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20
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j % `
CLEANOUT/OBSERVATION WELL A `
STORMWATER MAINTENANCE/
J ?8
ACCESS EASEMENT
J \ 3
J 0 \
j � \
J
TC 32.38
f
o J
20 10 5 0 20
INFILTRATION TRENCH 1"=20'
(FROM WHET POND 3)
REVISIONS
BY
PLAN REVISIONS
1
BAB
2/1/16
2
SWPPP REVISIONS
BAB
3/24/16
NCDENR SWM/ESC
3
SUBMISSION 4/21/16
BAB
PLAN REVISIONS
4
4/27/16
BAB
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
6
ONWASA REVISION
BAB
5/6/16
NCDENR REVISIONS
7
5/18/16
BAB
NCDENR REVS/OTB REV
8 mm
5131 /16
BAB
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
AS NOTED
JOB No.
NCC138078
SHEET
GENERAL NOTE:
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PROJECT
WORK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATIVE TO
THE SPECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD IN
WRITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE
ACCEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWINGS AND IN
1-1:1201MCC1380780RAWINGSIPLAN SETSINCC138078SS5.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:44 PM LAST SAVED BY: BBUCKLAND

22 23 24 25 26
1
A�
0
19
9
I
Al
15
101
2 I 3 I 4 I 5 I 6 I 7 I g I 9 I 11 I 12 I 13 I 14
LANDSCAPESCHEDULE
KEY
QTY.
BOTANICAL NAME
COMMON NAME
SIZE
REMARKS
SHADE TREE(S)
AROG
49
ACER RUBRUM'OCTOBER GLORY'
OCTOBER GLORY RED MAPLE
2112-3" CAL
B+B
QPH
31
QUERCUS PHELLOS
WILLOW OAK
21/2-3" CAL,
B+B
UPD
71
ULMUS PARVIFOLIA'DYNASTY'
DYNASTY ELM
3-31/2" CAL.
B+B
SUBTOTAL:
151
ORNAMENTAL TREE(S)
CCFP
40
CERCIS CANADENSIS'FOREST PANSY'
FOREST PANSY REDBUD
2-2112" CAL.
B+B
CF
35
CORNUS FLORIDA
WHITE FLOWERING DOGWOOD
8-10,
B+B
LI
5
LAGERSTROEMIA INDICA'NATCHEZ'
NATCHEZ CRAPEMYRTLE
8-10,
B+B
MV
49
MAGNOLIA VIRGINIANA
SWEETBAY MAGNOLIA
8-10'
B+B
SUBTOTAL:
129
EVERGREEN TREE S
()
TD
32
TARODI C NUM UM DISTI
BALD CYPRESS
8-10 ,
6B
SUBTOTAL:
32
EVERGREEN SH RUB S
ICH
632
ILEX CR ENATA H ELLERI
LLERIJAPAN
HE ESE HOLLY
"
15-18
#3 CAN
ICS
508
ILEX CRENATA STEEDS ,
APANE
STEEDS J E HOLLY
"
30-36
#3 C AN
IGS
815
ILEX GLABRA'SHAMROCK
SHAMROCK INKBERRY HOLLY
24-30"
#5 CAN
WM
32
MYRICA C ERIFERA
WAX MYRTLE
n
24
CONTAINER
CO
JD
30
JUNIPERUS DAVURICA'PARSONI'
PARSONS JUNIPER
15-18"
#3 CAN
SUBTOTAL:
2017
ORNAMENTAL GRASS(ES)
MSG
241
MISCANTHUS SINENSIS'GRACILLIMUS'
MAIDEN GRASS
2 GAL.
CONTAINER
SW
134
PANICUM VIRGATUM'SHENANDOAH'
RED SWITCHGRASS
2 GAL.
CONTAINER
SUBTOTAL:
375
15 I 16 I 17 I 18 1 19 1 20 1 21
b g � t eC" o'^', £ ,.,, ¢ � 3i �` �3 �'. €""" .�k� q i.,,." e "'i �`� t �£„"...,� �.. �"'s : �,,,,M �,,,.� .,,a,,,
I t __.. I_`z°E € •```� �,..✓' ��e,%' � � P �...>. SUMMARY
IU � "V € 3 �Sf 9 €f ,.fir R € """"_ ,,,,d 4�?� e.. __ f �. 6'. `c,.',,.,,. �.,..,, 6 e � �`'."� J E__ ��..� <
WEST PERIMETER BUFFER — f 1,184 LF
EAST PERIMETER BUFFERS = f 1,614 LF
i
2 CANOPY TREES REQUIRED / 35 LF =
68 TREES REQUIRED
2 CANOPY TREES REQUIRED / 35 LF =
98 TREES REQUIRED N 35
7 TREES PROVIDED
98 TREES PROVIDED ry I
UNDERSTORY TREE SUBSTITUTES DUE TO
122 TREES PROVIDED
NOTE = TOTAL PROVIDED INCLUDES USING 6 EXISTING TREES FOR CREDIT
CONFLICT WITH OVERHEAD POWER
TO MEET THE CANOPY TREE TOTAL
O
12 SHRUBS REQUIRED / 35 LF =
408 SHRUBS REQUIRED
12 SHRUBS REQUIRED / 35 LF =
444 SHRUBS REQUIRED I
408 SHRUBS PROVIDED
444 SHRUBS PROVIDED I
I
I
SOUTH PERIMETER BUFFERS = f 1,251 LF TOTAL L
NORTH PERIMETER BUFFERS = t 724 LF TOTAL
2 CANOPY TREES REQUIRED / 35 LF =
74 TREES REQUIRED
2 CANOPY TREES REQUIRED / 35 LF =
27 TREES REQUIRED
74 TREES PROVIDED
27 TREES PROVIDED
NOTE = TOTAL PROVIDED INCLUDES USING 24 EXISTING TREES FOR CREDIT
I TO MEET THE CANOPY TREE TOTAL
f
12 SHRUBS REQUIRED / 35 LF =
162 SHRUBS REQUIRED
I SHRUBS REQUIRED 35 LF =
12 Q /
REQUIRED S RE
408 SHRUB Q
5
162 SHRUBS PROVIDED 4
408 SHRUBS PROVIDED
_
— ADJACENT
NOTE PROPOSED BUFFER ALONG THE ADJ C
COMMERCIAL PARCELS IS
COMM
I
I
PROVIDE ONE—HALFi
WITH EACH U SE TO P
DIVIDED ALONG THE PROPERTY LINE,,
I
OF THE REQUIRED BUFFER PLANTINGS.
Q
1
v
�o
C'
N/F
KEYSTONE CONTRACTORS, INC
D.B.;163 P.522
. 4 P. 94
M.� 5
AN PARCEL
VA� T
7 N —1
O ED B
F
y
x
y
b
CANTING NOTES: " 0
P a
F 4
4
. ALL MA
TERIALS ARE
SUBJECT TO THE APPROVAL OF THE LANDSCA
PE ARCHITECT BEFORE, DURING, AND AFTER INSTALLATION.
1
fi
AVOID
UNDERGROUND UT
ILITIES AND SHALL
RESPONSIBLE FOR LOCATING ALL U NDE
TION THE CONTRACTOR
SHALL BE E
CONSTRUCTION, PRIOR TO C
2. PR ,
as
Y
` DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE WORK. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE PLANS ARE
BASED UPON BEST AVAILABLE INFORMATION AND ARE TO BE CONSIDERED APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF THE `
CONTRACTOR 1) TO VERIFY THE LOCATIONS OF UTILITY LINES AND ADJACENT TO THE WORK AREA 2) TO PROTECT OF ALL UTILITY LINES
i
27 I 28 I 29 I 30 I 31 I 32
N 35176
~"
".�»"'»`.. � S'�, "'`w�n'49 a„» 1 �� ` ycyy✓•kYMi
z
au�
4/ w�
I
d 4
l b
I
"
t
JJJ �p�.JJ'^y¢ .•'�
. .R
"~.
i-+ �s4
b an
a.
rP„ I
Y1 ,�
1„
II
l
y
a
m
r
a' "
r
�n 565
4 •`ti. ~»"
1•"~
x
/ Fk�
f
..
14
6
R
DURING THE CONSTRUCTION PERIOD "~
r CH OCCURS AS A RESULT OF THE � f ���� � }�-ry» ��
3) TO REPAIR ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH
CONSTRUCTION., ,,,y ,,•£. _,a ,9 f
BRNDA STANLEY
N/F s y' a,;y
,� :..4:::5 D.B.3313 P.914
'-
PRICING THE WORK. -
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN ON. THESE PLANS BEFORE THE COUNTY OF ONSLOW
COMMERCIAL USE 0
D. B.1912 P.100 236 "»max :, �� I s 1
4: CONTRACTOR SHALL BE RESPONSIBLE FOR DELIVERY SCHEDULE AND PROTECTION BETWEEN DELIVERY AND PLANTING PER M.B.23 P 19 Wahl.:`4,R `ZONED B-1
s '
ALL PLANTS MUST CONFORM TO THE CALIPER AND SIZE REQUIREMENTS PRESENTED IN THE LOCAL ORDINANCE SPECIFICATIONS TO MAINTAIN HEALTHY CONDITIONS. EDUCATIONAL USE
l Est
ZONED RA y -
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FULLY MAINTAINING (INCLUDING BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING, , a
PERIOD OF TIME SHOWN IN THE 02900 SPEC. „ 'yya
FERTILIZING, ETC.) ALL OF THE PLANT MATERIALS AND LAWN FOR THE E /
WET DETENTION BASIN HERBACEOUS PLANT SCHEDULE a "/""' ti9� N F;;
CHARLES A. RAWLS 8c
6. ANY PLANT MATERIAL WHICH IS DISEASED, DISTRESSED, DEAD, OR REJECTED (PRIOR TO SUBSTANTIAL COMPLETION) SHALL BE `` a
`£
,,p` , s, MARY S. RAWLS': 6
VEGETATED SHELF PLANTINGS' f 21,520 SQUARE FEET OVERALL PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT
w
D.B•1817 P. 884
SPACING PLANTING RATIO LIST SPECIFICATIONS.
QTY BOTANICAL NAME COMMON NAME OOT �, n ".
m o� �y �' M.6.43 P.32
t�
CAREX TENERA QUILL SEDGE 2 PLUG 2 O.C. 20% 7. THE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR A PERIOD DEFINED IN THE 02900 SPEC. THE
1 076 � aaN
%/ '".Y„'S b/9� '+„y$C Jed"•,,. ,, y P ' .b
OSUS WEED 2" PLUG 2' O.C. 12% CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS DURING THE NORMAL PLANTING SEASON. [�lF
646 EUP ATORIADELPHUS PISTOL JOE PYE ►v � � ��� RESIDENTIAL USE
538 LOBELIA CARDINALIS CARDINAL FLOWER 2" PLUG 2' O.C. 10%' �aT�ub ZONED B-1
8. REFER TO WALMART SPECIFICATIONS FOR INFORMATION NEEDED FOR IMPLEMENTATION OF PLANTING PLANS. `" ��
�� .; I
F LOBELIA 2" PLUG 2' O.C. 12% "�:
LOBELIA ELONGATA LONGLEAF $ � —��.�
646 LOB
NII PLUMEGRASS 2" PLUG 2' O.C. 16% SHALL BE RESPONSIBLE FOR COMPLETE COVERAGE OF o
ALDI ARROW L
861 SACCHARUM B N 9. ALL PLANT MATERIAL QUANTITIES SHOWN ARE APPROXIMATE. CONTRACTORS
538 IRIS VIRGINICA BLUE FLAG IRIS 2" PLUG 2' O.C. 10% 1,000 y •"" y +► : ; :
ALL PLANTING BEDS AT SPACING SHOWN. F '� CHARLES A. RAWLS P I
,bra
9i f / \�r Q ate; C" .�,r :.., ;¢
UTUS RUSH 2 PLUG 2 O.C. 20%
1,076 JUNCOS EFFUSUS VAR. SOL SOFT THE COUNTY OF aNSLOW � " "
THE EFFECTIVENESS OF THE SWPPP �" ° ��""�/��'`=s� � � .�� MARY S. RAWLS y
10. THIS PLAN IS TO BE IMPLEMENTED COOPERATIVELY WITH SWPPP PLAN, AS NEEDED, TO MAXIMIZE 40 y �sr , -
yy .:; ` - z
5,380 D.B. P.10O 1
LAN FOR THIS SITE. ;n � � ��-. ...�, "�o 4�� , �� D 8.1790 P 29 '.� : ¢I� .q
P
NOTES: M.B.23 P,19
� F "��.,� ",,'. x � � �1M.6.43 P.32
PLANTS. THE QUANTITY OF EACH PLANT IS
BASED ON THE AREA NOT THE TOTAL QUANTITY OF THE PLAN Q NT SEEDING OR SODDING IN STAGES FOR SOIL S '\` �' �' y
1 PLANTING RATIO IS B TEMPORARY OR PERMANENT EDUCATIONAL U � y
RESIDENTIAL US
11. THE CONTRACTOR IS ENCOURAGED TO COMPLETE TEMP " -.� `yHFW .; ' — — —
DETERMINED BY THE AREA RATIO AND THE SPACING IN WHICH THEY ARE TO BE PLANTED. STABILIZATION AS AREAS ARE COMPLETED AFTER GRADING. —
ZONED RA f � ` s '� '� •`"' A� ��-1
o
AND AREAS c- 4 "
TO BE CONDUCTED UNTIL THE ACTUAL WATER LEVEL OF THE BASIN ALL SURROUNDING S PART OF SWPPP PLAN.
2 PLANTING OF BASIN IS NOT NOT PRESENT ANY TEMPORARY STABILIZATION REQUIRED A
12. THIS PLAN DOES
HAVE STABILIZED. PRIOR TO PLANTING, CONTRACTOR TO VERIFY THE WATER DEPTH TO THE NEAREST INCH. PLANTING AREA MAY NEED `
-------
r d
QUANTITIES ADJUSTED BASED ON FIELD CONDITIONS. TO BID AND AGAIN PRIOR TO SEEDING.
TO BE REVISED AND PLANT 13. Al i_ SEEDING AREAS TO MEASURED AND VERIFIED BY CONTRACTOR PRIOR � �� � _,_. , ..�•.. ;.;.._._ .�.':..., � - . � .. ."::. 5, ":�..,. i. � �a � �"`•""" ® _ r�"
SYMBOL
S .F T.
Q
VARIETY
N
SEEDING RATE
SEFD
t88 000 SF
- SEEDED BERM UDAGRASS
TURF -TYPE S
' OR SIMILAR
90 - 135 LBS ACRE
1000 . Fi.
2-3 LBS. SQ
/
SOD
t7, 000 SF
BERMUDA TIFiNAY 419
NA
MEADOW SEED
+ +
t 00 SF
25 2
ERNST BASIN MIX ERNM X-127
ER
t SEE _SPECIFICATION)
�
SEED MI x
SEEDED WITH ERNST BA SIN S
AREA SEE
- � :• { RESIDENTIAL. USE
� I ZONED B —1
+ +°
+ + + +
T
N AREA SHALL NO BE
SPECIFICATION)
- SPEC
E RNM X 12 7 SEE
5.'
-
+ + + +
W D REGULA L .
MOWED REGULARLY.
/
�.
\4 /
,t r
1 S
Z d
d
.,t
N/F
� E
7� •.E
s/.
d
3s: i d
b
`+t E
VEGETATED SHELF PLANTINGS (REFER TO WET
l
COUNTY OF a LaW
fi �
_
[ y
�V
k.
�'�THE
�5
i
t
LE NO MOWING AREA
OUS SCHEDULE)
I BASIN HERBACEOUS
D.B. 9 2 P 100
MB 23 010
e
t
c
•
5
,
......... .....
EDUCATIONAL
USE
ALL SEEDING AREAS BE MEASURED AND BY CONTRACTOR BID
ERNST FLOORSEED MIX ZONED RA
o%
� ads
SPECIFICATIONS (ERNMX— 127)
Q
ELYMUS VIRGINICUS VIRGINIA WILD RYE 25%
FOX SEDGE 25%
CAREX VULPINOIDEA
PDA PALUSTRIS FOWL BLUEGRASS 25%
AGROSTIS SCABRA TICKLEGRASS (ROUGH BENTGRASS) 6%
SPARGANIUM EURYCARPUM GIANT BUR —REED 3%
VERBENA HASTATA BLUE VERVAIN 37.
JUNCUS EFFUSUS SOFT RUSH 2%
SCIRPUS ATROVIRENS GREEN BULRUSH 2%
R
SCIRPUS CYPERINUS WOOL GRASS 2%
SCIRPUS POLYPHYLLUS MANY —LEAVED BULRUSH 2%
MIMULUS RINGENS SQUARE STEM MONKEYFLOWER 1%
CAREX SCOPARIA BLUNT BROOMSEDGE 1%
HELENIUM AUTUMNALE COMMON SNEEZEWEED 1%
IRIS VERSICOLOR BLUE FLAG 1%
JUNCUS TENUIS PATH RUSH 1%
S
SEEDING RATE: 15 LBS PER ACRE OF THE ERNST MIX WITH AN ADDITIONAL
30 LBS PER ACRE OF GRAIN RYE (AS A NURSE CROP). THE
TEMPORARY SEEDING SPECIFICATION AS NOTED ON THE SOIL EROSION
AND SEDIMENT CONTROL PLAN SHALL APPLY TO THIS AREA.
1.) THE FORMULATION NOTED ABOVE IS REPRESENTATIVE OF THE ERNST
SEED SPECIFICATION. THE MOST CURRENT FORMULATION AS SPECIFIED BY
THE ERNST COMPANY AT THE TIME OF PLANTING SHALL BE USED.
T
2.) SEED SHOULD BE APPLIED USING DRILL SEEDING OR BROADCAST
SEEDING METHODS ONLY. THIS SEED MIX WILL NOT GERMINATE WELL WITH
HYDROSEEDING METHODS.
3.) THE ENTIRE FACILITY SHALL BE STABILIZED WITH A NORTH AMERICAN
GREEN SC150 STRAW & COCONUT BLANKET (OR APPROVED EQUAL). THE
U
BLANKET SHOULD BE INSTALLED ON TOP OF THE SEED IN ACCORDANCE WITH
THE MANUFACTURER SPECIFICATIONS.
4.) THE SEED MIX WILL NEED DAILY SUPPLIMENTAL WATERING UN't IT HAS
GERMINATED AND REACHED AN AVERAGE HEIGHT OF AT 12-18".
5.) THE SEEDING AREA SHALL BE MOWED ONCE AFTER THE FIRST GROWING
v
SEASON, EARLY IN THE SPRING, AND THEN SHALL BE MOWED NO MORE
THAN ONCE EVERY THREE YEARS THEREAFTER EARLY IN SPRING ONLY.
GENERAL NOTE:
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PROJECT
WORK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATIVE TO
THE SPECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD IN
WRITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE
ACCEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWINGS ANDS
li FULL CONFORMANCE WITH i nrnl RFC 111 ATIONS AND CODES
look
CO
NUF
/ SEE SHEETS:
G5 NORTH SITE PLAN
I C-8 NORTH GRADING AND
DRAINAGE PLAN
G11 NORTH UTILITY PLAN
C-14 NORTH LANDSCAPE PLAN =
\ \ I D
SEE SHEETS: � _
C-4 SOUTH SITE PLAN � � p
� G7 SOUTH GRADING AND o
DRAINAGE PLAN
C-10 SOUTH UTILITY PLAN
C-13 SOUTH LANDSCAPE PLAN
::'::::': ti N/F
,.....
- .. W. KEITH WALSH, L.L.C.
x. D.B.3851 P•587
4 n
0,234 M.B.23 P.33
N/F N 350,234 RESIDENTIAL USE
i
W. KEITH WALSH, L.L.C. ZONED B-1
ALERT TO CONTRACTOR:
I. THE SITEWORK FOR THE WAL—MART PORTION OF THIS PROJECT SHALL
MEET OR EXCEED THE "WAL—MART STANDARD SITEWORK
SPECIFICATIONS."
2. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY
CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED
PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL W I
CONNECTION OF SERVICES.
3. WHEN PROPOSED SPECIES ARE UNAVAILABLE, PLANT SUBSTITUTIONS
MAY BE CONSIDERED WITH APPROVAL BY THE OWNER AND/OR
LANDSCAPE ARCHITECT AS LONG AS PROPOSED MATERIAL IS TRUE TO
PLANTING INTENT AND MEETS CODE REQUIREMENTS.
NOTE TO CONTRACTORE
18" WIDE •, STRIP REQUIRED BEHIND ALL CONCRETE CURBS/BUFFERS.
D.B.3851 P.585
y :y
%y
°. VACANT PARCEL
�/'•'N%f 9Xs /N/N'.;./////r..^Hk'.✓.- 'iN/!Y//%Y✓//FN/'./b.N. �- F/i,�d".fbbrlr
Z�•�NE� R-8S�;G;/./dM'-.///,N.Y///%N/HN.
N/F
KEITH WALSH, L.L.C. t
). B.3851 P.589
M.B.32 P.240
VACANT PARCEL
ZONED R-8SF
AUTOMATIC IRRIGATION IS NOT REQUIRED ON THIS
,0`10�1%11iCA+R�o��%.,,,��
PROJECT DUE TO ENVIRONMENTAL CONDITIONS THAT
,,,�� U`��,.•Nosc •�� �2''°,,,,
°�'•.
DO NOT WARRANT THE INSTALLATION OF A
�� .•' �P
WATERING SYSTEM FOR PLANT ESTA LISHMENT AND
W `:m
SURVIVAL.
= 637
i 4
''AIIi11100\\\\\`��
LANDSCAPE AR ITECT SIG ATURE/ SEAL
�I
REVISIONS
BY
1
PLAN REVISIONS
BAB
2/1/16
2
SWPPP REVISIONS
BAB
3/24/16
3
NCDENR SWM/ESC
BAB
SUBMISSION 4/21/16
4
PLAN REVISIONS
BAB
4/27/ 16
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
6
ONWASA REVISION
BAB
5/6/16
7
NCDENR REVISIONS
BAB
5/18/16
8
NCDENR REVS/OTB REV
BAB
5/31/16
N/F
SWANSBO
T RS INVES a g
D.B.4096 P
RESULTANT T
M.B.67 P.
- L
RESIDENTIAL
-`
ZONED B
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
1 "=100'
JOB No.
NCC138078
SHEET
e
H:\2013\NCC138078\DRAWINGS\PLAN SETS\NCC138078LP3.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:48 PM LAST SAVED BY: BBUCKLAND

,
10 1 11 1 12 1 13
14 1 15 1 16 1 17
I 18
U
W
C
1 I 2
PERMANENT GRASS CHART
SYMBOL
SQ. FT.
VARIETY
SEEDING RATE
SEED
:.
±88,000 SF
TURF —TYPE SEEDED BERMUDAGRASS
'WWiA OR SIMILAR
90 — 135 LEIS / ACRE
2-3 LBS. / 1000 SQ. FT.
SOD
t7,000 SF
BERMUDA TIFWAY 419
N/A
MEADOW SEED
+ + + + +
±25,200 SF
ERNST BASIN MIX ERNMX-127
(SEE SPECIFICATION)
ERNST SEED CO. BASIN FLOOR SEED MIX
SPECIFICATIONS (ERNMX-127):
ELYMUS VIRGINICUS VIRGINIA WILD RYE
25%
CAREX VULPINOIDEA FOX SEDGE
25%
POA PALUSTRIS FOWL BLUEGRASS
25%
AGROSTISSCABRA TICKLEGRASS (ROUGH BENTGRASS)
6%
SPARGANIUM EURYCARPUM GIANT BUR —REED
3%
VERBENA'HASTATA BLUE VERVAIN
3%
JUNCUS EFFUSUS SOFT RUSH
2%
SCIRPUS 'ATROVIRENS GREEN BULRUSH
2%
SCIRPUS'CYPERINUS WOOL GRASS
2%
SCIRPUS'POLYPHYLLUS MANY —LEAVED BULRUSH
2%
MIMULUSIRINGENS SQUARE STEM MONKEYFLOWER
1%
CAREX SCOPARIA BLUNT BROOMSEDGE
1%
HELENIUM AUTUMNALE COMMON SNEEZEWEED
1%
IRIS VERSICOLOR BLUE FLAG
1%
JUNCUS TENUIS PATH RUSH
1%
SEEDING' RATE: 15 LBS PER ACRE OF THE ERNST MIX WITH AN ADDITIONAL
30 LBS PER ACRE OF GRAIN RYE (AS A NURSE CROP). THE
TEMPORARY SEEDING SPECIFICATION AS NOTED ON THE SOIL EROSION
AND SEDIMENT CONTROL PLAN SHALL APPLY TO THIS AREA.
LANDSCAPE SUMMARY
MRY OVERALL PROJECT
WEST PERIMETER BUFFER = t 1.184 LF EAST PERIMETER BUFFERS = t 1,614 LF
2 CANOPY TREES REQUIRED / 35 LF
= 68 TREES REQUIRED
2 CANOPY TREES REQUIRED / 35 LF =
98 TREES REQUIRED
7 TREES PROVIDED
98 TREES PROVIDED
UNDERSTORY TREE SUBSTITUTES DUE TO
122 TREES PROVIDED
NOTE = TOTAL PROVIDED INCLUDES USING 6 EXISTING TREES FOR CREDIT
CONFLICT WITH OVERHEAD POWER
TO MEET THE CANOPY TREE TOTAL
12 SHRUBS REQUIRED / 35 LF =
408 SHRUBS REQUIRED
12 SHRUBS REQUIRED / 35 LF =
444 SHRUBS REQUIRED
408 SHRUBS PROVIDED
444 SHRUBS PROVIDED
SOUTH PERIMETER BUFFERS = t 1,251
LF TOTAL
'NORTH PERIMETER BUFFERS = t 724 LF TOTAL
2 CANOPY TREES REQUIRED / 35 LF
= 74 TREES REQUIRED
2 CANOPY TREES REQUIRED / 35 LF
27 TREES REQUIRED
74 TREES PROVIDED
27 TREES PROVIDED
NOTE = TOTAL PROVIDED INCLUDES US114G 24 EXISTING TREES FOR CREDIT
TO MEET THE CANOPY TREE TOTAL
12 SHRUBS REQUIRED / 35 LF 408 SHRUBS REQUIRED
408 SHRUBS PROVIDED
12 SHRUBS REQUIRED / 35 LF = 162 SHRUBS REQUIRED
162 SHRUBS PROVIDED
NOTE = PROPOSED BUFFER ALONG THE ADJACENT COMMERCIAL PARCELS IS
DIVIDED ALONG THE PROPERTY LINE, WITH EACH USE TO PROVIDE ONE—HALF
OF THE REQUIRED BUFFER PLANTINGS.
PLANTING NOTES:
1. ALL MATERIALS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER INSTALLATION.
2. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL AVOID
DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE WORK. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE PLANS ARE
BASED UPON BEST AVAILABLE INFORMATION AND ARE TO BE CONSIDERED APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR 1) TO VERIFY THE LOCATIONS OF UTILITY LINES AND ADJACENT TO THE WORK AREA 2) TO PROTECT OF ALL UTILITY LINES
DURING THE CONSTRUCTION PERIOD
3) TO REPAIR ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH OCCURS AS A RESULT OF THE
CONSTRUCTION.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN ON THESE PLANS BEFORE PRICING THE WORK.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR DELIVERY SCHEDULE AND PROTECTION BETWEEN DELIVERY AND PLANTING PER
SPECIFICATIONS TO MAINTAIN HEALTHY CONDITIONS.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FULLY MAINTAINING (INCLUDING BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING,
FERTILIZING, ETC.) ALL OF THE PLANT MATERIALS AND LAWN FOR THE PERIOD OF TIME SHOWN IN THE 02900 SPEC.
6. ANY PLANT MATERIAL WHICH IS DISEASED, DISTRESSED, DEAD, OR REJECTED (PRIOR TO SUBSTANTIAL COMPLETION) SHALL BE
PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT
LIST SPECIFICATIONS.
7. THE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR A PERIOD DEFINED IN THE 02900 SPEC. THE
CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS DURING THE NORMAL PLANTING SEASON.
8. REFER TO. WALMART SPECIFICATIONS FOR INFORMATION NEEDED FOR IMPLEMENTATION OF PLANTING PLANS.
9. ALL PLANT MATERIAL QUANTITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETE COVERAGE OF
ALL PLANTING BEDS AT SPACING SHOWN.
10. THIS PLAN IS TO BE IMPLEMENTED COOPERATIVELY WITH SWPPP PLAN, AS NEEDED, TO MAXIMIZE THE EFFECTIVENESS OF THE SWPPP
THE COUNTY OF ONSLOW Of" PLAN FOR THIS SITE.
1.) THE FORMULATION NOTED ABOVE IS REPRESENTATIVE OF THE ERNST, B,
00
SEED SPECIFICATION. THE MOST CURRENT FORMULATION AS SPECIFIED BY°�° 1 12 P• 1,
THE ERNST COMPANY AT THE TIME OF PLANTING SHALL BE USED. M.&23 P.10 7✓'.. 11. THE CONTRACTOR IS ENCOURAGED TO COMPLETE TEMPORARY OR PERMANENT SEEDING OR SODD,NG IN STAGES FOR SOIL
EDUCATIONAL USE 8"e x�fe STABILIZATION AS AREAS ARE COMPLETED AFTER GRADING.
2. SEED SHOULD BE APPLIED USING DRILL SEEDING OR BROADCAST df tt BdIBg
ZONED RA � dt`t t`Ifp���
SEEDING METHODS ONLY. THIS SEED MIX WILL NOT GERMINATE WELL WITH '' dt df IBfd 12. THIS PLAN DOES NOT PRESENT ANY TEMPORARY STABILIZATION REQUIRED AS PART OF SWPPP PLAN.
�' st dB dBff �B
HYDROSEEDING METHODS.
dt�d fBtf� f d d �" w„
dt dd BBBP�; ,�N,,, 13. ALL SEEDING AREAS TO MEASURED AND VERIFIED BY CONTRACTOR PRIOR TO BID AND AGAIN PRIOR TO SEEDING.
3.) THE ENTIRE FACILITY SHALL BE STABILIZED WITH A NORTH AMERICAN of Bd dBfsda
�'%;` %" df ¢l agfd�yt fff"`• -..,� .,, ww„9 pi�ir._
GREEN SC150 STRAW & COCONUT BLANKET (OR APPROVED EQUAL). THE df' ss� Ww`^ ,14. ALL EXISTING VEGETATION THAT IS TO BE PRESERVED SHALL BE FENCED WITH A DURABLE, STURDY FENCE BEFORE GRADING BEGINS.
dd pftpd/ $ yq^ ,
LANDSCAPE SCHEDULE
KEY
QTY.
BOTANICAL NAME
COMMON NAME
SIZr
REMARKS
SHADE TREE(S)
AROG
49
ACER RUBRUM'OCTOBER GLORY'
OCTOBER GLORY RED MAPLE
2112-3" CAL
B+B
QPH
31
QUERCUS PHELLOS
WILLOW OAK
21/2-3" CAL.
B+B
UPD
71
_T
ULMUS PARVIFOLIA'DYNASTY'
DYNASTY ELM
3-3 1/2" CAL,
B+B
SUBTOTAL:
151
ORNAMENTAL TREE(S)
CCFP
40
CERCIS CANADENSIS'FOREST PANSY
FOREST PANSY REDBUD
2-2 1/2" CAL.
B+B
CF
35
CORNUS FLORIDA
WHITE FLOWERING DOGWOOD
8-10,
B+B
LI
5
LAGERSTROEMIA INDICA'NATCHEZ'
NATCHEZ CRAPEMYRTLE
8-10,
B+B
MV
49
MAGNOLIA VIRGINIANA
SWEETBAY MAGNOLIA
8-10'
B+B
SUBTOTAL:
129
EVERGREEN TREE(S)
TD
32
TAXODIUM DISTICHUM
BALD CYPRESS
8-10,
B+B
SUBTOTAL:
32
EVERGREEN SHRUB(S)
ICH
632
ILEX CRENATA'HELLERI'
HELLERI JAPANESE HOLLY
15-18"
#3 CAN
ICS
508
ILEX CRENATA'STEEDS'
STEEDS JAPANESE HOLLY
30-36"
#3 CAN
IGS
815
ILEX GLABRA'SHAMROCK
SHAMROCK INKBERRY HOLLY
24-30"
#5 CAN
WM
32
MYRICA CERIFERA
WAX MYRTLE
24"
CONTAINER
JD
30
JUNIPERUS DAVURICA'PARSONI'
PARSONS JUNIPER
15-18"
#3 CAN
SUBTOTAL:
2017
ORNAMENTAL GRASS(ES)
MSG
241
MISCANTHUS SINENSIS'GRACILLIMUS'
MAIDEN GRASS
2 GAL.
CONTAINER
SW
134
PANICUM VIRGATUM'SHENANDOAH'
RED SWITCHGRASS
2 GAL.
CONTAINER
SUBTOTAL:
375
BLANKET' SHOULD BE INSTALLED ON TOP OF THE SEED IN ACCORDANCE WITH ds pf d sd, wf THE FENCING MUST BE A MINIMUM FOUR FEET (4) HIGH, OF DURABLE CONSTRUCTION, AND PLACED OUTSIDE THE DRIPLINE OF THE
' i FC. tf pf dBfds�. R"�., y� ALL PLANTS MUST CONFORM TO THE CALIPER AND SIZE REQUIREMENTS PRESENTED IN THE LOCAL ORDINANCE
/ dd p �`, ` y TREE(S) TO BE PROTECTED. TREE PROTECTION ZONE SIGNS MUST BE INSTALLED ON THE TREE PROTECTION FENCE AND BE VISIBLE ON
,01 THE MANUFACTURER SPECIFICATIONS. Y'1,11
"" w1dpIf dfdt 1 w w ^ ALL SIDES OF THE FENCED —IN AREA (MINIMUM ONE SIGN ON EACH SIDE AND/OR EVERY 300 LINEAR FEET).
4.) THE 'SEED- MIX WILL NEED DAILY SUPPLIMENTAL WATERING UNTIL IT HAS H tf dd dBBt % w. �'�sn ~~
RMINATED AND REACHED AN AVERAGE HEIGHT OF AT 12-18". s� tafiptt dt` wI;'' WET DETENTION BASIN HERBACEOUS PLANT SCHEDULE
` 15. THIS PLAN PROPOSES TO USE A COMBINATION OF A FENCE AND DENSE LANDSCAPE PLANT MATERIAL TO FORM A SCREEN OF NOT
GE td`PPl66BP`
LESS THAN SIX FEET (6) HIGH SUFFICIENT TO BLOCK THE VIEW OF RESIDENCES OR RESIDENTIALLY ZONED LOT(S). VEGETATED SHELF PLANTINGS: f 21,520 SQUARE FEET OVERALL
5.) THE SEEDING AREA SHALL BE MOWED ONCE AFTER THE FIRST GROWING ��� sf ,ad6ftf ,a- c) [
E r 0.M ff �Bft .,"a
SEASON, EARLY IN THE SPRING, AND THEN SHALL BE MOWED NO MORE rf`Pt1Bt1f` s` UPv " ' y
���"° 4'°`°`� w`° �` �`y � � BOTANICAL NAME COMMON NAME ROOT SPACING PLANTING RATIO
err"9 ° 16. THE PRACTICE OF TOPPING CRAPE MYRTLE IS DISCOURAGED. MINIMUM PRUNING TO DEVELOP CRAPE MYRTLE'S NATURAL TREE FORM IS
THAN ONCE EVERY THREE YEARS THEREAFTER EARLY IN SPRING ONLY. �' �t'f`f,�itt`�B `` ��"w.a �»� ` w.,, `''°°�..,w \, � "° ""`z%o;"-m`..,,
hi td Bflfftd d r w w .."^w
�V sfssl` Bas
ENCOURAGED. '
4 1,076 CAREX TENERA QUILL SEDGE 2" PLUG 2' O.C. 20%
646 EUPATORIADELPHUS FISTULOSUS '
,cn sf dsBtrdn s° °y \,. W r9j JOE PYE WEED 2 PLUG 2 O.C. 12%
c, fBfdsB w LANDSCAPE LEGEND
o ft IMAM, JB w^ w , ~-wwµ f h w, w 538 LOBELIA CARDINALIS CARDINAL FLOWER 2 PLUG 2 O.C. 10%
o i i
N 35t 000 s t ��
z' sf iffy. s _ �;;:. % � `" y `� yGF�� 646 LOBELIA ELONGATA LONGLEAF LOBELIA 2" PLUG 2' O.C. 12%
f8 BBf,tBpf , v i' ° nr
u CC'i-'r�.,,.}d s«`lrti `� `��C NARROW PLUMEGRASS " ' 16%
®ff`t`f�`f` 861 SACCHARUM BALDINII NA 2� PLUG 2 O.C.
I r 'd f ' •,:: AREA TO BE SEEDED LAWN SEE PERMANENT GRASS CHART GI CA '
f t t d f. ( ) 538 IRIS VIR NI BLUE FLAG IRIS 2 PLUG 2 O.C. 10%
�, t, p �'```,`s .aa e
I{t fd> w l mafi�m / ;
�{ {{Ii #I I fI �I{ { ` f_' � .,. � `'•°',,.w e° p �& $° d °.„`t�l /�� / ` ~Y..,aryye � rajw � ::� ���° �. � 4 ^�,`1,'�.t °1 i�fV�'i `. s
1,076 JUNCUS EFFUSUS VAR. SOLUTUS SOFT RUSH 2„ PLI 1G 2, O.C. 20%
s
5 380
N F ,
r.,, Mtj.ZJ, B f tI{ % ♦ a \ 4 ?siD w ``� w
NOTES:
5
THE COUNTY OF ON SLOW; ¢� Isstf ,_ — `' .;; :, £. AREA TO BE SODDED LAWN (SEE PERMANENT GRASS CHART) S. THE QUANTITY OF EACH PLANT IS
� : � _. �, LL.µ S RT 1) PLANTING RATIO IS BASED ON THE AREA, NOT THE TOTAL QUANTITY OF THE PLANTS U
D.H° 1012 P.1 O0%61_�pa;� DETERMINED BY THE AREA RATIO AND THE SPACING IN WHICH THEY ARE TO BE PLANTED.
M• U.23 P,19
fp ftdBt e B `•,'°•w r r`'E . s x' ''"`."'«°',�"e�og "ewe "«,�,. ;. *�£�" ,
f
d B f t 6 d �..< •. ww, ., ,
. , . . � `-« ^., w � w w''* .. . is •,, , €`''> =`�cc. '_,+ + + t +
AREA TO BE SEEDED WITH ERNST BASIN SEED MIX
/p� /p� SI 2 PLANTING OF BASIN IS NOT TO BE CONDUCTED UNTIL THE ACTUAL WATER LEVEL OF THE BASIN AND ALL SURROUNDING AREAS
EDUCATIONAL USr� )
fB BfdBd f ,f §:,-,ma`s, ERNMX 127 SEE SPECIFICATION AREA SHALL NOT BE
'� sBe s B �. ,:.a� r �s� �r�y � �. , �,�,h� °bw.. -� �.`�w. ., �., ( � ) HAVE STABILIZED. PRIOR TO PLANTING CONTRACTOR TO VERIFY THE HATER DEPTH TO THE NEAREST INCH. PLANTING AREA MAY NEED
w sF B f f p f d , I M S Y 4�A G.,T �T� s e s, a + + + + + ,
ZONED s $s t �f .wy sg. _ °'..w.,,w 2 a D REGULARLY. s
r,��t f Yw x- MOWED
°4t Btfp 1- / T.�C,+. l TO BE REVISED AND PLANT QUANTITIES ADJUSTED BASED ON FIELD CONDITIONS.
.� f t"; s s� f•d, � � .. 1, £ `,"-,.. % , / _......,._...:..,,^.,....................... ...,,.,,.., . .. i,,: .�iAi^�: �'.�Y.iII,,<.,��:���1�X`i7�7 :.. ,;. ,.: <,,,:<.. _�. ., ,. ,... �. . ,a. a2` t`t. e ,.. • `'h;\ ! Q
G
1 mJ
t
10
IN
■w
��. •y. / ' ��r sue. � ,� �$��, �� �� � 7.
i
a-
v�
/
I
f ,,►
gr
;
y �o
GENERAL NOTE:
'IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PROJEC
)RK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION, SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATIVE
HE SPECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD
VRITIN .
TI N. FAILURE
BY THE CONTRACTOR
TO NOTIFY
THE PROJECT
ENGINEER SH
ALL CO NSTITUI
HE TOT START 0F CONSTRUCTION, G PRIOR CEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWINGS AN[
FULL CONFORMANCE WITH LOCAI- REGULATIONS AND CODES. -_
APOG
u
I
t �,, ...!o/rm WM
_ a , d��
/fir
vrx✓r./
ts!
fI(
t
1
OWNER MAINTENANCE RESPONSIBILITIES
Upon Owner's (or Owner contractor's) completion of landscaping work, the Owner is fully responsible for all future maintenance, care, upkeep,
watering, and trimming of all installed vegetation, plants, tree, bushes, shrubs, grasses, grass, ornamental plants and flowers, flowers, ground cover,
and landscaping, including all landscape islands and areas adjacent or part of the landscaped areas. This responsibility includes, but is not limited
to, the following:
■ Trees adjacent to walkways and areas of pedestrian traffic must be maintained to assure that any branches must be limbed up to a
clearance height of 7 ft. (from all pedestrian surfaces) or pruned back to avoid any interference with the typical path of travel.
■ Trees within vehicular sight lines, as illustrated on the landscape plan, are to be trimmed to a clearance height of 7 ft. (from all paved,
traveled surfaces), or as otherwise indicated on the plans.
■ Vegetative ground cover, shrubs and ornamental plants and grasses must be trimmed so that no portion of the plant exceeds 30 inches
above grade (of all paved, travel surfaces) along and within the sight lines of parking lots and ingress —egress ways.
■ Fallen plant' flowers, fruit, seeds and debris droppings are to be removed immediately from vehicular and pedestrian traffic areas to
prevent tripping, slipping or any other hazards.
■ The practice of topping Crape Myrtle is discouraged by the Town. Minimum pruning to develop Crape Myrtle's natural tree form is
encouraged.
These requirements do not affect the plant life guarantees the landscape contractor is required to provide.
ALERT TO CONTRACTOR:
I. THE SITEWORK FOR THE WAL-MART PORTION OF THIS PROJECT SHALL
MEET OR EXCEED THE "WAL-MART STANDARD SITEWORK
SPECIFICATIONS."
2. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY
CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED
PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL
CONNECTION OF SERVICES.
3. WHEN PROPOSED SPECIES ARE UNAVAILABLE, PLANT SUBSTITUTIONS
MAY BE CONSIDERED WITH APPROVAL BY THE OWNER AND/OR
LANDSCAPE ARCHITECT AS LONG AS PROPOSED MATERIAL IS TRUE TO
PLANTING INTENT AND MEETS CODE REQUIREMENTS.
NOTE TO CONTRACTOR:
1 18" WIDE SOD STRIP IS REQUIRED BEHIND ALL CONCRETE CURBS/BUFFERS.
0
AUTOMATIC IRRIGATION IS NOT REQUIRED ON THIS "%k11[CIAR
PROJECT DUE TO ENVIRONMENTAL CONDITIONS THAT °\ _\ °� °'/
at�r�♦ /�
�0.�.�PNDSCy 0 It/
DO NOT WARRANT THE INSTALLATION OF A
WATERING SYSTEM FOR PLANT ES TA LISHMENT AND =�� ��;
SURVIVAL. _ :� 637 =:
LANDSCAPE ARVAITECT SIG ATURE/ SEAL ,,t{SIIIIAI11111110\ `W,,��`�
ALERT TO CONTRACTOR:
60 30 15 0 60 ALL GENERAL CONTRACTOR WORK TO BE COMPLETED
(EARTHWORK, FINAL UTILITIES, AND FINAL GRADING) BY THE
1"= 60' MILESTONE DATE IN PROJECT DOCUMENTS.
REVISIONS
BY
PLAN REVISIONS
1
2/1 /16
BAB
SWPPP REVISIONS
2
3/24/16
BAB
NCDENR SWM/ESC
3
SUBMISSION 4/21/16
BAB
PLAN REVISIONS
4
BAB
4/27/16
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
ONWASA REVISION
6
BAB
5/6/16
NCDENR REVISIONS
7
BAB
5/18/16
NCDENR REVS/OTB REV
8
BAB
5/31/16
mm�:�
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
1 "=60'
JOB No.
NCC138078
SHEET
0
H:\2013\NCC138078\DRAWINGS\PLAN SETS\NCC138078LP3.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:48 PM LAST SAVED BY: BBUCKLAND

