20210927 Ver 1_More Info Received_20210829

Staff Review Form •
NORFH CA.,i0:INA
En vironmenfrr!QvoGry
Updated September 4,2020
Staff Review
Does this application have all the attachments needed to accept it into the review process?*
6* Yes r No
ID#* Version* 1
20210927
Is this project a public transportation project?* (' Yes
r No
Is this a DOT r Yes ( No
project?*
Reviewer List:* Garcy Ward:eads\gpward
Select Reviewing Office:* Washington Regional Office-[phone]
Does this project require a request for payment to be sent?*
C'
Yes
r
No

Project Submittal Form
Please note:fields marked with a red asterisk *below are required. You will not be able to submit the form until all
mandatory questions are answered.
Project Type:* r For the Record Only(Courtesy Copy)
r New Project
r Modification/New Project with Existing ID
✓ More Information Response
✓ Other Agency Comments
r Pre-Application Submittal
✓ Re-Issuance\Renewal Request
✓ Stream or Buffer Appeal
Is this supplemental information that needs to be sent to the Corps?*
Yes r No
Project Contact Information
Name: Jason Hartshorn
who is submitting the information?
Email Address: [e-mail]
Project Information
Existing ID#: Existing Version:
20210927 1
20170001(no dashes) 1
Project Name: Project P134 Perimeter Security Compliance, Slocum Road Entry Control Facility
Is this a public transportation project?
(' Yes
r No
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
r Yes r No r Unknown
TIP#: WBS#:
(Applies to DOT projects only)
County(ies)
Craven
Please upload all files that need to be submited.
Oick the upload button or drag and drop files here to attach docurrent
P134_Slocum USACE_RFI_Response_Package_2... 136.71MB
Only pdf or Ivre files are accepted.
Describe the attachments
or comments:

Attached is the Additional Information Package in response to the USACE Incomplete Application Notification,
and includes a narrative addressing additional comments provided by NCDWR during review of the USACE
comments. In addition to the narrative response to comment document serving as the cover letter for this
package,the PDF also includes the following supporting documentation:
• Revised Permit Drawings with Cross Sections
•Treatment Swale Exhibits
• Revised Adjacent Property Owner Figure and Table
•Stormwater Permit Approvals and Stormwater Design Narrative Excerpt
•Bridge Plans(partial set)
•Copy of US Coast Guard Advance Approval Exemption Request Package
Sign and Submit
.......................................................................................................................................................................................................................................................................................................................................................................................................
17 By checking the box and signing box below, I certify that:
• I,the project proponent, hereby certifies that all information contained herein is true,accurate, and complete to
the best of my knowledge and belief.
• I,the project proponent, hereby requests that the certifying authority review and take action on this CWA 401
certification request within the applicable reasonable period of time.
• I agree that submission of this online form is a"transaction"subject to Chapter 66,Article 40 of the NC General
Statutes(the"Uniform Electronic Transactions Act");
• I agree to conduct this transaction by electronic means pursuant to Chapter 66,Article 40 of the NC General
Statutes(the"Uniform Electronic Transactions Act");
• I understand that an electronic signature has the same legal effect and can be enforced in the same way as a
written signature;AND
• I intend to electronically sign and submit the online form.
Signature: 77f�
[ a&dOA! �r�t.4drietie
Submittal Date: Is filled in autorretically.

6
NAVY
TRANSPORTATION
PARTNERS JV
August 4, 2021
Ms. Emily Thompson
U.S. Army Corps of Engineers
Washington Regulatory Field Office
2407 West Fifth Street
Washington, NC 27889
Mr. Garcy Ward
NC Division of Water Resources
Transportation Permitting Unit
512 N. Salisbury Street
Raleigh, NC 27604
RE: SAW-2021-00067—Incomplete Application Response and Additional Information
Project P134 Perimeter Security Compliance, Slocum Road Entry Control Facility
MCAS Cherry Point, Craven County, North Carolina
Dear Ms. Thompson and Mr. Ward,
On behalf of our client, the United States Marine Corps Air Station (MCAS) Cherry Point, Navy
Transportation Partners, JV (NTPJV) is submitting the attached additional information for the above
referenced Project per the US Army Corps of Engineers (USACE) Incomplete Application Notification
received via email on June 24, 2021.
On July 8, 2021, the USACE, NCDWR, MCAS Cherry Point, and NTPJV discussed the Incomplete
Application Notification via conference call to review potential responses, and to review any other
outstanding comments from USACE and/or NCDWR as a result of the Incomplete Application
Notification.
Below is an outline of the USACE comments with a brief narrative addressing each item, followed by
the additional comments received from USACE and/or NCDWR during the conference call.
The USACE comments with NTPJV response and explanation are as follows:
1. The plans you furnished are inadequate for our processing. Specifically:
a. The drawings are the basis for U.S. Army Corps of Engineers (Corps), agency, and
public review, and as submitted with the supporting documentation, are difficult to
read and understand. You must clearly indicate the limits of filling and drainage
impacts to jurisdictional features on the plans entitled, Grading and Drainage Plans
and Site Plan Subset Plans. This can be done with color shading, crosshatching, or
similar graphic symbols.
NTPJV response:
NTPJV has prepared an updated set of permit drawings based on this feedback that will
more clearly show proposed impacts in plan view for USACE and NCDWR use. The
updated permit drawings have been based on the grading and drainage plans and will
Navy
Transportation 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 1. 919 677 2000
Partners, JV

.. '� : NAVY
V LT TRANSPORTATION
PARTNERS JV
Page 2
include colored hatching that will be clearly defined in a legend and will utilize callouts
that detail the proposed impacts at each impact site. Based on feedback from the USACE
and NCDWR, the revised permit drawings will adjust sheet cuts to avoid bisecting impact
sites.
b. You must submit typical cross section drawings at the locations where the project
impacts jurisdictional features, indicating on the drawings the limits of filling and
drainage impacts to the jurisdictional areas.
NTPJV response:
The updated permit drawings now include cross sections focusing on jurisdictional areas
and impacts to help demonstrate limits of the proposed impacts in relation to jurisdictional
resources. The cross sections also will better demonstrate the relationship of proposed
stormwater conveyances, ditches, and swales in relation to cut and fill slopes. Cross
sections are visible on the updated permit drawings by a straight line bisecting the project
limits and labeled with a station identifier(ex. 130+25.00). The station identifier
corresponds with the cross section label on permit drawing sheets WTL309 and WTL310.
c. Please be aware that you provided no indication that you will be coordinating with the
U.S. Coast Guard regarding its jurisdiction pursuant to Section 9 of the Rivers and
Harbors Act of 1899 for construction of the proposed bridge across the navigable
waters of Slocum Creek. In order for the Corps to evaluate your proposal pursuant to
Section 10 of the Rivers and Harbors Act of 1899, you must submit detailed plan and
cross section drawings of the proposed bridge and pedestrian lane, including
ancillary features that will be attached to the bridge, and any filling associated with
approaches, abutments, etc.
NTPJV response:
As part of the permit application process for this Project, NTPJV is submitting an
Advance Approval Permit Exemption to the US Coast Guard along with a Bright Lighting
Exemption request. To help facilitate the USACE review of the Section 404 permit
application, included with this additional information package is a copy of the Advance
Approval Permit Exemption Application as will be submitted to the US Coast Guard,
along with detailed proposed bridge plan sheets. Based on discussion with the USACE
and NCDWR during the July 8 conference call, the bridge plans submitted include bridge
drainage plans and the closed drainage system designed within the bridge itself.
2. Review of your application revealed that the project includes the construction of"treatment
swales"within and adjacent to jurisdictional features. Please describe the methodology used
for evaluating the potential drainage effects of the subject swales. If you did not consider the
effect of drainage associated with this work on jurisdictional areas, this must be undertaken to
capture all potential project impacts.
NTPJV response:
Based on the USACE request, NTPJV has evaluated the proposed treatment swales as well
as proposed diversion ditches in the vicinity of jurisdictional areas. We identified three areas
where treatment swales or ditches have potential to have drainage or dewatering effects on
adjacent wetlands. To better document the location and elevations relative to the adjacent
Navy
Transportation 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
Partners,JV

Arit NAVY
TRANSPORTATION
V PARTNERS JV
Page 3
wetlands, included with this response package is an additional figure set titled "Treatment
Swale Exhibit". Below is a brief narrative explaining each of the three treatment swale/ditch
locations and our evaluation of their potential to affect the adjacent wetlands.
• As shown on figure SWALE 1, the proposed treatment swale on the east side of the
proposed Slocum Road is located in the vicinity of wetland W1. However, the
treatment swale is located within a larger area of fill above the jurisdictional area, so
the invert of the proposed treatment swale is 26.85', while the elevation of the
adjacent wetland W1 is 26.25'. Based on these elevations, the proposed treatment
swale is not anticipated to have any additional drainage effect or impact to W1.
• As shown on figure SWALE 2 (and in the associated updated permit drawing sheet
WTL302), we have removed the proposed diversion ditch that was previously
proposed along the western side of impact Site 3. The diversion ditch was originally
designed to direct surface flow within W2 around the proposed fill slope, however
based on the proposed elevations we determined there was no way to ensure the
diversion ditch did not unnecessarily drain additional hydrology from the adjacent
wetland areas. As such, we have revised the plans to remove this diversion ditch.
Surface flows will still maintain hydrologic connectivity to downstream waters, they
just will not utilize a specific diversion ditch to do so and will flow naturally through
wetland W2. The proposed treatment swale will remain within the interior of the
Project. The proposed invert of the treatment swale is 26.80'while the adjacent
wetland is 28.90'. However, the proposed treatment swale is located approximately
75' inside an area of fill, and there is a large berm between the treatment swale and
the jurisdictional resource that will be further compacted and help prevent any
potential for additional dewatering impacts to the adjacent wetland W2.
• As shown on figure SWALE 3, the proposed treatment swale on the north side of the
proposed realigned Slocum Road is located in the vicinity of wetland W6. The invert
of the proposed treatment swale is 26.43', while the elevation of the adjacent wetland
W6 is 28.83'. While the treatment swale is proposed lower than the adjacent wetland,
this section of the proposed Project is located within a fill section with the proposed
treatment swale cut back into the fill and located approximately 50' inside the limits of
disturbance. The proposed treatment swale will be separated from the adjacent
wetland by a berm, which will be further compacted and will help prevent any
potential for additional dewater impacts to the adjacent wetland W6.
3. Pursuant to 33 CFR 325.1 (d), the names and addresses of adjacent property owners must
be included in your application. Please contact me to discuss the limits of this requirement.
NTPJV response:
During the July 8, 2021 conference call, the limits of the adjacent property owner search was
discussed in detail. As a result of that discussion, included with this response package is a
revised and updated Adjacent Property Owners map and corresponding table.
The additional items that were discussed on the July 8, 2021 conference call but not otherwise
addressed in the above comments and responses are included here (number continues from above
for clarity):
Navy
Transportation 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
Partners, JV

Arit NAVY
TRANSPORTATION
V PARTNERS JV
Page 4
4. USACE and NCDWR requested additional detail on the proposed bridge, including plans and
drainage features. Included with this response package are the relevant bridge plans for
USACE and NCDWR review. The full package of bridge plans includes in-depth structural
plans and sheets which can be provided to USACE and NCDWR upon request.
5. NCDWR requested additional detail on the proposed stream crossing of stream S1,
specifically focusing on burial depth, limits of fill, and other information. The updated permit
drawing sheet WTL306, which includes the stream impact (Site 7), has been updated to
include the culvert crossing details in profile view.
6. NCDWR requested additional information on the proposed bridge's stormwater drainage
system and requested the drainage system be shown on the updated permit drawings. The
permit drawings have been revised accordingly, and sheet WTL307 and WTL308 show the
outlet of the proposed bridge's closed drainage system. Both outlets are well outside of
protected riparian buffer zones and include a riprap dissipator pad to ensure non-erosive
velocities.
7. NCDWR requested additional documentation relating to the stormwater design narrative and
any stormwater permits/approvals. The three approvals issued for the Project are attached,
along with an excerpt of the Stormwater Management Plan.
a. Note -- The full Storm water Management Plan package in its entirety is
approximately 551 pages, so included with this response package is the first 31
pages which includes the narrative and pre/post-development drainage area maps. If
USACE and/or NCDWR would like to see the full report with all calculations, the full
report package can be provided upon request.
To assist in your review of this Incomplete Application Response and Additional Information, the
following additional and/or revised information has been included:
• Revised Permit Drawings with Cross Sections
• Treatment Swale Exhibits
• Revised Adjacent Property Owner Figure and Table
• Stormwater Permit Approvals and Stormwater Design Narrative Excerpt
• Bridge Plans (partial set)
• Copy of US Coast Guard Advance Approval Exemption Request Package
If you need any additional information to assist in your review of this Incomplete Application Response
package, feel free to contact me at 919-678-4155 or [e-mail].
Sincerely,
Navy Transportation Partners, JV
Jason Hartshorn, PWS
Cc: George Radford, MCAS Cherry Point
William Wescott, MCAS Cherry Point
Navy
Transportation 421 Fayetteville Street, Suite 600, Raleigh, NC 27601 919 677 2000
Partners, JV

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ADJACENT PROPERTY
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a NAVY Project P134- Perimeter Security Compliance
TRANSPORTATION Slocum Road Entry Control Facility y7 PARTNERS JV Marine Corps Air Station, Cherry Point, Craven County, NC
07/16/2021

PROJECT STUDY AREA PARCEL
PARCEL NUMBER LEGAL DESCRIPTION OWNER NAME SOURCE REFERENCE MAILING ADDRESS CITY STATE ZIP CODE
6-060-065 U S NAVAL RESERVATION U S GOVERNMENT PROPERTY DEED BOOK 0336/PAGE 0061 141 E FISHER AVE NEW BERN NC 28560

AFFECTED PROPERTY PARCELS
MAP ID PARCEL NUMBER OWNER NAME SOURCE REFERENCE MAILING ADDRESS CITY STATE ZIP CODE
0 6-034-1-001 LAMBERT,ERNIE L&GERALDINE E DEED BOOK 1845/PAGE 347 140 MACDONALD BLVD HAVELOCK NC 28532
1 6-034-1-002 GRANGE,GARY&STEPHANI MACCARRON DEED BOOK 3555/PAGE 1029 142 MACDONALD BLVD HAVELOCK NC 28532
2 6-034-1-003 BARRERAS,NORA A&GAMEZ,EUSEVIA DEED BOOK 2131/PAGE 397 144 MACDONALD BLVD HAVELOCK NC 28532
3 6-034-1-004 BRADLEY,MARION ANTONIO DEED BOOK 3536/PAGE 1750 146 MACDONALD BLVD HAVELOCK NC 28532
4 6-034-1-005 COLAW,ROBERT E DEED BOOK 2142/PAGE 37 148 MACDONALD BLVD HAVELOCK NC 28532
5 6-034-1-006 CORACRUZ,MARCIAL&LORETTA DEED BOOK 2693/PAGE 375 150 MACDONALD BLVD HAVELOCK NC 28532
6 6-034-1-007 HOLMAN,RANDY L&CINDY B DEED BOOK 2313/PAGE 599 152 MACDONALD BLVD HAVELOCK NC 28532
7 6-034-1-008 PAN,LAWRENCE E DEED BOOK 3515/PAGE 1022 11287 FEATHERHILL LN SAN DIEGO CA 92126
8 6-034-1-009 HAMILTON,JESSICA RENEE DEED BOOK 3508/PAGE 850 156 MACDONALD BLVD HAVELOCK NC 28532
9 6-034-1-OOD HAVELOCK-CITY OF DEED BOOK 1873/PAGE 572 PO BOX 368 HAVELOCK NC 28532
10 6-034-1-010 GLYSHAW,CHRISTOPHER&CARISSA DEED BOOK 3578/PAGE 1935 158 MACDONALD BLVD HAVELOCK NC 28532
11 6-034-1-5000 CHERRY BRANCH LTD DEED BOOK 1597/PAGE 802 803 E MAIN ST APT A HAVELOCK NC 28532
12 6-036 -004 FOUNTAIN OF LIFE MINISTRIES DEED BOOK 2765/PAGE 71 PO BOX 326 HAVELOCK NC 28532
13 6-036 -005 CHURCH-GREEN CHAPEL MISSIONARY DEED BOOK 1661/PAGE 710 PO BOX 281 HAVELOCK NC 28532
14 6-036 -007 WILSON,PATRINA F ET AL DEED BOOK 3617/PAGE 954 PO BOX 246 DALEVILLE VA 24083
15 6-216 -023 WAL-MART REAL ESTATE BUSINESS TRUST DEED BOOK 2731/PAGE 777 PO BOX 8050 BENTONVILLE AR 72712
16 6-216 -11000 PAWN PROPERTIES LLC DEED BOOK 3489/PAGE 1412 5967 WILLIAMSTOWN RD DALLAS TX 75230
17 6-216 -24000 WOODFIELD COVE LIMITED PARTNERSHIP DEED BOOK 3580/PAGE 1251 7204 W FRIENDLY AVE STE C GREENSBORO NC 27410

STORMWATER PERMIT APPROVALS
AND
STORMWATER DESIGN NARRATIVE
( EXCERPT)

,..., „r137);i:kti:
ROY COOPER ,g rt "Pr
Governor " I
D{ONNE DELLI GATTI ;'.'` r. A,
Secretary �u gar M vat ri'
BRIAN WRENN NORTH CAROLINA
Director- Environmental Quality May 7, 2021
MCAS Cherry Point
Attn: Anthony Ference — Deputy Facilities Director
PSC Box 8006
Cherry Point, NC 28533
Subject: Stormwater Permit No. SW7070714 Modification
Nugent Cove, Sections 1, 2, 3A, 3B, 4 and 5
High Density Subdivision Project
Craven County
Dear Anthony Ference:
The Washington Regional Office received a complete Stormwater Management Permit
Modification Application for Nugent Cove, Sections 1, 2, 3A, 3B, 4 and 5 on April 2,
2021. 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. We are forwarding Permit No. SW7070714 Modification, dated May 7, 2021,
for the construction of the Nugent Cove, Sections1, 2, 3A, 3B, 4 and 5 project
This permit shall be effective from the date of issuance until April 24, 2023, shall void
Permit No. SW7070714 Modification issued August 24, 2015, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an
adequate system for operation and maintenance of the stormwater management
system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you
have the right to request an adjudicatory hearing upon written request within thirty (30)
days following receipt of this permit. This request must be in the form of a written
petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, NC
27699-6714. 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
me at [phone].
Sincerely, ,
02--1-���
William Carl Dunn, PE
Division of Energy, Mineral and Land Resources
cc: Robyn Niss— Kimley Horn and Associates ([e-mail])
Nathan Arnett— Environmental Affairs Department MCAS Cherry Point ([e-mail])
Craven County Inspections —Shelton Toler([e-mail])
Washington Regional Office
D E Q \\\\ North Carolina Department of Environmental Quality I Division of Energy..Mineral and Land Resources
Washington Regional Office q%I Washington Square Mdl Washinytnn North Carolina 27889
a erLrn u[Er, nmenl w fi, /`� 252 946-i 481

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL, AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
MCAS Cherry Point
Nugent Cove, Sections 1, 2, 3A, 3B, 4 and 5
Craven County
FOR THE
construction, operation and maintenance of 3 wet detention ponds in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules")
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Energy,
Mineral, and Land Resources and considered a part of this permit.
This permit shall be effective from the date of issuance until April 24, 2023 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. A maximum of 52.41 •
acres of built-upon area is allowed on this 150.37 acres site.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.

