SW8140906_Historical File_20171030

Energy, Mineral &
Land Resources
ENVIRONMENTAL QUALITY
October 30, 2017
State of NC through the NC Dept. of Public Safety, NC National Guard
Attn: LTC Rodney Newton
1636 Gold Star Drive
Raleigh, NC 27607
Subject: State Stormwater Management Permit No. SW8 140906
National Guard Readiness Center
Redevelopment with Sand Filters Project
New Hanover County
Dear LTC Newton:
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
TRACY DAVIS
Director
The Wilmington Regional Office received a complete, State Stormwater Management Permit Application
for the subject project on August 29, 2017. 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 effective January 1, 2017. We are forwarding modified Permit No. SW8 140906 dated October
30, 2017, for the construction, operation and maintenance of the stormwater control measures (SCMs),
built -upon areas, as well as the stormwater collection system and/or vegetated conveyance system
associated with the subject project. Please add the enclosed plan sheets to the currently permitted set.
This permit shall be effective from the date of issuance until October 14, 2022 and shall be subject to the
conditions and limitations as specified therein, and does not supersede any other agency permit that may
be required. Please pay special attention to the permit conditions regarding the operation and
maintenance of the SCMs, stormwater collection system, and/or vegetated conveyances; the limitation of
built -upon area; modification of the project; the procedures for changing ownership of and/or transferring
the permit; and the need to renew the permit. Please also pay attention to the permit conditions that
requires the recordation of deed restrictions and protective covenants, easements, and the maintenance
agreement, which must all be provided along with certification upon completion of the project. Failure to
comply with these requirements will result in future compliance problems.
The following modifications are included and covered by this permit:
1. October 14, 2014 Permit: This permit covered redevelopment of a portion of the 40.856ac
project area. It permitted one infiltration basin.
2. August 1, 2017 Permit:
a. Summary: Circumstances have required that the 2014 design be reconfigured. The
modified permit will redevelop the area previously -permitted in 2014 and it will
redevelop additional area, but the project area will remain 40.856ac. The project uses
two sand filters for stormwater treatment. The two sand filters as well as additional area
are located inside the drainage area for a dry pond. The dry pond does not receive
impervious area treatment credit because .it is not a primary SCM per 15A NCAC 02H
.1002(46). It provides peak flow detention as required by 15A NCAC 02H .1003(5).
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wgmington, NC 28405
910 796 7215

State Stormwater P rniit No. SW8 140906
Page 2 of 2
Redevelopment: This project. meets the two redevelopment requirements:
i. Net Increase. in Impervious Area is Treated: As summarized in Section I(1) and
in Table 1 of Attachment B, the project treats the net increase in impervious area
as required by 15A NCAC.: 02H .I003(3)(d).
ii. Equal or Better Storrnwater Control: In the 1988 pre-existing condition,
stormwater was conveyed offsite via a series of pipes and channels without
treatment. The system to be constructed collects a significant portion of that
water for treatment. Other areas have also been disconnected so that water from
impervious surfaces sheet flows over vegetated areas.
3. October 30, 2017 Permit: A fence has been added to previously -approved fencing to fully fence -
in the facility. The fence posts have a negligible amount of concrete for structural support, but
there has been no impact on the impervious area previously -permitted. The fence is exempted
from State Stormwater permitting. See Permit Section I(10).
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, or need additional information concerning this matter, please contact Kelly
Johnson in the Wilmington Regional Office, at [phone].
Sincer ly,
,,,Tracy Davis, P.E., Director
Division of Energy, Mineral and Land Resources
Enclosures: Attachment A —Designer's Certification Form
Attachment B — Built -Upon Area Allocation
GDS/kpj: %StormwaterTermits & Projects12017\140906 HD12017 10 permit 140906
cc: i., e !'ill: - nnnvonn
Inspector, New Hanover County But Building Inspections
NCDOT District Engineer
mg
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington, NC Z8405
910 796 7215

State Stormwater Management
Permit No. SW8 140906
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORIVI'IiV'ATER MANAGEMENT PERMIT
REDEVELOPMENT WITH SAND FILTERS PROJECT
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
State of NC through the NC Dept. of Public Safety, NC National Guard
National Guard Readiness Center
2414 Infantry Road, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of two (2) sand filters ("stormwater control measures" or
"SCMs") which have been permitted as primary SCMs per 15A NCAC 02H .1002(37). The project
also contains a dry pond which is permitted as a secondary SCM, which is for hydraulic benefits and
not total suspended solids removal per. 1002(46) and .1003(5). This permit is issued in compliance
with the provisions of Title 15A NCAC 2H .1000 effective January 1, 2017 (the "stormwater rules") and
the approved stormwater management plans, application, supplement(s), specifications, and other
supporting data (the "approved plans and specifications") as attached and/or on file with and
approved by the Division of Energy, Mineral and Land Resources (the "Division" or "DEMLR") and
considered an enforceable part of this permit.
This permit shall be effective from the date of issuance until October 14, 2022 and shall be subject to
the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the management and volume of stormwater
described in the approved plans and specifications. The maximum amount of built -upon area
(BUA) allowed for the entire project is summarized in Attachment B, Tables 1 and 2. The total
allocated impervious area is 267,530 square feet to be constructed on the site. The dry pond
does not receive impervious area treatment credit because it is not a primary SCM per 15A
NCAC 02H .1002(46). The dry pond provides peak flow detention as required by 15A NCAC
02H .1003(5). As shown in Attachment B Table 2, the dry pond is able to accommodate an
additional 54,450 square feet of future impervious area via a future permit modification (if the
54,450 square feet is also treated by a primary SCM). Therefore, the total impervious area is
321,980 square feet (which is equal to the 267,530 square feet allocated plus the potential
54,450 square feet of future impervious.) Additionally, there was 181,038sf of impervious area
in place prior to 1988 as demonstrated on the permitted plans an in Attachment B Table 1.
Since the total allocated impervious area for the project is 267,530sf the project must treat at
least (267,530sf-181,038sf=) 86,492sf of impervious area. As shown in Attachment B Table 1,
the project provides two sand filters which treat 63,162sf and 61,855sf (total= 125,01 7sf).
Therefore, this project meets the 15A NCAC 02H .1003(3)(d) requirement.
Page 1 of 5

State Stormwater Management
Permit No. SW8 140906
2. The drainage areas for the on -site stormwater systems will be limited to the amounts of built -
upon area indicated in this permit and the approved plans and specifications. The runoff from all
built -upon area within the permitted drainage areas of this project must be directed into the
permitted stormwater control measures. The stormwater control measures labeled Sand Filter 1
and Sand Filter 2 have been designed using the runoff treatment method to handle the runoff
from 63,162 and 61,855 square feet of built -upon area, respectively. This permit does not
provide any allocation of built -upon area for future development in the drainage area of either
sand filter
3. A 50-foot wide vegetative setback must be provided and maintained adjacent to all surface
waters, measured horizontally 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 in accordance with the stormwater rules and the approved plans
and specifications.
4. The stormwater control measure(s) is(are) permitted based on the design criteria presented in
the sealed, signed and dated supplement and as shown in the approved plans and
specifications. These stormwater control measures must be provided and maintained at the
design condition. The approved supplement is incorporated by reference into this permit.
5. The peak flow from the 10-year storm event shall not cause erosion downslope of the
stormwater outlet discharge point.
6. The sand filter shall be maintained in a manner that results in a drawdown of at least two inches
per hour at that sand surface.
7. The fence posts permitted on October 30, 2017 have a negligible amount of concrete for
structural support, but there has been no impact on the impervious area previously -permitted.
The fence is exempted from State Stormwater permitting.
II. SCHEDULE OF COMPLIANCE
The project shall be constructed in accordance with the conditions of this permit and the
approved plans and specifications.
2. The on -site stormwater system shall be entirely constructed, vegetated, and operational prior to
the construction of any development, per the approved plans and specifications.
3. During construction, erosion shall be kept to a minimum and any eroded areas of the on -site
stormwater system will be repaired immediately. If the stormwater system is used as an Erosion
Control device, it must be restored to design condition prior to operation as a stormwater
treatment device, and prior to occupancy of the facility.
4. All stormwater control measures, stormwater collection systems vegetated conveyance systems,
and/or 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.
5. The permittee shall at all times 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 functions at the approved design condition. The
approved Operation and Maintenance Agreement is incorporated by reference into this permit
and must be followed in its entirety and maintenance must occur at the scheduled intervals.
6. The operation and maintenance agreement must be recorded with the Office of the Register of
Deeds.
7. 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.
Page 2 of 5

State Stormwater Management
Permit No. SW8 140906
8. The final plats for the project must be recorded with the Office of the Register of Deeds. The
recorded plat must 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.
9. The permittee is responsible for verifying that the proposed built -upon area for the entire project
does not exceed the maximum allowed by this permit.
10. Upon completion of the project, the permittee shall determine whether or not the project is in
compliance with the permitted plans and take the necessary following actions:
a. If the permittee determines that the project is in compliance with the permitted 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 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 permitted plans,
the permittee shall submit an application to modify the permit within 30 days of completion
of the project or provide a plan of action, with a timeline, to bring the site into compliance.
11 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:
a. Any modification to the approved plans and specifications, regardless of size including the
stormwater control measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the drainage area.
c. Further development, subdivision, acquisition, lease or sale of any, all or part of the project
area as reported in the approved plans and specifications.
d. Altering, modifying, removing, relocating, redirecting, or resizing of any component of the
approved stormwater control measure, stormwater collection system and/or vegetative
conveyance system shown on the approved plan.
e. The construction of any allocated future BUA.
f. The construction of any permeable pavement for BUA credit that was not included in the
approved plans and specifications. The request must include a soils report identifying the
type of soil, the Seasonal High Water Table elevation and the infiltration rate.
g. The construction of any 57 stone area or trails to be considered a permeable surface that
were not included in the approved plans and specifications.
h. Other modifications as determined by the Director.
12. The Director may notify the permittee when the permitted site does not meet one or more of the
minimum requirements of the permit. Within the time frame specified in the notice, the permittee
shall submit a written time schedule to the Director for modifying the site to meet minimum
requirements. The permittee shall provide copies of modified plans and certification in writing to
the Director that the changes have been made.
13. 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 is in compliance with all permit conditions. Any items not in compliance must
be repaired, replaced restored, or resolved prior to the transfer. Records of maintenance
activities performed to date may be requested.
III. GENERAL CONDITIONS
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.
Page 3 of 5

State Stormwater Management
Permit No. SW8 140906
2. The issuance of this permit does not preclude the permittee from complying with and obtaining
any and all other permits or approvals that are required in order for this development to take
place, as required by any statutes, rules, regulations, or ordinances, which may be 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.
3. In the event that the facilities fail to perform satisfactorily, the permittee shall take immediate
corrective actions. This includes actions required by this 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.
4. This permit is not transferable to any person or entity except after notice to and approval by the
Director. The permittee shall submit a completed and signed State Stormwater Request Form
for Permit Transfer or Permit Information Update, accompanied by the supporting
documentation as listed on the form, to the Division at least 60 days prior to any one or more of
the following events:
a. An ownership change including the sale or conveyance of the project area in whole or in
part, except in the case of an individual lot sale that is made subject to the recorded deed
restrictions and protective covenants;
b. Bankruptcy;
c. Foreclosure, subject to the requirements of Session Law 2013-121,
d. Dissolution of the partnership or corporate entity, subject to NCGS 57D-2-01(e) and NCGS
57D-6-07;
e. A name change of the current permittee;
f. A name change of the project;
g. A mailing address change of the permittee;
5. The permittee is responsible for compliance with all of these terms and conditions until such time
as the Division approves the transfer request. Neither the sale of the project, in whole or in part,
nor the conveyance of common area to a third party constitutes an approved transfer of the
permit.
6. The permittee grants Division Staff permission to enter the property during normal business
hours for the purpose of inspecting all components of the permitted project.
7. The permit issued shall continue in force and effect until the permittee files a request with the
Division for a permit modification, transfer, renewal, or rescission; however, these actions do not
stay any permit conditions.
8. Approved plans, application, supplements, calculations, operation and maintenance agreement,
and specifications for this project are incorporated by reference and are enforceable parts of the
permit. A copy of this permit, application, supplements, operation and maintenance agreement,
and approved plans and specifications shall be maintained on file by the permittee at all times.
9. Unless specified elsewhere, permanent seeding requirements for the on -site stormwater system
must follow the guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and modifying the
permit, revoking and reissuing the permit, or terminating the permit for cause as allowed by the
laws, rules, and regulations contained in Title 15A NCAC 2H.1000 and NCGS 143-215.1 et.al.
11. A permit renewal request must be submitted at least 180 days prior to the expiration date of this
permit. The renewal request must include the appropriate application, documentation and the
processing fee as outlined in Title 15A NCAC 02H.1045(3).
Page 4 of 5

State Stormwater Management
Permit No. SW8 140906
Permit modified and reissued this the 30th day of October 2017
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
ray avis . E., Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 140906
Page 5 of 5

State Stormwater Management
Permit No. SW8 140906
Attachment A: Designer's Certification Form
National Guard Readiness Center
Stormwaler Permit No. SW8 140906
New Hanover County
Designer's Certification
I, , as a duly registered in the State of
North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of
the project,
(Project)
for (Project Owner) hereby state that, to the best of my
abilities, due care and diligence was used in the observation of the project construction such that the
construction was observed to be built within substantial compliance and intent of the approved plans
and specifications.
The checklist of items on page 2 of this form is a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
cc: NCDEQ-DEMLR Regional Office
Inspector, New Hanover County Building Inspections
Page 1 of 2

State Stormwater Management
Permit No. SW8 140906
General Certification Requirements: Sand Filters
Y
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 inlets are located per the approved plans and do not cause short-circuiting of the
system.
6. The permitted amounts of surface area and/or volume have been provided.
7. All required design depths are provided.
8. All required parts of the system are provided.
9. The required dimensions of the system are provided, per the approved plan.
10. All components of the stormwater control measure are located in either recorded
common areas; or recorded easements.
Page 2 of 2

State Stormwater Management
Permit No. SW8 140906
Attachment B: Data Summary Tables
Table 1
SW8140906 - National Guard Readiness Center
Redevelopment Summary
Impervious Area Treated:
Sand Filter #1:
125,017
�63,162
Filter #2:
61,855
_Sand _
Impervious Required to Treat
=267,530 3�1,038siJ
86,492
July 21, 2017, Impervious Total:
267,530
?re-1988 Impervious Remaining
121,414
New Impervious
146,116
Pre-1988 Impervious Total:
181,038
;per 15A NCAC 02H .1003(31(d)
..................... _.
Attachment B
Table 2
SW8140906 - National Guard Readiness Center
Impervious Area Summary
Inside Dry Pond DA
Outside Dry
Pond DA
Total Project
Area'
Sand
Filter #1
Sand To Dry Pond,
Filter #2 but not to
Sand Filters
Dry on
Total,
Total Project Area/Drainage Area"
67,082
84,936
127,647
279,665
1,500,022
1,779,6871
40.856 f
1.540
1.950
2.930
6.420
34.436
Onsite Drainage Area
67,082
84,936
127,647
279,665
11,500,022
1,779,6971
Offske Drainage Area
0
0
0
0
0
01
Impervious Area Totals �.�
63,162
_
61X51
73,181
198,198
1231782
321,9801
Allocated Impervious-
63,162
61,855
18,731
143,748
- 123,7821
_
267,5301
Onsite Buildings
35,719
0
0
35,719
-
35,719 1
Onsite Streets
0
0
1,578
1,578
1,5781
Onsite Parking
27,443
61,855
89,298
14,006
103,3041
Onsite Sidewalks
0
01
_0
1,457
1,457
4,058
5,515 1
Other Onsite
0
0
0
0
-
- 1
Offsite Drainage Area
0
0
0
0
-
- 1
Existing BUA
0
0
15,696
15,696
105,718
121,41411
Future Impervious Available Via Permit Modification:
01
0
54,450
54,450
01
54,45011
'The dry pond treats water draining from two sand filters as viell as additional area.
The dry pond has been designed to accommodate an additional 54,450ft2 of impervious that can be permitted in the future.
However, since the dry ,pond is a secondary SCM the 54,450ft2 will have to also be treated by a primary SCM.
z
The total property area is 41.29ac. There are 0.434ac of coastal wetlands, and so the project area is 40.856ac.
he receiving stream is UT to Smith Creek. The stream index is 18-74-63. The stream classification is C; SW.
Page 1 of 1

Johnson, Kelly
From: Frank Slinsky <[e-mail]>
Sent: Tuesday, August 29, 2017 11:33 AM
To: Johnson, Kelly; Brandon McLamb
Cc: Scott, Georgette
Subject: RE: NCNG Readiness Center - Draft Security Fence Flan
Thank you!
The fence doesn't coo all around the entire site; but rather just around a portion of the site where there is no security fence
to meet Antiterrorism standards. It just closes the gap and connects up to the existing fence.
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.45051 Fax: [phone]
Mobile: [phone] frank.slinskyCatimmons.com
Your Vision Achieved Through Ours
To send files greater than 20MB click here
From: Johnson, Kelly [mailto:[e-mail]]
Sent: Tuesday, August 29, 2017 11:29 AM
To: Frank Slinsky <[e-mail]>; Brandon McLamb <[e-mail]>
Cc: Scott, Georgette <[e-mail]>
Subject: RE: NCNG Readiness Center - Draft Security Fence Plan
Actually, I see below that we have already agreed to do this as an exemption associated with SW8140906 rather than a
minor mod. (It should have been a minor mod. But, we will proceed as an exemption if that is what was already
said.) But, I am still confused by exactly what is being proposed. Is the fence you are looking to install intended to go
around the whole 41.29ac site?
Thanks
Kelly
From: Johnson, Kelly
Sent: Tuesday, August 29, 2017 11:21 AM
To:'Frank Slinsky' <Frank.Slinsk timmons.com>; Brandon McLamb <[e-mail]>
Cc: Georgette Scott <[e-mail]> .
Subject: RE: NCNG Readiness Center - Draft Security Fence Plan
Frank & Brandon,
We received this application, and I want to make sure that we are on the same page. It was submitted as an Exemption,
but I think it is a minor modification to an existing permit.
The existing permit for the NCNG Project, SW8 140906, covers the entire 41.29ac site owned by NCNG. The most recent
permit action for the readiness center altered a small portion of that 41.29ac, but the readiness center's footprint is not
the footprint of the entire project area for the permit. Below, I have overlaid the readiness center with county GIS's

property lines for the 41.29ac site. It looks like your request is to put a fence (which does not have a concrete footer) all
the way around the property, just inside the property line. If so, then this is a minor modification to SW8 140906 and
not a stand-alone exemption. Please advise.
Thanks,
Kelly
From: Frank Slinsky [mailto:Frank..Slinsk timmen5 ,com]
Sent: Wednesday, August 23, 2017 10:41 AM
To: Johnson, Kelly <keilypJohnson@ncdenrgov@ncdenrgov>; Brandon McLamb <Brandon.McLa:[e-mail]>
Subject: RE: NCNG Readiness Center - Draft Security Fence Plan
...also to answer your question, this fence is not within the footprint of the Readiness Center project, the fence goes
around the perimeter of the site. Thanks again.
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.45051 Fax: [phone]
Mobile: [phone] frank.slinsky�timmons.com
Your Vision Achieved Through Ours
To send files greater than 20MB click here
2

From: Frank Slinsky
Sent: Wednesday, August 23, 2017 10:33 AM
To:'Johnson, Kelly' <[e-mail]>; Brandon McLamb <[e-mail]>
Subject: RE: NCNG Readiness Center - Draft Security Fence Plan
Kelly,
This is the security fence project I sent you PDF's to review a couple weeks and you discussed it being exempt from
stormwater review since there is no new impervious being added. We also discussed it is separate and standalone from
the readiness center project due to funding.
We mailed you the drawings yesterday for exemption per your instructions in the emai;s below. it % gill be bid out tt:ls
Thursday and construction will be complete prior to starting the Readiness Center project.
Sorry about the confusion again as Brandon wasn't exactly sure of the background. Please feei free to ca!I me if YOU have
any questions and thank you again for your assistance. Thank you.
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.45051 Fax: [phone]
Mobile: [phone] frank.slinsky(cD-timmons.com
Your Vision Achieved Through Ours
To send files greater than 20MB click here
From: Johnson, Kelly[mailto:[e-mail]]
Sent: Wednesday, August 23, 2017 9:43 AM
To: Brandon McLamb <[e-mail]>
Cc: Frank Slinsky <[e-mail]>
Subject: Re: NCNG Readiness Center - Draft Security Fence Plan
Brandon,
I'm not in the office today, and so I don't have the file in front of me. But, I thought that the fence was supposed
to be inside the project area for the National Guard project. Is that not the case?
Thanks,
Kelly
From: Brandon McLamb <[e-mail]>
Sent: Tuesday, August 22, 2017 4:48:40 PM
To: Johnson, Kelly
Cc: Frank Slinsky
Subject: RE: NCNG Readiness Center Draft Security Fence Plan
Kelly,
I was new to this one so I was mistaken about it being tied in with permit number S@8140906. This is a standalone and
we are just not adding any impervious to the project so we would like an approval based on stormwater exemption as
soon as we can get it. Thanks and sorry for the confusion!

Brandon
From: Brandon McLamb
Sent: Tuesday, August 22, 2017 4:01 PM
To:'[e-mail]' <[e-mail]>
Cc: Frank Slinsky <Frank.Slinsky(@tiP.)mcns.com>
Subject: RE: NCNG Readiness Center - Draft Security Fence Plan
Kelly,
Attached are plans for the NCNG Wilmington New Hanover — Security Fence Replacement. We are including this plan
set showing no proposed impervious as we apply forthe exemption for stormwater. This is in reference to permit
number SW8 140906. See correspondence below for history on this project. I have 2 hard copies of the attached pdf
coming your way via mail. If you have any questions or would like to discuss please give me a call. I believe that some of
the National Guard funding for this may be expiring in September so it is my understanding that there is a push to get
this ironed out as quickly as possible, so anything I can do to help please let me know.
Thanks in advance!
Brandon McLamb, PE
Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Rd, Suite 102 1 Raleigh, NC 27607
Office: 919.866.49351 Fax: [phone]
brand on. mclambO.tim mons. corn
Your Vision Achieved Through Ours
To send me files greater than 20MB click here.
From: Johnson, Kelly [mailtc:kelly.p.iohnson ncdenr. ov]
Sent: Tuesday, August 08, 2017 10:19 AM
To: Frank Slinsky <[e-mail]>
Subject: RE: NCNG Readiness Center - Draft Security Fence Plan
Yes, you can apply for the exemption for the fence without new impervious area.
I was not in the office on Friday. Did you get what you needed for the plans? We do not have a copy machine that
copies large sheets. When people come to the office to review files, Cameron Weaver usually goes with them to a local
print shop to have copies made.
From: Frank Slinsky[mailto:[e-mail]]
Sent: Thursday, August 03, 2017 12:21 AM
To: Johnson, Kelly <[e-mail]>
Subject: RE: NCNG Readiness Center - Draft Security Fence Plan
I just received this from the Nationat Guard. I guess we are ok to submit the fence plan for the exemption now? No new
impervious is on the plans.
4

I would also like to get a full copy of the stormwater review package, including any maps, that were eventually approved
for permit. Can I make a copy from your final review set or do I need to get that from the owner or engineer (Jacobs)? I
will be in the DEQ office this Friday at 10-am for the Erosion Control Express review meeting if you can provide me a
copy.
Thank you.
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.45051 Fax: [phone]
Mobile: [phone] frank.slinsky0timmons.com
Your Vision Achieved Through Ours
To send files greater than 20MB click here
From: Johnson, Kelly [mailto:ke!ly.p.![e-mail]]
Sent: Thursday, July 20, 2017 11:11 AM
To: Frank Slinsky <[e-mail]>
Subject: RE: NCNG Readiness Center- Draft Security Fence Plan
OK. Just FYI, it can't be formally accepted until after the permit issued for the Readiness Center. But, it shouldn't be
long on that.
KJ
From: Frank Slinsky [mailto:[e-mail]
Sent: Thursday, July 20, 201711:09 AM
To: Johnson, Kelly <[e-mail]>
Subject: RE: NCNG Readiness Center- Draft Security Fence Plan
That's great, thank you.
We'll mail out in the next day or so and you will receive it next week.
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.45051 Fax: [phone]
Mobile: [phone] [e-mail]
Your Vision Achieved Through Ours
To send files greater than 20MB click here

From: Johnson, Kelly [mailto:[e-mail]]
Sent: Thursday, July 20, 2017 11:06 AM
To: Frank Slinsky <[e-mail]>
Subject: RE: NCNG Readiness Center - Draft Security Fence Plan
Frank,
Yes, the 2ft strip over the length of the fence would likely add up. If you do not have the strip, then you can just apply
for an Exemption. All you need is a cover letter, your narrative, and two sets of supporting plans. There is no fee. Just
submit it to:
Attn: Kelly Johnson
DEMLR
127 Cardinal Drive Extension
Wilmington, NC 28405
Please reference permit number SW8 140906 in your cover letter.
Thanks,
Kelly
From: Frank Slinsky [mailto:Frank.Slins v timmons.com]
Sent: Thursday, July 20, 2017 10:58 AM
To: Johnson, Kelly <[e-mail]>
Subject: RE: NCNG Readiness Center - Draft Security Fence Plan
Oh, you are probably referring to the narrative. The narrative says no new impervious but the drawing shows the
concrete strip. We were anticipating needing to remove that strip from the plans to avoid stormwater regulations and
can do that if simplifies matters..
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.45051 Fax: [phone]
Mobile: [phone] frank. slinsky0timmons.com
Your Vision Achieved Through Ours
To send files greater than 20MB click here
From: Johnson, Kelly (mailto:[e-mail]]
Sent: Thursday, July 26, 2017 10:46 AM
To: Frank Slinsky <[e-mail]>
Subject: RE: NCNG Readiness Center - Draft Security Fence Plan
Frank,
It looks like there is a 2ft wide concrete strip underneath the fence, but it also says that there is no impervious? Can you
clarify?