__J 1 2
r7N351,760
trk_'1,1%PERMANENT GRASS CHART
B
L
I
_9
F
G
�Jl
S
OL
SQ. FT.
VARIETY
SEEDING RATE
L=
f8B4O00 SF
TURF -TYPE SEEDED BERMUDAGRASS
HARA' 'SAOR SIMILAR
90 - 135 LBS / ACRE
2-3 LBS. / 1000 SQ. FT.
SOD
t7,000 SF
BERMUDA TIFWAY 419
N/A
DOW MEASEED
+ + + + +
t25,200 SF
ERNST BASIN MIX ERNMX-127
(SEE SPECIFICATION)
3
N 351,760
N
\�
IN
tO
4 1
5
6
I .... 0J/51 \ ,/�Z etl^
ERNST SEED CO. BASIN FLOOR SEED MIX
SPECIFICATIONS (ERNMX-127): NCG5 MOON. '22AVIS"
N-351,695..94
E 2,555,56763 1
10,
ELYMUS VIRGINICUS VIRGINIA WILD RYE 25% NAIL 8312001
CAREX VULPINOIDEA FOX SEDGE 25% � ELF 3234
POA PALUSTRIS FOWL BLUEGRASS 25% NAVD88
AGROSTIS SCABRA TICKLEGRASS (ROUGH BENTGRASS) 6% EIP (POINT OF k(;FF;I-
VERBENAIUM HASTATA CARPUM GIBLUE VERVAIN BUR —REED N 3% 1 GRID N-351632.523 � € �'
JUNCOS EFFUSUS SOFT RUSH 2% 1 GRID E.`2556049.718 B I.
. , 1, P
2% 34 42 0 ..9,3 BULRUSH LATITUDE
SCIRPUS ATROVIRENS GREEN
SCIRPUS CYPERINUS WOOL GRASS 2% N/F LONGITUDE-770859422. I �
SCIRPUS' POLYPHYLLUS MANY —LEAVED BULRUSH 2% KEYSTONE CONTRACTORS INC V_ Bf
Y
ONKEYFLOWER 1%
MtMULUS RINGENS SQUARE STEM M �� 0.6,3163 P.522 Pv d
x
CAREX SCOPARIA BLUNT BROOMSEDGE 1% � /11�_
HELENIUM AUTUMNALE COMMON SNEEZEWEED 1% M.B. 45 P. 94
1%
S VERSICOLOR
BLUE FLAG
IRA �. V TPA ACAN RCEL � ti
� P �.
,.I#
JUNCUS ''TENUIS PATH RUSH 1% � <
P
l
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r
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11
SEEDING RATE: 15 LBS PER ACRE OF
THE ERNST MIX
WITH AN ADDITIONAL
E
d
j
�f
2 " � gay/
THE , 0 l O� .� L 4
I RYE AS A NUR
SE CROP). E :�
30' LBS PE R ACRE OF GRA N
(
T ' ,/ i P
Yp f6pp5tg
i I
THE SOIL ERO
SION Y SEEDING SPECIFICATION AS NOTED ON E
TEMPORARY "
d
P
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THIS AREA. TO ""¢ d ALL APPLY P , PLAN SH� . <2� P. 9 < ONTROLEP AN SEDIMENT C� , d D
Hm °
P
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f
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F THE ERNST
ABOVE IS REPR
ESENTATIVE 0 ..
FORMULATION NOTED B
1. THE
) C% r..
d
I
BY
YL
CURRENT FOR
MULATION ASSPECIFIED
SEED SPECIFICAT ION. THE MOSTy
P
P•
PLANTING SHALL BE USED.
dd
RNST COMPANY AT THE TIME OF .�
THEE ,�
B r/
y
d
f PIi � P�d
P r.>
d d
"d
d` �
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SEEDING OR BROADCAST
BE APPLIED USI
NG DRILL SEE 9
2 SEED SHOULD /
B r
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WITH F
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GERMINATE WELL 2
THIS SEED MIX WI
LL NOT GERM � u
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f
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3. THE EN
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LL BE STABILIZED�
a P
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HE � ,-
EQUAL). T d
S RAW & COCON UT BLANK
ET OR APPROVEDQ
GREEN SC150 T
( P
N' A
� ji
9 ''� L `
a
i
d
d A 1 •/
SEED IN ACCORDANC
E WITH d
TOP OF THE SE �
BLANKET SHOULD BE INSTALLED ON � °"m.�w. r•,, s ®„� ,I
m w
d � ;,�;,
/
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t
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THE MANUFACTURER SPECIFICATIONS. , � z
/
d
:'� dd w-w
dd "< •'"
N
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d /
F»
t
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WILL NEED DAILY SUPPLIMENTAL WATERING UNTIL IT HAS _ dP d
4. THE SEED MIX d
d
d /
"
d
d � �
t
dd //
d �/
T 12 18 . d HEIGHT OF A
GERMINATED AND REACHED AN AVERAGE Id / t d / �
/�
d i
Idt
d t
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d
i
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P
g.. m,
G £. FIRST GROWING
MOWED ONCE AF
TER THE �
SEEDING ARE
A SHALL BE / /� �
5. THE S / �
) f d .B � ,'
PP
f /
t
d f
PPt
NO MORE
SEASON ' EARLY IN THE SPRING AND THEN SHALL BE MOWED� Bd g •� � � <
, 7 B d i' »m
B P
i
fd B / /
Y IN SPRING ONLY. � P°.� 4£-'--"2 P m�-�°—""•_ %" :.'/
THAN ONCE EVERY THREE YEARS THEREAFTER EARL ,� Bg gas
, fP , f /� "€ ICH //��/ 4
P PBfPP ant %� �
B / d d � �
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N 351,23 B`gB8 BBB B P e "� 2t£�
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N 351,760
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PROPOSED WATER LINE EXHIBIT A
111=10'
PLANTING NOTES:
1. ALL MATERIALS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER INSTALLATION.
2. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL AVOID
DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE WORK. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE PLANS ARE
BASED UPON BEST AVAILABLE INFORMATION AND ARE TO BE CONSIDERED APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR 1) TO VERIFY THE LOCATIONS OF UTILITY LINES AND ADJACENT TO THE WORK AREA 2) TO PROTECT OF ALL UTILITY LINES
DURING THE CONSTRUCTION PERIOD
3) TO REPAIR ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH OCCURS AS A RESULT OF THE
CONSTRUCTION.
J 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN ON THESE PLANS BEFORE PRICING THE WORK.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR DELIVERY SCHEDULE AND PROTECTION BETWEEN DELIVERY AND PLANTING PER
SPECIFICATIONS TO MAINTAIN HEALTHY CONDITIONS.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FULLY MAINTAINING (INCLUDING BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING,
FERTILIZING, ETC.) ALL OF THE PLANT MATERIALS AND LAWN FOR THE PERIOD OF TIME SHOWN IN THE 02900 SPEC.
6. ANY PLANT MATERIAL WHICH 1S DISEASED, DISTRESSED, DEAD, OR REJECTED (PRIOR TO SUBSTANTIAL COMPLETION) SHALL BE
PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT
LIST' SPECIFICATIONS.
K 7. THE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR A PERIOD DEFINED IN THE 02900 SPEC. THE
CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS DURING THE NORMAL PLANTING SEASON.
8. REFER TO WALMART SPECIFICATIONS FOR INFORMATION NEEDED FOR IMPLEMENTATION OF PLANTING PLANS.
9. ALL PLANT MATERIAL QUANTITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETE COVERAGE OF
ALL PLANTING BEDS AT SPACING SHOWN.
10. THIS PLAN IS TO BE IMPLEMENTED COOPERATIVELY WITH SWPPP PLAN, AS NEEDED, TO MAXIMIZE THE EFFECTIVENESS OF THE SWPPP
PLAN FOR THIS SITE.
L 11. THE CONTRACTOR IS ENCOURAGED TO COMPLETE TEMPORARY OR PERMANENT SEEDING OR SODDING IN STAGES FOR SOIL
STABILIZATION AS AREAS ARE COMPLETED AFTER GRADING.
12. THIS PLAN DOES NOT PRESENT ANY TEMPORARY STABILIZATION REQUIRED AS PART OF SWPPP PLAN.
13. ALL SEEDING AREAS TO MEASURED AND VERIFIED BY CONTRACTOR PRIOR TO BID AND AGAIN PRIOR TO SEEDING.
14. ALL EXISTING VEGETATION THAT IS TO BE PRESERVED SHALL BE FENCED WITH A DURABLE, STURDY FENCE BEFORE GRADING BEGINS.
THE 'I FENCING MUST BE A MINIMUM FOUR FEET (4') HIGH, OF DURABLE CONSTRUCTION, AND PLACED OUTSIDE THE DRIPLINE OF THE
TREE(S) TO BE PROTECTED. TREE PROTECTION ZONE SIGNS MUST BE INSTALLED ON THE TREE PROTECTION FENCE AND BE VISIBLE ON
M ALL SIDES OF THE FENCED -IN AREA (MINIMUM ONE SIGN ON EACH SIDE AND/OR EVERY 300 LINEAR FEET).
15. THIS PLAN PROPOSES TO USE A COMBINATION OF A FENCE AND DENSE LANDSCAPE PLANT MATERIAL TO FORM A SCREEN OF NOT
LESS THAN SIX FEET (6') HIGH SUFFICIENT TO BLOCK THE VIEW OF RESIDENCES OR RESIDENTIALLY ZONED LOT(S).
16. THE PRACTICE OF TOPPING CRAPE MYRTLE IS DISCOURAGED. MINIMUM PRUNING TO DEVELOP CRAPE MYRTLE'S NATURAL TREE FORM IS
ENCOURAGED.
GENERAL NOTE:
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PROJECT
WORK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION, SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATIVE TO
THE SPECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD IN
WRITING PRIOR TO THE START OF CONSTRUCTION, FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE
ACCEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWINGS AND IN
(`el REGULATIONS AND CODES._ 0
� FULL CONFORMANCE WITH LOCAL
��"` r € " ` I s * 6 4w �yd1 6 TALL WOODEN FENCE § §{ S"
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,�'"�`yd/r/ m '`P''Gm.`' �p4 $ 4 /� /5/ff4$$t '-".,,, .M':,,z #• .) r: E { \ s � {
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LANDSCAPE LEGEND01
b"k` `� " ,, `y`2 MARY S. RAWIs �I§§
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AREA TO BE SEEDED LAWN (SEE PERMANENT GRASS CHART) �, ax B ° R B._.,1 db SEWER I I k -
K 6 _„l,�' „w (MIN. 80% OPACITY) ; € LANE EASEMENT {`{ t
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AREA TO BE SODDED LAWN (SEE PERMANENT GRASS CHART) £, '$ € I ICS � j �� ' i }
Jrd; w4 3IG�' €,p £ � t - y . } § Si f
+ + + +w + AREA TO BE SEEDED WITH ERNST BASIN SEED MIX _.•----'--`�'---- F, I B�/�
+ t t t t - . , , • , A , Y-I QPH—ID ,,,w,„„>,,,,,,,.,,�--,..,•'"". 6 y'�i °• #' { ' £ ` t' I it
+ + + + + (ERNMX-127, SEE SPECIFICATION) AREA SHALL NOT BE :: w:" °k,t d ,, §�3 —W _-- :. §:§:',
MOWED REGULARLY. ' '3 f € 5 ' # 1 E �. •-. G E
f EASg,f
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VEGETATED SHELF PLANTINGS (REFER TO WET DETENTION y O 0/„EL OilllE, .;, P "r w {I §E:, b"'
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ALL SEEDING AREAS SHALL BE MEASURED AND VERFIIED BY CONTRACTOR PRIOR TO BID Ell' ' I _ a I ' ��11
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RESULTANT TRACT II 1,1 . § 11 ,
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WEST PERIMETER BUFFER = f 1,184 LF EAST PERIMETER BUFFERS = f 1 614 LF ".: '
I € .: { I
2 CANOPY TREES REQUIRED / 35 LF = 68 TREES REQUIRED 2 CANOPY TREES REQUIRED / 35 LF 98 TREES REQUIRED p 4 { ` 1#' §
£ 7 TREES PROVIDED 98 TREES PROVIDED € � 0N � m ' ., §� I ,r
UNDERSTORY TREE SUBSTITUTES DUE TO 122 TREES PROVIDED NOTE = TOTAL PROVIDED INCLUDES USING 6 EXISTING TREES FOR CREDIT ® � I,; I - - - I
I CONFLICT WITH OVERHEAD POWER TO MEET THE CANOPY TREE TOTAL I '� 11.' I -.
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I n o t E 1 15 ,J..
12 SHRUBS REQUIRED / 35 LF = 408 SHRUBS REQUIRED 12 SHRUBS REQUIRED / 35 LF = 444 SHRUBS REQUIRED I � V.
408 SHRUBS PROVIDED 444 SHRUBS PROVIDED I I ® t fr }§
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I SOUTH PERIMETER BUFFERS = f 1,251 LF TOTAL NORTH PERIMETER BUFFERS = f 724 LF TOTAL 1 r A � 1 { :: €:
I ,f I oI = #
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2 CANOPY TREES REQUIRED / 35 LF = 74 TREES REQUIRED 2 CANOPY TREES REQUIRED / 35 LF = 27 TREES REQUIRED 1 � ►� i �• . ' �' '
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74 TREES PROVIDED 27 TREES PROVIDED I \ i .'M I a°§.
{ NOTE =TOTAL PROVIDED INCLUDES USING 24 EXISTING TREES FOR CREDIT I ' 'fig t
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TO MEET THE CANOPY TREE TOTAL I - ►� .�. t5l
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12 SHRUBS REQUIRED / 35 LF = 162 SHRUBS REQUIRED ( :� � 11, o z;�:,'1
12 SHRUBS REQUIRED / 35 LF = 408 SHRUBS REQUIRED 162 SHRUBS PROVIDED I'`'
#. ' .
BUFFER ALONG THE ADJACENT COMMERCIAL PARCELS IS I '', 11 i It `'
I 408 SHRUBS PROVIDED NOTE -PROPOSED 1. '. 1
1) I
I DIVIDED ALONG THE PROPERTY LINE, WITH EACH USE TO PROVIDE ONE-HALFL
I OF THE REQUIRED BUFFER PLANTINGS. I ::1� 1
# •#. c� .
I I .1t:1
I �t t
i _ t§a 4 w o :ti §
€ $ E-§ t
_,_,_...__._ ,,,,,,,,,,,,,_,•.___._ __ _,__.__,.._,_._,...._,,._,..,._...,,._.,___, _ _"a. " Iti q d:§ t
€
.»..->...... .................... "... .....»...":. \ 1\\ 11:-tip €'� I {'t f
15 1 16 1 17 1 18
LANDSCAPE S - CHEDULE
KEY
QTY.
BOTANICAL NAME
COMMON NAME
1.SIZE
REMARKS
SHADE TREE(S)
AROG
49
ACER RUBRUWOCTOBER GLORY
OCTOBER GLORY RED MAPLE
21/2-3" CAL.
B+B
QPH
31
QUERCUS PHELLOS
WILLOW OAK
21/2-3" CAL.
B+B
UPD
71
ULMUS PARVIFOLIA'DYNASTY
DYNASTY ELM
3-31/2" CAL,
B+B
SUBTOTAL:
151
ORNAMENTAL TREE(S)
CCFP
40
CERCIS CANADENSIS TOREST PANSY
1 2.21/2" CAL.
B+B
CF
35
CORNUS FLORIDA
WHITE FLOWERING DOGWOOD
8-10,
B+B
LI
5
LAGERSTROEMIA INDICA'NATCHEZ
NATCHEZ CRAPEMYRTLE
8-10,
B+B
MV
49
MAGNOLIA VIRGINIANA
SWEETBAY MAGNOLIA
8-10,
B+B
SUBTOTAL:
129
EVERGREEN TREE(S)
TD
32
TAXODIUM DISTICHUM
BALD CYPRESS
8-10'
B+B
SUBTOTAL:
32
EVERGREEN SHRUB(S)
ICH
632
ILEX CRENATA'HELLERI'
HELLERI JAPANESE HOLLY
15-18"
#3 CAN
ICS
508
f £
ILEX CRENATA TEEDS
S
STEEDS JAPANE E HOLLY
S
n
30-36
#3 CAN
ICS
815
ILEX GLABRA SHAMROCK
SHAMROCK INKBERRY HOLLY
24-30x
#5 CAN
WM
32
MYRICA CERIFERA
WAXE MY RTL
2411
NT iN CO A ER
J D
3 0
1 1
J NIPERUS DAVURICA PARSONI
U
P ARSONS JUNIPER
H
15-18
#3 CAN
SUBTOTAL:
2017
ORNAMENTAL GRASS(ES)
MSG
241
MISCANTHUS SINENSIS GRACILLIMUS
MAIDEN GRASS SS
2 GAL.
CONTAINER
S W
134
! e
PANICUM VIRGATUM SHENANDOAH
U
RED WI H
S TC GRASS
2 GAL.
CONTAINER
SUBTOTAL:
375
ALL PLANTS MUST CONFORM TO THE CALIPER AND SIZE REQUIREMENTS PRESENTED IN THE LOCAL ORDINANCE
WET DETENTION HERBACEOUS
BASIN
S C OUS PLANT SCHEDULE
U E
FEET SQUARE
VEGETATED SHELF PLANTINGS. ± 21 520 OVERALL
Q
TY BOTANICAL NAME
� COMMON NAME ROOT SPACING PLANTING RATIO
1,076 CAREX TENERA QUILL SEDGE 2" PLUG 2' O.C.
20%
.f r
646 EUPATORIADELPHUS FISTULOSUS JOE PYE WEED 2 PLUG 2 O.C.
12%
538 LOBELIA CARDINALIS CARDINAL FLOWER 2" PLUG 2' O.C.
10%
646 LOBELIA ELONGATA LONGLEAF LOBELIA 2" PLUG 2' O.C.
12%
861 SACCHARUM BALDiNII NARROW PLUMEGRASS 2" PLUG 2' O.C.
16%
538 IRIS VIRGINICA BLUE FLAG IRIS 2" PLUG 2' O.C.
10%
1,076 JUNCUS EFFUSUS VAR. SOLUTUS SOFT RUSH 2" PLUG 2' O.C.
20%
5,380
NOTES:
1) PLANTING RATIO IS BASED ON THE AREA, NOT THE TOTAL QUANTITY OF THE PLANTS. THE QUANTITY OF EACH PLANT IS
DETERMINED BY THE AREA RATIO AND THE SPACING IN WHICH THEY ARE TO BE PLANTED.
2) PLANTING OF BASIN IS NOT TO BE CONDUCTED UNTIL THE ACTUAL WATER LEVEL OF THE BASIN AND ALL SURROUNDING AREAS
HAVE STABILIZED. PRIOR TO PLANTING, CONTRACTOR TO VERIFY THE WATER DEPTH TO THE NEAREST INCH. PLANTING AREA MAY NEED
TO BE REVISED AND PLANT QUANTITIES ADJUSTED BASED ON FIELD CONDITIONS.
OWNER MAINTENANCE RESPONSIBILITIES
Upon Owner's (or Owner contractor's) completion of landscaping work, the Owner is fully responsible for all future maintenance, care, upkeep,
watering, and trimming of all installed vegetation, plants, tree, bushes, shrubs, grasses, grass, ornamental plants and flowers, flowers, ground cover,
and landscaping, including all landscape islands and areas adjacent or part of the landscaped areas. This responsibility includes, but is not limited
to, the following:
0 Trees adjacent to walkways and areas of pedestrian traffic must be maintained to assure that any branches must be limbed up to e
clearance height of 7 ft. (from all pedestrian surfaces) or pruned back to avoid any interference with the typical path of travel
" Trees within vehicular sight lines, as illustrated on the landscape plan, are to be trimmed to a clearance height of 7 ft. (from all paved,
traveled surfaces), or as otherwise indicated on the plans.
" Vegetative ground cover, shrubs and ornamental plants and grasses must be trimmed so that no portion of the plant exceeds 30 inches
above grade (of all paved, travel surfaces) along and within the sight lines of parking lots and ingress -egress ways.
Fallen plant flowers, fruit, seeds and debris droppings are to be removed immediately from vehicular and pedestrian traffic areas to
prevent tripping, slipping or any other hazards.
• The practice of topping Crape Myrtle is discouraged by the Town. Minimum pruning to develop Crape Myrtle's natural tree form is
encouraged.
These requirements do not affect the plant life guarantees the landscape contractor is required to provide.
IIIIIIIIIIIII
ALERT TO CONTRACTOR:
I. THE SITEWORK FOR THE WAL—MART PORTION OF THIS PROJECT SHALL
MEET OR EXCEED THE "WAL—MART STANDARD SITEWORK
SPECIFICATIONS."
2. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY
CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED
PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL
CONNECTION OF SERVICES.
3. WHEN PROPOSED SPECIES ARE UNAVAILABLE, PLANT SUBSTITUTIONS
MAY BE CONSIDERED WITH APPROVAL BY THE OWNER AND/OR
LANDSCAPE ARCHITECT AS LONG AS PROPOSED MATERIAL IS TRUE TO
PLANTING INTENT AND MEETS CODE REQUIREMENTS.
--- -
,"NOTE TO CONTRACTOR:
i WIDE SOD STRIP
IS REQUIRED BEHIND ALL CONCRETE CURBS/BUFFERS.
AUTOMATIC IRRIGATION IS NOT REQUIRED ON THIS
k%%§A§CIgR/,f<//, .,
�,.•�••�.°
PROJECT DUE TO ENVIRONMENTAL CONDITIONS THAT
`\,,\�```\0�
o R / '''%
;° N, C,�" .� ti �;:
DO NOT WARRANT THE INSTALLATION OF A
I -"IN•*\,
�� 7p;
WATERING SYSTEM FOR PLANT ESTA LISHMENT AND
SURVIVAL.
_ :� 637 =: =
_ ,U)
S,py
to
-,, 1'�', INS
''''''�IN0 P"\`��\`\\�
LANDSCAPE AR ITECT SIG ATURE/ SEAL
fu#AI111111
0
S
ALERT TO CONTRACTOR, 30 15 I 60 ALL GENERAL CONTRACTOR WORK TO BE COMPLETED
IIIIIIIIIIIIIIIIIIIIIIIIII (EARTHWORK, FINAL UTILITIES, AND FINAL GRADING) BY THE
1"= 60' MILESTONE DATE IN PROJECT DOCUMENTS.
REVISIONS
BY
PLAN REVISIONS
1
BAB
2/1 /16
SWPPP REVISIONS
2
BAB
3/24/16
NCDENR SWM/ESC
3
BAB
SUBMISSION 4/21/16
PLAN REVISIONS
4
BAB
4/27/16
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
ONWASA REVISION
6
BAB
5/6/16
NCDENR REVISIONS
7
BAB
5/18/16
NCDENR REVS/O TB REV
8
BAB
5/31/16
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
1 "=60'
JOB No.
NCC138078
SHEET
0
H:12013\NCC138078\DRAWINGS\PLAN SETS\NCC138078LP3.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:48 PM LAST SAVED BY: BBUCKLAND

REVISIONS
BY
PLAN REVISIONS
1
BAB
2/1I16
SWPPP REVISIONS
2
BAB
3/24/16
NCDENR SWM/ESC
3
SUBMISSION 4/21/16
BAB
PLAN REVISIONS
4
4/27/16
BAB
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
ONWASA REVISION
6
BAB
5/6l16
NCDENR REVISIONS
7
5/18/16
BAB
NCDENR REVS/OTB REV
8
5l31 i16
BAB
JJJJJJJ
1.5" ASPHALT SURFACE COURSE (S-9.5B) 1.5" ASPHALT SURFACE COURSE (S-9.5B) J J�-ii� i J J J
„ JJJ_ 1JJJ
_j_j__JJJ 18" SQUARE CONCRETE
CONCRETE PAVEMENT SECTION 2.5" ASPHALT INITIAL COURSE (1-19.OB) 1.5" ASPHALT INITIAL COURSE (S-9.5B) 5 4,000 PSI CONCRETE JJJJJJJJJJ ENCASEMENT
J J J J JJ (3000 P.S.I CONCRETE)
PAVEMENT SURFACE 6" COMPACTED STONE BASE 6" COMPACTED STONE BASE 6" COMPACTED STONE BASE
TACK COAT (SEE PAVEMENT DETAIL) ti,, r �" 3,000 P.S.I CONCRETE
°.�q �a ••r S�•ti 9 , aa? a�§b, t• .r °!+'•.:.9.,`^""�.a
LIED AT A RATE '*
(APPLIED .. •.��'� ;d;
g' ` °:-�4":: �: •_� °. n'� ASPHALT OR
OF 0.2 GALLONS/S.Y.) �• � "'
''•° a a. `"° ¢ CONCRETE AS TRAFFIC RATED CLEANOUT COVER FINISHED GRADE
TRAFFIC SURFACE
,, ^,, >, fir. •{. .! •• � iw• j
a 1 _
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�� i f � f......«... I _ §. f:...�,,,^1 I .,.,,.®t € 4 3 -^-- ~-^.-•.f s E. ^^^^£ i I-•.,TM.-� f•"„•.••-'^3 S {•.,,,;..^.• I .�.._f {{ € �""""" �'._,.' °'• `i'' _ :4
� -}}._) - .� I •..- _.� � _.•.._ :-- . ,__j•1, ;..(�{ .. -.�' � �_p- I^,i.,-�.. -; ! _., . #•�.._.£ 3 .�.{ { ,_ t e{ L{ j j j{ { {{ {,.-�."$ ! ------ I °•a ..• :,..
4a M rf I-' € f.., m£ f {......--....( I €^^"E E i-., ° k.,...i f {...m...,i i .,.",.A.»S E Immz f I..."..". € s I _`" ` E........, { 3..,<2 Y i..".'.,".£ €""' \ s .. H. •. 'r.•I •♦ =
"`,° COMPACTED SUBGRADE `• •j,.4,.°:.••
> Ny
COMPACTED SUBGRADE ..f=
COMPACTED SUBGRADE (PER GEOTECHNICAL REPORT)±' ` ' + r '. "
(PER GEOTECHNICAL REPORT) (PER GEOTECHNICAL REPORT)
•r.
NOTE:
NOTE NOT APPROVED FOR
1. SECTION SHOWN IS BASED ON AN ANTICIPATED CBR OF 11 PER GEOTECHNICAL 4 SEWER CLEANOUT CAP - f _ ' •�
1. SECTION SHOWN IS BASED ON AN ANTICIPATED CBR OF 11 PER GEOTECHNICAL REPORT NOTE
REPORT PREPARED BY S&ME, INC, ENTITLED INITIAL GEOTECHNICAL _ CONSTRUCTION
PREPARED BY S&ME, INC, ENTITLED INITIAL GEOTECHNICAL EXPLORATION REPORT; 1. SECTION SHOWN IS BASED ON AN ANTICIPATED CBR OF 11 PER GEOTECHNICAL EXPLORATION REPORT; WALMART SUPERCENTER #86290 SWANSBORO, NC, SAND CUSHION
WALMART SUPERCENTER #86290 SWANSBORO, NC, DATED 4/18/13 (PROJECT DATED 4/18/13 (PROJECT #1051-13-378G), REFER TO SPECIFICATIONS MANUAL 3000 P.S.I. CONCRETE
#1051-13-378G). REFER TO SPECIFICATIONS MANUAL FOR COMPACTION REPORT PREPARED BY S&ME, INC, ENTITLED INITIAL GEOTECHNICAL FOR COMPACTION REQUIREMENTS.
REQUIREMENTS. EXPLORATION REPORT; WALMART SUPERCENTER #86290 SWANSBORO, NC,
DATED 4/18/13 (PROJECT #1051-13-378G). REFER TO SPECIFICATIONS MANUAL 6" PVC ENCASEMENT PIPE
FOR COMPACTION REQUIREMENTS. o s
� b
TRAFFIC RATED CL EAINOUT DETAIL
NOT TO SCALE
CONCRETE -TO -ASPHALT HIA��LT DETAIL HEAVY DUTY ASPHALT HIA�LT PAVEMENT EI�JI�ENT SECTION STANDARD D•lC.7TY ASPHALT PAVEMENT SECTION STANDARD DUTY CONCRETE SECTION
NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE THE STATE OF 14ORTH CAROLINA REQUIRES NOTIFICATION
BY EXCAVATORS, DESIGNERS, OR ANY PERSON PREPARING
TO DISTURB THE EARTH'S SURFACE ANYWHERE IN THE
STATE.
CALL - 811
2' MIN. CLEAR ZONE
(TYP., LT. & RT.)
MAINTENANCE NOTES: CONSTRUCTION NOTES:
1. FOR THE FIRST YEAR OF OPERATION, 1, CARE SHOULD BE USED DURING INSTALLATION TO
2" ASPHALT CONCRETE INSTALLATIONS SHOULD BE INSPECTED MONTHLY MINIMIZE COMPACTION OF SOIL ON THE BOTTOM BOHLER
EXISTING CURB SURFACE COURSE AND AFTER EACH MAJOR STORM. AFTER THE FIRST AND WALLS OF INFILTRATION DEVICES. TO AVOID E N G I N E E RING
VARIES AND GUTTER TO YEAR, QUARTERLY INSPECTIONS, PREFERABLY COMPACTING THE DRAINAGE MEDIA, LIGHT
2" ASPHALT CONCRETE BASED ON: A=V/(2`K'T)
BENCH MILL INTO BE REMOVED AS CONDUCTED AFTER ASTORM, ARE RECOMMENDED. EQUIPMENT AND CONSTRUCTION TECHNIQUES THAT
2% MAX. CROSS SLOPE NEEDED INITIAL COURSE 'NOTE THAT NO SEPARATION BETWEEN SHWT AND B01TOM OF 2. TRASH AND DEBRIS SHOULD BE REMOVED IF MINIMIZE COMPACTION SHOULD BE USED. 1927 S. TRYON STREET, SUITE 310
EXISTING LANE A INFILTRATION BASIN IS REQUIRED DUE TO USE AS SECONDARY BMP FOR PRESENT. 2. RUNOFF SHALL NOT BE DIRECTED INTO AN CHARLOTTE NC 28203
MINIMUM OF 1.5" DEEP 8" AGGREGATE 'EFFECTIVE INFILTRATION'
3• 6 4,000 PSI CONCRETE 6 COMPACTED STONE BASE 3. THE FLOW DIVERSION STRUCTURE SHOULD BE INFILTRATION DEVICE UNTIL THE DRAINAGE AREA IS Phone:
_ �. AT A WIDTH OF 2' BASE COURSE REFER TO NCDENR BMP MANUAL FOR COMPLETE REQUIREMENTS. [phone]
17 LIMITS OF SAW CUT REPAIRED/REPLACEDAND UNCLOGGEDAS STABILIZED. Fax: [phone]
€'_€ S'......'_t i t ". c .at -"of:;, ,°. e::r g,.°,� a e °; �`o"°".i °. as �m :.�-`: .•.e::;'�� '.` £ „_.,. ,,..... ��` £ 1= _ -- _ y COMPACTED SUBGRADE NECESSARY FOR PROPER FUNCTIONING. 3. A MINIMUM OF ONE (1) OBSERVATION WELL SHALL
' ` ` r -I < " ` £- ° - + PER GEOTECHNICAL BE CONSTRUCTED WITH THE INFILTRATION SYSTEM WVi/W.BohlerEngineering.Com
1=I=_ ;tea 13Ii!1 (
wl= ,� I£€_ Imo' ,
TO PERIODICALLY VERIFY THAT THE DRAINAGE
REPORT)
! [=( i pp5 T= }£' __ == ({ [(= I({ = I ; € pp((¥ ((` I I - ..' . ::: `..: Q •- <u ..< a r :,., : e...b :. :4: ' MEDIA IS FULLY DRAINING. THE MONITORING WELL
.».»4 1 E^^^ S � i ._....... i t^^•^.^ € 'j^'^4 '^^# } 4 k^^'^^^i I'^"' i I•^ ....d � ."`�..-.: ',� •t.. " S � :. � ..s°. .. . R :• • y.5 t • , R. 's: 4,
_,_�,... ..-...., ..�..• , .�.. , ...�..,; �... ..,� ..�. .._...,, I --- f[ .... .. , . .. . � y ... .:. , . ,. " ` x� .. H •. a.....- . °:, a. ` = a:�' • � ' : • <°:. �° PHALT PAVEMENT SECTION w
L ........". ..."" .W,.....„ I....,.... ...,....,...........,. I . . asl. b. . _a. . • • ' < y : < °..e ° . :..� rn '• •:
�.. .�._ , � y (-...°...•..•::: <::�-. <.:.-.....: .. ;, °.: `�:�`:' >�tl": HALL CONSISTOFA4 TO6 DIAMETER
Y €§ t t i 4•iab i I I _ , I. 11
I {
k j;y
f �,%
I f € f «. • °. - , •... <....a . $. ..... :. . a.. �:�: •• �°. PER PLAN AND DETAILS /
_ �„"_� <.,�,.,, , k , m,g, „.f . ; �, . ..� • � j ♦ PERFORATED PVC PIPE WITH A LOCKING CAP THE13
4" CLASS A CONCRETE �` -€ - -�n i= \ COMPACTED SOIL PER SITE PREP WELL SHOULD BE PLACED NEAR THE CENTER OF
(3000 P.S.I. @ 28 DAYS) ' ; f -- "�" = - NOTE AND SPECIFICATIONS THE FACILITY OR IN THE GENERAL LOCATION OF THE ® F E S
COMPACTED SUBGRADE (PER `r I 1-III--== ` F- LOWEST POINT WITHIN THE FACILITY WITH THE Q 0
GEOTECHNICAL REPORT) -- _ = t _ _ ; ". 3 z �-WASHED#57STONE FILTER FABRIC 9 ;
_ _ _
4" THICK, COMPACTED ==I 1jj = i INVERT AT THE EXCAVATED BOTTOM OF THE
STONE BASE (TYPE 2a) �Iil1=„I=I,r{,, "kit33^-€lI-I(1= III1jil;II€iTl' _ _
_ _ FACILITY.
TYPICAL EXISTIN 4. IF NECESSARY REMOVE T OF BOTTOM MATERIAL _ u, 3610 Z
LANE 24" PROPOSED CURB WIDTH (BELOW DESIGN BOTTOM OF TRENCH) BEFORE
AND GUTTER AS INSTALLATION OF INFILTRATION DEVICE IN ORDER
COMPACTED SUBGRADE PROPOSED TURIN LANE NEEDED. SEE NCDOT
T�� ° (PER GEOTECHNICAL REPORT) AT 2.0% MAXIMUM CROSS DETAIL V12NPERFORATED PVC PIPE {2 ROWS TO RESTORE PRE -CONSTRUCTION INFILTRATION
NO ETA L 846.01
0
1. EXPANSION JOINTS 1/2" WIDE PREMOLDED BIT. MATERIAL SHALL BE INSTALLED NOTE:
SLOPE OF718"HOLES ON THE BOTTOM OF RATES. \
AT 30' INTERVALS, CRACK CONTROL JOINTS TO BE SPACED AT INTERVALS EQUAL THE PIPE SPACED AT120 EVERY6 )
TO SIDEWALK WIDTH. 1. SECTION SHOWN IS BASED ON AN ANTICIPATED CBR OF 11 PER GEOTECHNICAL y
INITIAL GEOTECHNICAL / / / I I I I I \ \ \ \ \
REPORT PREPARED BY S&ME, INC, ENTITLED G O
EXPLORATION REPORT; WALMART SUPERCENTER #86290 SWANSBORO, NC,
DATED 4/18/13 (PROJECT #1051-13-378G). REFER, TO SPECIFICATIONS MANUAL
FOR COMPACTION REQUIREMENTS.
INFI LT�A�TEON T D ENCHI DETAIL.
CONCRETE SIDEWALK DETAIL HEAVY VY DUTY CONCRETE SECTION TYPICAL SECTION OF ROADWAY WIDENING NTS® �
NOT TO SCALE NOT TO SCALE.
NOT TO SCALE
ACCESS MANHOLE BYPASS OUTFLOW
FINISHED GRADE---,,,PLATE/DIVIDERANCHORED ® v�
` :..d. • - a 5.00' 5.00' TO STRUCTURE (J
EX. CONC. PROP. CONC. o OUTFLOW TO
OUTFLOW TO -,,INFILTRATION TRENCH
PAVEMENT PAVEMENT ".. g. -.:`:: . PLATE/DIVIDER ANCHORED
FRAME TO BE THOROUGHLY - SEE ACO DESIGN : :,,_. =a:. INFILTRATION TRENCH �--� ���
TO STRUCTURE
EMBEDDED IN MORTAR PLATEIDIVIDERANGHORED 1
•:' 4;:`b,•.4: Q INFLOW FROM POND TO STRUCTURE l ��
EPDXY COATED a OUTFLOW'
DOWEL 18 O.C. CAST -IN -PLACE REINFORCED INFILTRATION TRENCH
@ •.z Z
CONCRETE 4,000P.S.1.CD
8-1 /2" @ � � ;• • <a"� `` ' � N ACCESS MANHOLE
Lu
FULL HEIGHT CURB 6' CURB TAPER EXPANSION JOINT MATERIAL •' BYPASS OUTFLOW
�T� _ I 1 RADIUS GROUT ; INFLOW FROM POND INFLOW FROM POND A
ui
BYPASS OUTFLOW FROM WET POND 2
r' C a.p e: e , i' �' , .�4-'d4`.'E � ¢ �-ja' / p•��' �/�
211
t ACCESS MANHOLE
OUTLET PIPE
Ak
k. PLATE/DIVIDERANCHOREDrTl
. w 6' TO STRUCTURE
CONCRETE FOOTING
p�.::g''• ACCESS MANHOLE �)
PAVEMENT SURFACE ,,I.i lI(= I'€- f_ I€!_1=1I==1;1= €fI11_ Il
I @4,000P.S.I. o6:g`.` s,; gig. :_: :-:-,a,�j<.'` 5.00' 5.00' BYPASS OUTFLOW
' • •q' : ' � : PLATEIDIUIDER ANCHORED
< _ PLATEIDIVIDERANCHORED v
TO STRUCTURE
o l�J
TO STRUCTURE
k ' :. .-^..- . � . -< .. a � . .< u . •. - ,c .. - '.tie _ .
NOTE: BYPASS OUTFLOW -,,,,OUTFLOW TO BYPASS OUTFLOW
1. CONTRACTOR TO BLOWOUT DUST FROM DRILLED HOLES PRIOR TO APPLYING
INFILTRATION TRENCH NIP
GROUT. NOTES: / OUTFLOW TO
. THIS DETAIL I SCHEMATIC ONLY. FINAL DESIGN TO BE ACO K200 TRENCH DRAIN. � INFILTRATION TRENCH
�
1 S A �
REFERENCE ACO PLANS AND DETAILS.
2. SEE PLAN VIEW AND PROFILES FOR GRATE AND TRENCH INVERT ELEVATIONS. INFLOW FROM POND -OUTFLOW TO c�
INFLOW FROM POND INFILTRATION TRENCH INFLOW FROM POND
FROM WET POND 3
CURB TAPER DETAIL CONCRE
TE DOWELING DETAIL IL TRENCH DRAIN DETAIL FLOW S�LITTEIR DETAIL
NOT TO SCALE NOT TO SCALE NOT TO SCALE NTH r-�®
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
AS NOTED
JOB No.
NCC138078
SHEET
GENERAL NOTE:
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PROJECT
WORK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATIVE TO
THE SPECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD IN
WRITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE
ACCEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWINGS AND IN
H12013\NCC138078\DRAWINGS\PLAN SETS\NCC138078SDX.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:57 PM LAST SAVED BY: BBUCKLAND
INFILTRATION TRENCH DESIGN REQUIREMENTS
ID
VOLUME
(C�
K (INIHR)
T (DAYS)
REQ.
�� (S�
LENGTH
(�
WIDTH
(�
HEIGHT
(�
SHWT
ELEV.
BOTTOM
ELEV.
FROM WET POND 2
30,953
2.0
4.49
1,716
71.5
24
2.0
29.0
29.0
FROM WET POND 3
34,776
2.0
4.19
1,814
76
24
1.75
28.75
28.15

")REVISIONS BY
1
PLAN REVISIONS
2/1/16
BAB
2
SWPPP REVISIONS
3/24/16
BAB
3
NCDENR SWM/ESC
SUBMISSION 4/21/16
BAB
4
PLAN REVISIONS
BAB
4/27/16
5
SWM/ESC REVISIONS
BAB
5/5/16
ZNA
6
ONWASA REVISION
5/6/16
BAB
7
NCDENR REVISIONS
5/18/16
BAB
8
NCDENR REVS/OTB REV
5/31 /16
BAB
DRAWN
BAB
CHECKED
MAT
DATE
7/11/14
SCALE
AS NOTED
JOB No.
NCC138078
SHEET
K: 20131NCC1380781DRAWINGSIPLAN SETSINCC138078SDX.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:57 PM LAST SAVED BY: BBUCKLAND

MOM
'hWF .
�¢¢ 'T
p
GENERAL NOTE:
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO REVIEW ALL OF THE DRAWINGS AND SPECIFICATIONS ASSOCIATED WITH THIS PROJECT
WORK SCOPE PRIOR TO THE INITIATION OF CONSTRUCTION. SHOULD THE CONTRACTOR FIND A CONFLICT WITH THE DOCUMENTS RELATIVE TO
THE SPECIFICATIONS OR APPLICABLE CODES, IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PROJECT ENGINEER OF RECORD IN
WRITING PRIOR TO THE START OF CONSTRUCTION. FAILURE BY THE CONTRACTOR TO NOTIFY THE PROJECT ENGINEER SHALL CONSTITUTE
ACCEPTANCE OF FULL RESPONSIBILITY BY THE CONTRACTOR TO COMPLETE THE SCOPE OF THE WORK AS DEFINED BY THE DRAWINGS AND IN
171111 cnNFORMANCF WITH LOCAL REGULATIONS
W I R WR
20 30 30 MIN.
25' 20' PO MIN.
30' 10' 30'MIN.
W = WIDTH (feet) OF FIRE LANE
R = RADIUS NECESSARY TO ACCOMODATE
FIRE VEHICLES R
WR = TURNING RADIUS PAVEMENT WIDTH
W
6" 25'
NO
PARKING
r FIRE LANE
NO
PARKING
r r
FIRE LANE STRIPING SHALL BE 6" RED STRIPES WITH
4" INCH WHITE LETTERS READING "NO PARKING FIRE
LANE" STRIPING SHALL BE PLACED ON THE TOP EDGE
OF THE SIDEWALK ABUTTING THE PAVED DRIVE OR AS
SPECIFIED BY LOCAL REQUIREMENTS.
• . ON •
FIRE LANE MARKING
N.T.S.
DTFIRELN 12/17/04
36"
30"
I
M
0 M
(SEE DIRECTION INDICATED AT SYMBOL)
36" 60" 60"
io
M
LEVEL SPREADER LIP
6" CONCRETE
ELEV = 29.0'
3' WIDE, 3" LAYER OF
FLOW PATH #57 STONE
50'
20' x 50'
VEGETATIVE FILTER
<.05%o CRO' S L—SLOPE
REINFORCED CHANNEL 3' WIDE 2
4" OF #57 STONE STRIP OF
UNDERLAYED WITH FILTER FABRIC
ELEV: 28.0
FILTER FABRIC
6' WIDE X 1' DEEP
PARABOLIC CHANNEL
BOTTOM ELEV = 28.0
8" X 16" CONCRETE
FOOTING
TOP OF FOOTING = 26.0
LEVEL SPREADER SIZE DESIGNED TO THE 10 YEAR STORM:
NOTES:
THE LIP OF THE LEVEL SPREADER SHOULD BE CONSTRUCTED OF CONCRETE
AND SHOULD BE 3 TO 6 INCHES HIGHER THAN THE GROUND (DOWN
SLOPE SIDE) AND ANCHORED INTO THE SOIL WITH AN APPROPRIATELY —SIZED
CONCRETE FOOTER. THE LIP SHALL BE INSTALLED AT A 0.05% GRADE (LEVEL).
THE LIP IS TO BE CONSTRUCTED PARALLEL TO THE CONTOUR OF THE SITE.
VEGETATED FILTER TO BE SODDED WITH BERMUDA GRASS.
LEVEL SPREADERNEGETATIVE FILTER DETAIL
x
to PO 1% ?V
co
ONLY ONLY ONLY ONLY
Jill
BLACK LEGEND ON WHITE BACKGROUND BLACK LEGEND ON WHITE BACKGROUND BLACK LEGEND ON WHITE BACKGROUND
WHITE LEGEND RELY BACKGROUND WHITE LEGEND RED BACKGROUND
R3-8 R3-8a R3-8b
R 1-1 R 1-1 ("OK" IS OPTIONAL)
36"x36" 30"x30" ADVANCE INTERSECTION
"STOP" slcN „STOP" SIGN LANE CONTROL SIGNS
N.T._ N.T.S. N.T.S.
Im
W OW
0,17
1 y
G MOO
gl:_hY0'
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a/v
b4� .�.w �'j'>//� y� �. $
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g
F
N.T.S.
N
24"
ON WHITE BACKGROUND
R5-2
NO TRUCKS
SI GN
N.T.S.
18"X12" SIGN PARKING
TYPICAL AT ALL
ACCESSIBLE R 7 — 8
PARKING SPACES GREEN LEGEND
WHITE SYMBOL ON BLUE
ON WHITE BACKGROUND
12"X6" PLAQUE
TYPICAL AT ALL VAN
VAN ACCESSIBLE ACCESSIBLE R 7 — 8 P
PARKING SPACES GREEN LEGEND
ON WHITE BACKGROUND
12"X9" PENALTY SIGN
WITH WORDING AS
REQUIRED BY STATE
OR PER LOCAL CODE
ACCESSIBLE PARKING SIGN
N.T.S.
03/03/11 DTMUTCD
30"
hN
cD
o L
BLACK LEGEND ON WHITE BACKGROUND
R3-5L
"LEFT TURN ONLY" SIGN
N.T.S.
REVISIONS
BY ")
PLAN REVISIONS
1
BAB
2/1/16
SWPPP REVISIONS
2
BAB
3/24/16
NCDENR SWM/ESC
3
BAB
SUBMISSION 4/21/16
PLAN REVISIONS
4
BAB
4/27/16
SWM/ESC REVISIONS
BAB
5
5/5/16
ZNA
ONWASA REVISION
6
BAB
5/6/16
NCDENR REVISIONS
7
5/18/16
BAB
NCDENR REVS/OTB REV
8
BAB
5/31 /16
DRAWN
BAB
CHECKED
MAT
DATE
7/11114
SCALE
AS NOTED
JOB No.
NCC138078
SHEET
H:\2013\NCC138078\DRAWINGS\PLAN SETS\NCC1380780D3.DWG PRINTED BY: BBUCKLAND 5.27.16 @ 5:49 PM LAST SAVED BY: BBUCKLAND