4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
6. The following design elements have been permitted for these wet detention
ponds, and must be provided in the system at all times.
a. Total Drainage Area, acres: 139.03
b. Total Impervious Surfaces, acres: 52.41
c. TSS removal efficiency: 90%
d. Design Storm: 1"
e. Receiving Stream / River Basin: Slocum Creek / Neuse River Basin
f. Stream Index Number: SC; Sw; NSW
g, Classification of Water Body: "27-112"
Central Gates Chatham Vance
Road Pond Road Pond Road Pond
Drainage area: 71.79 ac 35.23 ac 32.01 ac
Total Impervious allowed on site: 26.89 ac. 13.50 ac 12.02 ac
Section 1, acres: 0.00 3.87 4.57
Section 2, acres: 4.83
Section 3A, acres: 5.81
Section 3B, acres: 4.43
Section 4, acres: 9.52
Section 5, acres: 0.46 4.41
Existing to remain, acres: 2.30
Future Sections, acres: 0.00 5.07 7.45
Wet Pond Depth: 6.5 ft 6.0 ac 6.0 ac
Required Storage Volume: 99,914 cf 51,748 cf 49,732 cf
Provided Storage Volume: 102,880 cf 51,748 cf 49,732 cf
Required Surface Area: 50,453 sf 31,745 sf 30,955 sf
Provided Surface Area: 51,588 sf 35,068 sf 31,506 sf
Controlling Orifice: 4" @ el. 3.0 ft 3.5" @ el. 7.0 ft 3" @ el. 9.0 ft

II. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built-upon area for
the entire lot, including driveways and sidewalks, does not exceed the allowable
built-upon area. Once the lot transfer is complete, the built-upon area may not be
revised without approval from the Division of Energy, Mineral, and Land
Resources (DEMLR), and responsibility for meeting the built-upon area limit is
transferred to the individual property owner.
3. If an Architectural Review Board or Committee is required to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed
built-upon area. Any approvals given by the Board do not relieve the homeowner
of the responsibility to maintain compliance with the permitted BUA limit.
4. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size,
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
5. The Director may determine that other revisions to the project should require a
modification to the permit.
6. 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.
7. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built-upon surface.
8. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
9. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and

,1
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
16. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
11 . Permanent seeding requirements for the stormwater control must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
12. Prior to transfer of the permit, the stormwater facilities will be inspected by
DEMLR personnel. The facility must be in compliance with all permit conditions.
Any items not in compliance must be repaired or replaced to design condition
prior to the transfer. Records of maintenance activities performed to date will be
required.
13. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
14. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DEMLR. The records will indicate the date,
activity, name of person performing the work and what actions were taken
15. This permit shall become voidable unless the facilities are constructed in
accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
16. Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
III. GENERAL CONDITIONS
1 . This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a
"Name/Ownership Change Form" must be submitted to the Division of Energy,
Mineral, and Land Resources accompanied by appropriate documentation from
the parties involved. This may include, but is not limited to, a deed of trust,
recorded deed restrictions, Designer's Certification and a signed Operation and
Maintenance plan. The project must be in good standing with DEMLR. The

approval of this request will be considered on its merits and may or may not be
approved.
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Energy, Mineral,
and Land Resources, in accordance with North Carolina General Statute 143-
215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Permittee grants permission to staff of the DEMLR to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
9. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for the life of the project.
10. This permit shall be effective from the date of issuance until April 24, 2023.
Application for permit renewal shall be submitted 180 days prior to the expiration
date of this permit and must be accompanied by the processing fee.
Permit issued this the 7th day of May 2021.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
6-
For Brian Wrenn, Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW7070714 Modification

Nugent Cove, Sections 1, 2, 3A, 3B, 4 and 5
Stormwater Permit No. SW7070714 Modification
Craven 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 are a part of this Certification.
Noted deviations from approved plans and specifications:
SEAL
Signature
Registration Number
Date

Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built-upon area.
3. All the built-upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/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 parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
cc: NCDENR-DEMLR Regional Office
Craven County Building Inspections

;4'.,d SiAfEr},R
ROY COOPER - - �
'A
j '— gI
Governor § °�
DIONNE DELLS-GATTI \ ,,'
QNANt Yu'_:g-
Secretary
BRIANY;,;,::.•.
BRIAN WRENN NORTH CAROLINA
Director Environmental Quality
May 7, 2021
MCAS Cherry Point
Attn: Anthony Ference — Deputy Facilities Director
PSC Box 8006
Cherry Point, NC 28533
Subject: Permit No. SW7210402
P-134 Physical Security — Slocum Road
Linear Public Stormwater Project
Craven County
Dear Anthony Ference:
The Washington Regional Office received a complete Stormwater Management Permit
Application for P-134 Physical Security — Slocum Road project on April 2, 2021. Staff
review of the plans and specifications has determined that he project, as proposed, will
comply with the Stormwater Regulations set forth in Session Law 2008-211 and Title
15A NCAC 2H .1000. We are forwarding Permit No. SW7210402 dated May 7, 2021,
for the construction of the subject project.
This permit shall be effective from the date of issuance until rescinded, and shall be
subject to the conditions and limitations as specified therein, and does not supercede
any other agency permit that may be required.
If any parts, requirements, or limitations contained in this permit are unacceptable, you
have the right to request an adjudicatory hearing upon written request within thirty (30)
days following receipt of this permit. This request must be in the form of a written
petition, conforming to Chapter 150E of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, NC
27699-6714. 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
me at [phone].
Sincerely,
kik-
William Carl Dunn, PE
Environmental Engineer
CC: Robyn Niss— Kimley Horn and Associates (robyn•[e-mail])
Nathan Arnett— Environmental Affairs Department MCAS Cherry Point ([e-mail])
Craven County Inspections—Shelton Toler([e-mail])
Washington Regional Office
D
E��- North Carnlina Department of Environmental Quality Division of Energy.Mineral and Land Resources
Washington Regional Office 9 l Washington Square Mall : Washington North Carolina 27889
.,n <,o2<rR.�..�rei4ri� /�� 2529.16.6481

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL, AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
STATE STORMWATER MANAGEMENT PERMIT
OTHER PERMIT
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
MCAS Cherry Point
P-134 Physical Security— Slocum Road
FOR THE
construction of a Public Liner Project in compliance with the provisions of Session Law
2008-211 and 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules") and
the approved stormwater management plans and specifications, and other supporting
data as attached and on file with and approved by the Division of Water Quality and
considered a part of this permit.
The Permit shall be effective from the date of issuance until rescinded and shall be
subject to the following specific conditions and limitations:
I. DESIGN STANDARDS
1. The runoff from the impervious surfaces has been directed away from surface
waters as much as possible.
2. This permit covers the construction of 1,532,506 square feet of built-upon area
allocated to the Security Road,
3. The amount of built-upon area has been minimized as much as possible.
4. Best Management Practices are employed to minimize water quality impacts.
6. Approved plans and specifications for projects covered by this permit are
incorporated by reference and are enforceable parts of the permit and shall be
kept on file by the permittee at all times.
�I'

7. The only runoff conveyance systems allowed will be vegetated conveyances
such as swales with minimum side slopes of 3:1 (H:V) as defined in the
stormwater rules and approved by the Division.
8. No piping is allowed except that minimum amount necessary to direct runoff
beneath an impervious surface such as a road or to provide access.
II. SCHEDULE OF COMPLIANCE
1. The permittee shall at all times provide adequate erosion control measures in
conformance with the approved Erosion Control Plan.
2. 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.
3. The permittee shall submit ail information requested by the Director or his
representative within the time frame specified in the written information request.
4. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction for the
following items:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision, acquisition, or sale of the project area in whole or in
part. The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering or piping any vegetative conveyance shown on the
approved plan.
5. During construction, erosion shall be kept to a minimum and any eroded areas of
the swales or other vegetated conveyances will be repaired immediately
6. The permittee shall at all times provide the operation and maintenance necessary
to operate the permitted stormwater management systems at optimum efficiency
to include:
a. Inspections
b Sediment removal.
c. Mowing, and re-vegetating of the side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
7. Within 30 days of completion of the project, the permittee shall certify in writing
that the project has been constructed in accordance with the approved plans.
8. The Director may determine that other revisions to the project should require a
modification to the permit.

III. GENERAL CONDITIONS
1. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to an enforcement action by the Division of Water Quality,
in accordance with North Carolina General Statutes 143-215.6A to 143-215.6C.
2. The permit issued shall continue in force and effect until revoked or terminated.
3. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance, or
termination does not stay any permit condition.
4. 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 2008-
211 and Title 15A of the North Carolina Administrative Code, Subchapter
2H.1000; and North Carolina General Statute 143-215.1 et. al.
5. The permit is not transferable to any person except after notice to and approval
by the Director. The Director may require modification or revocation and
reissuance of the permit to change the name and incorporate such other
requirements as may be necessary. A formal permit request must be submitted
to the Division of Water Quality accompanied by the appropriate fee,
documentation from both parties involved, and other supporting materials as may
be appropriate. The approval of this request will be considered on its merits, and
may or may not be approved. The permittee is responsible for compliance with
the terms and conditions of this permit until such time as the Director approves
the transfer.
6. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state and federal) which have jurisdiction.
7. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
Permit issued this the 7th day of May 2021.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
For Brian Wrenn, Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW7210402

P-134 Physical Security— Slocum Road
Stormwater Permit No. SW7210402
Craven County
Designer's Certification
as a duly registered in
9
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 are a part of this Certification.
Noted deviations from approved plans and specifications:
SEAL
Signature
Registration Number
Date

Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built-upon area.
3. All the built-upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/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 parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
cc: NCDENR-DEMLR Regional Office
Craven County Building Inspections

,fieSTATEry"stkt,
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,
4
ROY COOPER
_ A
Governor
DIONNE DELLI-GATTI
Secretor y `§P vNsz
BRIAN WRENN NORTH CAROLINA
Director Environmental Quality May 7, 2021
MCAS Cherry Point
Attn: Anthony Ference — Deputy Facilities Director
PSC Box 8006
Cherry Point, NC 28533
Subject: State Stormwater Management Permit No. SW7210401
P-134 Physical Security—Slocum Road Visitor Center
Low Density Project—Craven County
Dear Anthony Ference:
The Washington Regional Office received a complete, State Stormwater Management Permit
Application for the subject project on April 2, 2021. Staff review of the plans and specifications
has determined that the project, as proposed, complies with the Stormwater Regulations set forth
in 15A NCAC 2H.1000 amended on January 1, 2017 (2017 Rules). We are hereby forwarding
Permit No. SW7210401 dated May 7, 2021, for the construction of the built-upon areas (BUA)
and vegetated conveyances associated with the subject project.
This permit shall be effective from the date of issuance until rescinded and the project shall be
subject to the conditions and limitations as specified therein and does not supersede any other
agency permit that may be required. Failure to comply with these requirements will result in
future compliance problems. Please note that this permit is not transferable except after notice to
and approval by the Division.
This cover letter, attachments, and all documents on file with DEMLR shall be considered part
of this permit and is herein incorporated by reference.
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 permit. You should contact the OAH with all questions regarding the filing fee (if
a filing fee is required) and/or the details of the filing process at 6714 Mail Service Center,
Raleigh,NC 27699-6714, or via telephone at 919-431-3000, or visit their website at
www.NCOAH.com. Unless such demands are made this permit shall be final and binding.
If you have any questions concerning this permit, please contact Carl Dunn in the Washington
Regional Office, at [phone] or [e-mail].
Sincerely,
4,ni.4Z- a
fr." L.<:---
William Carl Dunn, PE
Division of Energy, Mineral and Land Resources
Enclosures: Attachment A—Designer's Certification Form
Attachment B—Built-Upon Area Allocation
Application Documents
cc: Robyn Niss—Kimley Horn and Associates([e-mail])
Nathan Arnett—Environmental Affairs Department MCAS Cherry Point([e-mail])
Craven County Inspections—Shelton Toler([e-mail])
Washington Regional Office
North Carolina Department of Environmental Quality I Division of Energy.Mineral and Land Resources
Washington Regional office 943 Washington Square Mall Washington,North Carolina 27889
Oepartmalloirmi,onmenr,iaanN // 252.946.6481

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL, AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
LOW DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
MCAS Cherry Point
P-134 Physical Security- Slocum Road Visitor Center
Craven County
FOR THE
construction, management, operation and maintenance of built-upon area (BUA) for a 24%
low density project (the "low density area") discharging to Class SC, SW, NSW waters as
outlined in the application, approved stormwater management plans, supplements,
calculations, operation and maintenance agreement, recorded documents, specifications,
and other supporting data (the "approved plans and specifications") as attached and/or on
file with and approved byte Division of Energy, Mineral and Land Resources (the
"Division" or "DEMLR"). The project shall be constructed, operated and maintained in
accordance with these approved plans and specifications. The approved plans and
specifications are incorporated by reference and are enforceable parts of this permit.
This permit shall be effective from the date of issuance until rescinded and shall be subject
to the following specified conditions and limitations. The permit issued shall continue in
force and effect until the permittee files a request with the Division for a permit
modification, transfer, or rescission; however, these actions do not stay any condition. 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 for cause as allowed
by the laws, rules, and regulations contained in 15A NCAC 2H.1000 and NCGS 143-215.1
et.al.
1. BUA REQUIREMENTS. The maximum amount of BUA allowed for the entire project is
101,658 square feet. The BUA requirements and allocations for this project are as
follows:

a. LOW DENSITY AREA BUA LIMITS. The low density area, in the approved plans and
specifications, must not exceed 24%joer the requirements of the stormwater
rules. Within this low density area, this permit approves a percent BUA of 23%
and the construction of a total of 101,658 square feet of BUA.
2. LOW DENSITY AREA REQUIREMENTS. The low density area requirements for this
project are as follows:
a. LOW DENSITY AND CONVEYANCE DESIGN. The low density area is permitted
based on the design criteria presented in the sealed, signed and dated supplement
and as shown in the approved plans and specifications. This low density area and
conveyances must be provided and maintained at the design condition.
b. PIPING. Other than the piping shown on the approved plans, only minimal
amounts of piping under driveways and roads is allowed within the low density
area when it cannot be avoided. No additional piping is allowed.
c. DISPERSED FLOW. The low density area has maximized dispersed flow of
stormwater runoff through vegetated areas and minimized the channelization of
flow.
d. VEGETATED CONVEYANCES. Stormwater runoff that could not be released as
dispersed flow may be transported by vegetated conveyances with minimum side
slopes of 3:1 (H:V) designed to not erode during the peak flow from the 10-year
storm event as defined in the stormwater rules and approved by the Division.
3. STORMWATER OUTLETS. This project should not propose any discharge points that
will have the opportunity to cause erosion during the 10-year storm event.
4. VEGETATED SETBACKS. A 50-foot wide vegetative setback must be provided and
maintained in grass or other vegetation adjacent to all surface waters as shown on the
approved plans. The setback is measured orizontally from the normal pool elevation
of impounded structures, from the top of bank of each side of streams or rivers, and
from the mean high waterline of tidal waters, perpendicular to the shoreline.
a. BUA IN THE VEGETATED SETBACK. BUA may not be added to the vegetated
setback except as shown on the approved plans or in the following instances
where the BUA has been minimized and channelizing runoff from the BUA is
avoided:
i. Water dependent structures; and
ii. Minimal footprint uses such as poles, signs, utility appurtenances, and
security lights that cannot practically be located elsewhere.
5. RECORDED DOCUMENT REQUIREMENTS. The stormwater rules require the
following documents to be recorded with the Office of the Register of Deeds:
a. ACCESS AND/OR EASEMENTS. The entire stormwater conveyance system and
maintenance accesses must be located in public rights-of-way, dedicated common
areas that extend to the nearest public right-of-way, and/or permanent recorded
easements that extend to the nearest public right-of-way for the purpose of
inspection, operation, maintenance, and repair.
b. OPERATION AND MAINTENANCE AGREEMENT. The operation and maintenance
agreement must be recorded with the Office of the Register of Deeds.

c. FINAL PLATS. The final recorded platsmust reference the operation and
maintenance agreement and must also show all public rights-of-way, dedicated
common areas, and/or permanent drainage easements, in accordance with the
approved plans.
6. MODIFICATIONS. No person or entity, including the permittee, shall alter any
component shown in the approved plans and specifications. Prior to the construction
of any modification to the approved plans, the permittee shall submit to the Director,
and shall have received approval for modified plans, specifications, and calculations
including, but not limited to, those listed below. For changes to the project that
impact the certifications, a new or updated certification(s), as applicable,will be
required and a copy must be submitted to the appropriate DEQ regional office upon
completion of the modification.
a. Any modification to the approved plans and specifications, regardless of size
including the BUA, details, etc.
b. Redesign or addition to the approved amount of BUA or to the drainage area.
c. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project and/or property area as reported in the approved plans and
specifications.
d. Altering, modifying, removing, relocating, redirecting, regrading, or resizing of any
component of the approved stormwater collection system and/or vegetative
conveyance shown on the approved plan'
e. The construction of any allocated future BUA.
f. The construction of any permeable pavement, #57 stone area, public trails, or
landscaping material to be considered a permeable surface that were not included
in the approved plans and specifications.
g. Other modifications as determined by the Director.
7. CONSTRUCTION. During construction, erosion shall be kept to a minimum and any
eroded areas of the on-site stormwater system will be repaired immediately.
a. PROJECT CONSTRUTION, OPERATION AND MAINTNEANCE. During construction,
all operation and maintenance for the project and stormwater system shall follow
the Erosion Control Plan requirements until the Sediment-Erosion Control devices
are no longer needed.
b. FINAL GRADING. The vegetated areas and vegetated conveyances shall be entirely
constructed and vegetated. Once the final grading is completed and the site is
stabilized, the permittee shall provide and perform the operation and
maintenance as outlined in the applicable section below.

