SW8160501_Historical File_20161107

Energy, Mineral &
Land .Resources
ENVIRONMENTAL QUALITY
November 7, 2016
PAT McCRORY
Governor
DONALD R. VAN DER VAART
Secretary
TRACY DAVIS
Director
Purchaser/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 10ffi Street, Mail Stop 0550 Jacksonville, NC 28540
Bentonville, AR 72116
Subject: State Stormwater Management Permit No. SW8 160501
Walmart Supercenter Swansboro #7179-000
High Density Commercial with Outparcels Wet Detention Pond Projeci
Onslow County
Dear Mr. Heimeshoff:
The Wilmington Regional Office received a complete, modified State Stormwater Management Permit
Application for Walmart Supercenter Swansboro #7179-000 on October 27, 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
modified Permit No. SW8 160501 dated November 7, 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.
The following modifications are included and covered by this permit:
1. The drainage area and built -upon area associated with Drainage Area 1 are both increasing due to
the reduction in drainage area and built -upon area associated with Drainage Area 2.
2. Within Drainage Area 2, the wet detention pond orifice and the infiltration trench length are both
being reduced accordingly.
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.
State of North Carolina I Environmental Quality I Energy, Mineral and Land )resources
Wilmington Regional Office ' 127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 746

State Stormwater Permit No. SW8 160501
Page 2 of 2
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings
(OAH). The written petition must conform to Chapter 150B of the North Carolina General Statutes, and .
must be filed with the OAH within thirty (30) days of receipt of this pen -nit. You should contact the OAH
with all questions regarding the filing fee (if a filing fee is required) and/or the details of the filing process
at 6714 Mail Service Center, Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their
website at www.NCOAH.com. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact Christine
Hall in the Wilmington Regional Office, at [phone].
Sincerely,
AA
,`-Tracy Da is, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/canh: \\\Stormwater\Permits & Projects\2016\160501 HD\2016 11 permit 160501
cc: -
Michael Theberge, P.E., Bohler Engineering
Andrea Correll, Town of Swansboro Building Inspections
Onslow County Engineering
Wilmington Regional Office Stormwater Permit rile
State of North Carolina I Environmental Qualtty i Ener- gy; Mineral and Land Resources
Wilmington Regional Office 11.27 Cardinal Drive Extension I Wilmington, NC 2W5
910 796 7215

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 w/OUTPARCELS
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
384,765 square feet; 98,200 square feet; and 123,910 square feet of built -upon area,
respectively.
4. The 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 10

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
stormwater 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:
11.00
446,000
33,365
2.94
1 88,200
0
3.67
160,000
0
b. Total Impervious Surfaces, ft2:
Onsite, ft2:
Offsite, ft2:
Outparcels, ft2:
384,765
351,400
33,365
0
98,200
98,200
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, ftz:
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 0pipe:
5.0
1.75
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
55 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 10

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 will 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 2H.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 21,705 square 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 3of10

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. A copy of the final deed listing Wal-Mart Real Estate Business Trust as the property
owner must be submitted within 30 days of the property being purchased.
8. 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.
9. 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.
10. 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.
11. 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.
12. 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.
Page 4 of 10

State Stormwater Management Systems
Permit No. SW8 160501
13. 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.
14. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
15. 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.
16. 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.
17. 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.
18. 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.
19. 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 manaaement 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.
Page 5of10

State Stormwater Management Systems
Permit No. SW8 160501
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.
4. This permit is ^ot 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 whole 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.
Page 6 of 10

State Stormwater Management Systems
Permit No. SW8 160501
11. 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 modified and re -issued this the 7tn day of November, 2016.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSiON
'Z4A ��� D-1�Ccv
, racy D2Ktis, P.E., Director .
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 7of10

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 8of10

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 9 of 10

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 10 of 10

Permit No. • 5 g �D'�5 0/
(to be provided by DWQ)
�OWINA7G
WDENRCT
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 7179-000 Walmart Supercenter Swansboro, NC Y
Contact person Michael A Theberge
Phone number 980-272-3400
Date 3-Oct-16
Drainage area number Wet Pond 1
,a
Site Characteristics
Drainage area 479,365 fe
Impervious area, post -development 384,765 ff
% impervious 80.27 %
Design rainfall depth 3.7 in
Storage Volume: Non -SA Waters
Minimum volume required ft3
Volume provided ft3
Storage Volume: SA Waters
1.5" runoff volume 46,282 ft3
Pre -development 1-yr, 24-hr runoff 7,290 ft3
Post -development 1-yr, 24-hr runoff 112,620 ft3
Minimum volume required 105,329 ft3
Volume provided 115,393 ft3
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm 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
0.79 (unitless)
Rainfall intensity: 1-yr, 24-hr storm
0.15 in/hr OK
Pre -development 1-yr, 24-hr peak flow
1.45 ft3/sec
Post -development 1-yr, 24-hr peak flow
25.00 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control
23.55 ft3/sec
Elevations
Temporary pool elevation
31.00 fmsl
Permanent pool elevation
29.00 fmsl
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
29.50 fmsl
29.50 fmsl
ECEIVE
Bottom of 1Oft vegetated shelf elevation
28.50 fmsl
Sediment cleanout, top elevation (bottom of pond)
14.00 fmsl
/� e
OCT 2 l 2016
Sediment cleanout, 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
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 1 of 3

Permit
(to be provided by DWQ)
,F w
Surface Areas
Area, temporary pool
61,780 its
Area REQUIRED, permanent pool
13,422 ft
SAIDA ratio
2.80 (unitless)
Area PROVIDED, permanent pool, • p. m-poul
51,625 ft2
OK
Area, bottom of 1 Oft vegetated shelf, Abot_shWf
46,590 ft'
Area, sediment cleanout, top elevation (bottom of pond), AboL_,nd
11,935 fe
Volumes
Volume, temporary pool
115,393 ft3
OK
Volume, permanent pool, Vpe._j.ol
408,848 fe
Volume, forebay (sum of forebays if more than one forebay)
74,850 ft'
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
2.80 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, VPermyod
408,848 fe
Area provided, permanent pool, I p._Pnnl
51,625 e
Average depth calculated
N/A ft
OK
Average depth used in SAIDA, d,v, (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, • pemLPWI
51,625 fe
Area, bottom of 1Oft vegetated shelf, Ahm e.W
46,590 ft2
Area, sediment cleanout, top elevation (bottom of pond), AbuLpond
11,935 ft2
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
14.50 ft
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 (CD)
0.60 (unitless)
Driving head (Ho)
0.60 ft
Drawdown through weir?
N (Y or N)
Weir type
NIA (unitless)
Coefficient of discharge (C„,)
N/A (unitless)
Length of weir (L)
NIA ft
Driving head (H)
NIA ft
Pre -development 1-yr, 24-hr peak flow
1.45 ft3/sec
Post -development 1-yr, 24-hr peak flow
25.00 felsec
Storage volume discharge rate (through discharge orifice or weir)
0.51 ft3/sec
Storage volume drawdown time
2.40 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
Length of flowpath to width ratio
10.0 ft
3.1 :1
OK
OK ECEIVE
Length to width ratio
3.1 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK OCT Z 7 2016
Freeboard provided
1.0 It
F6
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 -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
PUMP
Form SW401-Wet Detention Basin-Rev.9-4/18/12 oar's I. $ H. Design Summary, Page 2 of 3

Permit
�, .
(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 foiiowing design requirements have been met. It the applicant has designated an agent, the agent may initial below. If 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.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool 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 (1" 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
—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 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 acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.9-4/18/12
ECEIVE
OCT 272016
Part III. AW61MC118133a Checklis Pestle of 3

Permit No. �(/" F105
(to be provided by DWQ)
�r■ �
O��F
NC ENR
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 111) 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
980-272-3400
Date
3-Oct-16
Drainage area number
Wet Pond 2
� :.,... .,
w
Site Characteristics
Drainage area
128,200 fe
Impervious area, post -development
98,200 ft2
% impervious
76.60 %
Design rainfall depth
3.7 in
Storage Volume: Non -SA Waters
Minimum volume required
ft3
Volume provided
ft3
Storage Volume: SA Waters
1.5' runoff volume
11,849 ft3
Pre -development 1-yr, 24-hr runoff
4,757 ft3
Post -development 1-yr, 24-hr runoff
P8,832 ft3
Minimum volume required
24,075 ft3
Volume provided
30,953 ft3
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
3.7 in
Rational C, pre -development
0.21 (unitess)
Rational C, post -development
0.76 (unitless)
Rainfall intensity:1-yr, 24-hr storm
0.15 in/hr OK
Pre -development 1-yr, 24-hr peak flow
0.40 ft3/sec
Post -development 1-yr, 24-hr peak flow
9.69 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control
9.29 ft3/sec
Elevations
Temporary pool elevation
31.05 fmsl
Permanent pool elevation
29.25 fmsl
SHWT elevation (aoorox. at the norm. nool elevatinnl
29.00 fmsl
Top of 1 Oft vegetated shelf elevation
29.75 fmsl
Bottom of 10ft vegetated shelf elevation
28.75 fmsl
Sediment cleanout, top elevation (bottom of pond)
20.00 fmsl
� � � � ��
Sediment cleanout, bottom e!evatior,
19.00 fmsl
Sediment storage provided
1.00 ft
OCT 2 7 2016
Is there additional volume stored above the state -required temp. pool? N (Y or N)
Elevation of the top of the additional volume
fmsl
BY.
Form SW401-Wet Detention Basin-Rev.94/18/12 Parts I. & II. Design Summary, Page 1 of 3

Permit
,to be provided by DWQ)
1
Surface Areas
Area, temporary pool
20,130 ft2
Area REQUIRED, permanent pool
6,641 ft2
SAIDA ratio
5.18 (unitless)
Area PROVIDED, permanent pool, Apsr pa,i
12,935 ft
OK
Area, bottom of 1 Oft vegetated shelf, Ab t_,,,g;f
9,705 e
Area, sediment cieanout, top elevation (bottom of pond), AeoLixind
1,105 ft2
Volumes
Volume, temporary pool
30,953 ft3
OK
Volume, permanent pool, Vperr pool
48,999 ft3
Volume, forebay (sum of forebays if more than one forebay)
8,912 ft3
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
5.18 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N
(Y or N)
Volume, permanent pool, VpyrrrLpool
48,999 ft3
Area provided, permanent pool, Apex ,,ol
12,935 ft2
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,' yermyod
12,935 ft2
Area, bottom of 1 Oft vegetated shelf, AboLshelf
9,705 ft2
Area, sediment cleanout, top elevation (bottom of pond), ^eoLVa.d
1,105 f?
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
8.75 ft
Average depth calculated
5.31 ft
OK
Average depth used in SAIDA, d,,, (Round to down to nearest 0.5ft)
5.3 ft
OK
Drawdown Calculations
Drawdown through orifice?
Y
(Y or N)
Diameter of orifice (if circular)
1.75 in
Area of orifice (if -non -circular)
in
Coefficient of discharge (CD)
0.60 (unitless)
Driving head (He)
0.58 ft
Drawdown through weir?
N
(Y or N)
Weir type
N/A
(unitless)
Coefficient of discharge (C„,)
N/A
(unitless)
Length of weir (L)
NIA
ft
Driving head (H)
N/A
ft
Pre -development 1-yr, 24-hr peak flow
0.40 Osec
Post -development 1-yr, 24-hr peak flow
9.69 ft3/sec
Storage volume discharge rate (through discharge orifice or weir)
0.06 ft3/sec
Storage volume drawdown time
4.57 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
Length of Sowpath to width ratio
10.0 It
6 :1
OK
OK
IT E C E I V E
Length to width ratio
a •1
OK
$ f
Trash rack for overflow & orifice?
Y (Y or N)
OK
OCT 2 7 2016
Freeboard provided
1.0 ft
OK
Vegetated filter provided?
N (Y or N)
OK
Bi.
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 require, rents have been met. If the applicant has designated an agent, the agent may initial below, If 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.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
- Vegetation specification for planting shelf, and
Filter strip.
_MT 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 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 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_ 1 U. A soils report that is based upon an actual field investigation, soil borin s, and infiltration tests. County
soil maps are not an acceptable source of soils information. E C E I V E
ACT 2 7 2016
RY.
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Part III. Required Items Checklist, Page 3 of 3

Permit
(to be provided by OWQ)
MCDENR
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 Checldist (Part lll) 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 3
II DESIGN INFORMATION
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
if
Volume provided fl?
Storage Volume: SA Waters
1.5' runoff volume
14,940 fe
Pre -development 1-yr, 24-hr runoff
5,937 it'
Post -development 1-yr, 24-hr runoff
36,354 ft
Minimum volume required
30,416 fe
Volume provided
34,776 ft
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm 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
0.77 (unitless)
Rainfall intensity: I-yr, 24-hr storm
0.15 inthr OK
Pre -development 1-yr, 24-hr peak flow
0.27 felsec
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 pod elevation
29.00 fmsl � � 1 ��
SHWT elevation (approx. at the perm. pool elevation)
28.75 fmsl
Top of 10ft vegetated shelf elevation
29.50 fmsl JUN 0 3 2016
Bottom of 1 Oft vegetated shelf elevation
28.50 fmsl
Sediment cleanout, top elevation (bottom of pond)
13.00 fmsl
Sediment cleanout, bottom elevation
12.00 frnsl QY:
Sediment storage provided
1.00 It
Is there additional volume stored above the state -required temp. pool?
N (Y or N)
Elevation of the top of the additional volume
fins)
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 1 of 3