Thanks,
Kelly
From: Frank Slinsky[mailto:Frank.SlinskyLi)timmons.corr]
Sent: Thursday, July 20, 2017 10:08 AM
To: Johnson, Kelly <kelly.o.[,ohnson DricdR-rn.gov>
Subject: NCNG Readiness Center - Draft Security Fence Plan
Kelly,
Attached is a draft of the plans and narrative for the security fence project proposed at the NCNG readiness center site
in Wilmington.
The scope of project entails approximately 4,500-If of chain link and ornamental security fence with gates and tree
clearing and erosion control to install the fence.
There are no proposed structures or impervious surfaces, but typically the NCNG likes to install a 2-ft strip of concrete
under the fence to avoid weed whacking (see details). If the concrete strip would trigger additional stormwater reviews
with the potential to increase the size of the SCM's proposed with the Readiness Center, we will remove the concrete
strip from the details and not construct that strip.
Please advise the quickest way for us to comply with Stormwater regulation. It's preferred to build the fence in the next
2 months, prior to the Readiness Center construction if possible. Is there a stormwater exemption if we just build the
fence? Would the concrete strip trigger a stormwater review with the potential to require Stormwater treatment?
Fyi, we requested an Express Erosion Control review but need to send Cameron some additional materials.
Thank you!
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.45051 Fax: [phone]
Mobile: [phone] frank.slinsky0timmons.com
Your Vision Achieved Through Ours
To send files greater than 20MB click here

TIMh1ONS GROUP
YOUR VISION ACFIIEVEI] rlikoUiaH OURS.
5410 Trinity Road P 919.866.4951
Suite 102 F 919.859.5663
Raleigh, NC 27607 www.timnwns.com
TRANSMITTAL,
NCDEQ - Wilmington Office Date: 8122/17 Job#: 40048
TO: Erosion Control Express Review Project: NCNG Wilmington New Hanover - Security Fene
127 Cardinal Drive Ext. Reference: Stormwater Exemption Submittal
Wilmington, NC 28405 Attention: Kelly Johnson
COPIES
DATE
NUMBER
DESCRIPTION
2
08/22/17
1
Two 2 Sets of Plans
1
08/22/17
2
Copy of Previous Email Correspondence
1 rICAC I I CIVIA /iRC i rC/11VJIVII 1 1 CU:
If enclosures are not as noted, please notify us at once.
COMMENTS:
Kelly,
Enclosed are 2 sets of plans for the NCNG Wilmington New Hanover- Security Fence Replacement plan
that we are including as we apply for the exemption for stormwater since we are not adding impervious as
part of the site plan. ii you couid review and please iet us know if you need anything further in order to
push this permit through it would be greatly appreciated.
Thank You,
"-�z Z, -��& ECEIVE
1310.4004 McCAvtfo Foy AUG 2 4 2011
Frank Slinsky, P.E.
f3Y
CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIS I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES

Johnson, Kelly
From: Johnson, Kelly
Sent: Thursday, July 20, 2017 11:06 AM
To: 'Frank Slinsky'
Subject: RE: NCNG Readiness Center - Draft Security Fence Plan
Frank,
Yes, the 2ft strip over the length of the fence would likely add up. If you do not have the strip, then you can just apply
for an Exemption. All you need is a cover letter, your narrative, and two sets of supporting plans. There is no fee. Just
submit it to:
Attn: Kelly Johnson
DEMLR
127 Cardinal Drive Extension
Wilmington, NC 28405
Please reference permit number SW8 140906 in your cover letter.
Thanks,
Kelly
From: Frank Slinsky [mailto:[e-mail]]
Sent: Thursday, July 20, 201710:58 AM
To: Johnson, Kelly <[e-mail]>
Subject: RE: NCNG Readiness Center- Draft Security Fence Plan
Oh, you are probably referring to the narrative. The narrative says no new impervious but the drawing shows the
concrete strip. We were anticipating needing to remove that strip from the plans to avoid stormwater regulations and
can do that if simplifies matters..
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.45051 Fax: [phone]
Mobile: [phone] frank. slinsky0tim mons.com
Your Vision Achieved Through Ours
To send files greater than 20MB click here
From: Johnson, Kelly [mailto:[e-mail]]
Sent: Thursday, July 20, 2017 10:46 AM
To: Frank Slinsky <[e-mail]>
Subject: RE: NCNG Readiness Center- Draft Security Fence Plan
Frank,
It looks like there is a 2ft wide concrete strip underneath the fence, but it also says that there is no impervious? Can you
clarify?

Thanks,
Kelly
From: Frank Slinsky[mailto:Franl<[e-mail]]
Sent: Thursday, July 20, 2017 10:08 AM
To: Johnson, Kelly <[e-mail]>
Subject: NCNG Readiness Center - Draft Security Fence Plan
Kelly,
Attached is a draft of the plans and narrative for the security fence project proposed at the NCNG readiness center site
in Wilmington.
The scope of project entails approximately 4,500-If of chain link and ornamental security fence with gates and tree
clearing and erosion control to 'install the fence.
There are no proposed structures or impervious surfaces, but typically the NCNG likes to install a 2-ft strip of concrete
under the fence to avoid weed whacking (see details). If the concrete strip would trigger additional stormwater reviews
with the potential to increase the size of the SCM's proposed with the Readiness Center, we will remove the concrete
strip from the details and not construct that strip.
Please advise the quickest way for us to comply with Stormwater regulation. It's preferred to build the fence in the next
2 months, prior to the Readiness Center construction if possible. Is there a stormwater exemption if we just build the
fence? Would the concrete strip trigger a stormwater review with the potential to require Stormwater treatment?
Fyi, we requested an Express Erosion Control review but need to send Cameron some additional materials.
Thank you!
Sincerely,
Frank Slinsky, PE, LEED AP
Senior Project Manager
TIMMONS GROUP I www.timmons.com
5410 Trinity Road, Suite 102 Raleigh, NC 27607
Office: 919.866.45051 Fax: [phone]
Mobile: [phone] frank.slinsky(ccDtimmons.com
Your Vision Achieved Through Ours
To send files greater than 20MB click here

Johnson, Kell
From:
Johnson, Kelly
Sent:
Monday, July 10, 2017 12:20 PM
To:
'Gollings, Jamie E.'
Cc:
Weaver, Cameron
Subject:
RE: [Non-DoD Source] RE: National Guard Readiness Center Wilmington Express Review
Jamie,
I overlaid the county GIS with the plan you sent me this morning in the first diagram below. The current (2014) permit
covers the entire tract that the National Guard owns, as shown by the land inside the green line "below" Control Tower
Drive. (Just to clarify, I want to make sure that you understand that that whole project area will need to be re -permitted
in tomorrow's application. You probably already realize that, but I just want to make sure since I don't see the project
area on the plan from this morning.) I then overlaid the drainage area for the infiltration basin that was permitted in
2014 in diagram 2 (it isn't a perfect overlay, but you get the idea.) From the file, it looks like the area that is covered
mainly by proposed sand filter #2 (the DA on the left in diagram 1) is constructed per the 2014 plans because the
infiltration basin is certified. It looks like you all plan to reconfigure that area, take out the infiltration basin, and use a
sand filter. The area that goes to sand filter #1 is being redeveloped from area that was not previously permitted to be
redeveloped. Diagram 3 is on file from the 2014 permit. It shows the impervious area that was in place in 1981. (State
Stormwater permitting began in 1988, and so the 2014 engineer submitted that to establish that he didn't have to treat
all of the impervious area on the tract.)
In 2014, the engineer showed that his drainage area contained impervious area that was in place well before 1988, but
since it drained to the infiltration basin he treated all of the impervious area in the basin. (As I am sure you know, that is
because all impervious in a drainage area has to be accounted for in order to ensure that it can all "fit" in the treatment
facility). There was a small section of impervious area, as shown in Diagram 4, that he could not collect (likely because
the driveway had to meet the crown of an existing road.) In retrospect, I probably should have quantified that amount
of impervious in the permit. But, I did not (probably because it was so small).
I have been trying to figure out the best way to document the redevelopment of this site, especially since they have
been (and may continue to) make regular changes to the permit. Per .1002(41) and GS143-214.7, redevelopment must
have impervious that is equal or less than the previous project and provide equal or better stormwater treatment. If the
footprint of impervious is being increased, then the project falls under .1003(3)(d) and it needs a hieh-densitv nermit for
the net increase of impervious area. I have talked with other staff here to determine the best way to go about
this. There are at least two ways, but there may be others. The most complete method would be to quantify the
impervious area inside the entire project area using a pre-1988 map. Then, demonstrate that permit modifications do
not exceed that amount, and that they provide equal or better treatment of impervious area. Or, the other way to do
this is to compare pre-1988 with the proposed design on a drainage -area basis without addressing the entire site. We
will have to work this out tomorrow.
Thanks,
Kelly
Diagram 1

� ■ 1
r• � f
Jrf +wi r�r Otir� 1 �
r i
. ••t r. ww,r
1300
Diagram 2
Ulmer]
Diagram 3
2

�f•Y4 O I• �JI�
Diagram 4
Imt��ea mess MrAer Renovat on
North Carotins Natiolrsf Guard
i
-----Original Message -----
From: Gollings, Jamie E. [mailto:[e-mail]]
Sent: Monday, July 10, 2017 9:40 AM
To: Johnson, Kelly <[e-mail]>
3

Cc: Weaver, Cameron <[e-mail]>
Subject: RE: [Non-DoD Source] RE: National Guard Readiness Center Wilmington Express Review
Kelly,
Please call me when you have a moment. In the mean time, the attached shows existing vs. proposed impervious
impacts. I don't believe that the existing permit involved any existing impervious impacts.
Yes, the sand filters will be designed to the 2017 manual.
Jamie E. Gollings, PE I Civil Engineer
JACOBS
Office: 111 Corning Road, Suite 200, Cary, NC 27518
Contact: Offi ce:919.859.5752
[e-mail] I www.jacobs.com
-----Original Message -----
From: Johnson, Kelly [mailto:[e-mail]]
Sent: Friday, July 07, 201712:56 PM
To: Gollings, Jamie E. <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: FW: [Non-DoD Source] RE: National Guard Readiness Center Wilmington Express Review
Jamie,
I am just trying to make sure I understand what is being proposed. Have you designed the new sand filter per the new
regulations (the 2017 rule)? Also, is this just a standard high density permit, or is there a redevelopment component,
too? (I just looked quickly at the current permit, and I didn't see any redevelopment but I wanted to verify that.)
Thanks,
Kelly
-----Original Message -----
From: Weaver, Cameron
Sent: Friday, July 07, 201712:26 PM
To: Moody, Cale D LTC USARMY NG NCARNG (US) <[e-mail]>
Cc: Dudick, Vickie A NFG NG NCARNG (US) <[e-mail]>; Scott, Georgette
<[e-mail]>; Johnson, Kelly <[e-mail]>; Newton, Rodney D LTC USARMY NG
NCARNG (US) <[e-mail]>; Caldwell, Kent Eric MAJ USARMY NG NCARNG (US)
<[e-mail]>; Burriola, William S II CW2 USARMY NG NCARNG (US) <[e-mail]>;
Harper, William W II MAJ USARMY NG NGB ARNG (US) <william.w.harper6.mil @mail.mil>; Garcia, Karla M CIV NG NGB
(US) <[e-mail]>; Meilinger, Derek T MAJ USARMY NG NCARNG (US)
<[e-mail]>
Subject: RE: [Non-DoD Source] RE: National Guard Readiness Center Wilmington Express Review
Thanks to Kelly (and I know I owe you!), I have been able to schedule this review as was requested for Tuesday 7/11, at
10am.
We look forward to seeing the engineer and owner representative here for this meeting. Let me know of any
outstanding issues.
Cameron
4

Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office NCDEQ-Division of Environmental Assistance and
Customer Service
127 Cardinal Drive Ext,
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: http://deq.nc.gov/
DEACS NEW WEBSITE: http://deq.nc.gov/about/divisions/environmental-assistance-customer-service
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
----=Original Message -----
From: Moody, Cale D LTC USARMY NG NCARNG (US)[mailto:[e-mail]]
Sent: Friday, July 07, 201712:15 PM
To: Weaver, Cameron <[e-mail]>
Cc: Dudick, Vickie A NFG NG NCARNG (US) <vickie.a.dudick.nfg@ mail. mil>; Scott, Georgette
<[e-mail]>; Johnson, Kelly <[e-mail]>; Newton, Rodney D LTC USARMY NG
NCARNG (US) <[e-mail]>; Caldwell, Kent Eric MAJ USARMY NG NCARNG (US)
<[e-mail]>; Burriola, William S II CW2 USARMY NG NCARNG (US) <[e-mail]>;
Harper, William W II MAJ USARMY NG NGB ARNG (US)<[e-mail]>; Garcia, Karla M CIV NG NGB
(US) <[e-mail]>; Meilinger, Derek T MAJ USARMY NG NCARNG (US)
<[e-mail]>
Subject: RE: [Non-DoD Source] RE: National Guard Readiness Center Wilmington Express Review
Cameron,
Thank you very much! We appreciate every effort to move up the review date.
Normally we would not request this but we are receiving FY13 funds ($15M) for the construction of a new National
Guard Readiness Center to be constructed on the same land as the current which was damaged by Act of Nature
(Hurricane Irene 2011). Due to this being FY13 funds, they must be awarded by 30SEP2017 or they expire and the
project will not happen. The timeline we are up against is the EN reviews must be completed and the 30 day period also
completed prior to 17 AUG 2017 in order not to delay the already stringent timeline. This new NCNG Readiness Center
will additionally be an economic asset to the Wilmington area. Again, we certainly appreciate any effort to get this
review completed as soon as possible.
Thank you,
Cale D. Moody, PLS
LTC, EN
Fulltime: CFMO Deputy/Business Manager
Office: [phone]
M-Day: CDR, 105th EN BN (RHINO 6)
Office: [phone]
Mobile: [phone]
[e-mail]

= ---- Original Message -----
From: Weaver, Cameron f mailto:[e-mail]]
Sent: Friday, July 07, 2017 11:58 AM
To: Moody, Cale D LTC USARMY NG NCARNG (US) <[e-mail]>
Cc: Dudick, Vickie A NFG NG NCARNG (US) <[e-mail]>; Scott, Georgette
<[e-mail]>; Johnson, Kelly <[e-mail]>
Subject: FW: [Nllon-DoD Source] RE: National Guard Readiness Center Wilmington Express Review
All active links contained in this email were disabled. Please verify the identity of the sender, and confirm the
authenticity of all links contained within the message prior to copying and pasting the address to a Web browser.
Hi LTC Moody:
After hearing third -hand about your situation, I wanted to reach out to you directly. We make every effort to
accommodate client schedules, but reviews are scheduled based on when the complete requests are received in our
system and are spaced to allow the individual attention that is needed to expedite the Express Permit application
reviews. We have a very limited staff available to conduct Express Reviews. In this case, after conversing via emails with
Ms. Dudick, this review was already moved up once in our scheduling by more than a week by switching with the NGRC
project in Jacksonville.
1 have now reached out to additional staff to see if they can accommodate your request, and I will let you know when
our office is able to review your project.
I will be in touch soon.
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office NCDEQ-Division of Environmental Assistance and
Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: Caution-http://deq.nc.gov/ DEACS NEW WEBSITE:
Caution-http://deq.nc.gov/about/divisions/environmental-assistance-customer-
service
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
-----Original Message -----
From: Dudick, Vickie A NFG NG NCARNG (US) [Caution-mailto:[e-mail]]
Sent: Tuesday, June 27, 2017 4:28 PM
To: Weaver, Cameron <[e-mail]>

Cc: Scott, Georgette <[e-mail]>; Newton, Rodney D LTC USARMY NG NCARNG (US)
<rodney.d.newton.mil @mail.mil>; Burriola, William S II
CW2 USARMY NG NCARNG (US) <[e-mail]>; Gollings, Jamie E. <[e-mail]>
Subject: RE: [Non-DoD Source] RE: National Guard Readiness Center Wilmington Express Review
Cameron- Per our conversation this afternoon, the NCARNG would like to switch the Jacksonville express review with
Wilmington's review date. This puts Wilmington submittal meeting scheduled for 7/25 @ 11am at the Wilmington DEQ
office and Jacksonville scheduled for 8/2. Thank you for your consideration.
Vickie A. Dudick
Director of Environmental Management
North Carolina National Guard
1636 Gold Star Drive
Raleigh, NC 27607
984-664-6186
[e-mail]
-----Original Message -----
From: Weaver, Cameron [Caution-mailto:[e-mail]]
Sent: Tuesday, June 27, 2017 9:38 AM
To: Dudick, Vickie A NFG NG NCARNG (US) <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Newton, Rodney D LTC USARMY NG NCARNG (US)
<[e-mail]>; Burriola, William S II
CW2 USARMY NG NCARNG (US) <[e-mail]>
Subject: [Non-DoD Source] RE: National Guard Readiness Center Wilmington Express Review
All active links contained in this email were disabled. Please verify the identity of the sender, and confirm the
authenticity of all links contained within the message prior to copying and pasting the address to a Web browser.
Hi Vickie.
You should be hearing from Jamie Gollings, your consultant of record on the request. This meeting has been scheduled
forAugust 2 at 11 AM here at the Wilmington DEQ offices.
Let me know of any issues.
Cameron

Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDLQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: Caution-Caution-http://deq.nc.gov/
DEACS NEW WEBSITE:
Caution-Caution-http://deq.nc.gov/about/divisions/environmental-assistance-c
ustomer-
service
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
-----Original Message -----
From: Dudick, Vickie A NFG NG NCARNG (US) [Caution-Caution-mailto:[e-mail]]
Sent: Tuesday, June 27, 2017 8:33 AM
To: Weaver, Cameron <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Newton, Rodney D LTC USARMY NG NCARNG (US)
<[e-mail]>; Burriola, William S II
CW2 USARMY NG NCARNG (US)<william.s.burriola.mil@mail. miI>
Subject: RE: National Guard Readiness Center Wilmington Express Review
Cameron- Any update on the Express Review for the NCARNG permits? Is the
NCARNG on the schedule or do you need anything additional from us? Has
another Reviewer been assigned? Thank you for your prompt attention.
Vickie A. Dudick

Director of Environmental Management
North Carolina National Guard
1636 Gold Star Drive
Raleigh, NC 27607
984-664-6186
[e-mail] <
Caution-Caution-mailto:[e-mail] >
-----Original Message -----
From: Weaver, Cameron [Caution-Caution-mailto:[e-mail] < Caution-Caution-
mailto:[e-mail] > ]
Sent: Thursday, June 15, 2017 3:21 PM
To: Dudick, Vickie A NFG NG NCARNG (US) <[e-mail] < Caution-Caution-
mailto:[e-mail] > >
Cc: Scott, Georgette <[e-mail] < Caution-Caution-mailto:[e-mail] > >
Subject: [Non-DoD Source] RE: National Guard Readiness Center Wilmington
Express Review
All active links contained in this email were disabled. Please verify the
identity of the sender, and confirm the authenticity of all links contained
within the message prior to copying and pasting the address to a Web
browser.

Hi Vickie.
The quickness of the review is directly proportional to the completeness of
the initial permit application packet that is brought to and discussed in
the submittal meeting. The review meeting is scheduled so that the reviewer
is able to put their attention on that particular project immediately, but
it is a balancing act between ongoing Express reviews in house already with
the reviewer and when the reviewer will be able to issue the permit from the
latest Express submittal. The 30 days covers the reasonable assumption that
two rounds of additional information will be needed from the applicant to
complete the review. The more complete the application, the faster the
overall turnaround for permit issuance.
I'll be in touch on Monday with a date that a reviewer will be able to meet
concerning the Express Review.
Let me know of any other issues.
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
10

NCDEQ NEW WEBSITE: Caution-Caution-Caution-http://deq.nc.gov/
DEACS NEW WEBSITE:
Caution-Caution-Caution-http://deq.nc.gov/about/divisions/environmental-assi
stance-c
ustomer-
service
E-mail correspondence to and from this address may be subject to the North
Carolina Public Records Law and may be disclosed to third parties.
-----Original Message -----
From: Dudick, Vickie A NFG NG NCARNG (US)
[Caution-Caution-Caution-mailto:[e-mail]]
Sent: Thursday, June 15, 2017 2:48 PM
To: Weaver, Cameron <[e-mail] < Caution-Caution-mailto:[e-mail] > >
Cc: Burriola, William S II CW2 USARMY NG NCARNG (US)
<[e-mail] <
Caution-Caution-mailto:[e-mail] > >
Subject: RE: National Guard Readiness Center Wilmington Express Review
Cameron- Just want to clarify what you told us on the phone today- After the
DEQ office meeting and acceptance, 30 days is required for express
permitting? My understanding is the Express review for Erosion Control
averages 1.6 days and express review for Storm Water control averages 7.6
days. Please let us know if this has changed from the attached. Thank you.
Caution-Caution-Caution-http://deq.nc.gov/permits-regulations/express-permit
11

Ling
-----Original Message -----
From: Dudick, Vickie A I`,,'FG NG NCARNG (US)
Sent: Thursday, June 15, 2017 1:25 PM
To:'[e-mail]'<[e-mail] < Caution-Caution-
mailto:[e-mail] > >
Cc: Burriola, William S II CW2 USARMY NG NCARNG (US)
<[e-mail] <
Caution-Caution-mailto:[e-mail] > >; Morris, Thomas S NFG NG NCARNG (US)
<[e-mail] <
Caution-Caution-mailto:[e-mail] > >; Newton, Rodney D LTC USARMY NG NCARNG (US)
<[e-mail] <
Caution-Caution-mailto: [e-mail]
Subject: National Guard Readiness Center Wilmington
Cameron- Per our conversation today, the NCARNG requests another Reviewer to
expedite the National Guard Readiness Center Stormwater and Land Quality
Express Permit Review. This project is a Federal contract with fiscal year
2017 funds which must be executed prior to September 30, 2017. Solicitation
of bids can occur but the permits must be secured before the bids can be
opened. Please note my correct email below. Thank you for your
consideration.
Vickie A. Dudick
Director of Environmental Management
North Carolina National Guard
1636 Gold Star Drive
12

Raleigh, NC 27607
984-664-6186
[e-mail] <
Caution-Caution-mailto:[e-mail] >
NOTICE -This communication may contain confidential and privileged information that is for the sole use of the
intended recipient. Any viewing, copying or distribution of, or reliance on this message by unintended recipients is
strictly prohibited. If you have received this message in error, please notify us immediately by replying to the message
and deleting it from your computer.
13

Weaver, Cameron
From: Dudick, Vickie A NFG NG NCARNG (US) <[e-mail]>
Sent: Friday, June 16, 2017 12:29 PM
To: Weaver, Cameron; Scott, Georgette
Cc: Burriola, William S II CW2 USARMY NG NCARNG (US); Newton, Rodney D LTC USARMY
NG NCARNG (US)
Subject: RE: [Non-DoD Source] RE: National Guard Readiness Center Wilmington Express Review
Thank you for your prompt response. Please let Will Burriola, Cced above
and 984-664-6354 or cell 919-218-6134 know on Monday. I will be on leave.
-----Original Message -----
From: Weaver, Cameron[mailto:[e-mail]]
Sent: Thursday, June 15, 2017 3:21 PM
To: Dudick, Vickie A NFG NG NCARNG (US) <vickie.a.dudick.nfg@mail. mil>
Cc: Scott, Georgette <[e-mail]>
Subject: [Non-DoD Source] RE: National Guard Readiness Center Wilmington
Express Review
All active links contained in this email were disabled. Please verify the
identity of the sender, and confirm the authenticity of all links contained
within the message prior to copying and pasting the address to a Web
browser.
Hi Vickie.
The quickness of the review is directly proportional to the completeness of
the initial permit application packet that is brought to and discussed in
the submittal meeting. The review meeting is scheduled so that the reviewer
is able to put their attention on that particular project immediately, but
it is a balancing act between ongoing Express reviews in house already with
the reviewer and when the reviewer will be able to issue the permit from the
latest Express submittal. The 30 days covers the reasonable assumption that
two rounds of additional information will be needed from the applicant to
complete the review. The more complete the application, the faster the
overall turnaround for permit issuance.
I'll be in touch on Monday with a date that a reviewer will be able to meet
concerning the Express Review.
Let me know of any other issues.
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.

Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: Caution-http://deq.nc.gov/
DEACS NEW WEBSITE:
Caution-http://deq.nc.gov/about/divisions/environmental-assistance-customer-
service
E-mail correspondence to and from this address may be subject to the North
Carolina Public Records Law and may be disclosed to third parties.
-----Original Message -----
From: Dudick, Vickie A NFG NG NCARNG (US)
[Caution-mailto:[e-mail]]
Sent: Thursday, June 15, 2017 2:48 PM
To: Weaver, Cameron <[e-mail]>
Cc: Burriola, William S II CW2 USARMY NG NCARNG (US)
<[e-mail]>
Subject: RE: National Guard Readiness Center Wilmington Express Review
Cameron- Just want to clarify what you told us on the phone today- After the
DEQ office meeting and acceptance, 30 days is required for express
permitting? My understanding is the Express review for Erosion Control
averages 1.6 days and express review for Storm Water control averages 7.6
days. Please let us know if this has changed from the attached. Thank you.
Caution-http://deq. nc.gov/permits-regulations/express-permitting
-----Original Message -----
From: Dudick, Vickie A NFG NG NCARNG (US)
Sent: Thursday, June 15, 2017 1:25 PM
To:'[e-mail]' <[e-mail]>
Cc: Burriola, William S II CW2 USARMY NG NCARNG (US)
<[e-mail]>; Morris, Thomas S NFG NG NCARNG (US)
<[e-mail]>; Newton, Rodney D LTC USARMY NG NCARNG (US)
<[e-mail]> ,
Subject: National Guard Readiness Center Wilmington
Cameron- Per our conversation today, the NCARNG requests another Reviewer to
expedite the National Guard Readiness Center Stormwater and Land Quality
Express Permit Review. This project is a Federal contract with fiscal year
2017 funds which must be executed prior to September 30, 2017. Solicitation
of bids can occur but the permits must be secured before the bids can be
opened. Please note my correct email below. Thank you for your
consideration.
Vickie A. Dudick
Director of Environmental Management
North Carolina National Guard
1636 Gold Star Drive
Raleigh, NC 27607
984-664-6186
2

Completeness Review Checklist
Project Name:
NG tj r
'L�)
Received Date:
Project Location:
jlj {-{e,U
Accepted Date:
Rule(s) ' ®2008 Coastal
®1995 CoastalED
Phase II (WiRO.)
Universal L_J1988 Coastal
Type of Permit: New
or Mod or
PR
(Existing Permit # (Mod or PR):
L{C%koCo =PE Cert on File.?
Density: HD or
LD
I Type:
Commercial or Residential
�NCG:
%: _�(% OK?) Stream Class: ®SA Map ®Offsite to SW8
Subdivided?: Subdivision or Single Lot IMORW Map r7Exempt
Paperwork Emailed Engineer on:
Supplement(s) (1 original per BMP) BMP Type(s):
®O&M with correct/original signatures (1 original per BMP except LS/VFS and swales)
®Application with correct/original signatures ®Deed
®Corp or LLC: Sig. Auth. per SoS or letter ®Email Address: Design Engineer
®$505 (within 6mo) ❑Email Address: Owner
[]Soils Report with SHWT Note to Reviewer:
®Calculations (signed/sealed) t9° *j 6-9-�
MNo obvious errors
LJPDensity includes common are
Deed Restrictions, if subdivided.
®Signed & Notarized
em—e
ct T
r
W
�M'Jt . &
Plans
Sets Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Grading Wetlands: Delineated or No Wetlands
®Vicinity Map ®Layout (proposed BUA dimensions)
®Legend ®DA Maps ®Project Boundaries
Infiltration
Wet Pond
Offsite
Soils Report
®Soils Report
®PE Cert for Master Lot #:
SHWT:
SHWT:
❑Deed Rest for Master ®Lot # Matches Master
Bottom:
PP:
BUA Permitted (Master): sf
Visited:
BUA Proposed (Offsite): sf
Additional Information:
Permitted Proposed: Proposed: Proposed:
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)

JACOBS
National Guard Readiness Center
North Carolina National Guard
Stormwater Management and Erosion Control Report
,`N tC A RO
FES3%
�E
029
�i'iq
18 �ur`�r Zol�'
i 0 ! 07111/2017 i Issued for Permit Approval
1 T — 07/18/2017 Revised Per Reviewer Comments
F6W72100-CI01-002 I 'I
July 18, 2017
Document history and status
PL I
PL
Distribution of copies

JACOBS
National Guard Readiness Center
North Carolina National Guard
Stormwater Management and Erosion Control Report
ft
4'}I,
JUL 2 0 200
BY• �'
F6W72100-C101-002 1
July '18, 2C)1
Document history and status
Distribution of copies

Gtori%ji$w,W Manac ement viiciir`l IC'.t �s �u ,',J! c;r;11 -r 5,�Op {..✓Ct•t
National Guard Readiness Center
Project No:
Document Title:
Document No.:
Revision:
Date:
Client Name:
Client No:
Project Manager:
Author:
File Name:
F6W72100
Stormwater Management and Erosion Control Report
F6W72100-C101-002
1
July 18, 2017
North Carolina National Guard
Paul Langenfeld
Jamie Gollings
Jacobs Engineering Group Inc.
111 Corning Road, Suite 200
Cary, North Carolina 27518
United States
T +1.919.859.5000
F +1.919.859.5151
www.jacobs.com
® Copyright 2017 Jacobs Engineering Group Inc. The concepts and information contained in this document are the property of Jacobs. Use or
copying of this document in whole or in part without the written permission of Jacobs constitutes an infringement of copyright.
Limitation: This document has been prepared on behalf of, and for the exclusive use of Jacobs' client, and is subject to, and issued in accordance with, the
provisions of the contract between Jacobs and the client. Jacobs accepts no liability or responsibility whatsoever for, or in respect of, any use of, or reliance
upon, this document by any third party.

Contents
Executive Summary ...............................
1. Methodology / Approach...........
1.1 Sand Filter Sizing and Design .....
1.2 Dry Pond Design ..........................
s
........................................................................................................1
........................................................................................................ 3
........................................................................................................ 3
........................................................................................................ 3
Appendix A. Background Information
Appendix B. Drainage Area Maps
Appendix C. Sand Filter Design
Appendix D. Dry Pond Design
Appendix E. NCDEQ Stormwater Forms
Appendix F. NCDEQ Erosion Control Forms and Calculations
Appendix G. Previous Stormwater & Erosion Control Permit Documents Prepared by Tripp
Engineering

a"�+s�i'fi1�:5i'�1�s �Yt:`tlt-�'�j��''i8 �1a� ia�a`.i ! i'f.)�•�? ��i �nCi+..,rs� ?-•"vSTi'�
Executive Summary
The Noah Carolina National Guard pians to demoiish the existing Readiness Center located at 2412 Infantry
Road and construct a new Readiness Center facility in the same location. The project generally includes
demolition of the existing building, construction of the new building, site utilities, improvement of the previously
permitted military vehicle parking area, and supporting facilities.
The project was planned and permitted for Stormwater (SW8 140906) and Land Disturbance (NEWHA-2015-
007) as a renovation to the existing building renovation with the addition of military vehicle parking. The
construction scope associated with the Stormwater and Land Disturbance Permits has been executed. From a
Stormwater perspective, water quantity and quality compliance was permitted through the implementation of an
infiltration basin. The infiltration basin included capacity for the immediately planned impervious cover plus
some additional capacity for future impervious cover. From a Land Disturbance perspective, the extent of work
from the original permit has been previously executed and the project team anticipates that a new permit will be
issued vs. a permit modification.
As the project has been rescoped to remove the existing building and create a significantly larger facility, the
basis of design for the permitted infiltration basin is no longer applicable to the project and as such the project
requires a modification to the existing Stormwater Permit. Furthermore, the existing infiltration basin is not
performing as anticipated in the design and is holding water for extended periods of time. Given this site's
immediate proximity to Wilmington International Airport, standing water creates conditions unfavorable to safe
airport operations due to reflectivity and attraction of waterfowl.
This project also includes a redevelopment component, with the current plan improving on. the Pre-1988
conditions from a stormwater quality perspective. In the Pre-1988 condition, there were no stormwater control
Treasures in place. Stormwater runoff generated from impervious cover was conveyed offsite by a network of
storm pipes and channels without treatment. A significant portion of this runoff was directly connected to the
storm drainage network. In the current proposed conditions, almost all new impervious is either captured and
directed to Stormwater Control Measures (SCM's) or is disconnected impervious having opportunity to sheet
flow and be conveyed by vegetated swales prior to being discharged off site. Refer to the project plan set for
more detail.
The combination of site hydrologic conditions and proximity to the airport result create a situation where the only
option to meet stormwater quality and quantity requirements is a sand filter / dry pond treatment train. The sand
filters act as primary stormwater control measures (SCM's) providing water quality treatment and the dry pond
provides peak flow attenuation from new development. Refer to plans for more information on the location of
the proposed sand filters and dry pond.
� IF
\44,1 0
WAX,"

trni "1'a`er Management and 7-��+r��:n��
RESiUL I S SUMMARY:
Stormwater Quality
• Net increase in impervious cover is treated by both primary as well as secondary Stormwater
Control Measures (SCM's)
• Primary SCM: Sand Filters, designed per Minimum Design Criteria (MDC's)
• Secondary SCM: Dry Pond, designed per Minimum Design Criteria (MDC's)
Stormwater Quantity
• Peak flow attenuation achieved to below predevelopment levels through 50-year event:
1•-Year 2-Year iO-Year 25-Year 50-Year too -Year
(ctsj JOS) (0s) (0s) (cfe) {ofm
Pre -Developed I 1.24 1.51 1.70 1.85 2.00
Post -Developed 0.11 I 0.1410.20 i 0.22 I1 0.96 2.13
Future Development
Although additional permitting would be needed at the appropriate time, this calculation report demonstrates that
the dry pond is capable of managing an additional 54,450 sf of impervious cover should that become desired at
some point in the future. Additional impervious cover would also likely require an upstream Primary SCM (sand
filter) to be designed and permitted accordingly.
HVV' 2!7o0-UG —G'r

►UI, ,iv,aiter Management and E os-loz Cali! Ton!
I. Methodology / Approach
The following is a summary of the stormwater calculation approach for compliance with both the water quality
and water quantity requirements for the National Guard Readiness Center project. Generally speaking, the
project utilizes sand filters as Primary SCM's ahead of a dry pond designed as a Secondary SCM. As noted in
the executive summary, the combination of site hydrologic conditions and proximity to the airport result create a
situation where the only option to meet stormwater quality and quantity requirements is a sand filter / dry pond
treatment train.
Refer to Appendix A for general background information for the existing site.
1.1 Sand Filter Sizing and Design
The project utilizes two sand filters to provide the necessary primary treatment of stormwater runoff. Each sand
filter was designed to meet each of the Minimum Design Criteria (MDC) outlined in NCDEQ's January 2017
version of the "Stormwater Design Manual".
Appendix B includes detailed information on the design of each sand filter and demonstrates how each sandfilter
complies with the Sand Filter MDC's.
1.2 Dry Pond Design
The project utilizes a dry pond to provide secondary treatment of stormwater runoff. The dry pond was designed
to meet each of the Minimum Design Criteria (MDC) outlined in NCDEQ's January 2017 version of the
"Stormwater Design Manual". Appendix C includes detailed information on the dry pond design and how it
complies with the Dry Pond MDC's.
Pre -developed flows were developed for the site under the previously approved Stormwater Permit (SW8
140906). For any given storms that did not have previously calculated pre -developed runoff rates, the
methodology was duplicated to determine a target rate. Post -developed flows are routed through the dry pond
using SCS discreet curve number methodology (TR-55).
Refer to Appendix C for more detail on Dry Pond design, calculations, and routing.

S ,AOrrr1%d-,AAC,i' awl", Froslioin (-,Onts-ei RepvTk
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mah-M
Appendix A. Background Information
• USDA Soils Map
• FEMA Floodmap
• USGS Quadrangle Map
• Deed
• Geotechnical Report
• Jurisdictional Wetland Map

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Soil Map --Neer Hanover County, North Carolina National Guard Readiness Center
Map Unit Legend
New Ha>tover County, North Caroltna (KCM)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
Be
Baymeade fine sand, f to 6
10.8
71.0%
- ._......_.__....._
percent slopes
Bp
. ......... ................ --- ........
Borrow pits
1.0
_._._ _...._. ....
6.4%
Se
Seagate fine sand
3A
22.6%
St
Stallings fine sand
0.0
0.0%
Totals for Area of Interest
15.2
100.0 /o
w Natural Resources Web Soil Survey 6/21/2017
Conservation Service National Cooperative Soil Survey Page 3 of 3

Engineering Properties --New Hanover County, North Carolina
National Guard Readiness Center
Engineering Properties
This table gives the engineering classifications and the range of engineering
properties for the layers of each soil in the survey area.
Hydrologic soil group is a group of soils having similar runoff potential under
similar storm and cover conditions. The criteria for determining Hydrologic soil
group is found in the National Engineering Handbook, Chapter 7 issued May
2007(http://directives.sc.egov.usda.gov/OpenNonWebContent.aspx?
content= 1 7757.wba). Listing HSGs by soil map unit component and not by soil
series is a new concept for the engineers. fast engineering references contained
lists of HSGs by soil series. Soil series are continually being defined and
redefined, and the list of soil series names changes so frequently as to make the
task of maintaining a single national list virtually impossible. Therefore, the
criteria is now used to calculate the HSG using the component soil properties
and no such national series lists will be maintained. All such references are
obsolete and their use should be discontinued. Soil properties that influence
runoff potential are those that influence the minimum rate of infiltration for a bare
soil after prolonged wetting and when not frozen. These properties are depth to a
seasonal high water table, saturated hydraulic conductivity after prolonged
wetting. and depth to a layer with a very slow water transmission rate. Changes
in soil properties caused by land management or climate changes also cause the
hydrologic soi group to change. The influence of ground cover is treated
independently. There are four hydrologic soil groups, A, B: C, and D, and three
dual groups. A/D. B/D, and C/D. In the dual groups, the first letter is for drained
areas and the second letter is for undrained areas.
The four hydrologic soil groups are described in the following paragraphs:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
Depth to the upper and lower boundaries of each layer is indicated
uspA Natural Resources Web Soil Survey 6/2112017
�i ` Conservation Service National Cooperative Soil Survey Page 1 of 6

Engineering Properties --New Hanover County, North Carolina
National Guard Readiness Center
Texture is given in the standard terms used by the U.S. Department of
Agriculture. These terms are defined according to percentages of sand, silt, and
clay in the fraction of the soil that is less than 2 millimeters in diameter. "Loam,"
for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than
52 percent sand. If the content of particles coarser than sand is 15 percent or
more, an appropriate modifier is added, for example, "gravelly."
Classification of the soils is determined according to the Unified soil classification
system (ASTM, 2005) and the system adopted by the American Association of
State Highway and Transportation Officials (AASHTO, 2004).
The Unified system classifies soils according to properties that affect their use as
construction material. Soils are classified according to particle -size distribution of
the fraction less than 3 inches in diameter and according to plasticity index, liquid
limit, and organic matter content. Sandy and gravelly soils are identified as GW,
GP, GM, GC, SW. SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH,
CH, and OH; and highly organic soils as PT. Soils exhibiting engineering
properties of two groups can have a dual classification, for example, CL-ML.
The AASHTO system classes soils according to those properties that affect
roadway construction and maintenance. In this system, the fraction of a mineral
soil that is less than 3 inches in diameter is classified in one of seven groups
from A-1 through A-7 on the basis of particle -size distribution, liquid limit, and
plasticity index. Soils in group A-1 are coarse grained and low in content of fines
(silt and clay). At the other extreme, soils in group A-7 are fine grained. Highly
organic soils are classified in group A-8 on the basis of visual inspection.
If laboratory data are available, the A-1, A-2, and A-7 groups are further
classified as A-1-a, A-1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an
additional refinement, the suitability of a soil as subgrade material can be
indicated by a group index number. Group index numbers range from 0 for the
best subgrade material to 20 or higher for the poorest.
Percentage of rock fragments larger than 10 inches in diameter and 3 to 10
inches in diameter are indicated as a percentage of the total soil on a dry -weight
basis. The percentages are estimates determined mainly by converting volume
percentage in the field to weight percentage. Three values are provided to
identify the expected Low (L), Representative Value (R), and High (H).
Percentage (of soil particles) passing designated sieves is the percentage of the
soil fraction less than 3 inches in diameter based on an ovendry weight. The
sieves, numbers 4, 10, 40, and 200 ([SSA Standard Series), have openings of
4.76, 2.00, 0.420, and 0.074 millimeters, respectively. Estimates are based on
laboratory tests of soils sampled in the survey area and in nearby areas and on
estimates made in the field. Three values are provided to identify the expected
Low (L), Representative Value (R), and High (H).
Liquid limit and plasticity index (Atterberg limits) indicate the plasticity
characteristics of a soil. The estimates are based on test data from the survey
area or from nearby areas and on field examination. Three values are provided to
identify the expected Low (L), Representative Value (R), and High (H).
References:
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of
sampling and testing. 24th edition.
uSDA Natural Resources Web Soil Survey 6/2112017
c� Conservation Service National Cooperative Soil Survey Page 2 of 6

National Guard Readiness Center
Engineering Properties ---New Hanover County, North Carolina
American Society for Testing and Materials (ASTM). 2005. Standard
classification of soils for engineering purposes. ASTM Standard D2487-00.
usC+_A, Matural Resources Web Soil Survey 6/21/2017
Conservation Service National Cooperative Soil Survey Page 3 of 6

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'(C 17 ' 12:,
ROM CAROL11M t 01 C t R_ f f
NEW HANOVER COUNTY buxil2i wu 2oZO..it.C-
This deed, made this ? day of ) llr.t Ae,. , 19-;LL by and
between the CCUFff OF NEW EAROVER, a political subdivision of the State of
I
North Carolina, whose address is the Courthouse, Wilmington, North Carolina,
grantor, and the UNITED STATES OF AbWICA, grantee;
WITNESS -ETA:
THAT, WHEREAS the Board of County Commissioners of the County of New
Hanover, State of North Carolina, in a meeting duly.assembled, has heretofore
adopted a Resolution authorizing and directing the conveyance without con-
sideration pursuant to North Carolina General Statutes Section 16oA-274, as
amended by House Bill 351, ratified 1B March 1977, of a tract of land here-
inafter described and comprising a portion of the New Hanover County Airport;
and
S WHEREAS, it has been determined by said Resolution that said tract of
land is not necessary for the public purposes of New Hanover County, and that
It would be in the best interests of the people of New Hanover County to convey
said tract of land upon said terms to the United States of America; and
WHEREAS, the United States of America has agreed that it is in its best
interests to accept said conveyances of land upon said terms;
NOW THEREFORE, in consideration of the premises and other benefits
occurring generally to the County of New Hanover and its people, the County of
New Hanover has given, remised, released, quitclaimed and conveyed, and by
these presents does hereby give, remise, release, quitclaim and convey unto
the United States of America, its successors and assigns all rigbt, title,
interest or estate of the County of New Hanover in and to the following -
described tract of land constituting a portion of New Hanover County Airport
(the former Bluethenthal Field) said land lying to the southeast of the north -
vest southeast runway (runway 34-16), and which is shown in red on a map attached
hereto and entitled Exhibit "A-1", and which is more particularly described as
follows:
aEfUBHfC i •� �
�'.., FACE 1 OF 3

6ao2 rct :2;.
All that tract of land situate in Nov Hanover County. State of
North Carolina, being bound now or formerly on the north, east._
south. and best, by land of the New Hanover County Airport, and
being more particularly described as follows:
Beginning at a concrete monument having a coordinate value of
N 189,290.60 feet, s 2,334.4D9.98 feet, located £ 160 h0' 30"
W 268.49 feet from a nail and cap in the centerline of NCSR No.
1175; thence, rron the point of beginning with the lands of New
Hanover County Airport the following courses and distances:
S 310 11' 33" V 4h0,70 feet to a concrete monument. S 48D 51'
03" E 296.31 feet to a concrete monument S 410 07' 13" N 730.3%
feet to a concrete monument, B 730 01' 04" u 476.29 feet to a
concrete monument, It820 58, 25" W 955.11h feet to a concrete
monument, S 680 3T' 29" V 183.43 feet to a concrete monument,
N 210 38' 08" H 100.01 feet to a concrete monument, S 680 21F
52" A T5.00 feet to a concrete monument, R 530 38' 51" N 235.83
feet to a concrete monument, N 680 21' 52" E 200.01 feet to a
concrete monument,8 210 38' 08" E 20.06 feet to a concrete monu-
ment, S 790 19' 48" 1402.24 feet to a concrete monument, R 530
32, h0" E 436.Oh fest to a concrete monument, N 270 36' 35" E
397.64 feet to a concrete monument, r 090 06' 44" V 399.07 feet
to a concrete monument, N 550 26' 18" 8 519.62 feet to a concrete
monument, S 820 59' 31" E passing a concrete monument at 6T6.11
feet in all 695.85 feet to an iron pipe having a coordinate value
of N 189,480.44 feet; B 2,334,232,h2 feet located 7 feet southwest
of the centerline of a paved road; thence. leaving the road S 430
05' 06" E crossing the center of another paved road 259.94 feet to
the point of beginning and containing 41.27 acres more or less.
Said tract of land is described with more particularity in that
certain Survey Map drawn by William W. Blanchard, Inc., Surveyors,
of Vallace, North Carolina, dated 22 June 1976, which map is
attached hereto and incorporated by reference herein as Exhibit "A".
The bearings and coordinates used heroin including those used in
said nap are based on the North Carolina Plane Coordinate System.
TO HAVE AND TO HOLD the aforesaid tract of land and all privileges
thereunto belonging or pertaining, to it, the said grantee, the UNITED STATES
OF AMERICA, and its successors and assigns, free and discharged from all right,
title, claim, estate or interest of any kind of the said grantor, the County
of New Hanover, North Carolina, or anyone claiming by, through or under it.
IN TFMI14ONY WMEOF, the said County of New Hanover has caused this
instrument to be signed in its name by the Chairman of its Board of Commissioners,
and Ate"Aed thereto by the Clerk of the said Board of Commissioners, and the
�tommon seal.or*9ev..Hanover County to be hereto affixed, all by order and
`authority of a Resolution duly adopted on the �/ � . day of s. .
-, aV ¢ regular meeting of said New Hanover County Board of Commissioners.
SEAL �C' i. P C:1• `C
COUNTY OF NEN HANOVER, NORTH CAROLINA
ATTFST: By
Chairman, Board of County C issioners
Clerk, Board of County Commissioners
PAGE 2 OF 3