8. CURRENT PERMITTEE NAME OR ADDRESS CHANGES. The permittee shall submit a
completed Permit Information Update Application Form to the Division within 30
days to making any one or more of the following changes:
a. A name change of the current permittee;
b. A name change of the project;
c. A mailing address change of the permittee.
9. DESIGNER'S CERTIFICATION. Upon completion of the project,the permittee shall
determine if the project is in compliance with the approved plans and take the
necessary following actions:
a. If the permittee determines that the project is in compliance with the approved
plans, then within 45 days of completion, the permittee shall submit to the
Division one hard copy and one electronic copy of the following:
i. The completed and signed Designer's Certification provided in
Attachment A noting any deviations from the approved plans and
specifications. Deviations may require approval from the Division;
ii. A copy of the recorded operation and maintenance agreement;
iii. Unless already provided, a copy of the recorded deed restrictions and
protective covenants; and
iv. A copy of the recorded plat delineating the public rights-of-way,
dedicated common areas and/or permanent recorded easements,
when applicable.
b. If the permittee determines that the project is not in compliance with the
approved plans, the permittee shall submit an application to modify the permit
within 30 days of completion of the projector provide a plan of action,with a
timeline,to bring the site into compliance.
10. OPERATION AND MAINTENANCE. The permittee shall provide and perform the
operation and maintenance necessary, as listed in the signed operation and
maintenance agreement to assure that all components of the permitted on-site
stormwater system are maintained at the approved design condition. The approved
operation and maintenance agreement must be followed in its entirety and
maintenance must occur at the scheduled intervals.
a. CORRECTIVE ACTIONS REQUIRED. In the event that the low density area fails to
meet the requirements of low density, the permittee shall take immediate
corrective actions. This includes actions required by the Division and the
stormwater rules such as the construction of additional or replacement on-site
stormwater systems. These additional or replacement measures shall receive a
permit from the Division prior to construction.
b. MAINTENANCE RECORDS. Records of maintenance activities must be kept and
made available upon request to authorized personnel of the Division. The records
will indicate the date, activity, name of person performing the work and what
actions were taken.

11. TRANSFER. This permit is not transferable to any person or entity except after notice
to and approval by the Director. Neither the sale of the project and/or property, in
whole or in part, nor the conveyance of common area to a third party constitutes an
approved transfer of the permit.
a. TRANSFER REQUEST. The transfer request must include the appropriate
application, documentation and the processing fee as outlined in 15A NCAC
02H.1045(2) and must be submitted upon occurrence of any one or more of the
following events:
i. The sale or conveyance of the project and/or property area in whole or in
part;
ii. Dissolution of the partnership, corporate, or LLC entity, subject to NCGS
55-14-05 or NCGS 57D-6-07 and 08;
iii. Bankruptcy;
iv. Foreclosure, subject to the requirements of Session Law 2013-121;
b. TRANSFER INSPECTION. Prior to transfer of the permit, a file review and site
inspection will be conducted by Division personnel to ensure the permit
conditions have been met and that the project and the on-site stormwater system
complies with the permit conditions. Records of maintenance activities performed
to date may be requested. Projects not in compliance with the permit will not be
transferred until all permit and/or general statute conditions are met.
12. COMPLIANCE. The permittee is responsible for complying with the terms and
conditions of this permit and the approved plans and specifications until the Division
approves the transfer request.
a. REVIEWING AND MONITORING FOR COMPLIANCE. The permittee is responsible
for verifying that the proposed BUA within each drainage area and for the entire
project does not exceed the maximum amount allowed by this permit. The
permittee shall review and routinely monitor the project to ensure continued
compliance with the conditions of the permit, the approved plans and
specifications.
b. APPROVED PLANS AND SPECIFICATIONS. A copy of this permit, approved plans,
application, supplements, operation and maintenance agreement, all applicable
recorded documents, and specifications shall be maintained on file by the
permittee at all times.
c. DIVISION ACCESS. The permittee grants Division Staff permission to enter the
property during normal business hours to inspect all components of the permitted
project.
d. ENFORCEMENT. Any individual or entity found to be in noncompliance with the
provisions of a stormwater management permit or the requirements of the
stormwater rules is subject to enforcement procedures as set forth in NCGS 143
Article 21.
e. OBTAINING COMPLIANCE. 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 modified plans and
certification in writing to the Director that the changes have been made.

f. OTHER PERMITS. The issuance of this permit does not preclude the permittee
from obtaining and complying with any and all other permits or approvals that are
required for this development to take place, as required by any statutes, rules,
regulations, or ordinances, which are imposed by any other Local, State or Federal
government agency having jurisdiction. Any activities undertaken at this site that
cause a water quality violation or undertaken prior to receipt of the necessary
permits or approvals to do so are considered violations of NCGS 143-215.1, and
subject to enforcement procedures pursuant to NCGS 143-215.6.
Permit issued this the 7th day of May 2021.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
. Brian Wrenn, Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW7210401

Attachment A
Certification Forms
The following blank Designer Certification forms are included and specific for this project:
• As-Built Permittee Certification
• As-Built Designer's Certification for Low Density Projects
A separate certification is required for each SCM. These blank certification forms may be
copied and used, as needed,for each SCM and/or as a partial certification to address a section
or phase of the project.

AS-BUILT PERMITTEE CERTIFICATION
I hereby state that I am the current permittee for the project named above,and I certify by my signature
below,that the project meets the below listed Final Submittal Requirements found in NCAC 02111042(4) and
the terms,conditions and provisions listed in the permit documents,plans and specifications on file with or
provided to the Division.
❑ Check here if this is a partial certification. Section/phase/SCM #?
❑ Check here if this is part of a Fast Track As-built Package Submittal.
Printed Name Signature
1, ,a Notary Public in the State of
County of ,do hereby certify that
personally appeared before me this day of ,20
and acknowledge the due execution of this as-built certification. (SEAL)
Witness my hand and official seal
My commission expires
Permittee's Certification NCAC.1042(4) Completed/ N/A
Provided
A. DEED RESTRICTIONS/BUA RECORDS
1. The deed restrictions and protective covenants have been Y or N
recorded and contain the necessary language to ensure that the
project is maintained consistent with the stormwater regulations
and with the permit conditions.
2. A copy of the recorded deed restrictions and protective Y or N
covenants has been provided to the Division.
3. Records which track the BUA on each lot are being kept. (See Y or N
Note 1)
B. MAINTENANCE ACCESS
1. The SCMs are accessible for inspection, maintenance and repair. Y or N
2. The access is a minimum of 10 feet wide. Y or N
3. The access extends to the nearest public right-of-way. Y or N
C. EASEMENTS
1. The SCMs and the components of the runoff collection /
conveyance system are located in recorded drainage easements. Y or N
2. A copy of the recorded plat(s) is provided. Y or N
D. SINGLE FAMILY RESIDENTIAL LOTS- Plats for residential lots that y or N
have an SCM include the following:
1. The specific location of the SCM on the lot. Y or N
2. A typical detail for the SCM. Y or N
3

3. A note that the SCM is required to meet stormwater regulations
and that the lot owner is subject to enforcement action as set Y or N
forth in NCGS 143 Article 21 if the SCM is removed, relocated or
altered without prior approval.
E. OPERATION AND MAINTENANCE AGREEMENT Y or N
1. The O&M Agreement is referenced on the final recorded plat. Y or N
2. The O&M Agreement is recorded with the Register of Deeds and y or N
appears in the chain of title.
F. OPERATION AND MAINTENANCE PLAN—maintenance records are
being kept in a known set location for each SCM and are available for Y or N
review.
G. DESIGNER'S CERTIFICATION FORM - has been provided to the Y or N
Division.
Note 1-Acceptable records include ARC approvals,as-built surveys,and county tax records.
Provide an explanation for every requirement that was not met, and for every"N/A" below.
Attach additional sheets as needed.

AS-BUILT DESIGNER'S CERTIFICATION FOR LOW DENSITY PROJECTS
I hereby state that I am a licensed professional and I certify by my signature and seal below,that I have
observed the construction of the project named above to the best of my abilities with all due care and
diligence,and that the project meets all of the MDC found in 15A NCAC 02H.1003,in accordance with the
permit documents,plans and specifications on file with or provided to the Division,except as noted on the
"AS-BUILT"drawings,such that the intent of the stormwater rules and the general statutes has been
preserved.
❑Check here if this is a partial certification. Section or phase
❑ Check here if this is part of a Fast-Track As-Built Package Submittal per 15A NCAC 02H.1044(3).
❑ Check here if the Designer did not observe the construction but is certifying the project.
❑ Check here if pictures of the project are provided.
Printed Name Signature
NC Registration Number Date
Consultant's Mailing Address:
SEAL:
City: State: Zip:
Phone:f )
Consultant's Email address:
O Circle N if the as-built value differs from the Plan/permit. If N is circled,provide an explanation on page 3,
O N/E = Not Evaluated(provide explanation on page 2). ON/A= Not Applicable to this project/plan.
Consultant's Certification(MDC 15A NCAC 02H.1003)
Project Density and Built-Upon Area @As-built ON/E ON/A
1. The project has areas of high density based on natural drainage y or N
area boundaries,variations in land use or construction phasing.
2. The project's built-upon area does not exceed the maximum limit y or N
specified in the permit.
Dispersed Flow ®As-built OO N/E ©N/A
1. The project maximizes dispersed flow through vegetated areas y or N
and minimizes channelized flow.

Vegetated Conveyances OO As-built OWE ON/A
1. Stormwater that is not released as dispersed flow is transported Y or N
by vegetated conveyances.
2. The project has a minimal amount of non-vegetated conveyances y or N
to reduce erosion.
3. Other than minimal piping under driveways and roads,no piping Y or N
has been added beyond what is shown on the approved plans.
4. Side slopes are no steeper than 3H:1V. Y or N
5. The conveyance does not erode in response to the peak flow from the y or N
10-year storm.
Curb outlet systems(if applicable) OO As-built OO N/E OO N/A
1. The swale or vegetated area can carry the peak flow from the y or N
10-year storm at a non-erosive velocity.
2. The longitudinal slope of the swale or vegetated areas does not exceel Y or N
5%.
3. The swale has a trapezoidal cross-section and a minimum bottom wic y or N
of two feet.
4. The minimum length of the swale or vegetated area is 100 feet. Y or N
5. Side slopes are no steeper than 3H:1V. Y or N
6. The project utilizes treatment swales designed per Section.1061 y or N
in lieu of the curb outlet system requirements.
Vegetated Setbacks(if applicable) OOAs-built ON/E ON/A
1. The width of the vegetated setback is at least 50'. Y or N
2. The width of the vegetated setback has been measured from the norrr
pool of impounded waters,the MHW line of tidal waters, Y or N
or the top of bank of each side of rivers or streams.
3. The vegetated setback is maintained in grass or other vegetation. Y or N
4. BUA that meets the requirements of NCGS 143-214.7(b2)(2)is locate y or N
in the setback.
5. BUA that does NOT meet the requirements of NCGS 143-214.7(b2)(2)
located within the setback and is limited to:
• Publicly-funded linear projects (road,greenway,or sidewalk) y or N
• Water dependent structures
• Minimal footprint uses such as poles,signs,utility
appurtenances,and security lights.
6. The amount of BUA within the setback is minimized,and Y or N
channeling of the runoff from the BUA has been avoided.

7. Stormwater is not discharged(via swale or pipe) through a
vegetated setback.Stormwater is released at the edge of the Y or N
setback and allowed to flow through the setback as dispersed flow.
Outlets ®As-built ON/E ON/A
1. Stormwater outlets do not cause erosion downslope of the y or N
discharge point during the peak flow from the 10-year storm.
Variations OAs-built ON/E . ON/A
1. The project has variations from the MDC that were not previously Y or N
approved. (Modification may be required.)
Deed restrictions(if applicable) ®As-built ON/E ON/A
1. Deed restrictions are recorded and ensure that the project and
the BUA will be maintained in perpetuity consistent with the Y or N
permit,approved plans,and specifications.
For Subdivisions Only(Residential or Commercial) OO As-built ON/E ON/A
1. The number of platted lots is consistent with the approved plans. Y or N
2. The project area is consistent with the approved plans. Y or N
3. The layout of the lots and streets is consistent with the approved y or N
plan.
4. The width/radius of streets,paved accesses,cul-de-sacs and sidewal Y or N
is consistent with the approved plan.
5. No piping,other than those minimum amounts needed under a Y or N
driveway or under a road,has been added.
6. The lot grading,road grading,vegetated conveyances,piping, y or N
inverts,and elevations are consistent with the approved plans.
Provide an explanation below for every MDC that was not met,and for every item marked"N/A"or
"N/E."Attach additional pages as needed.
1

P-134 Physical Security, Slocum Road
Marine Corps Air Station
Cherry Point, North Carolina
DESIGN DEVELOPMENT
LID AND STORMWATER CALCULATIONS
Prepared By:
Kimley >>> Horn
January 28, 2021

Contents
Overview 3
Pre-Development Site Conditions 3
Post-Development Site Conditions 3
Site Design Criteria 3
Stormwater Modeling and Analysis 5
Stormwater Management Control Selection 6
Stormwater Management Compliance—By Point of Analysis 8
Closed Stormwater Conveyance System 12
Conclusion 12
APPENDIX A — DRAINAGE AREA SUMMARY AND DRAINAGE AREA MAPS
APPENDIX B — PRECIPITATION DATA AND EISA STORM CALCULATION
APPENDIX C — PEAK FLOW SUMMARY AND POND PACK RESULTS
APPENDIX D — GEOTECHNICAL REPORT EXCERPTS
APPENDIX E — SWALE CALCULATIONS
APPENDIX F — STORM CAD CALCULATIONS
APPENDIX G — SPREAD CALCULATIONS
APPENDIX H — DOWNSTREAM ANALYSIS (POA 2B AND 3)

Overview
The P-134 Physical Security, Slocum Road project consists of realigning the existing Slocum Road in order
to provide a complete Entry Control Facility for Marine Corps Air Station Cherry Point.
This project disturbs 76 acres, and overall the impervious area increases from 15%to 40%.The increased
runoff from this increase in impervious area must be managed per Section 438 of the Energy
Independence and Security Act (EISA or Section 438) and North Carolina General Assembly Session Law
2008-211,which is enforced by North Carolina Department of Environmental Quality(NCDEQ) and North
Carolina Department of Transportation (NCDOT). The stormwater management controls for this Project
are designed to comply with the regulations set forth by EISA, NCDEQ, and the NCDOT.
Pre-Development Site Conditions
The Pre-Developed site consists of portions of existing Slocum Road and a heavy forested terrain that
drain to seven (7) points of analysis. Pre-development watershed maps are located in Appendix A and
identify the 7 points of analysis and delineate the areas discharging to each point. The project area is
relatively flat resulting in wetland areas along the proposed road alignment. An effort is made to minimize
impacts to the wetlands to the maximum extent practical without sacrificing design intent, however,there
will be wetland impacts included in this project scope.
Post-Development Site Conditions
The project improvements include a roadway, two-lane bridge, several facilities including a visitor center
and parking lot and supporting infrastructure. Based on the type of development,the project is classified
in two ways, linear and site development.The site development portion of the project includes the visitor
center and associated parking lot while the remainder of the improvements are considered linear.
Pre-developed stormwater drainage patterns are mimicked in post-developed conditions where practical
and utilize the same aforementioned site points of analysis as pre-development. Post- development
watershed maps are located in Appendix A.
The stormwater management for the project is developed to minimize the downstream effects of
development at the Site. Stormwater management controls are proposed in order to control the
stormwater runoff and maintain compliance with Federal and State regulations.
The stormwater management for this Project is designed to comply with the regulations set forth by EISA,
NCDEQ's Stormwater Design Manual, and the NCDOT's Stormwater Best Management Practices Toolbox.
These design manuals are followed to the maximum extent practical for the design of the Site
Development Plans and this Calculation package.
Site Design Criteria
EISA Regulations for Development