Permit
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 19,430 if
Area REQUIRED, permanent pool 4,240 fe
SAIDA ratio 2.65 (unitless)
Area PROVIDED, permanent moor, A..,,., 14,305 f? OW
Area, bottom of 1 Oft vegetated shelf, AbaL her 12,090 if
Area, sediment cleanout, top elevation (bottom of pond), Abotp M 2,290 ft
Volumes
Volume, temporary pool
34,776 f?
OK
Volume, permanent pod, Vwm_„oo,
109,249 f
Volume, forebay (sum of forebays if more than one forebay)
23,306 it
Forebay % of permanent pool volume
213% %
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
2.65 (unidess)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, Vp._,,,,,
109,249 il?
Area provided, permanent pod, Ap.f _y,,,
14,305 ft
Average depth calculated
N/A ft
OK
Average depth used in SAIDA, dN, (Round to nearest 0.5ft)
It
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, Ap.- ,,,
14,305 f?
Area, bottom of 1 Oft vegetated shelf, AboLsben
12,090 ft
Area, sediment cleanout, top elevation (bottom of pond), Aw o,ra
2,290 f(2
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
15.50 ft
Average depth calculated
9.68 It
OK
Average depth used in SAIDA, d. (Round to down to nearest 0.5ft)
7.5 it
Insufficient. Check calculation.
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
2.00 in
Area of orifice (if -non -circular)
in'
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (H,)
0.64 ft
Drawdown through weir?
N (Y or N)
Weir type
NIA (unitless)
Coefficient of discharge (Q
NIA (unitless)
Length of weir (L)
N/A It
Driving head (H)
N/A ft
Pre -development 1-yr, 24-hr peak flow
0.27 fe/sec
Post -development 1-yr, 24-hr peak flow
9.56 f0/sec
Storage volume discharge rate (through discharge orifice or weir)
0.08 fOlsec
Storage volume drawdown time
4.19 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
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
2 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
rreeboard provided
1 ^ ft
OK
JUN 0 3 lutti
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
BY,
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
tIk R EiLIiEE� I1TV IBC-GPCE{ F „ ...4
(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.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
Permanent pool dimensions,
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, 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.
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 acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.9-4/18/12
EGEIVF-
!UN 0 9 2016
III. Required Items Checklis age 3 of 3
BY:---

Operation & Maintenance Agreement
#7179-000 Walmart Supercenter Swansboro, NC
Swansboro, NC ONSLOW County
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set locatio
Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply &
Bioretention Cell
Quantity:
Dry Detention Basin
Quantity:
Grassed Swale
Quantity:
Green Roof
Quantity:
Infiltration Basin
Quantity:
Infiltration Trench
Quantity:
Level SpreaderNFS
Quantity:
Permeable Pavement
Quantity:
Proprietary System
Quantity:
Rainwater Harvesting
Quantity:
Sand Filter
Quantity:
Stormwater Wetland
Quantity:
Wet Detention Basin
Quantity:
Disconnected Impervious Area
Present:
Soil Amendments
Present:
O&M tables will
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
aaaea
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any changes to
the system or responsible party.
" Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
Barr! Tulgetske
Director of Project Management & Design, Wal-Mart
2001 S.E. 10th Street, Mail Stop 0650
Bentonville, AR 72716
[phone]
[e-mail]
Signature: da4'- . Date:
a Notary Public for the State of I-R. 1el-NSA-6
County of f do hearby certify that 64pap. j TZ-f q e'+-9kd-
personally appeared before me this 4044 day of MO-4 , � l b and
acknowledge the due execution of the Operations and Maintenan a Agr ement .
Witness my hand and official seal, ,
Sea!
SHEILA J. WARD
MY COMMISSION # 12350WO
n ` ' EXPIRES: September 24, 2016
:� Benton County
My commission expires 6)/qw16
?
EC E IVE
MAY 0 5 2016
BY:
STORM-EZ
4/2712016
Version 1.4 O&M Manual Page 1 of 7

Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation will be watered twice weekly if
needed until the plants become established (commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of vegetation
- Stable groundcover will be maintained in the drainage area to reduce the sediment load to the vegetation.
Two to three times a year, grass filter strips will be mowed and the clippings harvested to promote the growth of
thick vegetation with optimum pollutant removal efficiency. Turf grass should not be cut shorter than 3 to
5 inches and may be allowed to grow as tali as 12 inches depending on aesthetic requirements (NIPC, 1993).
Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours after every storm event greater than 1.0
inch (or 1.5 inches if in a Coastal County). Records of operation and maintenance will be kept in a known set location and will
be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potentialproblem:
How to remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the BMP
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to remove the gully, and then plant a
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of approximately six inches.
long.
The flow splitter device (If
The flow splitter device is
Unclog the conveyance and dispose of any sediment off site.
applicable)
clogged.
The flow splitter device is
damaged.
Make any necessary repairs or replace if damage is too large for
repair.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the Swale if necessary to smooth it over and provide erosion
swale.
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
ECEIVE
MAY 19 2013
BY:
STORM-EZ 5/17/2016
Version 1.4 O&M Manual Page 3 of 9

The Swale and the level lip
The swale is clogged with
Remove the sediment and dispose of it off -site.
sediment.
The level lip is cracked,
Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the
,endof the level spreader that
shows stormwater has
Regrade the soil to create a berm that is higher than the level lip, and
then plant a ground cover and water until it is established. (Provide
lime and a one-time fertilizer application.
bvi2assed it.
Trees or shrubs have begun
Remove them.
to grow on the swale or just
downslope of the level lip.
The bypass channel
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to remove the gully, and then reestablish
proper erosion control.
Turf reinforcement is
damaged or ripap is rolling
Study the site to see if a larger bypass channel is needed (enlarge if
necessary). After this, reestablish the erosion control material.
downhill.
The filter strip
Grass is too short or too long
(if applicable).
Maintain grass at a height of approximately three to six inches.
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to remove the gully, and then plant a
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Sediment is building up on the
filter strip.
Remove the sediment and restabilize the soil with vegetation if
necessary. Provide lime and a one-time fertilizer application.
Plants are desiccated.
Provide additional irrigation and fertilizer as needed.
Plants are dead, diseased or
dying.
Determine the source of the problem: soils, hydrology, disease, etc.
Remedy the problem and replace plants. Provide a one-time fertilizer
application.
Nuisance vegetation is
choking out desirable
Remove vegetation by hand if possible. If pesticide is used, do not
allow it to get into the receiving water.
species.
The receiving water
Erosion or other signs of
damage have occurred at the
Contact the NCDENR local Regional Office, or the 401 Oversight Unit
at 919-733-1786.
outlet.
ECEIVF
MAY 19 2T)
BY:
STORM-EZ 5/17/2016
Version 1.4 O&M Manual Page 4 of 9

Infiltration System Maintenance Requirements
Importarit maintenance procedures:
- The drainage area will be carefully managed to reduce The sediment load to The infiltration basin.
_ Immediately after the infiltration basin is established, the vegetation will be watered twice weekly if needed until
the plants become established (commonly six weeks).
_ No portion of the infiltration basin will be fertilized after the initial fertilization that is required to establish the
vegetation.
- The vegetation in and around the basin will be maintained at a height of approximately six inches.
After the infiltration basin is established, it shall be inspected once a quarter and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance shall be kept in a known
set location and shall be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potential problem:
How to remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
infiltration basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to remove the gully, and then plant a
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
The inlet device: pipe or
The pipe is clogged (if
Unclog the pipe. Dispose of the sediment off -site.
swale
applicable).
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
swale (if applicable).
Regrade the swale if necessary to smooth it over and provide erosion
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
The forebay
Sediment has accumulated
land reduced the depth to 75%
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and dispose of it in a location where it
of the original design depth.
will not cause impacts to streams or the BMP.
Erosion has occurred or
riprap is displaced.
Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by hand. If pesticides are used, wipe
them on the plants rather than spraying.
The main treatment area
A visible layer of sediment
Search for the source of the sediment and remedy the problem if
has accumulated.
possible. Remove the sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP. Replace any media
that was removed in the process. Revegetate disturbed areas
immediately.
Water is standing more than
Replace the top few inches of filter media and see if this corrects the
5 days after a storm event.
standing water problem. If so, revegetate immediately. If not, consult
an appropriate professional for a more extensive repair.
Weeds and noxious plants
are growing in the main
Remove the plants by hand or by wiping them with pesticide (do not
spray).
treatment area.
The embankment
Shrubs or trees have started
Remove shrubs or trees immediately.
to grow on the embankment.
.An
annual inspection by an
hake all needed repairls_
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dis a of the sediment off e.
The outlet device is damaged
Repair or replace the outlet devic%,y;_
STORM-EZ 5/17/2016
Version 1.4 O&M Manual Page 5 of 9

The receiving Water Erosion or other signs of Contact the local NC Department of Environment and Natural
damage have occurred at the Resources Regional Office.
outlet.
EGEIVE
MAY 19 20 "
BY:
STORM-EZ 5/17/2016
Version 1.4 O&M Manual Page 6 of 9

Wet Detention Pond Maintenance Requirement:;
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the vegetated filter if
one is provided.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the vegetated shelf and perimeter of the
basin should be watered twice weekly if needed, until the plants become established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial fertilization that is required to
establish the plants on the vegetated shelf.
_ Stable groundcover should be maintained in the drainage area to reduce the sediment load to the wet detention
basin.
If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the
emergency drain should be minimized to the maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if In a Coastal County). Records of operation and maintenance should be kept in a
known set location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potential problem:
How I will remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the BMP
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to remove the gully, and then plant a
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too
long.
Maintain vegetation at a height of approximately six inches.
The inlet device
The pipe is clogged.
Unclog the pipe. Dispose of the sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
swale.
Regrade the swale if necessary to smooth it over and provide erosion
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
Stone verge is clogged or
Remove sediment and replace with clean stone.
covered in sediment (if
applicable).
The forebay
Sediment has accumulated to
a depth greater than the
original design depth for
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP.
sediment storage.
Erosion has occurred.
Provide additional erosion protection such as reinforced turf matting or
riprap if needed to prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
show that pruning is needed
Prune according to best professional practices
to maintain optimal plant
health.
Plants are dead, diseased or
dying.
Determine the source of the problem: soils, hydrology, disease, etc.
Remedy the problem and replace plants. Provide a one-time fertilizer
application to establish the ground cover if a soil test indicates io
necessary.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used, wipe it on
the plants rather than spraying. VEIN
STORM-Fl
Version 1.4
O&M Manual
MAY 19 2016
BY:
5/17/2016
Page 7 of 9

The main treatment area
Sediment has accumulated to
a depth greater than the
Search for the source of the sediment and remedy the problem if
possible. Remove the sediment and dispose of it in a location where it
original design sediment
will not cause impacts to streams or the BMP.
storage depth.
Algal growth covers over 50%
of the area.
Consult a professional to remove and control the algal growth.
Cattails, phragmites or other
invasive plants cover 50% of
I Remove the plants by wiping them with pesticide (do not spray).
the basin surface.
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and consult a professional to remove
beaver activity is present.
beavers.
A tree has started to grow on
Consult a dam safety specialist to remove the tree.
the embankment.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.
The measuring device used to determine the sediment elevation shall be such that ii will give an accurate depth reading and not
readily penetrate into accumulated sediments.
ECEIVE
MAY 19 2016
BY:
STORM-EZ 5/17/2016
Version 1.4 O&M Manual Page 8 of 9

Wet Detention Pond Design Summary
{ 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: 24 Sediment Storage El: 14
Has Vag. Filter? Yes Bottom El: 23 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: 13 Sediment Storage El: 13
Has Vag. Filter? No Bottom El: 12 Bottom El: 12
JEC IIE M'r
MAY p 5 2016
BY:
STORM-EZ 4/27/2016
Version 1.4 O&M Manual Page 7 of 7

Hall, Christine
From: Hall, Christine
Sent: Thursday, October 27, 2016 10:26 AM
To: 'Brett Buckland'; Weaver, Cameron
Cc: Wyatt Bone; Hall, Rhonda B; Michael Theberge; [e-mail]
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Brett,
I just looked through the package to modify the Stormwater permit and the fee is correct. This submittal will be logged
in as accepted today.
Thanks,
Christine
Christine 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
K. Z.. -I
`Nothing Compares -.
Ernaii conesrondence to an ` irom this address is subject io the
1;'c!th Caiulina Public keccrds Low and r7ay he discic ed to thin.I panie;3.
From: Brett Buckland[mailto:[e-mail])
Sent: Tuesday, October 25, 2016 11:01 AM
To: Weaver, Cameron <[e-mail]>
Cc: Wyatt Bone <[e-mail]>; Hall, Rhonda B <[e-mail]>; Michael Theberge
<[e-mail]>; [e-mail]; Hall, Christine <[e-mail]>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Cameron,
Just wanted to confirm everything with you all on this that we sent in last week. Per my discussions with Rhonda, we are
just planning a typical (non -Express) review of the EC as that is an expected fairly quick review time. For Stormwater, we
are going to do the Express review, and I believe we sent in the correct fee amount. Please let us know ifvou received
everything and if you need anything else.
Rhonda — For the previous approval (ONSLO-2016-041), we have the Letter of Approval, but this did not include the
Certificate of Approval and the contractor for the site is requesting it so that it can be placed on their sign at the
construction entrance. Can you please provide this? (we realize it will probably need to be updated with the new
reapproval, but just wanted to get this to them as soon as we could)