NORTH CAROLINA bDA121 mi 22
M 11"Win COUNTY
The A..dV Of_-_220&,IZV�19 7 , personally appeared
before we Ali J4 a Rotary Public in
and for the County of Hew Hanover, State of North Carolina,
who is known to me and who being by me first duly
sworn, deposes and says as follows; 4hat4he is personally acquainted with
c A'd Q' . , who is Chairman of the Hoard of County
61
Commissioners for the County of New Hanover, State of North Carolina, and that
she the said _ &&&L LA- %z.s+y,+� is Clerk of the Hoard
of County Commissioners for said New Hanover County, North Carolina, and that
sire knows the common seal of said New Hanover County; thatshe saw -the said
Uatad o'dk,� UA- 1 (1 Chairman of the Board of County
Commissioners of said New 9Hanover County sign the foregoing instrument, and
thatjhe, the said )!?A Clerk to the said
Board, signed b-Is name thereto in attestation thereof, and affixed the common
Beal of said New Hanover County, North Carolina, all by authority duly given
by Resolution adopted by the New Hanover County Board of Commissioners, and
that the foregoing instrument is the act and deed of said Board of Commissioners
of New Hanover County, Borth Carolina, and is within the scope of its povers
as granted by lay.
Nitness may hand and notarial seal this the d'Lday Of jQA&,lc%ttJ
19 7
:,(S-i : L1' Notary Public
ty Commission E�Kpires: (JfilJ !`� M?
PACE 3 OF 3

600ki-121 FA-,i 23
RESOLUTION
WHEREAS, the County or New Hanover has no need in the foreseeable
nature for the tract of lams hereinafter described; and
WHEREAS, said tract of land comprises approximately 41.27 scram of
land of the Rev Hanover County Airport (formerly Sluethenthal Field), said
land being part of some 80 acres lying southeast of the northvest-soutbeast
runaway formerly leased from New Hanover County by the United States Air Fores;
and
WHEREAS, the United States Air Force bas declared that it no longer
needs said 80 acres of land; and
WHEREAS, the United States of America has expressed a need to retain
the hereinafter -described hl.27 acre tract of land on a permanent basis for
use by the United States Army National Guard; and
WHEREAS, it is deemed by this Board of Commissioners to be in the best
interests of New Hanover County and its people generally to convey said hl.27
acre tract of land to the Federal Government for said purpose; and
WHEREAS, the Board of Commissioners of New Hanover County has been
empowered and authorised by House Bill 351 ratified 1S March 1977 amending
North Carolina General Statutes Section 16OA-274 to convey said tract of land
without consideration to the United States Government; and
WHEREAS, although said other conveyances bear no relationship to the
Instant transaction, or to the consideration or lack of consideration thereof,
several other tracts of land and appurtenant facilities and equipment of
considerable value at said Rev Hanover County Airport have been or will be
conveyed without consideration by the Federal Government to New Hanover County;
and
WHEREAS, the tract of land which is the subject of this transaction is
more particularly described as follows:
All that tract of land situate in New Hanover County, State of
North Carolina, being bound now or formerly on the north, east,
south, and vest, by land of the New Hanover County Airport, and
being more particularly described as follows:
A at PAGE 1 OF 3

aoaxil2i fait 24
Beginning at a concrete monument having a coordinate value of
N 09,290.60 feet, E 2,334,4o9.98 feet, located B 160 40' 30"
W 268.49 feet from a nail and cap in the centerline of JCSR No.
1175; thence, from the point of beginning with the lands of New
Hanover County Airport the following courses and distances-
5 310 11' 33" W 440.70 feet to a concrete monument, S 480 51'
03" B 296.31 feat to a concrete monument, B 410 07, 13" W 730.34
feet to a concrete mooumert, S 730 O1' 04" W 476.29 feet to e
concrete monument, N $20-58' 25" W 955.44 feet to a concrete
monument, S 68P 3T' 29" W 183.43 feet to a concrete monument,
N 210 38' 08" W 100.01 feet to a concrete monument. B 680 21,
52" U MOO feet to a concrete monument, N 530 38' 51" W 235.83
feet to a concrete monument, N 680 21' 52" E 200.01 feet to a
concrete monument, S 210 38' 08" E 2o.06 feet to a concrete
monument, 5 T90 19' 48" E WA feet to a concrete monument,
N 530 32, 40" E 436.04 feet to a concrete -monument, N 270 36'
35" E 397.64 feet to a concrete monument, N 090 D6' 44" W 399.OT
feet to a concrete monument, N 550 26' 18" E 519.62 feet to a
concrete monument, S 820 59' 31" E passing a concrete monument
at 676.11 feet in all 695.86 feet to an iron pipe having a
coordinate value of N 1899480.44 feet; E 2,334,232.42 feet located
7 feet southwest of the centerline of a paved road; thence, leaving
the road S 430 05' 06" E crossing the center of another paved road
259.94 feet to the point of beginning and containing 41.27 acres
more or less.
Said tract of land is described with more particularity in that
certain Survey Map drawn by William W. Blanchard, Inc., Surveyors,
of Wallace, North Carolina, dated 22 June 1976, which map is
attached hereto and incorporated by reference herein as Exhibit
'An
The bearings and coordinates used herein including those used in
said map are based on the North Carolina Plane Coordinate System.
NOW THEREFORE, BE IT RESOLVED that the Chairman of this Board of
Commissioners cf New Hanover County, North Carolina, be and hereby is authorized
and empovered by said Board of Commissioners to convey the here inabove-described
tract of land on the above -discussed terms and conditions by Quitclaim Deed to
the United vtq¢es of America.
• SLR' •
SEAL: -
;ATTEST:
Clerk, Board of County Commissioners
COUNTY OF NEW HOOVER, NORTH CAROLINA
BY
2
Chairman, Board of County Commissioners
PACE 2 OF 3

NORTH CAROL.Nn eaodl21 ma 2s
NEH RANOva Comm
The YA- day of n . 19 97 . personally appeared
before me a N�ot"7 Poblic
In and for the Caun y of New Hanover, State of North Carolina, y«-
rj _ r� vho is known to.um and who being by me
first duly svorn, deposes and says as follows: Thatshe is personally
acquainted with___fLtL" o�,�l � who is Chairman of
the Hoard of County Commissioners for the County of New Hanover, State of
North Carolina, and thatshe the said 4'.0
is Clerk o!' the Beard of County Commissioners for said Nev Hanover County,
North Carolina, and that.:he knows the common seal of said New Hanover County;
that She saw the said r Yllltn( 01jiiielt _ 9ri- , Chairman
of the Board of County Commissioners of said New Hanover County sign the fore-
going instrL ment, snd that -tie. the said
Clerk to t>ie said Board, signed hW name thereto in attestation thereof, and
nffixe❑ t-hr• rnmmon seal of said New Hanover County, North Carolina, all by
authority duly given by the New Hanover County Board of Commissioners, and
MA that the foregoing instrument is the act and deed of said Board of Commissioners
of Nex Hanover County, Forth Carolina, and is within the scope of its powers
as granted by lnw. i
Hitncss my hand and notarial seal this the d ""day of 7; h�
1977.
(SEAL) Notary Public
Ce>mDAlidn Expires: Ocry4,_ /7. /9)P i
STATE OF NORTH CAROLINA. Ncw Hanorcr County
T6eForegoing Certifcame(s)ol --Grp,�QIIf,1tS,,_d.iiAxdlX—Eubl�S..---------------
...
-------------------------------
_______ __ _ ___—_—_---Akxare) cerwiied'a
This---iZ--dtyof_ .DSS€mb�� -------- AA.19_Z7—.
DMWO BY _S9StOLY_C_o J•3§3ona<rs ---------------- Lois C. LrRay, Reyster of
v Deputy
PAGE 3 OF 3

REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
NCANG - READINESS CENTER
WILMINGTON, NEW HANOVER COUNTY, NORTH CAROLINA
TM
PREPARED FOR:
PAUL LANGENFELD, P.E.
JACOBS GBNA
1100 NORTH GLEBE ROAD, SUITE 500
ARLINGTON, VIRGINIA 22201
ECS SOUTHEAST, LLP
PROJECT NO.: 22.24922
FEBRUARY 15, 2017

r — _ i
EjjECS C R LI NI A , LLP "Setting the Standard for Service"
= Geotechnical • Construction Materials • Environmental • Facilities NC Registered Engineering Firm r-1078
February 15, 2017
Paul Langenfeld, P.E.
Jacobs GBNA
1100 North Glebe Road, Suite 500
Arlington, Virginia 22201
Re: Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
Dear Mr. Langenfeld:
As authorized by your acceptance of our proposal number 22.21012, dated September
12, 2016, ECS Southeast, LLP (ECS) has completed a subsurface exploration for the
subject project. This report presents the results of the field exploration and engineering
analysis, along with our recommendations for design of geotechnical related items.
We appreciate the opportunity to be of service to you during the design phase of this
project and look forward to our continued involvement during the construction phase. If
you have any questions concerning the information and recommendations presented in
this report, please contact us at [phone] for further assistance.
Respectfully submitted,
ECS SOUTHEAST, LLP
Mike Ellis, E.I. Winslow E. Goins, P.E
Project Manager Project Engineer
North Carolina License No. 033571
67,14 Netherlands Drive, Wilmington, NC 28405 - T: 910-686-9114 • F: 910-686-9666 • www.ecslimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Midwest, LLC - ECS Mid -Atlantic, LLC • ECS Southeast. LLC • ECS Texas, LLP

REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
NCANG - READINESS CENTER
WILMINGTON, NEW HANOVER COUNTY, NORTH CAROLINA
PREPARED FOR:
PAUL LANGENFELD, P.E.
JACOBS GBNA
1100 NORTH GLEBE ROAD, SUITE 500
ARLINGTON, VIRGINIA 22201
ECS SOUTHEAST, LLP
5714 NETHERLANDS DRIVE
WILMINGTON, NORTH CAROLINA 28405
ECS SOUTHEAST, LLP
PROJECT NO.: 22.24922
FIRM NO. F-1078
WINSLOW E. GOINS. P.E.
�, ,,2/15/17
NC LICENSE NO. 033751
FEBRUARY 15, 2017

1.0 EXECUTIVE SUMMARY ...................................................................................................... 1
2.0 PROJECT OVERVIEW........................................................................................................ 2
2.1 Project Information.......................................................................................................... 2
2.2 Scope of Work................................................................................................................ 2
2.3 Purpose of Exploration.................................................................................................... 2
3.0 EXPLORATION PROCEDURES.......................................................................................... 3
3.1 Subsurface Exploration Procedures................................................................................ 3
3.1.1 Soil Test Borings..................................................................................................... 3
3.2. Laboratory Testing Program.......................................................................................... 4
4.0 EXPLORATION RESULTS.................................................................................................. 5
4.1 Site Conditions................................................................................................................ 5
4.2 Regional Geology........................................................................................................... 5
4.3 Soil Conditions................................................................................................................ 5
4.4 Groundwater Conditions................................................................................................. 6
4.5 Laboratory Test Results.................................................................................................. 6
5.0 ANALYSIS AND RECOMMENDATIONS............................................................................. 7
5.1 Subgrade Preparation..................................................................................................... 7
5.2 Engineered Fill Placement.............................................................................................. 8
5.3 Foundation Design.......................................................................................................... 9
5.4 Floor Slab Design......................................................................................................... 10
5.5 Seismic Class Determination and Liquefaction Potential ............................................... 10
5.6 Pavement Design Considerations................................................................................. 11
5.7 Site Drainage................................................................................................................ 11
5.8 Construction Considerations......................................................................................... 12
6.0 CLOSING........................................................................................................................... 13
APPENDICES
TABLE OF CONTENTS
APPENDIX A -FIGURES
APPENDIX B-BORING LOGS
APPENDIX C-LABORATORY TEST RESULTS
APPENDIX D-CALCULATIONS
APPENDIX E-GENERAL CONDITIONS

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
1.0 EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering
analysis for the proposed site located at 2412 Infantry Road in Wilmington, New Hanover
County, North Carolina. At the time of our exploration, the site consisted of the existing armory
building, with existing parking lot and a basketball court, and relatively open areas.
The proposed construction will consist of demolishing the existing readiness center and
replacing it with a new 2-story readiness center with a gross square footage of 52,792 sf
accompanied with an unheated storage facility with a gross square footage of 4,351 sf, a
controlled waste handling facility with a gross square footage of 330 sf, and a flammable
materials building with a gross square footage of 220 sf. Additional parking and drive areas will
be constructed north of the proposed facility. Maximum column and wall loads are anticipated
to be approximately 230 kips and 8.3 kips per foot, respectively. Project information including
design site grades were not available at the time of this report.
At the surface, approximately 3 to 6 inches of topsoil was reported by the drillers at boring
locations B-1, and B-5 through B-10. Boring B-2 consisted of approximately 4 inches of gravel
at the surface. Borings B-3 and B-4 consisted of approximately 5 inches of asphalt with a thin
layer of concrete coating on boring B-3. Beneath the surface material to a depth of
approximately 15 feet, the borings typically encountered intermittent layers of very loose to
dense, silty and clean sands (SM, SP) and very soft to medium stiff, sandy lean clay and sandy
fat clay (CL, CH). From a depth of 15 to a depth of approximately 32 feet, borings B-1 through
B-8 typically encountered intermittent layers of very loose to dense, sands (SP) and very soft to
stiff, sandy clay (CL) and medium stiff, organic soils (OL/OH). From a depth of 32 feet to a
depth of approximately 40 feet, borings B-1 through B-8 typically encountered intermittent
layers of medium dense to dense clean sands (SP) and hard sandy silt (ML) with cemented
layers. From a depth of 40 feet to a refusal depth of 64.6, Boring B-8 consisted of medium
dense, silty fine sand (SM), and very stiff to hard, sandy silt (ML) with cemented layers.
It is important to note that the natural geology at the site has been modified in the past.
Therefore, potential fill and unsuitable materials may be present at the site.
In summary, the proposed building can be supported on conventional shallow foundations. For
foundations designed in accordance with the recommendations provided in this report, a
maximum net allowable soil bearing pressure of 1,500 pounds per square foot (psf) is
recommended for use in proportioning shallow foundations. Due to the presence of loose near
surface sands and soft clays in the former building footprint area, in -place densification or
undercutting of the slab, footing and pavement subgrade soils should be anticipated. Once
structural loads and site grades are finalized, ECS requests the opportunity to review and, if
necessary, revise our recommendations.
Specific information regarding the subsurface exploration procedures used, the site and
subsurface conditions at the time of our exploration, and our conclusions and recommendations
concerning the geotechnical design and construction aspects of the project are discussed in
detail in the subsequent sections of this report. Please note this Executive Summary is an
important part of this report and should be considered a "summary" only. The subsequent
sections of this report constitute our findings, conclusions, and recommendations in their
entirety.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
2.0 PROJECT OVERVIEW
2.1 Prolect Information
This report contains the results of our subsurface exploration and geotechnical engineering
analysis for the proposed site located at 2412 Infantry Road in Wilmington, New Hanover
County, North Carolina. At the time of our exploration, the site consisted of the existing armory
building, with existing parking lot and a basketball court, and relatively open areas.
ECS' understanding of this project is based on information provided by David Everett, AIA and
Paul Langenfeld, P.E. of Jacobs GBNA. The proposed construction will consist of demolishing
the existing readiness center and replacing it with a new 2-story readiness center with a gross
square footage of 52,792 sf accompanied with an unheated storage facility with a gross square
footage of 4,351 sf, a controlled waste handling facility with a gross square footage of 330 sf,
and a flammable materials building with a gross square footage of 220 sf. Additional parking
and drive areas will be constructed north of the proposed facility. The structural systems of the
proposed readiness center will consist of a metal deck on steel beams/bar joists roof system
with joists ends bearing on steel beams/joist girders at the building interiors and steam beams
at the exterior wall. The floor system will consist of 6.5 inches of concrete poured over a 3 inch,
galvanized composite metal deck and composite steel beams. The foundation system and
ground floor are anticipated to be conventional shallow foundations and a slab -on -grade.
Maximum column and wall loads are anticipated to be approximately 230 kips and 8.3 kips per
foot, respectively. Additional project information including estimated site grades was not
available at the time this report was nrenared_
2.2 Scope of Work
The conclusions and recommendations contained in this report are based on the results of the
following:
• Ten Standard Penetration Test (SPT) borings,
■ Survey of as drilled locations;
• Results of select laboratory index property testing;
• Visual classification of the samples obtained during our field exploration, and
• Engineering analyses of the field findings with respect to the provided project information
2.3 Purposes of Exploration
The purpose of this exploration program was to determine the soil and groundwater conditions
at the site and to develop engineering recommendations to assist in the design and
construction of the proposed project. We accomplished these objectives as follows:
• Performing a site reconnaissance to evaluate the existing site conditions,
• Performing borings to explore the subsurface soil and groundwater conditions, and
• Analyzing the field data to develop appropriate geotechnical engineering design and
construction recommendations.
3.0 EXPLORATION PROCEDURES
2

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
3.1 Subsurface Exploration Procedures
3.1.1 Soil Test Borings
The ten soil test borings (B-1 through B-10) drilled on the site were performed using a CME 45-
C trailer drill rig utilizing various cutting bits to advance the boreholes. Mud rotary drilling was
utilized to advance the borings. Representative soil samples were obtained by means of the
split -barrel sampling procedure in general conformance with ASTM D-1586. In this procedure,
a 2-inch O.D., split -barrel sampler is driven into the soil a distance of 18 inches by a 140-pound
hammer falling 30 inches. The number of blows required to drive the sampler through a 12-
inch interval is termed the Standard Penetration Test (SPT) value and is indicated for each
sample on the boring logs in Appendix B.
The locations of the soil test borings, shown in Appendix A, were determined by Jacobs GBNA.
The soil test borings were located in the field using a handheld Trimble GEO7x GPS unit and
referencing existing site features. After the completion of drilling, the boring locations were
surveyed by Robert H. Goslee & Associates, PA. The elevations and the northing and eastings
are shown on the boring logs in Appendix B. Please note the northings and easting are in US
Survey feet using the NAD 83/2011 State Plane coordinate system.
The SPT value can be used as a qualitative indication of the in -place relative density of
cohesionless soils. In a less reliable way, it also indicates the consistency of cohesive soils.
This indication is qualitative, since many factors can affect the standard penetration resistance
value (i.e., differences between drill crews, drill rigs, drilling procedures, and hammer -rod -
sampler assemblies) and preclude a direct correlation between SPT resistance value, or N-
Value, and the consistency or relative density of the tested soil. Split -spoon samples were
obtained at approximately 5-foot intervals. The approximate locations of the soil test borings
are indicated on the Exploration Location Diagram in Appendix A of this report.
ECS maintained field logs of the soils encountered in the borings. After recovery, each sample
was removed from the sampler and visually classified. Representative portions of each soil
sample were then sealed in air -tight containers and brought to our laboratory in Wilmington,
North Carolina for visual examination and formal classification by a geotechnical engineer in
general accordance with the Unified Soil Classification System guidelines.
The soil samples collected for this exploration will be retained at our laboratory for a period of
sixty days, after which they will be discarded unless other instructions are received as to their
disposition.
3

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
3.2 Laboratory Testing Program
Representative soil samples obtained from soil test borings were selected and tested in our
laboratory to check field classifications and to determine pertinent engineering properties. The
laboratory testing program included:
• visual classifications of soils according to ASTM D 2487;
index property testing included moisture content (ASTM 4959), grain size analyses (ASTM
D 1140), Atterberg limits (ASTM D 4318), a standard Proctor compaction test (ASTM D
698), and a CBR test (ASTM D 1883).
Data obtained from the laboratory tests are included in Section 4.5 and on the Laboratory
Testing Summary Sheet in Appendix C of this report.
4

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
4.0 EXPLORATION RESULTS
4.1 Site Conditions
This report contains the results of our subsurface exploration and geotechnical engineering
analysis for the proposed site located at 2412 Infantry Road in Wilmington, New Hanover
County, North Carolina. At the time of our exploration, the site consisted of the existing armory
building bored by infantry road on the west, a parking lot on the north, a gravel drive on the
east, and a retention pond south of the building. North of existing armory building, an
embankment with a height of approximately 2 feet leads to a relatively open grass area with a
basketball court on the east side of the raised area. The north portion of the site is moderately
wooded.
At the time of our site visit, a retention pond is located south of the existing armory building. A
relatively new parking lot is located on the southwest portion of the site. A concrete spillway is
located in between the two parking lots. At the time of our field visit, water was ponding in
between the two parking lots that are west of Infantry Road and in the ditch area between the
embankment and existing building.
4.2 Regional Geology
The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal
Plain is composed of seven terraces, each representing a former level of the Atlantic Ocean.
Soils in this area generally consist of sedimentary materials transported from other areas by the
ocean or rivers. These deposits vary in thickness from a thin veneer along the western edge of
the region to more than 10,000 feet near the coast. The sedimentary deposits of the Coastal
Plain rest upon consolidated rocks similar to those underlying the Piedmont and Mountain
Physiographic Provinces. In general, shallow unconfined groundwater movement within the
overlying soils is largely controlled by topographic gradients. Recharge occurs primarily by
infiltration along higher elevations and typically discharges into streams or other surface water
bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal
fluctuations in precipitation.
4.3 Soil Conditions
At the surface, approximately 3 to 6 inches of topsoil was reported by the drillers at boring
locations B-1, and B-5 through B-10. Boring B-2 consisted of approximately 4 inches of gravel
at the surface. Borings B-3 and B-4 consisted of approximately 5 inches of asphalt with a thin
layer of concrete coating at boring B-3.
Beneath the surface material to a depth of approximately 15 feet, the borings typically
encountered intermittent layers of very loose to dense, silty and clean sands (SM, SP) and very
soft to medium stiff, sandy lean clay and sandy fat clay (CL, CH). Standard Penetration Test
resistance values (N-values) in these soils ranged from W.O.H. (Weight of Hammer) to 38
blows per foot (bpf).
5