General Project Description and
ffA.S.tOrmwater Management Calculations
Project: Proposed Wal-Mart (Store #7179-000)
W. Corbett Avenue & Hammock Beach Road
Town of Swansboro
Onslow County, NC
Project
Number: NCC138078
Client: Wal-Mart Real Estate Business Trust
2001 S.E. 10t' Street
Bentonville, AR 72716
Date: June 1, 2016
CM
0
= w %.043610 rR =
/P N A S\
'1�1/1I1�kkk\
Cf
Professional
Engineer: Michael Theberge
NC License #043610
ECEIVE
JUN 0 3 2016
BOHLER ENGINEERING 4 1927 S. TRYOI' STREET 4. SUITE 3I0 + CHARLOTTE. NC 28203 i 980.2?2.3400

Table of Contents
General Project Description/ Stormwater Management.................................................... I
General Project Description...............................................................................................I
StormwaterManagement.................................................................................................1
Stormwater Management Analysis.....................................................................................2
BMP Design / Calculations
Storm Drainage Calculations
Reference Information

JECEIVE
SUN 0 3
General_ Project Description/Stormwater Managem
GENERAL PR03ECT DESCRIPTION
Wal-Mart Real Estate Business Trust proposes to develop the existing land located along the south side of
West Corbett Avenue (NC Highway 24) and the west side of Hammock Beach Road in Swansboro, North
Carolina. This site currently consists of vacant land and an existing pond/stream. The proposed project
area is approximately 20.7 acres and will include a ±159,000 square foot Walmart Supercenter building,
fuel station, two outparcels, and f 623 parking spaces. The development will also include the
construction of landscaping, lighting, stormwater management facilities, the installation of all utilities to
support the development, including a water tank and pump house, and access driveways to NC Highway
24 and Hammock Beach Road. Pertinent data characterizing the existing and proposed site conditions
are shown on the accompanying Site Plan Documents.
STORMWATER MANAGEMENT
The pre -development condition of the site consists of two primary drainage areas. The southern portion
of the site drains to an existing pond and drainage feature at the south of the site. The northern portion
of the site drains to the existing stormwater network in Corbett Avenue and to the drainage feature to
the west of the property that ultimately drains to the existing stormwater network in Corbett Avenue.
Hydrographs have been generated for the 2, 10, and 100-year storm events for the pre- and post -
development conditions.
The post -development conditions maintain the same relative Drainage Treatment Areas, however to
provide water quality measures and rate control, three wet ponds have been designed to intercept flow
from the impervious surfaces created by the development. Wet pond 1 discharges to the existing
drainage feature at the south of the property, and wet ponds 2 and 3 discharge to the existing network in
W. Corbett Ave. Due to the proximity of potential Shellfish Area (SA) waters, after discharging from the
pond, the water flows through underground infiltration trenches in order to infiltrate the required storm
volume for Wet Ponds 2 and 3. Wet Pond 1 discharges into a level spreader and vegetated filter strip in
order to provide "effective infiltration."
The wet ponds have been designed in accordance with the NCDENR Stormwater BMP Manual to provide
90% TSS removal for the water quality volume (WQV). The water quality volume for this project is
required to be the greater of 1.5" or the difference in the runoff from the pre- and post -development
conditions for the 1-yr, 24-hr storm depth. The wet ponds will also serve as a means of stormwater rate
control, and have been designed to reduce the post -development release rates for the 2 and 10-year
storm events to be at or below the corresponding pre -development rates. Infiltration of the WQV after
discharge from the wet ponds is provided through underground infiltration trenches.
The Dekalb Rational Method was utilized for calculating the peak runoff rates and generating
hydrographs for the pre- and post -development conditions as defined in the computer watershed
software "Hydraflow Hydrographs Extension for AutoCAD Civil 31) 2016". The hydrographs were
generated based on the precipitation amounts dictated by the NOAA Atlas 14 for the project site in
Swansboro, NC for each storm event.
The storm drainage system has been designed to intercept runoff at topographic low points and areas of
significant runoff quan tics U-nd convey stormwater to the stormwater management basins. The
Hyrdaflow StormSewers Extension was utilized for designing the storm conveyance system. Conveyance
design precipitation amounts are based on the 10-year storm event. Spread calculations are provided for

the inlets based on the 4"/hr rainfall intensity. Some spreads in the parking lot are excessively high,
because the proposed trench drain is not modeled in these calculations.
Per "revised Final Geotechnical Exploration Report" by SUM€, Inc., the subject site lies in an area
consisting mostly of Onslow series soils. The survey indicated that the Onslow series consists of
moderately well -drained soils that transition from a loamy fine sand to sandy and clayey loam with depth.
The subsoil is formed from loamy and sandy marine deposits.
Stormwater Management Analysis
The tables below show the calculations of the Water Quality Volume (WQV) for the three ponds that must
be discharged within 2-5 days and then effectively infiltrated as secondary treatment.
Wet Pond 1 WQV:
The proposed road work on Corbett Ave and Hammock Beach Rd result in an increase in impervious area
of approximately 33,365 sf, which also includes the impervious area of the pump house and water tank,
which do not flow to the wet ponds. Additional water quality treatment storage volume is provided in Wet
Pond 1 to account for this additional increase in impervious area. For calculation purposes, the drainage
area and impervious area draining to Wet Pond 1 have been increased by the 33,365 sf value to account
for the additional treatment being provided by the pond.
Total Treatment by Wet Pond 1: Off -site Treatment Provided by Wet Pond 1 (included in
Total Treatment calculation):
Design Runoff (Pre) = 6,937 ft3 Design Runoff (Pre) = 507 ft
Design Runoff (Post) = 36,354 ft3 Design Runoff (Post) = 9.641 113
Volume required = 30,416 ft3 Volume required = 9.134 ft3
A level spreader with vegetated filter strip is used for "effective infiltration" after Wet Pond 1. Due to the
storage volume of Wet Pond 1, the resulting outflow for the 10-year storm is very small and results in the
required length of the level spreader being relatively small. In our engineering judgment, the length of
the level spreader has been increased to provide a more conservative, constructible, and maintainable
system.
Wet Pond 2 WQV:
Design Runoff (Pre) =
5,796 ft3
Design Runoff (Post) =
36,599 ft3
Volume required =
30,803 ft3
Wet Pond 3 WQV:
Design Runoff (Pre) =
5,932
ft3
Design Runoff (Post) =
36,297
ft3
Volume required =
30,365
ft3
Wet Pond 2 Infiltration Area Needed:
V
30803 cf
K
2.00 in/hr
T
4.49 days
A
1716 sf
W
24 ft
L
71.6 ft
Wet Pond 3 Infiltration Area Needed:
V
30365 cf
K
2.00 in/hr
T
4.19 days
A
1814 sf
W
24 ft
L
76 ft

BMP Sizing:
For all 3 wet ponds, equation Option 2 from Figure 10-2b is used. The values used for each variable can
be found in the Wet ford Supplement for each pond.
For Wet Pond 1, the two forebays have been designed to provide approximately 20% of the permanent
pool storage volume. The forebays are also sized proportionally to the drainage area flowing to each.
Forebay #1 receives flow from approximately 43% of the drainage area, while it is approximately 8.4%
of the permanent pool volume (or approximately 42% of the total forebay volume). Forebay #2 receives
flow from approximately 57% of the drainage area, while it is approximately 11.6% of the permanent
pool volume (or approximately 58% of the total forebay volume).
For all 3 wet ponds, a water quality orifice is used at the base of the riser structure to draw down the
water quality volume within 2-5 days. The next available outlet on the riser structure is placed above the
required water quality volume. The elevation of this next available outlet is considered the temporary
pool volume, and this elevation (and resulting pressure head value used for the orifice equation) was
used when determining the drawdown times through the water quality orifices.
The infiltration trenches proposed after Wet Ponds 2 and 3 were sized based on the drawdown times of
the water quality volume through the water quality orifice in the riser structures, as discussed above. The
infiltration trenches were sized based on the water quality volume, infiltration rate (based on soil borings
and infiltration estimates from a geotechnical engineer), and drawdown time of the upstream wet pond.

BMP Design/Calculations

WET POND #1 WALMART SUPERCENTER BMP DESIGN CALCULATIONS
DESIGN WATER QUALITY TO MEET 90% TSS REMOVAL
GIVEN
DRAINAGE AREA TO FACILITY = 10.36 Ac.
(Includes 33,365 sf of impervious area not draining to pond)
LAND USE = Walmart Supercenter
ESTIMATED PERCENT IMPERVIOUS = 79%
1) SAIDA RATIO
AVERAGE POOL DEPTH = 9.58
PERCENT IMPERVIOUS = 79%
SAIDA = 2.75 % = 0.0275
SA REQUIRED = 10.36 Ac. X
= 0.28 Ac.
- 12,197 SF
FEET (Assumed to be 7.5' for SAIDA)
0.0275
2) TEMPORARY WATER QUALITY POOL REQUIREMENTS
Pre % Impervious = 0%
Post % Impervious = 79%
Rv = 0.05 + 0.9(1)
Rv(pre)= 0.05 inrn
Rv(post)= 0.763 intin
Design Rainfall = 3.65 in (1 yr, 24 hr)
Design Runoff (Pre) 0.183 in
Design Runoff (Post) = 2.786 in
Drainage Area = 10.36 Acres
Design Runoff (Pre) = 6,865 ft'
Design Runoff (Post) = 104,803 ft'
Volume required = 97,938 ft'
Total (including off -site)= 97,938
ft
31 Pond Drawdown Time
Pond Height above Orifice = 31.00
feet
Orifice Invert Elevation = 29.00
feet
Orifice Diameter (D) = 5.00
inches = 0.42 feet
Orifice Area (a) = 0.1364
square feet
Gravitational Constant (g) = 32.2
It/sec,
Head (H) = 1.79
feet
Driving Head (Ho) = 0.597
feet
Discharge Coefficient (CD) = 0.6
Drawdown rate (Q) = 0.507
cis
Time (t) = 193,029
seconds = 2.23 days
The above calculation is based on the orifice equation where:
Q=C,A 2XH
flECE1VE
n IUN
0 31016 D
g
5/26/2016 5:26 PM Page 1 of 2

Wet Pond 1 Design
Wet Pond 1 Treatment Volume - Main Pool
Elev
Area (sfl
Inc Storage (co
Total Storage (cfl
29.00
51,625
0
0
29.50
56,180
26,941
26,941
30.00
58,050
28,553
55,494
31.00
61,780
59,899
115,393
32.25
75,585
85,700
201,093
Wet Pond 1 Permanent Pool Volume - Main Pool
Elev
Area (sfl
Inc Storage (co
Total Storage (co
14.00
11,935
0
0
21.00
21,190
115,938
115,938
23.00
24,070
45,260
161,198
28.00
31,715
139,463
300,660
28.50
32,515
16,058
316,718
29.00
36,605
17,280
333,998
Wet Pond 1 - Forebay#1
Elev
Area (sfl Inc Storage (co
Total Storage (co
20.00
1,345 0
0
23.00
2,510 5,783
5,783
26.00
3,930 9,660
15,443
28.50
6,120 12,563
28,005
29.00
6,560 3,170
31,175
Wet Pond 1 - Forebay#2
Elev
Area (sfl Inc Storage (co
Total Storage (co
20.00
2,315 0
0
23.00
3,750 9,098
9,098
26.00
5,420 13,755
22,853
28.50
7,955 16,719
39,571
29.00
8,460 4,104
43,675

Project Name: Swansboro
Ballast Pad Design for Detention Basin
Wet Pond 1
0.75 ft. Spillway Height
31.5 ft. Spillway Elev.
Box Width: 72.00 in
Box Length 72.00 in
Barrel Size: 18.00 in 1'e='a' 72 in.BOX
Top of Basin:
32.25 ft.
�1�!
V11,
sSa a+e
Inv. Out of Pipe
29.00 ft. 2.00
Spillway Height:
0.75 ft.
Top of Riser Elev.
31.00 ft.
29 ft. Bottom of Basin
y
Uplift @ Peak Elevation:
Peak Elevation =32.25 ft.
Peak Elevation = 3.25 ft.
Uplift Force= (62.4)(3.25 ft.)(6'6)
Uplift Force= 7300.8 Ibs
Volume of Concrete Required to Stabilize Riser:
7300.8 Ibs X 1/150 Ibs/ft"3= 48.672 cubic feet
Ballast Pad Dimensions:
Try Volume of. 9ft. X9ft. X1 ft.
81 cubic feet Ok
81 c.f. > or equal to 48.672 c.f. True
9 ft.
3226 ft Top of Basin
Pad 18 in. RCP
9 ft.
72 in.BOX
Pad
Ballast Pad Dimensions: 9 ft. X 9 ft. X 1 ft
ECEIVE
JUN 0 3 2016
BY:

WET POND #2 WALMART SUPERCENTER BMP DESIGN CALCULATIONS
DESIGN WATER QUALITY TO MEET 9096 TSS REMOVAL
GIVEN
DRAINAGE AREA TO FACILITY = 3.59 Ac.
LAND USE = Walmart Supercenter
ESTIMATED PERCENT IMPERVIOUS = 80%
1) SA/DA RATrO
AVERAGE POOL DEPTH 5.31
FEET
PERCENT IMPERVIOUS = 80%
SA/DA = 5.40 % 0.0540
SA REQUIRED 3.59 Ac. X
0.0540
0.19 Ac.
8,435 SF
21 TEMPORARY WATER DUALITY POOL REQUIREMENTS
Pre % Impervious = 8%
Post % Impervious = 80%
Rv = 0.05 + 0.9(I)
Rv(pre)= 0.122 infin
Rv(pre)= 0.770 infin
Design Rainfall = 3.65 in (1 yr, 24 hr)
Design Runoff (Pre) = 0.445 in
Design Runoff (Post) = 2.812 in
Drainage Area = 3.59 Acres
Design Runoff (Pre) = 5,796 ft'
Design Runoff (Post) = 36,599 ft3
Volume required = 30,803 R'
Other Impervious Area to be Treated =
0 sf
Other Runoff Depth to be Treated = 3.47 in
Other WQV to be Treated =
0 ft'
Total (including off -site)= 30,803 ft'
3) Pond Drawtlam Time
Pond Height above Orifice = 31.05
feet
Orifice Invert Elevation = 29.25
feet
Orifice Diameter (D) = 2.00
inches 0.17 feet
Orifice Area (A) = 0.0218
square feet
Gravitational Constant (g) - 32.2
ft/Sec2
Head (H) = 1.72
feet
Driving Head (Ho) = 0.572
feet
Discharge Coefficient (CD) = 0.6
Drawdown rate (0) = 0.079
cfs
Time (t) = 387,636
seconds = 4.49 days
Note:
The above calculation is based on the orifice equation where:
5/26/2016 5:26 PM Page 1 of 2

Wet Pond 2 Design
Wet Pond 2 Treatment Volume - Total
Elev
Area (st)
inc Storage (ct)
Total Storage (ct)
29.25
12,935
0
0
29.75
16,330
7,299
7,299
31.05
20,130
23,654
30,953
31.50
20,950
9,241
40,194
31.75
22,925
5,482
45,676
Wet Pond 2 Permanent Pool Volume - Total
Elev
Area (so
Inc Storage (co
Total Storage (co
20.00
1,105
0
0
23.00
2,495
5,400
5,400
28.00
7,230
24,313
29,713
28.75
8,005
5,713
35,426
29.25
10,640
4,661
40,087
Wet Pond 2 - Forebay
Elev
Area (s� Inc Storage (co
Total Storage (co
20.00
255 0
0
23.00
620 1,313
1,313
28.00
1,535 5,388
6,700
28.75
1,700 1,213
7,913
29.25
2,295 999
8,912

Project Name: Swansboro
Ballast Pad Design for Detention Basin
Wet Pond 2
0.5 ft. Spillway Height
31.25 ft. Spillway Elev.
Box Width:
72.00 in
Box Length
72.00 in
Barrel Size:
_
15.00 in
Top of Basin:
31.75 ft.
Inv. Out of Pipe
29.25 ft. 1.80
Spillway Height:
0.50 ft.
Top of Riser Elev.
31.05 ft.
29.26 ft. Bottom of Basl
Uplift @ Peak Elevation:
Peak Elevation =31.75 ft.
Peak Elevation = 2.5 ft.
Uplift Force= (62.4)(2.5 ft.)(6'6)
Uplift Force= 5616 Ibs
Volume of Concrete Required to Stabilize Riser:
5616 Ibs X 1/150 Ibs/ft^3= 37.44 cubic feet
Ballast Pad Dimensions:
Try Volume of. 9 ft. X 9 ft. X 1 ft.
81 cubic feet Ok
81 c.f. > or equal to 37.44 c.f. True
9ft
9 ft.
15 in. RCP
72 in.BOX
Ballast Pad Dimensions: 9 ft. X 9 ft. X 1 ft.
Pad
ECEIVE
JUN032016
BY:

WET POND #3 WALMART SUPERCENTER BMP DESIGN CALCULATIONS
DESIGN WATER QUALITY TO MEET 90% TSS REMOVAL
GIVEN
DRAINAGE AREA TO FACILITY= 3.67 Ac.
LAND USE = Walmart Supercenter
ESTIMATED PERCENT IMPERVIOUS = 77%
1) SA/DA PATIO
AVERAGE POOL DEPTH = 9.37
FEET (Assumed to be 7.6 for SA/DA)
PERCENT IMPFRVIAI IR = 77%
SA/DA = 2.65 % 0.0265
SA REQUIRED = 3.67 Ac. X
0.0255
0.10 Ac.
= 4,240 SF
2) TEMPORARY WATER QUALITY POOL REQUIREMENTS
Pre % Impervious = 8%
Post % Impervious = 77%
Rv = 0.05 + 0.9(1)
Rv(pre)= 0.122 infin
Rv(pre)-- 0.747 in/in
Design Rainfall = 3.65 in (1 yr, 24 hr)
Design Runoff (Pre) = 0.445 in
Design Runoff (Post) = 2.727 in
Drainage Area = 3.67 Acres
Design Runoff (Pre) = 5,937 ft'
Design Runoff (Post) = 36,354 ft9
Volume required = 30,416 ft'
Other Impervious Area to be Treated =
0 sf
Other Runoff Depth to be Treated = 3.47 in
Other WQV to be Treated =
0 ft'
Total (including off -site)= 30,416 ft'
3) Pond Drawdown Time
Pond Height above Orifice = 31.00
feet
Orifice Invert Elevation = 29.00
feet
Orifice Diameter (D) = 2.00
inches 0.17 feet
Orifice Area (a) = 0.0218
square feet
Gravitational Constant (g) = 32.2
ft/seC2
Head (H) = 1.92
feet
Driving Head (Ho) = 0.639
feet
Discharge Coefficient (CD) = 0.6
Drawdown rate (0) = 0.084
ofs
Time (t) = 362,254
seconds = 4.19 days
Note:
The above calculation is based on the orifice equation where:
5/26/2016 5:25 PM Pagel of 2

Wet Pond 3 Design
Wet Pond 3 Treatment Volume
Elev
Area (so
Inc Storage (co
Total Storage (co
29.00
14,305
0
0
29.50
16,665
7,734
7,734
31.00
19,430
27,042
34,776
31.50
20,270
9,923
44,700
31.75
21,700
5,245
49,944
Wet Pond 3 Permanent Pool Volume
Elev
Area (so
Inc Storage (co
Total Storage (co
13.00
2,290
0
0
21.00
5,165
29,820
29,820
23.00
6,010
11,175
40,995
28.00
8,400
36,025
77,020
28.50
8,655
4,264
81,284
29.00
9,980
4,659
85,943
Wet Pond 3 - Forebay
Elev
Area (so
Inc Storage (co
Total Storage (co
15.00
130
0
0
21.00
1,250
4,140
4,140
23.00
1,750
3,000
7,140
28.00
3,270
12,550
19,690
28.50
3,435
1,676
21,366
29.00
4,325
1,940
23,306

Project Name: Swansboro
Ballast Pad Design for Detention Basin
Wet Pond 3
Box Width:
72.00 in
Box Length
72.00 in
Barrel Size:
18.00 in
Top of Basin:
31.75 ft.
Inv. Out of Pipe
29.00 ft.
Spillway Height:
0.00 ft.
Top of Riser Elev.
31.00 ft.
29 ft.
Uplift @ Peak Elevation:
Peak Elevation =31.75 ft.
Peak Elevation = 2.75 ft.
Uplift Force= (62.4)(2.75 ft.)(6'6)
Uplift Force= 6177.6 Ibs
Oft. Spillway Height
31.75 ft. Spillway Elev.
j72in.BOX
2.00 � i.�
Volume of Concrete Required to Stabilize Riser:
6177.E Ibs X 1/150 Ibs/ft"3= 41.184 cubic feet
Ballast Pad Dimensions:
Try Volume of: 9 ft. X 9 ft. X 1 ft.
81 cubic feet Ok
81 c.f. n or equal to 41.184 c.f. True
9ft
31.75 ft. Top of Basin
Pad 18 in. RCP
9 ft.
2.75 t.
I
72 in.BOX
Ballast Pad Dimensions: 9 ft. X 9 ft. X 1 ft.
Pad

I
Hydrograph Return Period ReFy AR 1 Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. A 0.5
Hyd. Hydrograph Inflow Peak Outflow (cfs)
Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr I 5-yr 10-yr 25-yr 50-yr 100-yr
1
Dekalb
--
0.000
6.232
--
--
8.737
10.19
11.40
12.87
Pre South
2
Dekalb
---
0.000
2.704
--
----
3.791
4.420
4.946
5.586
Pre North
3
Dekalb
----
0.000
50.99
--
----
66.21
74.64
82.05
90.15
I Post to Pond 1
4
Dekalb
--
0.000
20.36
----
--
26.44
29.81
32.77
36.00
Post to Pond 2
5
Dekalb
--
0.000
19.12
----
----
24.83
27.99
30.77
33.81
Post to Pond 3
6
Dekalb
--
0.000
2.081
---
2.742
3.098
3.401
3.751
Pond Bypass South
7
Dekalb
-
0.000
0.517
--
---
0.672
0.757
0.832
0.915
Pond Bypass North
8
Reservoir
3
0.000
0.473
-----
--
0.559
0.601
0.636
0.671
Out Pond 1
9
Reservoir
4
0.000
0.102
----
--
0.117
0.124
0.130
0.869
Out Pond 2
10
Reservoir
5
0.000
0.098
--
--
0.113
0.120
0.126
0.132
Out Pond 3
11
Combine
6, 8,
0.000
2.553
---
--
3.301
3.699
4.036
4.423
Post Combined South
12
Combine
7, 9, 10,
0.000
0.663
--
----
0.838
0.934
1.017
1.109 I
Post Combined North
Proj. file: H:120131NCC1380787echnicallStormwater1160601 - Stormwater

2
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCADa) Civil 3D®2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Dekalb
6.232
1
225
35,167
---
---
Pre South
2
Dekalb
2.704
1
225
15,261
--
---
--
Pre North
3
Dekalb
50.99
1
25
45,734
--
---
--
Post to Pond 1
4
Dekalb
20.36
1
25
18,264
----
------
--
Post to Pond 2
5
Dekalb
19.12
1
25
17,150
----
----
---
Post to Pond 3
6
Dekalb
2.081
1
50
3,733
-----
----
--
Pond Bypass South
7
Dekalb
0.517
1
25
464
----
- --
--
Pond Bypass North
8
Reservoir
0.473
1
50
37,654
3
29.82
44,999
Out Pond 1
9
Reservoir
0.102
1
50
13,353
4
30.34
18,079
Out Pond 2
10
Reservoir
0.098
1
50
12,633
5
30.01
16,975
Out Pond 3
11
Combine
2.553
1
50
41,387
6,81
----
I
Post Combined South
12
Combine
0.663
1
25
26,450
7, 9, 10,
-
----
Post Combined North
H:120131NCC1380787echnicaftStormwateft 60 114n IWitlzd6%dtVe0onds Desig YVedn gpQ6 / 1 12016

Pond Report
11
rlyaratiow nyarograpns tZension ror AMOUALM GIVII M8 2016 by Autodesk, Inc. v10.5
Wednesday, 06 / 1 / 2016
Pond No. 1 - Pond 1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 29.00 ft
Stage i Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 29.00
51,625
0
0
0.50 29.50
56,180
26,941
26,941
1.00 30.00
58,050
28,553
55,494
2.00 31.00
61,780
59,899
115,393
3.25 32.25
75,585
85,700
201,093
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PriRsrl
[A] [B]
[C] [D]
Rise (in) = 18.00
5.00
Inactive
0.00
Crest Len (ft)
= 24.00 24.00
Inactive 0.00
Span (in) = 18.00
5.00
18.00
0.00
Crest El. (ft)
= 31.00 31.50
30.75 0.00
No. Barrels = 1
1
1
0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert El. (ft) = 29.00
29.00
30.00
0.00
Weir Type
= 1 Rect
Rect --
Length (ft) = 150.00
0.00
0.00
0.00
Multi -Stage
= Yes No
Yes No
Slope (%) . 0.50
0.00
0.00
n/a
N-Value .013
.013
.013
n/a
Orifice Coeff. 0.60
0.60
0.60
0.60
ExfiI.(in/hr)
0.000 (by Contour)
Multi -Stage = n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
1.00
0.00 1
0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (a)
Stage / Discharge
6.00 12.00 18.00 24.00 30.00 36.00 42.00 48.00
Total Q
Elev (ft)
33.00
32.00
31.00
30.00
29.00
54.00 60.00 66.00
Discharge (cfs)

Pond Report
13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by
Autodesk, Inc. v10.5
Wednesday, 06 / 1 / 2016
Pond No. 2 - Pond 2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 29.25 ft
Stage i Storage Ti abie
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft) Total storage (cuft)
0.00 29.25
12,935
0 0
0.50 29.75
16,330
7,299 7,299
1.80 31.05
20,130
23,654 30,953
2.25 31.50
20,950
9,241 40,194
2.50 31.75
22,925
5,482 45,676
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C] [PriRsr]
[A] [B]
[C] [D]
Rise (in) = 15.00
2.00
0.00 0.00
Crest Len (ft) = 24.00 15.00
0.00 0.00
Span (in) = 15.00
2.00
0.00 0.00
Crest El. (ft) = 31.05 31.25
0.00 0.00
No. Barrels = 1
1
0 0
Weir Coeff. = 3.33 3.33
3.33 3.33
Invert El. (ft) = 29.25
29.25
0.00 0.00
Weir Type = 1 Rect
Length (ft) = 240.00
0.00
0.00 0.00
Multistage = Yes No
No No
Slope (%) = 0.60
0.00
0.00 n/a
N-Value = .013
.013
.013 n/a
Orifice Coeff. = 0.60
0.60
0.60 0.60
Exfil.(in/hr) = 0.000 (by Contour)
Multi -Stage = n/a
Yes
No No
TW Elev. (ft) = 0.00
Note: CulverttOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
3.00
2.00
1.00
0.00
0.00
Stage / Discharge
2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00
Total Q
Elev (ft)
32.25
31.25
'An 9a
29.25
22.00 24.00
Discharge (cfs)

Pond Report
15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. A 0.5
Wednesday, 0611 / 2016
Pond No. 3 - Pond 3
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 29.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult) Total storage (cult)
0.00 29.00
14,305
0 0
0.50 29.50
16,665
7,734 7,734
2.00 31.00
19,430
27,042 34,776
2.50 31.50
20,270
9,923 44,700
2.75 31.75
21,700
5,245 49,944
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C] [PrfRsrl
[A] [133
[C] [D]
Rise (in) = 18.00
2.00
0.00 0.00
Crest Len (ft) = 24.00 Inactive
100.00 0.00
Span (In) = 18.00
2.00
0.00 0.00
Crest El. (ft) = 31.00 30.70
31.50 0.00
No. Barrels = 1
1
0 0
Weir Coeff. = 3.33 3.33
3.33 3.33
Invert El. (ft) = 29.00
29.00
0.00 0.00
Weir Type = 1 Rect
Rect ---
Length (ft) = 375.00
0.00
0.00 0.00
Multi -Stage = Yes Yes
No No
Slope (%) = 0.65
0.00
0.00 n/a
N-Value = .013
.013
.013 n/a
Orifice Coeff. = 0.60
0.60
0.60 0.60
Exfll.(In/hr) = 0.000 (by Contour)
Multi -Stage = n/a
Yes
No No
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outFlows are analyzed under inlet (Ic) and outlet (ac) control. Weir risers checked farorifice
conditions (ic) and submergence (a).
Stage (it)
3.00
2.00
1.00
0.00
0.00
Stage / Discharge
5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Total Q
Elev (ft)
32.00
31.00
30.00
29.00
55.00
Discharge (cfs)

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc. A 0.5 Wednesday, 06 11 / 2016
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Ym)
E
D
E
(NIA)
1
0.0000
0.0000
0.0000
---
2
86.6430
12.8000
0.8789
-----
3
0.0000
0.0000
0.0000
------
5
0.0000
0.0000
0.0000
----
10
88.8151
12.4000
0.8031
---
25
78.2208
11.0000
0.7384
---
50
71.0036
9.7000
0.6904
--
100
69.6549
9.2000
0.6567
- -
File name: SWansbom.IDF
Intensity = B / (Tc + D)^E
Return
Period
Intensity Values (Inlhr)
(Yrs)
6 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
6.90
5.55
4.66
4.03
3.56
3.19
2.89
2.65
2.45
2.28
2.13
2.00
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
8.96
7.31
6.22
5.44
4.84
4.38
4.00
3.69
3.43
3.21
3.02
2.85
25
10.10
8.26
7.05
6.20
5.55
5.04
4.63
4.29
4.00
3.76
3.55
3.36
50
11.10
9.07
7.76
6.83
6.13
5.59
5.15
4.79
4.48
4.22
3.99
3.79
100
12.20
10.00
8.59
7.60
6.85
6.26
5.79
5.39
6.06
4.78
4.53
4.31
Tc = time in minutes. Values may exceed 60.
Prorin file na- w-yin19\AIrr14Qn7avr-k.J...Jnc.............._.Jc
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
0.00
10-yr
6.86
26-yr
8.53
50-yr
9.98
100-yr
11.60
SCS 24-hour
3.65
4.44
0.00
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

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IrA12016 Precipitation FrequencyData Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Swainsboro, North Carolina, US*
1 Latitude: 34.70060, Longitude:-77.14961
` Elevation: 31 ft
* source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M Yeiea, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabula I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration� Average recurrence interval (years)
L- e.L-5� 10 25 L-J 100 200 500 1000
OA89 0575 0.663 `j 0.747 0.843 0.921 0.996 1.07 1.17 1.25
5frtin �F(O.L53�2-0.623) (_i���
(0.452-0.5310.612-0.718 0.687-0.809) (0.771-0.911) (0.840-0.996) (0.905-1.08)
10-min 0.781 0.819 1.06 1.19 7.34 1A7 1.58 1.70 185 1.98
(0.722-0.848) (0.850-0.996j (0.980-1.15) (1.10g1.29) (1.23�1.45) (1 34-1.59) (1.44-1.72) (i.53 1,84) (1.65-2.01) (1.75-2.1
15-min 0.976 f 1.16 1.34 1.51 1.70 V 1.86 2.00 2.15 2.33 2.48
(0.902 1.06) ,! (1.07-125) (1.24-1.45) (1.39-1.64) (1.56-1.84) (1.69-2.01) (1.82-2.17) (1.93-2.33) (2.08-2.53) (2.19-2.7
30-min 1.34 1.60 1.91 2.19 2.52 2.80 3.06 3.34 3.70 p
(1.241.45) (1,48-1.73) (1.76-2.07) (2.01-2.37) (2.31-2.73) (2.55-3.02} (2.78-3.32) (3.01 3.62) (3.31-4.03) (3.55 4.3
60inin 1.67 2.00 2AS , 2.85 3.36 3.79 4.22 4.68 5.31 5.86
(1.54-1.81) (1.85-2.17) (2.26-2.65) I (2.62-3.09) (3.07-3.63) (3.46-4.10) (3.83-4.57) (4.22-5.08)
2.04 2A7 3.09 3.67 4A5 5.13 5.85 6.63 7.73 8.70
i 2�r (1.87-2.23) (2.27-2.69) (2.83-3.37) 1 (3.36-4.00) (4.04-4.84) (4,64-5.58) (5.26-6.36) (5.92-7.21) (6.83.8.43) (7.63-9.5
2.20 2.66 3.35 4.01 4.92 5.74 6.62 7.59 9.00 10.3
3-itr ������� 2
(2.02-2.43) (2.44-2.93) (3.07-3.69) i (3.66-4.41) (4.46-5.39) (5.17-6.29) (5.91-7.24) (6.72-8.30) (7.87-9.87) (889-if.;
6-hr 2.67 3.24 4.08 I 4.90 6.03 7.05 8.16 9.38 112 F 1-2.8
(2.44-2.98) (2.95 3.60) (3.70 4.54LJ (4.43 5.44) (5.42 6.67) (6.29 7.80) (7.22 9.01) (8.22-10.4) (9.66-12.3} (10.9 14:
12-hr 3.83 ai5.85 7.25 8.53 1 9.93 11.513s8(2.86-3.55) (3.46-4.29} (4e37_5.44) (5.25 6.55) (6.45 8.09) -16.0
.0....'(.-5.) (13.4-17.1
3.85 4A4 6.75 6.86 8.53 9.98 11.6 13A 16.1 18.5
244tr (3.34 4.05) (4.066-4.93) _, (5.24-6.36) I (6.23-7.58) (7.67-9.40) (8.90-11.0) (10.2-12.8) (11.7-14.8) (13.8-17.8) (15.6-20.1
4.25 5.15 2slay �(3.87-4.72) (4.68 5.72) , 6.62
7.88 11.5 F 1-3.3 15A 18.6 21 A(5.99 7.35) (7.10 8.73) (8.75 10.8) (10.2 12.7) 01.7-14.8) (13.3 17.1) (15.8 20.8) (17.8 24.0
4.51 IF 5A6 6.98 B.26 10.2 11.8 13.6 15.7 18.8 21.5
3{lay (4.11-4.99) (4. 8-6.04) (6.34-7.72) (7.48-9.13) (9.14-11.2) (10.5-13.0) (12.0-15.1) (13.7-17.4) (16.1-20.9) (18.1-24.1
4�iay 4.78 �I 5.78 7.34 8.65 10.6 _ 12.2 14.0 15.9 19.D 21.6
(4.36-5.26) L
5.28 6.38) (6.69 8.09) (7.86 9.52) (9.53 11.6) (10.9 13.4) (12.4-15.4) (14.0-17.6) (164 21.1} (18.4-24.2
77g 5.54 6.67 11 8.39 9.82�_ 15A 17.5 20A 22.8(5.09-6.06) (6.13-7.31 (7.69-9.18) (8.97-10.7) (10.8-13.0) (12314.9)I
(13.8-16.9) (15.5-19.2) (17.8-22.5) (19.6-25.4
10{lay 6.22 7A5 9.23 i 10.7 12.8 14.6 16.5 18.5 21.5 23 9
(5.72-6.79) (6.86-8.14) (8.49-10.1) (9.81-11.7) (11.7-14.0) (13.2-15.9) 1 (14.8-18.0) 06.5-20.3) (18.8-23.7) (20.7-26.5
20�1a 8.30 9.88 12.0 13.8 16.3 18.3 20.5 22 8 26.0 28.6
y (7.71-8.97) (9.19-10.7) (11.2-13.0)J (12.8-14.9) (15.D-17.6) (16.819.8) 08.6-22.2) (20.5-24.8) (23.1-28.4) (25.1-311.5'
30�a 10.2 12.1 14.6 16.5 19.3 21.4 23.7 26.0 29.1 31A
y (9.53-11.0) (11.3-13.0) (13.6-15.7) (15.4-17.8) (17.9.20.7) (19.8-23.0) (21.7-25.5) (23.7-28.1) (26.3-31.8) (28.3-34.5,
45-day 12.7 15.1 18.0 20.4 23.7 26A 29.2 32.1 36.1 1 39A
(11.9-13.7) (14.1-1B.2) (16.8 f9.3} (19.0.21.9) (22.0-25.5) (24.4.28.4) (26.8-31.5) . (29.2-34.7) (32.5-39.3) (35.0-43.0j
15.5 18.3 21 Z Ir-24,1 27.7 30.5 33-3 36.1 40.0�=(38.7�
60-day (14.5-16.5) (17.1-19.5) (20.2-23.0) (22.6-25.8) (25.8-29.6) (28.3-32.6) (30.8-35.6) (33.2-38.Bj (36.4-432)
Precipitation frequency (PF) estimates Iri this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at low er and upper bounds of the 90% confidence interval. The probabifity that precipitation frequency
estimates (for a given duration and average recurrence interval) w ill be greater than the upper bound (or less than the lower bound) is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PAP) estimates and may be higher than currently vaid PMP values.
I Please refer to NOAA Atlas 14 document for more information.
http://hdsc.nws.noaa.g ow'hdsc/pfds/pfds�xinipag a.hbA'.Iat=34.7006&iort=-77.1496&data=depth&units=eng lish&series=pds 1/4

1/26/2016 Precipitation Frequency Data Sener
,, NOAA Atlas 14, Volume 2, Version 3�,
Location name: Swansboro, North Carolina, US*
Latitude: 34.70061, Longitude:-77.1496° IN
Elevation: 31 ftk ,
* source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
RM. Ronnin, D. Martin, B. Lin, T. Parzybok M.Yelda, and D. Ri!ey
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular i PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches{hour)1
Average
recurrence interval
(years)
Duration ���-,:----,
I
10 25
50
100
1 2001000
I 5.87 6.�90 11
7.996
8.96 10.7
11.7
f 12.0
2 15.0
I 5-rrlin _
(5.46.37) ! (6.38-7.48)
(7.34-8.62)
8.24-9.71) (9.25-10.9
! (10.1_12.0
El.(13.3-16.4)
4.69 5.51
10-fnin (4.33 5.09) (5.10-5.98) ;
6.37
(5.88-6.90) ,
7.16 8.06
(6.59-7.76) (7.37-8.71)
8.80
i (8.02-9.52)
9.50
1 (8.62-10.3)
10.2 11.1 118
(9.19-11.11) (9.91-12.1) (10.5-12.9)
3 90 4.62
5.38
6.04 6.81
7A3
8.00
i
8.58 9 31 9.92
15-mini (3.61-4.24) (4.28-5.01) j
(4.96-5.82)
1 (5. 6-6.54) (6.237:
(6.77-8.03)
1 (7.27-8.67)
I
(7.73-9.30) (8.78-1U•8) i
30-min 2.68 3.19
(2.47-2.91) (2.95-3.46)
3.82
(3:52 4.13)
438 5.04
(4.03-4.74) (4.62-5.45)
5.59
(5.10-6.05)
6.13
(5.57-6.64)
6.68 7A1 r 8.03
(6.02-7.24) 1 !
167 2.00 I
2A5
.
2.85 3.36
3.79
422
(6.61-8.05) (7.11-8.75)
4.68 5.31 1
60-min
(1.54 1.81) (1.85 2.17) i
(2.26 2.65)
(2.62-3.09) (3.07-3.63)
(3.46-4.10)
(3.83-4.57)
5.86 !
(4.22- ) (4.74-5.78) (5.19 6.39) t
1.02 1.23
1.54
1 84 2.22
2.57
2.92
3.31
2-hr
3.86 4.35
(1.13-1.35) i
(1.42-1.69)
(1.68-2.00) (2.02-2.42)
(2.32-2.79)
(2.63.3.18)
(2.96-3.60) (3.41-4.21) ! (3.81-4.76)=1(0.934-1.11)
0 733 0.887((
1.121.341.64
1.91
220
2.533.00
(0.671-0.809) (0.814-0.976)(
(1.02-1.23)
(1.22-1.47) (1.49-1.80)
(1.72-2.09)
(1.97-2.41)
3.42
(2.24-2.77) (2.62-3.29} I (2.96.3.76) !
IIf 0 40.541
47
0.682
0.818 1.01
1.18
1.36
1.57 1.87
6�tr
2.14
(0.407-0.497) (0.492-0.601)
(0.619-0.758)
(0.740-0.908) (0.904-1.11)
1 (1.05-1.30)
(121-1.50)
(1.37-1.73} 11 (1.61-2.06) ;: (1.83.2.37)
0262 IF0.3'17jF
12-hr
OA03 IFOA86
IF 0.601
0.708
0.824
0.955 1.15 I 1.33
(0.237-0.294) (0.287-0.356)
(0.363-OA51)
(0.436-0.544) (0.535 0.671)
(0.625-0.788)
(0.721-0.9l
(0.826-1.O6J (0.978 1.28} { (1.1
24-hr 0.152 0.185
(0.139-0.169)1(0.169-0.205)
0240
(0.218-0.265)
0.286 0.355
(0.259-0.316) (0.320-0.392)
OA76
(0.371-0.458)
0A83
(0.426-0.532)
0.558 0.671 IF 0.769
(0.486-0.615} (0.574-0.743)(0.648-0.856)
2�day 0.089 0.107
0.138
0.164 0204 i
0.239
0277
0.321 0.387 I 0.445
(0.08.1 0.098)1(0.097-0.119)
(0.125-0.153)
(0.148-0.182) (0.182-0.226)
(0.212-0.264)
(0.243-0.308)
(0.278-0.357) (0.329 0.433)I (0.371-0.501)
0.063 0.776
i 3�sy (0.057-0.069) (0.069.0.084)i
--
OA97
(0.088-0.107)
0.115 0.141
0.104-0.127) (0.127-0.156)
0.164
(0.146-0.181)
0.190
(0.167-0.209)
0.218 0.261 0.298
(0.190-0.241) (0.223-0.291) (0.251-0.335)
(0.045-0.055) (0.055-0.066)
0
(0.07-0.084)0.08-0.9)
0.090 0.110
(0.099.0.121)
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.
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0.166 iI0.198
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0.050
0.058 0.077
0.081
0.092
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0.104 ! 0.121 '0.136 1I
(0.030-0.036) (0.036-0.043)i(0.046-0.055)
(0.053-0.064) (0.064-0.077)
(0.073-0.088)
(0.082-0.101)`(0.092-0.114)!(D.106-0:1
I(D.117-0.151)`
10-da 0.026 0.031 ;
(0.024-0.028) (0.029-0.034)I(0.035-0.042)
0.038
0.045 0.053
0.061
0.069
0.077 0.089 0.100
(0.041-0.049) (0.049-0.058)
(0.055 0.066)
(0.062-0.075)
(0.069 0.085) (0.079-0.099) (0.086-0.110)I
0.017 0.021
=20(0.016-0.019)
0.025
OA29 0,034
0.038
0743
0.060
0.047 =(0.04�0.059)
(0.019-0.022)
(0.023-0.027)`
(0.027-0.031) (0.031-0.037)
(0_035v0.041)I
(0.039 0.046)p
(0.043-0.052) (0.052-0.066)
0.014 0.017
0.020
0.023 0.027
0.030
OA33
0.036 0.040 0.044
30�1ay (0.013-0.015)r (0.016-0.018)`
(0.019-0.022)
(0.021-0.025) (O.D25-0.029))
(0.027-0.032)
(0.030-0.035)
(0*13-0.039)j (0.036-0.044) (0.039-0.048)
0.012 0.014
(0.013-0.015)
0.017
(0.016-O.D1s)
0.0197F
.019 0.022
(0.018 0.020) (0.020 0.024)
0.024
(0.023-0.026)
OA27
(0.025-0.029)1`(0.02
0.030 =OnO3-23:; 0.036(0.011-0.013)
0.011 0.013
0.015
0.017 0.019
0.021
OA23
(0.032-0.040)
0.025 0.028 ( 0.030
BOiiay i
(0.010-0.011)I(0.012 0.014)
(0.014-0.o16}
(0.016-0.018)(0.018 0.021}
(0.020-0.023)
(0.021-0.025}
(0.023-0.027)(0.025 0.030) (0.027-0.032)
Precipitation frequency (PF) estimates In this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at low or and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the low er bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid FMPvalues.
lease refer to NOAA Atlas 14 document for more information.
ft,- LI toTci
httpJ/hdsc.nws.nose.godldsc/pfds/pfds_.printpage.M.n:71 34.7006&lor-77.1495&data=intensity&units=english&series=pds 1/4

Hydrologic Soil Group—Onslow County, North Carolina
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Map projed9on: Web Mercator Gxnerc=dinahs: WG584 Bdgebcs: UfM Zone 18N WGS84
Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
--T— 34' 41' 4T N
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3
2/5/2016
Page 1 of 4

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Hydrologic Soil Group—Onslow County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit— Onslow County, North Carolina (NC133)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AO1
BaB
Baymeade fine sand, 0 to
6 percent slopes
A
10.3
8.4%
Ln
Leon fine sand
AID
7.9
6.4%
NoB
Norfolk loamy fine sand,
2 to 6 percent slopes
A
5.3
4.3%
On
Onslow loamy fine sand
A
99.5
80.4%
Re
Rains fine sandy loam, 0
to 2 percent slopes,
Atlantic Coast
Flatwoods
B/D
0.7
0.6%
Totals for Area of Interest
123.7
100.0%
USDA Natural Resources Web Soil Survey 2/5/2016
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Onslow County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 2/5/2016
Conservation Service National Cooperative Soil Survey Page 4 of 4