Please let us know if you have any questions or need anything else from us. Thanks!
Brett Buckland
Bohler Engineering NC, PLLC
Office: 980-272-3400
From: Weaver, Cameron [mailto:[e-mail]
Sent: Thursday, October 13, 2016 5:16 PM
To: Brett Buckland <[e-mail]>
Cc: Wyatt Bone <[e-mail]>; Hall, Rhonda B <rhonda.hall ncdenr�nv_>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
I'll have a date for SW Express, and will check with Rhonda since it sounds like you now want EC Express as well.
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: http:/Ideg.nc.gov/­
DEACS NEW WEBSITE: http://deg.nc.gov/about/divisions/environmental-assistance-customer-service
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, October 13, 2016 5:04 PM
To: Weaver, Cameron <[e-mail]>; Hall, Christine <[e-mail]>
Cc: Wyatt Bone <[e-mail]>; Michael Theberge <[e-mail]>;
[e-mail]; Hall, Rhonda B <[e-mail]>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Cameron,
Wyatt had the meeting last week, and I believe we were going in for express again, as they are trying to get this
approved as soon as they can. Please let us know if this changes anything that you need from us. Thanks!
Brett Buckland
Bohler Engineering NC, PLLC
Office: 980-272-3400
From: Weaver, Cameron [mailto:[e-mail]
Sent: Thursday, October 13, 2016 4:20 PM
To: Brett Buckland <[e-mail]>; Hall, Christine <[e-mail]>
Cc: Wyatt Bone <[e-mail]>; Michael Theberge <[e-mail]>;
[e-mail]; Hall, Rhonda B <[e-mail]>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)

Hi all.
I will get with Christine tomorrow to get you a mail -in date for SW on this project and be back in touch; and you are
submitting this through the regular Erosion Control process, correct?
Let me know of any issues.
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: http://deg.nc.gov/
DEACS NEW WEBSITE: http://deg.nc.gov/about/divisions/environmental-assistance-customer-service
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, October 13, 2016 2:08 PM
To: Weaver, Cameron <[e-mail]>; Hall, Christine <[e-mail]>
Cc: Wyatt Bone <[e-mail]>; Michael Theberge <MTheberee([e-mail]>;
[e-mail]
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Cameron/Christine,
We have the original siened application from WM, and we have addressed the concerns that Wyatt noted from his
meeting with you all last week. We will be sure to include a check for the $2,000 review fee mentioned below. How
many copies of the plans and stormwater narrative/calculations would you like us to send in?
Also, Wyatt mentioned that there may be a specific mail -in date that you would like us to meet. Is there a specific date
that you would like to receive the plans and to begin the review?
Please let us know if there is anything else that you will need from us. Thanks!
Brett Buckland
Bohler Engineering NC, PLLC
Office: 980-272-3400
From: Weaver, Cameron[mailto:cameron.weaver([e-mail]]
Sent: Thursday, August 25, 2016 4:30 PM
To: Brett Buckland <[e-mail]>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8160501)

Corporations Division Page 1 of 1
North Carolina
Elaine F. Marshall DEPARTMENT OF THE
. Secretary SECRETARY OF STATE
PO Box 29622 Raleigh, IWC V6 2 (919)907-20M Axo::^t
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
ht ps://www.sosnc.gov/Search/profcorp/10279998 6/7/2016

SOSID: 1324440
Date Filed: 3/28/201611:59:00 PM
Elaine F. Marshall
0 LIMITED LIABILITY COMPANY ANNUAL REP(North Carolina Secretary of State
CA2016 088 05234
NAME OF LIMITED LIABILITY COMPANY: SWANSBORO INVESTORS, LLC
SECRETARY OF STATE ID NUMBER: 1324440
REPORT FOR THE YEAR: 2016
SECTION A: REGISTERED AGENT'S INFORMATION
STATE OF FORMATION: NC
1. NAME OF REGISTERED AGENT: BETTY BULLOCK
2. SIGNATURE OF THE NEW REGISTERED AGENT:
3. REGISTERED OFFICE STREET ADDRESS S COUNTY
405 Johnson Blvd
Jacksonville, NC 28540 Onslow
SECTION B: PRINCIPAL OFFICE INFORMATION
Filing Mce Lisa Only
Changes
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4. REGISTERED OFFICE MAILING ADDRESS
P O Box 1685
Jacksonville, NC 28541 .Onslow
1. DESCRIPTION OF NATURE OF BUSINESS: Real Estate Investments
2. PRINCIPAL OFFICE PHONE NUMBER: [phone]
4. PRINCIPAL OFFICE STREET ADDRESS 8 COUNTY
405 Johnson Blvd
Jacksonville, NC 28540 Onslow
3. PRINCIPAL OFFICE EMA Privacy Redaction
M
5. PRINCIPAL OFFICE MAILING ADDRESS -
0. ')
PO Box 1685
Jacksonville, NC 28541 Onslow
SECTION C: COMPANY OFFICIALS (Enter additional Company Officials in Section E.)
NAME: Betty Bullock NAME: John L Pierce
NAME:
TITLE: Manager TITLE: Manager TITLE:
ADDRESS: ADDRESS: ADDRESS:
PO Box 1685
PO Box 1685
Jacksonville, NC 28541-1685 Onslov Jacksonville, NC 28541-1685 Onslov
SECTION D: CERTIFICATION OF ANNUAL REPORT, Section D must be completed in its entirety by a person/business entity.
SIGNATURE
Form must be sl y a Company Official listed under Section C of this form.
� b6- h
DATE
Print or Type Name of Company Official Print or Type The Title of the Company official
91.
SUBMIT THIS ANNUAL REPORT WITH THE REQUIRED FILING FEE OF $200 1�
MAIL TO: Secretary of State, Corporations Division, Post Once Box 29625. Raleigh. NC 27626-0525 trS�Lj

General Project Description and
Stormwater 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. 10"h Street
Bentonville, AR 72716
Date: October 13, 2016
CAR
w No.043610 � w
�ri 0
ij ` 11 A1111 tyt•
Professional
Engineer: Michael Theberge
NC License #043610
EIVF
OCT 2 7 2016
BOFILER E:NGINI FRIN G ♦ 1927 S. TRYON STRI'ET ♦ �LlITL 31U ♦ ('I-I:,,RLOTTF, NC: 2S203 * 980.272.3400

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

Genera! Project Description/Stormwater Management
GENE! PROJECT 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 t 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 3D 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 quantities and 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 S&ME, Inc., the subject site lies in an area
consisting mostly of Onslow series soils. The survey indicated that the Onsiow 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.
St®rmwater 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) = 7,290 ft' Design Runoff (Pre) = 507 ft'
Design Runoff (Post) = 112,620 ft' Design Runoff (Post) = 9,641 'ft'
Volume required = 105,329 ft' Volume required = 9,134 ft
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)
4,757
ft'
Design Runoff (Post) =
28,632
ft'
Volume required =
24,075
ft'
Wet Pond 3 WQV:
Design Runoff (Pre) = 5,937 ft'
Design Runoff (Post) = 36,354 ft'
Volume required = 30,416 ft'
Wet Pond 2 Infiltration Area Needed:
V
24075 cf
K
2.00 in/hr
T
4.57 days
A
1318 sf
W
24 ft
L
54.9'ft
Wet Pond 3 Infiltration Area Needed:
V
30416'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 Pond 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.
List of Important Modifications since Previous Approval:
• Pre- and post -development drainage areas have changed due to NCDOT comments.
• Two inlets have been added in the front of the store to convey water to the rear of the site to
Wet Pond 1.
• Infiltration trench from Wet Pond 2 has been resized due to smaller drainage area.
• The water quality orifice in the outlet structure from Wet Pond 2 has been resized due to smaller
drainage area.
• There have been no significant changes to the E&SC plans, calculations, or narrative since the
previous submission.
o Drainage areas in Phase 1 E&SC plans have been not been updated to match stormwater
drainage areas due to the addition of the basins and diversion ditches during erosion
control that will direct water towards the basins, but the calculations for S131 have been updated.
o No additional limits of disturbance is proposed with the modifications, and the area of
disturbance matches the previously approved area.

BMP Design/Calculations

WET POND 91 WALMART SUPERCENTER BMP DESIGN CALCULATIONS
$}A WATER QUALITY TO MEET 90% TSS REMOVAL
DRAINAGE AREA TO FACILITY = 11.00 Ac.
(Includes 33,365 sf of impervious area not draining to pond)
LAND USE = Walmart Supercenter
ESTIMATED PERCENT IMPERVIOUS = 80%
AVERAGE POOL DEPTH = 9.58
PERCENT IMPERVIOUS = 80%
SAIDA = 2.80 % = 0.0280
SA REQUIRED = 11.00 Ac. X
0.31 Ac.
= 13,504 SF
2) 719W13RARY WATER QUAD ITY''POM R♦ QUIR.eMENT8-',:.
Pre % Impervious =
0%
Post % Impervious =
80%
Rv = 0.05 + 0.9(1)
Rv(pre)=
0.05 in/in
Rv(post)=
0.772 in/in
Design Rainfall =
3.65 in (1 yr, 24 hr)
Design Runoff (Pre)
0.183 in
Design Runoff (Post) =
2.819 in
Drainage Area =
11.00 Acres
Design Runoff (Pre) =
7,290 ft'
Design Runoff (Post) =
112,620 ft'
Volume required =
105,329 ft'
Total (including off -site)=
WON '
Pond Height above Orifice =
Orifice Invert Elevation =
FEET (Assumed to be 7.5' for SAIDA)
0.0280
105,329 ft'
31.00 feet
29.00 feet
Orifice Diameter (D) =
5.00
inches 0.42 feet
Orifice Area (a) =
0.1364
square feet
Gravitational Constant (g) =
32.2
ft/sec'
Head (H) =
1.79
feet
Driving Head (Ho) =
0.597
feet
Discharge Coefficient (Co) =
0.6
Drawdown rate (Q) =
0.507
cfs
Time (t) =
207,597
seconds = 2.40 days
Note:
The above calculation is based on the orifice equation where:
Q=C.A 2fiHo
10/3/2016 6:46 PM Page 1 of 2

Wet Pond 1 Design
Wet Pond 1 Treatment Volume - Main Pool
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
29.00
51,625
0
u
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 (sf
Inc Storage (cf)
Total Storage (cf)
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)
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 (sf) Inc Storage (cf)
Total Storage (cf)
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
Box Width:
72.00 in
Box Length
72.00 in
Barrel Size:
18.00 in
Top of Basin:
32.25 ft.
Inv. Out of Pipe
29.00 ft.
Spillway Height:
0.75 ft.
Top of Riser Elev.
31.00 ft.
29 ft.
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
32.25 ft. Top of Basin
0.75 ft. Spillway Height
31.5 ft. Spillway Elev.
2.00
of Basin
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: 9 ft. X 9 ft. X 1 ft.
81 cubic feet Ok
81 c.f. > or equal to 48.672 c.f. True
72 in.BOX
Pad 18 in. RCP
3.25 1.
72 in.BOX
Ballast Pad
i
i�
9 ft.
Ballast Pad Dimensions: 9 ft. X 9 ft. X 1 ft.

WET POND #2 WALMART SUPERCENTER BMP DESIGN CALCULATIONS
J . WATER QUALITY TO MEET 90% TSS REMOVAL
DRAINAGE AREA TO FACILITY = 2.94 Ac.
LAND USE = Walmart Supercenter
ESTIMATED PERCENT IMPERVIOUS = 77%
�Q A RA1'@
AVERAGE POOL DEPTH - 5.31 FEET
PERCENT IMPERVIOUS = 77%
SA/DA = 5.18 % = 0.0618
SA REQUIRED = 2.94 Ac. X 0.0518
0.15 Ac.
6,641 SF
TAMPORWY ti1iAT 4V ALITY N.OL "ggQU�){L31N MT
Pre % Impervious = 8%
Post % Impervious 77%
Rv = 0.05 + 0.9(I )
Rv(pre)= 0.122 in/in
Rv(pre)= 0.739 in/in
Design Rainfall = 3.65 in (1 yr, 24 hr)
Design Runoff (Pre) = 0.445 in
Design Runoff (Post) = 2.699 in
Drainage Area = 2.94 Acres
Design Runoff (Pre) = 4,757 ft3
Design Runoff (Post) = 28,832 ft3
Volume required = 24,075 ft3
Other Impervious Area to be Treated =
0 sf
Other Runoff Depth to be Treated = 3.47 in
Other WQV to be Treated =
0 ft3
Total (including off -site)= 24,075 ft3
F,9 prowda" Tfrr1B. _ :. .. , . ....
Pond Height above Orifice = 31.05
feet
Orifice Invert Elevation = 29.25
feet
Orifice Diameter (D) = 1.75
inches 0.15 feet
Orifice Area (A) _. 0.0167
square feet
Gravitational Constant (g) = 32.2
ft/sec,
Head (H) = 1.73
feet
Driving Head (Ho) = 0.576
feet
Discharge Coefficient (Co) = 0.6
Drawdown rate (Q) = 0.061
cfs
Time (t) = 394,518
seconds 1.57 days
Note:
The above calculation is based on the orifice equation where:
Q=CDA 2SH,
10/3/2016 6:46 PM Page 1 of 2

Wet Pond 2 Design
Wet Pond 2 Treatment Volume - Total
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cf)
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 (sf)
Inc Storage (cf)
Total Storage (cf)
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 (sf) Inc Storage (cf)
Total Storage (cf)
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
31.75 ft. Top of Basin
0.5 ft. Spillway Height
31.25 ft. Spillway Elev.
Rnx Width:
72.00 in
Box Length
72.00 in
Barrel Size:
15.00 in
o" .. 72 in.BOX
Top of Basin:
31.75 ft.4�:
Inv. Out of Pipe
29.25 ft.
1.80 ' :ice 2.5 .
Spillway Height:
0.50 ft.
Top of Riser Elev.
31.05 ft.
: <P
29.25 ft. Bottom of Basirm'+' r
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 dd 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
Pad 15 in. RCP
72 in.BOX
Ballast Pad
9 ft.
9 ft.
Ballast Pad Dimensions: 9 ft. X 9 ft. X 1 ft.