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
From a depth of 15 to a depth of approximately 32 feet, borings B-1 through B-8 typically
encountered intermittent layers of very loose to dense, sands (SP) and very soft to stiff, sandy
clay (CL) and medium stiff, organic soils (OL/OH). The N-values in these soils ranged from
W.O.H. to 35 bpf.
From a depth of 32 feet to a depth of approximately 40 feet, borings B-1 through B-8 typically
encountered intermittent layers of medium dense to dense clean sands (SP) and hard sandy silt
(ML) with cemented layers. The N-values in these soils ranged from 11 to 50 blows per foot
(bpf).
From a depth of 40 feet to a refusal depth of 64.6, Boring B-8 consisted of medium dense, silty
fine sand (SM), and very stiff to hard, sandy silt (ML) with cemented layers. The N-values in
these soils ranged from 15 to in excess of 100 blows per foot (bpf).
The descriptions provided in this section are a general summary of the subsurface conditions
encountered within the soil test borings. The Soil Test Boring Logs in Appendix B contain
detailed information recorded at each of the boring locations.
4.4 Groundwater Conditions
Groundwater measurements were made at the boring locations during exploration. Stabilized
groundwater readings after 24 hours ranged from about 5.6 to 13.5 feet below the existing
grade at the boring locations.
The highest groundwater observations are normally encountered in the late winter and early
spring. Variations in the location of the long-term water table may occur as a result of changes
in precipitation, evaporation, surface water runoff, and other factors not immediately apparent at
the time of this exploration. If long term water levels are crucial to the development of this site,
it would be prudent to verify water levels with the use of perforated pipes or piezometers.
4.5 Laboratory Test Results
Index and engineering properties tests were performed on select samples of the sample soils
encountered within the test borings.
The samples tested for moisture content ranged from 16.7 to 27.5 percent.
The samples tested for grain size analysis showed 37.6 to 43.1 percent by weight passing the
number 200 sieve.
The samples tested for Atterberg limits showed liquid limits ranging from 34 to 54, plastic limits
ranging from 18 to 21, and plasticity indices ranging from 13 to 33.
The bulk sample tested showed an optimum moisture content of 13.1% and a maximum density
of 113.2 pcf and the CBR value for 0.10 inch penetration is 24.0%.
Specific laboratory test results are provided in the Laboratory Testing Summary and in
Appendix C of this report.
6

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
5.0 ANALYSIS AND RECOMMENDATIONS
The recommendations provided in this report are based upon our understanding of the
proposed construction, the information provided to us during this exploration and our past
experience with similar conditions. Should any of the information provided to us be changed
prior to final design, ECS should be notified to review these recommendations and make
appropriate revisions, if necessary.
5.1 Subgrade PreRaration
The first step in preparing the site for the proposed construction should be to remove
vegetation, rootmat, topsoil, existing footings, existing utilities, deleterious materials, and other
soft or unsuitable materials from the existing ground surface. These operations should extend
at least 10 feet, where possible, beyond the planned limits of the proposed building and
pavements.
It is important to note that the natural geology at the site has been modified in the past.
Therefore, potential fill and unsuitable materials may be present at the site.
After proper clearing, stripping, grubbing, further evaluation of the site soil and prior to fill
placement, foundation, slab, or pavement construction, the exposed subgrade soils should be
evaluated by an experienced geotechnical engineer to identify localized unstable or otherwise
unsuitable materials. After evaluating the exposed soils, proofrolling using a heavy smooth
drum roller, having a weight of at least 10 tons, is suggested to be used at this time to aid in
identifying localized soft or unsuitable material which should be removed. Vibratory action
should not be performed next to the adjacent building. Soft or unsuitable materials identified
during proofrolling operations should be either repaired in -place or removed and replaced with
an approved backfill placed and compacted in accordance with recommendations of this report.
Due to the presence of near surface loose sands and soft clays, in -place compaction or
undercutting should be anticipated in the vicinity of borings B-1 through B-8 to depths ranging
from approximately 3 to 5 feet. Due to near surface clay having a PI above 20, undercutting to
a depth of up to 3 feet should be anticipated in the general location of boring B-10 for pavement
construction.
Site subgrade conditions will be significantly influenced by weather conditions. Subgrades that
are evaluated after periods of rainfall will not respond as well to proofrolling as subgrades that
are evaluated after periods of more favorable weather. We strongly recommend that rubber
tire equipment not be used if subgrade conditions exhibit elevated moisture conditions. The
contractor should use tracked equipment to minimize the degradation of marginally stable
subgrades.
The preparation of fill subgrades, as well as proposed building subgrades, should be observed
on a full-time basis by ECS personnel. These observations should be performed by an
experienced geotechnical engineer or qualified person to ensure that unsuitable materials have
been removed and that the prepared subgrade meets project requirements for support of the
proposed construction and/or fills.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
5.2 Enaineered Fill Placement
Following the removal of deleterious surface and subsurface materials, and after achieving a
stable subgrade, engineered fills can be placed and compacted to achieve the desired site
grades. Fill for support of the proposed construction and for backfill of utility lines within
expanded building and pavement limits should consist of an approved material, free of organic
matter and debris and cobbles greater than 3 inches, less than 35 percent fines passing the
#200 sieve, and have a Liquid Limit (LL) and Plasticity Index (PI) less than 35 and 9,
respectively. We also recommend that fills within structural areas have a standard Proctor
(ASTM D 698) maximum dry density of at least 100 pounds per cubic foot (pcf).
Materials that should not be used as engineered fill include topsoil, organic materials (OH, OL),
and high plasticity clays and silts (CH, MH). Such materials removed during grading operations
should be either stockpiled for later use in landscape fills, or placed in approved on or off -site
disposal areas.
Existing soils containing significant amounts of organic matter will not be adequate for re -use as
engineered fill. As such, the organic content of the near surface soils should be evaluated to
determine if some of these soils will be adequate for re -use as engineered fill. Natural fine-
grained soils classified as clays or silts (CL, ML) should generally not be considered for use as
engineered fill, but may be evaluated by the geotechnical engineer to determine their suitability
at the contractor's request.
Prior to the commencement of fill operations and/or utilization of off -site borrow materials, the
contractor should provide representative samples of the proposed fill soils to the geotechnical
engineer. The geotechnical engineer can determine the material's suitability for use as an
engineered fill and develop moisture -density relationships in accordance with the
recommendations provided herein. Samples should be provided to the geotechnical engineer
at least 3 to 5 days prior to their use in the field to allow for the appropriate laboratory testing to
be performed.
Fill materials placed within the building and pavement areas should be placed in lifts not
exceeding 8 inches in loose lift thickness and moisture conditioned to within their working range
of optimum moisture content. The fills should then be compacted to a minimum of 98 percent
of the soil's standard Proctor (ASTM D 698) maximum dry density. The typical working range
of optimum moisture for the natural Coastal Plain soils at the site is expected to be within
approximately 3 percent of the optimum moisture content. Care should also be taken to provide
a smooth, gently sloping ground surface at the end of each day's earthwork activities to help
reduce the potential for ponding and absorption of surface water.
Grade controls should also be maintained throughout the filling operations. Filling operations
should be observed on a full-time basis by qualified ECS personnel to determine that the
required degrees of compaction are being achieved. We recommend that a minimum of one
compaction test per 2,500-square-foot area be performed for each lift of controlled fill. The
elevation and location of the tests should be clearly identified at the time of fill placement.
Areas which fail to achieve the required degree of compaction should be re -worked until the
specified degree of compaction is achieved. Failing test areas may require moisture
adjustments or other remedial activities in order to achieve the required compaction.
8

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
Fill materials should not be placed on frozen, frost -heaved, and/or soils which have been
recently subjected to precipitation. Wet or frozen soils should be removed prior to the
continuation of site grading and fill placement. Borrow fill materials, if required, should not
contain excessively wet or frozen materials at the time of placement. Additionally, if grading
operations occur during the winter months, frost -heaved soils should be removed prior to
placement of engineered fill, granular sub -base materials, foundation or slab concrete, and
asphalt pavement materials.
If problems are encountered during the site grading operations, or if the actual site conditions
differ from those encountered during our subsurface exploration, the geotechnical engineer
should be notified immediately.
5.3 Foundations Recommendations
Provided the subgrade preparation and earthwork operations are completed in strict
accordance with the recommendations of this report, the proposed building can be supported
on conventional shallow foundations bearing on approved natural materials and/or properly
compacted fill. We recommended a maximum net allowable design soil bearing pressure of
1,500 psf for proportioning continuous and isolated column footings for the proposed building.
Due to the presence of near surface loose sands and soft clays, in -place compaction or
undercutting should be anticipated in the vicinity of borings B-1 through B-8 to depths ranging
from approximately 3 to 5 feet. To reduce the possibility of foundation bearing failure and
excessive settlement due to local shear or "punching" failures, we recommend that continuous
footings have a minimum width of 18 inches and that isolated column footings have a minimum
lateral dimension of 30 inches. Furthermore, footings should bear at a depth to provide
adequate frost cover protection. For this region, we recommend the bearing elevation be a
minimum depth of 12 inches below the finished exterior grade or in accordance with the local
building code requirements.
The net allowable soil bearing pressure refers to that pressure which may be transmitted to the
foundation bearing soils in excess of the final minimum surrounding overburden pressure. The
final footing elevation should be evaluated by ECS personnel to verify that the bearing soils are
capable of supporting the recommended net allowable bearing pressure and suitable for
foundation construction. These evaluations should include visual observations, hand rod
probing, and dynamic cone penetrometer (ASTM STP 399) testing, or other methods deemed
appropriate by the geotechnical engineer at the time of construction, in each column footing
excavation and at intervals not greater than 50 feet in continuous footing excavations. Due to
the presence of loose near surface sands and soft clays in the proposed building area, in -place
densification and undercutting of the footing subgrade soils should be anticipated.
The settlement of a structure is a function of the compressibility of the bearing materials,
bearing pressure, actual structural loads, fill depths, and the bearing elevation of footings with
respect to the final ground surface elevation. Estimates of settlement for foundations bearing
on engineered or non -engineered fills are strongly dependent on the quality of fill placed.
Factors which may affect the quality of fill include maximum loose lift thickness of the fills
placed and the amount of compactive effort placed on each lift. Provided the recommendations
outlined in this report are strictly adhered to, we expect that total settlements for the proposed
construction are expected to be in the range of 1 inch or less, while the differential settlement
will be approximately 1/2 of the anticipated total settlement. This evaluation is based on our

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
engineering experience and anticipated structural loadings for these types of structures, and is
intended to aid the structural engineer with his design.
5.4 Floor Slab Design
Provided a suitable subgrade will be prepared as recommended herein, ground level slabs can
be designed as slabs -on -grade. Our findings indicate that a modulus of subgrade reaction (ks)
of 125 pci is appropriate for design provided that the upper 12 inches of the slab subgrade soils
have been uniformly compacted to at least 98 percent of their standard Proctor maximum dry
density and are unyielding during proofrolling.
We recommend that slabs -on -grade be isolated from the foundations so that potential
differential settlement of the structure will not induce shear stresses in the floor slab. Also, to
minimize the crack width of shrinkage cracks that may develop near the surface of the slab,
wire mesh reinforcement may be included in the slab design. The mesh should be located in
the top third of the slab to be effective.
We also recommend that slabs -on -grade be underlain by a minimum of 6 inches of open
graded aggregate to help prevent the capillary rise of subsurface moisture from adversely
affecting the slab. If open graded aggregate is not available, clean sand with less than 3
percent fines can be used provided the placement and compaction of the sand complies with
the above recommendations. If floor covering such as tile or carpet will be utilized for interior
finishes, a polyethylene vapor barrier may be used beneath the floor slab for moisture control
considerations.
5.5 Seismic Site Class Determination and Liquefaction Potential
The recommendations in this section are in accordance with the 2015 International Building
Code (IBC). The seismic Site Class for the site was determined by calculating a weighted
average of the N-values of the overburden to a refusal depth of 64.1 feet. The method for
determining the weighted average value is presented in Chapter 20 of ASCE 7. The weighted
average value for the site is 20.4 bpf. Based on the results of the SPT borings and our
evaluation of the site, the site shall be assigned a seismic class "D".
Based on the IBC 2015 and Section 11.4.7 of ASCE 7, for a seismic site class "D" at latitude
34.2635° and longitude-77.89240, the SpS value is 0.227, and the SDI value is 0.145. The
seismic design category depends on the design use of the buildings and should be determined
by the structural engineer.
The potential for liquefaction at the site is considered low based upon the SPT results and the
liquefaction index procedure developed by Iwasaki (1982). Based on our SPT results and our
evaluation using a site peak ground acceleration of 0.172, an earthquake event with a
magnitude of 7.3 and procedures developed by Idriss/Seed, the liquefaction induced settlement
at the subject site is estimated to be approximately 0.5 to 1.5 inches.
10

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
5.6 Pavement Design Considerations
For the design and construction or exterior pavements, the subgrades should be prepared in
strict accordance with the recommendations in the "Subgrade Preparation" and "Engineered Fill
Placement' sections of this report. An important consideration with the design and construction
of pavements is surface and subsurface drainage. Where standing water develops, either on
the pavement surface or within the base course layer, softening of the subgrade and other
problems related to the deterioration of the pavement can be expected. Furthermore, good
drainage should minimize the possibility of the subgrade materials becoming saturated during
the normal service period of the pavement.
Based on assumed traffic loads and the soil conditions encountered during our exploration, a
light duty flexible pavement section may consist of the of at least 2 inches of surface mix
(SF9.5A) asphalt overlying at least 6 inches of compacted crushed stone. Similarly, a heavy
duty, flexible pavement section may consist of at least 3 inches of surface mix (SF9.5A) asphalt
overlying 8 inches of compacted crushed stone.
For a rigid pavement section, we recommend 6 inches of 4,000 psi flexible strength concrete
overlying at least 4 inches of compacted crushed stone in roadway areas.
Due to near surface clay having a PI above 20, undercutting to a depth of up to 3 feet should be
anticipated in the general location of boring B-10 for pavement construction.
Aggregate base course materials beneath pavements should be compacted to at least 98
percent of their modified Proctor maximum dry density (ASTM D 1557). N
Regardless of the section selected and type of construction utilized, saturation of the subgrade
materials and asphalt pavement areas results in a softening of the subgrade material and
shortened life span for the pavement. Therefore, we recommend that both the surface and
subsurface materials for the pavement be properly graded to enhance surface and subgrade
drainage. By quickly removing surface and subsurface water, softening of the subgrade can be
reduced and the performance of the parking area can be improved. Site preparation for the
parking areas should be similar to that for the building area including stripping, proofroiling, and
the placement of compacted structural fill.
Please note that large, front -loading trash dumpsters frequently impose concentrated front -
wheel loads on pavements during loading. This type of loading typically results in rutting of
bituminous pavements and ultimately pavement failures and costly repairs. Consequently, we
recommend the use of an 8 inch thick, mesh or fiber reinforced concrete slab that extends the
entire length of the truck. Concrete pavements should be properly jointed and reinforced as
needed to help reduce the potential for cracking and to permit proper load transfer.
11

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
5.7 Site Drainaae
Positive drainage should be provided around the perimeter of the structure to help minimize the
potential for moisture infiltration into the foundation and slab subgrade soils. We recommend
that landscaped areas adjacent to these structures be sloped away from the construction and
maintain a fall of at least 6 inches for the first 10 feet outward from the structures. Roof water
should be discharged directly into below -grade stormwater piping or be directed a sufficient
distance away from the building with downspouts. The parking lots, sidewalks, and other paved
areas should also be sloped to divert surface water away from the proposed building.
The proper diversion of surface water during site grading and construction will help reduce the
potential for delays associated with periods of inclement weather. The proper diversion of
surface water is especially critical since portions of the site soils are expected to be moisture
sensitive. Based upon our past experience, the use of "crowning" large areas of exposed soils
should be useful to help divert surface water from the prepared subgrades.
5.8 Construction Considerations
Exposure to the environment may weaken the soils at the foundation bearing elevation if the
foundation excavations remain exposed during periods of inclement weather. Therefore,
foundation concrete should be placed the same day that proper excavation is achieved and the
design bearing pressure verified. If the bearing soils area softened by surface water absorption
or exposure to the environment, the softened soils must be removed from the foundation
excavation bottom immediately prior to placement of concrete. If the excavation must remain
open overnight, or if inclement weather becomes imminent while the bearing soils are exposed,
we recommend that a 2 to 3 inch thick "mud -mat" of "lean" concrete be placed over the
exposed bearing soils before the placement of reinforcing steel.
It is imperative to maintain good site drainage during earthwork operations to help maintain the
integrity of the surface soils. The surface of the site should be kept properly graded to enhance
drainage of surface water away from the proposed construction areas during the earthwork
phase of this project. We recommend that surface drainage be diverted away from the
proposed building and pavements areas without significantly interrupting its flow. Other
practices would involve sealing the exposed soils daily with a smooth -drum roller at the end of
the day's work to reduce the potential for infiltration of surface water into the exposed soils.
'rhe key to minimizing disturbance problems with the soils is to have a proper earthwork
operations plan. Specifically, it should be the earthwork contractor's responsibility to maintain
the site soils within a workable moisture content range to obtain the required in -place density
and maintain a durable subgrade. Scarifying and drying operations should be included in the
contractor's price and not be considered an extra to the contract. In addition, construction
equipment cannot be permitted to travel across the site, especially once the desired final
grades have been established. Construction equipment should be limited to designated lanes
and areas, especially during wet periods to minimize disturbance of the site subgrades. It will
likely be necessary to utilize tracked equipment during grading operations particularly if the
subgrade soils exhibit elevated moisture conditions.
12

Report of Subsurface Exploration and Geotechnical Engineering Analysis
NCANG — Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.24922
6.0 CLOSING
Our geotechnical analysis of the site has been based on our understanding of the site, the
project information provided to us, and the data obtained during our exploration. The general
subsurface conditions utilized in our analysis have been based on interpolation of subsurface
data between the borings. If the project information provided to us is changed, please contact
us so that our recommendations can be reviewed and appropriate revisions provided, if
necessary. The discovery of site or subsurface conditions during construction which deviate
from the data outlined in this exploration should be reported to us for our review, evaluation and
revision of our recommendations, if necessary. The assessment of site environmental
conditions for the presence of pollutants in the soil and groundwater of the site is beyond the
scope of this geotechnical exploration.
13

APPENDICES

APPENDIX A
FIGURES

Service Layer Credits: Esri, HE eLorme, Mapmylndia, ® OpenStreetMap contributors
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D 370 740 1,480 2,220 2,960
ftwml ft
SITE LOCATION DIAGRAM
NCANG - READINESS CENTER
ENGINEER
WEG
SCALE
1 " = 1,500 '
PROJECT NO.
22:24922
SHEET
1 OF 2
DATE
WILMINGTON, NC I
12/28/2016

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APPENDIX B
BORING LOGS

VI
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)
Major Divisions
Group
Symbols
Typical Names
Laboratory Classification Criteria
y
Well -graded gravels, gravel -
a c
GW
sand mixtures, little or no fines
C = Dw/D,o greater than 4
Mn
` o
C� _ (Dao)2l(D,oxDao) between 1 and 3
C
0
C
o
m `o
Qj
Poorly graded gravels, gravel-
.2 J
GP
sand mixtures, little or no fines
S
Not meeting all gradation requirements for GW
° m
CJ12 rn
w to y
I ° 0
a N
N co
v
0 0
_
°
d
c°)
CD w Z
N c
t m
E
GMa
Silty gravels, gravel -sand
Atterberg limits below "A" line
t
CoN
mixtures
t�
or P.I. less than 4
Above "A" line with P.I.
w rn
3 T a)
u
v,
aN
between 4 and 7 are
> .�
O o
borderline cases requiring
a
o
use of dual symbols
S
GC
Clayey gravels, gravel -sand-
> N
Atterberg limits below "A" line
clay mixtures
W M
or P.I. less than 7
p a`) rn
SW
Well -graded sands, gravelly
c
M E
C" = D6o/D10 greater than 6
sands, little or no fines
8 ° m
C. = (Dao)Z/(D,oxD6o) between 1 and 3
I y
w C
C p d U
m
m o
V) ° N
i 10
SP
Poorly graded sands, gravelly
En'0i
Not meeting all gradation requirements for SW
sands, little or no fines
°'
i 12 N
5, w
m
i coma oZ
d
C rn (D(Dm
rn =
r s
y c
SMa
Silty sands, sand -silt mixtures
a
a) y
Atterberg limits above "A" line
m �,
,� E
t m N
a. a o Q;
or P.I. less than 4
Limits plotting in CL-ML '
w m
3
`~
u
4) c o n° c
°
zone with P.I. between 4
N
ca
�' u,
and 7 are borderline cases
��a
m o
requiring use of dual
Q
SC
Clayey sands, sand -clay
c w w w C4
0) w N 2
Atterberg limits above "A" line
symbols
mixtures
0 0 , J 0-2
with P.I. greater than 7
Inorganic silts and very fine
ML
sands, rock flour, silty or
y C
clayey fine sands, or clayey
CU
m
silts with slight plasticity
Inorganic clays of low to
w
CL
medium plasticity, gravelly
v,
clays, sandy clays, silty clays,
in
lean clays
Organic silts and organic silty
OL
clays of low plasticity
Inorganic silts, micaceous or
MH
diatomaceous fine sandy or
silty soils, elastic silts
T
a3 �
U +J
B
CH
Inorganic clays of high
Ca O
plasticity, fat clays
.4
(n a
H
OH
Organic clays of medium to
Z-
high plasticity, organic sifts
60
50
a�i 40
a
30
U
a 20
10
0
Plasticity Chart
"A" line
CH
CL
H ano OH
LTT79= J�� L an I JOL
- i
It
2 0 10 20 30 40 50 60 70 80 90 100
a L m N
r — Liquidrn N Pt Peat and other highly organic Limit
= O soils —_
Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used when L.L.
is 28 or less and the P.I. is 6 or less; the suffix u used when L.L. is greater than 28.
b Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example: GW-
GC,well-graded gravel -sand mixture with clay binder. (From Table 2.16 - W interkom and Fang, 1975)

REFERENCE NOTES FOR BORING LOGS
I. Drilling Sampling Symbols
SS
Split Spoon Sampler
ST
Shelby Tube Sampler
RC
Rock Core, NX, BX, AX
PM
Pressuremeter
DC
Dutch Cone Penetrometer
RD
Rock Bit Drilling
BS
Bulk Sample of Cuttings
PA
Power Auger (no sample)
HSA
Hollow Stem Auger
WS
Wash sample
REC
Rock Sample Recovery %
RQD
Rock Quality Designation %
Il. Correlation of Penetration Resistances to Soil Properties
Standard Penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on a
2-inch OD split -spoon sampler, as specified in ASTM D 1586. The blow count is commonly referred
to as the N-value.
A. Non -Cohesive Sails (Silt, Sand, Gravel and Combinations)
Density Relative Properties
0 to 4 blows/ft Very Loose Adjective Form 12% to 49%
5 to 10 blows/ft Loose With 5% to 12%
11 to 30 blows/ft Medium Dense
31 to 50 blows/ft Dense
Over 51 blows/ft Very Dense
Particle Size Identification
Boulders
12 inches or larger
Cobbles
3 inches to 12 inches
Gravel
Coarse
3/4 inch to 3 inches
Fine
4.75 mm to 3/4 inch
Sand
Coarse
2.00 mm to 4.75 mm
Medium
0.425 mm to 2.00 mm
Fine
0.075 mm to 0.425 mm
Silt and Clay
Less than 0.075 mm
B. Cohesive Soils (Clay, Silt, and Combinations)
Blows/ft
Consistency
Unconfined
Comp. Strength
Degree of
Plasticity
Qp (ts0
Plasticity
Index
0 to 2
Very Soft
Under 0.25
None to slight
0-4
3 to 4
Soft
0.25-0.49
Slight
5-7
5 to 8
Medium Stiff
0.50-0.99
Medium
8 — 22
9 to 15
Stiff
1.00-1.99
High to Very High
Over 22
16 to 30
Very Stiff
2.00-3.99
31 to 50
Hard
4.00-8.00
Over 50
Very Hard
Over 8.00
III. Water Level Measurement Symbols
WL Water Level BCR Before Casing Removal DCI Dry Cave -In
WS While Sampling ACR After Casing Removal WCI Wet Cave -In
WD While Drilling V Groundwater Level at Time of Drilling
8 GWT Day After Drilling
The water levels are those levels actually measured in the borehole at the times indicated by the
symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular
soil. In clay and plastic silts, the accurate determination of water levels may require several days for
the water level to stabilize. In such cases, additional methods of measurement are generally applied.