June 6, 2014
Bohler Engineering
800 West Hill Street, Suite 101
Charlotte, North Carolina 28209
Attention: Mr. Chris Capellini, F.E.
ccaoellini()bohleren¢.com
Reference: Report for Additional Soil Evaluation / Seasonal Nigh Water Table
(SHWT) Estimation for Stormwater Best Management Practices
(BUT's)
Proposed Walmart Store #7179-00
Hwy 24 (West Corbett Avenue)
Swansboro, Onslow County North Carolina
S&ME Project No. 1051-13-378G
Dear Mr. Capellini:
S&ME, Inc. (S&ME) has conducted a soil evaluation including Seasonal High Water
Table (SHWT) estimation in general accordance with S&ME Proposal P231-13E dated
November 11, 2013. Our evaluation was conducted to provide information for the design
of an appropriate stormwater Best Management Practice (BMP) device and a Stormwater
Management Permit Application to the North Carolina Department of Environment and
Natural Resources (NCDENR) — Division of Energy, Minerals, & Land Resources
(DEMI-R). A soil scientist evaluated the soil conditions within the proposed stormwater
BMP areas.
PROjEGT BACKGROUND
We understand that a Walmart Neighborhood Market (Store No. 7179-00) is planned for
construction southwest of the intersection of Hwy 24 and Hammock Beach Road, in
Swansboro, Onslow County, North Carolina. The original site plan for the proposed
development included a Walmart building, associated paved parking and access drive
(primarily north of the proposed building), and a stormwater pond along the southern
property boundary .S&ME conducted a stormwater soil evaluation in the wet detention
pond area depicted in the original site plan in general accordance with S&ME Proposal
P231-13E dated November 11, 2013 and issued stormwater soil evaluation report and
map dated April 7, 2014. The most current site plan depicts additional stnrmwater BNE''s
for evaluation including three proposed bioretention areas.
SWE, INC.13201 Spring Forest Road / Raleigh, NC27616/pglg.872,226Of919.790.8909/www.smeinc.cofn

Soil Evaluation for Stormwater BMP SWE Project No.1051-13-378G
Walmart Store, Hwy 24, Swansboro, North Carolina June 6, 2014
As a result of the proposed construction and associated impervious surface, a stormwater
BMP is required to treat stormwater generated from the site to comply with State
stormwater management requirements. Use of stormwater BMP's are subject to the
suitability of site soils and regulatory approval. Regulatory guidance on requirements for
permitting of stormwater BMP's are provided in the DEMLR Stormwater BMP Manual
(NCDENR-SW-BMP), dated July 2007 (Revised September, 2009). There are three
additional bioretention areas proposed as depicted on the attached Stormwater Soil
Evaluation Map (Figure 1).
FINDINGS
The soil evaluation was performed with hand auger borings at three locations (B-1
through B-3) within the proposed bioretention areas as shown on the attached Figure 1.
Our evaluation consisted of identifying and recording the soil morphological conditions at
these locations in order to develop soil profile descriptions, which are also shown on the
attached Figure 1.
Permeability/Hydraulic Conductivity Estimation
Under current DEMLR requirements for various stormwater devices, the in -situ soil
permeability/conductivity is an important design factor. Therefore, the soil profile
descriptions on the attached Figure 1 show the soil morphological conditions including
texture, estimated United States Department of Agriculture (USDA) permeability and
estimated USDA hydraulic conductivity (Ksat) for the different soil horizons found on -
site.
In the area of Boring Location B-1 within the proposed bioretention area, the soil surface
layer consisted of loamy sand material which has an estimated USDA permeability range
of 6 to 20 inches/hour and USDA estimated Ksat of >14 inches per hour. The underlying
soil material to a depth of 48+ inches consisted of sandy clay loam which has an
estimated USDA permeability range of 0.6 to 2 inches/hour and USDA estimated Ksat
range of 0.14 to 1.4 inches per hour and sandy loam which has an estimated USDA
permeability range of 2 to 6 inches/hour and USDA estimated Ksat range of 1.4 to 14
inches per hour.
In the area of Boring Location B-2 within the proposed bioretention area, the soil surface
layer consisted of loamy said material which has an estimated USDA permeability range
of 6 to 20 inches/liour and USDA estimated Ksat of>14 inches per hour. The underlying
soil material to a depth of 48+ inches consisted of sandy clay loam which has an
estimated USDA permeability range of 0.6 to 2 inches/hour and USDA estimated Ksat
range of 0.14 to 1.4 inches per hour and sandy clay which has an estimated USDA
permeability range of 0.06 to 0.2 inches/hour and USDA estimated Ksat range of 0.014 to
0.14 inches per hour.
701

Soil Evaluation for Stormwater BMP S&ME Project No. 1051-13-378G
Walmart Store, Hwy 24, Swanaboro, North Carolina June 6, 2014
In the area of Boring Location B-3 within the proposed bioretention area, the soil surface
layer consisted of loamy sand material which has an estimated USDA permeability range
of 6 to 20 inches/hour and USDA estimated Ksat of>14 inches per hour and sandy loam
which has an estimated USDA permeability range of 2 to 6 inches/hour and USDA
estimated Ksat range of 1.4 to 14 inches per hour. The underlying soil material to a depth
of 48+ inches consisted of sandy clay loam which has an estimated USDA permeability
range of 0.6 to 2 inches/hour and USDA estimated Ksat range of 0.14 to 1.4 inches per
hour, sandy clay which has an estimated USDA permeability range of 0.06 to 0.2
inches/hour and USDA estimated Ksat range of 0.014 to 0.14 inches per hour, and sandy
loam which has an estimated USDA permeability range of 2 to 6 inches/hour and USDA
estimated Ksat range of 1.4 to 14 inches per hour.
Please refer to the enclosed map and soil profile descriptions, for more information.
These estimates were obtained from one or more of the following: Onslow County Soil
Survey "Physical & Chemical Properties of the Soil - Permeability"; and/or USDA-
NRCS (United States Department of Agriculture - Natural Resource Conservation
Service) official series description, and/or "NRCS Field Book for Describing & Sampling
Soils" the permeability estimates were converted to conductivity on the profile
description tables.
SHWT Estimation and OWT Measurement
Under current DEMLR regulations, the depth of various stormwater BMP devices from
the SHWT is an important design consideration. For example, current regulations for
bioretention areas require that bottom of the planting media be at least 2 foot from the
SHWT. Therefore, S&ME evaluated the SHWT by advancing hand auger borings and
evaluating the soil for evidence of SHWT influence. This evaluation involved looking at
the actual moisture content in the soil and observing the matrix and mottle colors.
Depending on the soil texture, the soil color will indicate processes that are driven by
SHWT fluctuations, such as iron reduction and oxidation and organic matter staining. See
Table 1 below and the soil profile descriptions on Figure 1 for the estimated SHWT
depths based on soil color.
In addition, S&ME recorded the observed water table (OWT) level below existing ground
level (EGL) at each indicated hand auger boring location if applicable. The OWT was
measured as the static water level in each of the temporary hand auger boring locations. It
should be noted that the static water level/OWT measured in the auger holes is a
measurement of the water table at that moment and does not represent an average water
level or the highest point at which the water table may rise to. Furthermore, it is expected
that groundwater elevations in the study area will likely be influenced by factors such as
precipitation and proximity to surface water discharge/recharge features.
See Table 1 below and the attached soil profile descriptions for the estimated SHWT
depths based on soil color and measured OWT depths.
3

Soil Evaluation for Stormwater BMP S&ME Project No. 1051-13-378G
Walmart Store, Hwy 24, Swansboro, North Carolina June 6, 2014
Table 1: SHWT & OWT Information
Boring
Location
SHWT
Inches below EGt.
OWT
(inches below EGL)
B-1
34
>48
B-2
32
>48
B-3
24
>48
CONCLUSION
The NCDENR SW-BMP Manual requires that the bottom of the planting media of a
bioretention area be greater than 2 feet from the SHWT.
In the proposed bioretention area represented by Boring Location B-1 the SHWT
estimation was to 34 inches below the EGL, and therefore the planting media should be
no more than 10 inches below EGL.
In the proposed bioretention area represented by Boring Location B-2 the SHWT
estimation was to 32 inches below the EGL, and therefore the planting media should be
no more than 8 inches below EGL.
In the proposed bioretention area represented by Boring Location B-3 the SHWT
estimation was to 24 inches below the EGL, and therefore the planting media should be
no deeper than the EGL.
Also, based on the NCDENR-SW-BMP Manual, underdrains will most likely be needed
at the three bioretention areas since the estimated conductivity in some of the soil
horizons is less than the 2 inches per hour threshold.
LIMIT4TTiO N-
s Data only from hand auger borings, where performed, and conditions may vary in
other areas.
4

Soil Evaluation for Stormwater BMP SAME Project No. 1051-13-378G
Waimart Store, Hwy 24, Swansboro, North Carolina June B, 2014
CLOSING
S&ME appreciates the opportunity to provide these services to you. If you have any
questions, please contact us.
Sincerely,
S&ME,
Walter Cole, L.S.S.
Environmental Scientist
[phone]
[e-mail]
Rob Willcox, L.S.S.
Natural Resources Team Leader
Attachments: Figure 1: Stormwater Soil Evaluation Map
SAProjects11051-13-378GXSwansboro WalmarNtepoftl tormwatsr Soil Evaluation.doc
5

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PROJECT: Walmart Swansbora
Swansboro, NC
BORING LOG SP- 4
SWE Project No.1051-13-37BG
DATE DRILLED: 313114
ELEVATION: 32.5 ft
NOTES: Boring location is approximate.
"Temporary PVC standpipe installed.
*`Bag sample 1-5'
DRILL RIG: CME 55OX
BORING DEPTH: 1&0 ft
DRILLER: R. Norwood
WATER LEVEL: 7' ATD, 2.T 24 hr
NORTHING: 350474 FASTING: 2555612
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon I
DRILLING
METHOD:
31/4" H.S.A.
x
=
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BLOW COUNT
/ CORE DATA
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STANDARD PENATION TEST DATA
w
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MATERIAL DESCRIPTION
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TOPSOIL (4 inches)
COASTAL PLAIN: CLAYEY SAND (SC)
loose, gray, fine, moist
=
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COASTAL PLAIN• CLAYEY SAND (,Cl
very loose, dark gray, fine to medium, wet
2
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COASTAL PLAIN: CLAYEY SAND (SC)
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medium dense, tan, fine to medium, wet
5
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Boring terminated at 15 ft
i
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1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
2 BORING SAMPLING AND PENETRATION TEST DATA /N GENERAL
ACCOR6 NCE WITH AST M D-1586.
1 STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL /S AT TIME OF EXPLORATION AND WILL VARY.
Page 1 of 1
JS&ME

,A
T3OHLER ENGINEERING NC, PLLC
1,927 South Tryon Street Suite 310, Charlotte, NC 28203
Professional Engineering Services Telephone: [phone] Fax: [phone]
VIA: FedEx Delivery
TO: NCDEQ
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
ATTN: Linda Lewis - Express
LETTER OF TRANSMITTAL
RE: 47179-00 Walmart Supercenter
Express Stormwater Management Permit
SW# - SW8 160501
Swansboro, NC
DATE: June 2, 2016
JOB NO: NCC138078
WE ARE SENDING YOU ❑ Shop drawings ❑ Copy of letter ®Attached ❑ Prints ❑ Change order
These Are Transmitted:
REMARKS:
COPIES
Plans
Storm Report
Comment Response Letter
❑ For approval ❑For your use
® For review and comment ❑Approved as submitted
❑ Returned for corrections
ECEIVE
JUN 0 3 2016
BY:
❑As requested
❑Approved as noted
We have revised the plans, calculations, and supplements per the previous comments. If you have any questions or
require additional information, please do not hesitate to contact this office at [phone].
COPY TO: SIGNED:
Michael Theberge, P.E.

nA
113- 0 L E
ENGINEERING -sC, P L:LC
Date: June 2, 2016
NCDENR
127 Cardinal Drive Extension
Wilmington, NC 28405
Attention: Linda Lewis
1927 South Tryon St., Sulte 310
Chadotte, NC 28203
PHONE [phone]
Re: #7179-000 Walmart Swansboro
Express Stormwater Management
Permit
Swansboro, NC
Onslow County
BE# NCC137078 E�E1V�
SW# SW8 160501
Linda,
JuN o � 20%
Bohler Engineering is pleased to resubmit on behalf of Wal-Mart, the revised Express State water
Management Permit Application for the #7179-000 Walmart Supercenter located in Swansboro, NC. The
following is our comment response letter addressing comments received from your office dated May 20,
2016. Each comment is addressed and responded to as follows:
Reauest for Additional Information:
Comment la: There are still a number of inconsistencies between the supplement forms and the
calculations, summarized below. Please ensure the information is listed consistently and
accurately between the application documents.
Response la: We have reviewed all supplement, application, calculation, and plan sheets to ensure
consistency and accuracy between the items noted.
Comment lb: It appears that the offsite drainage area accounted for in Pond #1 is associated with the
additional built -upon area for the public road improvements in West Corbett Avenue and
Hammocks Beach Road, however, the runoff from these improvements is NOT being
directed to Pond #1 for treatment. Why would you size the pond to treat runoff from an
area that really does not drain to it?
Response lb: Per previous direction from Christine Hall in the preliminary meetings, the off -site
drainage area and additional treatment to be provided in Wet Pond 1 is acceptable.
Comment lc: The on -site and offsite drainage areas are added together and the associated on -site and
offsite built -upon areas are added together when calculating percent impervious, the
SA/DA ratios and the minimum required surface areas and volumes in a wet detention
pond. It is not recommended to compute these values independently for the on -site DA
and the offsite DA and then add them together.
Response lc: As shown in the calculations and supplements, the off -site drainage area is included
in the overall drainage area for simplification, clarity, and to minimize the risk of
making mistakes.
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BOHLk
F. !v f; t'•, E: £ C: 1 cE E
Walmart Supercenter #7179
Swansboro, NC
June 2, 2016
Page 2 of 2
Comment Id: The "provided" surface areas and volumes (permanent pool, temporary pool and
forebay), within the forebay itself are counted toward the minimum requirements.
Response Id: The calculations for the permanent and temporary pool surface areas and volumes
provided include both the main pool and forebay(s), as described.
Comment le: For each pond, the HydraFlow report shows different contour areas for permanent pool
and temporary pool than the supplement reports. The worst case is for Pond #3 where the
HydarFlow report has a permanent pool surface area of 14,300 sf, but the supplement
lists 18,365 sf. Smaller discrepancies are shown for Ponds 1 and 2.
Response le: The Hydraflow values have been updated to match the appropriate permanent and
temporary pool surface area and volumes. This includes some changes to the stage -
storage information provided in the wet pond calculations as well, to match the
Hydraflow values.
Comment lf: Please provide details (cut section views) for the secondary BMPs. If these have already
been provided, please indicate which sheet number I can find them on.
Response If: A detail for the infiltration trenches, with a cross-section and design information,
are provided on Sheet D-1. A detail for the level spreader/vegetative filter is
provided on Sheet D-3. More detailed plan views are provided on the Secondary
Treatment BMP Exhibit, located after the Post Development Drainage Areas sheet
(DA-2).
Comment 2: 15A NCAC 02H.1003(g)(7) and (9): It is still not clear from the consultant's response
letter if the outparcels are part of the property being purchased by Walmart. Wal-Mart
Real Estate Business Trust has provided a signed proposed deed restrictions and
protective covenants agreement. However, the site plan appears to indicate that
Swansboro Investors LLC is (or will be) the owner of the outparcels. Please clarify if the
outparcels are a part of the property being purchased by Wal-Mart Real Estate Business
Trust.
Response 2: Wal-Mart Real Estate Business Trust plans to purchase the outparcels (which have
already been platted and recorded), in addition to the main parcel associated with
this project.
If you have any questions or require additional information, please do not hesitate to contact this office at
[phone].
Sincerely,
49ao=��
Michael Theberge, P.E.
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Lewis,Linda
From:
Lewis,Linda
Sent:
Friday, May 20, 2016 3.49 PM
To:
'[e-mail]'
Cc:
'[e-mail]'; Scott, Georgette
Subject.
Waimart Swansboro 2016 05 addinfo_2 160501
Attachments:
2016 05 addinfo_2 160501.pdf
Attached please find the second round of review comments. Christine Hail is out on vacation, and my
supervisor asked me to take a look at the information.
Linda Lewis, E.1.
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Department of Environmental Quality
910-796-7215 Office
Iinda.lewis(ZD-ncdenr.gov
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28403
NZ. ---
"Nothing Compares
Fr ai! to 'this a is- c` I
i_UVV 3,'7d' rya= be L,1..��� � .�,� flrirJ

May 20, 2016
Barri Tulgetske, Director of Project Management and Design
Wal-Mart Real Estate Business Trust
2001 SE 10"' St, Mail Stop 0550
Bentonville, AR 72716
Subject: Request for Additional Information
Stormwater Project No. SW8160501
Walmart Supercenter Swansboro
Onslow County
Dear Ms. Tulgetske:
The Wilmington Regional Office received previously requested additional information regarding the
Express State Stormwater Management Permit Application for Walmart Supercenter Swansboro on May
19, 2016. A preliminary in-depth review of that additional information has determined that the
application is still not complete. The following information is needed to continue the stormwater review:
1. 15A NCAC 0211.1003(g)(7): Provide technical information showingfinal numbers, calculations;
assumptions, drawings and procedures associated with the stormwater management measures
including but not limited to: Built -upon area, runoff coefficients, runoff volume, runoff depth,
flow routing, inlet and outlet configuration (if applicable), and other applicable information as
specified.
a. There are still a number of inconsistencies between the supplement forms and the
calculations, summarized below. Please ensure the information is listed consistently and
accurately between the application documents.
b. It appears that the offsite drainage area accounted for in Pond #1 is associated with the
additional built -upon area for the public road improvements in West Corbett Avenue and
Hammocks Beach Road, however, the runoff from these improvements is NOT being
directed to Pond #1 for treatment. Why would you size the pond to treat runoff from an
area that really does not drain to it?
c. The on -site and offsite drainage areas are added together and the associated on -site and
offsite built -upon areas are added together when calculating percent impervious, the
SA/DA ratios and the minimum required surface areas and volumes in a wet detention
pond. It is not recommended to compute these values independently for the on -site DA
and the offsite DA and then add them together.
d. The "provided" surface areas and volumes (permanent pool, temporary pool and
forebay), within the forebay itself are counted toward the minimum requirements.
e. For each pond, the HydraFlow report shows different contour areas for permanent pool
and temporary pool than the supplement reports. The worst case is for Pond #3 where the
HydarFlow report has a permanent pool surface area of 14,300 sf, but the supplement
lists 18,365 sf. Smaller discrepancies are shown for Ponds 1 and 2.
f. Please provide details (cut section views) for the secondary BMPs. If these have already
been provided, please indicate which sheet number I can find them on.
2. 15A NCAC 02H. 1003 (g)(7) and (9): It is still not clear from the consultant's response letter if
the outparcels are part of the property being purchased by Walmart. Wal-Mart Real Estate
Business Trust has provided a signed proposed deed restrictions and protective covenants
agreement. However, the site plan appears to indicate that Swansboro Investors LLC is (or will
be) the owner of the outparcels. Please clarify ifthe outparcels are a part of the property being
purchased by Wal-Mart Real Estate Business Trust.
Please keep in mind that changing one number may change other numbers and require the calculations,
supplements, and other supporting documentation to be updated. Verify all numbers are correct to ensure
consistency in the application documents.

Applicant
Date
Stormwater Application No. SW8
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to May 27, 2016, or the application will be
returned as incomplete. Please note that only two letters requesting additional information will be
allowed. If the information provided after the second request is not sufficient to issue the permit, the
project will be returned. If the project is returned and you wish to re -submit to the Express Program, you
will need to reschedule the project through the Express Coordinator for the next available review date and
will need to resubmit all of the required items at that time, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the email address or fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information, which shall be no later than 5
business days past the original due date.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and State assigned
project number on all correspondence. If you have any questions concerning this matter, please feel free
to call me at [phone] or email me at [e-mail].
Sincerely,
Linda Lewis for Christine Hall
Environmental Engineer
GDS/arl/canh: \\\Stormwater\Permits & Projects\2016\160501 HD\2016 05 iuldinfo 2 I60501
cc: Michael Theberge, Bohler Engineering NC, PLLC
Wilmington Regional Office Stormwater File
Page 2 of 2

TM
BOHLER
ENGINEERING NC, PLLC
NCDENR
127 Cardinal Drive Extension
Wilmington, NC 28405
Attention: Christine Hall
ECEIVE
MAY 19 2016
BY:
Christine,
1927 South Tryon St, Suite 310
Charlotte, NC 28203
PHONE [phone]
Date: May 18, 2016
Re: #7179-000 Walmart Swansboro
Express Stormwater Management
Permit
Swansboro, NC
Onslow County
BE# NCC137078
SW# SW8 160501
Bohler Engineering is pleased to resubmit on behalf of Wal-Mart, the revised Express State Stormwater
Management Permit Application for the #7179-000 Walmart Supercenter located in Swansboro, NC. The
following is our comment response letter addressing comments received from your office dated May 12,
2016. Each comment is addressed and responded to as follows:
Request for Additional Information:
Comment la: Please confirm that the 418,000 square foot drainage area associated with Drainage Area
1 includes the offsite area that is considered to be treated by this system.
Response la: In order to simplify the review and reduce confusion, the application, supplements,
and calculations for Wet Pond 1 have all included the on- and off -site drainage
areas together to form a total drainage area of 451,365 sf (which includes the
418,000 sf on -site and 33,365 sf off -site).
Comment lb: The impervious area and percent of impervious area with Drainage Area 1 are presented
inconsistently between the application documents. It seems that the offsite area is being
excluded from portions of the calculations and is being added at the end, which increases
the chance for errors.
Response lb: In order to simplify the review and reduce confusion, the application, supplements,
and calculations for Wet Pond 1 have all included the on- and off -site drainage
areas together to form a total drainage area of 451,365 sf (which includes the
418,000 sf on -site and 33,365 sf off -site). We have removed the additional step of
adding in the off -site area at the end to facilitate an easier review and minimize the
potential for errors.
Comment 1c: The average depth and the resulting SA/DA ratio and minimum required surface area are
listed inconsistently between the application documents for each of the drainage areas.
Please provide documentation for how the average depth was calculated. Please note that
if Option 2 is used, the surface area at the bottom of the shelf includes the main pond and
the forebays. Please refer to Figure 10-2B of the NC BMP Manual.
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Walmart Supercenter #7179
.® B O H L E R E C E IVE Swansboro, NC
ENGINFF.RING NC, PLLC May 18, 2016
MAY 19 201b Page 2 of 6
BY:
Response le: The average depth and SA/DA values have been updated to be consistent between
the calculations, application forms, and supplements. Option 2 was used for
calculating the average depth, and the correct values are provided in the
supplements, which match the stage -storage values provided in the calculations. The
surface area at permanent pool and at the bottom of the shelf include both the main
pool and the forebay(s), but the area of the bottom of the pond includes only the
main pool (per Figure 10-2b).
Comment ld: Please provide additional details demonstrating how the minimum required volume for
the offsite portion of Drainage Area 1 was determined. Section 3.3.1 of the NC BMP
Manual shows example calculations and the information that is typically provided.
Response ld: Additional calculations are shown in the Stormwater Management Analysis section
of the stormwater report narrative showing the pre, post, and difference in runoff
volumes for the off -site area (please note that these values were included in the
overall treatment volume calculations, and not separated out per Comment lb).
Since the additional impervious areas were previously unpaved, their pre Rv value
is 0.05, and since they are now 100% impervious, their post Rv value is 0.95. These
values were used to create the calculations shown in the narrative.
Comment le: The temporary pool elevation, or the next available outlet, is listed inconsistently between
the calculations and the other application documents for each of the drainage areas.
Response le: The temporary pool elevation is now listed consistently throughout the application
documents (O&M), supplements, and calculations. For the drawdown calculations,
the temporary pool elevation was used for the pressure head aspect for the water
quality volume's drawdown.
Comment lf: For Drainage Area 1, the drawdown time does not appear to be consistent with the
proposed design. Please confirm the drawdown is calculated correctly.
Response lf: The drawdown times have been modified to use the traditional orifice equation
(versus the Bernoulli orifice equation previously used) and have been modified to
use the temporary pool elevation for the pressure head. They have also been
modified based on the requirement for the pond drawdown times to match the
infiltration trench infiltration times.
Comment lg: For Drainage Area 1 and 3, the bottom of the forebay is presented inconsistently between
the application documents.
Response 1g: The bottom and cleanout elevations of the forebay has been coordinated between the
plans, calculations, and application documents (O&M).
Comment lh: For Drainage Area 1, the sum of the surface areas of the main pond and both forebays
appears to be greater than the reported pond surface area.
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BQHLER
ENGINEERING NC, PLLG
Walmart Supercenter #7179
ECE1VED SMay18wansboro,N, 2016
May 6
MAY 19 2016 Page 3 of 6
BY:
Response lh: For all of the ponds and drainage areas, the total surface areas provided in the
supplements have been matched to the proposed main pools and forebays.
Comment 1i: For Drainage Area 1, the permanent pool volume reported in the supplement appears to
be associated with only the main pool of the pond and excludes the forebays.
Response 1i: For all of the ponds and drainage areas, the total permanent pool volumes provided
in the supplements have been matched to the proposed main pools and forebays and
adjusted to provide approximately 20% of the total volume within the forebay(s).
Comment 1j: For Drainage Area 1, please provide calculations demonstrating that the forebays have
been sized to handle their respective drainage areas. Section 10.3.3 of the NC BMP
manual provides additional details on sizing multiple forebays.
Response 1j: As discussed in the stormwater report narrative, the forebays for Wet Pond 1 have
been sized according to their respective drainage areas. Forebay #1 receives
approximately 43% of the drainage area, while being 42% of the volume, of the
total forebays. Forebay #2 receives approximately 57% of the drainage area, while
being 58% of the volume, of the total forebays.
Comment 1k: For Drainage Area 2, the total storage provided in the main pond does not appear to be
cumulative. Please confirm that the table is set up correctly.
Response lk: The table for Wet Pond 2 has been modified so that it is now calculating correctly.
Comment 11: For Drainage Area 2 and 3, please provide calculations demonstrating the volume
provided at the temporary pool elevation.
Response 11: Stage -storage values at the temporary pool elevation have been provided for Wet
Ponds 2 and 3.
Comment lm: Please provide calculations supporting the designs of the secondary BMPs and the
information presented in the supplements. For instance, the peak discharge from the wet
detention pond associated with Drainage Area 1 directed to the level spreader / vegetated
filter strip could not be found in the calculations.
Response 1m: All necessary calculations for the secondary 1;MPs have been provided within the
report. For the level spreader/vegetated filter strip, the correct outflow value is
provided based on the routing through the pond. Since this pond contains so much
storage volume, the required lip length is very small, so it has been increased in our
engineering judgment to make it more conservative, constructible, and
maintainable.
Comment In: The infiltration trenches appear to be designed to drawdown in 5 days; however, the
ponds are designed to drawdown in approximately 2 days. Please demonstrate how the
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. B O H L E R E� E IV E may Supercenter #
Swansboro, NC NC
ENGINEERING NC, PLLC MAY 19 2016 May 18, 2016
Page 4 of 6
BY•
entire design storm volume discharged from the pond will infiltrate without bypassing the
infiltration trench.
Response ln: The drawdown times and infiltration times have been coordinated so that the orifice
sizes provided will result in drawdown times that match the infiltration times based
on the areas of the infiltration trenches. This will result in the water quality volume
being detained in the pond for the required 2-5 days, and then being effectively
infiltrated within the same time as it is being drawn down from the pond.
Comment lo: Please identify the type of stone proposed and the expected void ratio in the Trench
Design Parameters section of the infiltration trench supplements.
Response lo: #57 stone is proposed to be used, with a porosity of approximately 40%, as shown in
the supplement and in the infiltration trench detail on Sheet D-1.
Comment 1p: Please provide the existing ground elevation at the boring locations to support the
identified SHWT elevations.
Response 1p: Notes have been added on the SHWT boring map to show the approximate ground
elevation, and SHWT elevations have been approximated. The additional boring at
the rear of the site has an elevation provided at the top of the sheet.
Comment lq: The infiltration trench supplements indicate that the underlying soil will have an
infiltration rate of 3 in/hr. However, page 2 and Figure 1 of the soils report indicate that
the soil in the vicinity of the infiltration trenches will have a permeable range of 0.06 to 2
in/hr depending on the depth. Please provide documentation supporting an infiltration
rate of 3 in/hr in the vicinity of the infiltration trenches or justification for the selected
infiltration rate.
Response 1q: The design of the infiltration trenches has been updated for the assumption of 2
in/hr, as shown in the SHWT study.
Comment 1r: An inlet has been provided for the eastern outparcel but it does not appear that an inlet has
been provided for the western outparcel. Please demonstrate how the western outparcel
will connect into the stormwater collection system.
Response lr: An additional inlet has been provided for the 21 outparcel so that both may be
discharged into the proposed Wet Pond 3.
Comment ls: Please ensure that all notes and keynotes are legible on the plans. For instance, in the
vicinity of the ponds, the proposed contour lines obscure the notes.
Response ls: The plans have been checked to be legible with regards to keynotes and notes.
Additionai "blow-ups" of the proposed secondary BMPs have been provided for
more clarity on the Secondary Treatment )BM P Exhibit sheet provided with the
plans.
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. BOLC
ENGINEEHLENG NC,LR
Walmart Supercenter #7179
Swansboro, NC
May 18, 2016
Page 5 of 6
Comment It. On plan sheet C-8, a keynote indicates that a baffle is proposed for Pond 2; however, a
baffle could not be found on the plans.
Response lt: This keynote has been removed, as no baffle is required for Wet Pond 2.
Comment lu: The proposed deed restrictions and protective covenants list the outparcels as being
numbered 1319-81 and 1319-79; however, these reference numbers could not be found
on the plans. Please ensure the outparcels are labeled and identified consistently on all
application documents.
Response In: The outparcels have been labeled with the ID numbers provided for clarity to match
the deed restrictions and protective covenants.
Comment 1v: As discussed in submittal meeting; please identify the river basin in Section IV.3 of the
application. For additional information on the river basins in North Carolina, please refer
to the Division of Water Resources Classification & Standards website:
https://deq.nc.gov/about/divisions/water-resources/planning/classification-
standards/classifications
Response 1v: The White Oak River basin has been included on the application.
Comment 1w: As discussed in submittal meeting, Section IV.S of the application indicates that there are
coastal wetlands within the property boundary. This site does not appear to be adjacent to
tidally influenced waters. Please confirm whether or not there are coastal wetlands within
the property area.
Response 1w: The reference to coastal wetlands has been removed from the application.
Comment 1x: Please provide page 3 of the supplement with the Required Items Checklist. Please note
that this page is on a separate tab of the excel file.
Response 1x: Page 3 of the supplements with the Required Items Checklist for all of the wet ponds
and secondary treatment BMPs have been provided.
Comment 2: Please provide additional topographic information (including contour labels) to support
the delineated drainage areas. Recommendation: In the case where the contour interval
on a "topographic" map is too large to adequately reflect the existing and proposed
drainage patterns of a relatively flat property, spot elevations and/or a site -specific
elevation survey may be needed.
Response 2: Spot and high point elevations have been provided on the pre and post development
drainage area plans. Some drainage arrows have also been provided on the post
deveiopment drainage area plan.
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-'BOHLER
ENGINEERING NC, PLLC
Walmart Supercenter #7179
Swansboro, NC
May 18, 2016
Page 6 of 6
Comment 3: In lieu of recorded deed restrictions and protective covenants, the proposed deed
restrictions and protective covenants and a signed agreement to provide the final recorded
documents was submitted by Wal-Mart Real Estate Business Trust. However, the plans
indicate that Swansboro Investors LLC is the owner of the outparcels. Please clarify if the
outparcels are a part of the property being purchased by Wal-Mart Real Estate Business
Trust. Please note that only the property owner has the rights to record restrictions. If
Swansboro, Investors, LLC will remain the property owner or is in contract to sell the
property to another entity, please either:
a. have Swansboro Investors, LLC or the purchaser sign the form.
b. demonstrate that the allocated impervious area considers the ultimate build out
potential for the outparcels (per 15A NCAC 02H.1008(c)(1)).
Response 3: An authorization letter from Wal-Mart is included with this submission stating that
Barri Tulgetske (Director of Project Design & Management) has authority to sign
for Wal-Mart Real Estate Business Trust, who will be the purchaser of the land for
this project and will also be the developer. The deed restrictions form signed by
Barri was provided at one of the previous meetings. Please note that some of the
applications/forms provided previously that were signed by Barri have been
resubmitted without the signed sheet.
Comment 4: Due to the insufficiency of the application, please submit a $1,000 fee for the additional
review required for this application (in accordance with Session Law 2003-284, Section
11.4A(b)).
Response 4: A $1,000 check for the additional review has been provided with this resubmission.
Comment 5: Please keep in mind that changing one number may change other numbers and require the
calculations, supplements, and other supporting documentation to be updated. Verify all
numbers are correct to ensure consistency in the application documents.
Response 5: Noted. All aspects of this submission have been checked for consistency throughout.
If you have any questions or require additional information, please do not hesitate to contact this office at
[phone].
Sincerely,
i
Michael Theberge, P.E.
ECFIVIE
MAY 19 2016
sv:
CIVIL AND CONSULTING ENGINEERS • PROJECT MANAGERS • SURVEYORS • ENVIRONMENTAL CONSULTANTS • LANDSCAPE ARCHITECTS
WWW.BOHLERENGINEERING.COM

BOILER ENGINEERING NC, PLLC
1927 South Tryon Street Suite 310, Charlotte, NC 28203
Professional Engineering Services Telephone: [phone] Fax: [phone]
VIA: FedEx Delivery
TO: NCDEQ
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
ATTN: Christine Hall - Express
LETTER OF TRANSMITTAL
RE: #7179-00 Walmart Supercenter
Express Stormwater Management Permit
SW# - SW8 160501
Swansboro, NC
DATE: May 18, 2016
JOB NO: NCC138078
WE ARE SENDING YOU ❑ Shop drawings ❑ Copy of letter ®Attached ❑ Prints ❑ Change order
COPIES
z Plaos
DECEIVE
1 Applications Paperwork (Application, fl MAY
O&M Agreements) BY:
1 Stormwater Management Report
1 Comment Response Letter
1 Check ($1,000)
These Are Transmitted: ❑ For approval ❑For your use ❑As requested
® For review and comment ❑Approved as submitted ❑Approved as noted
❑ Returned for corrections
REMARKS:
Please note that none of the pages on the previous application paperwork requiring signatures has changed. Please
use the previous paperwork with signature and amend the newly submitted applications in these instances. If you
have any questions or require additional information, please do not hesitate to contact this office at [phone].
COPY TO:
SIGNED:
-.10006 monab-
Michael Theberge, P.E.

WET POND ID FOREBAY MAIN POND
Wet Pond 1 Normal Pool El. 29 Normal Pool El. 29
Temporary Pool El: 31 Temporary Pool El: 31
Pretreatment other No Clean out depth: 1 Clean out depth: 1
than forebay? Sediment Storage El: 20 Sediment Storage El: 14
Has Vag. Filter? Yes Bottom El: 19 Bottom El: 13
WET POND ID FOREBAY MAIN POND
Wet Pond 2 Normal Pool El. 29.25 Normal Pool El. 29.25
Temporary Pool El: 31.05 Temporary Pool El: 31.05
Pretreatment other No Clean out depth: 1 Clean out depth: 1
than forebay? Sediment Storage El: 20 Sediment Storage El: 20
Has Vag. Filter? No Bottom El: 19 Bottom El: 19
WET POND ID FOREBAY MAIN POND
Wet Pond 3 Normal Pool El. 29 Normal Pool El. 29
Temporary Pool El: 31 Temporary Pool El: 31
Pretreatment other No Clean out depth: 1 Clean out depth: 1
than forebay? Sediment Storage El: 15 Sediment Storage El: 13
Has Veg. Filter? No Bottom El: 14 Bottom El: 12
RECEIVED
MAY 19 2016
BY:
STORM-EZ 5/17/2016
Version 1.4 O&M Manual Page 9 of 9

Energy, Mineral
and Land Resources
ENVIRONMENTAL QUALITY
May 12, 2016
Barri Tulgetske, Director of Project Management and Design
Wal-Mart Real Estate Business Trust
2001 SE 10`h St, Mail Stop 0550
Bentonville, AR 72716
Subject: Request for Additional Information
Stormwater Project No. SW8160501
Walmart Supercenter Swansboro
Onslow County
Dear Ms. Tulgetske:
PAT MCCRORY
Governor
DONALD R. VAN DER VAART
Secretary
TRACY DAVIS
Director
The Wilmington Regional Office received and accepted a Express State Stormwater Management Permit
Application for Walmart Supercenter Swansboro on May 5, 2016. A preliminary in-depth review of that
information has determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. 15A NCAC 02H.1003(g)(7): Please confirm the intended design for the wet detention ponds and
ensure the information is listed consistently and accurately between the application documents
including:
,tea. Please confirm that the 418,000 square foot drainage area associated with Drainage Area
1 includes the offsite area that is considered to be treated by this system.
t/f- The impervious area and percent of impervious area with Drainage Area l are presented
inconsistently between the application documents. It seems that the offsite area is being
excluded from portions of the calculations and is being added at the end, which increases
the chance for errors.
c. The average depth and the resulting SA/DA ratio and minimum required surface area are
listed inconsistently between the application documents for each of the drainage areas.
Please provide documentation for how the average depth was calculated. Please note that
if Option 2 is used, the surface area at the bottom of the shelf includes the main pond and
the forebays. Please refer to Figure 10-2B of the NC BMP Manual.
Please provide additional details demonstrating how the minimum required volume for
the offsite portion of Drainage Area 1 was determined. Section 3.3.1 of the NC BMP
Manual shows example calculations and the information that is typically provided.
e. The temporary pool elevation, or the next available outlet, is listed inconsistently between
the calculations and the other application documents for each of the drainage areas.
f. For Drainage Area 1, the drawdown time does not appear to be consistent with the
proposed design. Please confirm the drawdown is calculated correctly.
g. For Drainage Area 1 and 3, the bottom of the forebay is presented inconsistently between
the application documents.
h. For Drainage Area 1, the sum of the surface areas of the main pond and both forebays
appears to be greater than the reported pond surface area.
i. For Drainage Area 1, the permanent pool volume reported in the supplement appears to
be associated with only the main pool of the pond and excludes the forebays.
j. For Drainage Area 1, please provide calculations demonstrating that the forebays have
been sized to handle their respective drainage areas. Section 10.3.3 of the NC BMP
manual provides additional details on sizing multiple forebays.
k. For Drainage Area 2, the total storage provided in the main pond does not appear to be
cumulative. Please confirm that the table is set up correctly.
1. For Drainage Area 2 and 3, please provide calculations demonstrating the volume
provided at the temporary pool elevation.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215 T 1 910 350 2004 F I htto://Dortal.ncdenr.org/web/Ir/

State Stormwater Permit No. SW8 160501
Page 2 of 3
in. Please provide calculations supporting the designs of the secondary BMPs and the
information presented in the supplements. For instance, the peak discharge from the wet
detention pond associated with Drainage Area 1 directed to the level spreader / vegetated
filter strip could not be found in the calculations.
n. The infiltration trenches appear to be designed to drawdown in 5 days; however, the
ponds are designed to drawdown in approximately 2 days. Please demonstrate how the
entire design storm volume discharged from the pond will infiltrate without bypassing the
infiltration trench.
o. Please'identify the type of stone proposed and the expected void ratio in the Trench
Design Parameters section of the infiltration trench supplements.
p. Please provide the existing ground elevation at the boring locations to support the
identified SHWT elevations.
q. The infiltration trench supplements indicate that the underlying soil will have an
infiltration rate of 3 in/hr. However, page 2 and Figure 1 of the soils report indicate that
the soil in the vicinity of the infiltration trenches will have a permeable range of 0.06 to 2
in/hr depending on the depth. Please provide documentation supporting an infiltration
rate of 3 in/hr in the vicinity of the infiltration trenches or justification for the selected
infiltration rate.
r. An inlet has been provided for the eastern outparcel but it does not appear that an inlet
has been provided for the western outparcel. Please demonstrate how the western
outparcel will connect into the stormwater collection system.
s. Please ensure that all notes and keynotes are legible on the plans. For instance, in the
vicinity of the ponds, the proposed contour lines obscure the notes.
t. On plan sheet C-8, a keynote indicates that a baffle is proposed for Pond 2; however, a
baffle could not be found on the plans.
u. The proposed deed restrictions and protective covenants list the outparcels as being
numbered 1319-81 and 1319-79; however, these reference numbers could not be found
on the plans. Please ensure the outparcels are labeled and identified consistently on all
application documents.
As discussed in submittal meeting, please identify the river basin in Section IV.3 of the
application. For additional information on the river basins in North Carolina, please refer
to the Division of Water Resources Classification & Standards website:
hLtps://deg.11c.gov/about/divisions/water-resources/planiiiiip,/classification-
standards/classifi cati ons
L/,w. As discussed in submittal meeting, Section IV.5 of the application indicates that there are
coastal wetlands within the property boundary. This site does not appear to be adjacent
to tidally influenced waters. Please confirm whether or not there are coastal wetlands
within the property area.
x. Please provide page 3 of the supplement with the Required Items Checklist. Please note
that this page is on a separate tab of the excel file.
2. 15A NCAC 02H. 1003 (g)(4): Please provide additional topographic information (including
contour labels) to support the delineated drainage areas. Recommendation: In the case where the
contour interval on a "topographic" map is too large to adequately reflect the existing and
proposed drainage patterns of a relatively flat property, spot elevations and/or a site -specific
elevation survey may be needed.
3. 15A NCAC 02H.1003(g)(7) and (9): In lieu of recorded deed restrictions and protective
covenants, the proposed deed restrictions and protective covenants and a signed agreement to
provide the final recorded documents was submitted by Wal-Mart Real Estate Business Trust.
However, the plans indicate that Swansboro Investors LLC is the owner of the outparcels. Please
clarify if the outparcels are a part of the property being purchased by Wal-Mart Real Estate
Business Trust. Please note that only the property owner has the rights to record restrictions. If
Swansboro Investors, LLC will remain the property owner or is in contract to sell the property to
another entity, please either:
a. have Swansboro Investors, LLC or the purchaser sign the form.
b. demonstrate that the allocated impervious area considers the ultimate build out potential
for the outparcels (per 15A NCAC 02H.1008(cx 1)).
4. Due to the insufficiency of the application, please submit a $1,000 fee for the additional review
required for this application (in accordance with Session Law 2003-284, Section 11.4A(b)).
State ofNorth Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215 T 1 910 350 2004 F I httn://Dortal.nedenr.org/web/Ir/

State Stormwater Permit No. SW8 160501
Page 3 of 3
5. Please keep in mind that changing one number may change other numbers and require the
calculations, supplements, and other supporting documentation to be updated. Verify all numbers
are correct to ensure consistency in the application documents.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to May 19, 2016, or the application will be
returned as incomplete. If the project is returned and you wish to re -submit to the Express Program, you
will need to reschedule the project through the Express Coordinator or the next available review date and
will need to resubmit all of the required items at that time, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the email address or fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information, which shall be no later than 5
business days past the original due date.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and State assigned
project number on all correspondence. If you have any questions concerning this matter, please feel free
to call me at [phone] or email me at [e-mail].
Sincerely, Q
C91:;t �- ?I
Christine Hall
Environmental Engineer
GDS/canh: \\\Stormwater\Permits & Projects\2016\160501 HD\2016 05 addinfo 160501
cc: Michael Theberge, Bohler Engineering NC, PLLC
Wilmington Regional Office Stormwater File
State ofNorth Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215 T 1 910 350 2004 F I htto://Dortal.ncdenr.ora/web/Ir/

Hall, Christine
From: Hall, Christine
Sent: Thursday, May 12, 2016 1:03 PM
To: '[e-mail]'; Betty Bullock ([e-mail]); Michael
Theberge
Cc: Scott, Georgette; Weaver, Cameron
Subject: request for additional info - Walmart Supercenter Swansboro, SW8 160501
Attachments: 2016 05 addinfo 160501.pdf
All,
Attached is the request for additional information in regards to the stormwater application for the Walmart Supercenter
in Swansboro, SW8160501. Also, due to the number of insufficiencies, a fee has been applied for the additional review
that will be necessary.
Please don't hesitate to let me know if you have any questions or concerns.
Christine
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
127 Cardinal Drive Ext.
Wilmington, NC 28405
Em,3' c:>rrosporiI%r,,';e tc and from ihice c ddrusS 2`c. subject t: the
A'o"th caronfa iec izis L& r, and may be dr'�,,-vo5 n t:

Permit No.
(to be provided by DWQ)
wM=
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part ill) must be printed, filled out and submitted along with all of the required information.
Project name
Contact person
Phone number
Date
Drainage area number
Site Charactsristics
Drainage area
Impervious area, post -development
% impervious
Design rainfall depth
Storage Volume: NonSAWatera
Minimum volume required
Volume provided
Storage Volume: SA Waters
980-272-3400
5-May-16
Wet Pond 1.
4A000 fig
324.460-F—)
77.61 % k
3.7 in
to
fe
�pF W A TE9 G
O
j
s
bl-1 do-p,. 1 I'llFkL, sf f1. .
1.5" runoff volume
39;i08 ft?
Pro -development 1-yr, 24-hr runoff
6,360 f?
Post -development 1-yr, 24-hr runoff
104,748 ft
Minimum volume required
98,388 if
Volume provided
114,350 ft
Pak Flow Calculations
Is the preipost control of the tyr 24hr storm peak flow required?
Y (Y or N)
1-yr, 24-hr rainfall depth
3.7 in
Rational C, pre -development
0`.15 (unidess)
Rational C, post -development
0.77 (unitless)
Rainfall intensity;1-yr, 24-hr storm
0.15 inlhr OK
Pre -development 1-yr, 24-hr peak flow
1.45 ft%sec
Post -development 1-yr, 24-hr peak flow
25.00 felsec
Pre/Post 1-yr, 24-hr peak flow control
23.55 fC'isec
Elevations
Temporary pool elevation
31.00 fmsl
Permanent pool elevation
29.00 fmsl
SHWT elevation (approx. at the perm. pool elevation)
29.50 fmsl
Top of 1 Oft vegetated shelf elevation
29.50 fmsl
Bottom of 10ft vegetated shelf elevation
28.50 fmsl
Sediment deanout, top elevation (bottom of pond)
14:00 fmsl
Sediment deanout, bottom elevation
13.00 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the staWrequired temp. pool?
Y (Y or N)
Elevation of the top of the additional volume
3.1.0: fmsl OK
BY:
Form SW401-Wet Detention Basin-Rev.94118/12 Parts I. & It. Design Summary, Page 1 of 2