WET POND #3 WALMART SUPERCENTER BMP DESIGN CALCULATIONS
D fQt4(` WATER QUALITY TO MEET 90%TSS REMOVAL
4R
DRAINAGE AREA TO FACILITY = 3.67 Ac.
LAND USE = Walmart Supercenter
ESTIMATED PERCENT IMPERVIOUS = 77%
AVERAGE POOL DEPTH 9.37 FEET (Assumed to be 7.5' for SAIDA)
PERCENT IMPERVIOUS = 77%
SAIDA = 2.65 % = 0.0265
SA REQUIRED = 3.67 Ac. X 0.0265
0.10 Ac.
4,240 SF
T9MPORARY1f4iMERQUAL171f P004, QUAPM tI -0
Pre % Impervious = 8%
Post % Impervious = 77%
Rv = 0.05 + 0.9(I)
Rv(pre)= 0.122 in/In
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 it'
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'
41,PAn¢ f3iswdownlRt#
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
ftisec2
Head (H) = 1.99
twat
Driving Head (Ho) = 0.639
feet
Discharge Coefficient (CD) = 0.6
Drawdown rate (Q) = 0.084
cis
Time (t) = 362,254
seconds 4.19 days
Note:
The above calculation is based on the orifice equation where:
Q = Ci,A 2gHo
10/3I2016 6:47 PM Page 1 of 2

Wet Pond 3 Design
Wet Pond 3 Treatment Volume
Elev
Area (sf)
Inc Storage (cf)
Total Storage (cq
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 (sf)
Inc Storage (co
Total Storage (cf)
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 (sf) Inc Storage (cf)
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
0 ft. Spillway Height
31.75 ft. Bailiwav Elev.
Box Width:
72.0n 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
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
31.75 ft. Top of Basin
18 in. RCP
75 .
72 in.BOX
Ballast Pad
9 ft.
9 ft.
Ballast Pad Dimensions: 9 ft. X 9 ft. X 1 ft.

1
Watershed Model Schematic Hydraflow Hydrographs Extension forAutoCAD® Civil 3D®2016 byAutodesk, Inc. v10.5
Legend
HygL Origin Descri to Ion
1
Dekalb
Pre South
2
Dekalb
Pre North
3
Dekalb
Post to Pond 1
4
Dekalb
Post to Pond 2
5
Dekalb
Post to Pond 3
6
Dekalb
Pond Bypass South
7
Dekalb
Pond Bypass North
8
Reservoir
Out Pond 1
9
Reservoir
Out Pond 2
10
Reservoir
Out Pond 3
11
Combine
Post Combined South
12
Combine
Post Combined North
13
SCS Runoff
SCS Post to Pond 2
14
Reservoir
SCS Through Pond 2
15
SCS Runoff
SCS Post to Pond 3
16
Reservoir
SCS Through Pond 3
17
SCS Runoff
SCS Post to Pond 1
18
Reservoir
SCS Through Pond 1
Project: H:\2013\NCC138078\Technical\Stormwater\161003 - Stormwater Ponds Design[goihonday, 10 / 3 / 2016

2
Hydrograph Return Period ReHr
y rap
a ow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
11
IDekalb
I -----
I 0.000
I 5.389
I-------
I ------
I 7.555
I 8.808
I 9.857
I 11.13
I Pre South
2
Dekalb
----
0.000
3.411
------
-------
4.781
5.574
6.238
7.045
Pre North
3
Dekalb
------
0.000
59.94
-------
77.83
87.74
96.46
105.98
Post to Pond 1
4
Dekalb
- ---
0.000
15.41
------
-----
20.01
22.56
24.80
27.25
Post to Pond 2
5
Dekalb
------
0.000
19.49
-----
------
25.31
28.53
31.37
34.46
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
0.525
-----
------
0.616
0.661
0.698
0.738
Out Pond 1
9
Reservoir
4
0.000
0.069
-
------
0.079
0.083
0.087
0.092
Out Pond 2
10
Reservoir
5
0.000
0.099
--
-------
0.113
0.121
0.127
0.133
Out Pond 3
11
Combine
6, 8,
0.000
2.606
----
---- --
3.358
3.758
4.099
4.489
Post Combined South
12
Combine
7, 9, 10,
0.000
0.639
-----
----
0.810
0.905
0.987
1.077
Post Combined North
Proj. file: H:\2013\NCC138078\Technical\Stormwater\161003 - Storrnwater PoddA@ed*.gP03 / 2016

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2016 by Autodesk, Inc. v10.5
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)
(cult)
(ft)
(cuft)
1
Dekalb 5.389
1
225
30,411
-----
------
------
Pre South
2
Dekalb 3.411
1
225
19,246
-----
-----
------
Pre North
3
Dekalb 59.94
1
25
53,765
-----
------
-
Post to Pond 1
4
Dekalb 15.41
1
25
13,824
------
-----
------
Post to Pond 2
5
Dekalb 19.49
1
25
17,484
------
-----
---•
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 0.525
1
50
44,782
3
29.96
52,931
Out Pond 1
9
Reservoir 0.069
1
50
9,314
4
30.10
13,701
Out Pond 2
10
Reservoir 0.099
1
50
12,753
5
30.03
17,307
Out Pond 3
11
Combine 2.606
1
50
48,514
6, 8,
------
------
Post Combined South
12
Combine 0.639
1
25
22,530
7, 9, 10,
------
------
Post Combined North

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.°
Hyd. No. 1
Pre South
Hydrograph type
= Dekalb
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 13.750 ac
Intensity
= 2.450 in/hr
IDF Curve
= Swansborol.IDF
* Composite (Area/C) = [(13.550 x 0.15) + (0.200 x 0.95)] / 13.750
Pre South
4
Monday, 10 / 3 / 2016
Peak discharge
= 5.339 cfs
Time to peak
= 225 min
Hyd. volume
= 30,411 cuft
Runoff coeff.
= 0.16*
Tc by User
= 45.00 min
Asc/Rec limb fact
= n/a
Q cfs
Hyd. No. 1 -- 2 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 60 120 180 240 300 360 420 480
— Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.'.
Hyd. No. 2
Pre North
Hydrograph type
= Dekalb
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 6.630 ac
Intensity
= 2.450 in/hr
OF Curve
= Swansborol.IDF
* Composite (Area/C) = [(6.130 x 0.15) + (0.500 x 0.95)] / 6.630
Q (cfs;
4.00
3.00
2.00
1.00
M
0 60 120 180
Hyd No. 2
240
Peak discharge
Time to peak
Hyd. volume
Runoff coeff.
Tc by User
Asc/Rec limb fact
300
a
Monday, 10 / 3 / 2016
= 3.411 cfs
= 225 min
= 19,246 cuft
= 0.21 *
= 45.00 min
= n/a
420
Q (cfs)
4.00
3.00
2.00
W11I17
480
Time (min)

Hydrograph Report 6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3136 2016 by Autodesk, Inc. v10.5
Hyd. No. 3
Post to Pond 1
Hydrograph type
= Dekalb
Peak discharae
Storm frequency
= 2 yrs
Time to peak -
Time interval
= 1 min
Hyd. volume
Drainage area
= 11.000 ac
Runoff coeff.
Intensity
= 6.897 in/hr
Tc by User
OF Curve
= Swansborol .IDF
Asc/Rec limb fact
Composite (Area/C) = [(2.170 x 0.15) + (8.830 x 0.95)] / 11.000
Q (cfs)
60.00
50.00
40.00
30.00
20.00
`1 1TI
Post to Pond 1
Hyd. No. 3 -- 2 Year
Monday, 10 / 3 / 2016
= 59.94 r_.f-s
= 25 min
= 53,765 tuft
= 0.79*
= 5.00 min
= n/a
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 V ' ' ' ' ' ' ' ' I I I I I I I I I 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
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc. v10.f
Hyd. No. 4
Post to Pond 2
Hydrograph type
= Dekalb
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 2.940 ac
Intensity
= 6.897 in/hr
OF Curve
= Swansborol.IDF
* Composite (Area/C) = [(2.250 x 0.95) + (0.690 x 0.15)] / 2.940
Monday, 10 / 3 / 2016
Peak discharge
= 15.41 cfs
Time to peak
= 25 min
Hyd. volume
= 13,824 cuft
Runoff coeff.
= 0.76*
Tc by User
= 5.00 min
Asc/Rec limb fact
= n/a
Post to Pond 2
Q (cfs) Hyd. No. 4 -- 2 Year Q (cfs)
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 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 31D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 5
Post to Pond 3
Hydrograph type
= Dekalb
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 3.670 ac
Intensity
= 6.897 in/hr
OF Curve
= Swansborol.IDF
* Composite (Area/C) = [(2.840 x 0.95) + (0.830 x 0.15)] / 3.670
Q (cfs)
21.00
18.00
15.00
12.00
• m
.M
3.00
8
Monday, 10 / 3 / 2016
Peak discharge
= 19.49 cfs
Time to peak
= 25 min
Hyd. volume
= 17,484 cult
Runoff coeff.
= 0.77*
Tc by User
= 5.00 min
Asc/Rec limb fact
= n/a
Post to Pond 3
Hyd. No. 5 -- 2 Year
I
I
-Is
Q (cfs)
21.00
18.00
15.00
12.00
M
6.00
3.00
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. 5 Time (min)

Hydrograph Report 9
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.f
Hyd. No. 6
Pond Bypass South
Hydrograph type
= Dekaib
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 2.500 ac
Intensity
= 5.549 in/hr
OF Curve
= Swansborol.IDF
Q (cfs)
3.00
rM
1.00
Monday, 10 / 3 / 2016
Peak discharae
= 2.031 cfs
Time to peak
= 50 min
Hyd. volume
= 3,733 tuft
Runoff coeff.
= 0.15
Tc by User
= 10.00 min
Asc/Rec limb fact
= n/a
Pond Bypass South
Hyd. No. 6 -- 2 Year
Q (cfs)
3.00
2.00
1.00
w�
0 10 20 30 40 50 60 70 80 90 100
Hyd No. 6
Time (min)

Hydrograph Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 7
Pond Bypass North
Hydrograph type
= Dekalb
Peak discharae
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.500 ac
Runoff coeff.
Intensity
= 6.897 in/hr
Tc by User
OF Curve
= Swansborol.IDF
Asc/Rec limb fact
Monday, 10 / 3 / 2016
= 0.517 cfs
= 25 min
= 464 cult
= 0.15
= 5.00 min
= n/a
Pond Bypass North
Q (cfs) Hyd. No. 7 -- 2 Year Q (cfs)
9.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
O.1 O
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
11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 8
Out Pond 1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 3 - Post to Pond 1
Max. Elevation
Reservoir name
= Pond 1
Max. Storage
Storage Indication method used.
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 300
Hyd No. 8
Out Pond 1
Hyd. No. 8 -- 2 Year
600 900 1200 1500
Hyd No. 3
Monday, 10 / 3 / 2016
= 0.525 cfs
= 50 min
= 44,782 cult
= 29.96 ft
= 52,931 cuft
Q (cf..
60.0(
50.0(
30.0(
20.0(
10.0(
0.00
1800 2100 2400 2700 3000
Total storage used 52,931 cult Time (min)

Pond Report 12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Pond No. 1 -
Pond 1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation 29.00 ft
Stage / Storage
Table
stave (ft)
Elevation (ft)
Contour ?ree (sgft)
Incr. Storage (cuft)
Tct?I 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]
[PrfRsr]
[A] [B]
Rise (in)
= 18.00
5.00
Inactive
0.00
Crest Len (ft)
= 24.00 24.00
Span (in)
= 18.00
5.00
18.00
0.00
Crest Ell. (ft)
= 31.00 31.50
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33 3.33
Invert El. (ft)
= 29.00
29.00
30.00
0.00
Weir Type
= 1 Rect
Length (ft)
= 150.00
0.00
0.00
0.00
Multi -Stage
= 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
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Monday, 10 / 3 12016
[C] [D]
Inactive 0.00
30.75 0.00
3.33 3.33
Rect --
Yes No
Note: UulvertlOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Civ A
Clv B
Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs
cis
cfs cfs
cfs
cis
cfs cfs cfs cfs
0.00
0
29.00
0.00
0.00
0.00
--- 0.00
0.00
0.00
-- 0.000
0.50
26,941
29.50
0.33 is
0.33 is
0.00
--- 0.00
0.00
0.00
0.331
1.00
55,494
30.00
0.55 is
0.54 is
0.00
-- 0.00
0.00
0.00
--- 0.542
2.00
115,393
31.00
0.84 is
0.83 is
0.00
--- 0.00
0.00
0.00
--- --- 0.831
3.25
201,093
32.25
10.92 oc
0.03 is
0.00
--- 10.71 s
51.91
0.00
--- 62.64

Hydrograph Report 13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A 0.5
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.
15.00
12.00
9.00
6.00
3.00
0.00
0 300 600 900
Hyd No. 9
Out Pond 2
Hyd. No. 9 -- 2 Year
Monday, 10 / 3 / 2016
= 0.059 cfs
= 50 min
= 9,314 cuft
= 30.10 ft
= 13,701 cult
Q (cf..
18A
15A
12A
MWIIIIIIIIIIIIII
CY�I�>•
3.00
0.00
1200 1500 1800 2100 2400 2700 3000
No. 4 Total storage used = 13,701 cult Time (min)