CLIENT
JOB #
BORING #
SHEET
Jacobs GBNA _
22:24922
13-1
1 OF 2
I
PROJECT NAME
North Carolina Army National Guard -
ARCHITECT -ENGINEER
11
Readiness Center
Jacobs GBNA
_ __�--���
SITE LOCATION
{} CALIBRATED PENETROMETER TONS/FT'
2412 Infantry Rd Wilmin ton New Hanover County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
12,334
RQD% - —' - REC% �—
188 678.045
532.036
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
X
® STANDARD PENETRATION
BLowsrFr
o
O
W
a_
U)
W
W
0-
En
z
W
(
Cn
z
>-
x
W
M
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING M LOSS OF CIRCULATION
r _ P,
> a z
W W p
J p
w U) >
� LL W
io
3
m
SURFACE ELEVATION 20.739
To soil Depth 3.0"
s 2
3
S-1
SS
18
18
(SM-Fill) SILTY FINE SAND, Gray to Brown,
Moist, Very Loose, Brick Fragments at 2.4 feet
Obstructed 0 and 24 Hour Measurements
l
2 i6
i
2 21 i- — -A-3 4i
(CL) SANDY LEAN CLAY, Orange to Gray,
MoistSoft
,
S 2
SS
18
18
5
2 123.8
15
2
2 -6
(CH) SANDY FAT CLAY, Orange to Gray,
Moist, Soft
S 3
SS
18
18
2 q _
s 35
11
(SP) FINE TO MEDIUM SAND, Orange to Gray,
Moist, Medium Dense
':
S-4
SS
18
18
10
14
10
(SP) FINE TO MEDIUM SAND, Gray, Moist to
Saturated, Medium Dense to Loose
S-5
SS
18
18
s `
7 14 20
15
7
5
8
5 10 -14::
S-6
SS
18
18
20
5
0
(CL) LEAN CLAY, Gray, Saturated, Very Soft,
Trace Organic Material
S-7
SS
18
18
WOH
WO!
25
WOH
-5
(SP) FINE TO MEDIUM SAND, Orange to Gray,
Saturated, Medium Dense
S-8
SS
18
18
6 : i 17 -24;
30
t1
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WE) ®
BORING STARTED 12/13/16
N60 N BLOW COUNT
WL(BCR) S WL(ACR)
BORING COMPLETED 12/13/16
CAVE IN DEPTH 2.4' on brick
WL NM Brick Fragments at 2.4
RIG 45C Trailer FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB #
BORING #
SHEET
Jacobs GBNA
22:24922
B-1
2 OF 2
OROJECT NAME
ARCHITECT -ENGINEER
Borth Carolina Army National Guard -
Readiness Center
Jacobs GBNA
SITE LOCATION
{}- CALIBRATED PENETROMETER TONS1Fr2
2412 Infantry Rd Wilmin ton New Hanover County North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
12,334,532.036
RQD% - — - REC% --
188 678.045
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
Z
J M E
LIMIT°% CONTENT% LIMIT°/a
Z
a_
o
}�
BOTTOM OF CASING � LOSS OF CIRCULATION �
w IL z
x�
t_
�
g
_j00
w
STANDARD PENETRATION
SURFACE ELEVATION 20.739
o
ai
of
U)
¢
3 L w
M
BlOWSIFT
30
(SP) FINE TO MEDIUM SAND, Orange to Gray,
Saturated, Medium Dense
10
(SP) MEDIUM TO COARSE SAND, Gray,
Saturated, Medium Dense
S-9
5S
18
18
10
12
3 42
35
18
-15
8
S-10
SS
18
18
6
11 15
40
END OF BORING @ 40'
I
I
20
45
-25
50
30
55
-35
60
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL WS❑ WD®
BORING STARTED 12/13/16
® N60 N BLOW COUNT
WL(BCR) 1 WL(ACR)
BORING COMPLETED 12/13/16
CAVE IN DEPTH 2.4' on brick
WL NM Brick Fragments at 2.4
RIG 45C Trailer FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB #
BORING #
SHEET
Jacobs GBNA _
22:24922
B-2
1 OF 2
PROJECT NAME
ARCHITECT -ENGINEER
North Carolina Army National Guard -
Readiness Center
Jacobs GBNA:�.
SITE LOCATION
{} CALIBRATED PENETROMETER TONwFT2
2412 lnfantry Rd Wilmin ton New Hanover County, North Carolina
ROCK QUALITY DES!GNATION & RECOVERY
NORTHING
EASTING
STATION
12,334
188 577.235
642.125
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
F
z
x
LIMIT% CONTENT% LIMIT%
F
z
(L
o
BOTTOM OF CASING 3D° LOSS OF CIRCULATION �
w w
'--'
w
w
w
¢
w
00
J❑
F U)>
iv
co
19.440
a
g
g
g
SURFACE ELEVATION
STANDARD PENETRATION
w
¢
❑
¢
M
¢
cn
w
Er❑
Ir w
m
BLOWSIFT
Gravel De th 4.0"
_
(SM) SILTY FINE SAND, Tan to Brown, Moist,
S-1
SS
18
18
Medium Dense
=
7
11 -15
4
(SM) SILTY FINE SAND, Orange, Moist, Loose
S-2
SS
18
18
15
2
3
6 ;8
5
3
(CH) SANDY FAT CLAY, Orange to Gray,
S-3
SS
18
18
Moist, Soft to MediumStiff
1
2
6:
�4:
2
2
(SM) SILTY FINE SAND, Trace Gravel, Orange
s-4
SS
is
is
10
2
5
10
to Gray, Moist to Saturated, Loose
3
5
4
2
7 10
S 5
SS
18
18
15
5
(SP) FINE TO MEDIUM SAND, Gray,
Saturated, Very Loose
2
6
S-6
SS
18
18
0
2
20
2
I
(CL) LEAN CLAY, Gray to Brown, Saturated,
Stiff, With Organic Material
S-7
SS
18
18
-5
1
2
11
(SP) FINE TO MEDIUM SAND, Gray,
25
9
Saturated, Medium Dense
s
S-8
SS
18
18
-10
13
23 32 f-
30
t:
10
E
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 1.5 WS❑ WD ®
BORING STARTED 12/13/16
F N60 N BLOW COUNT
WL(BCR) 1 WL(ACR)
BORING COMPLETED 12/13/16
CAVE IN DEPTH
WL 13.5' 24 Hrs
RIG 45C Trailer FOREMAN BF
DRILLING METHOD Mud Rotary

'n
35
40
45
50
55
60
na Army National Guard -
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
Z
0
BOTTOM OF CASING ° LOSS OF CIRCULATION
x�
wW
w z
a
a
it
ADO
w
19.440
M
0
SURFACE ELEVATION
N
U)
(n
LL W
(SP) FINE TO MEDIUM SAND, Gray,
Saturated, Medium Dense
S-9 I SS 118 1181101
115 116
SS 18 18 (ML) SANDY SILT, Greenish Gray, Saturated, 20 12
Hard. With Cemented Lavers 38
END OF BORING @ 40'
-25
30
35
40
-{} CALIBRATED PENETROMETER TONS.)FT2
ROCK QUALITY DES!GNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
M1T% CONTENT°! LIMIT%
® STANDARD PENETRATION
BLOW&FT
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
(.. WL 1.5 WS❑ WDS BORING STARTED 12/13/16 (S) N60 N BLOW COUNT
WL(BCR) 1 WL(ACR) BORING COMPLETED 12/13/16 CAVE IN DEPTH
WL 13.5' 24 Hrs RIG 45C Trailer FOREMAN BF DRILLING METHOD Mud Rotary

CLIENT
Jacobs GBNA
JOB #
22:24922
BORING #
B-3
SHEET•
1 OF 2
-
PROJECT NAME
North Carolina Army National Guard -
ARCHITECT -ENGINEER
Readiness Center
Jacobs GBNA
SITE LOCATION
-LI CALIBRATED PENETROMETER TONS/FT'
2412 lnfantry Rd Wilmin ton New Hanover County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
12,334,742.777
RQO°ie - — - REC%a ---
188 743.630
PLASTIC WATER LIQUID
LVAIT 4, CONTENT% LIMIT%
LL
a
0
O
z
W
(L
�
w
0-
W
g
z
o
W
a
co
z
¢
W
OU
a:
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION D
_
w w Z
—j O
F CO j
3 s w
i
3
m
��
® STANDARD PENETRATION
BLOWSlFT
SURFACE ELEVATION 20.885
As halt Depth 5.0"
1 T 2 11�0
2
2
5
S1
SS
18
18
(SM) SILTY FINE SAND, Orange, Moist, Loose
3
(CL) SANDY LEAN CLAY, Orange to Gray,
S-2
SS
18
18
Moist, Medium Stiff
2
2
5 -7 18 — & ^
5
3
26.9E
15
2
2
3
cT
5
(CH) SANDY FAT CLAY, Orange to Gray,
Moist, Soft to Medium Stiff
S-3
SS
18
18
10
11
16
15
�'• E a3
(j
(SP) FINE TO MEDIUM SAND, Orange to Gray,
Moist to Saturated, Dense and Medium Dense
S-4
SS
18
18
10
P8 39-.•'
T5S
18
18
15
5
i+
20
9
9
9
i
E 18 5
S-6
SS
18
18
0
(OL/OH) ORGANIC SOIL, Brown, Saturated,
Medium Stiff
2
5-
S-7
SS
18
18
25
-5
3
}
(SP) FINE TO MEDIUM SAND, Orange to Gray,
Saturated, Medium Dense to Dense
10
13
i41
29
S-8
SS
18
18
30
16
CONTINUED
ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
WL 7.8 WS❑ WDI-
BORING STARTED 12/14/16
0 N60 N BLOW COUNT
WL(BCR) 1 WL(ACR)
BORING COMPLETED 12/14/16
CAVE IN DEPTH
WL 11.5 24 Hrs
RIG 45C Trailer FOREMAN BF
DRILLING METHOD Mud Rotary

JOB # I BORING # I SHEET
f tRO o NAME
forth Carolina Army National Guard -
ncaun iwa vcI uci
I Ucu,uua VL11 V!9
a v
SITE LOCATION
{}- CALIBRATED PENETROMETER TONSIF'C-
2412 Infant Rd
V�lilmin tor. New Hanover Coun North Carolina
ROCK QUALITY DESIGNATION 8 RECOVERY
NORTHING
FASTING
STATION
12,334,742.777
RqD% - -- A RFC%
188 743.630
PLASTIC VVATER LIQUID
Z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
z
_ LL
LIMIT$o CONTENT% LIMIT°in
OZ
~
0
BOTTOM OF CASING LOSS OF CIRCULATION
F
>Lz
i
O
❑ F
`O
wIL
g
0
SURFACE ELEVATION 20.885
cc
¢ ti W
® STANDARD PENETRATION
❑
va
m
cn
cc�
UCH. w
m
BLOWSlFT
3
(SP) FINE TO MEDIUM SAND, Orange to Gray, '.
Saturated, Medium Dense to Dense
10
s-s SS 18 18
35
40 �S-10I SS 118 118 I
END OF BORING @ 40'
45
50
55
I 60
-25
-30
-35
12
18
23
41
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 7.8 W80 WD ® BORING STARTED 12/14/16 (?,) N80 N BLOW COUNT
WL(BCR) 1 WL(ACR) BORING COMPLETED 12/14/16 CAVE IN DEPTH
WL 11.5 24 Hrs RIG 45C Trailer FOREMAN BF DRILLING METHOD Mud Rotary

CLIENT
JOB #
BORING #
SHEET
—
Jacobs GBNA
22:24922
B-4
1 OF 2
PROJECT NAME
North Carolina Army National Guard -
ARCHITECT -ENGINEER
Readiness Center
Jacobs GBNA
SITE LOCATION
CALIBRATED PENETROMETER TONS/FTz
2412 Infantry Rd Wilmin ton New Hanover County, North Carolina
ROCK QUA'.ITY DESIGNAT40N & RECOVERY
NORTHING
EASTING
STATION
12,334,800.26
•-
RQD% -- -- REC%
188 711.941
PLASTIC WATER LIQUfO
LIMIT% CONTENT% LIMIT%
i�
W
o
OZ
W
&
¢
m
W
W
g
¢
W
z
F
a
W
§
¢
.
z
}�
W
OU
W
¢
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING " LOSS OF CIRCULATION
�O_ E
W w Z
J 0 F
W o w
3 LL w
m
STANDARD PENETRATION
BLOWSIFT
SURFACE ELEVATION 20.232
0
Asphalt De th 5.0"
_
2
2
4 19.5
S-1
SS
18
18
(SM) SILTY FINE SAND, Tan to Orange, Moist,
Very Loose
1
woH.:
WOF..-0
0
(CL) SANDY LEAN CLAY, Orange to Gray,
Moist, Very Soft to Medium Stiff
S-2
S5
18
18
5
—
15
WOH
2
2
-7
S-3
SS
18
18
3
5
(SP) FINE TO MEDIUM SAND, Orange, Moist
S 4
SS
18
is
_
to Saturated, Medium Dense
10
$1
10
10
11
22•
(SP) FINE SAND, Gray, Saturated, Dense to
Medium Dense
S-5
SS
18
18
13
17
i 38 53
15
5
21
S-6
SS
18
18
j 5 ,�,
`21
20
0
w
(CL) LEAN CLAY, Gray, Saturated, Soft, With
Organics
S-7
SS
18
18
2
2
25
-5
2
4
�.
(SP) FINE TO MEDIUM SAND, Gray,
Saturated, Dense
6-8
SS
18
18
I
15
32: �q
30I
I
EE?€:
17
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL 4.5 WS❑ WD®
BORING STARTED 12/14/16
N60 N BLOW COUNT
WL(BCR) WL(ACR)
BORING COMPLETED 12/14/16
CAVE IN DEPTH
WL 11.8 24 Hrs
RIG 45C Trailer FOREMAN BF
DRILLING METHOD Mud Rotary

#
Borth Carolina Army National Guard -
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
Z
z
EL
H
o
¢
BOTTOM OF CASING LOSS OF CIRCULATION ZWD
WiLL
w w
W
•-j —
o
io
2�.232
g
g
g
SURFACE ELEVATION
W
0
Q
(a
Q
!A
Q
UJ
W
Q
a 2 J
� U. W
-I
m
(SP) FINE TO MEDIUM SAND, Gray,
10
Saturated, Dense
(SP) MEDIUM TO COARSE SAND, Orange to
Gray, Saturated, Medium Dense
S-9
SS
18
18
7935
15
t
101SS118118
40
45
50
55
60
END OF BORING @ 40'
-25
-30
SHEET ---- 1'
20F2
J
{� CALIBRATED PENETROMETER TON91FT2
ROCK QUALITY DES?GNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
%�—��
® STANDARD PENETRATION
BLOWSIFT
4
` THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 4.5 WS ❑ WD S BORING STARTED 12/14/16 (S) NBO N BLOW COUNT
WL(BCR) 1 WL(ACR) BORING COMPLETED 12/14/16 CAVE IN DEPTH
WL 11.8 24 HrS RIG 45C Trailer FOREMAN BF DRILLING METHOD Mud Rotary

CLIENT
JOB p
BORING #
SHEET
-
Jacobs GBNA
22:24922
B 5
1 OF 2
PROJECT NAME
North Carolina Army National Guard -
ARCHITECT -ENGINEER
Readiness Center
Jacobs GBNA
SITE LOCATION
-C)- CALIBRATED PENETROMETER TONS/FT-'
2412 lnfantry Rd Wilmin ton New Hanover County, North Carolina
ROCK QUALITY DESIGNATiON & RECOVERY
NORTHING
EASTING
STATION
12,334
RQD% - — - REC% --
188 774.680
832.286
PLASTIC VIATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
v
?
1 _ E
LIMIT% CONTENT% LIMIT%
z
a_o
BOTTOM OF CASING 35 LOSS OF CIRCULATION
Uj w w z
X
LL
W
W
W
W
J O
o
2
2
OV
SURFACE ELEVATION 21.494
w ri >
3
® STANDARD PENETRATION
o
cn
ai
Cn
¢
3 M W
m
BLOWS/FT
To soil De th 6.0"
;
6`•,
(SM) SILTY FINE SAND, Orange to Gray,
S-1
SS
18
18
Moist, Very Loose to Loose
20
3
2
17.9-0
2
3
2
5 -7
S-2
SS
18
18
5
3
(CH) SANDY FAT CLAY, Orange to Gray,
S-3
SS
18
18
Moist, Medium Stiff
15
a
.]0
7
49
(SP) FINE TO MEDIUM SAND, Orange to Gray,
S-4
SS
18
18
13
1 o
Moist to Saturated, Dense to Very Loose
22
35
10
11
13 I
i
31 4-
S-5
SS
18
18
15
16
5
�r
6
S 6
SS
18
18
6
12' 7
20
6
0
�!
I
v
'6
S 7
SS
18
18
4
2
_4
(CL) LEAN CLAY, Gray, Saturated, Very Soft to
25
2
r
Stiff, With Organic Material
1
-5
i
1
5
��
13 G18
S-8
SS
18
18
SP FINE TO MEDIUM SAND, Orange to Gra ,
( ) g
30
Saturated, Medium Dense
8
CONTINUED
ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
4 WL WS❑ WD1M
BORING STARTED 12/14/16
N60 N BLOW COUNT
WL(BCR) WL(ACR)
BORING COMPLETED 12/14/16
CAVE IN DEPTH
WL 13.5 24 Hrs
RIG 45C Trailer FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
1
Carolina Army National Guard -
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
z
Ill
o
¢
BOTTOM OF CASING' LOSS OF CIRCULATION
F
w W zo
IL
tL
W
w
21.494
g
8
SURFACE ELEVATION
w
i?
(n
U)
can
Q
3 U_ w
(SP) FINE TO MEDIUM SAND, Orange to Gray,
Saturated, Medium Dense
-10
(SP) MEDIUM TO COARSE SAND, Tan to
Gray, Saturated, Dense to Medium Dense
S-9 SS 18 18 122
35 I
-15
a
S-10 SS 18 18 12
40 11
END OF BORING @ 40'
-2o I
45
50
-25
-35
-& CALIBRATED PENETROMETER TONS/FT?
ROCK QUALITY DESIGNATION & RECOVERY
ROD% - — -- REC% --
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
® STANDARD PENETRATION
BLOWSIFT
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
( WL WS ❑ WD ® BORING STARTED 12/14/16 N80 N BLOW COUNT
WL(BCR) 1 WL(ACR) BORING COMPLETED 12/14/16 CAVE IN DEPTH
WL 13.5 24 Hrs RIG 45C Trailer FOREMAN BF DRILLING METHOD Mud Rotary

CLIENT
JOB # BORING # SHEET
- - -- :-,- o
INE
Jacobs GBNA
PROJECT NAME
North Carolina Army National Guard -
22:24922 B-6 1 OF 2
ARCHITECT -ENGINEER
Readiness Center
Jacobs GBNA
" - op
SLOCpt
AT ITE ION
{} CALIBRATED PENETROMETER TONS/FT'
2412 Infantry Rd Wilmington. New Hanover Countv. North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
188 802.874 12.334.807.052
RQD°/u - — - REC°h —
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
?
LIMIT% CONTENT% LIMIT%
O
y
BOTTOM OF CASING ` LOSS OF CIRCULATION
> d z
'----�
& STANDARD PENETRATION
LL
w
W
a
W
¢
W
a
W
w
J p 0
W O j
io
30
SURFACE ELEVATION 22.054
❑
cn
m
o[
3 LL w
m
BLOWSIFT
p
To soil Depth 6.0"
-17-
6
(SM) SILTY FINE SAND, Orange to Gray,
S-1
SS
18
18
Moist, Very Loose
3
z
16.7
20
2
2
2
6
-4E
S-2
SS
18
18
5
2
(CH) SANDY FAT CLAY, Orange to Gray,
S-3
SS
18
18
Moist, Medium Stiff
2
15
3
3
6 _
6
11
3q
S-4
SS
18
18
(SP) FINE TO MEDIUM SAND, Orange to Gray,
'•.
10
Moist to Saturated, Medium Dense to Very
17
: z$
Loose
10
=
9
13
28 i 3
S-5
SS
18
18
15
15
5
7
6
17 4:
S-6
SS
18
18
20
9
0
4
3
6
S-7
SS
18
18
(OL/OH) ORGANIC SOIL, Brown, Saturated,
25
1.'•
Soft
4
-5
IS-:8
SS
18
18
SP FINE TO MEDIUM SAND, Orange to Gra ,
( ) 9
,:
4
10
2 '.
30
Saturated, Medium Dense to Dense
12
31-': _•'.
CONTINUED
ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL
Q WL WS ❑ WD ®
BORING STARTED 12/15/16
® N60 N BLOW COUNT
WL(BCR) 1 WL(ACR)
BORING COMPLETED 12/15/16
CAVE IN DEPTH
WL 13.5 24 Hrs
RIG 45C Trailer FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT IJOB # I BORING # I SHEET I �^_s ,,
II PROJECT NAME
North Carolina Army National Guard -
-{} CALIBRATED PENETROMETER TONSrFT2 I
2412 Intantry Rd Wilmin ton . N w Hanover County. North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
FASTING
STATION
12,334,807.052
ROD% -- -•-- - REC9k
188 802.874
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
g
=
LIMIT% CONTENT% LIMIT%
c
Z
o
Q
BOTTOM OF CASING LOSS OF CIRCULATION
W
w w
SURFACE ELEVATION
a_
a.
a
v
F w
® STANDARD PENETRATION
❑
U)
U)
faq
0
LL W
m
BLDW^a1FT
30
(SP) FINE TO MEDIUM SAND, Orange to Gray,
't
1
Saturated, Medium Dense to Dense
I
-10
W®®WR
(SP) MEDIUM TO COARSE SAND, Gray, 15
Saturated, Dense
18
S-10 SS 18 18 27
20
40 END OF BORING @ 40'
-20
45
-25
50
-30
55
-35
60
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL WS❑ WD® BORING STARTED 12/15/16 N60 N BLOW COUNT
WL(BCR) 1 WL(ACR)
BORING COMPLETED 12/15/16
CAVE IN DEPTH
WL 13.5 24 Hrs
RIG 45C Trailer FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB #
BORING #
SHEET
Jacobs GBNA
22:24922
13-7
1 OF 2
PROJECT NAME
North Carolina Army National Guard -
ARCHITECT -ENGINEER
Readiness Center
Jacobs GBNA
SITE LOCATION
�} CALIBRATED PENETROMETER TONS/FT'`
2412 Infantry Rd Wilmington. New Hanover County, North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
12,334
RQD°k — —• — REC% -
188 885.181
680.446
PLASTIC WATER LIQUID
IMIT% CONTENT% LIMIT%
LL
w
❑
z
g
¢
cn
w
a-
¢
❑
CL
a
con
z
¢
w
rt
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING E5 LOSS OF CIRCULATION D
= F
LL
w w O
J ❑
w cn >
3¢ w
ip
m
® STANDARD PENETRATION
BLOWSIFT
SURFACE ELEVATION 22.596
o
To soil Depth 4.0"
2
3
s-1
SS
18
18
(SM) SILTY FINE SAND, Orange to Gray,
Moist, Very Loose to Loose1
20
2
3
6 8
S-2
SS
18
18
5
3
3
2
-6i
(CL) SANDY LEAN CLAY, Orange to Gray,
Moist, Soft to Medium Stiff
S 3
SS
18
18
10
4
15
2
2
6
s
4
i 1
15 ~6
S-4
SS
18
18
(SP) FINE TO MEDIUM SAND, Gray to Tan,
Moist, Medium Dense
10
9
12
28 i 3
S-5
SS
18
18
15
16
5
I
B
6
'
y5 '22
S-6
SS
18
18
20
7
YY
o
(SP) FINE TO MEDIUM SAND, Orange, Moist
to Saturated, Very Loose
S-7
SS
18
18
2
2
�4
25
2
6;
5
(CL) SANDY LEAN CLAY, Gray, Saturated,
Very Soft, Trace Organic Material
1
1
3
S-8
SS
18
18
30
1
CONTINUED
ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
WL WS ❑ WD ®
BORING STARTED 12/14/16
(1;) N60 N BLOW COUNT
WL(BCR) Y WL(ACR)
BORING COMPLETED 12/14/16
CAVE IN DEPTH
WL 13.0 24 Hrs
RIG 45C Trailer FOREMAN BF
DRILLING METHOD Mud Rotary