Permit No_
(to be provided by DWQ)
Surface Areas
Area, temporary pool 61,780 f?
Area REQUIRED, permanent pool 47,535 f?
SAIDA ratio 11.37 (unitless)
Area PROVIDED, permanent pool, Aw you 47;535 if OK
Area, bottom of 10ft vegetated shelf, Ab�32,515 e
Area, sediment cieanouta top elevation (bottom of pond), AbotPOnd 11,935 Y
Volumes
Volume, temporary pool
114.350 1,e
OK
Volume, permanent pool, Vim,,,,
333,998 f?
Volume, forebay (sum of forebays if more than. one forebay)
65,925 fO
Forebay % of permanent pool volume
19.7% %
OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
Y (Y air N)
Mountain/Piedmont SAIDA Table Used?
N (Y or N)
SAIDA ratio
11.37 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, Vo,, col
333,998 f?
Area provided, permanent pool, Ap.-pod
47,535 ff
Average depth calculated
N/A it
OK
Average depth used in SAIDA, d. (Round to nearest 0.5ft)
It
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, Apm-pw
47,535fe
Area, bottom of 10ft vegetated shelf, Ayer a
32,515 fr
7
Area, sediment cleanout, top elevation (bottom of pond), A,t-„d
11,935 fe
"Depth" (distance blvr bottom of 10ft shelf and top of sediment)
14.50 ft
Average depth calculated
10.38 It �
OK
Average depth used in SAIDA, d. (Round to down to nearest 0.5ft) _
_ 1.03 f
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (d circular)
4.00 in
Area of orifice (if -non -circular)
in'
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ho)
0.61 ft
Drawdown through weir?
N (Y or N)
Weir type
NIA (unitless)
Coefficient of discharge (CW)
N/A (unitless)
Length of weir (L)
NIA ft
Driving head (H)
NIA It
Pre -development 1-yr, 24-hr peak flow
145 ft Isec
Post -development 1-yr, 24-hr peak flow
25.00 fOlsec
Storage volume discharge rate (through discharge orifice or weir)
0.39 ft /sec
Storage volume drawdown time
2.23 days
OK, draws down in tar days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 1.0.0 It OK
Length of flowpath to width ratio 3.4 :1 OK �+
Length to width ratio 3:4 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freaboard provided 1.0 ft OK
Vegetated filter provided? N (Y or N) OK -
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build -out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies is: PUMP
Form SW401-Wet Detention Basin-Rev.94/18/12 Parts I. & II. Design Summary, Page 2 of 2

Permit No.
(to be provided by DM)
AWA��oF WA ZIP Ov
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM ;4ara►
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part ill) must be printed, filled out and submitted along with all of the required information.
Project name 7179-000 Walmad Supercenter Swansboro, NC
Contact person Michael A Theberge
Phone number 980-272-3400
Date 5-May-16
Drainage area number Wet Pond 2
c .. '.Y - -
Site Characteristics
Drainage area t56,200 fly
Impervious area, post -development 125,200 fe
%impervious 80.15 %
Design rainfall depth 3.7 in
Storage Volume: NonSA Waters
Minimum volume required ft3
Volume provided 113
Storage Volume: SA Waters
1.5"runoff volume 15,061 fe
Pre -development 1-yr, 24-hr runoff 5,803 fe
Post -development 1-yr, 24-hr runoff 36,602 fe
Minimum volume required 30,799 fe
Volume provided 7
31,500 fe
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
Y (Y or N)
1-yr, 24-hr rainfall depth
TT in
Rational C, pre -development
0.21 (unidess)
Rational C, post -development
0.79 (unifless)
Rainfall intensity: )-yr, 24-hr storm
0.15 in/hr OK
Pre -development 1-yr, 24-hr peak flow
0.40 felsec
Post -development 1-yr, 24-hr peak flow
9.69 if/sec
Pre/Post 1-yr, 24-hr peak flow control
9.29 if/sec
Elevations
Temporary pool elevation
3105 fmsl
Permanent pool elevation
29.25 fmsl
SHWT elevation (approx. at the perm. pool elevation)
29.00 fmsl
Top of 1 Oft vegetated shelf elevation
29.75 fmsl
Bottom of 1 Oft vegetated shelf elevation
28.75: fmsl
Sediment cleanout, top elevation (bottom of pond)
20.00 fmsl
Sediment cleanout, bottom elevation
19.00 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state -required temp. pool?
N (Y or N)
Elevation of the top of the additional volume
fmsl
� ]�CEfV�"
�j MAY
Form SWQ1-Wet Detention Basin-Ray.94/18/12 Parts 1. & It. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
,� s �-
Surface Areas
Area, temporary pod
1.9J62 fe
Area REQUIRED, permanent pool
12,iW fe
SAIDA ratio
8.28(unitless)
Area PROVIDED, permanent pool, A.,-,,
12,940 fe OK
Area, bottom of 1 oft vegetated shelf, Ab,L"b,v
9,705 fe
Area, sediment cleanout, top elevation (bottom of pond), Ab,ty„d
1,360 fe
Volumes
Volume, temporary pool
31,500 fe OK
Volume, permanent pool, Vp,,,,_p,,,
35,361 f?
Volume, forebay (sum of farebays if more than one forebay)
7,687 ff
Forebay % of permanent pool volume
21.7% % OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
Y (Y or N)
Mountain/Piedmont SAIDA Table Used?
N (Y or N)
SAW ratio
8.28 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, Vpemp,,,
35,361 ft
Area provided, permanent pod, Ap„m_,,,
12,940 ft
Average depth calculated
WA ft OK
Average depth used in SAIDA, d_ (Round to nearest 0.5ft)
It
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, Ap,m,a,od
12,940 le
Area, bottom of 10ft vegetated shelf, Ab,L, f
9,705 if
Area, sediment deanout, top elevatic m (bouorn of purid), kLpLp d 1,360 to
'Depth" (distance b/w bottom of 10ft shelf and top of sediment) 8.75 ft
Average depth calculated 5,43 ft OK
Average depth used in SAIDA, d. (Round to down to nearest 0.5ft) 53 ft(,-' OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 3.00 in
Area of orifice (if -non -circular) in'
Coefficient of discharge (CD) 0.60 (unidess)
Driving head (H,) 0.56 ft
Drawdown through weir? N (Y or N)
Weir type WA (unidess)
Coefficient of discharge (C„) N/A (unitless)
Length of weir (L) WA ft
Driving head (H) WA it
Pre -development 1-yr, 24-hr peak flow 0.40 fe/sec
Post -development 1-yr, 24-hr peak flow 9.69 it'/sec
Storage volume discharge rate (through discharge orifice or weir) 0-24 fe/sec
Storage volume dmWown time 204 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 1D.G ft OK
Length of flowpath to width ratio 6 :1 OK
Length to width ratio 6 :1 OK M��6
Trash rack for overflow & orifice? Y (Y ar N) OK A 1 1i
Freeboard provided 1.0 ft OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build -out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies is: PUMP
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. a It. Design Summary, Page 2 of 2

NmENR
Project name
Contact person
Phone number
Date
Drainage area number
Permit No.
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 1/1) must be printed, filled out and submitted along with all of the required information.
980 272-400
5-May-16
Wet Pond 3
7179-000
pf W.ATF�9
O�
Site Characteristics
}
Drainage area
160,000 fe
Impervious area, post -development
123,910 f?
%impervious
77.44 %
Design rainfall depth
3.7 in
Storage Volume: Non -SA Waters
Minimum volume required ft
Volume provided fe
Storage Volume: SA Waters
1.5" runoff volume
14,940 ft
Pre -development 1-yr, 24-hr runoff
5,932 fe
Post -development 1-yr, 24-hr runoff
36,297 ff
Minimum volume required
30,365 fe
Volume provided
35,400 ff
Peak Flow Calculations
Is the prelpost control of the lyr 24hr storm peak low required?
Y (Y or N)
1-yr, 24-hr rainfall depth
3.7 in
Rational C, pre -development
0.21 (unitless)
Rational C, post -development
0.77 (unitless)
Rainfall intensity:1-yr, 24-hr storm
0.15 inlhr OK
Pre -development 1-yr, 24-hr peak flow
0.27 fe/sec
Post -development 1-yr, 24-hr peak flow
9.56 fe/sec
Pre/Post 1-yr, 24-hr peak flow control
9.29 fe/sec
Elevations
Temporary pool elevation
31.00 fmsl
Permanent pool elevation
29.00 fmsl
SHWT elevation (approx. at the perm. pool elevation)
28.75 fmsl
Top of 1 Oft vegetated shelf elevation
29.50 fmsl
Bottom of 1 Oft vegetated shelf elevation
28.50 fmsl
Sediment deanout, top elevation (bottom of pond)
13.00 fmsl
Sediment deanout, bottom elevation
12.00 frost
Sediment storage provided ;
1.00 ft
Is there additional volume stored above the state -required temp. pool?
N (Y or N)
E!.—watcn of the MwN „� afUn 'ha additions, volume
ntlsi
Forth SW401-Wet Detention Basin-Rev.94/18/12 Parts I. a II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
•!2:.
Surface Areas
Area, temporary pool
1.9,290 fe
Area REQUIRED, permanent pool
14,300 fe
SAIDA ratio
9.94 (unitless)
Area PROVIDED, permanent pool, AP&ML-P,d
14,300 ft
OK
Area, bottom of loft vegetated shelf, kLaher
12,095 e
Area, sediment deanout, top elevation (bottom of pond), Abotymd
2,290 it
Volumes
Volume, temporary pool
35,400 if
OK
Volume, permanent pool, Vp m,_pd
110,315 fe
Volume, forebay (sum of forebays if more than one forebay)
M775 fe
Forebay % of permanent pool volume
18.8% %
OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
Y (Y or N)
Mountain/Piedrront SAIDA Table Used?
N: (Y or N)
SAIDA ratio
8.94 (unifless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pod, V,,,,P„ i
110,315 ft
Area provided, permanent pod, A,,.,,
14,300 W
Average depth calculated
WA it
OK
Average depth used in SAIDA, d. (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, Ar,,,,,_,d
14,300 fe
Area, bottom of loft vegetated shelf, Ab,t,i,.,
12,095 ft
Area, sediment deanout, top elevation (bottom of pond), kLp d
2,290 fe-
"Depth" (distance bAv bottom of loft shelf and top of sediment)
15.50 ft
Average depth calculated
9.68 ft
OK
Average depth used in SAIDA, d„, (Round to down to nearest 0.5ft)
9.5
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (If circular)
3:00. in
Area of orifice (if -norm -circular)
in
Coefficient of discharge (CD)
0:60 (unitless)
Driving head (H j
0.63 it
Drawdown through weir?
N (Y or N)
Weir type
NIA (unitless)
Coefficient of discharge (C.)
NIA (unitless)
Length of weir (L)
NIA it
Driving head (H)
N/A it
Pre -development 1-yr, 24-hr peak flow
0.27 fe/sec
Post -development 1-yr, 24-hr peak flow
9i ft?/sec
Storage volume discharge rate (through discharge orifice or weir)
0.23 if/sec
Storage volume drawdown time
2.06 days
OK, draws down in 2-5 days.
Additional information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
1'.0.0ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
Trash rack for overflow & orifice?
2 :1
Y (Y or N)
OK
OK
MAY p 5 201S
Freeboard provided
I U ft
OK
Vegetated filter provided"!
N (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is: PUMP
Form SW401-Wet Detention Basin-Rev.9.4/18/12
Parts I. & II. Design Summary, Page 2 of 2

k �-i^
N�o�O�WATF90
w/+�`C > r
CDENR o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
Project name
Contact name
Phone number
Date
Drainage area number
7179-000 Walmart Supercenter Swansboro: NC
Michael A Theberge
980-272-3400
May5, 2016
From Wet Pond 1
The purpose of the LS-VFS
Other Explained below
Stormwater enters LS-VFS from
A BMP
Type of VFS
Engineered filter slip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above
Purpose "Effective infiltration" after 90%TSS wet pond due to proximity to $A Waters
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area
fe
Do not complete this secctian of the form.
Impervious surface area
fe
Do not complete this section of the form.
Percent impervious
%
Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 inlhr storm
crs
Do not complete this section of the form.
Time of concentration
min
Do not complete this section of the form.
Rainfall intensity, 1 0-yr storm
inthr
Do not complete this section of the form.
Peak flow from the 10-yr storm
crs
Do not complete this section of the form.
Design storm
Other. Explained below
Maximum amount of flow directed to the LS-VFS
cts
Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N)
Do not complete this section of the form.
Explanation of any "Other" responses above
3 65" (1-yr, 24-hr storm) due to proximity to SA Waters
If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Wet detention pond:
Peak discharge from the BMP during the design storm
0.39 ds
Peak discharge from the BMP during the 10-year storm
4 cfs
Maximum capacity of a 100-foot long LS-VFS
10 cis
Peak flow directed to the LS-VFS
4 cis
Is a flow bypass system going to be used?
N (Y or N)
Explanation of any "Other" responses above
IVY
MAY 0 5 20
BY:,-- -- - ._.
Form SW401 - LS-VFS - Mune2012 - Rev.10 page 1 of 3

LS-VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at sthrmwater exit point
Feet of level lip needed per cts
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the and of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year stone)
freeboard (during the 10-year stone)
Peak velocity in the channel during the 10-yr stone
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any 'Other' responses above
A BIVIP
sq ft No forebay is required.
in
in
10
ft/cfs
40
ft
.0
ft
50
ft
29V1
fmsl
28.00
fmsl
2.00
%
N
(Y or N) OK
N
(Y or N)
N (Y or N)
N (Y or N)
ft
ft
ft
ft/sec
Pick one
W
i B 1
(Y or N)
(Y or N)
EACIEI�IE
MAY 0 5 2016
Form SW401 - LS-VFS - 2gJune2012 - Rev.10 page 2 of 3

Permit No.
(lobe provided by DWQ)
OVA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
Project name
7179-000 Walmart Supercenter Swansboro, NC
Contact person
Michael A Theberge
Phone number
980-2723400
Date
5l512016
Drainage area number
From Wet Pond 2
Site Characteristics
Drainage area
156,200.00 fe
Impervious area
125,200.00 fe
Percent impervious
80.2% %
Design rainfall depth
3.65 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
3.65 in
1-yr, 24-hr intensity
0.15 inlhr
Pre -development 1-yr, 24-hr discharge
0.40 felsec
Post -development 1-yr, 24-hr discharge
0.24 fe/sec
Pre/Post 1-yr, 24-hr peak flow control
-0.16 fts/sec
Storage Volume: Non -SA Waters
Minimum volume required
fe
Volume provided
fe
Storage Volume: SA Waters
1,5' runoff volume
15061.00 fe
Pre -development 1-yr, 24-hr runoff volume
5,803.00 fe
Post -development 1-yr, 24-hr runoff volume
36,602.00 fe
Minimum volume required
30799.00 fe
Volume provided
31,500.00 fe OK
Solis Report Summary
Soil type
A
Infiltration rate
3.00 inlhr
SHWT elevation
29.00 fmsl
Trench Design Parameters
Drawdown time
5.00 days OK
Perforated pipe diameter
t2.00 in
Perforated pipe length
65.00 It
Number of laterals
0
Stone type roused)
Stone void ratio
��
Stone is free of fines?
Y (Y or N) OK
MAY 0 5 2015
Form SW401-Infiltration Trench-Rev.4
Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWO)
Trench Elevations
Bottom e!evation
29.00
fmsl
Raise basin bottom, Must be at least 2-ft above SHWT
Storage/overflow elevation
30.50
fmsl
Top elevation
31.00
fmsl
Trench Dimensions
Length (long dimension)
65.00
ft
Width (short dimension)
16.00
ft
Height (depth)
2.00
ft
OK
Additional Information
Maximum volume to each inlet into the trench?
ac-in
Length of vegetative filter for overflow
NIA
ft
OK
Number of observation wells
1:
OK
Distance to structure
15.00
ft
OK
Distance from surface waters
1,000.001
ft
OK
Distance from water supply well(s)
N/A
ft
OK
Separation from impervious soil layer
N/A
ft
OK
Depth of naturally occuring soil above SHWT
0.00
ft
Minimum of atleast 1-ft of naturally occuring soil above shwt
Bottom covered with 4-in of clean sand?
NX
(Y or N)
OK
Proposed drainage easement provided?
Y
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
Y
(Y or N)
OK
Trench wrapped with geotextile fabric?
Y
(Y or N)
OK
Pretreatment device provided
Y
Wet Pond
MECF-IVE
MAY 0 5 2016
B'
Form SW401-Infiltration Trench-Rev.4 Parts I. & II. Design Summary, Page 2 of 2

Permit No.
(to be provided by DINC)
A "A
XV
STORMWATER MANAGEMENT PERMIT APPLICATION FORM"`"'~
NCDENR 401 CERTIFICATION APPLICATION FORM
INFIL T RATION TRENCH SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
Project name
7179-000 Walmart SupercenterSwansboro, NC
Contact person
Michael A Theberge
Phone number
980-272-0400
Date
51512016
Drainage area number
From• Wet Pond 3
Site Characteristics
Drainage area
160000.00 ftz
Impervious area
123,910,00 fe
Percent impervious
77.4% %
Design rainfall depth
3.65 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
365
in
1 -yr, 24-hr intensity
0.15
in/hr
Pre -development 1-yr, 24-hr discharge
0.27
f?lsec
Post -development 1-yr, 24-hrdischarge
0.23
fe/sec
Pre/Post 1-yr, 24-hr peak flow control
-0.04
fP/sec
Storage Volume: Non -SA Waters
Minimum volume required
fe
Volume provided
fe
Storage Volume: SA Waters
1.5" runoff volume
14940.00
fe
Pre -development 1-yr, 24-hr runoff volume
5,932.00
fe
Post -development 1-yr, 24-hr runoff volume
36,297.00
fe
Minimum volume required
30365.00
fe
Volume provided
30,500.00
fe OK
Soils Report Summary
Soil type
A
Infiltration rate
3.00'
in/hr
SHWT elevation
26.75
fmsl
Trench Design Parameters
Drawdown time
5.00
days OK
Perforated pipe diameter
12..00
in
Perforated pipe length
6400
ft
Number of laterals
0
Stone type (if used)
Stone void ratio
Stone is free of fines?
Y
(Y or N) OK
1EChF
MAJ 0 5 2016
BY:
Form SW401-Infiltration Trench-Rev.4 Parts 1. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
Trench Elevations
Bottom elevation
28.75
fmsl
Raise basin bottom, Must be at least 2-ft above SHWT
Storage/overflow elevation
30.25
fmsl
Top elevation
30.50
fmsl
Trench Dimensions
Length (long dimension)
64.00
ft
Width (short dimension)
16.00
ft
Height (depth)
1.75
ft
OK
Additional Information
Maximum volume to each inlet into the trench?
ac-in
Length of vegetative filter for overflow
N/A
ft
OK
Number of observation wells
1
OK
Distance to structure
25.00
ft
OK
Distance from surface waters
IA0.00
ft
OK
Distance from water supply well(s)
NIA.
ft
OK
Separation from impervious soil layer
N/A
ft
OK
Depth of naturally occuring soil above SHWT
0.00
ft
Minimum of atleast 1-ft of naturally occuring soil above shwt
Bottom covered with 4-in of dean sand?
N/A
(Y or N)
OK
Proposed drainage easement provided?
Y
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
Y
(Y or N)
OK
Trench wrapped with geotextile fabric?
Y
(Y or N)
OK
Pretreatment device provided
Y
Wet Pond
IFcCEi9/E�
MAYQ52016
Form SW401-Infiltration Trench-Rev.4 Parts I. & It. Design Summary, Page 2 of 2

WET POND W WALMART SUPERC.ENTERISUP DESIGN CALWEXTIONS
WATER QUALITY TOMEEF.90%T, REIIAOV!AL
GIVEN -
DRAINAGE AREA TO FACILITY = 9.6- . Ac.
LAND USE= WalmartSupercenter
ESTIMATED PERCENT IMPERVIOUS = (. 78%
1) WIDA RATIO:
AVERAGE POOL DEPTH = FEET
PERCENT IMPERVIOUS
SAIDA = 8.10 %
SA REQUIRED = 9.6 Ac. X 0.0810
Ac.
33;9,"
Pre % Impervious = f©%
Post % Impervious = (78.%
Rv = 0.05 + 0.9(1)
Rv(pre)= 0.05 InAn
Rv(pre)= 0.748 InAn
Design Rainfall = 3.85 in (1 yr, 24 hr)
Design R#re) = 0.183 in
DesIgn:Rurwff ost) = 2.732 in
Drainage Area = SLB Acres
Design Runoff (Pre) = 6,360 ft
Design Runoff (Post) = 95.198 ftr
Volume required = 88,838 fe
Other Irpprbus Area to be Treated =
�1r p3 s �, Other, n pth to be Treated = 3.47 In
t aJ Other WQV to be Treated = 9,550
Total (Including off -site)= 98,388 f?
3) Pond Drawdown Time 77 W
Pond Height above Orifice = (\?t
Orifice Invert Elevation = 0-*� — fset
Pond Surface Area at Height Above Orifice = cn�a75s square feet
Pond Surface Area at Orifice Invert Elevation = w�„ ads,", square feet
Orifice Diameter (D) = 4.00 inches = 0.33 feet
Orifice Arcs (a) = 0.0873 square feet
—Average Surface Area (A) = 54,145 square feet
Gravitational Constatnt (g) = 32.2 fi/see
Head (H) = 0.56 feet
Discharge Coefficient (C) = 0.6 Time (t) = 192,859 seconds('20 days .6
i
Note: �
The above calculation is based on the DemouS Equation where:
t C ... (2gf.X( _Hos)
5/31201611:45 AM Page 1 of 1

Wet Pond 7 Design
VYOL rVI lU 1 11 Q011 IICI Il VVIUIIM- IVIOIII rVVI
Elev
Area (sf)
Inc Storage (co
Total Storage (cf)
29.00
47,535
0
0
29.50
56;1.80
25,896
25,896
30.00
58,050
28,553
54,449
31.00
61,780
59,900
114,350
32.25
75,585
85,700
200,050
Elev
Area (sf)
Inc Storage-(&-FTotal Storage (cf)
0
0
0
0
0
0
14.00
0
0
14.00
11,935
0
0
21.00
21,190
115,938
115,938
23.00
24,070
45,260
161,198
28.00
31,715
139,463
300,660
28.50
32,515
16,058
316,718
29.00
36,605
17,280
333,998
Wet Pond 1 - Forebay#1
Elev
Area (sf) Inc Storage (cf)
Total Storage (cf)
22.00
2,090 0
0
26.00
3,930 12,040
12,040
29.00
6,560 15,735
27,775
29.00
0 0
27,775
29.00
0 0
27,775
Wet Pond 1 - Forebay#2
Elev
Area (sf) Inc Storage (cf)
Total Storage (cf)
22.00
3,245 0
0
26.00
5,420 17,330
17,330
29.00
8,460 20,820
38,150
29.00
0 0
38,150
29.00
0 0
38,150

Project Name: Swansboro
Ballast Pad Design for Detention Basin
Wet Pond 1
32.25 ft. Top of Basin
0.75 ft. SplIhNay Height
31.5 ft. Spillway Elev.
Box Width:
72.00 in
:::
Box Length
72.00 in
Barrel Size:
18.00 in
72 in.BOX
Top of Basin:
32.25 ft.
Inv. Out of Pipe
29.00 ft.
2.00325Spillway
In"
Height:
0.75ft.
Top of Riser Elev.
31.00 ft.
i
29 ft. Bottom of Basin
Uplift @ Peak Elevation:
Peak Elevation =32.25 ft.
Peak Elevation = 3.25 ft.
Uplift Force- (62.4x3.25 ft.)(6*6)
Uplift Force= 7300.8 Ibs
Volume of Concrete Required to Stabilize Riser:
7300.8 Ibs X 1l150 IbsW3= 48.672 cubic feet
Ballast Pad Dimensions:
Try Volume of: 9 ft. X 9 ft. X 1 ft.
81 cubic feet Ok
81 c.f. > or equal to 48.672 c.f. True
Pad 18 in. RCP
72 in.BOX
Ballast Pad
9 ft.
9 ft.
Ballast Pad Dimensions: 9 ft. X 9 ft. X 1 ft.

W15T POND #2 WALMAVSUPERCENTER OP OELC N TION
�1iVA`fERQUALkTYTi1MEET, TSSRENfCJ17?iL .. .. _ -.
GNEW
DRAINAGE AREA TO FACILITY = 1'5.0 Ac.
LAND USE = 1A WmadSWgrGenter
ESTIMATED PERCENT IMPERVIOUS = 80.*'
AVERAGE POOL DEPTH
PERCENT IMPS IOLIk= 80%
SA/DA = .78 6-G5T5
SA REQUIRED = 3.59 Ac. X 0.0578
= 0.21 Ac.
_ k*B SF
Pre % Impervious = 8%
Post % Impervious
Rv = 0.05 + 0.9(I)
Rv(pre)= 0.122 InAn
Rv(pre)= 0.769 InAn
Design Ramfal = 3;W in (1 yr, 24 hr)
Design Runoff (Pre) = 0.445 in
Design Runoff (Past) = 2.809 in
Drainage Area = 3.5a , Acres
Design Runoff (Pre) = 5.803 f
Design Runoff (Post) = 36.602 f
Volume required = 30.799 f
Other Impervious Area to be Treated - Q sf
Other Runalf Depth to be Treated = 3.47 in
Other WOV to be Treated = 0 fe
Total (including off -situ 30,799 fe
3) Pond ❑rawdown Tlme
Pond Height above Orifice = 31.0 feet
Orifice Invert Elevation = �'2feet
Pond Surface Area at Height Above Orifice = QD square feet
Pond Surface Area at Orifice Invert Elevation = 12,940 square feet
Orifice Diameter (D) = 3.00 Inches = 0.25 feet
Orifice Area (a) = 0.0491 square feet
Average Surface Area (A) = 16,304 square feet
Gravitational Constatrd (g) = 32.2 fusee
Head (H) = 1.64 feet
Discharge Coefficient (C) g 0.6
Time (t) = 17e,408 seconds = .,4ot days
Note:
The above calculation is based on the Bernoulli Equation where:
t Cxax(2g ' z(0-H°'�
5/31201611:45 AM Page 1 of 1

Wet Pond 2 Design
Wet Pond 2 Treatment Volume - Total
Elev
Area (sf)
Inc Storage (cf) Total Storage (cf)
29.25
12,940
0
0
29.75
16,330
7,300
7,300
31.50
20,950
32,533
39,833
31.75
22,925
5,482
45,315
31.75
0
0
45,315
Wet Pond 2 Permanent Pool Volume ota
Elev
Area (sf)
Inc Storage (cf) Total Storage (cf)
0
0
0
0
0
0
0
0
20.00
0
0
20.00
1,360
0
23.00
3,115
6,713
6,713
28.00
8,765
29,700
29,700
28.75
9,705
6,926
13,639
29.25
12,940
5,661
35,361
Wet Pond 2 - Forebay
Elev
Area (sf) Inc Storage (cf)
Total Storage (cf)
20.00
180 0
0
23.00
510 1,035
1,035
28.00
1,360 4,675
5,710
28.75
1,515 1,078
6,788
29.25
2,080 899
7,687

Project Name: Swansboro
Ballast Pad Design for Detention Basin
Wet Pond 2
ft. Top of Basin
0.5 ft. Spillway Height
31.25 ft Spillway
" '` "•
Eley.
Box Width:
72.00 in
Box Length
72.00 in
Barrel Sae:
15.00 in
�i� " 72 in.BOX
Top of Basin:
31.75 ft.
Inv. Out of Pipe
29.25 ft.
1.80 'a
> `= `i:-
Spillway Height:
0.50 ft.
Top of Riser Elev.
31.05 ft.
e•-� a �;
ili`ia iiiilli4:i;lip;!a;ii
29.25 ft. Bottem of Basi a1AL
Uplift @ Peak Elevation:
Peak Elevation =31.75 ft.
Peak Elevation = 2.5 ft.
Uplift Force= (62.4x2.5 ft.)(6'6)
Uplift Force= 5616 Ibs
Volume of Concrete Required to Stabilize Riser:
5616 Ibs X 11150 Ibs/ft^3= 37.44 cubic feet
Ballast Pad Dimensions:
Try Volume of: 9 ft. X 9 ft. X 1 ft.
81 cubic feet Ok
81 c.f. > or equal to 37.44 c.f. True
9ft
1
Pad 15 in. RCP
9ft
72 in.BOX
Ballast Pad Dimensions: 9 ft. X 9 ft. X 1 ft.

r S1f1ETfllDi04W. AFJ117ETSTIPERCEN1Tti BlSI�DESIGNCJYL EJ[Aif0F4fi
fIIF%Rl° R Qtf14LiTY TQ M0E-,T FSS Rf M(3V%kf�
DRAINAGE AREA TO FACIIJTY = at? Ac.
LAND USE = Walrq .Bgpew9r,"r
ESTIMATED PERCENT IMPERVIOUS
1) SAIDA RATIO;
AVERAGE POOL DEPTH = ` '�EET
PERCENT IMPERVIOUS = (?* '
SAIDA = 4.78� = Wig
SA REQUIRED = 3.67 AC. X 0.0478
Ac.
F
- • ••
Pre % Impervious
Post % Impervious
Rv = 0.05 + 0.9(1)
Rv(pre)= 0.122 infin
Rv(pre)= 0.746 INIn
Design Rainfall = 415 . in (1 yr, 24 hr)
Design Runoff (Pre) = 0.445 in
Design Runoff (Post) = 2.725 in
Drainage Area = Acres
Design Runoff (Pre) = 5,932 fi
Design Runoff (Post) = 36,297 ft3
Volume required = 30,365 fi
Other Impervious Area to be Treated . O sf
Other Runoff Depth to be Treated = 3.47 in
Other WQV to be Treated = 0 f?
Total (including off-slte)= 30,365 fe
Pond Height above Orifloe feet
Orifice Invert Elevation = feet
Pond Surface Area at Height Above Orifice = 18,890 square feet
Pond Surface Area at Orifice Invert Elevation = square feet
Orifice Diameter (D) = 3.00 inches = 0.25 feet
Orifice Area (a) = 0.0491 square feet
Average Surface Area (A) = 16,595 square feet
Gravitational Constatnt (g) = 32.2 iNsee
Head (H) = 1.61 feet
Discharge Coefficient (C) = 0.6
Time (t) = 177,902 seconds = days
Note:
The above calculation is based on the Bernoulli Equation where:
t Cxax(g x(0-Ho.a) F
— 'L
5f31201611:44 AM / O� / l V Page 1 of 1

Wet Pond 3 Design
Wet Pond 3 Treatment Volume
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
29.00
14,300
0
0
29.50
16,665
7,733
7,733
31.50
20,270
36,873
44,605
31.75
21,700
5,245
49,850
0
0
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
0
0
0
0
0
0
13.00
0
0
13.00
2,290
0
0
21.00
6,435
34,900
34,900
23.00
7,790
14,225
49,125
28.00
11,670
48,650
97,775
28.50
12,095
5,941
103,716
29.00
14,300
6,599
110,315
Wet Pond 3 - Forebay
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
15.00
0
0
0
21.00
1,080
3,240
3,240
23.00
1,570
2,650
5,890
28.00
3,035
11,513
17,403
28.50
3,195
1,558
18,960
29.00
4,065
1,815
20,775

Project Dame: Swansboro
Ballast Pad Design for Detention Basin
Wet Pond 3
Oft. Spillway Height
31.75 ft. Soiliwav Elev.
Box Width: 72.00 in
Box Length 72.00 in
Barrel Size: 18.00 in
Top of Basin: 31.75 ft.
Inv. Out of Pipe 29.00 ft.
Spillway Height: 0.00 ft.
Top of Riser Elev. 31.00 ft.
29 &
Uplift @ Peak Elevation:
Peak Elevation =31.75 ft.
Peak Elevation = 2.75 ft.
Uplift Force= (82.4)(2.75 ft.)(6`6)
Uplift Force= 6177.6 Ibs
Volume of Concrete Required to Stabilize Riser:
6177.6 Ibs X 1/150 Ibs/ft^3= 41.184 cubic feet
Ballast Pad Dimensions:
Try Volume of. 9 ft. X 9 ft. X 1 ft.
81 cubic feet Ok
81 c.f. > or equal to 41.184 c.f. True
9fl
ft. Top of Basin
Ballast Pad 18 in. RCP
9 ft.
75 t.
72 in.BOX
Pad
Ballast Pad Dimensions: 9 ft. X 9 ft. X 1 ft.

Hydrograph Summary Report
Hydraitow Hydrographs Extension for AutoCAD® Civil 3082014 by Autodesk. Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(efs)
Time
interval
(min)
Tlme to
Peak
(min)
Hyd.
volume
(CUR)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Dekalb
2.969
1
225
16,751
--
------
------
Pre South
2
Dekelb
3.084
1
225
17,403
—
------
Pre North
3
Dekalb
34.92
1
25
31,325
------
—
Post to Pond 1
4
Dekalb
13.95
1
25
12,510
----
----
Post to Pond 2
5
Dekalb
13.10
1
25
11,747
—
--
----
Post to Pond 3
6
Dekalb
1.422
1
50
2,551
--
--
---
Pond Bypass South
7
Dekalb
0.354
1
25
318
--
-----
Pond Bypass North
8
Reservoir
0.256
1
50
23,675
3
29.59
30,931
Out Pond 1
9
Reservoir
0.179
1
49
11,665
4
30.01
12,208
Out Pond 2
10
I
Reservoir
0.171
1
49
10,867
5
29.70
11,463
Out Pond 3
11
Combine
1.678
1
50
26,226
6, 8,
------
------
Post Combined South
12
Combine
0.599
1
25
22,850
7, 9, 10,
-
-----
Post Combined North
160414 - Stormwater Ponds Design.gpw I Return Period: 2 Year I Tuesday, 05 / 3 / 2016

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. A 0.3
Hyd. No. 1
Pre South
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 12.000 ac
Runoff coeff.
Intensity
= 1.649 in/hr
Tc by User
IDF Curve
= Swansboro.IDF
Asc/Rec limb fact
' Composite (Area/C) = [(12.000 x 0.15)] 112.000
Q (cfs)
3.00
1.00
Pre South
Hyd. No. 1 — 2 Year
60 120 180 240 300 360
Hyd No. 1
Tuesday, 05 / 3 / 2016
= 2.969 cfs
= 225 min
= 16,751 cult
= 0.15*
= 45.00 min
= n/a
420
Q (cfs)
3.00
2.00
1.00
0.00
480
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. 00.:
Hyd. No. 2
Pre North
Hydrograph type
= Dekalb
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 8.500 ac
Intensity
= 1.649 in/hr
OF Curve
= Swansboro.IDF
Composite (Area/C) = [(7.800 x 0.15) ' (0.700 x 0.95)] / 8.500
Q (cfs)
4.00
3.00
2.00
1.00
Tuesday, 05 / 3 / 2016
Peak discharge
= 3.084 cfs
Time to peak
= 225 min
Hyd. volume
= 17,403 cuft
Runoff coefF.
= 0.22*
Tc by User
= 45.00 min
AsclRec limb fact
= n/a
Pre North
Hyd. No. 2 — 2 Year
60 120 180 240 300 360 420
Hyd No. 2
Q (cfs)
4.00
3.00
2.00
1.00
---L- 0.00
480
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3138 2014 by Autodesk, Inc. v10.21
Hyd. No. 3
Post to Pond 1
Hydrograph type
= Dekalb
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 9.600 ac
Intensity
= 4.724 in/hr
OF Curve
= Swansboro.IDF
* Composite (Area/C) = [(2.150 x 0.15) + (7.450 x 0.95)] / 9.600
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
Tuesday, 05 / 312016
Peak discharge
= 34.92 cfs
Time to peak
= 25 min
Hyd. volume
= 31,325 cuft
Runoff coeff.
= 0.77*
Tc by User
= 5.00 min
Asc/Rec limb fact
= n/a
Post to Pond 1
Hyd. No. 3 -- 2 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. A 0.3
Hyd. No. 4
Post to Pond 2
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 3.690 ac
Runoff coeff.
Intensity
= 4.724 in/hr
Tc by User
OF Curve
= Swansboro.IDF
Asc/Rec limb fact
Composite (Area/C) = [(3.000 x 0.95) - (0.690 x 0.15)] / 3.690
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
Post to Pond 2
Hyd. No. 4 — 2 Year
Tuesday, 05 / 3 / 2016
= 13.95 cfs
= 25 min
= 12,510 tuft
= 0.8*
= 5.00 min
= n/a
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 W i i ' i i i i i i i i i i i i i i i i i f i I 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Tuesday, 05 13 / 2016
Hyd. No. 5
Post to Pond 3
Hydrograph type
= Dekalb
Peak discharge
= 13.10 cfs
Storm frequency
= 2 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 11,747 cuft
Drainage area
= 3.600 ac
Runoff coeff.
= 0.77*
Intensity
= 4.724 in/hr
Tc by User
= 5.00 min
OF Curve
= Swansboro.IDF
Asc/Rec limb fact
= n/a
* Composite (Area/C) = [(2.770 x 0.95) + (0.830 x 0.15)] / 3.600
Q (cfs)
14.00
12.00
10.00
6.00
4.00
2.00
Post to Pond 3
Hyd. No. 5 -- 2 Year
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 K 1 I 1 I 1 I I I I I I I I I I I I I I i i i 1 1 11 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Time (min)
Hyd No. 5

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAO® Civil 30® 2014 by Autodesk, Inc. v10.3
Hyd. No. 6
Pond Bypass South
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 2.500 ac
Runoff coeff.
Intensity
= 3.792 in/hr
Tc by User
OF Curve
= Swansboro.IDF
AsclRec limb fact
Q (ds)
2.00
1.00
0.00 - 1 I I I I
0
Pond Bypass South
Hyd. No. 6 — 2 Year
Tuesday, 0513 / 2016
= 1.422 cfs
= 50 min
= 2,551 cuff
= 0.15
= 10.00 min
= n/a
10 20 30 40 50 60 70 80 90
— Hyd No. 6
Q (Cfs)
2.00
1.00
0.00
100
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. 00.3
Hyd. No. 7
Pond Bypass North
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.500 ac
Runoff coeff.
Intensity
= 4.724 in/hr
Tc by User
OF Curve
= Swansboro.IDF
Asc/Rec limb fact
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
000
Pond Bypass North
Hyd. No. 7 — 2 Year
Tuesday, 05 / 3 / 2016
= 0.354 cfs
= 25 min
= 318 cuft
= 0.15
= 5.00 min
= n/a
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2014 by Autodesk, Inc. v10.3 Tuesday, 05 / 3 / 2016
Hyd. No. 8
Out Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 0.256 cfs
Storm frequency
= 2 yrs
Time to peak
= 50 min
Time interval
= 1 min
Hyd. volume
= 23,675 cuft
Inflow hyd. No.
= 3 - Post to Pond 1
Max. Elevation
= 29.59 ft
Reservoir name
= Pond 1
Max. Storage
= 30,931 cuft
Storage Indication method used
Out Pond 1

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2014 by Autodesk, Inc. v10.3 Tuesday, 05 / 3 / 2016
Pond No. 1 - Pond 1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 29.00 it
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00
29.00
47,535
0
0
0.50
29.50
56,180
25,896
25,896
1.00
30.00
58,050
28,553
54,449
2.00
31.00
61,780
59,899
114,349
3.25
32.25
75,585
85,700
200,049
Culvert / Orifice Structures
Weir Structures
[A]
IBl
[C]
[PrfRsrl
[A] [Bl
[C]
[D]
Rise (in)
= 18.00
4.00
Inactive
0.00
Crest Len (ft)
= 24.00 24.00
Inactive
0.00
Span (in)
= 18.00
4.00
18.00
0.00
Crest El. (ft)
= 31.00 31.50
30.75
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft)
= 29.00
29.00
30.00
0.00
Weir Type
= 1 Rect
Rect
---
Length (ft)
= 150.00
0.00
0.00
0.00
Multi -Stage
= Yes No
Yes
No
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= We
Yes
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
1.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (Ic) and submergence (s)
Stage / Discharge
6.00 12.00 18.00 24.00 30.00 36.00 42.00 48.00 54.00 60.00
Total Q
Elev (ft)
33.00
32.00
31.00
30.00
29.00
66.00
Discharge (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. A 0.3
Hyd. No. 9
Out Pond 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 4 - Post to Pond 2
Max. Elevation
Reservoir name
= Pond 2
Max. Storage
Storage Indication method used.
Out Pond 2
Tuesday, 05 13 / 2016
= 0.179 cfs
= 49 min
= 11,665 cuft
= 30.01 ft
= 12,208 cuft
Q (cfs) Hyd. No. 9 — 2 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 - 2.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 9 Hyd No. 4 Total storage used=12,208 cuff

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. A 0.3
Tuesday, 05/3/2016
Pond No. 2 - Pond 2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation 29.25 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 29.25
12,940
0
0
0.50 29.75
16,330
7,300
7,300
2.25 31.50
20,950
32,533
39,833
2.50 31.75
22,925
5,482
45,315
Culvert / Orifice Structures
Weir Structures
[A]
IB]
[C]
[PrfRsrl
[A] IBl
[C]
[D]
Rise (In) = 15.00
3.00
0.00
0.00
Crest Len (ft)
= 24.00 15.00
0.00
0.00
Span (in) = 15.00
3.00
0.00
0.00
Crest El. (ft)
= 31.05 31.25
0.00
0.00
No. Barrels = 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft) = 29.25
29.25
0.00
0.00
Weir Type
= 1 Rect
--
--
Length (ft) = 240.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope (%) = 0.60
0.00
0.00
n/a
N-Value = .013
.013
.013
n/a
Orifice Coeff. = 0.60
0.60
0.60
0.60
Exfil.(infltt)
= 0.000 (by Contour)
Multi -Stage = n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: CulverUOrifice
outilows are analyzed under inlet (Ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
3.00
2.00
1.00
Stage / Discharge
0.00 ' 1 1 1 1'
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00
Total Q
Elev (ft)
32.25
31.25
30.25
-1 29.25
24.00
Discharge (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3139 2014 by Autodesk, Inc. v10.3 Tuesday, 05 13 / 2016
Hyd. No. 10
Out Pond 3
Hydrograph type
= Reservoir
Peak discharge
= 0.171 cis
Storm frequency
= 2 yrs
Time to peak
= 49 min
Time interval
= 1 min
Hyd. volume
= 10,867 cuft
Inflow hyd. No.
= 5 - Post to Pond 3
Max. Elevation
= 29.70 ft
Reservoir name
= Pond 3
Max. Storage
= 11,463 cuft
Storage Indication method used.
Out Pond 3
Q (Cfs) Hyd. No. 10 — 2 Year Q (Cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 1 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 10 Hyd No. 5 rl=Total storage used 11,463 cult

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Pond No. 3 - Pond 3
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining
Elevation = 29.00 It
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0.00 29.00
14,300
0
0
0.50 29.50
16,665
7,733
7,733
2.50 31.50
20,270
36,873
44,605
2.75 31.75
21,700
5,245
49,850
Culvert / Orifice Structures Weir Structures
Tuesday, 0513 / 2016
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
3.00
0.00
0.00
Crest Len (it)
= 24.00
Inactive
100.00
0.00
Span (in)
= 18.00
3.00
0.00
0.00
Crest El. (ft)
= 31.00
30.70
31.50
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 29.00
29.00
0.00
0.00
Weir Type
= 1
Rect
Rect
--
Length (ft)
= 375.00
0.00
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 0.65
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice COW
= 0.60
0.60
0.60
0.60
Exfil.(inlhr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
3.00
2.00
1.00
0.00 1
0.00
Note: Culvert/Orifice outllows are analyzed under Inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (a).
Stage / Discharge
5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00
Total Q
Elev (ft)
32.00
31.00
30.00
' 29.00
50.00 55.00
Discharge (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk. Inc. v10.3
Hyd. No. 11
Post Combined South
Hydrograph type
= Combine Peak discharge
Storm frequency
= 2 yrs Time to peak
Time interval
= 1 min Hyd. volume
Inflow hyds.
= 6, 8 Contrib. drain. area
Q (cfs)
2.00
1.00
0.00 -1
0
300 600
Hyd No. 11
Post Combined South
Hyd. No. 11 — 2 Year
Tuesday, 05 / 3 / 2016
= 1.676 cfs
= 50 min
= 26,226 cuft
= 2.500 ac
900 1200 1500 MID 2100 2400 2700
Hyd No. 6 Hyd No. 8
Q (Cfs)
2.00
1.00
—' 0.00
3000
Time (min)

Hydrograph Report
Hydreflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. AM
Hyd. No. 12
Post Combined North
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyds.
= 7, 9, 10
Q (cfs)
1.00
0.90
:l
0.40
0.30
0.20
0.10
Tuesday, 05 / 3 / 2016
Peak discharge
= 0.599 cfs
Time to peak
= 25 min
Hyd. volume
= 22,850 cuft
Contrib. drain. area
= 0.500 ac
Post Combined North
Hyd. No. 12 -- 2 Year
rr•�
i�
r,
ri
-
�i
I:
I�
0.00 —
0
300 600 900 1200
Hyd No. 12 Hyd No. 7
Q (cfs)
1.00
A •1
0.80
0.70
0.60
oil
0.20
0.10
0.00
1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 9 Hyd No. 10