Pond Report 14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Monday, 10 / 3 / 2016
Pond No. 2 - Pond 2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calcu!ation. Begining
Elevation = 29.25 ft
Stage / Storage Table
Stage (ft) E1aya!!0M (ft)
Contour area (sqft) !nw. Storage- (cuf:)
Total storage (cult)
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] [PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 15.00
1.75 0.00 0.00
Crest Len (ft)
= 24.00 15.00
0.00 0.00
Span (in) = 15.00
1.75 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.(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 (oc) control. Weir risers checked for orifice conditions (ic) and submergence (a).
Stage / Storage / Discharge Table
Stage Storage Elevation
Clv A Clv B Clv C
PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft cuft ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs cfs cfs cfs
0.00 0 29.25
0.00 0.00 ---
--- 0.00
0.00 ---
--- --- --- 0.000
0.50 7,299 29.75
0.05 is 0.05 !c
-- 0.00
0.00 -
--- -- --- 0.051
1.80 30,953 31.05
0.11 is 0.10 is ---
-- 0.00
0.00 ---
--- --- - 0.103
2.25 40,194 31.50
5.79 oc 0.01 is ---
--- 5.76 s
6.24
-- --- 12.01
2.50 45,676 31.75
6.09 oc 0.00 is
- 6.05 s
17.66
--- -- --- 23.72

Hydrograph Report 15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 10
Out Pond 3
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 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.
18.00
15.00
12.00
• 11
. 11
3.00
300 600
Hyd No. 10
Out Pond 3
Hyd. No. 10 -- 2 Year
Monday, 10 / 3 / 2016
= n.naaCLO
VVV GV
= 50 min
= 12,753 cult
= 30.03 ft
= 17,307 cuft
Q (cf..
21A
18.0(
15.0(
12A
• 11
. 11
K 11
0.00
900 1200 1500 1800 2100 2400 2700 3000
No. 5 Total storage used 17,307 tuft Time (min)

Pond Report
16
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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
Monday, 10 / 3 / 2016
Stage /ft1
Elevation (ft)
Contour area (sgft)
!ncr. Storage (tuft)
Total storcga (tuft)
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] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 15.00
2.00 0.00 0.00
Crest Len (ft)
= 24.00 Inactive
100.00
0.00
Span (in)
= 15.00
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
Red
---
Length (ft)
= 250.00
0.00 0.00 0.00
Multi -Stage
= Yes Yes
No
No
Slope (%)
= 0.88
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: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge
Table
Stage
Storage Elevation
Clv A Civ B Clv
C PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User
Total
ft
tuft ft
cfs cfs cfs
cis cfs
cfs cfs
cfs
cfs cfs
cfs
0.00
0 29.00
0.00 0.00 ---
--- 0.00
0.00 0.00
--- --
0.000
0.50
7,734 29.50
0.07 Ic 0.07 is ---
-- 0.00
0.00 0.00
--
0.065
2.00
34,776 31.00
0.15 is 0.14 is ---
0.00
0.00 0.00
---
0.142
2.50
44,700 31.50
6.78 oc 0.01 is ---
6.74 s
0.00 0.00
---
--- ---
6.752
2.75
49,944 31.75
7.03 oc 0.01 is ---
6.94 s
0.00 41.63
---
--- ---
48.57

Hydrograph Report 17
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. 00.5
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
2.00
1.00
Post Combined South
Hyd. No. 11 -- 2 Year
300 600 900 1200
Hyd No. 11 — F.). No. 6
1500 1800
— Hyd No. 8
Monday, 10 / 3 / 2016
= 2.606 rfs
= 50 min
= 48,514 cuft
= 2.500 ac
2100 2400 2700
Q (Cf,
3.00
2.00
1.00
0.00
3000
Time (min)

Hydrograph Report 18
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.:
Hyd. No. 12
Post Combined North
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 1 min
Inflow hyds.
= 7, 9, 10
Monday, 10 / 3 / 2016
Peak discharge = n.539 cfs
Time to peak = 25 min
Hyd. volume = 22,530 cuft
Contrib. drain. area = 0.500 ac
Post Combined North
Q WS) Hyd. No. 12 -- 2 Year
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
V. 1 V
0.00
0 300 600 900 1200
Hyd No. 12 Hyd No. 7
1500 1800
Hyd No. 9
2100 2400 2700
Hyd No. 10
0.00
3000
Time (min)

28
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® 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
7.555
1
225
42,634
------
------
Pre South
2
Dekalb
4.781
1
225
26,982
-----
-----
-----
Pre North
3
Dekalb
77.83
1
25
69,816
-----
------
----
Post to Pond 1
4
Dekalb
20.01
1
25
17,951
----
Post to Pond 2
5
Dekalb
25.31
1
25
22,704
-----
Post to Pond 3
6
Dekalb
2.742
1
50
4,919
—
------
------
Pond Bypass South
7
Dekalb
0.672
1
25
603
-----
-----
-----
Pond Bypass North
8
Reservoir
0.616
1
50
58,702
3
30.22
68,805
Out Pond 1
9
Reservoir
0.079
1
50
11,005
4
30.33
17,809
Out Pond 2
10
Reservoir
0.113
1
50
15,243
5
30.32
22,498
Out Pond 3
11
Combine
3.358
1
50
63,621
6, 8,
----
-----
Post Combined South
12
Combine
0.810
1
25
26,851
7, 9, 10,
----
---•
Post Combined North
H:\2013\NCC138078\Techn
ERdWR Bimbil vMhYRands Desig�-Wmday, 10 / 3 / 2016

Hydrograph Report
29
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
Pre South
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 13.750 ac
Runoff coeff.
Intensity
= 3.434 in/hr
Tc by User
IDF Curve
= Swansboro1.IDF
Asc/Rec limb fact
" Composite (Area/C) = [(13.550 x 0.15) + (0.200 x 0.95)] / 13.750
WE
4.00
2.00
Pre South
Hyd. No. 1 -- 10 Year
60 120 180 240 300 360
Hyd No. 1
Monday, 10 / 3 / 2016
= 7.555 cfs
= 225 min
= 42,634 tuft
= 0.16*
= 45.00 min
= n/a
420
Q (cfs)
8.00
. ��
4.00
2.00
0.00
480
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.:
Hyd. No. 2
Pre North
Hydrograph type
= Dekalb
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 6.630 ac
Intensity
= 3.434 in/hr
OF Curve
= Swansborol.IDF
Composite (Area/C) = [(6.130 x 0.15) + (0.500 x 0.95)j / 6.630
Pre North
30
Monday, 10 / 3 / 2016
Peak discharge
= 4.781 cfs
Time to peak
= 225 min
Hyd. volume
= 26,982 cult
Runoff coeff.
= 0.21 *
Tc by User
= 45.00 min
Asc/Rec limb fact
= n/a

Hydrograph
Report
31
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk,
Inc. v10.5
Monday, 10 / 3 / 2016
Hyd. No. 3
Post to Pond 1
Hydrograph type
= Dekalb
Peak discharge
= 77.83 efs
Storm frequency
= 10 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 69,816 cuft
Drainage area
= 11.000 ac
Runoff coeff.
= 0.79*
Intensity
= 8.957 in/hr
Tc by User
= 5.00 min
OF Curve
= Swansborol .IDF
Asc/Rec limb fact
= n/a
* Composite (Area/C) = [(2.170 x 0.15) + (8.830 x 0.95)] / 11.000
Q (cfs)
80.00
70.00
C.101us la
50.00
40.00
30.00
0111I11
10.00
Post to Pond 1
Hyd. No. 3 -- 10 Year
Q (cfs)
80.00
70.00
91-01LIT11
50.00
40.00
30.00
WkIK1I61
10.00
0.00 6' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 3D® 2016 by Autodesk, Inc. v10.;
Hyd. No. 4
Post to Pond 2
Hydrograph type
= Dekalb
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 2.940 ac
Intensity
= 8.957 in/hr
OF Curve
= Swansborol.IDF
* Composite (Area/C) = [(2.250 x 0.95) + (0.690 x 0.15)] / 2.940
Q (cfs)
21.00
18.00
15.00
12.00
9.00
.m
3.00
32
Monday, 10 / 3 / 2016
Peak discharae
= 20.01 cfs
Time to peak
= 25 min
Hyd. volume
= 17,951 tuft
Runoff coeff.
= 0.76*
Tc by User
= 5.00 min
Asc/Rec limb fact
= n/a
Post to Pond 2
Hyd. No. 4 -- 10 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
�
3.00
0.00 v i i i i i i I I I I I I I I I I I 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. 4 Time (min)

Hydrograph Report 33
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc. v10.E
Hyd. No. 5
Post to Pond 3
Hydrograph type
= Dekalb
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 3.670 ac
Intensity
= 8.957 in/hr
OF Curve
= Swansborol.IDF
" Composite (Area/C) = [(2.840 x 0.95) + (0.830 x 0.15)] / 3.670
Q (cfs)
28.00
24.00
20.00
ill-YIDE
12.00
8.00
4.00
Monday, 10 / 3 / 2016
Peak discharge
= 25.31 cfs
Time to peak
= 25 min
Hyd. volume
= 22,704 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 (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 Jc i i i i i I I I I I I I I I I I I 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. 5
Time (min)

Hydrograph Report
34
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 6
Pond Bypass South
Hydrograph type
= Dekalb
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 2.500 ac
Intensity
= 7.312 in/hr
OF Curve
= Swansborol.IDF
Q (cfs)
3.00
r M
Monday, 10 / 3 / 2016
Peak discharge
= 2.742 cfs
Time to peak
= 50 min
Hyd. volume
= 4,919 cuft
Runoff coeff.
= 0.15
Tc by User
= 10.00 min
Asc/Rec limb fact
= n/a
Pond Bypass South
Hyd. No. 6 -- 10 Year
Q (cfs)
3.00
2.00
1.00
0.00 v ' ' ' ' 1 1 1 1 1 N 0.00
0 10 20 30 40 50 60 70 80 90 100
-- Hyd No. 6 Time (min)

Hydrograph Report 35
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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
= 8.957 in/hr
Tc by User
IDF Curve
= Swansborol.IDF
Asc/Rec limb fact
Q (cfs)
1.00
Pond Bypass North
Hyd. No. 7 -- 10 Year
Monday, 10 / 3 / 2016
= 0.672 cfs
= 25 min
= 603 cuft
= 0.15
= 5.00 min
= n/a
Q (cfs)
1.00

Hydrograph Report
36
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 8
Out Pond 1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Inflow hyd. No.
= 3 - Post to Pond 1
Max. Elevation
Reservoir name
= Pond 1
Max. Storage
Storage Indication method used.
Q (cfs;
80.00
70.00
50.00
40.00
011I17
10.00
IIIIIIIIIIIIIIIIIIA
Monday, 10 / 3 / 2016
_ 0.616 cfs
= 50 min
= 58,702 cuft
= 30.22 ft
= 68,805 cuft
300 600
900 1200
1500 1800 2100 2400 2700
3000
Hyd No. 8
Hyd No. 3
Total storage used = 68,805 cuft
Time (min)

Hydrograph Report 37
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A0.5
Hyd. No. 9
Out Pond 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 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.
18.00
15.00
12.00
9.00
Aff
3.00
300
Hyd No. 9
Out Pond 2
Hyd. No. 9 -- 10 Year
Monday, 10 / 3 / 2016
= 0.079 cfs
= 50 min
= 11,005 cuft
= 30.33 ft
= 17,809 cuft
18.0(
15.0(
12.0(
3.00
0.00
600 900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 4 Total storage used = 17,809 cult Time (min)

Hydrograph Report
38
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. A 0.5
Hyd. No. 10
Out Pond 3
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 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.
Q (cfs)
28.00
24.00
20.00
12.00
F. 11
CUiI7
0.00
0 300 600
Hyd No. 10
Out Pond 3
Hyd. No. 10 --10 Year
Monday, 10 / 3 / 2016
= 0.113 cfs
= 50 min
= 15,243 cuft
= 30.32 ft
= 22,498 cuft
Q (cf.-
28.0(
24.0(
20.0(
16.0(
12.0(
111MIIIIIIIIIIIIII
4.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
H No. 5 Total storage used = 22,498 cult

Hydrograph Report
39
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 11
Post Combined South
Hydrograph type
= Combine Peak discharge
Storm frequency
= 10 yrs Time to peak
Time interval
= 1 min Hyd. volume
Inflow hyds.
= 6, 8 Contrib. drain. area
Post Combined South
Monday, 10 / 3 / 2016
= 3.358 cfs
= 50 min
= 63,621 cult
= 2.500 ac
Q (cfs) cf..
Hyd. No. 11 -- 10 Year Q (
4.00
4.00
3.00
3.00
■
2.00
2.00
I
1.00 1.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
-- Hyd No. 11 H No. 6 Hyd No. 8
Time (min)

Hydrograph Report
40
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc, v10.E
Hyd. No. 12
Post Combined North
Hydrograph type = Combine
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyds. = 7, 9, 10
Monday, 10 / 3 / 2016
Peak discharae
= 0.810 cfs
Time to peak
= 25 min
Hyd. volume
= 26,851 cuft
Contrib. drain. area
= 0.500 ac
Post Combined North
Hyd. No. 12 -- 10 Year
Q (cf..
1.00
1.00
0.90
0.90
0.80
0.80
0.70
0.70
0.60
0.60
0.50
0.50
0.40
_..._._
0.20
0.20
0.10
0.10
0.00
0 00
0
300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 12 H No. 7 Hvd No. 9 Hyd No. 10