"Section 438 of the Energy Independence and Security Act" (EISA or Section 438) requires site
development to maintain or restore the predevelopment hydrology. In order to meet this regulation, low
impact development is encouraged including stormwater runoff infiltration, harvesting and reuse. EISA
recognizes the 95th percentile storm as a common storm event and therefore a practical design storm.
The overall project, both linear and site development improvements, must satisfy EISA standards and
requirements, including detention of the 95th percentile storm event (referred hereon as the EISA event)
to the maximum extent practical. However, due to site constraints, full detainment of the EISA event is
not feasible and the stormwater management system was designed to control post-development
discharge rates to the extent possible.
NCDOT Regulations for Linear Design
The linear portion of the project is designed in accordance with NC DEQ administrative code 15A NCAC
02H .1001(1)(c).
NC DEQ administrative code 15A NCAC 02H .1001(1)(c) states the following.
(1) APPLICABILITY. This Section shall apply to development projects and major modifications of
development projects for residential, commercial, industrial, or institutional use that are subject to
one or more of the post-construction stormwater management programs listed in Item (2)of this
Rule. This Section shall not apply to:
(c)linear transportation projects undertaken by an entity other than the NCDOT when:
(i) the project is constructed to NCDOT standards and is in accordance with the NCDOT
Storm water Best Management Practices Toolbox(Version 2,April 2014 Edition)which is herein
incorporated by reference, including any subsequent amendments and editions, and may be
accessed at no cost at
https://connect.ncdot.gov/resources/hydro/HSPDocuments/2014 BMP Toolbox.pdf;
(ii) upon completion, the project will be conveyed either to the NCDOT or another public entity
and will be regulated in accordance with that entity's NPDES MS4 stormwater permit;and
(iii) the project is not part of a common plan of development.
The project meets Item (1)(c), therefore, stormwater management for the linear improvements of the
project shall be designed to meet the NCDOT Stormwater Best Management Practices Toolbox.
Stormwater management for the linear improvements will use a combination of vegetated swales, a wet
detention basin, and outlet control structures within the swales to meet the NCDOT requirements. The
roadside swales are designed per the NCDOT's Stormwater BMP Toolbox and are used for conveyance
and quantity control.The swales are designed to treat the volume of runoff from the 2-year storm and to
safely convey the 10-year storm discharge with at least 6 inches of freeboard.The swales are designed to
convey the 2-year and 10-year discharges at permissible velocities for the appropriate lining material. In
certain portions of the roadside swales, rock check dams are utilized to provide additional storage volume
and discharge control to the downstream portion of the swale. Outlet control structures are located at
the discharge points of the swales to control post-development peak flow rates. Two detention basins

provide additional storage volume and control of post-development discharges. The wet detention basins
are sited south of the visitor center and east of the gate house canopy.
NCDEQ Regulations for Site Development
The visitor center and parking lot portion of the project classify as site development and are designed to
comply with NCDEQ regulations. The total built-upon area (BUA) or impervious area of the visitor center
and parking lot is less than 24%of the total permit area and qualifies as a Low-Density Project. The visitor
center development must comply with NC DEQ administrative code 15A NCAC 02H .1003 and Part E-1
"Low Density Projects" of NCDEQ's Stormwater Design Manual. Part E-1 states that Low Density projects
do not require stormwater control measures. The visitor center development satisfies the design
requirements for low density projects as directed by NC DEQ administrative code 15A NCAC 02H .1003(2)
because the design limits BUA, maximizes dispersed flow, and utilizes vegetated stormwater conveyances
to help protect hydrology of the receiving stream and prevent erosion.
Stormwater Modeling and Analysis
Design Criteria
In order to meet EISA, NCDEQ and NCDOT regulations, the site design must attenuate and treat
stormwater runoff. Wet detention basins and detention treatment swales are proposed and discussed in
further detail below. The following is the data used in the stormwater management analysis.
The 24-hour rainfall depths for the site location were obtained from NOAA. A summary of the storm
depths is below. A full copy of the NOAA precipitation information is included in Appendix B.
To satisfy the stormwater requirements of "Section 438 of the Energy Independence and Security Act"
(EISA or Section 438),the 95th percentile storm event was calculated at Cherry Point, NC utilizing historical
data. Refer to Appendix B for the calculation of the EISA storm. The 95th percentile rainfall depth is
included in the table below.
Storm Event 24 Hour Rainfall Depth(inches)
95th% (EISA) 2.18
1-year 3.57
2-year 4.35
10-year 6.70
100-year 11.20
The stormwater runoff calculations are completed using the SCS TR-55 runoff curve number method in
Bentley's PondPack modeling software. Refer to Appendix C for a summary of the drainage area data,
curve number and time of concentration, and the modeling results.Assumptions for the input values that
are used in the PondPack model are described below.
Curve number is calculated based on land cover and hydrologic soil characterization. Land cover in the
existing condition is based on topographical survey and aerial imagery and varies between impervious,
turf and forest. The proposed land cover is based on improvements associated with the project.
Hydrologic soil groups are determined based on soil boring data collected by the geotechnical engineer.

The top stratum of soil is mostly sand with a mix of silt and clay so, a HSG B is used for the calculations.
Excerpts from the geotechnical report are included in Appendix D.
Land Type Hydrologic Soil Group Curve Number
Woods B 55
Open Space (Good Condition) B 61
Impervious B 98
Time of concentration values are calculated for each drainage area. A minimum value of 0.10 hours or
6.0 minutes was used, per TR-55.
The following Manning's roughness coefficients were used in the analysis.
Surface Description Manning's n
Concrete 0.013
Grass swales 0.03
PVC 0.01
H DP E 0.012
Stormwater Management Control Selection
In order to meet EISA, NCDOT and NCDEQ regulations, several BMPs are utilized including treatment
swales and wet detention ponds. The BMPs collect, treat and detain the stormwater runoff from the
proposed improvements. The linear portion of the project is collected in treatment swales and/or a wet
detention pond.The swales are sized to provide conveyance and treatment per NCDOT requirements and
detention to meet EISA requirements.The site portion of the project is collected in a wet detention basin
which is sized to provide quantity control to meet EISA requirements. Below sections detail the design of
the selected BMPs.
Treatment Swale Design
Vegetated stormwater swales are proposed to treat and detain the roadway drainage and provide
compliance with NCDOT and EISA regulations. The treatment swales meet the design criteria outlined in
the NCDOT Stormwater Best Management Practices Toolbox Chapter 6 for Swales.
The swales will be vegetated and lined with an erosion control matting. The side slopes vary with a
maximum side slope of 3H:1V. The swales are trapezoidal in shape and the base width varies from 2-6
feet wide. The longitudinal slope is less than 4%to comply with a maximum design velocity of 2.0 ft/s for
the 2-year storm event and 4.0 ft/s for the 10-year storm event.
The treatment swales are sized to treat the 2-year discharge at low velocities and to convey the 10-year
discharge at nonerosive velocities with a minimum of 6 inches of freeboard or 1 foot of freeboard where
possible. The swales will convey the 100-year storm event without overtopping. The swale calculations
are included in Appendix E.

Where further detention is required to comply with EISA regulations, outlet control structures are
proposed at the swale outfall locations to detain the 95th percentile storm event. The outlet control
structures consist of a riser structure with a trash rack and a low flow orifice. Refer to the"Outlet Control
Structure Information" Table on the design plans and the routing results in Appendix C for more
information.
Wet Detention Pond 1 Design
Wet Pond 1 is located south of the visitor center and west of new Slocum Road, outside of the clear
recovery zone for the roadway.
Wet Pond 1 will utilize an outlet control structure. The outlet control structure has a riser with trash rack
and a permanent pool orifice to stabilize the ground water elevation. The riser elevation is elevated to
attenuate the 95th percentile EISA storm.A gabion basket forebay is proposed at the point of concentrated
inflow. An emergency spillway is not required and therefore not proposed; however,the pond is designed
to provide 6 inches of freeboard between the top of the pond and the pond water surface elevation in
the 100-year storm event.
Wet Detention Pond 2 Design
Pond 2 is located southeast of the gate house, between the proposed Slocum Road and the proposed
Alexander Road relocation, outside the roadway clear recovery zone.
Pond 2 is designed per Chapter 12-Wet Detention Basin of the NCDOT Stormwater Best Management
Practices Toolbox to provide stormwater quality treatment for the contributing drainage area. Refer to
Appendix C for design calculations.The basin has been sized to provide temporary storage for the water
quality volume(WQv)above the permanent pool and to release this volume over 2 to 5 days via a properly
designed outlet control structure. The water quality volume is based on the runoff generated from the
new built upon area for 80 to 90% average annual rainfall as calculated per the guidance in Chapter 2 of
the NCDOT Stormwater Best Management Practices Toolbox. For this project location, the water quality
design storm is the 1.5" rainfall event.Additionally,the basin has been sized to provide 1 foot of freeboard
during the 50-year storm event. The basin will have a permanent pool depth of 3 feet with 1 foot of
additional depth provided for storage of sediment.The basin is designed with 4H:1V side slope above the
permanent pool with a 10 feet wide vegetated shelf that extends 6 inches above and below the permanent
pool elevation. Below the permanent pool elevation and vegetated shelf, a 3H:1V side slope will extend
to the bottom of the proposed basin. Forebays at each point of concentrated inflow are designer per
Chapter 7-Forebay of the NCDOT Stormwater Best Management Practices Toolbox.
Pond 2 utilizes an outlet control structure with low-flow orifices to attenuate the 95th percentile EISA
storm and NCDEQ water quality storm. The outlet control structure will have two low flow orifices
(drawdown device) set at the permanent pool elevation. The top of the structure will be set above the
WQv elevation. The outlet structure will be equipped with a track rack. The structure is sized to safely
convey large storm events. An emergency spillway is not required or proposed since a minimum of 6
inches of freeboard between the top of bank and 100-year water surface elevation is provided.

Stormwater Management Compliance — By Point of Analysis
Based on the existing points of discharge from the project site, the stormwater runoff is evaluated at
seven (7) points of analysis. At each of these discharge points, the applicable stormwater requirements
are met and discussed in further detail below.
Outfall 1
Drainage area 1 consists of existing Slocum Road between project Station 103 to 122. The road is being
realigned and widened through this section of the project to connect the proposed Slocum Road
alignment to the existing road. Stormwater management controls in this drainage area are designed to
meet the design requirements of EISA and NCDOT Regulations for Linear Design.
The impervious area is reduced in the post-development condition due a section of existing Slocum Road
to the east of the project limits being rerouted to Outfall 3A; therefore, no stormwater management
controls are required for Outfall 1. There are proposed conveyance swales on both sides of the road to
safely convey the road runoff.The swales are designed in accordance with Chapter 6-Swales of the NCDOT
Stormwater Best Management Practices Toolbox to satisfy the NCDOT stormwater requirements. The
post-development runoff is reduced from the pre-development runoff, thus satisfying the EISA
component of the design. See table below for a summary of peak flows in the pre- and post-developed
conditions.
Existing (cfs) Proposed (cfs)
EISA 3.70 2.56
10-year 50.12 33.24
100-year 106.37 70.22
Outfall 2A
Drainage area 2A consists of a section of the existing Alexander Road and grass and forested areas in the
pre-development condition which discharges into the residential storm sewer system which ultimately
outfalls to Central Gates Road Pond.The discharge point for drainage area 2A is a storm system that is not
sized appropriately so it experiences flooding in existing conditions at the intersection of Hertford Road
and Alexander Road. In the post-developed condition,the area that discharges to outfall 2A is reduced by
directing the site improvements in this area to Outfall 3. See table below for a summary of peak flows in
the pre- and post-developed conditions. Note that this area is part of an existing permit which will be
modified to account for the change in drainage area. The increase in peak flow during the EISA storm is
attributed to the calculation methodology and negligible.
Existing (cfs) Proposed (cfs)
EISA 0.26 0.57
10-year 36.23 22.57
100-year 95.22 54.18

Outfall 2B
Drainage area 2B consists of a section of existing Catawba Road and grass areas in the pre-development
condition which discharges into the residential storm sewer system that ultimately discharges to
Chatham Road Pond. In the post-developed condition, the residential street remains per the base bid or
is reconfigured per the Alexander Road Bid Option. In the bid option scenario, an increase in impervious
area occurs so,the peak flow calculations were performed based on the increase in impervious area.
See table below for a summary of peak flows in the pre-and post-developed conditions. Note that this
area is part of an existing permit which will be modified to account for the additional impervious area.
Existing (cfs) Proposed (cfs)
EISA 0.74 1.60
10-year 14.78 21.53
100-year 32.83 45.71
The change in land cover condition increases the peak flow rate within the existing storm system so, the
downstream system was analyzed to confirm adequacy.The existing storm pipe at this outfall point has a
diameter of 24" and was modeled with the peak flow calculated above.A downstream tailwater of 0.8*D
plus the invert elevation was used in the analysis. The calculation confirms the hydraulic grade line is
contained and no flooding will occur due to the increase in peak flow. Refer to Appendix H for
downstream analysis data.
Outfall 3a
Drainage area 3a consists of grass and forested areas in the existing condition and discharges into the
natural conveyance system located centrally in the project area. In the proposed condition, drainage area
3a includes portions of Slocum Road that discharged to outfall 1 in the pre-developed condition but are
directed to this outfall in the post-developed condition due to a change in the road profile which prohibits
the existing ditches from discharging to outfall 1. No proposed improvements occur in this drainage area
besides the ditch grading necessary to direct flows to the proposed bypass ditch. See table below for a
summary of peak flows in the pre- and post-developed conditions. The increase in peak flow during the
EISA storm is attributed to the calculation methodology and negligible.
Existing (cfs) Proposed (cfs)
EISA 0.09 0.74
10-year 39.36 29.70
100-year 103.93 70.65
Outfall 3
Drainage area 3 consists of grass and forested areas in the existing condition and discharges into the
natural conveyance system located centrally in the project area. In the proposed condition, Drainage area
3 includes the proposed visitor center and associated parking area and a section of proposed Slocum Road.
The road portion complies with NCDOT regulations by providing treatment swales that are designed in
accordance with Chapter 6-Swales of the NCDOT Stormwater Best Management Practices Toolbox. The

visitor center and parking lot are considered low-density site development and therefore no stormwater
controls are required.This area is directed into wet pond 1 which is designed for detention only,to lower
the post-development runoff flows to the extent practical to satisfy EISA requirements. See table below
for a summary of peak flows in the pre-and post-developed conditions.
Existing (cfs) Proposed (cfs)
EISA 1.18 0.41
10-year 42.53 57.29
100-year 99.23 81.60
Due to the high groundwater in this area and natural resources constricting the site improvements, the
BMPs are limited in size and depth so, the peak flow rate in the design storm events is attenuated to the
maximum extent practical. A downstream analysis of the natural stream is performed to confirm
adequacy in the 10-year storm.The total drainage area to this outfall point in the pre-developed condition
is approximately 33 acres, including on site area. This area equates to roughly 96 cfs of peak flow in the
10-year storm. During the same storm event, the peak flow contributing to this outfall point in the post-
developed condition from on-site increases by 15 cfs. So, the stream was analyzed for 111 cfs to confirm
adequacy.The stream at this outfall point has a 6' bottom width and 3:1 side slopes and is approximately
5' deep. In the 10-year storm during pre-developed conditions, the stream has a normal depth of 2.3'. In
the post-developed conditions the stream has a normal depth of 2.5'.The water surface elevation remains
within the banks for the 10-year storm so, the stream is adequate for the post-developed peak flow rate.
Refer to Appendix H for downstream analysis data.
Outfall 4
Drainage area 4 consists of a section of the existing Alexander Road and a portion of the residential area
to the south of the project area in the pre-development conditions. This area discharges to the existing
stream that crosses under the existing Alexander Road.Stormwater management controls in this drainage
area are designed to meet the design requirements of EISA and NCDOT Regulations for Linear Design.
In the post-development conditions, Drainage area 4 collects runoff from the proposed Slocum Road and
from a portion of the residential area to the south of the project area. Most of drainage area 4 is collect
in the proposed roadway storm drainage system and discharged into Pond 2. Pond 2 is designed in
accordance with Chapter 12-Wet Detention Basin of the NCDOT Stormwater Best Management Practices
Toolbox to satisfy the NCDOT stormwater requirements. Pond 2 then discharges downstream to a
treatment swale. The other areas of Slocum Road within the drainage area are collected in treatment
swales on both sides of the road.The treatment swales are designed in accordance with Chapter 6-Swales
of the NCDOT Stormwater Best Management Practices Toolbox to satisfy the NCDOT stormwater
requirements. Storage provided in Pond 2 and the swales along with outlet control structures with low-
flow orifices in both Pond 2 and at the low points in the swales is utilized to detain the EISA storm event
and control discharge to Outfall 4. Drainage area 4 will also consist of the proposed realigned Alexander
Road, if the bid option is constructed. A portion of Alexander Road will be collected in a storm drainage
system and discharged to Pond 2. The remaining portion of Alexander Road will be collected in a storm
drainage system and discharged directly to Outfall 4 due to site constraints and existing and proposed
topography. Overall, the control measures implemented throughout drainage area 4 will control post-