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutaCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
Will)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
Description
1
Dekalb
4.985
1
225
28,133
--
---
---
Pro South
2
Dekalb
5.179
1
225
29,227
--
------
Pre North
3
Dekalb
53.32
1
25
47,824
---
Post to Pond 1
4
Dekalb
21.29
1
25
19,099
---
---
Post to Pond 2
5
Dekalb
19.99
1
25
17,934
---
------
---
Post to Pond 3
6
Dekalb
2.208
1
50
3,961
---
------
---
Pond Bypass South
7
Dekalb
0.541
1
25
485
--
--
Pond Bypass North
8
Reservoir
0.332
1
50
36,683
3
29.87
47,284
Out Pond 1
9
Reservoir
0.224
1
50
17,947
4
30.36
18,704
Out Pond 2
10
Reservoir
0.216
1
50
16,765
5
30.03
17,559
Out Pond 3
11
Combine
2.540
1
50
40,644
6, 8,
---
Post Combined South
12
Combine
0.854
1
25
35,197
7, 9, 10,
—
Post Combined North

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd. No. 1
Pre South
Hydrograph type
= Dekalb
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 12.000 ac
Intensity
= 2.770 in/hr
OF Curve
= Swansboro.IDF
*Composite (Area/C) = [(12.000 x 0.15)] / 12.000
Q (cfs)
5.00
4.00
3.00
2.00
1.00
Tuesday, 05 / 3 / 2016
Peak discharge
= 4.985 cfs
Time to peak
= 225 min
Hyd. volume
= 28,133 cuft
Runoff coeff.
= 0.15*
Tc by User
= 45.00 min
Asc/Rec limb fact
= n/a
Pre South
Hyd. No. 1 --10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
WR
0 60 120 180 240 300 360 420 480
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.2
Hyd. No. 2
Pre North
Hydrograph type
= Dekalb
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 8.500 ac
Intensity
= 2.770 in/hr
OF Curve
= Swansboro.IDF
*Composite (Area/C) [(7.800 x 0.15) + (0.700 x 0.95)] / 8.500
Pre North
Tuesday, 05 / 3 / 2016
Peak discharge
= 5.179 cfs
Time to peak
= 225 min
Hyd. volume
= 29,227 cuft
Runoff coeff.
= 0.22*
Tc by User
= 45.00 min
Asc/Rec limb fact
= n/a
Q (off) Hyd. No. 2 -10 Year Q (GfS)
6.00 6.00
5.00 -' - - - - - - -- - - ---- - - 5.00
4.00 -- -- -- ----- - - -- -- - - 4.00
3.00 - ---- - - - - - - - - - - 3.00
2.00 -- - --- - - --- --- -- - - L 2.00
1.00 1.00
0.00 0.00
0 60 120 180 240 300 360 420 480
— Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.:
Hyd. No. 3
Post to Pond 1
Hydrograph type
= Dekalb
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 9.600 ac
Intensity
= 7.213 in/hr
OF Curve
= Swansboro.IDF
Composite (Area/C) = [(2.150 x 0.15) + (7.450 x 0.95)] / 9.600
Tuesday, 05 / 3 / 2016
Peak discharge
= 53.32 cfs
Time to peak
= 25 min
Hyd. volume
= 47,824 cuft
Runoff coeff.
= 0.77*
Tc by User
= 5.00 min
Asc/Rec limb fact
= n/a
Post to Pond 1
Q (Cfs) Hyd. No. 3 -- 10 Year Q (ofs)
60.00
50.00
40.00
30.00
20.00
10.00
0 00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd. No. 4
Post to Pond 2
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 3.690 ac
Runoff coeff.
Intensity
= 7.213 in/hr
Tc by User
IDF Curve
= Swansboro.IDF
AsclRec limb fact
* Composite (Area/C) = [(3.000 x 0.95) + (0.690 x 0.15)] / 3.690
Q (Cfsil
24.00
20.00
16.00
12.00
M
4.00
Tuesday, 05 / 3 / 2016
= 21.29 cfs
= 25 min
= 19,099 cult
= 0.8*
= 5.00 min
= n/a
Post to Pond 2
INIMMIN IMMINVI irml MINIMMIN
MMMMMMMM 0 0 N M in MIMM
MOMMINNIMMIN MF11 MIN mom MIN
MINNIMMINIMMINIMINWINIMMINIMMINIMMININ
100110010101011001 INKMIUM MINIM
IMMINIMMINIMMINIVINIM NINON
ki NOON MIN
MIN 011001100110 WFAMI I IMMINIMMININ
MINIMINIMMINNIMMINIMMUNINIMMM IMMINIMMIN
::::�MMMMMMMI �::��==M=gym
MMEM MIN INFAMIN NNW
0 IN IN F, no IN IN IN
IN owl I'm I MMMMM
.................. .
IJIMMWMMMMM jewnw"IME
No
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 4
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd. No. 5
Post to Pond 3
Hydrograph type
= Dekalb
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 3.600 ac
Intensity
= 7.213 in/hr
IDF Curve
= Swansboro.IDF
* Composite (Area/C) = [(2.770 x 0.95) + (0.830 x 0.15)) / 3.600
Q WS)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
Tuesday, 05 / 3 / 2016
Peak discharge
= 19.99 Cfs
Time to peak
= 25 min
Hyd. volume
= 17,934 cuft
Runoff coeff.
= 0.77*
Tc by User
= 5.00 min
Asc/Rec limb fact
= n/a
Post to Pond 3
Hyd. No. 5 --10 Year
Q (ds)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 300 2014 by Autodesk, Inc. A 0.3
Hyd. No. 6
Pond Bypass South
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 2.500 ac
Runoff coeff.
Intensity
= 5.888 in/hr
Tc by User
OF Curve
= Swansboro.IDF
Asc/Rec limb fact
Pond Bypass South
Q (cfs) Hyd. No. 6 —10 Year
3.00
2.00
1.00
UJI
0 10
Hyd No. 6
Tuesday, 05 13 / 2018
= 2.208 cis
= 50 min
= 3,961 cult
= 0.15
= 10.00 min
= n/a
Q (cfs)
3.00
2.00
1.00
o.00
20 30 40 50 60 70 80 90 100
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. A0.3
Hyd. No. 7
Pond Bypass North
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.500 ac
Runoff coeff.
Intensity
= 7.213 in/hr
Tc by User
OF Curve
= Swansboro.IDF
Asc/Rec limb fact
Q (cfs)
1.00
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
Pond Bypass North
Hyd. No. 7 —10 Year
Tuesday, 05 / 3 12016
= 0.541 cfs
= 25 min
= 485 cuft
= 0.15
= 5.00 min
= n/a
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. A 0.3 Tuesday, 05 / 3 / 2016
Hyd. No. 8
Out Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 0.332 cfs
Storm frequency
= 10 yrs
Time to peak
= 50 min
Time interval
= 1 min
Hyd. volume
= 36,683 cuft
Inflow hyd. No.
= 3 - Post to Pond 1
Max. Elevation
= 29.87 ft
Reservoir name
= Pond 1
Max. Storage
= 47,284 cuft
Storage Indication method used.
50.00
40.00
30.00
20.00
10.00
Out Pond 7
Hyd. No. 8 —10 Year
300 600 900 1200
Hyd No. 8 Hyd No. 3
1500 1800 2100 2400 2700
TJ= Total storage used = 47,284 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
3000
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2014 by Autodesk, Inc. v10.3 Tuesday, 05 / 3 / 2016
Hyd. No. 9
Out Pond 2
Hydrograph type
= Reservoir
Peak discharge
= 0.224 cfs
Storm frequency
= 10 yrs
Time to peak
= 50 min
Time interval
= 1 min
Hyd. volume
= 17,947 cuft
Inflow hyd. No.
= 4 - Post to Pond 2
Max. Elevation
= 30.36 ft
Reservoir name
= Pond 2
Max. Storage
= 18,704 cuft
Storage Indication method used.
Q (cfs)
24.00
16.00
12.00
8.00
4.00
0.00�-
0 300
Hyd No. 9
Out Pond 2
Hyd. No. 9 —10 Year
600 900 1200 1500 1800 2100 2400 2700
Hyd No. 4 TT- =Ly Total storage used = 18,704 cuft
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
3000
Time (min)

Hydrograph Report
Hydreflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3 Tuesday, 05 / 3 / 2016
Hyd. No. 10
Out Pond 3
Hydrograph type
= Reservoir
Peak discharge
= 0.216 cfs
Storm frequency
= 10 yrs
Time to peak
= 50 min
Time interval
= 1 min
Hyd. volume
= 16,765 cuft
Inflow hyd. No.
= 5 - Post to Pond 3
Max. Elevation
= 30.03 ft
Reservoir name
= Pond 3
Max. Storage
= 17,559 cuff
Storage Indication method used.
Out Pond 3
Q (cfs) Hyd. No. 10 —10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 �
i I I 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
— Hyd No. 10 Hyd No. 5 ELL- Total storage used=17,559 cuff

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2014 by Autodesk, Inc. A 0.2
Hyd. No. 11
Post Combined South
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyds.
= 6, 8
Q (cfs)
3.00
2.00
1.00
Tuesday, 05 / 3 / 2016
Peak discharge
= 2.540 cfs
Time to peak
= 50 min
Hyd. volume
= 40,644 cuft
Contrib. drain. area
= 2.500 ac
Post Combined South
Hyd. No. 11 --10 Year
Q (cfs)
3.00
2.00
1.00
M31-11:11
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
- Hyd No. 11 Hyd No. 6 Hyd No. 8

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.2
Hyd. No. 12
Post Combined North
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyds.
= 7, 9, 10
Q (cfs)
1.Ul u
0.90
0.80
0.70
. 1,
0.50
Are,
0.30
0.20
0.10
0.00
0 300
Hyd No. 12
Tuesday, 05 / 312016
Peak discharge
= 0.854 cfs
Time to peak
= 25 min
Hyd. volume
= 35,197 cuft
Contrib. drain. area
= 0.500 ac
Post Combined North
Hyd. No. 12 —10 Year
600 900 1200 1500 1800 2100 2400 2700
Hyd No. 7 Hyd No. 9 Hyd No. 10
Q (Cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
3000
Time (min)

Hydrograph Summary Report HydraflowHydrographsExtension for AutoCAD® Civil 3D®2014byAutodesk,Inc. A0.3
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (tuft) (ft) (cuft)
1
Dekalb
9.108
1
225 51,398
---
------
------
Pre South
2
Dekalb
9.462
1
225 53,397
---
------
------
Pre North
3
Dekalb
90.15
1
25 80,863
---
-
------
Post to Pond 1
4
Dekalb
36.00
1
25 32,293
---
—
—
Post to Pond 2
5
Dekalb
33.81
1
25 30,324
---
—
—
Post to Pond 3
6
Dekalb
3.751
1
50 6,730
--
- -
------
Pond Bypass South
7
Dekalb
0.915
1
25 820
---
---
---
Pond Bypass North
8
Reservoir
0.448
1
50 57,057
3
30.43
80,093
Out Pond 1
9
Reservoir
1.317
1
48 30,153
4
31.05
31,423
Out Pond 2
10
Reservoir
0.286
1
50 28,161
5
30.70
29,808
Out Pond 3
11
Combine
4.199
1
50 63,787
6, 8,
------
------
Post Combined South
12
Combine
1.647
1
48 59,134
7, 9, 10,
- -
------
Post Combined North
160414 - Stormwater Ponds Design.gpw I Return Period: 100 Year I Tuesday, 05 / 3 / 2016

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® CIvll 3139 2014 by Autodesk, Inc. A 0..
Hyd. No. 1
Pre South
Hydrograph type
= Dekalb
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 12.000 ac
Intensity
= 5.060 in/hr
OF Curve
= Swansboro.IDF
" Composite (Area/C) = [(12.000 x 0.15)] / 12.000
Q (cfs)
10.00 -
8.00
. tof
4.00
2.00
0.00 `-11- '
0 60
Hyd No. 1
Tuesday, 05 / 3 12016
Peak discharge
= 9.108 cfs
Time to peak
= 225 min
Hyd. volume
= 51,398 cuft
Runoff coeff.
= 0.15*
Tc by User
= 45.00 min
Asc/Rec limb fact
= n/a
Pre South
Hyd. No. 1 —100 Year
Q (cfs)
10.00
8.00
6.00
4.00
2.00
' 0.00
120 180 240 300 360 420 480
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.;
Hyd. No. 2
Pre North
Hydrograph type
= Dekalb
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 8.500 ac
Intensity
= 5.060 in/hr
OF Curve
= Swansboro.IDF
*Composite (Area/C) = [(7.800 x 0.15) + (0.700 x 0.95)) / 8.500
Q (ds)
10.00
8.00
6.00
4.00
2.00
0.00 -L
0
60 120
Hyd No. 2
Tuesday, 05 / 3 / 2016
Peak discharge
= 9.462 cfs
Time to peak
= 225 min
Hyd. volume
= 53,397 cuft
Runoff coeff.
= 0.22*
Tc by User
= 45.00 min
Asc/Rec limb fact
= n/a
Pre North
Hyd. No. 2 --100 Year
Q (Cfs)
10.00
4.00
2.00
' ' 0.00
180 240 300 360 420 480
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2014 by Autodesk, Inc. v10.3 Tuesday, 05 13 / 2016
Hyd. No. 3
Post to Pond 1
Hydrograph type
= Dekalb
Peak discharge
= 90.15 cis
Storm frequency
= 100 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 80,863 cuft
Drainage area
= 9.600 ac
Runoff coeff.
= 0.77*
Intensity
= 12.195 in/hr
Tc by User
= 5.00 min
OF Curve
= Swansboro.IDF
AsclRec limb fact
= n/a
*Composite (Area/C) [(2.150 x 0.15) + (7.450 x 0.95)] / 9.600
Q (Cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
Post to Pond 1
Hyd. No. 3 —100 Year
Q (cfs)
100.00
90.00
E-11141f
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 w I I I I I I I I I I I I I I I I 1 I I I I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2014 by Autodesk, Inc. 00.3 Tuesday, 05 / 3 / 2016
Hyd. No. 4
Post to Pond 2
Hydrograph type
= Dekalb
Peak discharge
= 36.00 cfs
Storm frequency
= 100 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 32,293 cuft
Drainage area
= 3.690 ac
Runoff coeff.
= 0.8*
Intensity
= 12.195 in/hr
Tc by User
= 5.00 min
OF Curve
= Swansboro.IDF
Asc/Rec limb fact
= n/a
` Composite (Area/C) = [(3.000 x 0.95) + (0.690 x 0.15)] / 3.690
Q (cfs)
40.00
30.00
20.00
10.00
Post to Pond 2
Hyd. No. 4 — 100 Year
Q (cfs)
40.00
30.00
20.00
10.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 4 Time (min)

Hydrogreph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. A 0.3 Tuesday, 05 / 3 / 2016
Hyd. No. 5
Post to Pond 3
Hydrograph type
= Dekalb
Peak discharge
= 33.81 cis
Storm frequency
= 100 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 30,324 cuft
Drainage area
= 3.600 ac
Runoff coeff.
= 0.77*
Intensity
= 12.195 in/hr
Tc by User
= 5.00 min
OF Curve
= Swansboro.IDF
Asc/Rec limb fact
= n/a
* Composite (Area/C) = [(2.770 x 0.95) + (0.830 x 0.15)] 13.600
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Post to Pond 3
Hyd. No. 5 —100 Year
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 w I I 1 I I I 1 I I I I I I I I I I I 1 I I I I N 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. A 0.3
Hyd. No. 6
Pond Bypass South
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 2.500 ac
Runoff coeff.
Intensity
= 10.004 in/hr
Tc by User
OF Curve
= Swansboro.IDF
Asc/Rec limb fact
Q (cfs)
4.00
� I
-----------
cXMI
90
1.00
0.00
0 10
Hyd No. 6
Pond Bypass South
Hyd. No. 6 — 100 Year
Tuesday, 05 / 3 / 2016
= 3.751 cfs
= 50 min
= 6,730 cult
= 0.15
= 10.00 min
= n/a
20 30 40 50 60 70 80 90
Q (cfs)
4.00
3.00
2.00
1.00
0.00
100
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2014 by Autodesk, Inc. v10.3 Tuesday, 05 / 3 / 2016
Hyd. No. 7
Pond Bypass North
Hydrograph type
= Dekalb
Peak discharge
= 0.915 cfs
Storm frequency
= 100 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 820 cuft
Drainage area
= 0.500 ac
Runoff coeff.
= 0.15
Intensity
= 12.195 in/hr
Tc by User
= 5.00 min
OF Curve
= Swansboro.IDF
Asc/Rec limb fact
= n/a
Q (cfs)
1nn-
0.90 -
0.80 -
0.70
0.60 -
0.50 -
0.40 -
0.30
0.20
0.10
0.00
Pond Bypass North
Hyd. No. 7 —100 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50
Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Tuesday, 0513 / 2016
Hyd. No. 8
Out Pond 1
Hydrograph type
= Reservoir
Peak discharge
= 0.448 cfs
Storm frequency
= 100 yrs
Time to peak
= 50 min
Time interval
= 1 min
Hyd. volume
= 57,057 cuft
Inflow hyd. No.
= 3 - Post to Pond 1
Max. Elevation
= 30.43 ft
Reservoir name
= Pond 1
Max. Storage
= 80,093 cuft
Storage Indication method used.
Q (cfs)
100.0a
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
Out Pond 1
Hyd. No. 8 —100 Year
i I
300 600
Hyd No. 8
Q (cfs)
100.00
90.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
_ Time (min)
- Hyd No. 3 I CLI LZ' Total storage used = 80,093 cuff

Hydrograph Report
Hydraflow Hydrographs Exl ension for AutoCAD® Civil 3138 2014 by Autodesk, Inc. v10.3
Hyd. No. 9
Out Pond 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 4 - Post to Pond 2
Max. Elevation
Reservoir name
= Pond 2
Max. Storage
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0
Out Pond 2
Hyd. No. 9 —100 Year
Tuesday, 05 / 3 / 2016
= 1.317 cfs
= 48 min
= 30,153 cuft
= 31.05 ft
= 31,423 cuft
�
r
•.�
i
i
300 600 900 1200
Hyd No. 9 Hyd No. 4
1500 1800 2100 2400 2700
1=11 Total storage used = 31,423 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
3000
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd. No. 10
Out Pond 3
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 5 - Post to Pond 3
Max. Elevation
Reservoir name
= Pond 3
Max. Storage
Storage Indication method used.
Out Pond 3
Tuesday, 05 / 3 / 2016
= 0.286 cfs
= 50 min
= 28,161 cuft
= 30.70 ft
= 29,808 cuft
Q (cfs) Hyd. No. 10 -100 Year Q (cfs)
35.00 35.00
30.00 s _ - ---- — - - -- - - - - -- - -- - - - - 30.00
--
25.00 ----- - -- - - - -- - - 25.00
20.00 - 20.00
-_ -- --
15.00
10.00 - - - --- - —� 10.00
5.00 5.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 10 Hyd No. 5 UJI T_` Total storage used = 29,808 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.:
Hyd. No. 11
Post Combined South
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyds.
= 6, 8
4.00
3.00
2.00
1.00
300 600
Hyd No. 11
Tuesday, 05 / 3 / 2016
Peak discharge
= 4.199 cfs
Time to peak
= 50 min
Hyd. volume
= 63,787 cuft
Contrib. drain. area
= 2.500 ac
Post Combined South
Hyd. No. 11 —100 Year
900 1200
Hyd No. 6
1500
1800
Hyd No. 8
2100 2400 2700
Q (cfs)
5.00
U1111
3.00
2.00
1.00
0.00
3000
Time (min)

Hydrograph Report
HydraBow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. A 0.2
Hyd. No. 12
Post Combined North
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyds.
= 7, 9, 10
Q (cfs)
2.00
1.00
Tuesday, 05 / 3 / 2016
Peak discharge
= 1.647 cfs
Time to peak
= 48 min
Hyd. volume
= 59,134 cuft
Contrib. drain. area
= 0.500 ac
Post Combined North
Hyd. No. 12 --100 Year
Q (cfs)
2.00
1.00
M-0
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 12 Hyd No. 7 Hyd No. 9 Hyd No. 10

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 300 2014 by Autodesk, Inc. A 0.3 Tuesday, 05 / 3 / 2018
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
0.0000
0.0000
0.0000
-------
2
65.3330
13.2000
0.9053
---
3
0.0000
0.0000
0.0000
----
5
0.0000
0.0000
0.0000
---
10
70.3899
12.3000
0.7992
---
25
63.2015
11.1000
0.7421
---
50
0.0000
0.0000
0.0000
---
100
69.6549
9.2000
0.6567
------
File name: Swansboro.IDF
Intensity = B / (Tc + D)^E
Return
Period
(Yrs)
Intensity Values Qn/hr)
5 min 10 15 20 25 30 35 40 45 50 55 60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
4.72
3.79
3.18
2.74
2.41
2.16
1.96
1.79
1.65
1.53
1.43
1.34
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
10
7.21
5.89
5.01
4.38
3.90
3.53
3.23
2.98
2.77
2.59
2.44
2.30
25
8.04
6.58
5.62
4.93
4.42
4.01
3.68
3.41
3.18
2.99
2.82
2.67
50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
100
12.20
10.00
8.59
7.60
6.85
6.26
5.79
5.39
5.06
4.78
4.53
4.31
Tc = time in minutes. Values may exceed 60.
Precio. file name! H!120131NCC1380781TachnicallStnrmwat&ASwanshero_ncn
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.65
4.44
0.00
0.00
6.86
0.00
0.00
11.60
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Storm Drainage Calculations

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Reference Information

1/26/2016 Precipitation Frequency Data Sever
NOAA Atlas 14, Volume 2, Version 3�,
Location name: Swansboro, North Carolina, US*
k Latitude: 34.70060, Longitude:-77.14960
Elevation: 31 ft*
"source: Google Maps.
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. iionnin, D. Martin, S. Lin, T. Parzybok M.Yeka, and 0. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular i PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals din inchesji
Average recurrence
Interval (years)
Duration
1
2
5
10
25
50
700
200
500
�
1000
OA89
0 575
0.663
0.747
0.843
0.927
0.998
1.07
1.17
125
5arrin
(0.452-0.531)
(0.532-0.623)
(0.612-0.718)
(0.687-0.809)
(0.771-0.911)
(0.840-0.998)
(0.905-1.08)
(0.9661.16)
(1.04-1.27)
(1.11-1.37)
0.781
0.919
1.06
1.19
1.34
1A7
1.58
1.70
1.85
1.98
70-min
(0.722-0.848)
(0.850-0.996)
(0.980-1.15)
1 (1.10-1.29) 11
(1.23-1.45)
1 (1.34-1..%)
(1.44-1.72)
(1.53-1.84)
(1.65-2.01)
(1.75-2.15)
0.976
1.16
1.34
1.51
1.70
1.86IF
2.00
2.15 7F
2.337F2.48
15�rrin
(0.902-1.06)
1 (1.07-1.25) 11
(1.24-1.45)
1 (1.39-1.64) 11
(1.56-1.84)
1 (1.69-2.01)
(1.82-2.17)
(1.93-2.33)
(2.08-2.53)
(2.19-2.70)
1.34
1.60
1.91
2.19
2.52
2.80IF
3.06
334
3.70
4.01
30-min
(1.24-1.45)
1 (1.48-1.73)
1 (1.76-2.07)
1 (2.01-2.37) 11
(2.31-2.73)
(2.55-3.02)
(2.78-3.32)
(3.01-3.62)
(3.31-4.03)
(3.55-4.37)
1.67
2.00
2A5
2.85
3.36
3.79
4.22
4.68
5 31
5.86
60-min
(1.54-1.81)
1 (1.85-2.17)
(2.26-2.65) 11
(2.62-3.09)
1 (3.07-3.63)
(3.46-4.10)
(3.83-4.57)
(422-5.08)
(4.74-5.78)
(5.19-6.39)
2.04
2A7
3.09
3.67
4A5
5.13
5.85
6.63
7.73
8.70
2-hr
(1.87-2.23)
(2.27-2.69)
(2.83-3.37) 11
(3.36-4.00)
1 (4.04-4.84) 11
(4.64-5.58)
(5.26-6.38)
(5.92-7.21)
(6.83-8.43)
(7.63.9.52)
220
2.6E
3.35
4.01
4 92
5.74
6.62
7.59
9.00
10.3
3-hr
(2.02-2.43)
(2.44-2.93)
(3.07-3.69) 11
(3.66-4.41)
(4.46.5.39)
1 (5.17-629)
(5.91-724)
(6.72-8.30)
(7.87-9.87)
(8.89-11.3)
2.67
3.24
4.08
4.90
6.03
7.05
8.16
9 38
112
12.8
6-hr
(2.44-2.98)
1 (2.95-3.60)
(3.70-4.54) 11
(4.43-5.44)
(5.42-6.67)
(6.29-7.80)
(7.22-9.01)
(822-10.4)
(9.66-12.3)
(10.9-14.2)
S.1B
S.BS
4.85
5.85
7.25
8.55
9.95
11.5
13.8
16.0
12atr
(2.86-3.55)
1 (3.46-4.29)
1 (4.37-5.44) 11
(5.25-6.55)
(6.45-8.09)
(7.53-9.50)
(8.69-11.0)
(9.95-12.8)
(11.8-15A)
(13.4-17.8)
3.65
4A4
5.75
6.86
8.53
9.98
11.6
13A
16.1
18.5
?rl-hr
(3.344.05)
1 (4.06-4.93)
1 (5.24-6.36) 11
(6.23-7.58)
(7.67-9.40) 11
(8.90-11.0)
(10.2-12.8)
(11.7-14.8)
(13.8-17.8)
(15.6-20.5)
425
5.15
6.62
7.88
9.79
11S
13.3
15A
18.6
21A
2�tay
(3.87-4.72)
1 (4.68-5.72)
(5.99-7.35)
1 (7.10.8.73)
1 (8.75-10.8) 11
(10.2-12.7)
(11.7-14.8)
(13.3-17.1)
(15.8-20.8)
(17.8-24.0)
4.51
5A6
8.98
826-IF
102
11.8
13.6
15.7
18.8
21.5
3�ay
(4.11-4.99)
1 (4.98-6.04)
(6.34-7.72) 11
(7.48-9.13)
1 (9.14-11.2) 11
(10.5-13.0)
(12.0-15.1)
(13.7-17.4)
(16.1-20.9)
(18.1-24.1)
4.78
5.78
7.34
8.65
10.6
122
14.0
15.9
19.0 -IF21.6
4day
(4.36-5.26)
1 (5.28-6.36) 11
(6.69-8.09) 11
(7.86-9.52)
1 (9.53-11.6)
(10.913.4)
(12.4.15.4)
(14.0.17.6)
(16A-21.1)
(18.4-24.2)
5.54
8.87
8.39
9.82
11.9
13.6
15.4
17.5
20A
22.8
7ilay
(5.0941.06)
(6.13-7.31)
1 (7.6W9.18) 11
(8.97.10.7)
1 (10.8-13.0)
1 (12.3-14.9)
(13.8-16.9)
(15.5-19.2)
(17.8-22.5)
(19.6-25.4)
622
7.45
9.23
10.7
12.87F
14.67F
16.5
18.5
21 5
23.9
70day
(5.72-6.79)
(6.86-8.14) 11
(8.49-10.1) 11
(9.81-11.7) 11
(11.7-14.0)
1 (13.2-15.9)
(14.8-18.0)
(16.5-20.3)
(18.8-23.7)
(20.7-26.5)
8.30 7F
9.88
12.0
13.8
16.3 7F
18.3
20.5
22.8
26.0
28.6
20�ay
(7.71-8.97)
1 (9.19-10.7)
1 (11.2-13.0) 11
(12.8••14.9) 11
(15.0.17.6)
1 (16.8-19.8)
(18.6-22.2)
(20.5-24.8)
(23.1-28.4)
(25.1-31.5)
10.2
12.1
14.6
16.5
19.3
21 A
23.7
26.0
29.1
31.67
SO-da y
(9.53-11.0)
1 (11.3-13.0) 11
(13.6-15.7) 11
(15.4-17.8) 11
(17.9.20.7)
(19.8-23.0)
(21.7-25.5) 11
(23.7-28.1)
(26.3-31.6)
(28.3-34.5)
12.7
15.1
18.0
20A
23.7
26A
29.2
32.1
36.1
39A
45-day
(11.9-13.7)
1 (14.1-16.2)
1 (16.8-19.3) 11
(19.0-21.9)
1 (22.0-25.5)
1 (24.4-28.4)
(26.8-31.5)
(29.2-34.7)
(325-39.3)
(35.0-43.0)
15.5
78.3
21S
24.1
27.7
30.5
33.3
36.1
40A
43.0
j�j]F
(14.5 16.5)
(17.1-19.5)
(20.2-23.0) I
(22.o-25.8)
(258-29.6)
(28.3-32.6)
(30.8-35.6)
(33.2 3.8)
(38.4-43.2)
(38.8.46.7)
frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
mbers in parenthesis are PFestirretes atlowerand upperbounds of the90% confidence interval.The probabily that precipitation frequency
Irecipitation
timates (for a given duration and average recurrence interval) w ill be greater than the upper bound (or less than the low er bound) is 5%. Estimates at
per bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PNIP values.
ase refer to NOAA Atlas 14 document for more information.
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httpllhdsc.rrNs.noaa.goVhdsrJpfds/pfds_printpage.MM?lat=34.700S Ion=-71.14968data=depth&units=wQlish&series=pds 1/4

1/26/2016
Precipitation Frequency Data Sewer
NOAA Atlas 14, Volume 2, Version 3
J@ Location name: Swansboro, North Carolina, US'
Latitude: 34.7006', Longitude:-77.1496°
Elevation: 31 ft
source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok M.Yelda, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular i PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average
recurrence interval
(years)
Duration
1
������
2
5
10
25
50
100
200
500
1000
5.87
6.90
7.96
8.96
10.1
11.1
12.0
12.9
14.0
15.0
5artin
(5.42-6.37) 11
(6.38-7.48) 11
(7.34-8.62)
1 (8.24-9.71)
(9.25-10.9)
1 (10.1-12.0)
1 (10.9-12.9)
(11.6-13.9)
(12.5-15.3)
(13.3-1&4)
4.69
-5.51-7F
6.377F
7.16
8.06
8.80
9.50
102
11.1
11.8
10-min
(4.33-5.09)
1 (5.10-5.98) 11
(5.88.6.90)
1 (6.59-7.76)
(7.37-8.71)
(8.02-9.52)
1 (8.62-10.3)
(9.19-11.1)
(9.91-12.1)
(10.5-12.9)
3.90
4.62
5.38
6.04
6.81
7A3
8.00
8.58
9.31
9.92
15-min
(3.61-4.24)
1 (4.28-5.01) 11
(4.96-5.82)
1 (5.56-6.54)
(6.23-7.36)
(6.77-8.03)
(7.27-8.67)
1 (7.73-9.30)
1 (8.31-10.1)
(8.78-10.8)
2.68
3.19
3.82
4.38
5.04
5.59
6.13
6.68
7.41
8.03
30-min
(2A7-2.91) 11
(2.95-3.46) 11
(3.52-4.13)
1 (4.03-4.74) 11
(4.62-5.45) 11
(5.10-6.05)
(5.57-6.64)
1 (6.02-7.24)
1 (6.61-8.05)
(7.11-8.75)
1.67
2.00
2A5
2.85
3.36
3.79
422
4.68
5.31
5.86
60�rttn
(1.54-1.81)
1 (1.85-2.17) 11
(2.26-2.65) 11
(2.62-3.09) 11
(3.07-3.63) 11
(3.46-4.10)
1 (3.83-4.57)
1 (4.22-5.08)
1 (4.74-5.78)
(5.19-6.39)
1.02
1.23
1.54
1.84
2.22
2.57
2.92
3.31
3.86
4.35
2atr
(0.934-1.11)
1 (1.13-1.35) 11
(lA2-1.69) 11
(1.68-2.00) 11
(2.02-2.42) 11
(2.32-2.79)
1 (2.63-3.18)
1 (2.96-3.60)
1 (3.41-4.21) 11
(3.81-4.76)
0.733
0.887
1.12
1.34
1.64
1.91
220
2.537F
3.007F
3A2
3�r
(0.671-0.809)
(0.814-0.976)
(1.02-1.23)
1 (1.22-1.47)
1 (1.49-1.80) 11
(1.72-2.09)
1 (1.97-2.41)
1 (2.24-2.77)
1 (2.62-3.29)
1 (2.96-3.76)
0A47
0.541
0.682
0.818
1.01
1.18
136
1.57
1.87
2.14
6�r
(0.407-0.497)
(0.492-0.601)
(0.619-0.758)
(0.740-0.908)
(0.904-1.11)
1 (1.05-1.30)
1 (1.21-1.50)
1 (1.37-1.73)
1 (1.61-2.06)
1 (1.83-2.37)
0.262
0.317
OA03
0.486
0.601
0.708
0.824
0.955
1.15
1.33
12-hr
(0.237-0.294)
(0.287-0.356)
(0.363-0.451)
(0.436-0.544)
(0.535-0.671)
(0.625-0.788)
(0.721-0.917)
(0.826-1.06)
(0.978-1.28)
(1.11-1.48)
0.152
0.185
0.240
0.286
0.355
0A16
0A83
0.558
0.671
0.769
24-hr
(0.139-0.169)
(0.169-0.205)
(0.218-0.265)
(0.259-0.316)
(0.320-0.392)
(0.371-0.458)
(0.426-0.532)
(0.486-0.615)
(0.574-0.743)
(0.648-0.856)
0.089
0.107
0.138
0.164
0.204
0239
0.277
0.321
0.387
OA45
2-day
(0.081-0.098)
(0.097-0.119)
(0.125-0.153)
(0.148-0.182)
(0.182-0.226)
(0.212-0.264)
(0.243-0.308)
(0.278-0.357)
(0.329-0.433)
(0.371-0.501)
0.063
0.076
0.097
0.115
0.141
0.164
0.190
0218
0.261
0 298
3�ay
(0.057-0.069)
(0.069-0.084)
(0.088-0.107)
(0.104-0.127)
(0.127-0.156)
(0.146-0.181)
(0.167-0.209)
(0.190-0.241)
(0.223-0.291)
(0.251-0.335)
0.050
0.060
0.076
0.090
0.110
0.127
0.146
0.166
0.198
0225
4�ay
(0.045-0.055)
(0.055-0.066)
(0.070-0.084)
(0.082-0.099)
(0.099-0.121)
(0.114-0.140)
(0.129-0.160)
(0.146-0.183)
(0.171-0.219)
(0.191-0.252)
0.033
0.040
0.050
0.0587F
0.0717F
0.081
0.092 IF
0.104
0.121
0.136
�7�iay
(0.030-0.036)
(0.036-0.043)
(0.046-0.055)
(0.053-0.064)
(0.064-0.077)
(0.073-0.088)
(0.082-0-101)
(0.092-0.114)
(0.106-0.134)
(0.117-0.151)
0.026
0.031
0.038
0.045
0.053
0.061
0.069
0.077
0.089
0.100
10-day
(0.024-0.028)
(0.029-0.034)
(0.035-0.042)
(0.041-0.049)
(0.049-0.058)
(0.055-0.066)
(0.062-0.075)
(0.069-0.085)
(0.079-0.099)
(0.086-0.110)
0.017
O.O21
0.025
0.029
0.034
0.038
0.043
0.047
0.054
0.060
�20ilay
(0.016-0.019)
(0.019-0.022)
(0.023-0.027)
(0.027-0.031)
(0.031-0.037)
(0.035-0.041)
(0.039-0.046)
(0.043-0.052)
(0.048-0.059)
(0.052-0.066)
0.014
0.017
0.020
0.023 IF
0.027
0.030
0.033 IF
0.036
0.040
0.044
30�ay
(0.013-0.015)
(0.016-0.018)
(0.019-0.022)
(0.021-0.025)
(0.025-0.029)
(0.027-0.032)
(0.030-0.035)
(0.033-0.039)
(0.036-0.044)
(0.039-0.048)
0.012
0.014
0.017
0.019
0.022
0.024
0.027
0.030
0.033
0.036
45�1ay
(0.011-0.013)
(0.013-0.015)
(0.016-0.018)
(0.018-0.020)
(0.020-0.024)
(0.023-0.026)
(0.025-0.029)
(0.027-0.032)
(0.030-0.036)
(0.032-0.040)
0.011
0.013
0.015
0.017
0.019
0.021
0.023
0.025
0.028
0.030
60�ay
(0.010-0.011)
(0.012-0.014)
(0.014-0.016)
(0.016-0.018)
(0.018-0.021)
(0.020 0.023)
(0.021-0.025)
(0.023-0.027)
(0.025-0.030)
(0.027-0.032)
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) w ill be greater than the upper bound (or less than the low er bound) is 5%. Est mates at upper bounds are not
checked against probable maximum precipitation (FMP) estirnates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for mare information.
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Hydrologic Soil Group-0nslow County, North Carolina
Hydrologic Soil Group
1tS su r►lra
BaB
Baymeade fine sand, 0 to
6 percent slopes
A
10.3
8.4%
Ln
Leon fine sand
A/D
7.9
6.4%
NoB
Norfolk loamy fine sand,
2 to 6 percent slopes
A
5.3
4.3%
On
Onslow loamy fine sand
A
99.5
80.4%
Ra
Rains fine sandy loam, 0
to 2 percent slopes,
Atlantic Coast
Flatwoods
B/D
0.7
0.6%
Totals for Area of Interest
123.7
100.0%
115pp Natural Resources Web Soil Survey 2/5/2016
�ii Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Onslow County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture orfine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff* None Specified
Tie -break Rule: Higher
Natural Resources Web Soil Survey 2/5/2016
Conservation Service National Cooperative Soil Survey Page 4 of 4

*S&ME
June 6, 2014
Bohler Engineering
800 West Hill Street, Suite 101
Charlotte, North Carolina 28208
Attention: Mr. Chris Capellini, P.E.
ecaael ini(a)bohlerene.com
Reference: Report for Additional Soil Evaluation J Seasonal High Water Table
(SHWT) Estimation for Stormwater Best Management Practices
(BMP's)
Proposed Walmart Store #7179-00
Hwy 24 (West Corbett Avenue)
Swansboro, Onslow County North Carolina
S&ME Project No. 1051-13-378G
Dear Mr. Capellini:
S&ME, Inc. (S&ME) has conducted a soil evaluation including Seasonal High Water
Table (SHWT) estimation in general accordance with S&ME Proposal P231-13E dated
November 11, 2013. Our evaluation was conducted to provide information for the design
of an appropriate stormwater Best Management Practice (BUT) device and a Stormwater
Management Permit Application to the North Carolina Department of Environment and
Natural Resources (NCDENR) — Division of Energy, Minerals, & Land Resources
(DEMLR). A soil scientist evaluated the soil conditions within the proposed stormwater
BMP areas.
PROJECT BACKGROUND
We understand that a Walmart Neighborhood Market (Store No. 7179-00) is planned for
construction southwest of the intersection of Hwy 24 and Hammock Beach Road, in
Swansboro, Onslow County, North Carolina. The orioW site plan for the proposed
development included a Walmart building, associated paved parking and access drive
(primarily north of the proposed building), and a stormwater pond along the southern
property boundary .S&ME conducted a stormwater soil evaluation in the wet detention
pond area depicted in the original site plan in general accordance with S&ME Proposal
P2231-13E dated November 11, 2013 and issued stormwater soil evaluation report and
map dated April 7, 2014. The most current site plan depie*w additional stormwater BMP's
for evaluation including three proposed bioretention areas.
SWE, INC. 13201 Spring Forest Road / Raleigh, NC27616/pglg.872.226of919.790.8909/www.smoinc.com

Soil Evaluation for Stormwater BMP SBME Project No. 1051-13-378G
Walmart Store, Hwy 24, Swansboro, North Carolina June 6, 2014
As a result of the proposed construction and associated impervious surface, a stormwater
BMP is required to treat stormwater generated from the site to comply with State
stormwater management requirements. Use of stormwater BMP's are subject to the
suitability of site soils and regulatory approval. Regulatory guidance on requirements for
permitting of stormwater BMP's are provided in the DEMLR— Stormwater BMP Manual
(NCDENR-SW-BMP), dated July 2007 (Revised September, 2009). There are three
additional bioretention areas proposed as depicted on the attached Stormwater Soil
Evaluation Map (Figure 1).
FINDINGS
The soil evaluation was performed with hand auger borings at three locations (B-1
through B-3) within the proposed bioretention areas as shown on the attached Figure 1.
Our evaluation consisted of identifying and recording the soil morphological conditions at
these locations in order to develop soil profile descriptions, which are also shown on the
attached Figure 1.
Permeability/Hydraulic Conductivity Estimation
Under current DEMLR requirements for various stormwater devices, the in -situ soil
permeability/conductivity is an important design factor. Therefore, the soil profile
descriptions on the attached Figure 1 show the soil morphological conditions including
texture, estimated United States Department of Agriculture (USDA) permeability and
estimated USDA hydraulic conductivity (Ksat) for the different soil horizons found on -
site.
In the area of Boring Location B-1 within the proposed bioretention area, the soil surface
layer consisted of loamy sand material which has an estimated USDA permeability range
of 6 to 20 inches/hour and USDA estimated Ksat of >14 inches per hour. The underlying
soil material to a depth of 48+ inches consisted of sandy clay loam which has an
estimated USDA permeability range of 0.6 to 2 inches/hour and USDA estimated Ksat
range of 0.14 to 1.4 inches per hour and sandy loam which has an estimated USDA
permeability range of 2 to 6 inches/hour and USDA estimated Ksat range of 1.4 to 14
inches per hour.
In the area of Boring Location B-2 within the proposed bioretention area, the soil surface
layer consisted of loamy sand material which has an estimated USDA permeability range
of 6 to 20 inches/hour and USDA estimated Ksat of >14 inches per hour. The underlying
soil material to a depth of 48+ inches consisted of sandy clay loam which has an
estimated USDA permeability range of 0.6 to 2 inches/hour and USDA estimated Ksat
range of 0.14 to 1.4 inches per hour and sandy clay which has an estimated USDA
permeability range of 0.06 to 0.2 inches/hour and USDA estimated Ksat range of 0.014 to
0.14 inches per hour.
2

Soil Evaluation for Stormwater BMP SWE Project No. 1051-13-378G
Walmart Store, Hwy 24, Swanaboro, North Carolina June 6, 2014
In the area of Boring Location B-3 within the proposed bioretention area, the soil surface
layer consisted of loamy sand material which has an estimated USDA permeability range
of 6 to 20 inches/hour and USDA estimated Ksat of>IA inches per hour and sandy loam
which has an estimated USDA permeability range of 2 to 6 inchesthour and USDA
estimated Ksat range of 1.4 to 14 inches per hour. The underlying soil material to a depth
of 48+ inches consisted of sandy clay loam which has an estimated USDA permeability
range of 0.6 to 2 inches/hour and USDA estimated Ksat range of 0.14 to 1.4 inches per
hour, sandy clay which has an estimated USDA permeability range of 0.06 to 0.2
inches/hour and USDA estimated Ksat range of 0.014 to 0.14 inches per hour, and sandy
loam which has an estimated USDA permeability range of 2 to 6 inches/hour and USDA
estimated Ksat range of 1.4 to 14 inches per hour.
Please refer to the enclosed map and soil profile descriptions, for more information.
These estimates were obtained from one or more of the following: Onslow County Soil
Survey "Physical & Chemical Properties of the Soil - Permeability"; and/or USDA-
NRCS (United States Department of Agriculture - Natural Resource Conservation
Service) official series description, and/or "MRCS Field Book for Describing & Sampling
Soils" the permeability estimates were converted to conductivity on the profile
description tables.
SHWr Estimation and OWT Measurement
Under current DEMLR regulations, the depth of various stormwater BMP devices from
the SHWT is an important design consideration. For example, current regulations for
bioretention areas require that bottom of the planting media be at least 2 foot from the
SHWT. Therefore, S&ME evaluated the SHWT by advancing hand auger borings and
evaluating the soil for evidence of SHWT influence. This evaluation involved looking at
the actual moisture content in the soil and observing the matrix and mottle colors.
Depending on the soil texture, the soil color will indicate processes that are driven by
SHWT fluctuations, such as iron reduction and oxidation and organic matter staining. See
Table 1 below and the soil profile descriptions on Figure 1 for the estimated SHWT
depths based on soil color.
In addition, S&ME recorded the observed water table (OWT) level below existing ground
level (EGL) at each indicated hand auger boring location if applicable. The OWT was
measured as the static water level in each of the temporary hand auger boring locations. It
should be noted that the static water level/OWT measured in the auger holes is a
measurement of the water table at that moment and does not represent an average water
level or the highest point at which the water table may rise to. Furthermore, it is expected
that groundwater elevations in the study area will likely be influenced by factors such as
precipitation and proximity to surface water discharge/recharge features.
See Table 1 below and the attached soil profile descriptions for the estimated SHWT
depths based on soil color and measured OWT depths.
3

Soil Evaluation for Stormwater BMP S&ME Project No. 1051-13-378G
Walmart Store, Hwy 24, Swansboro, North Carolina June 6, 2014
Table 1: SHWT & OWT Information
+Borg 9 Y``
�. .
I.roe oq.;
i� %IirG.k
(inch t ,�EGW
>48
B-1
34
B-2
32
>48
B-3
24
>48
CONCLUSION
The NCDENR SW-BMP Manual requires that the bottom of the planting media of a
bioretention area be greater than 2 feet from the SHWT.
In the proposed bioretention area represented by Boring Location B-1 the SHWT
estimation was to 34 inches below the EGL, and therefore the planting media should be
no more than 10 inches below EGL.
In the proposed bioretention area represented by Boring Location B-2 the SHWT
estimation was to 32 inches below the EGL, and therefore the planting media should be
no more than 8 inches below EGL.
In the proposed bioretention area represented by Boring Location B-3 the SHWT
estimation was to 24 inches below the EGL, and therefore the planting media should be
no deeper than the EGL.
Also, based on the NCDENR-SW-BMP Manual, underdrains will most likely be needed
at the three bioretention areas since the estimated conductivity in some of the soil
horizons is less than the 2 inches per hour threshold.
LIMITATIONS
• Data only from hand auger borings, where performed, and conditions may vary in
other areas.
4