85
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® 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
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Dekalb
11.13
1
225
62,820
-----
------
----
Pre South
2
Dekalb
7.045
1
225
39,756
-----
-----
-----
Pre North
3
Dekalb
105.98
1
25
95,062
----
----
------
Post to Pond 1
4
Dekalb
27.25
1
25
24,443
------
------
------
Post to Pond 2
5
Dekalb
34.46
1
25
30,913
------
---
Post to Pond 3
6
Dekalb
3.751
1
50
6,730
----
--
Pond Bypass South
7
Dekalb
0.915
1
25
820
----
---
------
Pond Bvnass North
8
Reservoir
0.738
1
50
79,251
3
30.64
93,813
Out Pond 1
9
Reservoir
0.092
1
50
13,240
4
30.68
24,273
Out Pond 2
10
Reservoir
0.133
1
50
18,588
5
30.77
30,669
Out Pond 3
11
Combine
4.489
1
50
85,981
6, 8,
Post Combined South
12
Combine
1.077
1
25
32,649
7, 9, 10,
-----
Post Combined North
H:120131NCC1380781T
ERdWR RohmIANUR Reads Desig�-Nnday, 10 / 3 / 2016

Hydrograph Report 86
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.1
Hyd. No. 1
Pre South
Hydrograph type
= Dekalb
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 13.750 ac
Intensity
= 5.060 in/hr
OF Curve
= Swansboro1.IDF
* Composite (Area/C) = [(13.550 x 0.15) + (0.200 x 0.95)] 113.750
Monday, 10 / 3 / 2016
Peak discharge
= 11.13 cfs
Time to peak
= 225 min
Hyd. volume
= 62,820 cuft
Runoff coeff.
= 0.16*
Tc by User
= 45.00 min
Asc/Rec limb fact
= n/a
Pre South
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
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 60 120 180 240 300 360 420 480
Hyd No. 1 Time (min)

Hydrograph Report
87
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.;
Hyd. No. 2
Pre North
Hydrograph type
= Dekalb
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 6.630 ac
Intensity
= 5.060 in/hr
OF Curve
- Swansborol.IDF
* Composite (Area/C) = [(6.130 x 0.15) + (0.500 x 0.95)] / 6.630
Q (cfs)
8.00
2.00
Monday, 10 / 3 / 2016
Peak discharge
= 7.045 efs
Time to peak
= 225 min
Hyd. volume
= 39,756 cuff
Runoff coeff.
= 0.21*
Tc by User
= 45.00 min
Asc/Rec limb fact
= n/a
Pre North
Hyd. No. 2 --100 Year
Q (cfs)
8.00
4.00
2.00
0 00
0 60 120 180 240 300 360 420 480
— Hyd No. 2 Time (min)

Hydrograph
Report
88
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Monday, 10 / 3 / 2016
Hyd. No. 3
Post to Pond 1
Hydrograph type
= Dekalb
Peak discharge
= 1 n5.96 cfs.
Storm frequency
= 100 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 95,062 tuft
Drainage area
= 11.000 ac
Runoff coeff.
= 0.79*
Intensity
= 12.195 in/hr
Tc by User
= 5.00 min
OF Curve
= Swansborol.IDF
Asc/Rec limb fact
= n/a
* Composite (Area/C) = [(2.170 x 0.15) + (8.830 x 0.95)] / 11.000
Q (cfs)
120.00
100.00
80.00
C:%IiI�I
40.00
20.00
Post to Pond 1
Hyd. No. 3 -- 100 Year
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
0.00 , I I I I I I I I I I I I I I I I I I I I I I 1 1 2 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
Hvd No. 3 Time (min)

Hydrograph Report
89
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. v10.:
Hyd. No. 4
Post to Pond 2
Hydrograph type
= Dekalb
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 2.940 ac
Intensity
= 12.195 in/hr
OF Curve
= Swansborol.IDF
* Composite (Area/C) = [(2.250 x 0.95) + (0.690 x 0.15)] / 2.940
Q (cfs)
28.00
24.00
20.00
16.00
12.00
: M
4.00
Monday, 10 / 3 / 2016
Peak discharge
= 27.25 cfs
Time to peak
= 25 min
Hyd. volume
= 24,443 cuft
Runoff coeff.
= 0.76*
Tc by User
= 5.00 min
Asc/Rec limb fact
= n/a
Post to Pond 2
Hyd. No. 4 -- 100 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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. 4 Time (min)

Hydrograph
Report
90
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk,
Inc. v10.5
Monday, 10 / 3 / 2016
Hyd. No. 5
Post to Pond 3
Hydrograph type
= Dekalb
Peak discharge
= 'A As cfs
Storm frequency
= 100 yrs
Time to peak
= 25 min
Time interval
= 1 min
Hyd. volume
= 30,913 cult
Drainage area
= 3.670 ac
Runoff coeff.
= 0.77*
Intensity
= 12.195 in/hr
Tc by User
= 5.00 min
OF Curve
= Swansborol.IDF
Asc/Rec limb fact
= n/a
" Composite (Area/C) = [(2.840 x 0.95) + (0.830 x 0.15)] / 3.670
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 I I I I I I I I I I I I I I I 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. 5 Time (min)

Hydrograph Report
91
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.;
Hyd. No. 6
Pond Bypass South
Hydrograph type
= Dekalb
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 2.500 ac
Intensity
= 10.004 in/hr
OF Curve
= Swansborol.IDF
Q (cfs)
4.00
3.00
MOM
1.00
in 01
Monday, 10 / 3 / 2016
Peak discharge
= 3.751 cfs
Time to peak
= 50 min
Hyd. volume
= 6,730 cuft
Runoff coeff.
= 0.15
Tc by User
= 10.00 min
Asc/Rec limb fact
= n/a
Pond Bypass South
Hyd. No. 6 --100 Year
Q (cfs)
4.00
3.00
2.00
1.00
0 00
0 10 20 30 40 50 60 70 80 90 100
Hyd No. 6
Time (min)

Hydrograph Report 92
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 7
Pond Bypass North
Hydrograph type
= Dekalb
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 1 min
Hyd. volume
Drainage area
= 0.500 ac
Runoff coeff.
Intensity
= 12.195 in/hr
Tc by User
OF Curve
= Swansborol.IDF
Asc/Rec limb fact
Monday, 10 / 3 12016
= n.015 cfs
= 25 min
= 820 cuft
= 0.15
= 5.00 min
= n/a
Pond Bypass North
Q (cfs) 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
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
Hvd No. 7 Time (min)

Out Pond 1
Hyd. No. 8 -- 100 Year
Hydrograph Report 93
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2016 by Autodesk, Inc, v10.5 Monday, 10 13 / 2016
Hyd. No. 8
Out Pond 1
Hydrograph type
= Reservoir
Peak discharge
= n.738 cfs
Storm frequency
= 100 yrs
Time to peak
= 50 min
Time interval
= 1 min
Hyd. volume
= 79,251 cuft
Inflow hyd. No.
= 3 - Post to Pond 1
Max. Elevation
= 30.64 ft
Reservoir name
= Pond 1
Max. Storage
= 93,813 cult
Storage Indication method used.
Q (cfs)
120.00
_
Q (cf;
120.0
100.0
80A
60A
40A
20A
0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
H No. 3 Total storage used = 93,813 cuff

Hydrograph
Report
94
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Monday, 10 / 3 / 2016
Hyd. No. 9
Out Pond 2
Hydrograph type
= Reservoir
Peak dicrharQe
= n.nQ2 cfs
Storm frequency
= 100 yrs
Time to peak
= 50 min
Time interval
= 1 min
Hyd. volume
= 13,240 cult
Inflow hyd. No.
= 4 - Post to Pond 2
Max. Elevation
= 30.68 ft
Reservoir name
= Pond 2
Max. Storage
= 24,273 cult
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 300 600
Hyd No. 9
Out Pond 2
Hyd. No. 9 -- 100 Year
Q (cf..
28A
24.0C
20.0C
16.0(
12.0C
4.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Total storage used = 24,273 cult

Hydrograph Report
95
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
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.
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 -s
0
300 600
Hyd No. 10
Out Pond 3
Hyd. No. 10 --100 Year
Monday, 10 / 3 / 2016
_ n.133 cfs
= 50 min
= 18,588 cuft
= 30.77 ft
= 30,669 cuft
Q (cf.,
35.0(
30.0(
25.0(
20.0(
15.0(
10.0(
5.00
0.00
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
H No. 5 Total storage used 30,669 cult

Hydrograph Report 96
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v101
Hyd. No. 11
Post Combined South
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 1 min
Inflow hyds.
= 6, 8
Peak discharge
= a.489 cfs
Time to peak
= 50 min
Hyd. volume
= 85,981 cuft
Contrib. drain. area
= 2.500 ac
Post Combined South

Hydrograph Report
97
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.E
Hyd. No. 12
Post Combined North
Hydrograph type = Combine
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyds. = 7, 9, 10
we
Peak discharge
Time to peak
Hyd. volume
Contrib. drain. area
Post Combined North
Hyd. No. 12 -- 100 Year
300 600 900 1200 1500 1800 2100
Hyd No. 12 No. 7 Hyd No. 9
Monday, 10 / 3 / 2016
= ..077 cfs
= 25 min
= 32,649 cult
= 0.500 ac
2400 2700
Hyd No. 10
Q (cf..
2.00
1.00
0.00
3000
Time (min)

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
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: Swansboro1.IDF
Intensity = B / (Tc + D)"E
104
Monday, 10 / 3 / 2016
Return
Period
(Yrs)
Intensity Values (In/hr)
5 min 10 do 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
5.06
4.78
4.53
4.31
Tc = time in minutes. Values may exceed 60.
Pranin fain namc• N•19f11'3WCC•14A117A�Tcnhni..�l\C4..rw...,�re�c..e..�1...... ......
Storm
Rainfall Precipitation Table (in)
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
8.53
9.98
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

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m
m
_M
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Storm Drainage Calculations

Reference Information

1/26/2016
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Swansboro, North Carolina, US*
Latitude: 34.7006*, Longitude:-77.14960
Elevation: 31 W
' 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 klaos & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)l
Average recurrence interval (years)
Duration
1
���7��
2
5
10
25
50
100
200
500
1000
6.489
0.575
0.663
0.747
0.843
0.921
0.996
1.07
1.17
1.25
5-min
(0.452-0.531)
(0.532-0.623)
(0.612-0.718)
(0.687-0.809)
(0.771-0.911)
(0.840-0.996)
(0.905-1.08)
(0.966-1.16)
(1.04-1.27)
(1.11-1.37)
0.781
0.919
1.06
1.19
F 1.47
1.58 7F
1.70
1.85
1.98
10-min
(0.722-0.848)
(0.850-0.996)
(0.980-1.15)
1 (1.10-1.29)
1 (1.34-1.59)
(1.44-1.72)
(1.53-1.84)
(1.65-2.01)
(1.75-2.15)
0.976
1.76
1.34
1.51
1.70
1.86
2.00
2.15
2.33
2A8
15-min
(0.902-1.06)
1 (1.07-1.25) 11
(1.24-1.45)
1 (1.39-1.64)
1 (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
1.97
2.79
2.52
2.80
3.06
3.34
3.70
4.01
30-min
(1.24-1.45)
(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)
(3.55-4.37)
1.67
2.00
F 2.45 IF
2.85
3.36
3 97F
4.22
4.68
5.31
5.86
60-min
(1 .54-1.81)
(1.85-2.17)
(2.26-2.65)
(2.62-3.09)
(3.07-3.63)
(3.46-4.10)
(3.83-4.57)
(4.22.5.08)
( 4.74-5.78 )
( 5.19-6.39 )
2.04
2.47
3.09
3.67
4.45
5.13
5.85
6.63
7.73
8.70
2-hr
(1.87-2.23)
(2.27-2.69)
(2.83-3.37)
(3.36-4.00)
(4.04-4.84)
(4.64-5.58)
(5.26-6.36)
(5,92-7.21)
(6.83-8.43)
(7.63-9.52 )
2.20
2.66
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)
(3.66-4.41)
(4.46-5.39)
(5.17-6.29)
(5.91-7.24)
(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
17 2
12.8
6-hr
(2.44-2.98)
1 (2.95-3.60) 11
(3.70-4.54)
11 (4.43-5.44)
(5.42-6.67)
(6.29-7.80)
(7.22-9.01)
(8.22-10.4)
(9.66-12.3)
(10.9-14.2)
3.16
3.83
4.85
5.85
7.25
8.53
9.93
11.5
13.8
16.0
12-hr
(2.86-3.55)
(3.46-4.29)
(4.37-5.44)
(5.25-6.55)
(6.45-8.09)
(7.53-9.50)
(8.69-11.0)
(9.95-12.8)
( 11.B-15.4)
(13.4-17.8)
3.65
4.44
5.75
6.86
8.53
9.98
11.6
13,4
16.1
18.5
[24-hr
(3.34-4.05)
(4.06-4.93)
(5.24-6.36)
(6.23-7.58)
(7.67-9.40)
(8.90-11.0)
(10.2-12.8)
(11.7-14.8)
( 13.8-17.8)
(15.6-20.5)
4.25
5.15
6.62
7,88
9.79
11.5
13.3
15.4
18.6
21.4
2�lay
(3.87-4.72)
1 (4.68-5.72) 11
(5.99-7.35)
(7.10-8.73)
11 (8.75-10.8)
1 (10.2-12.7)
(11.7-14.8)
(13.3-17.1)
(15.8-20.8)
(17.8-24.0)
4.51
5.46
6.98
8.26
10.2
11.8
13.6
15.7
18.8
21.5
3•day
(4.11-4.99)
1 (4.98-6.04) 11
(6.34-7.72)
(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
8.657F70.6
12.27F14.0
15.9
19.0
21.6
4ttay
(4 .36-5.26)
(5.28-6.36)
(6.69-8.09)
(7.86-9.52)
(9.53.11.6)
(10.9.13.4)
(12.4-15.4)
(14.0-17.6)
1(9.0
(18.4-24.2)
5.54
6.67
8.39
9.82
11.9
13.6
15A
77.5
20A
22.8
7-day
(5.09-6 06)
(6.13-7.31)
(7.69-9.18)
(8.97-10.7)
(10.8-13.0)
(12.3-14.9)
(13.8 16.9)
(15.5 19.2)
(17.8-22.5 )
( 19.6.25.4)
6.22
7.45
9.23
10.7
12.8
14.6
16.5
18.5
27.5
23.9
10-day
(5.72-6.79)
(6.86-8.14)
(8.49-10.1)
(9.81-11.7)
(11.7-14.0)
(13.2-15.9)
(14.8 18.0)
(16.5-20.3)
(18.8-23.7 )
( 20.7-26.5)
8.30
9.88
12.0
13.8
16.3
18.3
20.5
22.8
26.0IF
28.6
20ilay
(7.71-8.97)
(9.19-10.7)
(11.2-13.0)
(12.8-14.9)
(15.0-17.6)
(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
37.6
30-day
(9.53-11.0)
(11.3-13.0)
(13.6-15.7)
(15.4-17.8)
1 (17.9-20.7)
(19.8-23.0)
(21.7 25.5)
(23.7-28.1)
(26.3-31.6)
(28.3-34.5)
12.7
15.1
78.0
20.4
23.7
26A
29.2
32.1
36.1
39.4
45-day
(11.9 13.7)
(14.1-16.2)
(16.8-19.3)
(19.0-21.9)
(22.0-25.5)
(24.4-28.4)
(26.8-31.5)
(29.2-34.7)
(32.5-39.3)
(35.0-43.0)
15.5
18.3
21.5
24.1
27.7
30.5
33.3
36.1
40.0
43.0
SW- day
(14 5 16.5)
(17.1-19.5)
(20.2-23.0)
(22.6-25.8)
(25.6-29.6)
(28.3-32.6 )
( 30.8-35.6)
(33.2-38.8 )
( 36.4-43.2)
(38.8-46.7 )
t Precipitation frequency (PF) estirnates in this table are based on frequency analysis of partlal 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%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PlvPvalues.
Reese refer to NOAA Atlas 14 document for more information.
Back to Top
http://hdsc.nm.noaa.g oxftsc/ptds/pfds_printpag e.html?lat--34.7006&Ion=-77.1496&data=depth&units=eng lish&series=pds 1/4