T
JOB #
BORING #
SHEET
obs GBNA
F
22:24922
B-7
2OF 2
ECT NAME
ARCHITECT -ENGINEER
North Carolina Army National Guard -
Readiness Center
Jacobs GBNA
SITE LOCATION
-{} CALIBRATED PENETROMETER TONSIFT'
2412 !nfantry Rd Wilmir. ton New Hanover Count North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
FASTING
STATION
12,334,680.446
RQD% - --- - REC°�a -----
188 885.181
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
"
z
J = LL
LIMIT% CONTENT% LIMIT%
Z
a.
¢
BOTTOM OF CASING LOSS OF CIRCULATION
Uj
w w 6d
IL
a
J F
Q w
® STANDARD PENETRATION
22.596
8
W
SURFACE ELEVATION
F
o
<
Cc 3 LL w
m
BLOWS/FT
30
(CL) SANDY LEAN CLAY, Gray, Saturated,
Very Soft, Trace Organic Material
-10
(SP) MEDIUM TO COARSE SAND, Tan,
Saturated, Dense
10`
45
S-9
SS
18
18
15
i
35
17
32:
1510
1`
t
(SP) MEDIUM TO COARSE SAND, Orange to
Gray, Saturated, Dense
}
S-10
SS
18
18
12
E 37 5a*
40
25
END OF BORING @ 40'
I
-20
45
-25
50
-30
55
-35
60
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD S
BORING STARTED 12/14/16
(g N60 N BLOW COUNT
Z WL(BCR) t WL(ACR)
BORING COMPLETED 12/14/16
CAVE IN DEPTH
Q WL 13.0 24 Hrs
RIG 45C Trailer FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB #
BORING #
SHEET
_- _� - -.• q
Jacobs GBNA
22:24922
B-8
1 OF 3
PROJECT NAME
ARCHITECT -ENGINEER
North Carolina Army National Guard -
Readiness Center
Jacobs GBNA
SITE LOCATION
CALIBRATED PENETROMETER TONSIFV
2412 Infantry Rd Wilmington. New Hanover Count North Carolina
ROCK QUALITY DESIGNATION &RECOVERY
NORTHING
FASTING
STATION
12,334
RQD% - — - REC°�
188 735.891
663.279
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
Z
LIMIT% CONTENT% WAIT%
c
z
a-
o
Q
BOTTOM OF CASING LOSS OF CIRCULATION �
w w Z
x
ii
W
W
W
W
21.195
SURFACE ELEVATION
W Q w
O
I& STANDARD PENETRATION
W
❑
a
rn
a
(n
a
m
W
cc
W_ w
m
BLONl81FT
To soil Depth 4.0"
20
(SM) SILTY FINE SAND, Orange to Gray,
S-1
SS
18
18
Moist, Very Loose to Loose
1
4
2
2
3
6
S-2
SS
18
18
5
3
24.5
000
(CH) SANDY FAT CLAY, Orange to Gray,
S-3
SS
18
18
Moist, Medium Stiff
15
2
2
- 21 — — — — -A 54
3
5 �` 27.5
—
10
14
!3 45
S-4
SS
is
18
(SP) FINE TO MEDIUM SAND, Tan, Moist to
10
Saturated, Dense
19
10
_
(SM) SILTY FINE SAND, Gray, Saturated,
Dense
12
S-5
SS
18
18
16
3 46
15
17
5
(SP) FINE TO MEDIUM SAND, Gray,
Saturated, Medium Dense
12
S-6
SS
18
18
12
i 27 38 u i
20
15
0
//
(OL/OH) ORGANIC SOIL, Brown, Saturated,
Medium Stiff
2
S-7
SS
18
18
3
68
25
3
�_`•
-5-
1
(SP) FINE TO MEDIUM SAND, Tan to Gray,
Saturated, Dense and Medium Dense
'.
10
35, 49
S-8
SS
18
18
15
30
20
CONTINUED
ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
Q WL 8.5 WS ❑ won
BORING STARTED 12/14/16
& N60 N BLOW COUNT
WL(BCR) WL(ACR)
BORING COMPLETED 12/14/16
CAVE IN DEPTH
WL 12.5 24Hrs
RIG 45C Trailer FOREMAN BF
DRILLING METHOD Mud Rotary

#
( I PROJECT NAME
North Carolina Army National Guard -
{}- CALIBRATED PENETROMETER TQNS.+FT` I
2412 lnfantry Rd Wilmin ton New Hanover Countv, North C rolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
FASTING
STATION
12,334,663.279
RQp°/a - — - RFC% ---
188 735.891
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
F
z
W x LL
LIMIT% CONTENT% LIMIT%
Z
�
o
BOTTOM OF CASING LOSS OF CIRCULATION
w w
W
J —
F
F
21.195
g
g
8
SURFACE ELEVATION
w
STANDARD PENETRATION
o
m
r¢n
can
¢
ir
LL w
co
BLOWSIFT
30
(SP) FINE TO MEDIUM SAND, Tan to Gray,
Saturated, Dense and Medium Dense
10
E®®NE
S-101 SS 18 18
40
(SM) SILTY FINE SAND, Greenish Gray,
Saturated, Medium Dense
MOWN&
(ML) SANDY SILT, Greenish Gray, Saturated,
Very Stiff to Very Hard, With Cemented Layers
2 SS 18 18
50
S-13 SS 1 18 iS
55
s
12
14
-15
-20
10
8
7
-25
-30
-35
3
3
S-14 SS 18 18 NUF I
28 I 43 r60
60 11
CONTINUED ON NEXT PAGE.
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
�• Z WL 8.5 WS❑ WD® 80RING STARTED 12/14/16 N60 N BLOW COUNT
��
WL(BCR)
1 WL(ACR)
BORING COMPLETED
12/14/16
CAVE IN DEPTH
WL 12.5
24Hrs
RIG 45C Trailer
FOREMAN BF
DRILLING METHOD Mud Rotary

CLIENT
JOB #
North Carolina Army National Guard -
Readiness Center
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
Oz
o
BOTTOM OF CASING LOSS OF CIRCULATION �
w w z
w
w
w
w
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a
a
g
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SURFACE ELEVATION 21.195
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m
w
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m
0
(ML) SANDY SILT, Greenish Gray, Saturated,
Very Stiff to Very Hard, With Cemented Layers 11111111F40
6
S-15 55 13 13 49
65 LIMESTONE 11
END OF BORING @ 64.6'
-45
70
-50
75
-55
80
-60
85
-65
90
-{ j- CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
STANDARD PENETRATION
SLOW SIFT
8
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOILTYPES. IN -SITU THE TRANSITION MAY BE GRADUAL,
WL 8.5 WS ❑ WD ® BORING STARTED 12/14/16 ® N60 N BLOW COUNT
WL(BCR) WL(ACR) BORING COMPLETED 12/14/16 CAVE IN DEPTH
WL 12.5 24Hrs RIG 45C Trailer FOREMAN BF DRILLING METHOD Mud Rotary

CLIENT
Borth Carolina Army National Guard -
1
c
li
Z
a
a-
W
a
z
I-
a
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>
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DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION
co
W TZ ILiL
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w
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SURFACE ELEVATION 16.031
0
To soil Depth 3.0"
4Z_
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to Wet, Loose
15
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5
5
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s-3
ss
1e
18
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SS
18
18
10
12
(SP) MEDIUM TO COARSE SAND, Gray,
Saturated, Loose
J S-5 I SS 118 118 I
15 I�r END OF BORING @ 15'
0
20
-5
1 25
-10
30
I *iw i,
{}- CALIBRATED PENETROMETER TONS..IFT2
ROCK QUALITY DESIGNATION & RECOVERY
RQD%a R — — REC% —.---
PLASTIC WATER LIQUID
LIMIT% CONTENT'/o LIMIT°,o
X —01
I& STANDARD PENETRATION
BLOWSIFT
5
5 1
5
4
4
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAYBE GRADUAL.
[' WL WS ❑ WE) ® BORING STARTED 12/16/16 ® N60 N BLOW COUNT
WL(BCR) 1 WL(ACR) BORING COMPLETED 12/15/16 CAVE IN DEPTH
WL 5.5 24 firs RIG 45C Trailer FOREMAN BF DRILLING METHOD Wash Rotary

CLIENT
JOB #
BORING #
SHEET
Jacobs GBNA
22:24922
B-10
1 OF 1
PROJECT NAME
North Carolina Army National Guard -
ARCHITECT -ENGINEER
Readiness Center
Jacobs GBNA
SITE LOCATION
CALIBRATED PENETROMETER TOtiS!FT7
2412 Infantr Rd Wilmin ton New Hanover Count North Carolina
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
FASTING
STATION
12.333
ROD°k - — - REC°ro------
188 641.802
978.302
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
W
IL
z
= LL
LIMIT% CONTENTS; LIMIT%
LL
}
BOTTOM OF CASING LOSS OF CIRCULATION
W
w z
LL
Z
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W
o
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w
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o
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<
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m
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S-1
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is
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z
3
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3
� 25.4
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i
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10
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i 17 24.'•
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6
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6 :8
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18
18
15
3
END OF BORING @ 15'
0
20
-5
25
10
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL WS ❑ WD ®
BORING STARTED 12/15/16
N60 N BLOW COUNT
WL(BCR) Y WL(ACR)
BORING COMPLETED 12/15/16
CAVE IN DEPTH
WL 8.7 24 Hrs
RIG 45C Trailer FOREMAN BF
DRILLING METHOD Wash Rotary

APPENDIX C
LABORATORY TEST RESULTS

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9

APPENDIX D
CALCULATIONS

GENERAL SHEAR SEARING CAPACITY CALCULATION
(Rev. 8-23.2010)
General Shear only, does not calculate
t----- J Local or Punching Shear
PROJECT: NCANG Readiness Center
ECS JOB NO.:I 24922 DATE: 12/30/2016
PROJ. ENG'R: MME PRINC. ENG'R: WEG
Vesic's
INPUTS:
C = COHESION =0
(PSF)
(1) = SOIL FRICTION ANGLE = 28
q (surchage, yDf)=
200
(PSF)
q (effec. surch) (when Dw < Df, Case 1) =
NeA
(PSF) 5
y bar (Case II) =
103
(PSF) 0
Inclination Factor, (i (deg)=
0
(usually 0)
y(moist) = SOIL UNIT WT.=
100
(PCF)
-/(sat) = SOIL UNIT WT. =
115
(PCF)
y(efi) = EFF. SOIL UNIT WT.=
Se^.6
(PCF) 7
Df = *DEPTH OF EMBEDMENT = 2
(FT)
B = LEAST FT. WIDTH=
12.5
(FT)
L= for Rectangular or Square Footings =
12.5
(FT), enter C for cunt.
Dw = *DEPTH TO WATER TABLE =
12
(FT)
d= dist. between BOF and GWT =
10
(FT), e
(-) means subm.
Modifications For Water Table, which Case? Case II
Shape, Depth, Inclination Factors
N, = 25.80 11
Fcd=
1.06
Nq = 14.72
Fqd=
Fyd=
1.05
1.00
N i =r 16.72 3
Fcs=
Fqs=
1.57
1.53
Fys=
0.60
Fqi=
1.00
Fci=
1.00
Fyi=
1.00
Correlated PHI or Cohesion FROM N-VALUE
N60
For Granular Soils
28 Mitchell and Katti (from table)
Peck, Hanson, Thornburg (Das Eqn. 2.24)
Fur Cohesive (fine grained) soils, undralned shaar s'.rangih
c (psi) = K*N60 (Eqn. 2.10, K=91.87 psf)
c (psf) = C 276
CALCULATED ULTIMATE CAPACITY:
q ult­ cNcFcsFcdFci + (q)(NgFgsFgdFqi) + (0.5)(yBNyF7sF7dFyi) (Das Eqn. 3.23)
q ult. (Case I) _
q ult. (Case II) = 11,152 PSF
q ult. (Case III) _
Factor of Safety (F.S.)= 3.0
CALCULATED ALLOWABLE CAPACITY:
q allowable= 3,717 PSF 10
q allowable (net)=j 3,651 PSF 11
Groundwater
table
D
f .Case I
f
Dw
d
Groundwatertable
—————
Case J1
y. = saturated
unit weight
FOOTING Bearing Cap 24922.x1s (c) 2008 ECS Corporate Services, LLC Prininri- 19mnnn+a 11:51 AM

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ZUSGS Design Maps Detailed Report
ASCE 7-10 Standard (34.2635°IV, 77.8924°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 11.4.1 — Mapped Acceleration Parameters
Note: Ground motion values provided below are for the direction of maximum
horizontal spectral response acceleration. They have been converted from
corresponding geometric mean ground motions computed by the USGS by applying
factors of 1.1 (to obtain SS) and 1.3 (to obtain SJ. Maps in the 2010 ASCE-7 Standard
are provided for Site Class B. Adjustments for other Site Classes a; e made, as needed,
in Section 11.4.3.
From Figure 22-111.1 Ss = 0.213 g
From Figure 22-2121 S,1 0.090 g
Section 11.4.2 — Site Class
The authority having Jurisdiction (not the USGS), site -specific geotechnic;--:; data, and/or
the default has classified the site as Site Class D, based on the'site soil properties in
accordance v,.-ith Chapter20.
Table 20.3-1 Site Classification
Site Class
vs
Nor Ty.
s„
A. Hard Rock
>5,000 ft/s
N/A
N/A
B. Rock
2,500 to 5,000 ft/s
N/A
N/A
Very dense soil and soft rock
Y
s
_ 1 200 to 2,500 ft/s
>50
>2,000 psf
D. Stiff Soil
600 to 1,200 ft/s
1S to 50
1,000 to 2,000 psf
E. Soft clay soli
<60.0 'fVs
<15
<1 000 psf
Any profile with more than 10 ft of soil having the
characteristics:
• Plasticity index PI > 20,
• i�'loisture content vb ? 40°Lc, and
• Undrained shear strength s,; < 500 psf
F. Soils requiring site response See Section 20.3A
analysis in accordance with Section
21.1
For :5f.: ift/s = 0,3048 m/s 1lb/ft2 = 0.0479 kN/m2

Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCE)
Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient `7.
Site Mapped MCE R Spectral Response Acceleration Parameter at Short
Class Period
S5:50.25
SS=0.50
SS=0.75
S;=1.00 S;>1.25
A
0.8
036
OX
0.8
0.8
B
1.0
1.0
1.0
1.0
C
1.2
1.2
1.1
1.0
1.0
D
1.6
1.4
1.2
1.1
1.0
E
2.5
1.7
1.2
0.9
0.9
F
See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of Sc
For Site Class = D and S3 = 0.213 g, F. = 1.600
R
Table 11.4-2: Site Coefficient F.
Site. Mapped MCE R Spectral Response Acceleration Parameter at 1-s
ClaSS Period
S,:50.10 S.Z-0.20 S,=0,30 S1=0.40 S1a0.50
A
0.8
0.8 0.8 0.8
0.8
B
1.0
1.0 1.0 1.0
1.0
C
1.7
1.6 1.5 1.4
1.3
D
2.4
2,0 1.8 1.6
1.5
E
3,F
3.2 2.8 214
2.4
F
See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for of Sl
For Site Class = D and S. = 0.090 g, F„ = 2.400

Equation (11.4-1): SMs -= F,Ss = 1.600 x 0.213 = 0.341 g
Equation (11.4-2): SM1 = F„S1 = 2.400 x 0.090 = 0.217 g
Section 11.4.4 — Design Spectral Acceleration Parameters
Equation (11.4-3): S= % SMs = Z/ x 0.341 = 0.227 g
Equation (11.4-4): Sol = % SM>. = Z/ x 0.217 = 0.145 g
Section 11.4.5 — Design Response Spectrum
From Figure 22-12 [31 Ti = 8 seconds
Figure
11.4-1., Design Response Spectrum
!
T4To:8,=8D9(O.4+OATITO
T,:5TsT.8
_
1',$ � `1" f T, : S, — SDi I T
L ' Yn -5 .,TL. I T,
�
r
'piCL
C
Q
+
r
Ta=0.128
--------------------
T;=0._335 1.a ���
Period, T (sec)

Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum
The MCER Response Spectrum is determined by multiplying the design response spectrum
above by 1.5.
CA
c
Q
a
u�
e
a
a
H
E}:
M
yV
4
a
a
rA
T, = 0.127 T; = 0.636 1.000
Period, T (se¢)

Section 11.8.3 — Additional Geotechnical Investigation Report Requirements for Seismic Design
Categories D through F
From Figure 22-7143 PGA = 0.109
Equation (11.8-1): PGAM = FPGAPGA = 1.582 x 0.109 = 0.172 g
Table 11.8-1: Site Coefficient FPGA
Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA
rl=��
PGA <- PGA = PGA = PGA =
0.10 0.20 0.30 0.40
PGA >:
0.50
A
0.8
0.8 0.8 0.8
0.8
B
:1..:4
1.0 1.0 1.0
1.0
C
1.2
1.2 1.1 .0
1.0
D
1.6
1.4
1.2 1.1
1.0
E
2.5
1.7 1.2 0,9
0.9
F
See Section 11.4.7 of ASCE 7
Note: Use straight-line
i,'iterpolation for intermediate values of PGA
For Site Class = D and PGA = 0.109 g, F,,A = 1.582
Section 21.2.1.1 — Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for
Seismic Design)
From Figure 22-17151
�roln Figure 22-18161
CRS = 0.825
CRi = 0.824

•�• �wM. �. r a FAY
+° '��' .:yr:• � V•' i_. - . - � �.•.z� _Y:.Vt �_ gyp.
Section 11.6 — Seismic Design Category
Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter
VALUE OF Sns
RISK CATEGORY
I Or IT
III
IV
Sos < 0.167g
A
A
A
0.167g 5 Ss < 0.33g
B
B
C
0.3395 Sos < 0.509
C
C
D
0.5Og 5 SOS
D
D
D
For Risk Category = I and Sos = 0.227 g, Seismic Design Category = 0
Table 11.6-2 Seismic Desion Category Based on 1-S Period Response Acceleration Parameter
VALUE OF Sal
RISK CATEGORY
T or IZ
IIT
IV
Sol < 0.067g
A
A
A
0.067g 5 Sol < 0.133g
B
B
C
0.133g 5 Spl < 0.20g
C
C
D
0.20g 5 Sp1
D
D
D
For Risk Category = I and Sp,. = 0.145 g, Seismic Design Category = C
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F frr those in Risk Category IV,
irrespective of the above.
Seismic Design Category = "the more severe design category in accordance with
Table 11.6-1 or 11.6-2" = C
Note: See Section 11.6 for alternative approaches to calculating Seismic Design
Category.
References
1. Figure 22-1: http.//earthquake.us,_�s,gov/t;azards/designmaps/downloads/pdfs/201G._ ASCE-7—Figur e_22-
l.pdf
2. Figure 22-2: http://earthquake.usgs.govlhazards/designmaps/downloads/pdfs/201O_ASCE-7_Figure_22-
2.pdf
3. Fig ure 22-12: http://earthquake.usgs.gov/hazards/designr,iaps/downloads/pdfs/2010,ASCE-
7_Figure_22-12.pdf
4., Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_,Figure._.22-
7.pdf
5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downioads/pdfs/2010_ASCE-
7_.Figu re._22-17.pdf
6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-
7_Fig u re _•22-18.pd f

•
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SIT
SOIL PROFILE1
AVERAGE PROPERTIES N TOP 100 ft, AS PER
SECTION 1615.1.5
3s = 0.213
E
NAME
Soil shear wave
Standard Penetration
Soil Undrained Shear
A
Hard Rock
Vs -bar > 5,000
Not Applicable
Not Applicable
gt 0.09
B
Rack
2,500 <Vs -bar • 5,000
Not Applicable
Not Applicable
C
and Soft Rock
1,200 < Vs -bar • 2,500
N-bar > 50
Su -bar • 2000
F, = 1.5
D
Stiff Soil Profit
600 • Vs -bar • 1,200
15 • N-bar • 50
1,000 • Su -bar • 2000
_
E
Soft Soil Profile
Vs -bar < 600
N-bar < 15
Su -bar < 1,000
Any profile with more than 10 feet of soil having the following characteristics:
E
I. Plasticity Index, Pl>l0;
Sm== 0.3406
—
2. Moisture content, w• 40%,and
3. Undrained shear strength, Su -bar <500 psl
S�• .� i:.216
Any pmfrle containing soils having one or more of the following characteristics:
1. Soils vulnerable to potential failure or collapse under seismic loading such as liquellabl
soils, quick and highly sensitive clays, collapsible weakly cemented soils.
2. Pests and/or highly organic clays ( H > 10 ft or peat and; or highly organic caly where H
= thickness of soil) 3 Very high plasticity clays ( H�-- 25 ft with plasticity index PI> 75)
F
_
4. Very thick soft/medium stiff clays (H > 120 ft)
Ta = 0.1267605
T,= 0.633802a
ae U.Usruao
Sa #ohvro!
r0.3877835

�w�7r. � .�"�T R;• ice. V }`wy^S�' - ��.! °''�''!�"'Q .AQ ��".�:''-�r✓ij
�}w-f1 sYyrt ap ^'S: sS�F•'•;
.R`. ..�. �. ► r si..i' �.'stt`1 .L '�y?^"�+:•
LIQUEFACTION ANALYSIS
NCANG - Readiness Center
Hole No.=B-9 Water Depth=93 ft Surface Elev.=20.73 Magnitude=7.3
Acceleration=0. 172g
Shear Stress Ratio Factor of Safety Settlement Soil Description
(ftJ 0 0 1 0 1 5 0 (in.) 1
r—�Cl r'fTITTTTT'fl f"1TTTTTI—fT—I
�-10
I�Zfj
F— 30
fs1=1 l0
40 CRR CSR fs
Shaded Zone has Liquefaction Potential
50
OR ECS Carolinas, LLP
Ow
L
Wet-- Dry—
S=0.82 in.
LL.LTYLL
Plate A-1

10
Nil
30
MOM
50
LIQUEFACTION ANALYSES
NCANG - Readiness Center
Hole No.=B-2 Water Depth=13.5 ft Surface Elev.=19.44
Shear Stress Ratio
0
C:SR fc1�
Shaded Zone has Liquefaction Potential
ECS Carolinas, LLP
Factor of Safety Settlement
1 n 1 F nrhi a
S = 0.64 in.
22.24922
Magnitude=7.3
Acceleration=0.172g
Soil Description
Plate A-1

LIQUEFACTION ANALYSIS
NCANG o Readiness Center
Hole No.=B-3 Water Depth=99.5 ft Surface Elev.=20.88 Magnitude=7.3
Shear Stress Ratio
ift 110
— 0
10
20
30
50
Shaded Zone has Liquefaction Potential
ECS Carolinas, LLP
Factor of Safety Settlement
1 0 1 5 0 (in.) 1
Wet— Dry—
S = 0.42 in.
22.24922
Acceleration=0.172g
Soil Description
Plate A-1

LIQUEFACTION ANALYSIS
NCANG - Readiness Center
Hole No.=B-4 Water Depth=19.8 ft Surface Elev.=20.23
Shear Stress Ratio
F0 0
-10
- 20
- 30
-40
-50
- 60
- 70
Shaded Zone has Liquefaction Potential
aECS Carolinas, LLP
Factor of Safety Settlement
1 0 1 5 0 (in.1 1
S = 0.76 in.
22.24922
Magnitude=7.3
A ccelera tion =0. 1 72g
Soil Description
Plate A-1