Soil Evaluation for Stormwater BMP S&ME Project No. 1051-13-378G
Walmart Store, Hwy 24, Swansboro, North Carolina June 8, 2014
CLOSING
S&ME appreciates the opportunity to provide these to you. If you have sref
questions, please contact us.
Sincerely,
S&ME,
Walter CWA. ' � ..a.v.
Environmental Scientist
[phone]
[e-mail]
,V-1(
Rob Willcox, L.S.S.
Nattu-al Resources Team Leader
Attachments: Figure 1: Starmwater Soil Evaluation Map
S:%ProjectslloS1-13-378GiSwansboro Walmar ReportsMormwater Sol Evaluation.doc
5

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PROJECT: Walmart Swansboro
Swansboro, NC
BORING LOG SP- 4
SBME Project No.105143378G
DATE DRILLED: 313114
ELEVATION: 32.5 ft
NOTES: Boring location is approximate.
'Bag mple 1 t6 ndpipe installed.
DRILL RIG: CME 5SM(
BORING DEPTH: 15.0 ft
DRILLER: R. Norwood
WATER LEVEL: 7' ATD, 2.7" 24 hr
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split sn
NORTHING: 350474
FASTING: 2555612
DRILLING
METHOD:
3'/4" H.S.A.
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BLOW COUNT
/CORE DATA
STANDARD PEN/{E,�,�T,R�,��A/TTpI�ION TEST DATA
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MATERIAL DESCRIPTION
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it ��1REMpRI(gc
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10 20 30 8080.
OT PSOIL (4 inches)
COASTAL PLAIN: CLAYEY SAND (SC)
loose, gray, fine, moist
=
2
2
3
5
COASTAL PLAIN: CLAYEY SAND (SCE
very loose, dark gray, fine to medium, wet
2
1
1
2
5
27.5
OH
WOH
2
2
COASTAL PLAIN: CLAYEY SAND (S0
very loose, dark gray, fine to medium, wet
2
2
1
3
1 O
22.5
COASTAL PLAIN: CLAYEY SAND (SCE,
medium dense, tan, fine to medium, wet
5
7
6
13
15
17.5
Boring terminated at 15 ft
NOTES.*
1. THIS LOG IS ONLYA PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
I SORMIG SAMPLING AND PENETRATION TEST DATA IN GENERAL
ACCOR15 4NCE NflTH ASTM D-158B.
I STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4 WATER LEVEL IS AT TalEFOPEXPLORA71ONAND WILL VARY.
Page 1 of 1
S&ME

FIFTH AMENDMENT AND RATIFICATION OF PURCHASE AGREEMENT
This FIFTH AMENDMENT AND RATIFICATION OF PURCHASE
AGRI&EMENT (the "Amendment") is effective as of the last date of execution below between
MANSBORO E"TSTORS, LLC; a North Carolina lied liability company ("Seller"), and
WAL-MART HEAL ESTATE BUSINESS TRUST ("Buyer-).
WITNESSETH:
WHEREAS, Seller and Leland Dean Properties, LLC ("Leland Dean") entered into that
certain Purchase Agreement dated July 19,2013 (together with subsequent amendments, the
"Purchase Agreement"), whereby Seller agreed to sell to Leland Dean property in or about the
City, of Swainsboro, North CamIlna;
WHEREAS, Leland Dean subsequently assigned the Purchase. Agreement to Buyer;
WHEREAS, Seller.and Buyer now wish to ratify and amend the Purchase Agreement, as
set forth below.
NOW, THEREFORE, for One Dollar ($1.00) and other good and valuable
consideration, the receipt and sufficiency of which is hereby acknowledged, the parties hereby
agree as follows:.
1. Fa _Approval Deadline. Notwithstanding anything to the contrary contained in the
gy—
Purchase Agreement, the Final Approval Deadline shall be May 31, 2016.
2. Full Force: Ratification. Except as modified by this Amendment, the Purchase
Agreement remains unchanged and in full force and effect. The parties hereby ratify and
confirm the terms and conditions of the Purchase Agreement, as modified by this
Amendment.
3. Capitalized Terms. All capitalized terms not otherwise defined in this Amendment shall
have the meanings assigned in the Purchase Agreement
4. Survivd. All warranties shall survive: Closing, to the extent set forth in the Purchase
Agreement,
.5. Counterparts. This Amendment may be executed in any number of counterparts, each of
which, when executed and delivered, shall be au original, and such counterparts together
constitute one and the same instrument. This Amendment may be executed by one or
more parties using an electronic signature, which the parties agree shall be binding, for all
purposes and shall constitute an original signature. Signature pages may be detached
from the counterparts and attached to a single copy of this document to physically form
one document.
[SIGNATURE PAGE TO FOLLOW]
28t55487vi

DocuSign Envelope ID: 2F3EE211-D000-480A 8E4F-2FB4485DFB55
IN WITNESS WHEREOF, Seiler and Buyer have executed this Amendment under seal as of
the date first above written.
SWANSBQRO INVESTORS,
L.LC, a North Carolina limited
liability company
15-12. L. Pierce
Manager
Date: ^? ] t CF-
WAL-MART REAL ESTATE
BUSINESS TRUST, a Delaware
statutory trust
W.
By; FAaa kca e.
Name, �1w�
Its: Senior Director of Real Estate
Date: May 4, 2016
28155487v1

Corporations Division Page 1 of 1
North Carolina
Elaine F Marshall D E- :, A, MNT are °rHl
"i STATE
EC RETARY or-
Secretary
ra„�d PO BOX 29622 Ri�69j7. NC x'F62V-0t22 t9.918072303 Account
Login
Click Here To: Register
View Document Filings File an Annual Report Amend a Previous Annual Report
Print a Pre -Populated Annual Report form
Corporate Names
Legal: SWANSBORO INVESTORS, LLC
Limited Liability Company Information
Sosld:
1324440
Status:
Current -Active
Annual Report Status:
Current
Citizenship:
Domestic
Date Formed:
6/21/2013
Fiscal Month:
December
State of Incorporation:
Registered Agent:
Bullock, Betty
Corporate Addresses
Principal Office:
405 Johnson Blvd
Jacksonville, NC 28541
Reg Office:
405 Johnson Blvd
Jacksonville, NC 28541
Reg Mailing:
P O Box 1685
Jacksonville, NC 28541
Mailing:
PO Box 1685
Jacksonville, NC 28541
Company Officials
All LLCs are managed by their managers pursuant to N.C.G.S. 57D-3-20.
Manager: Betty Bullock
PO Box 1685
Jacksonville NC 28541-1685
Manager: John L Pierce
PO Box 1685
Jacksonville NC 28541-1685
https://www.sosnc.gov/Search/profcorp/10279998 5/10/2016

CA201508402809
SOSID: 1324440
Date Filed: 3/25/2015 2:05:00 PM
Elaine F. Marshall
LD41TED LIABILITY COMPANY ANNUAL RE North Carolina Secretary of State
CA2015 084 02809
NAME OF LIMITED LIABILITY COMPANY: SWANSBORO INVESTORS, LLC
SECRETARY OF STATE ID NUMBER: 1324440 STATE OF FORMATION: FOWOMWUse Qrlr
REPORT FOR THE YEAR: 2015
SECTION A: REGISTERED AGENT'S INFORMATION Changes
1. NAME OF REGISTERED AGENT: BETTY BULLOCK
2. SIGNATURE OF THE NEW REGISTERED AGENT:
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED OFFICE STREET ADDRESS & COUNTY 4. REGISTERED OFFICE MAILING ADDRESS
405 Johnson Blvd P 0 Box i 685
Jacksonville, NC 28541 Onslow Jacksonville, NC 28541
SECTION 8: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Real Estate Investments
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3. PRINCIPAL OFFICE EMAIL:
4. PRINCIPAL OFFICE STREET ADDRESS & COUNTY 6. PRINCIPAL OFFICE MAILING ADDRESS
405 Johnson Blvd PO Box 1685
Jacksonville, NC 28541 Onslow Jacksonville, NC 28541
SECTION C: COMPANY OFFICIALS/ORGANIZERS (Enter additional Company Officials/Organizers in Section E.)
NAME: John L. Pierce NAME: Betty Bullock NAME:
TITLE: Manager TITLE: Manager TITLE:
ADDRESS: ADDRESS: ADDRESS:
PO Box 1685 PO Box 1685
Jacksonville, NC 28541 Jacksonville, NC 28541
SECTION D: CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business entity.
TURE DATE
Farm must be signed by a Company Official/Organizer listed under Section C d this form.
L�' ya%' X. ✓1/1/It.t/i Citi%
Print or Type Name of Company OfficiaUOrgWAM TITLE
I
SUBMIT THIS ANNUAL REPORT WITH THE R QUIREO FILING FEE OF $200
MAiLTO: Secretary of State, Corporations Division, Post Office Box 29525. Raleigh, NC 27026-0525

This doed presented to
The Onslow Co Tax Ounce
DateL-ftClerk*_
V111111111111911
Doe LD: 0109S78s0005 Type CRP
Recorded: 12/s9/2018 at 08:13:34 PM
Fee ARIt: 5906.00 Pape s of 5
Revenue Tax: $880.00
onslow county tie
Rebecca L. Pollard Rep. of Deeds
BK4096 Pe347-351
Delinquent taxes, if any, to be paid by the dosing attorney to the Onslow County Tax Collector upon disbursement of
closing proceeds. The hereinafter described property _ does -aa_ does not include the primary residence of Grantor.
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax $880.00 Recording rime, Book and Page set forth above
This instrument prepared by: Gaylor Edwards & Vatcher, PA,Licensed North Carolina Attorneys
TAX PARCEL ID No.: 001318
Brief description for index: Approx. 5.21 awes, NC Hwy 24
THIS DEED made this LD�day of December, 2013 by and between:
*
GRANTOR:
* GRANTEE:
MICHAEL T. HAYDEN and wife, * SWANSBORO INVESTORS, LLC, a
IGM M. HAYDEN, North Carolina limited liability company
GEOFFREY G. HAYDEN and wife,
CHRISTINE D. HAYDEN,
GRETCHEN HAYDEN CUNNINGHAM
and husband, GERARD CUNNINGHAM
Mailing address: * Mailing address:
42 Kendall Court P.O. Box 1683
Altamont, NY 12009 Jacksonville, NC 28541
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors and
assigns and shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt and
sufficiency of which is hereby acknowledged, has and by these presents does grant, bargain, sell, and
convey unto the Grantee, in fee simple, all that/those certain tract(s), lot(s) or parcel(s) of land, situated in
Swansboro Township, Onslow County, North Carolina and more particularly described as follows:
See attached Exhibit "A" for legal description.
1:IW PDOCSVGEVFORM OEEDSINAYDEN.SWANSRORO INVEFrORS.WPd
ECEIVE
MAY 0 5 curb
By;
Book:4096 Page: 347
Page 1 of 5
Book: 4096 Page, 1977-Current: 347 Seq: 1

Page 2 of 5
The property herein above described was acquired, or is a portion of the property acquired, by Grantor by
instrument recorded in: Book 2610, Page 583, Onslow County Registry.
TO HAVE AND TO HOLD the aforesaid tract(s), lot(s) or parcel(s) of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple.
THE GRANTOR COVENANTS WITH THE GRANTEE, that Grantor is seized of the premises in fee
simple, has the right to convey the same in fee simple, that title is marketable and free and clear of all
encumbrances, and that Grantor will warrant and defend the title against the lawful claims of all persons
whomsoever except for the exceptions hereinafter stated.
Title to the property herein above described is subject to the following exceptions:
Property taxes for the year 2014 and thereafter.
IN WITNESS WHEREOF, the Grantor has hereto set his/her hand and seal, or if corporate or other
entity, has caused this instrument to be executed by its duly authorized partner(s), manager(s) or officer(s),
the day and year first above written.
LSTATE OF NEW YORK
�l
MIC,,H//AEL T. HAYDEN
KIM k HAYDEN
I certify that the following person(s) personally appeared before me this day, each acknowledging to me
that he or she voluntarily signed the foregoing document for the purposes stated therein and in the
capacity(ies) indicated: MICHAEL T. HAYDEN and KIM M. HAYDEN
Date: December r o . 2013
i
c
(Official Sig re Nota
J.
(Notary's prin ed or typed name)
My commission expires: f./.• ZA /920/-4'
J:XYmaOTS\CEVFORMI[IEEDS\HAYOEN.SWANSWRO INVESTORSMI)d
NANCYJ.RUTKOWSKI
WTARY PUBLIC. STATE OF NEW VOBR
NO.OIRUBM464
QUALIFIED IN BROOME COUNTY
Iy,CDIMSSIONEXPIRES OCT 19.20�` .
(Oicial Stamp or Seal)
Book: 4096 Page: 347 Page 2 of 5
Book: 4096 Page, 1977-Current: 347 Seq: 2

Page 3 of 5
General Warranty Dad from Michael T. Hayden
and wife, Kim M. Hayden, Geoffrey G. Hayden
and wily Christine D. Hayden, and Gretchen
Hayden Cunningham and husband, Gerard Cunningham
to Swansboro Investors, LLC, dated December 2013
IN WITNESS WHEREOF, the Grantor has hereto set his/her hand and seal, or if corporate or other
entity, has caused this instrument to be executed by its duly authorized partner(s), managers) or offieer(s),
the day and year first above written.
STATE OF NEW YORK
COUNTY OF
I certify that the following person(s) personally appeared before me this day, each acknowledging to me
that he or she voluntarily signed the foregoing document for the purposes stated therein and in the
capacity(ies) indicated. GEOFFREY G. HAYDEN and CHRISTINE D. HAYDEN
Date: December 9 2D13
i NAarAS0
��r
Sigsata of uoto -tim
I PUWO - low_
r1a d le
EaP�
(Notary's yri trd or typed rsaie) adplon
f0" Sfssq or Scan
My commission expires: D o�0 0 JL r
k'w00CS:GEVFdIMiOFFDS:IMY0el9NM/Sr0e0 WVESTM.�pE
Book: 4096 Page, 1977-Current: 347 Beq: 3
Book: 4096 Page: 347 Page 3 of 5

Page 4 of 5
Geneml Warranty Deed hum Michael T. Hayden
and wife, Kim M. Hayden, Geoffrey G. Hayden
and wife, Christine D. Hayden, and Gretchen
Hayden Cunningham and husband, Gerard Cunningham
n to 9wasbom Investors, LLC, dated December 1 2013
IN WITNESS WHEREOF, the Grantor has hereto set his/her hand and seal, or if corporate or other
entity, has caused this instrument to be executed by its duly authorized partner(s), manager(s) or officer(s),
the day and year first above written.
IIZL A� L
GRETCH%�" N'y-'- ING
GERARD CUNNINGHAM
SPATE OF NEW YORK
COUNTY OF M)rNa!2w
I certify that the following person(s) personally appeared before me this day, each acknowledging to me
that he or she voluntarily signed the foregoing document for the purposes stated therein and in the
capacity(ies) indicated: GRETCHEN HAYDEN CUNNINGHAM and GERARD CUNNINGHAM
Date: December 10 . 2013
(OfficialSignatayafNotary) r
Kd I sca 11{�
(Notary's prin or typed name)
of I n `r (Official 3tavW or Seal)
My commission expires: 1 7
KELLY M. BAILEY
Notary Public, State of New York
No. 01 BA6036703
Oualified in Albany County
Commission Expires Feb. 7, 20
1:ltwaoC9lGEVR MIDEEDS%Mvwx.taneuaoao MWEsraas.-0
Book: 4096 Page, 1977-Current: 347 Seq: 4
Book: 4096 Page: 347 Page 4 of 5

i Page 5 of 5
Exhibit "A"
Situated in Swansboro Township, Onslow County, North Carolina, and being more particularly described
as follows:
Commencing at an existing NCGS monument entitled "Davis" and having N.C. Grid values of North
351,895.94 feet and Eastern values of 2,555,567.63 feet; and running thence from the said existing NCGS
monument South 61 degrees 15 minutes 53 seconds East 550.71 feet to an existing iron pipe located along
the Southwestern right of way of N.C. Highway 24 (commonly known as Corbett Avenue —100 foot right
of way); thence along the said right of way the following courses and distances: South 62 degrees 47
minutes 18 seconds East 217.92 feet to an iron stake, thence South 64 degrees 57 minutes 27 seconds East
204.31 feet to a point said point also being THE TRUE POINT OF BEGINNING: thence from the
described beginning and continuing along the said right of way South 64 degrees 57 minutes 27 seconds
East 98.38 feet to an iron stake; thence leaving the said right of way and running South 23 degrees 52
minutes 18 seconds West 177.55 feet to a bent existing iron pipe; thence South 12 degrees 23 minutes 57
seconds West 20.53 feet to an existing iron stake; thence South 13 degrees 21 minutes 48 seconds West
238.25 feet to an existing iron stake; thence South 13 degrees 22 minutes 34 seconds West 105.73 feet to an
existing iron stake; thence South 13 degrees 20 minutes 32 seconds West 21.11 feet to an iron stake; thence
South 13 degrees 20 minutes 32 seconds West 63.52 feet to an iron stake; thence South 13 degrees 20
minutes 33 seconds West 21.28 feet to an existing iron stake; thence South 13 degrees 18 minutes 25
seconds West 462.21 feet to an existing iron stake; thence South 13 degrees 16 minutes 37 seconds West
12.85 feet to an iron stake located along the run of a canal; thence along the run of the said canal the
following courses and distances: South 74 degrees 51 minutes 09 seconds West 58.20 feet to an iron stake,
thence South 50 degrees 28 minutes 50 seconds West 84.76 feet to an iron stake, thence North 81 degrees 09
minutes 37 seconds West 79.73 feet to an iron stake, thence North 57 degrees 36 minutes 32 seconds West
64.58 feet to an iron stake, thence North 42 degrees 24 minutes 10 seconds West 38.89 feet to an iron stake,
thence North 25 degrees 23 minutes 17 seconds West 29.29 feet to an iron stake, thence North 03 degrees 33
minutes 27 seconds East 21.07 feet to an existing iron pipe; thence leaving the run of the said canal and
running North 24 degrees 43 minutes 30 seconds East 1,178.18 feet to the point and place of beginning.
Containing 5.21 acres according to a survey prepared by John L. Pierce & Associates, P.A., dated December
6, 2013, and being the same property described in a deed to Michael T. Hayden, Geoffrey G. Hayden and
Gretchen Hayden Cunningham recorded in Book 2610, Page 583 of the Onslow County Registry. The
courses contained herein are correct in angular relationship and are referenced to N.C. Grid North (NAD
83).
J:%WPDOCSVGEVFORMIDEEDSXXAYDWWANS IORO 1M/6T0RS..pd
Book: 4096 Page, 1977-Current: 347 Seq: 6
Book: 4096 Page: 347 Page 5 of 5

This deed presented to
The
"i T , ce
Date erk
Doc ID: 0f0997800002 TVpe: CRP
Retarded: 12/15i/Pa13 at 09:12:1a PM
Fee Alit: $276.00 Pape 1 of 2
Revenue Tax: $250.00
Onelou County NC
Rebecca L. Pollard Rep. of Deeds
w(4096 Pa345-346
Delinquent taxes, if any, to be paid by the closing attorney to the onstow County Tax Collector upon disbursement of
closing proceeds. The hereinafter described property, does _ x does not include the primary residence of Grantor.
NORTH CAROLINA GENERAL WARRANTY DEED
Excise Tax $250.00 Recording Time. Book and Page set forth above
This instrument prepared by: Gaylor Edwards & Vatcher, P.A.,Licensed North Carolina Attorneys
TAX PARCEL ID No.: out of #032713
Brief description for index: Resultant Tract II, 0.412 acre, Map Book 67, Page 179
THIS DEED made this day of December, 2013 by and between:
*
GRANTOR:
CHARLES A. RAWLS and wife,
MARY S. RAWLS
Mailing address:
P.O. Box 917
Swansboro, NC 28584
* GRANTEE:
* SWANSBORO INVESTORS, LLC, a
* North Carolina limited liability company
*
* Mailing address:
* P.O. Box 1685
* Jacksonville, NC 28541
*
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors and
assigns and shall include singular, plural, masculine, feminine or neuter as required by context.
WTTNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt and
sufficiency of which is hereby acknowledged, has and by these presents does grant, bargain, sell, and
convey unto the Grantee, in fee simple, all that/those certain tract(s), lot(s) or parcel(s) of land, situated in
Swansboro Township, Onslow County, North Carolina and more particularly described as follows:
Being all that tract of land designated and described as 'Resultant Tract IL containing
0.412 acre," as shown on a map entitled, "Lot Recombination For: Charles A. Rawls and wife, Mary S.
Rawls", dated 12/16/13 and recorded in Map Book 67, Page 179, Cabinet N, in the Office of the Register of
Deeds of Onslow County, North Carolina.
Together with a perpetual, exclusive easement for the erection, maintenance and repair of a sign or signs
by the owner, its successors, lessees and assigns, of the above described property over, under and upon
1:%WPDOCS%GEVFORMI DEEDS%RAWLS.SWANSBORO INVBMRS.wpd
Book: 4096 Page, 1977-Current: 345 Seq: 1
4096 Page: 345 Page 1 of 2

Page 2 of 2
that area designated as "20'00' Sign Easement (Private)", situated on Resultant Tract III, as shown and
described on the map recorded in Map Book 67, Page 179, Onslow County Registry.
Also, together with and subject to those certain 10' x 70' Sight Triangle Easements and 10' Sewer Easement
as shown on the above specified recorded map.
The property herein above described was acquired, or is a portion of the property acquired, by Grantor by
instrument recorded in: Book 2516, Page 323, Book 2569, Page 469, Onslow County Registry and deed to
Grantor from Steven Douglas Stanley recorded immediately prior to recordation of this deed.
TO HAVE AND TO HOLD the aforesaid tract(s), lot(s) or parcel(s) of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple.
THE GRANTOR COVENANTS WITH THE GRANTEE, that Grantor is seized of the premises in fee
simple, has the right to convey the same in fee simple, that title is marketable and free and clear of all
encumbrances, and that Grantor will warrant and defend the title against the Iawf¢I claims of alI persons
whomsoever except for the exceptions hereinafter stated.
Title to the property herein above described is subject to the following exceptions:
Property taxes for the year 2013 and thereafter; and matters shown on any recorded plat of the above
described property.
IN WITNESS WHEREOF, the Grantor has hereto set his/her hand and seal, or if corporate or other
entity, has caused this instrument to be executed by its duly authorized partner(s), manager(s) or officer(s),
the day and year first above written
CHARLES A. RAWL
J
MARY S.
STATE OF NORTH CAROLINA
COUNTY OF ONSLOW
I certify that the following person(s) personally appeared before me this day, each acknowledging to me
that he or she voluntarily signed the foregoing document for the purposes stated therein and in the
capacity(ies) indicated: CHARLES A. RAWLS and wife, MARY S. RAWLS
Date: December + i . 2013
EONSLOW
IE K. JOHNSON
Y V
(o ficiai Si o of TARY PUBLIC
NNAIC.v� COUNTY, N.C.
(Notary's Typed mm�d
(O/f'icPal Stamp or Seal)
My commission expires:
J:%NTOOCS\GEVFORM%DEERS%RAWLSSWANSBORO NYE'STORS.wpd
Book: 4096 Page, 1977-Current: 3" Seq: 2
Book: 4096 Page: 345 Page 2 of 2

Doc ID: 010330090003 Type: CRP
Recorded: 10/18/2019 at 04:22:36 PM
226-t of 3
Fee A.t:Revenue
Tax: $2.2000P00
Onalov County NC
Rebecca L. Pollard Rea. of Deeds
mc4073 Pa269-271
Delinquent taxes, if any, to be paid by the closing attorney to the Onslow County Tax Collector upon disbursement of
closing proceeds. The hereinafter described property _ does xx does not include the primary residence of Grantor.
NORTH CAROLINA GENERAL WARRANTY DEED
Excise T x$2 200 00 Recording Time. Book and Pave set forth above
This instrument prepared by: Gaylor Edwards & Vatcher, P.A.,Licensed North Carolina Attorneys
TAX PARCEL ID Nos.: 011600 and o06801
Brief desorption for index: Parcel A, 7.501 acres, and Parcel B, 7.431 acres, Map Book 66, Page 145
THIS DEED made this 1 5 day of October, 2013 by and between:
*
GRANTOR * GRANTEE:
ANTHONY CRAIG RIGSBEE, not married, * SWANSBORO INVESTORS, LLC, a
and H. ESTES RIGSBEE and wife, * North Carolina limited liability company
KAY H. RrGSBEE
Mailing address: * Mailing address:
19 Sloop Street * P.O. Box 1685
Swansboro, NC 28584 Jacksonville, NC 28541
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors and
assigns and shall include singular, plural, masculine, feminine or neuter as required by context.
WITNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt and
sufficiency of which is hereby acknowledged, has and by these presents does grant, bargain, sell, and
convey unto the Grantee, in fee simple, all that/those certain tract(s), lot(s) or parcel(s) of land, situated in
Swansboro Township, Onslow County, North Carolina and more particularly described as follows:
Being all of Parcel "A", containing 7.501 acres, and Parcel "B", containing 7.431 acres, as shown on a map
entitled, "Lot Recombination For H. Estes Rigsbee and Anthony Craig Rigsbee," dated 04/22/2013, prepared
by Charles A. Rawls & Associates, PA, and recorded in Map Book 66, Page 145, Cabinet N, in the Office of
the Register of Deeds of Onslow County, North Carolina. Being the same property described in deeds
recorded in Book 3855, Page 582, and Book 3855, Page 584, Onslow County Registry.
J: tWPWCSIGEVr,ORMIDEEDSIRtGSBEESWM6B0R01NVESTORSxpd
Book: 4073 Page, 1977-Current: 269 Seq: 1
Book: 4073 Page: 269 Page 1 of 3

Page 2 of 3
The property herein above described was acquired, or is a portion of the property acquired, by Grantor by
instrument recorded in: Book 894, Page 567, and Book 1174, Page 140, Onslow County Registry.
TO HAVE AND TO HOLD the aforesaid tract(s), lot(s) or parcel(s) of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple.
THE GRANTOR COVENANTS WITH THE GRANTEE, that Grantor is seized of the premises in fee
simple, has the right to convey the same in fee simple, that title is marketable and free and clear of all
encumbrances, and that Grantor will warrant and defend the title against the lawful claims of all persons
whomsoever except for the exceptions hereinafter stated.
Title to the property herein above described is subject to the following exceptions:
Property taxes for the year 2013 and thereafter; and matters shown on any recorded plat of the above
described property.
IN WITNESS WHEREOF, the Grantor has hereto set his/her hand and seal, or if corporate or other
entity, has caused this instrument to be executed by its duly auth artner(s a ) or officer(s),
the day and year first above written. n . �V
ANTHONY
H. ES/TES RIGSBEE
�`�
V
� ' A Dy��-P�✓
KAY Hf
RIGSBEE
STATE OF NORTH CAROLINA
COUNTY OF ONSLOW
I certify that the following person(s) personally appeared before me this day, each acknowledging to me
that he or she voluntarily signed the foregoing document for the purposes stated therein and in the
capacity(ies) indicated: ANTHONY CRAIG RIGSBEE, H. ESTES RIGSBEE and KAY H. RIGSBEE
Date: October 2013
} n '
Jennifer M. Shugart
IA PA—J�AAA
Notary Public
(Offs ' ignatum of o
Onsiow Cou ft N.C.
My Commission Expires:
OCtobef 24, 2016
(Notary's printed or typed name)
1 � �
My commission expires: L (�
(Qjkid Stamp or scau
11M7DM%GEVFORMIDM%RIGSBEE.S WANS"O INVESTORS.wpd
Book: 4073 Page, 1977-Current: 269 Seq: 2
Book: 4073 Page: 269 Page 2 of 3

Page 3of3 Oct. 18. 2013 1:53PM ONSLOW COUNTY TAX No, 0238 P. 1
4M
COUNTY OF ONSIAW
Tax Certification Form
This certifies that there are no delinquent ad valorem taxes, or other takes which
the Onslow County Tax Collector is charged with collecting, that are a lien on:
Parcel Identification Number: 011600 & 006801
This is not a certification that this Onslow County Parcel Identification Number
matches this deed description.
Karen I] 10/18/2013
d :ae�at4%+sus+n'aa
Tax Collections Staff Signature Date
Unable to caf fy► Parcel Identification Number due to:
❑ No Valid Parcel Identification Number
❑ Delinquent taxes owed on the Parcel
❑ Delinquent taxes owed on the Parent Parcel
❑ Delinquent Personal Property taxes owed which is a lien on the Parcel
❑ No grantee mailing address provided
Onglow County TasAdminiatradm
39 Talknan 9troat ■ daahsonv1M, North Camlinn - 2U40
Phone: 910-9B"M Fam 91"55 4679
w.. �.Mrwr.+yrr� pw,lsr
Book: 4073 Page, 1977-Current: 269 Seq: 3
4073 Page: 269 Page 3 of 3

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DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
59 DARLINGTON AVENUE
WILMINGTON. NORTH CAROLINA 2M3-1343
May 21, 2014
Regulatory Division
Action ID: SAW-2013-01412
Swansboro Investors, LLC
Mr. John Pierce
P.O. Box 1685
Jacksonville, North Carolina 28541
Dear Mr. Pierce:
ECEIVE
MAY 0' 5 205
RY:
In accordance with your written request of January 31, 2014 and the ensuing administrative
record, enclosed are two copies of a permit to discharge dredged or fill material into '0.22 acre
wetland and- 0.64 acre open water in association with the construction of a big box store, located
on approximately 20 acres, at 1121 West Corbett Avenue, in Swansboro, North Carolina.
You should acknowledge that you accept the terms and conditions of the enclosed permit by
signing and dating each copy in the spaces provided ("Permittee" on page 3). Your signature, as
permittee, indicates that, as consideration for the issw=e of this permit, you voluntarily accept
and agree to comply with all of the terms and conditions of this permit. All pages of both copies
of the signed permit with drawings should then be returned to this office for final authorization.
A self-addressed envelope is enclosed for your convenience.
Title 33, Part 325.1(f), of the Code of Federal Regulations reads, in part, that, "A $10 fee
will.be charged for permit applications when the work is noncommercial in nature and provides
personal benefits that have no connection with a commercial enterprise...", and "A fee of $100
will be charged for permit applications when the planned or ultimate purpose of the project is
commercial or industrial in nature and is in support of operations that charge for the production,
distribution, or sale of goods or services." As your application fits the Iatter category, you are
requested to remit your check for $100, made payable to the Finance and Accounting Officer,
USAED, Wilmington. The check should accompany the signed and dated copies of your permit.
This correspondence contains a proffered permit for the above described site. If you object
to this decision, you may request an administrative appeal under Corps regulations at 33 CFR
part 331. Enclosed you will find a Notification of Appeal Process (NAP) fact sheet and request
for appeal (RFA) form. If you request to appeal this decision you must submit a completed RFA
form to the following address:

-2-
District Engineer, Wilmington Regulatory Division
Attn: Ms. Liz Hair
69 Darlington Avenue
Wilmington, North Carolina 28403
In order for an RFA to be accepted by the Corps, the Corps must determine that it is
complete, that it meets the criteria for appeal under 33 CFR part 331.5, and that it has been
received by the Division Office within 60 days of the date of the NAP. Should you decide to
submit an RFA form, it must be received at the above address by July 20, 2014
It is not necessary to submit an RFA form to the Division Office if you do not object to the
decision in contained in this correspondence.
After the permit is authorized in this office, the original copy will be returned to you; the
duplicate copy will be permanently retained in this office. If you have questions, please contact
Ms. Liz Hair at the Wilmington Regulatory Field Office, telephone [phone], extension.
Thank you in advance for completing our Customer Survey Form. This can be
accomplished by visiting our website at http://pert.nwp.usace.army.mil/survey.html and
completing the survey on-line. We value your comments and appreciate your taking the time to
complete a survey each time you interact with our office.
Sincerely,
Dale E. Seter
Chief, Wilmington Regulatory Field Office
Enclosures (4)
Copy Furnished (with enclosures):
Pittman Soil Consulting
Attn: Mr. Haywood Pittman
1003 Gregory Fork Road
Richlands, North Carolina 28574

DEPARTMENT OF THE ARMY PERMA
Permittee: Swansboro Investors, LLC, Attn: Mr. John Pierce
Permit No.: SAW-2013-01412
Issuing Office: CESAW-RG-L
NOTE: The term "you" and its derivatives, as used in this permit, means the perinittee or any future trausferee. The
term "this office" refers to the appropriate district or division office of the Corps of Engineers having jurisdiction
over the permitted activity or the appropriate official of that office acting under the authority of the commanding
officer.
You are authorized to perform work in accordance with the terms and conditions specified below.
Project Description: The overall project purpose is to discharge dredged or fill material into 0.22 acre wetland and
0.64 acre open water, in association with the construction of a big box store, located on approximately 20 acres of
Iand.
Project Location: This properly is located at 1121 West Corbett Avenue, adjacent to Halls Creek, in Swansboro,
Onslow County, North Carolina.
General Conditions:
1. The time limit for completing the work authorized ends on December 31,201 If you find, that you
need more time to complete the authorized activity, submit your request for a time extension to this office for
consideration at least one mouth before the above date is reached.
2. You must maintain the activity authorized by this permit in good condition and in conformance with the
terms and conditions of this permit. You are not relieved of this requirement if you abandon the permitted
activity, although you may make a good faith transfer to a third party in compliance with General Condition
4 below. Should you wish to cease to maintain the authorized activity or should you desire to abandon it
without a good faith transfer, you must obtain a modification of this permit from this office, which may
require restoration of the area.
3. If you discover any previously unknown historic or archeological remains while accomplishing the activity
authorized by this permit, you must immediately notify this office of what you have found. We will initiate
the Federal and state coordination required to determine if the remains warrant a recovery effort or if the
site is eligible for listing in the National Register of Historic Places.
4. If you sell the property associated with this permit, you must obtain the signature of the new owner in the
space provided and forward a copy of the permit to this office to validate the transfer of this authorization.
5. If a conditioned water quality certification has been issued for your project, you must comply with the
conditions specified in the certification as special conditions to this permit. For your convenience, a copy of
the certification Is attached if it contains such conditions.
6. You must allow representatives from this office to inspect the authorized activity at any time deemed
necessary to ensure that it is being or has been accomplished in accordance with the terms and conditions of
your permit.

Special Conditions:
SEE ATTACHED SPECIAL CONDITIONS
Further Information:
1. Congressional Authorities: You have been authorized to undertake the activity described above pursuant
to:
Q Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.C. 403).
(X) Section 404 of the Clean Water Act (33 U.S.C.1344).
() Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972 (33 U.S.C.1413).
2. Limits of this authorization.
a. This permit does not obviate the need to obtain other Federal, state, or local authorizations required by
law.
b. This permit does not grant any property rights or exclusive privileges.
c. This permit does not authorize any injury to the property or rights of others.
d. This permit does not authorize interference with any existing or proposed Federal project.
3. Limits of Federal Liability. In issuing this permit, the Federal Government does not assume any liability
for the following:
a. Damages to the permitted project or uses thereof as a result of other permitted or unpermitted
activities or from natural causes.
b. Damages to the permitted project or uses thereof as a result of current or future activities undertaken
by or on behalf
of the United States in the public interest.
c. Damages to persons, property, or to other permitted or unpermitted activities or structures caused by
the activity
authorized by this permit
d. Design or construction deficiencies associated with the permitted work.
e. Damage claims associated with any future modification, suspension, or revocation of this permit.
4. Reliance on Applicant's Data: The determination of this office that issuance of this permit is not contrary
to the public interest was made in reliance on the information you provided.
2

S. Reevaluation of Permit Decision. This Office may reevaluate its decision on this permit at any time the
circumstances warrant Circumstances that could require a reevaluation include, but are not limited to, the
following:
a. You fail to comply with the terms and conditions of this permit.
b. The information provided by you in support of your permit application proves to have been false,
incomplete, or inaccurate (See 4 above).
c. Significant new information surfaces which this office did not consider in reaching the original public
interest decision.
Such a reevaluation may result In a determination that it is appropriate to use the suspension, modification,
and revocation procedures contained in 33 CFR 325.7 or enforcement procedures such as those contained in
33 CFR 326.4 and 326.5. The referenced enforcement procedures provide for the issuance of an
administrative order requiring you to comply witli the terms and conditions of your permit and for the
initiation of legal action where appropriate. You will be required to pay for any corrective measures ordered
by this office, and if you fail to comply with such directive, this office may in certain situations (such as those
specified in 33 CFR 209.170) accomplish the corrective measures by contract or otherwise and bill you for the
cost
6. Extensions. General condition I establishes a time limit for the completion of the activity authorized by
this permit, Unless there are circumstances requiring either a prompt completion of the authorized activity or
a reevaluation of the public interest decision, the Corps will normally give favorabic consideration to a
request for an extension of this time limit.
Your signature below, as permittee, indicates that you accept and agree to comply with the terms and
conditions of this permit
(PERM=E) (DATE)
This permit becomes effective when the Federal official, designated to act for the Secretary of the Army, has
signed below.
(DISTRICTENGINEER) STEVEN A. BAKER, COLONEL (DATE)
3

When the structures or work authorized by this permit are still in existence at the time the property is
transferred, the terms and conditions of this permit will continue to be binding on the new owner(s) of the
property. To validate the transfer of this permit and the associated liabilities associated with compliance with
its terms and conditions, have the transferee sign and date below.
(TRANSFEREE) (DATE)
*U.S. GOVERNMENT PRINTING OFFICE: 1986 - 717-425
4

DEPARTMENT OF THE ARMY PERAUT
Permittee: Swansboro Investors, LLC, Attn: Mr. John Pierce
Permit No.: SAW 2013-01412
Issuing Office: CESAW-RG-L
NOTE: The berm "you" and its derivatives, as used in this permit, means the permittee or any future Umvferee. The
term "this office" refers to the appropriate district or division office of the Corps of Engineers having jurisdiction
over the permitted activity or the appropriate official of that office acting under the authority of the commanding
officer.
You are authorized to perform work in accordance with the terms and conditions specified below.
Project Description: The overall project purpose is to discharge dredged or fill material into 0.22 acre wetland and
0.64 acre open water, in association with the construction of a big box store, located on approximately 20 acres. of
land.
Project Location: This property is Iocated at 1121 West Corbett Avenue, adjacent to Halls Creek, in Swansbo%
Omlaw County, North Carolina -
General Conditions:
1. The time limit for completing the work authorized ends on December 31, 2019 If you find that you
need more time to complete the authorized activity, submit your request for a time extension to this office for
consideration at least one month before the above date is reached.
L You most maintain the activity authorized by this permit in good condition and in conformance with the
terms and conditions of this permit. You are not relieved of this requirement if you abandon the permitted
activity, although you may make a good faith transfer to a third party in compliance with General Condition
4 below. Should you wish to cease to maintain the authorized activity or should you desire to abandon it
without a good faith transfer, you must obtain a modification of this permit from this office, which may
require restoration of the area.
I If you discover any previously unknown historic or archeological remains while accomplishing the activity
authorized by this permit, you must immediately notify this office of what you have found. We wilt initiate
the Federal and state coordination required to determine if the remains warrant a recovery effort or if the
site is eligible for listing in the National Register of Historic Places.
4. If you sell the property associated with this permit, you must obtain the signature of the new owner in the
space provided and forward a copy of the permit to this office to validate the transfer of this authorization.
5. if a conditioned water quality certification has been issued for your project, you most comply with the
conditions specified in the certification as special conditions to this permft For your convenience, a copy of
the certification h attached if it contains such conditions.