1/26/2016 Precipitation Frequency Data Serer
0 NOAA Atlas 14, Volume 2, Version 3
Location name: Swansboro, North Carolina, US*
Latitude: 34.70060, Longitude:-77.14960
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, Natinnal Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Mags & 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
L 10�0 200
500
1000
5.87
6.90
7.96
8.96 10.1 11.1
12.0 12.9
14.0 1
F-15.0
5-min
(5.42-6.37)
1 (6.38-7.48)
(7.34-8.62)
(8.24-9.71) (9.25-10.9) (10.1-12.0)
(10.9-12.9) (11.6-13.9)
1 (12.5-15.3) 11
(13.3-16.4)
4.696.37
7.16 8.06 8.80
9.50 10.2
11.1
10-min
11.8
(4.33-5.09)
(5.10-5.98)
(5.88-6.90)
(6.59-7.76) (7.37-8.71) (8.02-9.52)
(8.62-10.3) (9.19-11.1)
1 (9.91-12.1)
1 (10.5-12.9)
3.90
4.62
5.38
6.04 6.81 7.43
8.00 8.58
15-min
9.31
9.92
(3.61-4.24) 11
(4.28-5.01)
1 (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
30-min
7.41
8.03
(2.47-2.91) 11
(2.95-3.46)
1 (3.52-4.13)
1 (4.03-4.74) (4.62-5.45) (5.10-6.05)
1 (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
4.22 4.68
5.31
60-min
5.86
(1.54-1.81)
(1.85-2.17)
(2.26-2.65)
(2.62-3.09) (3.07-3.63) (3.46-4.10)
(3.83-4.57) (4.22-5.08)
(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
2-hr
(0.934-1.11)
(1.13-1.35)
1 (1.42-1.69)
1 (1.68-2.00) 1 (2.02-2.42) (2.32-2.79)
(2.63-3.18) (2.96-3.60)
(3.41-4.21)
(3.81-4.76)
0.733
0.887
1.12
1.34 1.64 1.91
2.20 2.53
3.00
3.42
3-hr
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) (2.24-2.77)
(2.62-3.29)
(2.96-3.76 )
0.447
0.541 7F
0.682
0.818 1.01 1.18
1.36 1.57
1.87
2.14
6-hr
(0.407-0.497)
(0.492-0.601)
0.317
(0.619.0.758)
OA03
(0.740-0.908) (0.904-1.11) 1 (1.05-1.30)
0.486 0.601 0.708
1 (1.21-1.50) 1 (1.37-1.73)
0.824 0.955
1 (1.61-2.06)
1.15
1.33
0.262
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)
0.152
6.185
6.240
0.286 0.355 0.416
0.483 0.558 1
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 0.239
0.277 0.321
0.387
0.445
2ilay
(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-day
(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
F 0.198
0225
4t1ay
(0.045-0.065)
(0.055-0.066)
0.040
(0.070-0.084)
0.050
(0.082-0.099) (0.099-0.121) (0.114-0.140)
0.058 0.071 0.081
(0.129-0.160) (0.146-0.183)
0.092 0.104
(0.171-0.219)
0.121
(0.191-0.252)
0.136
0.033
7-day
(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-da y
(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
0.021
0.025
0.029 0.034 0.038
0.043 0.047
0.054
0.060
20-da y
(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)
-14
0.017
0.020
0.023 0.027 0.030
0.033 0.036
0.040
0.044
30-da y
(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-da y
(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. 221
0- 23 0.025
0.028
0.030
ff0-day
(0.010-0 011)
(0.012-0.014)
(0.014-0.016)
(0.016-0.018) (0.018-0.021) (0.020-0.023)
on frequency analysis of partial duration
(0.021-0.025) (0.023-0.027)
series (PDS).
(0.025-0.030)
(0.027-0.032)
Precipitation frequency (PF)
estimates in
this table are based
Numbers in parenthesis are
PF estlmates
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%. Estimates
at upper bounds
are not
checked against probable
maximum precipitation
(PIvP) estimates
and may be higher than currently valid
PMP values.
Please refer to NOAA Atias
14 documerA
for more information.
Back to Top
http://hdsc.rtws.noaa.g owbdsc/pfds/pfds_printpag e.html?lat=34.7006&Ion=-77.i496&data=intensityi&units=eng lish&series=pds 114

34' 42' 14" N
34° 41' 42" N
Hydrologic Soil Group—Onslow County, North Carolina 3
to
302800 302900 303000 303100 303200
3
Map Scale: 1:4,880 i printed on A portrait (8.5" x 11") sheet.
Meters
N 0 so 1^0 200 300
Feet
0 200 400 800 1200
Map projecdon: Web Mercator Comer 000rd'nates: WGS84 Bdge tics: U IM Zone 18N WGS84
VSD Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
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Hydrologic Soil Group—Onslow County, North Carolina
Hydrologic Soil Group
Hydrologic Soil Group-- Summary by Map Knit -- Onslow County, North Carolina (NC133)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
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%
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 (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
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 28208
Attention: Mr. Chris Capellini, P.E.
ccapellini(a7 bohlereng.com
Reference: Report for Additional Soil Evaluation / 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 (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
(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 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&P.4E 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 stormwater BMP's
for evaluation including three proposed bioretention areas.
SWE, INC. / 3201 Spring Forest Road / Raleigh, NC 27616 / p 919.872,2260 f 919.790.8909 / www-r.smeinc.com

Soil Evaluation for Stormwater BMP SWE Project No. 1051-13-378G
Walmart Store, Hwy 24, Swansboro, North Carolina June 8, 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, Swansboro, 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 SWE Project No. 1051-13-378G
Walmart Store, Hwy 24, Swansboro, North Carolina June 6, 2014
Table 1: SHWT & OWT Information
e,aflOt�
enw
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t.
!1�1?w . .
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 g 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 6, 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]
7,0-fy
Rob Willcox, L.S.S.
Natural Resources Team Leader
Attachments: Figure 1: Stormwater Soil Evaluation Map
S:1Projects11051-13-378G1Swansboro WalmarflReports\StormwaterSoil Evaluation.doc
5

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PROJECT: Walmart Swansboro
Swansboro, NC
BORING LOG SP- 4
SBME Project No. 1051-13-378G
DATE DRILLED: 313114
ELEVATION: 32.5 ft
NOTES: Boring location is approximate.
* emporary PVC standpipe Installed.
Bag sample 1-6
DRILL RIG: CME 55DX
BORING DEPTH: 15.0 ft
DRILLER: R. Norwood
WATER LEVEL: T ATD, 2.7' 24 hr
HAMMER TYPE: Automatic
LOGGED BY: F. Wright
SAMPLING METHOD: Split spoon
NORTHING: 350474
EASTING: 2555612
DRILLING
METHOD:
31/4" H.S.A.
=
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BLOW COUNT
/CORE DATA
STANDARD PENETRATION TEST DATA
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MATERIAL DESCRIPTION
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10 20 30 6080
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TOPSOIL (4 inches)
COASTAL PLAIN: CLAYEY SAND (SC)
loose, gray, fine, moist
2
2
3
e
COASTAL PLAIN: CLAYEY SAND (SCEz
loose, dark gray, fine to medium, wet
2
1
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:very
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COASTAL PLAIN: CLAYEY SAND (SCE
very loose, dark gray, fine to medium, wet
2
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3
10
22.5
COASTAL PLAIN: CLAYEY SAND (So
medium dense, tan, fine to medium, wet
15
17.5
5
7
6
13
Boring terminated at 15 ft
I
P;u[ Z"
1. THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED
PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.
I BORING SAM LI IN AND
PENETRATION DS TEST DATA IN GENERAL
ACCORbANC6.
3. STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.
4. WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.
Page 9 of 1

BOHLER ENGINEERING NC, PLLC
1927 South Tryon Street Suite 310, Charlotte, NC 28203
Professional Engineering Services Telephone: [phone] Fax: [phone]
VIA: FedEx Delivery
TO: NCDEQ RE:
Land Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405
ATTN: Christine Hall DATE:
JOB NO:
LETTER OF TRANSMITTAL
WM #7170 Swansboro, NC
Express Stormwater Permit Revision
Permit: SW8 160501
October 19, 2016
NCC 13 8078
WE ARE SENDING YOU ❑ Shop drawings ❑ Copy of letter ®Attached ❑ Prints ❑ Change order
These Are Transmitted:
REMARKS:
Christine,
COPIES DESCRIPTION
Plans
2 Stormwater Calculations
Original Signed Application
Fee ($4,000)
❑ For approval ❑For your use
® For review and comment ❑Approved as submitted
❑ Returned for corrections
®As requested
❑Approved as noted
This permit revision is regarding changes to the drainage areas associated with the 7179 Swansboro Walmart
project and associated modifications to the proposed BN[Ps. These changes are detailed in the narrative and
revised calculations have been provided for Wet Ponds 1 and 2, and the Sand Filter from Wet Pond 2.
If you have any questions or require additional information, please do not hesitate to contact this office at (980)
272-3400.
COPY TO: SIGNED:
File Michael Theberge, P.E.

• • <<�a•i S's
Jimmy Mills
Sr. Construction Manager
Construction
2001 SE 10th Street
Bentonville, AR 72716-5515
L.) N' on
T 980.229.7262
ne I- dpam [e-mail]
,«xim Wane,

For DEO Use ONLY
North Carolina Department of Environmental Quality Submit: %ic+ lv �p
Request for Express Permit Review r
Time: Ora'
Confine: G`
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan IPDF file) and vicinity map (same items expected in the application `1
ap ckage of the project location. Please include this form in the application package.
• Asheville Region Alison Davidson 828-296-4698;alison.davidson(cDncdenr glov
• Fayetteville or Raleigh Region -David Lee 919-7914203; david.lee(6)ncdenrgov
• Mooresville or Winston Salem -Marcia Allocco 704-235-2107; mare/a.allocco@ncdenroov
• Washington Region -Lyn Hardison 252-948-3842 or Ivn.hardison(Mmcdenrgov
• Wilmington Region -Cameron Weaver 910-796-7303 or camero_n.weave►6incdenr gov
NOTE; Project application received after 12 noon will be stamped in the following work day.
Provided Existing Permits
J/
;'Elated to this Project
Sth'
.C.vt''---.
N DES
Project Name: WALMART SUPERCENTER STORE #7179 County: ONSLOW
WQ
Applicant: MARK GOLDSMITH Company: WALMART REAL ESTATE BUSINESS TRUST
6. s
Address: 2001 SE TENTH STREET City: BENTONVILLE, State: AR Zip: 72716-_
E&S
Phone: [phone], Fax: [phone], Email: [e-mail]
Other
n/
�l
Physical Location:W. CORBETT AVE (NC HWY 24) & HAMMOCK BEACH ROAD
Project Drains into SA waters — Water classification HQW (DWR Surface Water Classificatons Map)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within '/z 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-
Maw 12
Phone: [phone], Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$20000000.00#300 JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ® DWR, ❑ DCM, ® DEMLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ 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 ElOff-site[SW (Provide permit #)]
® High Density -Detention Pond 3 # Treatment Systems ® High Density -Infiltration 2 #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ® MOD:E-a4a'u %Minor E Plar. R^:{c;ca ❑ Redev. Exclusion SW 8160501 (Provide 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 scoging and express meeting request)
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: E Yes LJ No
Received from US ACOE ® Yes ❑ No
-For DLQ use
Fee Split for multiple permits: (Check# 1
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process wl US ACOE: ® Yes ❑ No Permit
Total Fee Amount S
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
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 22.0 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.