development flows to below pre-development flows at Outfall 4. See table below for a summary of peak
flows in the pre-and post-developed conditions.
Existing (cfs) Proposed (cfs)
EISA 6.92 2.81
10-year 59.08 42.34
100-year 117.24 90.13
Outfall 5
Drainage area 5 consists of a section of the existing Alexander Road and forested areas in the pre-
development conditions. Stormwater management controls in this drainage area are designed to meet
the design requirements of EISA and NCDOT Regulations for Linear Design.
In the post-development conditions, Drainage area 5 collects runoff from the proposed Slocum Road in
treatment swales on both sides of the road. Near the intersection west of the bridge, roadway runoff is
collected via a storm drain system and conveyed to a treatment swale downstream.The treatment swales
are designed in accordance with NCDOT Stormwater Best Management Practices Toolbox to satisfy the
NCDOT stormwater requirements. Outlet control structures at the low points in the swales are utilized to
control discharge through a low-flow orifice to Outfall 5 for the EISA storm event. See table below for a
summary of peak flows in the pre-and post-developed conditions.
Existing (cfs) Proposed (cfs)
EISA 0.19 0.31
10-year 29.35 53.97
100-year 76.77 123.56
Note that the area discharging to this outfall point includes offsite area that is upstream of the project
and directed through the project site as bypass flow.The road improvements in this area are collected in
the treatment swales which treat and attenuate the peak flow rates to the maximum extent practical.
Natural resource areas occur on both sides of the roadway so,the site is constrained and unable to provide
additional attenuation onsite. Due to the increase in peak flows, a level spreader is proposed to disperse
the velocity at the discharge point and not cause damage to the downstream wetlands.
Outfall 6
Drainage area 6 consists of a section of the existing Alexander Road to the intersection with Slocum Road
prior to the bridge in the pre-development conditions.A small portion of forested area makes up drainage
area 6 in the pre-development conditions. In the post-development conditions, there is no Drainage area
6 and no discharge to the manmade Outfall 6. Due to the rerouting of drainage area from this discharge
point, it meets EISA and NCDOT requirements. See table below for a summary of peak flows in the pre-
and post-developed conditions.
Existing (cfs) Proposed (cfs)
EISA 0.34 0.00

10-year 7.76 0.00
100-year 17.50 0.00
Outfall 7
Drainage area 7 consists of existing Slocum Road east of the bridge across Alligator Gut. In the post-
developed condition, the roadway is widened so there is an increase in impervious area. Stormwater
management controls in this drainage area are designed to meet the design requirements of EISA and
NCDOT Regulations for Linear Design.
The existing road is crowned and runoff is collected in drainage swales and flows west where it outfalls
directly into Alligator Gut. In the proposed condition the roadway runoff is collected in a treatment swale
on the south side of the road. The treatment swale is designed in accordance with NCDOT Stormwater
Best Management Practices Toolbox to satisfy the NCDOT stormwater requirements. A check dam
functions as an outlet control structure at the low point in the swale to control discharge to Outfall 7 to
comply with EISA and NCDOT.See table below for a summary of peak flows in the pre-and post-developed
conditions.
Existing (cfs) Proposed (cfs)
EISA 3.70 2.41
10-year 45.02 44.06
100-year 95.78 91.13
Closed Stormwater Conveyance System
A closed stormwater conveyance system is proposed on-site in combination with the treatment swales to
collect and convey stormwater across the site. Bentley StormCAD computer software was utilized for the
hydraulic analysis of the stormwater pipes. The collection system is designed to contain the 10-year storm
hydraulic grade line within the system except at the inlets located within swales. The rim elevation of
these inlets is slightly higher than the tailwater elevation so, minimal flooding occurs in the 10-year storm.
Since this flooding occurs within the swales, it is acceptable and not a hazard to the roadway.A minimum
time of concentration value of 5.0 minutes was used. Calculations for the storm system are in Appendix
F. Riprap outlet protection is provided at all pipe discharge locations per NCDOT standards.
The inlet capacities, spacing, and gutter spreads were analyzed for the proposed stormwater structures.
Bentley FlowMaster computer software was utilized for the analysis. The gutter spread calculations were
designed using the 10-year storm event, a minimum time of concentration of 10 minutes, an intensity of
4 inches/hour, and 50% inlet blockage per Table 10-1 "Design Frequency and Spread Criteria for Inlet
Placement" in the "NCDOT Guidelines for Drainage Studies and Hydraulic Design." The maximum
allowable spread is half a lane width plus gutter width which is 8'. Inlets located on grade and in sag are
sited to provide less than 8' spread at all inlet locations. Refer to Appendix G for spread calculations.
Conclusion
Due to the proposed improvements, stormwater BMPs are provided to comply with NCDOT, NCDEQ and
EISA regulations. The treatment swales provide treatment and attenuation for the linear portion of the
roadway in accordance with NCDOT requirements.Wet ponds are proposed to detain peak flow rates and

meet NCDOT and NCDEQ requirements.The stormwater BMPs provide EISA compliance to the maximum
extent practical by attenuating the 95th percentile storm event to pre-developed conditions.

APPENDIX A - DRAINAGE AREA SUMMARY AND DRAINAGE AREA MAPS

Slocum Road - Drainage Areas
By: K Bourke& K Wong Date: 11/6/2020
Pre - Drainage Areas
Pre-Development Condition Area (ac) Total Area CN Tc(min)
Pre-Area 1 13.57 71
Impervious 3.66 98 20
Turf B 9.69 61
Forest B 0.22 55
Pre-Area 2A 21.41 59
Impervious 1.17 98 34
Turf B 7.08 61
Forest B 13.16 55
Pre-Area 28 4.96 68
Impervious 0.99 98 25
Turf B 3.97 61
Forest B 0.00 55
Pre-Area 3A 13.81 57
Impervious 0.30 98 9
Turf B 1.47 61
Forest B 12.04 55
Pre-Area 3 11.38 64
Impervious 1.39 104.15 98 10
Turf B 6.96 61
Forest B 3.03 55
Pre-Area 4 12.23 76
Impervious 5.11 98 15
Turf B 7.01 61
Forest B 0.11 55
Pre-Area 5 15.26 59
Impervious 1.22 98 28
Turf B 1.42 61
Forest B 12.62 55
Pre-Area 6 2.45 67
Impervious 0.59 98 21
Turf B 0.85 61
Forest B 1.01 55
Pre-Area 7 9.08 71
Impervious 2.67 98 8
Turf B 5.00 61
Forest B 1.41 55
*CN calculated in Pond Pack
*Tc calculated in PondPack

Slocum Road - Drainage Areas
By: K Bourke& K Wong Date: 11/6/2020
Post- Drainage Areas
Post-Development Condition Area (ac) Total Area CN Tc(min)
Post-Area 1 7.91 71
Impervious 2.20 98 15
Turf B 5.67 61
Forest B 0.03 55
Post-Area 2A
10.39 63
(Ultimately to Central Gates Road Pond)
Impervious 1.17 98 33
Turf B 5.58 61
Forest B 3.64 55
Post-Area 2B(Ultimately to Chatham Road Pond) 4.64 70
Impervious 1.14 98 10
Turf B 3.50 61
Forest B 0.00 55
Post-Area 3A(Bypass) 12.80 64
Impervious 1.69 98 30
Turf B 6.08 61
Forest B 5.03 55
Post-Area 3B(to Pond 1) 6.34 71
Impervious 1.76 98 9
Turf B 4.58 61
Forest B 0.00 55
Post-Area 3C(to Treatment Swale 1) 6.53 81
Impervious 3.55 98 6
Turf B 2.98 61
Forest B 0.00 55
Post-Area 3D (to Pond 1) 10.40 68
Impervious 2.40 98 11
Turf B 6.09 61
Forest B 1.91 55
Post-Area 4A(to Pond 2) 13.38 77
Impervious 5.88 108.27 98 11
Turf B 7.50 61
Forest B 0.00 55
Post-Area 4B(to Treatment Swale 4 Eastbound) 3.30 73
Impervious 1.10 98 6
Turf B 2.21 61
Forest B 0.00 55

Post-Area 4C(to Treatment Swale 4 Westbound) I 2.97 69
Impervious 0.67 98 6
Turf B 2.30 61
Forest B 0.00 55
Post-Area 4D (to Culvert) 1.32 83
Impervious 0.80 98 6
Turf B 0.52 61
Forest B 0.00 55
Post-Area 5A&5D (Bypass) 9.24 55
Impervious 0.00 98 20
Turf B 0.00 61
Forest B 9.24 55
Post-Area 5B&5C(to Treatment Swales) 9.65 76
Impervious 4.10 98 6
Turf B 4.06 61
Forest B 1.49 55
Post-Area 6 0.00 N/A
Impervious 0.00 98 N/A
Turf B 0.00 61
Forest B 0.00 55
Post-Area 7 9.40 72
Impervious 2.99 98 7
Turf B 5.00 61
Forest B 1.41 55
*CN calculated in Pond Pack
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1 I 2 I 3 I 4 I 5 DRAWFORM REVISION:25 AUGUST 2020
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SHEET NUMBER SHEET NAME SHEET"X"of SHEET NUMBER SHEET NAME SHEET"X"of a
G002 TITLE SHEET-VOLUME 2 1 SS153 BRIDGE-GUARDRAIL ANCHORAGE EXTERIOR PARAPET 1 OF 2 55
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SS154 BRIDGE-GUARDRAIL ANCHORAGE INTERIOR PARAPET 2 OF 2 56 0
G014 SHEET INDEX-VOLUME2 2 SS155 BRIDGE-EXPANSION JOINT SEAL DETAILS 1 OF 4 57
SS101 BRIDGE-GENERAL DRAWING 1 OF 6 3 SS156 BRIDGE-EXP.JT. DETAILS EXTERIOR PARAPET(LEFT)2 OF 4 58
SS102 BRIDGE-GENERAL DRAWING 2 OF 6 4 SS157 BRIDGE-EXP.JT. DETAILS INTERIOR PARAPET 3 OF 4 59
SS103 BRIDGE-GENERAL DRAWING 3 OF 6 5 SS158 BRIDGE-EXP.JT. DETAILS EXTERIOR PARAPET(RIGHT)4OF 4 60
SS104 BRIDGE-GENERAL DRAWING 4OF6 6 SS159 BRIDGE-SUPERSTRUCTURE BILL OF MATERIAL 1 OF 3 61
SS105 BRIDGE-GENERAL DRAWING 5 OF 6 7 SS160 _BRIDGE-SUPERSTRUCTURE BILL OF MATERIAL 2OF 3 62
DSS106 BRIDGE-GENERAL DRAWING 6OF 6 8 SS161 BRIDGE-SUPERSTRUCTURE BILL OF MATERIAL OF 3 63 D
SS107 BRIDGE-LRFR(RATING)SUMMARY 9 SS162 BRIDGE-END BENT 1-1 OF 3 64
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SS114 BRIDGE-PLAN OF SPAN 3 OF 6 16 S5169 BRIDGE-BENT 3-1 OF 2 71
SS115 BRIDGE-PLAN OF SPAN 4 OF 6 17 SS170 BRIDGE-BENT 3 DETAILS-2 OF 2 72
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SS119 BRIDGE-LIGHT POLE BASE DETAILS 2 OF 2 21 SS174 BRIDGE-BENT 5 DETAILS-2OF 2 76
SS120 PLAN OF DRAINAGE SYSTEM-1 OF 6 22 SS175 BRIDGE-BENT 6-1 OF 2 77
SS121 ELEVATION OF DRAINAGE SYSTEM-2OF6 23 SS176 BRIDGE-BENT 6 DETAILS-2OF2 78 __
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9 SS137 BRIDGE-ELASTOMERIC BRG. DETAILS 2 OF 2 39 SS192 BRIDGE BENT 14 DETAILS 2 OF 2 94 NAVY
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SS144 BRIDGE METAL RAIL POST SPACING 7 OF 9 46 L.L
6 SS145 BRIDGE-METAL RAIL POST SPACING AND DETAILS 8 OF 9 47 SS200 BRIDGE-RIP RAP DETAILS 102 (f)
3 SS201 BRIDGE-APPROACH SLAB 1 OF 2 103 SAOSFACTORY TO DATE MM/DDIYY Cl)
SS146 BRIDGE-END OF RAIL DETAILS 9 OF 9 48
SS202 BRIDGE APPROACH SLAB DETAILS 2 OF 2 104 DES EAS DRW TMG CHK RMN U
SS147 _BRIDGE CONCRETE PARAPET PLAN 1 OF 6 49 PM/DM
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NAVFAC DRAWING NO.
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al SHEET 2 OF 105
1
G014
1 I 2 I 3 I (y1/1 I 5 DRAWFORM REVISION:25 AUGUST 2020
UNCLASSIFIED//FOR OFFICIAL USE ONLY