6. You must allow representatives from this office to inspect the authorized activity at any time deemed
necessary to ensure that it is being or has been accomplished in accordance with the terms and conditions of
your permit.
Special Conditions:
SEE ATTACHED SPECIAL CONDITIONS
Further Information:
1. CongressionaI Authorities: You have been authorized to undertake the activity described above pursuant
to:
Q Section 10 of the Rivers and Harbors Act of 1899 (33 U.S.C. 403).
(X) Section 404 of the Clean Water Act (33 U.S.C.1344).
() Section 103 of the Marine Protection, Research and Sanctuaries Act of 1972 (33 U.S.C.1413).
2. Limits of this authorization.
a. This permit does not obviate the need to obtain other Federal, state, or local authorizations required by
law.
b. This permit does not grant any property rights or exclusive privileges.
c. This permit does not authorize any injury to the property or rights of others.
d. This permit does not authorize interference with any existing or proposed Federal project.
3. Limits of Federal Liability. In issuing this permit, the Federal Government does not assume any liability
for the following:
a. Damages to the permitted project or uses thereof as a result of other permitted or unpermitted
activities or from natural causes.
b. Damages to the permitted project or uses thereof as a result of current or future activities undertaken
by or on behalf
of the United States in the public interest.
c. Damages to persons, property, or to other permitted or unpermitted activities or structures caused by
the activity
authorized by this permit.
d. Design or construction deficiencies associated with the permitted work.
e. Damage claims associated with any future modification, suspension, or revocation of this permit.
4. Reliance on Applicant's Data: The determination of this office that issuance of this permit is not contrary
to the public interest was made in reliance on the information you provided.
2

S. Reevaluation of Permit Decision. This office may reevaluate its decision on this permit at any time the
circumstances warrant, Circumstances that could require a reevaluation include, but are not limited to, the
following:
a. You fail to comply with the terms and conditions of this permit.
b. The information provided by you in support of your permit application proves to have been false,
incomplete, or inaccurate (See 4 above).
c. Significant new information surfaces which this office did not consider in reaching the original public
interest decision.
Such a reevaluation may result in a determination that it is appropriate to use the suspension, modification,
and revocation procedures contained in 33 CFR 325.7 or enforcement procedures such as those contained In
33 CFR 326.4 and 3265. The referenced enforcement procedures provide for the issuance of an
administrative order requiring you to comply with the terms and conditions of your permit and for the
initiation of legal action where appropriate. You will be required to pay for any corrective measures ordered
by this office, and if you fail to comply with such directive, this office may in certain situations (such as those
specified in 33 CFR 209.170) accomplish the corrective measures by contract or otherwise and bill you for the
cost.
6. Extensions. General condition 1 establishes a time limit for the completion of the activity authorized by
this permit, Unless there are circumstances requiring either a prompt completion of Me authorized activity or
a reevaluation of the public interest decision, the Corps will normally give favorable consideration to a
request for an extension of this time limit.
Your signature below, as permittee, indicates that you accept and agree to comply with the terms and
conditions of this permit.
(PERM=.EE) (DAU)
This permit becomes effective when the Federal official, designated to act for the Secretary of the Army, has
signed below.
(DISTRICT ENGINEER) STEVEN A. BAIXR, COLONEL (DATE_)

When the structures or work authorized by this permit are still in existence at the time the property is
transferred, the terms and conditions of this permit will continue to be binding on the new owner(s) of the
property. To validate the transfer of this permit and the associated liabilities associated with compliance with
its terms and conditions, have the transferee sign and date below.
(TRANSFEREE)
4
(DATE)
*U.S. GOVERNMENT PRINTING OFFICE 19BG - 717425

SPECIAL CONDITIONS
Swansboro Investors, LLC
Attn: Mr. John Pierce
Action ID: SAW 20i3-01412
Work Limits
a) Construction Plans: All work authorized by this permit must be performed
in strict compliance with the attached plans dated January 31, 2014, which are a
part of this permit. Any modification to these plans must be approved by the US
Army Corps of Engineers (USACE) prior to implementation.
b) Unauthorized Dredge or Fill: Except as authorized by this permit or any
USACE approved modification to this permit, no excavation, fill or mechanized
land clearing activities shall take place at any time in the construction or
maintenance of this project, within waters or wetlands. This permit does not
authorize temporary placement or double handling of fill -material within waters or
wetlands outside the permitted area. This prohibition applies to all borrow and fill
activities connected with this project.
c) Maintain Circulation and Flow of Waters: Except as specified in the plans
attached to this permit, no excavation, fill or rnechauized land -clearing activities
shall take place at any time in the construction or maintenance of this project, in
such a manner as to impair normal flows and circulation patterns within waters or
wetlands or to reduce the reach of waters or wetlands.
e) - Deviation From Permitted Plans: The permittee shall ensure that the
construction design plans for this project do not deviate from the permit plans
attached to this authorization. Written verification shall be provided that the final
construction drawings comply with the attached permit drawings prior to any
active construction in waters of the United States, including wetlands. Any
deviation in the construction design plans will be brought to the attention of the
Corps of Engineers, Ms. Liz Hair, Wilmington Regulatory Field Office prior to
any active construction in waters or wetlands.
f j Preconstruction Meeting: The permittee shall schedule a preconshuction
meeting between its representatives, the contractor's representatives, and the
appropriate Corps of Engineers representative, prior to any work within
jurisdictional waters and wetlands to ensure that there is a mutual understanding of
all of the terms and conditions contained within this Department of the Army
Permit. The permittee shall invite the Corps and NCDWQ Project Managers a
minimum of thirty (30) days in advance of the scheduled meeting in order to
provide those individuals with ample opportunity to schedule and participate in the
required meeting.
-3-

Related Laws:
g) Sediment Erosion Control Plan: Thirty Days prior to commencing land
disturbing activity, a Sediment/Erosion Control Plan will be filed with the Division
of Land Resources, Land Quality Section, North Carolina Department of Natural
Resources and Community Development.
The Plan must:
1. Include a scaled plat plan of the site, showing the affected areas as well as
adjacent properties which may be affected. Include contours, if available.
2. Indicate critical areas such as wetlands, streams, drainways, marsh, etc.
3. Include a brief narrative describing the activities to be undertaken and the
construction schedule.
4. Indicate on the plat measures to be utilized to prevent sediment from entering
adjacent properties, such as location of silt fences, silt basins, diversion
ditches, hay barriers, areas to be seeded, etc.
5. Include any other pertinent information directed at controlling offsite
sedimentation, slope degradation and erosion.
Note: The Plan is required whenever the proposed activity is to be undertaken
on a tract comprising more than one acre, if more than one contiguous acre is
to be uncovered.
h) Water Contamination: All mechanized equipment will be regularly
inspected and maintained to prevent contamination of waters and wetlands from
fuels, lubricants, hydraulic fluids, or other toxic materials. In the event of a spill of
petroleum products or any other hazardous waste, the permittee shall immediately
report it to the N.C. Division of Water Resources at [phone] or (800) 858-
0368 and provisions of the North Carolina Oil Pollution and Hazardous Substances
Control Act will be followed.
Project Maintenance
i) Notification of Construction Commencement and Completion: The
permittee shall advise the Corps in writing prior to beginning the work authorized
by this permit and again upon completion of the work authorized by this permit.
D Clean Fill: Unless otherwise authorized by this permit, all fill material
placed in waters or wetlands shall be generated from an upland source and will be
clean and free of any pollutants except in trace quantities. Metal products, organic
materials (including debris from land clearing activities), or unsightly debris will
not be used. Soils used for fill shall not be contaminated with any toxic substance
in concentrations governed by Section 307 of the Clean Water Act.
ma

k) Permit Distribution: The permittee shall require its contractors and/or
agents to comply with the terms and conditions of this permit in the construction
and maintenance of this project, and shall provide each of its contractors and/or
agents associated with the construction or maintenance of this project with a copy
of this permit. A copy of this permit, including all conditions, shall be available at
the project site during construction and maintenance of this project.
1) Silt Fencing: The permittee shall employ all sedimentation and erosion
control measures necessary to prevent an increase in sedimentation or turbidity
within waters and wetlands outside the permit area. This shall include, but is not
limited to, the immediate installation of silt fencing or similar appropriate devices
around all areas subject to soil disturbance or the movement of earthen fill, and the
immediate stabilization of all disturbed areas. Additionally, the project must
remain in full compliance with all- aspects of the. Sedimentation Pollution Control
Act of 1973 (North Carolina General Statutes Chapter 113A Article 4).
m) No fill or excavation for the purposes of sedimentation and erosion control
shall occur within jurisdictional waters, including wetlands, unless it is included on
the plan drawings and specifically authorized by this permit
n) The permittee, upon receipt of a notice of revocation of this permit or
upon its expiration before completion of the work will, without expense to the
United States and in such time and manner as the Secretary of the Army or his
authorized representative may direct, restore the water or wetland to its pre -project
condition.
Enforcement
o} Reporting Address: All reports, documentation and correspondence
required by the conditions of this permit shall be submitted to the following
address: U.S. Army Corps of Engineers, Regulatory Division, Wilmington
Regulatory Field Office, c/o Ms. Liz Hair, Field office address, and by telephone
at: 910-251-4049. The Permittee shall reference the following permit number,
SAW-2013-00534, on all submittals.
p) Reporting Violations of the Clean Water Act and Rivers and Harbors Act:
Violations of these conditions or violations of Section 404 of the Clean Water Act or
Section 10 of the Rivers and Harbors Act must be reported in writing to the
Wilmington District U.S. Army Corps of Engineers within 24 hours of the
permittee's discovery of the violation.
q) Compliance Inspection. A representative of the Corps of Engineers will
Periodically and randomly inspect the work for compliance with these conditions.
Deviations from these procedures may result in an administrative financial penalty
and/or directive to cease work until the problem is resolved to the satisfaction of
the Corps.
-5-

r) The permittee shall take measures to prevent live or fresh concrete from
coming into contact with any surface waters until the concrete has hardened.
Mitigation
s) Prior to any work in waters of the U.S.:
In order to compensate for impacts associated with this permit, mitigation
shall be provided in accordance with the provisions outlined on the most recent
version of the attached Compensatory Mitigation Responsibility Transfer Form.
The requirements of this form, including any special conditions listed on this
form, are hereby incorporated as special conditions of this permit authorization.
.'2

U.S. ARMY CORPS OF ENGINEERS
iNilmington District
Compensatory MINEration Responsibility Transfer Form
Permittee: Mr. John Pierce
Project Name: Swansboro Investors
Action ID: SAW-2013-01412
County: Onslow
Instructions to Permittee: The Permittee must provide a copy of this form to the Mitigation Sponsor, either an approved
Mitigation Bank or the North Carolina Ecosystem Enhancement Program (NCEEP), who will then sign the form to verify the
transfer of the mitigation responsibility. Once the Sponsor has signed this form, it is the Permittee's responsibility to
ensure that to the U.S. Army Corps of Engineers (USAGE) Project Manager identified on page two is in receipt of a signed
copy of this form before conducting authorized impacts, unless otherwise specified below. If more than one mitigation
Sponsor will be used to provide the mitigation associated with the permit, or if the impacts and/or the mitigation will occur
In more than one &digit Hydrologic Unit Code (HUC), multiple forms will be attached to the permit, and the separate forms
for each Sponsor and/or HUC must be provided to the appropriate mitigation Sponsors.
Instructions to Sponsor: The Sponsor must verify that the mitigation requirements (credits) shown below are available at
the identified.site. By signing below, the Sponsor is accepting full responsibility for the identified mitigation, regardless of
whether or not they have received payment from the Permittee. Once the form is signed, the Sponsor must update the
bank ledger and provide a copy of the signed form and the updated bank ledger to the Permittee, the USACE Project
Manager, and the Wilmington District Mitigation Office (see contact Information on page 2). The Sponsor must also comply
with all reporting requirements established in their authorizing instrument.
Permitted Impacts and Compensatory Mitigation Requirements:
Permitted Impacts Requiring Mitigation* 8-dielt HUC and Basin: 0102nin6- Whitp nak Riivor aacin
Stream impacts (linear feet)
Wetland Impacts (acres)
Warm __[___Caul
1 Cold
Riparian River! ne
Riparian Non-Riverine
Non -Riparian
Coastal
0.22
IT more tnan one mitigation sponsor will be used for the permit, only include impacts to be mitigated by this sponsor.
Compensatory Mitigation Requirements: "Igit HUC and Basin: (IM101 n6- Whitp nak Riupr Racin
Stream Miti anon (credits)
Wetland Mitigation (credits)
Warm
Cool
Cold
TRIparlan Riverine
Riparian Non-Riverine
Non -Riparian
I coastal
0.44
Mitigation Site Debited: Hofmann Forest Wetland Mitigation Bank _
(List the name of the bank to be debited. For umbrella hanks; also fist the specific site. For NCEEP, list NCEEP. If the NCEEP
acceptance letter identifies a specific site, also list the specific site to be debited).
Section to be completed by the Mitigation Sponsor
Statement of Mitigation Liability Acceptance: I, the undersigned, verify that 1 am authorized to approve mitigation
transactions for the Mitigation Sponsor shown below, and I certify that the Sponsor agrees to accept full responsibility for
providing the mitigation identified in this document (see the table above), associated with the USACE Permittee and Action
ID number shown. I also verify that released credits (and/or advance credits for NCEEP), as approved by the USACE, are
currently available at the mitigation site identified above. Further, I understand that if the Sponsor fails to provide the
required compensatory mitigation, the USACE Wilmington District Engineer may pursue measures against the Sponsor to
ensure compliance associated with the mitigation requirements.
Mitigation Sponsor Name:
Name of Sponsors Authorized Representative:
Signature of Sponsor's Authorized Representative Date of Signature
Page 1 of 2 Form Updated 23 October, 2013

1 ti
USACE Wilmington District
Compensatory Mitigation Responsibility Transfer Form, Page 2
Conditions for Transfer of Compensatory Mitigation Credit:
• Once this document has been signed by the Mitigation Sponsor and the USACE is in receipt of the signer Torm, the
Permittee is no longer responsible for providing the mitigation identified In this form, though the Permittee remains
responsible for any other mitigation requirements stated in the permit conditions.
• Construction within jurisdictional areas authorized by the permit identified on page one of this form can begin only
after the USACE is in receipt of a copy of this document signed by the Sponsor, confirming that the Sponsor has
accepted responsibility for providing the mitigation requirements listed herein. For authorized impacts conducted by
the North Carolina Department of Transportation (NCDOT), construction within jurisdictional areas may proceed upon
permit issuance; however, a copy of this form signed by the Sponsor must be provided to the USACE within 30 days of
permit issuance. NCDOT remains fully responsible for the mitigation until the USACE has received this form, confirming
that the Sponsor has accepted responsibility for providing the mitigation requirements listed herein.
Signed copies of this document must be retained by the Permittee, Mitigation Sponsor, and in the USACE
administrative records for both the permit and the Bank/iLF Instrument. it Is the PermitteVs responsibility to ensure
that the USACE Project Manager (address below) is provided with a signed copy of this form.
If changes are proposed to the type, amount, or location of mitigation after this form has been signed and returned to
the USACE, the Sponsor must obtain case -by -case approval from the USACE Project Manager and/or North Carolina
Interagency Review Team (NCIRT). If approved, higher mitigation ratios may be applied, as per current District
guidance and a new version of this form must be completed and included in the USACE administrative records for both
the permit and the Bank/ILF Instrument.
Comments/Additional Conditions:
This form Is not valid unless signed below by the USACE Project Manager and by the Mitigation Sponsor on Page 1. Once
signed, the Sponsor should provide copies of this form along with an updated bank ledger to: 1) the Permittee, 2) the
USACE Project Manager at the address below, and 3) the Wilmington District Mitigation Office, Attn: Todd rugwell,
12405 Falls of Neuse !toad, Wake Forest, NC27587 (email: [e-mail]). Questions regarding this form
or any of the permit conditions may be directed to the USACE Project Manager below.
USACE Project Manager: Liz Hair
USACE Field Office: Wilmington Regulatory Field Office
US Army Corps of Engineers
69 Darlington Avenue
Wilmington, NC28403
Email: Digitally signed by
HAIR.SARAH.E DMm--U55,,r—US.Govemm nk
A.1054693512 cn=HAA11 SAAAH.EA.1054693512
Date: 2014.05.21 1634:2a-04'00' May 21. 2014
USACE Project Manager Signature Date of Signature
Current Wilmington District mitigation guidance, including information on mitigation ratios, functional assessments, and
mitigation bank location and availability, and credit classifications (including stream temperature and wetland groupings) is
available at htto:/Irlbits.usace.army.mil.
Page 2 of 2
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to do so, please complete the
Customer Sat6factlon Survey located at our website at htta://r-eitulatory.usacesurvey.com/ to complete the survey online.

M �,EN
North Garollna Department of Envimriment and Natural Rgsggces
Pat McCrory . • John E. 5kvada iII
Governor
. - �clzrtary
.April 10 2014
DWR # 2014-0116
Swansboro Investors, LLC
Attn: John Plerce,.Manager.
PUBox 1685
Jacksonville, -NC 28541
Subject: Approval of lndividuat 4"ter-Quality Certification wiih ndi AdditiPnpl.,C ii
Swansboto Investors, Swansboro
U .AM A,etlon ID. No. SAW 2013-01412 -
Dear Mr. Pierce: .
Attached hereto Is a copy of Certification No. 3988 issued to Swensboro Investors, LLC, dated.
April 11, 2014. Please note that you should get any other federal, state or local permits before
proceeding with your project, Including those required by (but not limited to) Solid Waste,,
Sediment and Erosion Control, Non -Discharge, Stormwater; Dam Safety, and Water Supply
Watershed regulations.'
This approval and its conditions are final and binding unless contested. This Certification can be
contested -as provided in Articles 3 and 4 of Cieneral! Statute 150E by filing a written petition for an
administrative hearingto the Office of Administrative Hearings_(hereby known as OAH). A paUtion
form may be obtained from the OAH at htto://www.nmiih.co_ m/ or by calling the DAH Cleris
Office at [phone] for information.
Within sixty (60) calendar days of receipt of this notice, a petition must be filed -with the OAH. A
petition is consideredfiled when the original and one (1) copy. along with any applicable OAH filing
fee is received Inthe 'OAH during normal office hours (Monday through Friday between 5:00 am
and 5.00 pm, excluding official state holidays).
The petition may be faxed to the OAH at [phone], provided the original and one copy of the
petition along with any applicable OAH filing fee is received by the OAH within five (5) business
days following the faxed transmission.
Division of Water Resources — 401 A Suffer Permitting Unit
1550 Malt Service Center, ,Raleigh, North Carolhis y7699-1650
Locatlon: 512 N. Ulsbury SL Rakigh. North Caroline 27604
Phone: 31U07-=0 X FAX: 91 MO743494
Internet: www.mwafarquallty.o p
An Eva[ dpp W*%AftdaftunEmploye'-tide61pdbym*WpW

Mailing address for the OAH:
If sending via US Postal Service:
Office of Administrative Hearings
6714 Mail Service Center
Raleigh, NC 27699=6714
Swansboro lrnvestars, LL6
DWR Permit# 14- 0116
April 10, 2014
Page 2 of 8
if sending via delivery service (UP5,
FedEx, etc):
-Office of Administrative Hearings
2711 New Hope Church Road
Raleigh,. NC 27609-6285
One (1) copy of the petition must also be served to DEER:
Lacy Presnell, General Counsel
Department of Environment and Natural Resources
1601 Mail Service Center
Raleigh, NC 27699-1601
M
Unless such a petition is filed, this Certification shall be final and binding.' •._­� . a.._
This certification completes the review of the Division under section 401 of the C-It=_an Water Act
and iSA.NCAC 02H .OkO. ContactJoanne 5teenhuis at 910.796.7306 or
[e-mail] if you have any questions or concerns.
Sincerely,
' � r
Karen Higgins; Supe T
401 and Buffer Permitting Unit
Attachmdnts — Proposed Wetland and Open Waters Impacts 2 pages Dated 1-12-13
cc: Haywood Putman, Pittman Sail Consulting
Li -Hair, USACE Wilmington - electronic copy [e-mail]
Todd Bowers, EPA, Sam Nunn Federal Center, 61 Forsyth Street SW, Atlanta, GA 30303
Joanne Steenhuls, DWR Wilmington Regional Office
Jonathan Howell, DCM Morehead City- electronic copy [e-mail]
Karen Higgins, 401 and Buffer Permitting Unit
Filenarne:240116Swansboroinvestors(Onslow)_401 IGdoe
f.
Division of Water Resources —401 & Buffer Pertnitvng Unit
'• 1550 Mail Service Center, Raleigh, North Carolina 27699-7650
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604
Phone: [phone]A FAX: 91 "07-6494
Internet: www.ncwaterqLraRy.org
An E0 QPPU* %A eAdi- Employer-A+ade in pMtby Wjft p P9r

` Swansbara kwestors, LLC.
DWR Permit # W 03.16
Apn110, 2M4.
Page 3 of a
NORTH CAROLINA 401 WAT-E9.QU.4L1TY,CERT FtCAX1gN„': ;
CERTIFICATION #3988-kissued Inxonformity with the requirements of Section 401, PubGc•Laws.92
500 and 95:21.7 of the United Sxates and subjected North. Carolina's Regulatlonsrin ASACAGM-
.0500, to Swansborminvestors,1.1C, who have authorization •forthe-irnpatts I1st0.d.beloW,;as
described:withinyourapplication•r-eceive& ythdiNZVivlsiortaf•WaterResoum- es.(Divisionjion
February 5,:22X,-,.andisubsegaent inkffibaaon. oif .April 9, 2014,,and by Public Notice Issued,hyf the
U.S. Arn jrCofps of -Engineers add,recelved,by the Divislorfon Febroary 14, 2014. " . ni:-
The State of North Carolina certifies that this activifywlil notuioiatethe applicable portions of -
Sections 301„ 302, 303, 306, 307 of the Public Laws 92•-500 and PL 95-217 If conducted in
accordance wt&the application, the-supp9rdag-documeritation,-and .condit os hereinafter set
-forth.
This approval tequires you to follow the conditions listed in' the certificationbelcw.
Conditions of Ceriification: .
1 Imisac#s•Aoaroved
The following Impacts are..hereby approved. as Tong as all of the -other specific and general
canditkitn5•of this Certi#icatloh, are met No otherlmpacts.t) wetlands, streams and/or buffers
are approved including Incidental impacts:
Type of Impact
Amount Approved (Units)
Plan Location or
'Rel�ererise
404/401 Wetlands
Perniane4t
Temporary
Proposed Wetland
Wetland 1
0.03 acres (1,367.80 sq fQ
NIA
and Open Waters
Wetland 2
0.15 acres (6,419.59 sq ft)
Impact s two sheets
Weiland 3
0.04 acres (1,732.9� sq ft).
'1=100 scale and 1=
Total
200 scale -
0 22 ac (9, 520.32 sq ft)-
Dated 1-12:13
(Attached) -
Stream
"Permanent. '
Temporary.
,
.N/.At
N/A
Open Water
Permanent
Temporary
Proposed Wetland
impacts
.0.64 acres (27,841.91 sq ft)
N/A
and- Open Waters
Impact stwb-sheets
1,-100 scale and 1=
200 scale
Dated 1 12-13
Attached)

5wansboro lnvestors, LLC. '
DWR Permit # 14- 0115
AprI110, 2014
Page 4 of s
2. Compensatory M(tieafiorl USKkW.Mitisatrdn Bank 'k �- •'=h, ."r
Mitigation must be provided for the proposed Impacts as specified in the table below. We
undefsfand•tiiatyou interid to purchase€creffittfrom the+Bachelors:l3eligFit.Mitigatldr0dri t in
Dri§16WC-durity as desdrlbed in.youre-mail to meet this mttigation.requirement., This.
contribution.has:�ieendetermined-by the Divisionto•.be- a suitable method to meet the.:----.� .
midgatlaf 'requirement:• UnJ314 ie Bachetdrt.Delight Mitigation- Bank;rftivesiand.blears:your
rit•.
proof.bf pe>;i%r'ie.has been OtbvidEq-to this:�{�ce, naa(uipacts speb-tO d.-In this
check;.�rid .:.
Authorization Certificate shall occllr;: Forrtaccdunting!iurposes;.this Authorization Certificate
authorizes payment Into the Bachelors Delight -Mitigation Bank to meetthe following. r
comp'ensator_y,mitigation requirement:.:;:
Type of impart
Compenisatory Mitiga."n.Requiied ••
Rivdr and Sub -basin Ndmberl.
{, .
r .
- - -
Stream
N/A
Wetlands
0.22 acres-'`
WOK 03/19-41-1&3
Waters ,: -
•;t€: -.. r •. •N/A �G . . �.�
-�;'r • :tom .t:.Ir`. �.•:
Riparian Buffer
NIA
-
.3:" .,Deed notificatioh's orsimilar'riii6hanisms A-411 be placed on ill retained•jurisdictional wetlands,
1ivaters and protective buffers wiiliin the project boundaries in'-dtder.-to'i ssut,e torrlpliance for
• • • 'future w�jand, water ani� buffer impact. •These rrieciianisms shall lie'put�in place pr(orto' ' '
conductingthe impactsto wetlands. Asimple deed notification -can Eie dowiildaded'from the
401 & Buffers Permitting Unit web site at
http://portal.ncdenr.oM web/wa/swp/ws/40l/certsandpermfs/apokil2rms. Thetextofthe
sample deeid-notification maybe modified as -appropriate to sditto this project. --Me Division will
accept a conservation easement If required by the Carps of Engineers. Please copythe Division
with a recorded copy to the Wilmington Regional Office and Central Office at 401 and Buffers
Permitting Unit 1650 Map Service Center Raleigh, NC 27699-1650.'
4: Nn waste, spoil, solids, or fill of any kind shall occur in wetlands; waters, ot-riparian areas
beyond the footprint of the impacts depicted "in the Pre-Constructibn Notification forthis
project. All coristruct'ion activities, including the design, Insta(latidh,'operation, and
=` -.maintenance of sediment and erosion control Best Management Practl&e shall be performed
sd-that no violations of state water quality standards, statutes, of rules occur:- Approved -plans
and specifications for this project are incorporated by reference and ere enforceable parts of
'•this permit -
S. Wetlaild-BoundaryIdentification
The wetland boundary must be clearly identified within 50 feet of the project corridor as
depicted on the jurisdictional determination'map signed by the U5 Army Corps of Engineers.
The wetland boundary identification must lie physically/visually identified.usingsiitfence,
safety fence or similar products during all phases of construction. These boundaries must be
maintained until the project is completed and released by the NC Division of Energy, Mineral
and Land Resources (DEMLR).

Swansboro lnvestors, LLC.
` oWR Permit 414- 0116
i April 10, 2014
Page 5 of 8
6: Sediment and Erosion Control _.,. ,. • _
ErasIc!n-andsddW.grd cbntrol practices,must be-Intfull.compllince-with-all specificatlow
governingthe.prmpergesign, installation 'and. operation and mAintenance.df such-BRAn.
Management Practices and. if:appiicable,:-comply with the specific conditions and requirements
of the NPOES Construction Stormwater RerMlt=isaued to -the' -site:-
' •a,, •=Design, installation, operation, and maintenance ofti�e sediment and erosion contra!
3:;Tiieaoures=}rst bwsaeh thatrthey aquaff.or e�iceei3F"-e--equir-emerrks..%w44led:in.:the, ► .
•most rteto twi on=nf the 11iorWi:�.prbllWiditXientond Eresian-Control -jo nbat -,The
::'S:d�tsZl•�ie'malniained ®n=alE cahstctiori�sitesy borrow_itese11e4spailj .
projects, including Contractor -Owned orledsed borro*plts associated with the pfoject,
bw: +or;WFrbw•pit s0s he•erosion and sediment cbntrol measures -mast bd:designt&i :,
&-lastall4•00erated, and maintained in accordance withthe most- recea4vefsion.pfthe ,
.:1VatfCar�ollrr•Surface Mining Manual. _ . '. •_ . .
�_:; clatnatf�R:rn sores and impiementaiioii piustdimply wish the reciamati nin _
'ja{Acc6rdanc.6 with:the requirementsmM- eledimhnta on:Poilutlon GontrolAct and the
'' ...• T:: .C. .--=CiYJini±�/�`��ey.�� /y•i�yJy,i.. �_••.. •.. ,•5; :{ ., •' s...±,it; s... a+.• ••�� . • �,w
- • `�. • •Kr•Tr".•T ifi' • ' ~_.� •... . •, j ••. • :'.f t • '� f. i .::7.�2•-r :,.T.31..: _ ... L �i�l. i • . .. i. ' . � �% . _+•-
.:d. • Suff dent'materiais requited.for stabilization and/or- repair bf erosion control measures
.. p:• : , ,:-_ ._::an!¢.�iorminrate�:•�s��utirig�ridtreatmentshail+be.on;sr�e*st-.all:�irues. � . • ::- =••' . - _ •-
e,;=FA -P-PRA;4k.,yIV1,.Wltll, HEtW„ORW watdrs.:The sediment and erosion.coatrol•designs
must coni)ily-.Mffi tha.=r-equiretnenis•set forth in•15ANCAC M--:0124ADes1gn StUndards , : In Sensitive Watersheds.
7. Sediment and erosion control measures shall not be placed in wetlands orwaters. Exceptions
to this condition .require. application submittal to and written approval iffy the Division. if
placement ofsediment and erosion control devices hi wetlands and waters Is unavoidable,
then design. -arid placement of temporary erosion -control measures shall not be conducted in a
manner that may result in dis-equillbrium of wetlands, stream beds; or banks, adjacent to -or
upstream and downstream of the above structures. All sediment and erosion control devices
shall be removed•ahtl the ►Jaturel grade Testored* thin two (2) months- ofthe date that -the . .-
Division of Energy, Mineral and Land Resources (DEMLR) or locally delegated-program.has
released the s_pecifcarea:Vdhin.ths-project
S. Any final -construction•plans.for.this:projecf must -include or reference the application and plans
approved bjithe Division under this•authorization letter and eertfiimion. Itshall be the
responsibility of the permitee to -review all construction drawings with the approved permit
drawingsto determine -that the drawings -are consistent. Documentation via letter or e-mail
must be-pr-ovided to the iDivislon "priorto the start of tconstruction confirming that the
construction drawings are- consistent with the -permitted drawings. if the•drawings are not
consistent, the applicant is required to notify the Division, c/a Joanne Steenhuis Wilmington
Regional Office and address the inconsistencies prior to working in.wetlands. -

Swansboro Investors, LLr_ "
OWR Permit 414- O.U6-
April 10, 2014
Page 5 of
9. Pre -Construction Meetfne �''•
The perMitee shall netify,the Division Iri Writing (e-mail [e-mail]).prior,to
the begin ding of the work d A. 6r pd:un.4er thlscertification. A.prg-constrriction rrleeting
must•be,heldzwith-the:Divisidri=priort6the-start ofthe-project+se that the contractors. and/br
. agents.fully understand the coi;ditions associated with this•certification. -?.L : _
'rt r.•;�s 'i r_•n ••7 :i •-+ �+••:!'f.r,}'t +A r'r fim ri :'• —sx ••a•` f.'Ae .t..yi f,�-i".=T 1;. Jy'`•i:
- _.. 'hcS�• : $: 'i i �ni Si'(r::t. 7• i•F�. !�":�: i= t.•y::it••+tis'„.I•i ��. i,.
_. . • •1D.:Ailirriechanized p aipmentsvvifl be+tegularlyinspected :and inairitatnedtapr.•event =:
:. cdiitamin t!6h:'Pf vv terts-and vuetland"s'frd,W hj►E'irocarbon-s or olberpieri# i :toxic chemicals.
_- =1�i the cent of wh�ydrodiar'•bon•or chdh� lcal'spillfthe permite%ontracCarS a ritediaieiy
- cgntact the Division, between the hours. -of 8 am to 5 pm at the•Wllrnington.:Regianat.Dfiice at
910:796.721.5 orSteye:Lewis at'919.8074308.and-after•_hours and;on.webkeindecall the USCG
M!tlnnal•Response
41. Construction�StormwaterPenmIVNCGO10o0D•F,} ,_ . -_ •;• ::;::-y.=+1•:= . _{
An NPE?FS' n>7sttiction Stormwater.Pernii�ls fequired_fortogstruction projects4 iatAisturb
- one�I} or more- 5cres of land. This Permit aflaws sta'rmwater to [�e`disciiar ;:clurirrglrand .
dlsturbing construction activities as stipulated+in thd--corididons: of ttie•,pei•rilt--�lf.ycfur..praject is•:
;covered•hythis permit;#ulircompliance.&withpermit•conditions.includingth$erosio�;a8e +F-t.... - •L
sedfirfentation_contml plan,•inspectioris and:maintenance, seg-'monitoringsrgcordlkegping•aad..::,.�:
....:reporting requinements is required. "A•copy ofthe genera! permit (NCG4IQQDD.); inspection log-.-.. -
sheets, and.other-information may be found at:
httc://Portal.ncdenr.ore/web/wa/ws/sulnpdessw#tab-w.
12. if concrete is used- during the constriction, then all+necessary-measures shall.betitaken to.-. ' -
prevent.directcontact between uncured br curing concrete and waters ofthe:state:: ]Water +• ° : -: -
that I adygrteratly cpntacts uncured concrete shall not. -be discharged to wdters:pf#e stag +•
due-to.the•potential for:elevated pH and .possible aquatic lifelfish kills, �: ��:: ,• �� j' ::=
13.. This Certification'does not:relleve the applicant of the responsibility to obtain all at[ier.••. 3; =_i •r :..:• =r
.requlmd Federal, State; or.Lgral approvals.
14, This apgroval.is;lprthe purpose and design described in your application andas:described;in
the Public -Notice and additional -Information received via @-mall onApril. 9;:2054: The:plans.and..=-::-:_
specifications for this project. are incorporated by reference'and are an enforceable part. of the
Certification. If you change your project, you must notify the Division and you maybe required
to submit anew application -package with the appropriate.fee, ifthe.property is sold, the new
owner must be given aleopyofthis-Certification and is responsible for complying with all: -
conditions. Any new owner must notify the Division and•requestthe Certification -be issued In
their name.

■
Swansbory Investors, I.I.C.
VWR Permit # 14- 0116
Apr1I 10, 2014
is. contimilr7 ikC01hpiladice F89a of 8
Swansbarain-zestar4tLC.brt-heir-agents%shallconduct:conft..mtdon-aC:Bvitie.s.-In-amatnner--,,'-
consistent With State water quality standards- (Including any requirements. -'resulting ftdfn -
compliance with section 303(d) of the Clean WaterAct) and any other appropriate
requift..e;its'ef'--%t.ate...pnd-Fiid,PrajIeW...!iWansboro Investors, LLC-shblixequire -its' cbn',tracteesi(andfok-vg@nt-s),.t6 c9m-ply 9v"-aIP-df-thetefMs,:Vf this. 0tr0chtion,,and.thall
proVIdeuQh 6filts-canitraqtpr.3nd/g. _.Vgetsa t6py,..his-C6rtifcation.tAaoo y.Gf s
Certificktion shall be Included In ft-cortstruction contract nd available on the idb- -at --.i':
all times. if the D ' IvIsloji dptprm1h%k.hatiauj:kstandards or laws are not being met(Includingthe fallufe-to-susLialn-a-designatL-d-orachiev'ed use) oriblat-State or-Tederali-aw is
being violated; or ihat further conditions - atZin'
ecessary to assurelcompgancf?, the -Division
may reevaluate and Inodify th w -0@0 L*m ;f4D.. mod*ng the Certification, the
%- e
Division shall notify Swansb6ro4JMwstorsjLflLc-j�d the U.S. Army Corps of Engineers,
provide public noticoMn b acordind".A-.13k NtAC 02H 05b3 and provide opportunity for
public hearing in accordance with ISA"NCAC WA,9504. Any new or revised conditions
shall be provided JtqP,5Qin-sbo-F' 113 ,Q19Vhftft,- -G4.WHtffiWanifshall be provided to the U.S.
V-7
Army Coips of Engliledrif fbr reffireficif'In any PemitIssb4d'pursuant to Section 404 ofthe
Clean Water Act, andsha a -becornec
ondft' mofthe-.404 Permit farthe project
."..16. Diffuse FIM
All conaTucted storm water convepnce.outlepmall be- deAsnedand maintained as Muse
flow at non -erosive velocities Iftbey are
e directed through the wetlands such that It Will not re-
concerittate, before discharging. If this Is not possible, It maybe necessary -to revise the
.4ormwater plan to prevent this from occurring. This ma_y requireadditional approval from
this Office far wetlands and itoiffpvajeC ievfi
17. Any wetland Impacts In the future pPgsp.5 of hts. -t project will be required to apply for a
modification to this pen -nit and the proposed impacts will be considered cumulative with ALL
previous Impacts
zJ8. Determination of Impacts
At -the completion of the -project, the Dlv1sIon:m_ qyrequlre-a daterm!ptlon of the area
impacted (as -built) which is to encompass the location and acreage.qfthe impacts (it can be
shbwn on an aerial or done as a survey). This to be lnclu�dedvlth-the Certification of
Completion and sent to the Wilmington Regional Office (address on the letterhead page) and
to Raleigh at 401 & Buffers Permitting Unit Attn: Jennifer Burdette 1650 Mail Service Ctr.
Ralbigh, NC 27 699--1650.
19. The applicant and/or authorized agent shall provide a completed Certificate of Completion
Form to the Division 401 and Buffer Permitting Unit Within ten days of project completion
(available at: htti3-//L3ortal.ncdenr.org/webLw—cllm/ws/­­401/certsandoermft/­applyLfbr s.

swensboro Investors, LIC... .
DWR Permit## 14- 0116
April 10, 2014
Page 8 of 8
20T This certification grants permission to the director, an authorized representative,ofthe••
Diredor,.or, DENR staff,-,upon-the-presentatioq of proper. credentials, to.enterf.he property •_=
during nocmal.business havrs: _ �.� r • r:.- ... .. ' r. -
This approval to pr•.oceedWthyeurproppsed•irnpact5 oFto conduetMnpactsto-waters •as depicted
In your applWatlomshali•eaipire up hmx-piratloti of:the-4 0.4 Permit. The.conditions:in.-efFet-t:orrthe
date ofissuerjce: hall remain:ih (feat: oi'�the;ljfE:gfthk:Projizct,!regardless-of,the�expir�tfon.dat-
of thisCer&caiian:. >� ': '' `s::{ `~_' •` .._ i .::`�: .; : , ; :c.,;- .� :0 i;.-=�,4
Non -compliance. -with or violation of the coed a6sherein,9bV orth may result Krevocation of this
Certification and may -also -result in crIMInal andf arxlv31: pehaiVe's. : �.; ; ,•: ,
•_ • • •<.�� ;� ':; ,r•.: ...•7`Bfs•fihe'�.Qtb•daj�.of�°A�it120�4 ... - - ..: . , -- .
D1Vi5ION-,Q> 111%A'ffl-.RE URCES..-i , • . .. .
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.u= _' �-_ ,. • ..:� ... - :. - • - .•:;_�:: liar•.en-Higgitiisr5.upe�3r:-�-,•- . ;2 �•:- - - _; .
.�:�::- __ . -- �_..::R._- - • '�Q1 &.8vffec-P.esrniifir�gi:inti::==- - = - . - _
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Appiicant: Swansboro Investors, LLC.
File Number. SAW 2013-01412
Date: May 23, 2014
Mr. John Pierce
Post Office Box 1685
Jacksonville, North Carolina 2854I
Attached
is: A
See Section
below
E Tl''IAL
A
PROFFERED PERMIT Standard Permit or Letter ofpermission)
B
PERMIT DENIAL
C
❑
APPROVED JURISDICTIONAL DETERMINATION
D
PRELIMIIVARY JURISDICTIONAL DETERMINATION
E
at2
- - ;ERED
A: INITIAL PROFFPERHM. You may accept or object to the ermit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance ofthe LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit
• OBJECT: If you object to the permit (Standard or LOP) because of certain terns and conditions therein, you may request
that the permit be modified accordingly.' You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your Ietter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terns and conditions, and approved jurisdictional determinations associated with the
permit
• APPEAL: Ifyou choose to decline the proffered permit (Standard or LOP) because of certain terns and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date ofthis notice.

D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive aII rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
Mr. Jason Steele, Administrative Appeal Review Officer
District Engineer, Wilmington Regulatory Division,
CESAD-PDO
Attn: Liz Hair, Project Manager
U.S. Army Corps of Engineers, South Atlantic Division
USAGE
60 Forsyth Street, Room IOMi5
69 Darlington Avenue
Atlanta, Georgia 30303-8801
Wilmington, NC 28403
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunity to RarticiRate in all site investi rations.
Date:
Telephone number:
Signature of appellant or agent.

For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, Attn: Ms. Liz Hair, 69 Darlington Avenue,
'Wilmington, North Carolina 28403
For Permit denials, Proffered Permits and approved. Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele,
Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 10MI5, Atlanta, Georgia 30303-
8801
Phone: [phone]

.41
Hall, Christine
To: Brett Buckland; Steenhuis, Joanne; Scott, Georgette; Gregson, Jim
Cc: Wyatt Bone; Michael Theberge; [e-mail]
Subject: RE: Swansboro, NC - WM - Stormwater Discharge Proximity to Shellfish Waters
I will attempt to clarify.
Per, 15A NCAC 02B.0301:
(i) Unnamed Streams.
(1) Any stream which is not named in the schedule of stream classifications carries the same classification as that assigned to
the stream segment to which it is tributary except:
(A) unnamed streams specifically described in the schedule of classifications; or
(B) unnamed freshwaters tributary to tidal saltwaters will be classified " C' ; or
(C) after November 1, 1986, any newly created areas of tidal saltwater which are connected to Class SA waters by
approved dredging projects will be classified "SC" unless case -by -case reclassification proceedings are conducted.
It appears that both radius are located within %2 mi of and draining to UTs, which, per the rule above, are considered SA.
If there are concerns that the UTs should be considered as freshwater tributaries per .0301(i)(1)(B), please contact DWR
for further advice.
Also, in looking at the Classifications map available here, there appears to be a classified segment between the site and
Queen's Creek: Halls Creek, 19-41-16-3, which is considered SA; HQW from the source to Queens Creek.
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
--:-:�"oftig Compares .•.
F_„76117 corresaondepce io and from this address is subject to t )
N-.4h Carolipa Public Records Lc ., and may be cdisciosed io this par.lies.
From: Brett Buckland [mailto:[e-mail]]
Sent: Thursday, April 07, 2016 5:14 PM
To: Steenhuis, Joanne <[e-mail]>; Scott, Georgette <[e-mail]>; Hall, Christine
<[e-mail]>
Cc: Wyatt Bone <[e-mail]>; Michael Theberge <[e-mail]>;
[e-mail]
Subject: Swansboro, NC - WM - Stormwater Discharge Proximity to Shellfish Waters
All,

We had our preliminary stormwater meeting yesterday for the Walmart Supercenter in Swansboro. We are fairly sure
that the ponds at the front (north) of the store will be required to abide by the SA water requirements. We still need
confirmation that the pond at the rear (south) of the site discharging to the ditch system that Joanne mentions below
must meet the SA requirements as well.
Based on this information, can you confirm whether the southern discharge point must meet the SA requirements, or
whether it is far enough away from SA waters that these requirements will not apply?
Please let us know if you have any questions, or need any more information. Thanks!
Brett Buckland
Bohler Engineering IBC, PLLC
Office: 980-272-3400
From: Steenhuis, Joanne[maiIto: ioanne.steenhuisCepncdenr.eov]
Sent: Thursday, March 24, 2016 8:47 AM
To: Brett Buckland <[e-mail]>
Subject: RE: Project: NCC138078 - File Transfer - Swansboro, NC - WM - Stormwater Discharge Proximity to Shellfish
Waters
Brett,
I have attached the topo map with UTs identified. The UT to Queens creek actually connects to a ditch system that is
located behind your property location and the school. So if the discharge goes to the ditch, it will go into the UT to
Queens Creek.
If there are questions about the SA call, you need to talk to someone in stormwater. I only make the stream calls (their
location).
Let me know if you have questions. Have a good weekend.
Joanne Steenhuis
Senior Environmental Specialist
Wilmington Regional Office
127 Cardinal -Drive Ext.
Wilmington, NC 28405
Direct phone [phone]
Jo;,,nne.Steelilluis( ucd.enr.gov
**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.**
From: Brett Buckland[mailto:[e-mail]]
Sent: Thursday, March 17, 2016 4:45 PM
To: Steenhuis, Joanne <ioanne.steenhuis([e-mail]>
Cc: [e-mail]; Michael Theberge <[e-mail]>; Wyatt Bone
<[e-mail]>
Subject: RE: Project: NCC138078 - File Transfer - Swansboro, NC - WM - Stormwater Discharge Proximity to Shellfish
Waters
Joanne,

Just wanted to follow up on this and see if you had any more information on any SA waters in the area of the
project indicated. We are working on our stormwater and erosion control designs, so we are trying to determine
what our design requirements will be for the discharge points.
If you have any questions, please let us know. Thanks!
Project Name: NCC138078
Project Number: NCC138078 - Walmart Stores, Inc. - WM - Swansboro, NC (Swansboro) - #7179-00
From: Brett Buckland (Bohler Engineering)
To: [e-mail]
CC:
Subject: Swansboro, NC - WM - Stormwater Discharge Proximity to Shellfish Waters
Sent via: Info Exchange
Expiration Date: 4/6/2016
Remarks: Joanne,
Attached to this transfer are a couple of files that we created from our
drawings, as well as a couple of exhibits from USGS maps, that show the
location of the site and approximate 0.5 mi radii from the discharge points of
the stormwater network. We are pretty sure that the northern discharge points
fall within 0.5 mi of SA waters based on the permitting mapper. The southern
discharge doesn't appear to be within the areas shown on the mapper, but we
were wondering if any mapping or investigation had been performed in the
area to determine if this discharge point would also have to adhere to the SA
discharge requirements.
Please let us know if you have any questions or need any additional
information. Thanks!
Brett Buckland
1927 South Tryon Street, Suite 310 ( Charlotte, NC 28203
P : 980-272-3400 1 bbucklandCcbbohlereng.com
Serving the East Coast
www.BohlerEngineering.com
Transferred Files
Swansboro WM -OVERALL ~-I
Adobe Acrobat"
SITE PLAN (AERIAL).pdf
i Document
I Swansboro WM _-OVERALL
i Adobe Acrobat ^ --
I SITE PLAN (CONTOURS).pdf
Document
USGS Map with Imagery.pd#
`--
, Adobe Acrobat
Document
_
f USGS Map with Topo.pdf
Adobe Acrobat
Document
LY7 L
P N4,1 t
I SU
3/7/2016
404 ; 7,574
PM
KB
3/7/2016
I 4:04
674
PM
KB
3/7/2016
4:07
26,264
IPM
KB
_
3/7/2016T
4:06-
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a KB

t Natificatio..ri gecterat�- hy Newforma Project Center

For DEO Use ONLY
Revi r: C N
North Carolina Department of Environmental Quality 'A
Request for Express Permit Review Submit: I
Time: 1 v~
Confinn:
EP/C"q
16"
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
api of the project location. Please include this fora ►n- the application package.
• Asheville Region Alison Davidson 828-2964698;alison.davidson o ncdenr.rrov Igo
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee&cdenraov-
• Mooresville or Winston Salem -Marcia Allocco 704-235-2107; marcia.alloccuo ncdenrgov - '��'
• Washington Region -Lyn Hardison 252-948-3842 or yln.hardison cdenr onv G
• Wilmington Region -Cameron Weaver 910-796-
NOTE: Project application received after 12 noon wi
Project Name: WALMART SUPERCENTER STORE #,
Applicant: MARK GOLDSMITH Company: WA[
� �.�
Address: 2001 SE TENTH STREET City: BEI .—Avuu.r-,
Phone: [phone], Fax: [phone], Email: MARK.GOLDSiw°s
Physical Location:W. CORBETT AVE (NC HWY 24) & HAMMOCK BEACH ROAD
Project Drains into SA waters - Water classification HQW (DWR Surface Water Classi'cations Man)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within % mile and draining to class SA waters Y. or within 1 mile
and draining to class HQW waters? Y
Engineer/Consultant: WYATT BONE Company: BOHLER ENGINEERING, NC, PLLC
Address: 4011 WESTCHASE BLVD, SUITE 290 City: RALEIGH, State: NC Zip: 27607-_
Phone: [phone], Fax: [phone], Email: WBONE cD-BOHLERENG.COM
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$20000000#300 JOBS
SECTION ONE:0AREQUESTING A SCOPING MEETING ONLY Wtv
❑ Scoping Meeting ONLY ® DWR, ❑ DCM, ® DEMLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Strum Origin Determination: _ # of stream calls -Please attach TOPO map marking the areas in questions
❑ IntermittentlPerennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
El Riparian Buffer Authorization El Minor Variance El Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
Z High Density -Detention Pond 3 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
ElHigh Density -Bio-Retention _ # Treatment Systems ElHigh Density -SW Wetlands # Treatment Systems
❑ High Density -Other _# Treatment Systems /-J °uD —it [=1''! (Prowd_:permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 22 acres to be disturbed. (CK # & Amt. (for DEQ use))
SECTION THREE - PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ® Yes ❑ No Buffer Impacts: ® No ❑ YES: _acre(s)
Wetlands Delineation has been completed: ® Yes ❑ No Isolated wetland on Property ❑ Yes No
US ACOE Approval of Delineation completed: Z Yes ❑ No 404 Application in Process w/ US ACOE: Z Yes ❑ No Permit
Received from US ACOE ® Yes ❑ No
POT Di_Q tie only
Fee Split for multiple permits: (Check# 1 Total Fee Amount
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
1
$
SW (❑ HD, LD, ❑ Gen)
$
401:
1
$
LQS
$
Stream Deter,_
$
NCDEQ EXPRESS March 2016

Wal-Mart Supercenter Store #7179 Narrative
Wal-Mart Real Estate Business Trust proposes to develop a portion of the undeveloped land located near the
intersection of Hammock Beach Road and W. Corbett Ave. in Swansboro, North Carolina. The site will include a
proposed ±158,583 SF Supercenter. The project consists of approximately 22.00 acres of disturbance. This project
includes associated parking, water, sewer, electrical and other utility improvements. This project includes a
proposed gas station and two outparcel properties that are not being developed at this time. Roadway improvements
are required by NCDOT to address increased traffic being generated by the proposed project. The south side of
Corbett Avenue is being widened to include right turn lanes into the proposed store. Hammock Beach Road is being
widened along the length of the project. A turn around bulb is being constructed at the intersection of Hammock and
Corbett.
The site discharges to the following outfalls:
Outfall #1: Halls Creek, the receiving waters for the southern portion of the site, is located approximately
4500 feet to the south of the discharge point for the south side of the site and follows an approximate flow path
length of 1 mile.
Outfall #2: Cartwheel Creek, the receiving waters for the northern portion of the site, is located approximately 2,300
feet to the north of the discharge point for the north side of the site and follows an approximate flow path length of
0.57 miles.
Outfall #3: Cartwheel Creek, the receiving waters for the northern portion of the site, is located approximately 2,050
feet to the north of the discharge point for the north side of the site and follows an approximate flow path length of
0.44 miles.
No work is proposed outside of the permitted project area. The proposed roadway improvements have been included
in the disturbed area but will not be treated in the onsite stormwater facilities. The facilities on site will be oversized
to account for the increased impervious area in the roadway which cannot be collected and treated. There are
wetlands located on site. The impacts to these wetlands have been permitted by the current property owner.

6
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