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Weaver, Cameron
From: Brett Buckland <[e-mail]>
Sent: Monday, September 12, 2016 11:24 AM
To: Weaver, Cameron
Cc: Michael Theberge; Wyatt Bone; [e-mail]
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Attachments: 6030 - SW-1 - SWPPP NOTES - 7179.pdf; 6050 - C-3 - OVERALL SITE PLAN - 7179.pdfi
Narrative.pdf, REQUEST FOR EXPRESS form FINAL.pdf
Cameron,
Please find the attached files for your review. On the application, I noted this as a major modification with a nlan
revision. Is that how it should be marked, or should I mark that in another way?
Please let us know if you need anything more. Thanks!
Brett Buckland
Bohler Engineering NC, PLLC
Office: 980-272-3400
From: Weaver, Cameron [mailto:[e-mail]]
Sent: Thursday, August 25, 2016 4:30 PM
To: Brett Buckland <[e-mail]>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Send me the Express Request and accompanying information described in the form instructions and I'll get you on the
schedule.
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: http://deg.nc.gov/
DEACS NEW WEBSITE: http://deci.nc.gov/about/divisions/environmental-assistance-customer-service
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, August 25, 2016 3:38 PM
To: Weaver, Cameron <[e-mail]>
Cc: Lewis,Linda <[e-mail]>; Michael Theberge <[e-mail]>; Wyatt Bone
<[e-mail]>; [e-mail]
Subject: RE: WM Swainsboro (7179) - Express Stormwater Review (SW8 160501)

Cameron,
Speaking with my manager, we would like to get a meeting on your schedule for whenever you have available. We're
waiting on the signed applications to be returned from our client, but that should occur well before your meeting
availability, based on what you just told me. Wyatt from our Raleigh office would hopefully be able to make the trip
down to cover the meeting. Please let us know when you may have any availability for this meeting. Thanks!
Brett Buckland
Bohler Engineering INC, PLLC
Office: 980-272-3400
From: Weaver, Cameron [mailto:[e-mail]]
Sent: Wednesday, August 10, 2016 2:41 PM
To: Brett Buckland <bbuckland@bohleren com>
Cc: Lewis,Linda <linda;[e-mail]>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Hi Brett.
If you are looking to get a permit modification through Express for this, please send in the Express Request packet -form,
narrative, vicinity map and overall site plan so that I can put you on the Express schedule. It is not guaranteed that Linda
will be the reviewer, but I will do my best based on her availability.
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: http://deg.nc.gov/
DEACS NEW WEBSITE: http•//deg nc gov/about/divisions/environmental-assistance-customer-service
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, August 04, 2016 8:20 AM
To: Lewis,Linda <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Michael Theberge <MTheberge@bohleren com>;
[e-mail]; Hall, Christine <Christine. Hall@ ncdenr.gov>; Wyatt Bone
<[e-mail]>; Weaver, Cameron <[e-mail]>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Thank you for the information Linda.
Cameron, when you get back, we would like to set up a meeting as soon as possible. Please let us know what is
available.

We have the application updated, and are working to get the original signatures. We have also updated all of our
calculations, the supplements, etc. per the new design. Do we need to have the O&M Agreements or deed restrictions
updated and signed since no changes are being made to any of the values on there at this time?
Thanks!
Brett Buckland
Bohler Engineering NC, PLLC
Office: 980-272-3400
From: Lewis,Linda [malito:[e-mail]
Sent: Wednesday, August 03, 2016 8:39 AM
To: Brett Buckland <bbuckland bohlereng.com>
Cc: Scott, Georgette <[e-mail]>; Michael Theberge <[e-mail]>;
NCC138078_@NF,.BOHLERENG.COM Hall, Christine <Christine.Hall@ncdenr. 0, >; Hall, Rhonda B
<[e-mail]>; Wyatt Bone <[e-mail]>; Weaver, Cameron <cameron.weaver ncdenr.gov>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8160501)
Brett:
No, this is more than a plan revision for stormwater because we'll have to review new design
calculations. You'll need to complete the full application form SWU-101 and provide a new wet pond
supplement reflecting the changes to the drainage areas, BUA's, minimum SA and minimum volume
that is reported on each supplement for each pond.
If you go express, it will be considered a minor modification which is reviewed at 1/2 of the original fee,
or in this case, $2000.00 since the permit is high density. Be sure to contact Cameron Weaver to
schedule the express review — he's out on vacation until next Wednesday.
Signature requirements for new permits, plan revisions and modifications are the same. Only the
permittee can sign, unless he/she has authorized another person to sign on their behalf. If that is the
case, then a copy of that authorization letter must be included. The signature on the application must
be original, not a photocopy.
Linda
From: Brett Buckland Imailto:bbuckland bohlereng.com)
Sent: Tuesday, August 02, 2016 5:47 PM
To: Lewis,Linda <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Michael Theberge <[e-mail]>;
[e-mail] QM- Hall, Christine <Christine.Hall ncdenr.go—v>; Hall, Rhonda B
<[e-mail]
ov>; Wyatt Bone <wbone@bohleren>
Subject: RE: WM Swansboro (7.179) - Express Stormwater Review (SW8 160501)
Linda,

It's taken a little longer than anticipated due to some other things that we have been working on with our client and
some moving parts between our client and the seller. I am currently working on making the revisions that we discussed
previously.
The changes that are occurring are:
• Change to the pre -development drainage areas (due to discussions with DOT)
• Due to the pre -development shifts and DOT requirements (equal or less area flowing to DOT R/W), area from
Pond 2 (up front) shifted to Pond 1(at rear)
• Because Pond 1 is so over -sized, the treatment volume is still contained in the previous temporary pool (peak
control went up slightly, but is still significantly below pre)
• Required surface areas for Ponds 1 and 2 changed slightly, but existing designs were still adequate so no pond
design changes made to any of the ponds
• No changes to design of infiltration basins (drawdown flowrate leaving Pond 2 stayed the same, so infiltration
sizing stayed the same)
We are planning to submit for a revision to an approved permit. I have found the attached application online forthis. Is
that all that is needed, plus the narrative of changes, revised plans and calculations, and $500 fee (if we decide to go
Express)? We will we need an original signature on the application from Wal-Mart, or can we sign as their agent? Do you
all need anything else?
Rhonda — we also made a slight change to the erosion control plans:
• Shift in location of soil stockpile from the building pad (including clarification to contractor on sequencing of
stockpiling and importing of materials)
Do we need to do a permit revision for this, or is this considered a minor revision and we can just send you a copy of the
revised sheets?
Thanks for all of your help, and please let us know if you need any more information!
Brett Buckland
Bohler Engineering INC, PLLC
Office: 980-272-3400
From: Brett Buckland
Sent: Monday, June 06, 2016 3:07 PM
To: Lewis,Linda <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Michael Theberge ([e-mail])
<MTheber a bohlereng.com>; [e-mail]
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Linda,
After talking it through here, I think it is going to be best for our client to just get the approval for the current set that
you all have, and then we will be submitting for a modification of an approved permit here within the next couple of
weeks.
Once you take a look through everything and make sure that we are good, can you please send us a scanned copy of the
approval?
4

Please let us know if you have any questions or need anything else. Thanks!
Brett Buckland
Bohler Engineering NC, PLLC
Office: 980-272-3400
From: Lewis,Linda [mailto:linda.lewis@oRde!2r.gov
Sent: Monday, June 06, 2016 12:25 PM
To: Brett Buckland <bbuckland.(@bohlereng.com>
Cc: Scott, Georgette <[e-mail]>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8160501)
I was going to look at it today. I don't think there is any time left on the 30 day clock to accommodate
your request, unless you are willing to waive the 30 day permit time.
Linda
From: Brett BucklandfmaiIto: [e-mail]]
Sent: Monday, June 06, 201612:10 PM
To: Lewis,Linda <[e-mail]>
Cc: NCC138078t?« NF.BONLFRENG_COM
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8160501)
Linda,
Not sure if you have started the review on this yet or not. We have received some comments from the NCDOT hydraulics
division about changing drainage areas to the right of way, so we have made a few small revisions to the plans over the
last couple of days since submitting. If possible, can you please hold off on reviewing everything and we will plan on
getting you another set within the next couple days?
If you can't, I understand, and we will work with you to get whatever else we need to get done. Thanks!
Brett Buckland
Bohler Engineering NC, PLLC
Office: 980-272-3400
From: Brett Buckland
Sent: Wednesday, June 01, 2016 10:57 AM
To: 'Lewis, Linda' <[e-mail]>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Understood. We'll get everything over to you within the next couple days. Thanks!
Brett Buckland
Bohler Engineering NC, PLLC
Office: 980-272-3400
From: Lewis,Linda mailto:[e-mail]
Sent: Wednesday, June 01, 2016 10:32 AM

To: Brett Buckland <bbuck!andbohlereng.com>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
B rett:
Just go ahead and submit the information. Since I am picking up this review during Christine's
vacation, I just don't have the time to do a review to make sure it's right before you actually submit the
information. In Express, you just have to take your chances that you've done it right. That is the
premise of express — it has to be right.
Linda
From: Brett Buckland[mailto:[e-mail]]
Sent: Wednesday, June 01, 2016 10:15 AM
To: Lewis,Linda <linda.lewis ncdenr.gov>
Cc: Michael Theberge <[e-mail]>; [e-mail]
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Linda,
I have attached a comment response letter and our updated stormwater report. The link below will allow you to
download the modified plans.
Download all associated files
Please let us know if you have any questions or comments, and we will plan to send you everything (hopefully for
approval) so that you receive it by the end of the week. Thanks!
Brett Buckland
Bohler Engineering NC, PLLC
Office: 980-272-3400
From: Lewis,Linda [mailto:[e-mail]]
Sent: Thursday, May 26, 2016 4:56 PM
To: Brett Buckland <bbuckland@bohlerenggcom>
Cc: Michael Theberge <MTheberge@bohleren, com>; NCC1380782NF.BOHLERENG.COM
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Sorry- I'll be out of the office until next Wednesday, June 1. 1 won't be able to review or provide
feedback on anything that you submit until June 1.
Linda
From: Brett Buckland Imailto:[e-mail]]
Sent: Thursday, May 26, 2016 4:47 PM
To: Lewis,Linda <[e-mail]>
Cc: Michael Theberge <[e-mail]>; [e-mail]
Subject: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
Linda,

As we discussed today, it seems we had an issue and didn't receive the 2"d round of comments from the review until
today, so it will be very difficult for us to get it to you tomorrow by the submission deadline. We would like to request an
extension until next Wednesday (6/1), so that we can hopefully issue you all the final package for approval on Tuesday
(to be received Wednesday): Would it be possible for us to send you a comment response letter tomorrow with maybe a
few pictures and/or pages (or a full submission electronically) to support our changes to make sure that we are on the
same page? We just want to minimize the chance that there won't be an approval on the next submission, because I
believe that will push us out of the express review, and our client is pushing us heavily on this permit for them to close
on the property.
Please let me know if you would like to see anything in particular or have any questions. 1 have reached out to our
Raleigh office to see if they have any emails from Christine regarding the off -site area being accounted for in the pond,
and I believe we have addressed everything else that you commented on. Thanks!
Brett Buckland
,,*7 BOHLLR
1927 South Tryon Street, Suite 310 1 Charlotte, NC 28203
P:980-272-3400 1 [e-mail]
www.BohlerEngineering.com
Confidentiality Note: This e-mail, and any attachment to it contains confidential information intended only for the use of the designated recipients,
which information may also be privileged. If the reader of this e-mail is not the intended recipient, the document has been received in error and any
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notify the sender via reply e-mail and immediately delete this e-mailfrom your system.

Hall, Christine
From: Hall, Christine
Sent: Wednesday, September 14, 2016 3:42 PM
To: Brett Buckland; Wyatt Bone
Cc: Weaver, Cameron
Subject: Express Request WM Swansboro (7179), SW8 160501
Brett / Wyatt,
I've had a chance to look at the express request for the Walmart in Swansboro. Heads up — you will need to update the
narrative that will be provided with the submittal to be more specific on the modifications being requested. This e-mail
chain is enough to at least get it scheduled.
Cameron will be in touch as soon as we work out the schedule.
Christine
Christine 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]
177 Cardinal Drive Ext.
Wilmington, NC 28405
Email rorrespni-dence to &nd firm this address is •ub ecf to tine
A!forth Carolina Public Records LaLv and may be disclosed Ito thin-! pa Ves.
From: Lewis,Linda
Sent: Thursday, August 04, 2016 8:41 AM
To: Brett Buckland <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Michael Theberge <[e-mail]>;
[e-mail]; Hall, Christine <[e-mail]>; Wyatt Bone
<[e-mail]>; Weaver, Cameron <[e-mail]>
Subject: RE: WM Swansboro (7179) - Express Stormwater Review (SW8 160501)
If the deed restrictions remain unchanged, they will not need to be updated.
If the pond parameters, i.e., surface area, volume, elevations, orifice size are unchanged, then we do
not need a new signed 4&M agreement.
Linda
From: Brett Buckland [mailto:[e-mail]]
Sent: Thursday, August 04, 2016 8:20 AM

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