UNCLASSIFIED//FOR OFFICIAL USE ONLY
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, t 12" PRESTRESSED E 24" PRESTRESSED t 24" PRESTRESSED f 24" PRESTRESSED c 24" PRESTRESSED t 24" PRESTRESSED f 24" PRESTRESSED c 24" PRESTRESSED I LT
(SEE NOTES) TRANSPORTATION u_
CONCRETE PILES CONCRETE PILES CONCRETE PILES CONCRETE PILES CONCRETE PILES CONCRETE PILES CONCRETE PILES CONCRETE PILES I PARTNERS JV ,,,E INFO 0
APPROVED Ct
PDA TEST PILE PDA TEST PILE f 24" PRESTRESSED -IN-
(SEE NOTES) (SEE NOTES) CONCRETE PILES 1
2
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0
ACTMTY W
SPAN A SPAN B SPAN C SPAN D SPAN E SPAN F SPAN G SPAN H SPAN I E
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DES PDC DRW DDL CHK ALP J
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FOUNDATION LAYOUT
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B FOUNDATION NOTES: PILES ARE DIMENSIONED FROM WORK POINT TO i OF PILE AT BOTTOM OF CONCRETE CAP Q v Y z B
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SEE SITE LAYOUT PLAN (CS) SHEETS AND SECTION 235 OF THE NCDOT INSTALL PILES AT BENT NO.1 THROUGH BENT NO.15 TO A TIP ELEVATION TESTING THE FIRST PRODUCTION PILE WITH THE PDA DURING DRIVING, a pQ z z
STANDARD SPECIFICATIONS FOR THE SETTLEMENT GAUGES AND NO HIGHER THAN -50 FT. RESTRIKING AND/OR REDRIVING IS REQUIRED AT END BENT NO. 1. FOR z a u
N SURCHARGES REQUIRED AT END BENT NO. 1 AND END BENT NO. 2. PDA TESTING, SEE SECTION 450 OF THE NCDOT STANDARD SPECIFICATIONS. IT o o >- U
INSTALL PILES AT END BENT NO.1 AND END BENT NO.2 TO A TIP ELEVATION CC Z
OBSERVE A 4 MONTH WAITING PERIOD AFTER CONSTRUCTING THE NO HIGHER THAN -50 FT. TESTING THE FIRST PRODUCTION PILE WITH THE PDA DURING DRIVING, Z i = Q co
EMBANKMENT, END BENT AND REINFORCED BRIDGE APPROACH FILL, RESTRIKING AND/OR REDRIVING IS REQUIRED AT END BENT NO. 2. FOR W �z o _1 w
O
IF APPLICABLE, BEFORE BEGINNING APPROACH SLAB CONSTRUCTION STEEL PILE TIPS ARE REQUIRED FOR PRESTRESSED CONCRETE PILES AT PDA TESTING, SEE SECTION 450 OF THE NCDOT STANDARD SPECIFICATIONS.
AT END BENT NO. 1. FOR BRIDGE WAITING PERIODS, SEE SITE LAYOUT BENT NO.1 THROUGH BENT NO.4. FOR STEEL PILE TIPS, SEE SECTION 450 ino 0 r0
PLAN (CS) SHEETS AND SECTION 235 OF THE NCDOT STANDARD OF THE NCDOT STANDARD SPECIFICATIONS. PREDRILLING FOR PILES IS REQUIRED AT END BENT NO.1. PREDRILL PILE i= (-) U CI O
LOCATIONS TO AN ELEVATION NO LOWER THAN 28 FT WITH EQUIPMENT J "' > _z
SPECIFICATIONS. Q
THE SCOUR CRITICAL ELEVATION FOR BENTS NO.1 THROUGH BENT NO.15 THAT WILL RESULT IN A MAXIMUM PREDRILLING DIAMETER OF 8 INCHES u_ W ~ O
OBSERVE A 4 MONTH WAITING PERIOD AFTER CONSTRUCTING THE IS ELEVATION -3.6 FT. SCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR (4 INCHES LESS THAN PILE DIAMETER). FOR PREDRILLING FOR PILES, SEE Q
EMBANKMENT, END BENT AND REINFORCED BRIDGE APPROACH FILL, POSSIBLE SCOUR PROBLEMS DURING THE LIFE OF THE STRUCTURE. SECTION 450 OF THE NCDOT STANDARD SPECIFICATIONS. z u) C.)
IF APPLICABLE, BEFORE BEGINNING APPROACH SLAB CONSTRUCTION z W
z AT END BENT NO. 2. FOR BRIDGE WAITING PERIODS, SEE SITE LAYOUT THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A HAMMER WITH IF NECESSARY, PREDRILL PILE LOCATIONS AT BENT N0.1 THROUGH N0.4 w _10 m
PLAN (CS) SHEETS AND SECTION 235 OF THE NCDOT STANDARD THE APPROPRIATE EQUIVALENT RATED ENERGY TO DRIVE THE PILES AT THE TO AN ELEVATION NO LOWER THAN 20 FT WITH EQUIPMENT THAT WILL Lu
z Q J z
SPECIFICATIONS. END BENTS AND BENTS. SEE UFGS SPECIFICATION 31 62 13.20 AND NCDOT RESULT IN A MAXIMUM PREDRILLING DIAMETER OF 20 INCHES (4 INCHES LESS c.D z U Cr) w
STANDARD SPECIFICATION SECTION 450 FOR HAMMER REQUIREMENTS. THAN PILE DIAMETER)". FOR PREDRILLING FOR PILES, SEE SECTION 450 OF V3,z o CD
FOR PILES, SEE SECTION 450 OF THE NCDOT STANDARD SPECIFICATIONS. THE NCDOT STANDARD SPECIFICATIONS.EL w < =
TESTING THE FIRST TWO PRODUCTION PILES WITH THE PDA DURING } 1 u) 0 w
PILES AT END BENT NO.1 AND BENT NO.2 ARE DESIGNED FORA FACTORED DRIVING, RESTRIKING AND/OR REDRIVING IS REQUIRED AT BENT NO. 1. THE SCOUR CRITICAL ELEVATION FOR END BENT NO. 1 IS ELEVATION 0.87 FT. Q J O
RESISTANCE OF 100 TONS PER PILE. FOR PDA TESTING, SEE SECTION 450 OF THE NCDOT STANDARD SCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR W Q u) CY) 0
SPECIFICATIONS. PROBLEMS DURING THE LIFE OF THE STRUCTURE. a Q w m
APILES AT BENT NO.1 THROUGH BENT NO.15 ARE DESIGNED FOR A U 0 m A
FACTORED RESISTANCE OF 145 TONS PER PILE. TESTING THE FIRST PRODUTION PILE WITH THE PDA DURING DRIVING, THE SCOUR CRITICAL ELEVATION FOR END BENT NO. 2 IS ELEVATION -1.82 FT. z z o z
RESTRIKING AND/OR REDRIVING IS REQUIRED AT BENT NO. 5. FOR PDA SCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR c0
DRIVE PILES AT BENT NO. 1 THROUGH BENT NO.15 TO A REQUIRED DRIVING TESTING, SEE SECTION 450 OF THE NCDOT STANDARD SPECIFICATIONS. PROBLEMS DURING THE LIFE OF THE STRUCTURE. W o Q
RESISTANCE OF 247 TONS PER PILE. THIS REQUIRED DRIVING RESISTANCE a
o SCALE: NOT TO SCALE
INCLUDES ADDITIONAL RESISTANCE FOR DOWNDRAG OR SCOUR. TESTING THE FIRST PRODUTION PILE WITH THE PDA DURING DRIVING, PIER SCOUR PROTECTION IS REQUIRED FOR FOOTINGS AT END BENT NO. 1 EPROJECTNO.: 1565548
RESTRIKING AND/OR REDRIVING IS REQUIRED AT BENT NO. 12. FOR PDA AND END BENT NO.2. DO NOT PLACE RIP RAP ABOVE THE STREAM BED. CONSTR.CONTR.NO.
DRIVE PILES AT END BENT NO. 1 AND END BENT NO.2 TO A REQUIRED TESTING, SEE SECTION 450 OF THE NCDOT STANDARD SPECIFICATIONS. N40085-19-D-9008
DRIVING RESISTANCE OF 170 TONS PER PILE. THIS REQUIRED DRIVING NAVFAC DRAWING NO.
RESISTANCE INCLUDES ADDITIONAL RESISTANCE FOR DOWNDRAG OR 12837815
SCOUR. SHEET 5OF 105
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SS-103
1 I I 3 I 4 I 5 DRAWFORM REVISION:25 AUGUST 202D
UNCLASSIFIED//FOR OFFICIAL USE ONLY

UNCLASSIFIED//FOR OFFICIAL USE ONLY
1 I2 I 3 4 5
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a
NOTES:
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FOR FOUNDATION NOTES, SEE SHEET SS-103. o
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BENT 9 BENT 10 BENT 11 BENT 12 BENT 13 BENT 14 BENT 15 ..`\`N�IIIIII,,,,,'/',
CONTROL LINE CONTROL LINE CONTROL LINE CONTROL LINE CONTROL LINE CONTROL LINE CONTROL LINE -EB BASELINE- (P.G.L.) ��,�`�-�N.�ARp�
I I I I I I I � Q • SS/ / -i
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C STA. 186+93.63 "— u? STA. 187+40.76 T STA. 187+87.88 r E9 STA. 188+35.00 42 STA. 188+82.13 r ii? STA. 189+29.26 r E9 STA. 189+76.38 t? �? r STA. 190+24.05
-EB BASELINE- co 00 -EB BASELINE- co ao -EB BASELINE- ji co 0o -EB BASELINE- I co ao -EB BASELINE- co co -EB BASELINE- I co 0o -EB BASELINE- co ao co an, I -EB BASELINE- SEAL
a M 4 Q M 4 01 4 ' Q M 4 01 a M 90°00'00" A Z
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FILL FACE @ V GI , LLI
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NAVY U
1--- t 24" PRESTRESSED t 24" PRESTRESSED c 24" PRESTRESSED c 24" PRESTRESSED c 24" PRESTRESSED ( 24" PRESTRESSED c 24" PRESTRESSED I- u t 12" PRESTRESSED TRANSPORTATION U_
CONCRETE PILES CONCRETE PILES CONCRETE PILES CONCRETE PILES CONCRETE PILES CONCRETE PILES CONCRETE PILES CONCRETE PILES PARTNERS JV ,,,E INFO 0
PDA TEST PILE
PDA TEST PILE aPD Ct
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U_
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SPAN I SPAN J SPAN K SPAN L SPAN M SPAN N SPAN 0 SPAN P LJ_
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SATISFACTORY TO DATE CO
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ALL BENTS ARE PARALLEL FIRE PROTECTION
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cza B PILES ARE DIMENSIONED FROM WORK POINT TO t OF PILE AT BOTTOM OF CONCRETE CAP Q v Y z B
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c EPROJECT NO.: 1565548
0
a CONSTR.CONTR.NO.
i N40085-1 9-D-9008
°a' NAVFAC DRAWING NO.
12837816
a
w SHEET 6 OF 105
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SS-104
1 I I 3 I 4 I 5 DRAWFORM REVISION:25 AUGUST 2020
UNCLASSIFIED//FOR OFFICIAL USE ONLY

UNCLASSIFIED//FOR OFFICIAL USE ONLY
1I 2 I 3I 4I 5
TBENCHMARK : CONTROL POINT 19-93 SLOCUM ROAD BENCHTIE TO 10" PINE, ELEV. 20.80' (NORTHING 431642.386, EASTING 2625380.956) STRUCTURAL NOTES
7
LIVE LOAD = HL-93 OR ALTERNATE LOADING. i
0
G THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE AASHTO
O LRFD BRIDGE DESIGN SPECIFICATIONS AND THE NCDOT STANDARD
W SPECIFICATIONS.
U. W
CC
THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1.
U
D FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE SHEET SS-203. D
8 ,
THIS STRUCTURE CONTAINS THE NECESSARY CORROSION PROTECTION
EXISTING m U) REQUIRED FOR A CORROSIVE SITE. o
_ TO ALEXANDER DRIVE STRUCTURE m
W � THE CLASS AA CONCRETE IN THE BRIDGE DECK SHALL CONTAIN FLY
_ m ,--r m- __ m m n �__- rr ,-, I I T ��, �' ASH OR GROUND GRANULATED BLAST FURNACE SLAG AT THE
1 1 I 1 1 1 1 1 1 1 SUBSTITUTION RATE SPECIFIED IN ARTICLE 1024-1 AND IN
i 1 I I -EB BASELINE- 1 I I I I I 1
1 1 1 1 , , 1 I I I I 1 i ACCORDANCE WITH ARTICLES 1024-5 AND 1024-6 OF THE NCDOT
I I 1 1 (P.G.L.) 1 1 1 I I I I ' 1 STANDARD SPECIFICATIONS. NO PAYMENT WILL BE MADE FOR THIS
,' I I I -1 1_-___ _ I I I I I I I
,_1_-1- --a =- CC=- t = -Ci-- C -- --CC- CC- i=t- I --HI----- ---C-� a�-- CC--- ---C�---
T I 1 1 1 1 1 1 I 1 1 1 1 I I SUBSTITUTION AS IT IS CONSIDERED INCIDENTAL TO THE COST OF
-14 - "�J THE REINFORCED CONCRETE DECK SLAB.
7L IzI _
I i:'
/ 7 90 // ( /J /
t
ter, - - - - I AND END BENT CAPS AND SHALL CONTAIN CALCIUM NITRITE ""'��,,
STA. 186+46.50 / CORROSION INHIBITOR. FOR CALCIUM NITRITE CORROSION ...R�<,''�,,
-EB BASELINE siVIITrio„,02.,..:11.,;;
ss'�ti:2/ /////////� / � INHIBITOR, SEE NCDOT SPECIAL PROVISIONS. � � ,y
°' SEAL
CLASS II PRESTRESSED CONCRETE GIRDERS ARE DESIGNED FOR 0 PSI TENSION = v z. 040769 _
LIMITS OF TEMPORARY ; 21• 1/28/2021 0)
RIP RAP IN THE PRECOMPRESSED TENSILE ZONE UNDER ALL LOADING = O'••.FNGINEEE: A
(TYP.) CONSTRUCTION IMPACTS (TYP.) %,�p�••........• \\��,
C I\— WETLAND LIMITS (TYP.) CONDITIONS. , Ill TO ROOSEVELT BLVD. _ Po C
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(MCAS CHERRY POINT) PRECAST PANELS SHALL BE DESIGNED FOR AN ALLOWABLE TENSILE SEAL
STRESS OF 0 PSI TENSION IN THE PRECOMPRESSED TENSILE ZONE >-
UNDER ALL LOADING CONDITIONS. S` A , Z
00 0o O
THE WATER/CEMENT RATIO FOR THE CONCRETE PILES SHALL NOT ® \ Cw
FOR UTILITIES INFORMATION, SEE UTILITY PLAN" (CU) SHEETS. EXCEED 0.40. V U)
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ALL BAR SUPPORTS USED IN THE PARAPET, DECK,END BENT CAPS, Q
LOCATION SKETCH AND BENT CAPS AND ALL INCIDENTAL REINFORCING STEEL SHALL NAVY
BE EPDXY COATED IN ACCORDANCE WITH THE NCDOT STANDARD TRANSPORTATIONLT
A/E INFO 0
SPECIFICATIONS. PARTNERS JV
APPROVED Ct
ALL INSERTS AND MISCELLANEOUS REINFORCING STEEL EMBEDDED 0
IN CAST-IN-PLACE CONCRETE SHALL BE CORROSION PROTECTED.
FOR COMMANDER NAVFAC Q
INSERTS MAY BE HOT DIPPED GALVANIZED. REINFORCING STEEL AUNTY W
SHALL BE EPDXY COATED. LT
PRESTRESSED CONCRETE GIRDERS, PRECAST DECK PANELS, AND PILES DESTA SATISFACTORY
TO DRATEDDL CHK ALP CO
SHALL CONTAIN CALCIUM NITRITE CORROSION INHIBITOR. SEE NCDOTJ
SPECIAL PROVISIONS FOR CALCIUM NITRITE CORROSION INHIBITOR. PM/DM 0
BRANCH MANAGER
CHIEF ENG/ARCH
THE CONCRETE IN THE BENT CAPS AND PILES OF THE BENTS SHALL FIRE PROTECTION
CONTAIN SILICA FUME. SILICA FUME SHALL BE SUBSTITUTED FOR 5% o a
B OF THE PORTLAND CEMENT BY WEIGHT. IF THE OPTION OF ARTICLE z c� J z
A 1024-1 OF THE NCDOT STANDARD SPECIFICATIONS TO PARTIALLY z o z
SUBSTITUTE CLASS F FLY ASH FOR PORTLAND CEMENT IS EXERCISED, Q z z
THEN THE RATE OF FLY ASH SUBSTITUTION SHALL BE REDUCED TO 1- 6 0_ al
Iao
1.0 LB OF FLY ASH PER 1.0 LB OF CEMENT. NO PAYMENT WILL BE MADE ' D `` r
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FOR THIS SUBSTITUTION AS IT IS CONSIDERED INCIDENTAL TO THE (2' i w Q
VARIOUS PAY ITEMS. o z 0 J O W
z Q Cl_
a NEEDLE BEAMS WILL NOT BE ALLOWED UNLESS OTHERWISE CALLED W
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FOR ON THE PLANS OR APPROVED BY THE ENGINEER. F 00 U
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THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH w I— Q
,17 -HEC 18-EVALUATING SCOUR AT BRIDGES." Q
z (J) v � o
FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLAN z W
(CE) SHEETS. w u) U <
z u, _iO w
DURING CONSTRUCTION, AT LEAST ONE SPAN IN THE MIDDLE UNIT cz� z U j z
SHALL REMAIN FULLY OPEN AND ACCESSIBLE TO VESSEL TRAFFIC z O — W
ALONG SLOCUM CREEK. w Q > w
ciPln ALL REFERENCES TO THE NCDOT STANDARD SPECIFICATIONS, REFER ; J p
TO THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT) W Q 47 M E
Q 2018 STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES. a N CO
J
A taw O0 A
ALL REFERENCES TO THE NCDOT SPECIAL PROVISIONS, REFER TO THE
Iz Q o
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION (NCDOT) 2018 z o z
PROJECT SPECIAL PROVISIONS. ct a m Q
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EPROJECT NO.: 1565548
0
o CONSTR.CONTR.NO.
i N40085-19-D-9008
°o NAVFAC DRAWING NO.
i 12837817
SHEET 7 OF 105
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SS-105
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1 I I 3 I 4 I 5 DRAWFORM REVISION:25 AUGUST 2020
UNCLASSIFIED//FOR OFFICIAL USE ONLY

UNCLASSIFIED//FOR OFFICIAL USE ONLY
1 I 2 I 3I 4I 5
!---- NOTES: 70,
FOR BRIDGE DRAINAGE SYSTEM NOTES,
SEE SHEET SS-124.
0
STA. 182+75.00 ND- FOR DECK DRAIN LOCATIONS, SEE SHEETS SS-112 THRU SS-117 ��
-EB BASELINE-
PIPED HANGER ASSEMBLY LOCATIONS SPA. @ 6'-0" MAX. ._ D
LONGITUDINAL RESTRAINT
(SEE SHEET SS-125)
SEE SHEET SS-109 FOR DETAILS OF a
P
BRIDGE DRAINAGE SYSTEM THRU
INTEGRAL END BENT DIAPHRAGM
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Q I 1/28/2021 ,Q
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C DRAINAGE SYSTEM SHALL MAINTAIN A MIN. N�(2Q. GROUND C
SLOPE OF 1% AND OUTLET INTO APPROACH -.0 '/ ����'�PN ``
ROADWAY DRAINAGE STRUCTURE P7 AT �Qo. I I SEAL
A MIN. INVERT ELEVATION OF 16.1 FT (SEE ‘ n
SHEET CG118) • SPAN A _/\/_ SPAN B _i\i_ pro z
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(INTEGRAL) NAVY Q
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BENT 2 BENT 3 BENT 4 o EPROJECTNO.: 1565548
o CONSTR.CONTR.NO.
i N40085-19-D-9008
DRAINAGE PARTIAL ELEVATION NAVFAC DRAW IIN2 81N37832
(15
w SHEET 2 2 OF 105
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SS-120
1 I 2 I 3 I 4 I 5 DRAWFORM REVISION:25 AUGUST 2020
UNCLASSIFIED//FOR OFFICIAL USE ONLY

UNCLASSIFIED//FOR OFFICIAL USE ONLY
1I 2 I 3I 4I 5
r---- NOTES: 7,,,-
FOR BRIDGE DRAINAGE SYSTEM NOTES,
SEE SHEET SS-124.
0
FOR DECK DRAIN LOCATIONS, SEE SHEETS SS-112 THRU SS-117�� ��
D �� PIPE HANGER ASSEMBLY LOCATIONS SPA. @ 6'-0" MAX. ._ D
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i WYE WITH CLEANOUT IBENT 6 �`0,0% CqRo,/''/
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BENT 4 BENT 5 CONTROL LINE �Qe°� °ti���y
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Ct
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i N40085-1 9-D-9008
ca DRAINAGE PARTIAL ELEVATION NAVFAC DRAW IIN28378133
w SHEET 2 3 OF 105
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SS
-121
1 I 2 I 3 I 4 I 5 DRAWFORM REVISION:25 AUGUST 2020
UNCLASSIFIED//FOR OFFICIAL USE ONLY

UNCLASSIFIED//FOR OFFICIAL USE ONLY
1I 2 I 3I 4I 5
r---- NOTES: 7
FOR BRIDGE DRAINAGE SYSTEM NOTES,
SEE SHEET SS-124.
0
-.0-.0 FOR DECK DRAIN LOCATIONS, SEE STA. 186+65.00 STA. 186+85.00 ► FOR DECK DRAIN LOCATIONS, SEE SHEETS SS-112 THRU SS-117 ��
SHEETS SS-112 THRU SS-117 -EB BASELINE- -EB BASELINE-
PIPE HANGER ASSEMBLY LOCATIONS PIPE HANGER ASSEMBLY LOCATIONS SPA. @ 6'-0" MAX.
SPA. @ 6'-0" MAX.
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I LONGITUDINAL RESTRAINT A i+
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(SEE SHEET SS-125)kilj I Wt. � ►
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SCALE: NOT
BENT 10 BENT 11 BENT 12 SCALE
EPROJECT NO.:.: 1565548
0
a CONSTR.CONTR.NO.
i N40085-1 9-D-9008
DRAINAGE PARTIAL ELEVATION NAVFAC DRAW IIN28378134
w SHEET 2 4 OF 105
z
—122
1 I 2 I 3 I 4 I 5 DRAWFORM REVISION:25 AUGUST 2020
UNCLASSIFIED//FOR OFFICIAL USE ONLY

UNCLASSIFIED//FOR OFFICIAL USE ONLY
1I 2 I 3I 4I 5
!---- NOTES: 70,
FOR BRIDGE DRAINAGE SYSTEM NOTES,
SEE SHEET SS-124.
0
�� FOR DECK DRAIN LOCATIONS, SEE SHEETS SS-112 THRU SS-117 0.--0.--
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& SS-125 TYP.
OF FLOW ��
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LOCATED @ 90'-0" */ CTS. ,\```..o.\ CA T���''%
TYP. (SEE SHEET SS-125 BENT 13 I ;�O��o ESS%o����''�
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040769 3 =
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0
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g WYE WITH CLEANOUT FIRE PROTECTION
(SEE SHEET SS-125) o a v
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7F h I CONTROL LINE O 0 w Q >- O
c. I I 0 8" DIA. PVC COLLECTOR PIPE FROM BRIDGE ► � u) 0 z
DRAINAGE SYSTEM SHALL MAINTAIN A MIN. Q J E O
M APPROX. NATURAL Do o Z c� .
Nk, SLOPE OF 1% AND OUTLET INTO APPROACH W Q u) CY) I
GROUND ROADWAY DRAINAGE STRUCTURE Q1 AT 2 J 0_ N-
A I A MIN. INVERT ELEVATION OF 6.6 FT (SEE t
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SHEET CG120) z w SPAN 0 SPAN P Qz� � V .� a 0-1Ct
a o o SCALE: NOT TO SCALE
BENT 14 BENT 15 END BENT 2 o EPROJECT NO.: 1565548
a CONSTR.CONTR.NO.
(INTEGRAL) N40085-19-D-9008
DRAINAGE PARTIAL ELEVATION NAVFAC DRAW IIN28378135
(INTERIOR PARAPET NOT SHOWN FOR CLARITY) SHEET 25 OF 105
z
SS-123
Llb-
1 I 2 I 3 I 4 I 5 DRAWFORM REVISION:25 AUGUST 2020
UNCLASSIFIED//FOR OFFICIAL USE ONLY

UNCLASSIFIED//FOR OFFICIAL USE ONLY
1 2 I 3 4 5
PIPE SADDLE / OPENING •
Q
8" DIA. PVC _ CL 6'-0" _
COLLECTOR PIPE n g (TIED)R OPENINGS ► MAXIMUM F
DRAIN MOUNTING
1' SCREWS (TYP.) APPROVED
o 0 0 0 0 0 0 ® �r STRUCTURAL BOTTOM OF DECK SLAB
10 ;i4ii)
O[� === ===i INSERT
E= = [� = [�O = [� =i
4" DIA. PVC PIPE CENTERED IN SLOTTED E� o 0 0 0 o E�o
D HOLE (REGARDLESS OF TEMPERATURE
AT TIME OF INSTALLATION) 9" ADAPTER FOR 4" D
► ► DIA. PVC OPENING SQUARE HOLE GRATE (TO BE
HEEL-PROOF SECURED WITH LOCATION OF INSERTS FOR HANGERS
PIPE OPENING DETAIL
3 SCREWS FASTENED INTO EXACT SPACING MAY VARY SLIGHTLY TO Z
DRAIN COVER PIPE INSERT) ENSURE THAT INSERTS AVOID DECK DRAINS
a
• FABRICATOR SHALL DETERMINE PIPE SADDLE / REINFORCEMENT AND DRAINAGE ELEMENTS THAT PREVENT W
FOR OPENING SIZE INDICATED. FABRICATOR SHALL SUBMIT SHOP PROPER FIT UP OF HANGERS.
DRAWINGS OF PIPE SADDLE / OPENING FOR REVIEW PRIOR TO
BEGINNING FABRICATION. > w>-2
STRUCTURE DRAINAGE SYSTEM DETAILS
BRIDGE DECK TOP O F DRAIN COVER DETAILS 1113:::::
< M
,D3i 1 (DECK DRAIN COVERS AND ALL HARDWARE ARE TO MEET M 1MANUFACTURER'S RECOMMENDATIONS AND SHALL BE STAINLESS
r STEEL (OR GALVANIZED) WITH CLEAR OPENINGS APPROX. 5j6'
IAND NO GREATER THAN 1/3") �(GRATE TO BE FASTENED TO PVC ADAPTOR MANUFACTURED � �
iiiM
�,-1 E FOR THE SPECIFIC GRATES. GRATES AND ADAPTORS TO BE .. ,,��""""��4" DIA. PVCFITTED FOR 4" DIA. PVC OPENING) 1 0 $ " `\`�,o0.�o CAo 4 - �/2" LUGS (SEE "DRAIN DETAILS") /4 ?•Q� 9' ;
DECK DRAIN ► TOP OF DRAIN = • SEAL
... TYP. = i 040769
N . CI: .P.
iv > PIPE SADDLE / OPENING /�Zo 1/. �8 N2�02�1��;;
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- - - - - - - - - - - - M >- PIPE DETAIL21 ® � 0
4 - /2 SQUARE LUGS TO BE GLUED TO THE PVC
PLASTIC PIPE AT EQUAL SPACES AROUND THE —I
Q
PIPE DRAIN APPROXIMATELY 4" FROM THE TOP NAVY
OF THE PIPE. TRANSPORTATION
LJ-
PARTNERS JV
Aft INFO 0
ELEVATION PLAN OF RECESS "° D Ct
DRAIN OUTLET & PIPE CONNECTION (BOTTOM OF SLAB OVERHANG) 0
FOR COMMANDER NAVFAC
DRAIN DETAILS ACTMTY o
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SATISFACTORY TO DATE U)
NOTES: DES PDC DRW DDL CHK ALP
PM/DM U
THE ENTIRE COST FOR THE LABOR AND MATERIALS NECESSARY TO FABRICATE AND INSTALL DECK DOWN-DRAIN PIPES SHALL BE CENTERED IN SLOTTED OPENING IN COLLECTOR PIPE PVC PIPE SHALL BE PAINTED TO MATCH THE FINAL SURFACE FINISH OF THE STRUCTURE WITH BRANCH MANAGER
CHIEF ENG/ARCH
g PVC PIPE, PIPE SUPPORT AND PIPE ANCHOR ASSEMBLIES SHALL BE INCLUDED IN THE LUMP REGARDLESS OF TEMPERATURE AT TIME OF INSTALLATION. TWO COATS OF AN ACRYLIC OR LATEX PAINT THAT IS CHEMICALLY COMPATABLE WITH PVC FIRE PROTECTION
EL SUM PRICE BID FOR THE -STRUCTURE DRAINAGE SYSTEM". SEE NCDOT SPECIAL PROVISIONS PRODUCTS AND MEETS THE REQUIREMENTS OF ARTICLE 1080-12 OF THE NCDOT STANDARD
B FOR STRUCTURE DRAINAGE SYSTEM. HANGER RODS SHALL BE ASTM A193, GRADE B7 OR CARBON STEEL ALL-THREAD HANGER RODS. SPECIFICATIONS. EACH COAT SHALL BE 2 DRY MILS THICK. DECK DRAINS SHALL BE ROUGHENED Q C) Y z B
PRIOR TO PAINTING. 2 I- o
ALL COLLECTOR PIPES, ELBOWS, COUPLERS, AND TEES SHALL BE PVC PIPE MEETING THE NUTS SHALL BE ASTM A194, GRADE 2H, HEAVY HEX NUTS. S Q z z
SPECIFICATIONS OF ASTM D2665, SCHEDULE 40, AND THE ACCELERATED UV WEATHERING ALL METALLIC COMPONENTS IN THE DRAINAGE SYSTEM, EXCEPT STAINLESS STEEL AND co z a �j
PERFORMANCE REQUIREMENTS OF ASTM D4329-05 PER PROCEDURE ASTM G154. THE DETAILS OF ALL PIPING, HARDWARE, OR OTHER MATERIAL SHALL BE PROVIDED BY THE MALLEABLE IRON PARTS, ARE REQUIRED TO BE HOT-DIPPED GALVANIZED PER NCDOT STANDARD IT o o >- U to
N CONTRACTOR AND IS SUBJECT TO APPROVAL OF THE ENGINEER. SPECIFICATIONS. ELECTRO-PLATE COATING ON STEEL RODS, STEEL YOKE TYPE PIPE ROLLS, c cL Z
EACH PIPE SECTION SHALL HAVE A MINIMUM OF TWO HANGERS. BRACKETS, OTHER STEEL HARDWARE IS CONSIDERED AS TOO THIN FOR OUTDOOR APPLICATIONS. Z / = Q p
WORKING DRAWINGS FOR THE DRAINAGE SYSTEM AND LAYOUT PLANS INCLUDING, BUT NOT W o CL
v
COLLECTOR PIPE SHALL BE SUPPORTED FROM THE CONCRETE DECK SLAB. LIMITED TO, PIPE SUPPORT BRACKETS, PIPE ALIGNMENT, PIPE LENGTHS, AND ALL NECESSARY ALL PVC PIPE SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. z Q
FITTINGS, ELBOWS, WYES, ADAPTERS, GUIDES, RESTRAINTS, WEAR PADS, COUPLERS AND JOINTS W
CONTRACTOR SHALL PROVIDE PVC COUPLINGS CAPABLE OF HANDLING THE ANTICIPATED SHALL BE DESIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE STATE OF NORTH ALL STRUCTURAL STEEL SHALL BE ASTM A36 OR APPROVED EQUAL UNLESS NOTED OTHERWISE. F O
MOVEMENTS. ADDITIONALLY, PVC COUPLINGS SHALL PROVIDE HORIZONTAL ALIGNMENT CAROLINA AND SUBMITTED FOR APPROVAL PRIOR TO ORDERING MATERIALS. 7, CI U)
TOLERANCES SUCH THAT THE 8" DIA. PVC COLLECTOR PIPE AND COUPLINGS CAN CLOSELY ALL GALVANIZED SURFACES SHALL BE CLEANED TO (SSPC SP-1) PRIOR TO COATING. Q Q J
FOLLOW THE VERTICAL CURVE OF THE STRUCTURE. PIPE MANUFACTURER SHALL ENSURE THE PIPE AND THE PIPE SUPPORT BEARING AREA IS LLJ
> 0 Q
DESIGNED IN ACCORDANCE WITH THE HANGER SPACING PROVIDED IN THESE PLANS. ALL FABRICATION SHALL CONFORM TO THE APPLICABLE SECTIONS OF THE NCDOT STANDARD z > D I w
THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE HORIZONTAL AND VERTICAL SPECIFICATIONS.
ALIGNMENT OF THE DRAINAGE SYSTEM USING NECESSARY FITTINGS, TEES, AND WYES TO PIPE DESIGN MUST ALLOW VERTICAL FLEXURE FROM THE SUPERSTRUCTURE. z W
PROVIDE A CONTINUOUS DRAINAGE SYSTEM. ALL PVC PIPE SIZES ARE SHOWN AS INSIDE DIAMETER SIZES. E u) U
w J O
THE COLLECTOR PIPE SHALL CLOSELY FOLLOW THE LONGITUDINAL GRADE OF THE STRUCTURE z Q CD
CONCRETE INSERTS SHALL HAVE A MINIMUM WORKING LOAD TENSION CAPACITY OF 4.5 KIPS. WHILE MAINTAINING A MINIMUM OF 0.5% SLOPE AT ALL TIMES. FOR DECK DRAIN LOCATIONS AND ADDITIONAL INFORMATION, SEE SHEETS SS-112 THRU SS-117. c-D z U
w pco U)
CONTRACTOR SHALL VERIFY LOCATION OF CONCRETE INSERTS IN REGARDS TO ADJACENT COUPLERS SHALL BE DESIGNED TO ACCOMMODATE A TURN AT EACH BENT IN ORDER TO FOLLOW THE DRAINAGE SYSTEM DETAILS ARE SCHEMATIC DRAWINGS ONLY AND IS A REPRESENTATION i
E.o INSERTS AND DECK DRAINS. IF SPACING/LOCATION OF INSERTS RESULTS IN REDUCED INSERT THE VERTICAL CURVATURE OF THE BRIDGE OVERHANG. OF THE DRAINAGE SYSTEM THAT IS REQUIRED FOR THE BRIDGE. SEE SHEETS SS-120 THRU SS-126 w � 2 �
co CAPACITY, CONTRACTOR SHALL SUBMIT INSERT SYSTEM WITH APPROPRIATE CAPACITY, GIVEN FOR REQUIRED ELEMENTS. J CO CL Q
CONSTRAINTS, OR PROVIDED ALTERNATE CONNECTION/SUPPORT DETAIL FOR REVIEW AND THE PIPE MANUFACTURER SHALL ENSURE THE FRICTIONAL FORCE REQUIRED TO ACTIVATE THE Z 7 Q M Z
APPROVAL OF THE ENGINEER PRIOR TO INSTALLATION. EXPANSION COUPLERS DOES NOT OVERSTRESS THE COUPLER WALL BUILD-UP, DRAINAGE DISTANCE BETWEEN THE LONGITUDINAL RESTRAINT AND EXPANSION COUPLER SHALL NOT = a N—
SYSTEM BRACKETS, SUPPORTS, OR LATERAL RESTRAINTS. EXCEED 120 FEET. a a o p
_ A DECK DRAIN PIPE SHALL BE ASTM D1785, SCHEDULE 40. ALL PVC FITTINGS SHALL BE MINIMUM Z Q o 0 A
ASTM D2665, SCHEDULE 40. WASHERS SHALL BE ASTM F436 OR APPROVED EQUIVALENT. PROVIDE LONGITUDINAL RESTRAINTS IN DRAINAGE SYSTEM PIPE AT A MAXIMUM SPACING OF z o z
c 200 FEET. z -
EXPANSION JOINT COUPLERS IN THE COLLECTOR PIPE SHALL HAVE A MINIMUM CAPACITY TO BOLTS, NUTS, AND WASHERS SHALL BE GALVANIZED IN ACCORDANCE WITH THE NCDOT W o Q
ACCOMMODATE 6-INCHES OF TOTAL MOVEMENT (3-INCHES EXPANSION/3-INCHES CONTRACTION). STANDARD SPECIFICATIONS. TOP OF DECK DRAINS TO BE SET %" BELOW SURFACE OF SLAB. a
o SCALE: NOT TO SCALE
0
AN OPTIONAL DETAIL FOR THE LONGITUDINAL RESTRAINTS AND THE LATERAL GUIDE MAY BE BOLT THREADS SHALL BE BURRED TO PREVENT LOOSENING. EPROJECTNO.: 1565548
SUBMITTED FOR APPROVAL. CONSTR CONTR.
O.
N-19-D-9008
COLLECTOR PIPE SUPPORTS SHALL BE LOCATED WITHIN 12-INCHES, +/4-INCHES, OF A NAVFAC DRAWING
37836 NO.
w COLLECTOR PIPE JOINT. SHEET 26 OF 105
z
SS-124
1 I 2 I 3 I 4 I 5 DRAWFORM REVISION:25 AUGUST 2020
UNCLASSIFIED//FOR OFFICIAL USE ONLY

UNCLASSIFIED//FOR OFFICIAL USE ONLY
1 I 2 I 3 I 4 I 5
r---- NOTES: 7
2'-0" 2'-0" (SEE SHEETS SS-112 THRU SS-117 (SEE SHEETS SS-112 THRU SS-117
�� FOR DECK DRAIN SPACING) �� _ FOR DECK DRAIN SPACING) ow.- FOR BRIDGE DRAINAGE SYSTEM NOTES,
SEE SHEET SS-124.
0
/ BRIDGE DECK BRIDGE DECK
I
d 1 1 ' ' d ' 6 dab
I I I , I III
kin
Al D
N N '
t
TYPE 2 CLEAN OUT _ L -_ - -- _ L.J -- Z
a
MP.W/ REMOVABLE CAP - - - - - - - - - Cii I - — - - - - ' - - - - - - - - - - - - - - - U
I L-- I--- - L o
O I I g
'■ 8" DIA. PVC
COLLECTOR PIPE EXPANSION JOINT COUPLER (SEE COLLECTOR PIPE TOP OF BRIDGE DECK NMI
PIPE STANDOFF NOTES) (CENTER BETWEEN DRAINS)
DIRECTION I
I \______
OF FLOW '
�4" DIA. DECK DRAIN —111..-1 1 i -1
t 4" DIA. DECK DRAIN I (TYP.) i APPROVED 7/8" DIA.STRUCTURAL INSERTSLI R I
SYSTEM ENDS DETAIL EXPANSION COUPLERigr 71.;&W70:‘,c,_::::;_4‘07.E9s.111Ss77/:°i/ii\
lir
7/8" ROD, FIELDkr
i
I SEALL
28/2O
i;i i;0/
MEASURE FOR �2 .�/2s/2o2�
411
BRIDGE DECK ASSEMBLY %�4,4,••�":::;:• Q
C --
/'% wL. PN �..
MP. y (
TOP OF BRIDGE DECK I- 8" DIA. PVC I SQL J
1/1 CONCRETE INSERT d 6 COLLECTOR PIPEII z
APPROVED 7/8" DIA. (TYP.) I I ;; oro �°' O
I I �
STRUCTURAL INSERTS s _ _ E 8" DIA. PVC I PIPE HANGER ® \ Cw
COLLECTOR PIPE �� (SEE PIPE HANGER
-� RIGID ROD DETAIL)
STRUT _� 4" DIA. DECK DRAIN �
NAVY
TRANSPORTATION T_
4
j o PIPE STANDOFF & HANGER PARTNERS JV ,,,E INFO O
I , JALL COMPONENTS SHALL BE GALVANIZED AFTER FABRICATION FWD Ct
_ _ _ _ _ _ _ _ _ _ _ 0
RIGID ROD STRUTS LJ_
-
- FOR COMMANDER NAVFAC
\ / T PIPE RESTRAINT ° CT""TM LIJ
�T� ** PIPE WALL BUILDUP li
CLAMP 8 DIA. PVC
(TYP. EA. SIDE OF PIPE COLLECTOR PIPE CT)
^ _ _ RESTRAINT CLAMP) SATISFACTORY TO DATE CO
— //— -� A DES PDC DRW DDL CHK ALP J
V T / Ell' DIA. PVC PIPE STANDOFF CLAMP(S) PM/DM C.)BRANCH MANAGER
COLLECTOR PIPE 411,
CHIEF ENG/ARCH
PIPE WALL BUILDUP — FIRE PROTECTION
EL
cr) B t8" DIA. PVC i auY z B
COLLECTOR PIPE —11.-I PIPE HANGER I 2• 1— 2
(SEE PIPE HANGER I ° Q z z
DETAIL) • z a ai-
1
/8 DIA. HANGER ROD ► /8 DIA. HANGER ROD ; r z
SECTION A-A ELEVATION VIEW I 7 " 7 " `�
w
I � oz = — 0
U J
_ WELDLESS EYE NUT Z
LONGITUDINAL RESTRAINT DETAIL WELDLESS EYE NUT 0 0
STANDOFF NOT REQUIRED AT LONGITUDINAL RESTRAINT STEEL CLEVIS �� F U U
J "' CI
** CONTRACTOR SHALL ENSURE PIPE WALL BUILDUP IS SUFFICIENT 3/8" MIN. THICK R [� 0 ¢ 1— Q
�� TO ENGAGE PIPE RESTRAINT CLAMP AT LONGITUDINAL RESTRAINT 0 -'-I't- \` J/ EE �
x LOCATIONS. � - _ - z u) 0 LI
0
CLEANOUT W/ Qj z W
REMOVABLE CAP
* '�/4' PVC WEAR PAD _ - - _ - _ LU
w J O I-
(TYP. @PIPE HANGER z Q J
6" DIA. PVC PIPE ��`o ril 3/8 Ilini ' MIN. ) Q / MIN. THICKO- _ z z U
LOCATIONS / 3 ■■
,-1,- -_\_.__\_
p s o
-- THICK R Ali, G HANGER - - Q › w
* . , ' ./4' r - 8" DIA. PVC w Q r) C� Q
' 0z U Q
i� �i COLLECTOR PIPE a Q
A DIRECTIONI Z Q o o A
.OF FLOW SPACER SIZED TO ACCOMMODATE • z Li j
z -
8 DIA. PVC
COLLECTOR PIPE SECTION B-B 1/- GAP BETWEEN HANGER AND Q
(STEEL CLEVIS & 7/8' DIA. HANGER ROD COLLECTOR PIPE SCALE: NOT TO SCALE
NOT SHOWN FOR CLARITY) PIPE HANGER DETAIL EPROJECTNO.: 1565548
a CONSTR.CONTR.NO.
WYE WITH CLEANOUT DETAIL
* DIMENSIONS TO BE DETERMINED ALL COMPONENTS SHALL BE GALVANIZED AFTER FABRICATION N40085-19-D-9008
BY MANUFACTURER. NAVFAC DRAWING NO.
12837837
SHEET 27 OF 105
z
SS-125
1 I 2 I 3 I 4 I 5 DRAWFORM REVISION:25 AUGUST 2020
UNCLASSIFIED//FOR OFFICIAL USE ONLY

COPY OF
US COAST GUARD SUBMITTAL

•• NAVY
TRANSPORTATION J PARTNERS JV
July 16, 2021
Mr. Hal Pitts
Commander, United States Coast Guard District 5
431 Crawford Street
Portsmouth, VA 23704-5004
RE: New Bridge at Slocum Road over Slocum Creek
Project P134—Perimeter Security Compliance, Slocum Road Entry Control Facility
Advance Approval(33 CFR 115.70) Permit Exemption and Bridge Lighting Exemption
US Marine Corps Air Station (MCAS) Cherry Point, Craven County, North Carolina
Mr. Pitts:
On behalf of the United States Marine Corps (USMC), Kimley-Horn is requesting an Advance Approval
(33 CFR 115.70) Permit Exemption and a Bridge Lighting Exemption for the above referenced project
located on MCAS Cherry Point, Craven County, North Carolina. As part of the proposed project, a new
concrete two-lane bridge with pedestrian lane will be constructed to carry eastbound traffic on Slocum
Road over Slocum Creek. The proposed bridge is immediately adjacent and south (inland) of the
existing Slocum Road bridge over Slocum Creek. The new bridge will be designed utilizing current
NCDOT Structural Standards and Specifications. Due to Federal and State requirements for Slocum
Creek, the bridge will be designed and detailed to have a closed drainage system to avoid any direct
drainage into the waterway below. No improvements to the existing bridge are anticipated.
The existing bridge structure is constructed of cast-in-place reinforced concrete caps on prestressed
concrete piles, and the new bridge will be constructed to match the existing. The existing bridge has a
minimum vertical clearance of 7.41 feet (above mean high water elevation) and a minimum horizontal
clearance of 45.08 feet between concrete support piles. The new bridge at Slocum Road will be
constructed adjacent to the existing bridge, with traffic flow remaining on the existing bridge during the
construction period. To facilitate construction of the new bridge, it is anticipated that a temporary work
bridge will be constructed south of the proposed bridge and/or a barge will be utilized during
construction to maintain traffic flow and base access on the existing bridge. This temporary work bridge
and/or barge will be placed such one span in the middle of the bridge will remain fully open and
accessible to vessel traffic along Slocum Creek throughout construction. The temporary work bridge
and/or barge will be removed once project construction is complete.
The proposed new bridge over Slocum Creek is slightly wider than the existing bridge due to the
addition of a pedestrian lane and is approximately 2 feet taller than the existing bridge due to resiliency
requirements. The proposed new bridge will have a minimum vertical clearance of 9.22 feet (above
mean high water elevation) and a minimum horizontal clearance of 45.125 feet between concrete
support piles, with the total length of the bridge being 755.083 feet spanning over Slocum Creek The
base of the bridge structure on the banks of Slocum Creek will be stabilized with riprap, with minimal
riprap being placed within the creek or below the existing edge of water.
Navy Transportation 4525 Main Street, Suite 1000,Virginia Beach, VA 23462 757 213 8600
Partners, JV

.. i NAVY
v7TRANSPORTATION
PARTNERS JV Page 2
The current bridge structure does not have navigation lighting and does not support significant nighttime
navigation. The bridge plans do not propose to install bridge lighting on the new structure, so MCAS
Cherry Point is requesting a Bridge Lighting Exemption for the project.
The proposed bridge replacement project will have no significant effect on the natural or human
environment. An Environmental Assessment document for Project P134 — Perimeter Security
Compliance, Slocum Road Entry Control Facility, which includes the construction of the new bridge,
describing all proposed impacts is being prepared as prescribed by Section 102(2)(c) of the National
Environmental Policy Act of 1969, and will be completed and approved prior to construction.
There are no publicly owned lands from parks, recreational areas, wildlife or waterfowl refuges, or any
lands from a historic district within the project area or in the vicinity of the project area. No displacements
or relocations of residences, businesses, or people are proposed, and the project will not affect minority
or low-income populations under the Environmental Justice requirements.
The following information is included as part of the application submittal:
• US Coast Guard Bridge Project Questionnaire
• Location Maps
• Proposed Bridge Plan Sheets
• Adjacent Property Owner Map and Contact Information
• Photo Pages
If there is any additional information that you need to assist in the processing of this Advanced Approval
Permit Exemption and Bridge Lighting Exemption request, please do not hesitate to contact me at 919-
678-4155 or [e-mail].
Sincerely,
Jason Hartshorn, PWS
CC: Robyn Niss, P.E., LEED AP, Kimley-Horn
Jessica E. Guilianelli, CIV, Marine Corps Air Station Cherry Point
Navy Transportation 4525 Main Street, Suite 1000,Virginia Beach,VA 23462 757 213 8600
Partners, JV

U.S. Department of Commander 431 Crawford Street
Homeland Security United States Coast Guard Portsmouth,Va.23704-5004
e"\ Fifth Coast Guard District Staff Symbol: (dpb)
Phone:[phone]
United States Email: [e-mail]
Coast Guard
BRIDGE PROJECT QUESTIONNAIRE
Please provide the following information:
A. NAVIGATION DATA:
1. Name of Waterway: Slocum Creek
la. Mileage along waterway measured from mouth or confluence: -3.17 miles from
the existing Slocum Creek bridge to the mouth of Slocum Creek where it
converges with the Neuse River.
lb. Tributary of: Slocum Creek is a tributary of the Neuse River.
2. Geographic Location: Slocum Road, Havelock, Craven County,North Carolina
(34.917476, -76.911467)
(Road Number, City, County, State) and (Latitude and Longitude in NAD 83 form)
3. Township, section and range, if applicable: N/A
4. Tidally influenced at proposed bridge site? Yes
Range of tide: 2.17 feet
Tidal data source: NOAA Tides and Currents: Core Creek Bridge,NC - Station
ID: 8656084 (https://tidesandcurrents.noaa.gov/stationhome.html?id=8656084)
5. Depth and width of waterway at proposed bridge site:
Depths Widths
At Mean High Tide 14.79 ft 696 ft .
At Mean Low Tide 11.83 ft 652 ft .
6. Character of present vessel traffic on waterway. If none, so state: None
Canoe Rowboat Small Motorboat X Cabin Cruiser
Houseboat Pontoon Boat Sailboat.
6a. Provide vertical clearance requirement for largest vessel using the waterway:
Slocum Creek is not listed on the list of Guidance Clearances provided by the US
Coast Guard. Additionally, Slocum Creek is only navigated by logs, log rafts,
rowboats, canoes, and small motorboats, and not large vessels.
6b. Provide photograph of each type of vessel using the waterway.
See attached photo pages (Photos 1-3).

7. Are these waters used to transport interstate or foreign commerce?
No, Slocum Creek is only navigated by logs, log rafts, rowboats, canoes, and
small motorboats, and not large vessels.
7a. Are these waters susceptible to use in their natural condition or by reasonable
improvement as a means to support interstate or foreign commerce?
No
7b. Any planned waterway improvements to permit larger vessels to navigate (to your
knowledge)? No If so,what are they?
8. Any natural or manmade obstructions, bridges, dams,weirs, etc. downstream or
upstream?
Yes
8a. If yes,provide upstream/downstream location with relation to the proposed
bridge.
The existing bridge at Slocum Road over Slocum Creek is located downstream
and directly adjacent to the proposed new bridge over Slocum Creek. There are no
bridges, or other natural or manmade obstructions, located within 1.0 mile
downstream or upstream of the proposed Slocum Road bridge over Slocum
Creek.
8b. If bridges are located upstream or downstream, provide vertical clearance at mean
high water and mean low water and horizontal clearance normal to the axis of the
channel.
The minimum vertical clearance for the existing bridge at Slocum Road over
Slocum Creek is 7.41 feet and the minimum horizontal clearance is 45.08 feet
between piles.
8c. Provide a photograph of the bridge from the waterway showing channel spans.
See attached photo pages (Photos 4-5).
9. Will the structure replace an existing bridge?
No, the proposed project will construct a new bridge over Slocum Creek adjacent
to the existing bridge at Slocum Road.
9a. Provide permit number and issuing agencies of permits for bridge(s)to be
replaced.
The proposed project is not replacing the existing bridge at Slocum Road over
Slocum Creek. The project is proposing the construction of a new bridge
upstream, directly south of, and almost identical in design to the existing bridge at
Slocum Road.
9b. Provide vertical clearance at mean high water and mean low water and horizontal
clearance normal to the axis of the channel for the proposed bridge.
The minimum vertical clearance for the proposed new bridge at Slocum Road
over Slocum Creek is 9.22 feet and the minimum horizontal clearance is 45.125
feet between piles.
2

10. List names and addresses of persons whose property adjoins bridge right-of-way.
U.S. Government Property—U.S. Naval Reservation
Site Address: Coolidge Court, Havelock, Craven County,NC
Mailing Address: 141 E. Fisher Avenue,New Bern,NC 28560
11. List names and addresses/location of marinas,marine repair facilities,public boat
ramps,private piers/docks along the waterway within '/2 mile of the bridge site.
There do not appear to be any marinas, marine repair facilities, public boat ramps,
or private piers/docks within 1/2 mile of the proposed bridge. However, there are
several recreational water access points along Slocum Creek on the MCAS
Cherry Point Base within 1/2 mile of the proposed bridge.
12. Attach location map and plans for the proposed bridge; including vertical
clearances above mean high water and mean low water and horizontal clearance
normal to axis of the waterway.
See attached figures.
13. Attach three (3)photographs taken at the proposed bridge site: one looking
upstream, one looking downstream, and one looking along the alignment
centerline across the bridge site.
See attached photo pages (Photos 6-9).
Name of applicant: Marine Corps Air Station Cherry Point; Jessica E. Guilianelli, CIV
Name of agent completing questionnaire: Jason Hartshorn, PWS
Name of agent's firm: Kimley-Horn
Agent's telephone number: [phone]
Address for correspondence: 421 Fayetteville Street, Suite 600, Raleigh,NC 27601
Applicant's telephone number: [phone]
Date: Signature:
PLEASE NOTE:MISSING INFORMATION AND REQUIRED SIGNATURES WILL
DELAY PROCESSING
• Attachments: Location Maps
Proposed Bridge Plan Sheets
Adjacent Property Owner Map and Contact Information
Photo Pages
3

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NAVY Project P134— Perimeter Security Compliance
Iii TRANSPORTATION Slocum Road Entry Control Facility
PARTNERS JV Marine Corps Air Station, Cherry Point, Craven County, NC
November 2020

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Photo 1 —This photo depicts the type of vessel using Slocum Creek at the new bridge location.
•
Photo 2—This photo depicts the type of vessel using Slocum Creek at the new bridge location.
Advance Approval Permit Exemption
New Bridge at Slocum Road(Project P134) Page 1 of 5
US MCAS Cherry Point,Craven County,NC

Photo 3—This photo depicts the type of vessel using Slocum Creek at the new bridge location.
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Photo 4—This photo depicts the channel span at the existing bridge at Slocum Road over Slocum Creek from the west bank.
The new bridge at Slocum Road will be constructed directly upstream,and south of the existing bridge.
Advance Approval Permit Exemption
New Bridge at Slocum Road(Project P134) Page 2 of 5
US MCAS Cherry Point,Craven County,NC

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Photo 5—This photo depicts another view of the channel span along the existing bridge at Slocum Road over Slocum Creek
from the west bank.The new bridge at Slocum Road will be constructed directly upstream,and south of the existing bridge.
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Photo 6—This photo depicts upstream of the existing bridge at Slocum Road over Slocum Creek,standing on the existing
bridge.The new bridge at Slocum Road will be constructed directly upstream,and south of the existing bridge.
Advance Approval Permit Exemption
New Bridge at Slocum Road(Project P134) Page 3 of 5
US MCAS Cherry Point,Craven County,NC

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Photo 7—This photo depicts upstream of the existing bridge at Slocum Road over Slocum Creek from the east bank.The new
bridge at Slocum Road will be constructed directly upstream,and south of the existing bridge.
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may Photo 8—This photo depicts downstream of the existing bridge at Slocum Road over Slocum Creek,standing on the existing
bridge.The new bridge at Slocum Road will be constructed directly upstream,and south of the existing bridge.
Advance Approval Permit Exemption
New Bridge at Slocum Road(Project P134) Page 4 of 5
US MCAS Cherry Point,Craven County,NC

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Photo 9—This photo depicts the alignment centerline of the existing bridge at Slocum Road over Slocum Creek from the west
bank.The new bridge at Slocum Road will be constructed directly upstream,and south of the existing bridge.
Advance Approval Permit Exemption
New Bridge at Slocum Road(Project P134) Page 5 of 5
US MCAS Cherry Point,Craven County,NC