LIQUEFACTION ANALYSIS
NCANG v Readiness Center
Hole No.=B-5 Water Depth=13.5 ft Surface Elev.=21.49 Magnitude=7.3
Acceleration=0.172g
Shear Stress Ratio Factor of Safety Settlement Soil Description
(n)0 0 1 0 1 5 0 (in.) 1
10
`col
30
40
50
L
�:
CRR —
Shaded Zone has Liquefaction Potential
aECS Carolinas, LLP
Wet— Dry—
S = 0.95 in.
22.24922
Plate A-1

LIQUEFACTION A14ALYSIS
NCANG - Readiness Center
Hole No.=B-6 Water Depth=13.5 ft Surface Elev.=22.05
Shear Stress Ratio
�) 0
-0
-10
- 20
- 30
- 40
- 50
- 60
- 70
Shaded Zone has Liquefaction Potential
Factor of Safety Settlement
1 0 1 s n tin 1
1
Wet— Dry—
S = 0.61 in.
Magnitude=7.3
Acceleration=0.172g
Soil Description
imECS Carolinas, LLP 22.24922 Plate A-1

LIQUEFACTION ANALYSIS
NCANG - Readiness Center
Hole No.=B-7 Wafer Depth=13 ft Surface Elev.=22.59
Shear Stress Ratio
(ft)0 0
10
20
30
40 CRR — CSR fsAmm
Shaded Zone has Liquefaction Potential
50
ECS Carolinas, LLP
Factor of Safety Settlement
1 0 1 5 0 (in.) 10
Wet— Dry--
S = 1.84 in.
22.24922
Magnitude=7.3
Acceleration=0.972g
Soil Description
Plate A-1

LIQUEFACTION ANALYSIS
NCANG - Readiness Center
Hole No.=B-8 Waiter Depth=12.5 ft Surface Elev.=21.19
Shear Stress Ratio
(ft)0 0
F-
10
20
30
40
50
E
70
I fS1
r:RR f,,
Factor of Safety Settlement
1 0 1 5 0 (in.) 1
Shaded Zone has Liquefaction Potential t = 0.24 in.
E ECS Carolinas, LLF 22.24922
Magnitude=7.3
Acceleration =0. 172g
Soil Description
Plate A-1

APPENDIX E
GENERAL CONDITIONS

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

� Geotechnical Engineering deport
—�
Geotechnical Services Are Performed for
Spe Oc Purposes, Persons, and Projects
Geotac Mical engineers structure their services to meet the specific needs of
their clients. A geotechnical engineering study conducted for a civil engineer
may not fulfill the needs of a construction contractor or even another civil
engineer. Because each geotechnical engineering study is unique, each geo-
technical engineering report is unique, prepared solelyfor the client. No one
except you should rely on your geotechnical engineering report without first
c_ �n n, ; l h the geotechnical engineer who prepared it. Andno, one -not
e!:'en yes - should apply the report for arty purpose or project except the one
originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Geotechnical 6iglneering Report Is Based on
A Unique Set of Project-c Factors
Geotechnical engineers consider a number of unique, project -specific factors
when establishing the scope of a study. Typical factors include: the client's
goals, objectives. and risk management preferences; the general nature of the
structure involved, its size, and configuration; the location of the structure
on the site; and other planned or existing site improvements, such as access
roads: parking lots, and underground utilities. Unless the geotechnical engi-
neer who conducted the study specifically indicates otherwise, do not rely on
a geotechnical engineering report that was:
c not prepared for you,
o not prepared for your project,
© not prepared for the specific site explored, or
o completed before important project changes were made.
Typical changes that an erode the reliability of an existing geotechnical
engineering report include those that affect:
the function of the proposed structure, as when it's changed from a
parking garage to an office building: or from alight industrial plant
to a refrigerated warehouse,
• elevation, configuration, location, orientation, or weight of the
proposed structure,
• composition of the design team, or
• project ovr *-rship.
As a genera! rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their impact.
Deoter;i=a+ica: engineers cannot accept responsibility or liabifity for problems
that occur because their reports do not consider developments of which they
were
Subsurface Conditions Can Change
A geotachnial engineering report is based on conditions that existed at the
time l�..e study was performed. Do not rely on a geotechnical engineering
re;;arr Triose adequacy may have been affected by: the passage of time; by
man-made even, sue., as construction on or adjacent to the site; or by natu-
ral events, such as floods, earthquakes, or groundwater fluctuations. Always
contact the geotechnical engineer before applying the report to determine if it
is still reliable. A minor amount of additional testing or analysis could prevent
major problems.
Most Geotechnical Findings Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface taste are conducted or samples are taken. Geotechnical engineers
review field and laboratory data and then apply their professional judgment
to render an opinion about subsurface conditions throughout the site. Actual
subsurface conditions may differ -sometimes significantly from those indi-
cated in your report. Retaining the geotechnical engineer who developed your
report to provide construction observation is the most effective method of
managing the risks associated with unanticipated conditions.
A Report's Recommendations Are Not Hmd
Do not 04'errely on tie construction recommendations included in your re-
port. Those recommendations are not final, because geotechnical engineers
develop them principally from judgment and opinion. Geotechnical engineers
can finalize their recommendations only by observing actual

subsurface conditions revealed during construction. The geotechnical engi-
neer who developed your report cannot assume responsibility or liability for
the report's recommendations if that engineer does not perform construction
observation.
A Geotechnical WillneeMng RqW Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineer-
ing reports has resulted in costly problems. Lower that risk by having your
geotechnical engineer confer with appropriate members of the design team
after submitting the report. Also retain your geotechnical engineer to review
pertinent elements of the design team's plans and specifications. Contractors
can also misinterpret a geolec:nnica'' egner,7rgprcehat b�t� y
having your geotechnical engi °er.par ldpat in prebid and preconstruction
conferences, and by providing construct#oin o �s-r �adoo i.
Do Not Redraw the Engineer% Logs
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural or other design drahings.
Only photographic or electronic reproduction is acceptable, but recognize
that separating logs from the report can elevate risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, but preface it with a
clearly written letter of transmittal. In that letter. advise conatractors "'Of tnie
report was not prepared for purposes of bid development and that the report's
accuracy is limited; encourage tnerr ;o o i!ur vv;tl ine aGowi,innicat Ll lgl
who prepared the report (a modest fee nr.a;, be required; andfor to conduct ad-
ditional study to obtain the specific types of information they need or prefer.
A prebid conference can also be valuable. Be sure contractors have sufficient
time to perform additional study. Only then might you be in a position to give
contractors the best information available to you, while requiring them to at
least share some of the financial responsibilities stemming from unantici-
pated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize that
geotechnical engineering is far less exact Thait other engineering disciplines.
This lack of understanding has created unrealistic expectations that have led
to disappointments, claims, and disputes. To help reduce the risk of such
outcomes, geotechnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled "limitations" many of these
provisions indicate where geotechnical engineers' responsibilities begin
and end, to help others recognize their own responsibilities and risks. Read
these provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
Tta equipment, techniques, and personnel used to perform a geoenviron-
Poental study differ sign!ficantly frann those used to perform a geotechnical
study. For that reason; a geotechnical esig;I,eari n or r a=s ro usualv re-
late any geoenvironmental findings, conclusions, r re.camn ma da;ions; e.g.,
about the likelihood of encountering underground storage tanks or regulated
contaminants. Unanticipated environmental problems have led to numerous
project failures. If you have not yet obtained your own geoenvironmental in-
formation, ask your geotechnical consultant for risk management guidance,
Do not rely on an environmental rep Yrroary fo svimai-?a i'tsa
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, op-
eration, and maintenance to prevent significant amounts of mold from grow-
ing on indoor surfaces. To be effective, all such strategies should be devised
for the express purpose of mold prevention, integrated into a comprehensive
plan, and executed with diligent oversight by a professional mold prevention
consultant. Because just a small amount of water or moisture can lead to
the development of severe mold infestations, a number of mold prevention
strategies focus on keeping building sun es d y, ''Ptile groun„tiatCer, Ha-
ter infiltration, and similar issues may ha°yea teen adbessed as part of the
geotechnical engineering study whose findings are conveyed in -this report,
the geotechnical engineer in charge of this project is not a mold prevention
consultant; Wane of the services performed In conucthm wide
the geotechnical engineers study were designed or conducted
top the puMese of mold prevention Proper Implementation of
the recommendations conveyed In this report wdl not of itself
he sufficient to prevent mold from growing In or on the struc-
ture Involved.
Rely on Your ASFE-Member Geotechnical
Engineer For Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotachnica! engi-
neers to a wide array of risk management techniques that can be of genuine
benefit for everyone involved with a construction project. Confer with your
ASFE-member geotechnical engineer for more information.
A�
iha ®eat People an Earth
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone:' 301/565-2733 Facsimile: 301/589-2017
e-mail: [e-mail] www.asfe.org
Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibiled, except with ASFE� specific
written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission VASE and only for purposes
of scholarly research or book review. Only members ofASFEmay use this document as a complement to or as an element of a geotechnical engineering report. Any other firm,
individual, or other entity that so uses this document without being aeASFEmember could be committing negligent or intentional (fraudulent) misrepresentation.
IIGER06045 OM

EWr*ECS CA ROLL NAS, LLP "Setting the standard for service„
Geotechnical • Construction Materials • Environmental - Facilities
December 20, 2016
Mr. David Everett
Jacobs GBNA
1100 North Glebe Road, Suite 500
Arlington, Virginia 22201
Reference: Report of Seasonal High Water Table Estimation and Infiltration Testing
N.C. Army National Guard Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No. 49.3639
Dear Mr. Everett:
ECS Carolinas, LLP (ECS) recently conducted a seasonal high water table (SHWT) estimation
and infiltration testing within the stormwater best management practice (BMP) area(s) off of
Infantry Road in Wilmington, New Hanover County, North Carolina. This letter, with
attachments, is the report of our testing.
Field Testing
On December 19, 2016, ECS conducted an exploration of the subsurface soil and groundwater
conditions at two requested locations shown on the attached Boring Location Plan (Figure 1).
The boring locations were surveyed prior to ECS's site visit. The elevation data was provided
by Robert H. Goslee & Associates, PA. The purpose of this exploration was to obtain
subsurface information of the in situ soils for the stormwater BMP area(s). ECS explored the
subsurface soil and groundwater conditions by advancing one hand auger boring into the
existing ground surface at each of the requested boring locations. ECS visually classified the
subsurface soils and obtained representative samples of each soil type encountered. ECS also
recorded the SHWT and groundwater elevation observed at the time of the hand auger borings.
The attached Infiltration Testing Form provides a summary of the subsurface conditions
encountered at the hand auger boring locations.
The SHWT and groundwater elevation was estimated at the boring locations below the existing
grade elevation. A summary of the findings are as follows:
Location
SHWT
Groundwater
Elevation
B-1
18 inches
40 inches
13.152
B-2
44 inches
70 inches
18.642
ECS has conducted two infiltration tests utilizing a compact constant head permeameter near
the hand auger borings in order to estimate the infiltration rate for the subsurface soils.
Infiltration tests are typically conducted at two feet above the SHWT or in the most restrictive
soil horizon. Tests in clayey conditions are conducted and calculated up to 30 minute intervals.
If an exact hydraulic conductivity is necessary for these locations, then ECS recommends
collecting samples by advancing Shelby tubes and performing laboratory permeability testing.
ECS Capes Services. PL-C • EGS Carolinas, LLP • EGS Central, PLLC • ECS Florida. LLC • ECS Mid -Atlantic, LLC • ECS Midwest. LLC • ECS Southeast, LLC • ECS Te.<as. LLP
vvww, eoslimited. com

Report of SHWT Estimation and Infiltration Testing
N.C. Army National Guard Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No. 49.3639
December 20, 2016
Field "lest Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Inches/
hour
B-1
Gray fine SAND w/ clay18
inches
0.35
B-2
Tan/orange/gray sandy CLAY
42 inches
<0.001
Infiltration rates and SHWT may vary within the proposed site due to changes in elevation and
subsurface conditions.
Closure
ECS's analysis of the site has been based on our understanding of the site, the project
information provided to us, and the data obtained during our exploration. If the project
information provided to us is changed, please contact us so that our recommendations can be
reviewed and appropriate revisions provided, if necessary. The discovery of any site or
subsurface conditions during construction which deviate from the data outlined in this
exploration should be reported to us for our review, analysis and revision of our
recommendations, if necessary. The assessment of site environmental conditions for the
presence of pollutants in the soil and groundwater of the site is beyond the scope of this
geotechnical exploration.
ECS appreciates the opportunity to provide our services to you on this project. If you have any
questions concerning this report or this project, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Project Manager
bwall(&-ecslimited.com
910-686-9114
Attachments: Figure 1 - Boring Location Plan
Infiltration Testing Form
ASFE Document
W. Brandon Fulton, PSC, PWS, LSS
Environmental Department Manager
bfulton0-ecslimited.com
704-525-5152

0 APPROXIMATE BORING LOCATIONS
SCALE SHOWN ABOVE
NC Army National Guard Readiness Ctr.
Wilmington, New Hanover County,
arth Carolina
ECS Project # 49.3639
December 19, 2016
KBW
N
W * E
s
Figure 1— Boring Location Plan
Provided by: Google Earth

Infiltration Testing Form
N.C. Army National Guard Readiness Center
Wilmington, New Hanover County, North Carolina
ECS Project No. 49.3639
December 19, 2016
Location Depth USCS
B-1 0-18" SC
18"-48" SC
Soil Description
Tan/gray fine SAND w/ clay
Gray fine SAND w/ clay
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation.
Groundwater was encountered at 40 inches below the existing grade
elevation.
Test was conducted at 18 inches below existing grade elevation
Infiltration Rate: 0.35 inches per hour
Location Depth USCS
B-2 0-4"
S M
4"-24"
SC
24"-42"
SC
42"-70"
CL
SoilDescri tp ion
Gray silty SAND
Tan fine SAND w/ clay
Grange clayey SAND
Tan/orange/gray sandy CLAY
Seasonal High Water Table was estimated to be at 44 inches below the
existing grade elevation.
Groundwater was encountered at 70 inches below the existing grade
elevation.
Test was conducted at 42 inches below existing grade elevation
Infiltration Rate: <0.001 inches per hour

�— Geolechn'i'cal E nu,-ineeping Report
�
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their di -ants. A geotechnical engineering study conducted for a civil engineer
may not fu!r!ll the needs of a cons:ru� iion contractor or even another civil
engineer. Because each geotechnical engineering study is unique, each geo-
technical engineering report is u Piqua, prepared sclel}for the client. No one
except you should rely on your geotechnical engineering report without first
conferring with the geotechnical engineer who prepared it. And no one - not
even you -should apply the report for any purpose or project except the one
originally contemplated.
Read the Full Report
Serious problems have GCCUrred Itecause those relying on a geotechnical
engineering report did not read ilall. Do not rely on., an executive summary.
Do not read selected elements only.
A Goollecholcal 6igineerho Re opt Is Based on
A Vulme Set of Ppaject4peclflc Factors
Geotechnical engineers consider a number of unique, project -specific factors
when establishing the scope of a study. Typical factors include: the client's
goals, objectives, and risk management preferences; the general nature of the
structure involved, its sire: and configuration; the location of the structure
on the site; and other planned or existing site improvements, such as access
roads, parking lots, and underground utilities. Unless the geotechnical engi-
neer who conducted the study specifically indicates otherwise, do not rely on
a geotechnical engineering report that was:
• not prepared for you,
o not prepared for your project,
c not prepared for the specific site explored, or
completed before important project changes were made.
• elevation, configuration: location, orientation, or weight of the
proposed structure,
• composition of the design team, or
• project ownership.
As a genera! Pule, always inform your geotechnical engineer of project
changes - even minor ones - aid request an assessment of their impact.
Georechnicai engineers cannot accept responsibi!iry or Aabiiity for problems
that occur because their reparh do not consider developments of which they
were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at the
time the study was performed. Do not reiy on a geotechnical engineering
report whose adequacy may have been affected by: the passage of time; by
man-made events.. such as construction on or adjacent to the site; or by natu-
ral events, such as floods, earthquakes, or groundwater fluctuations. Always
contact the geotechnical engineer before applying the report to determine if it
is still reliable. A minor amount of additional testing or analysis could prevent
major problems.
Most Geotechnical Findings Ape Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engineers
review field and laboratory data and then apply their professional judgment
to render an opinion about subsurface conditions throughout the site. Actual
subsurface conditions may differ -sometimes significantly from those indi-
cated in your report. Retaining no geotechnical engineer who developed your
report to provide construction observation is the most effective method of
managing the risks associated with unanticipated ccvnditiors.
Typical changes that can erode the reliability of an existing geotechnical A Report's Rceommendatlons Are Not Final
engineering report include those that affect: Do not overrely on the construction recommendations included in your re -
the function of the proposed structure, as when it's changed from a port. Those recommendations ant not final, because geotechnical engineers
parl(h.g garage to an office building, or from alight industrial plant develop them principally from judgment and opinion. Geotechnical engineers
to a refrigerated warehouse; can finalize their recommendations only by observing actual

subsurface conditions revealed during construction. The geotechnical engi-
neer who developed your report cannot assume responsibility or liability for
the report's recommendations if that engineer does not perform construction
observation.
A Geotechnlcal Engineering Report Is Subject to
Misinterpretation
Other design team members' misinterpretation of geotechnical engineer-
ing reports has resulted in costly problems. Lolvver that risk by having your
geotechnical engineer confer with appropriate members of the design ;earn
after submitting the report. Also retain your geotechnical engineer to review
pertinent elements of the design team's plans and specifications. Contractors
can also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redraw the Engineer's Logs
Geotechnical engineers prepare final boring and testing logs based upon
their in'erprefation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
,levy, be rudralyn'or Inclusion in architectural or other design dra41ings.
OnN, phof:lg"ap.Nc or electronic reproduction is acceptable, N t rpcjg :i`r
h-" -` aau:'.':tj' io s rr olm t 4 r�i; cut! Cali elem. risk.
Give Contractors a Complete Report and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, but preface it with a
clearly written letter of transmittal. In that letter, advise contractors t=oat !*r
report was not prepared for purposes of bid development and that the report's
accuracy is limited; encourage them to confer with the geotechnical engineer
woo prepared the report (a modest fee may be required) and/or to conduct ad-
dirtontai stud, to ohtaln the specific types of information they need or prefer.
A prebid conference can also be valuable. 8e sure contractors have sufficient
timato perform additional study. Only then might you be in a position to give
contractors the best information available to you, while requiring thern to at
least share some of the financial responsibilities stemming from unantici-
pated conditions.
Read Responsibility Provisions Closely
Some clients, design professionals, and contractors do not recognize t'"na
geotechnical engineering is lar less exact than other engineering disciplines.
This lack of understanding has created unrealistic expectations that have led
it... disappointments, claims, and disputes. To help reduce the risk of such
outcomes, geotechnical engineers commonly include a variety of explanatory
provisions in their reports. Sometimes labeled "limitations" many of these
provisions indicate where geotechnical engineers' responsibilities begin
and end, to help others recognize their own responsibilities and risks. Read
these provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenvironmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually re-
late any geoenvironmental findings, conclusions, or recommendations; e.g.,
about the likelihood of encountering underground storage tanks or regulated
contaminants. Unanticipated environmental problems have led to numerous
project railures. if you have not yet obtained your own geeoenvironmertal i'R
formation, ask your geotechnical consultant for risk management guidance.
Do notrely ow, a• ?nvironmentai repndprepared for someone else.
Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design:, cJjnstrueJon, op-
eration; and maintalnance to prevent significant ar;noun s d mold from grow-
ing on indoor surfaces. To be effective, all such strategies should be devised
for the express purpose of mold prevention, integrated into a comprehensive
plan, and executed with diligent oversight by a professional mold prevention
consultant. Because just a small amount of water or ,moisture can lead to
the development of severe mold infestations, a number of mold prevention
strategies focus on keeping building surfaces dry. Wlhile groundwater: wa-
ter infiltration, and similar issues may have been addressed as part of the
geotechnical engineering study whose findings are conveyed in -this report,
the geotechnical engineer in charge of this project is not a mold prevention
consultant; none of the services performed in connect►on with
fba geotechnical engineer's study were designed or conducted
for the purpose of mold prevention. Proper hnpiementation of
the recommendations conveyed /n this report MY not of itseff
he sufficient to prevent mold Irem growing in or on the struc-
ture involved.
Rely on Your ASFE-Mender Geotechnical
Engmeer For Additional Assistance
Membership in ASFE,IThe Best People on Earth exposes geotechnical engi-
neers to a wide array of risk management techniques that can be of genuine
benefit for everyone involved with a construction project. Confer with your
ASFE-member geotechnical engineer for more information.
44SP7E
Tba Beat PaaQla au ESPt4
8811 Colesville Road/Suite G106, Silver Spring, MD 20910
Telephone:' 301/565-2733 Facsimile: 301/589-2017
e-mail: [e-mail] www.asfe.org
Copydght2004byASrE. ir7c. Dup'icatior;, rPoroduction, orcopyirgofthisdocumar; it vhoiecr.-*nNr' 6vanymears w.hats0ever, isv.i`-,ASFRspecific
wrrben permission. Erc2rot;:g Wting Of E ` °*v:.'se 0AWtIng Wording from tills :�YU;nant is, w:Titf2d rill;• ta;ti, 4'1c aY :E.95 write. ormissiop F:=&
es mr;h a., took ravfew, ON' err�a rs j4 4SFE may uSO INS CC�YWR P c 0; r.; � P r • a ... r-
i'� .�' 2, a C.71„ Pv'?d%t t, ;:�/ dS an z'etrant of a 1je0ie::lJr11fai ey?gOiCe ? cx t L, 2 ':i'7.
Riiv; duo' or Xod., dntify t'mr se user hs document without bfflng a, ASr"c member coufr he a mmit1tng regligenl or intantional (frauduJent) m's
11GER06045.0M

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Appendix B. Drainage Area Maps
Pre -Developed Drainage Area Map (Refer to Appendix G for previously approved map)
• Post -Developed Drainage Area Map
• Impervious History Maps

JACOBS
501 NortM1 BmeMrey, SeMI LouN, Mleaowl 83103
m
E so w i !A
'4 ���F1t i `• � !fir/ � Ile"
?:
oposizo
YPASSINGISAN
42
t.�
fir*:», AM
i 3ii:3TiiACsAfi�ri 1arisg
s ♦ y. Y
. ,.. PROPOSED IMPERVIOUS x' ; EXISTING I�VIPERVIOUS
BYPASSING SAND FILTER; x 11011 — REMOVED
0.42AC < 1.04 AC
D s
a
LAND USE BREAKDOWN
POND
SAND FILTER 1
SAND FILTER 2
LAWN, GOOD CONDITION
(CN = 39)
3.12 AC.
0.09 AC.
0.53 AC.
PAVEMENT (CN = 98)
3.30 AC.
1.45 AC.
1.42 AC.
COMPOSITE CN
69
95
82
!r
j
F
Q fa
h
�
47
P OP SE R IN SS
C TE
.0
DRAINAGE ! `'
AREA TO SAND
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Jacobs Project No.: F6W72100
1 t Drawln8 Me:
h � CIVIL
POST -DEVELOPED
DRAINAGE AREAS
Date: 03 APRIL 2017
Designed: JEG Drawing No.:
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POST -DEVELOPED
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- OVERALL
Date: 03 APRIL 2017
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Designed: JEG Drawing No
Drown: JEG
Checked: TJW

PRE 1988 IMPERVIOUS COVER
TOTAL PROPERTY AREAS 41.29 AC (1,798,592 SF).
TOTAL IMPERVIOUS AREA: 4.15 ASC (181,038 SF)
TOTAL PERVIOUS AREA: 37.13 AC (1,617,383 SF)
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Drawing Trga:
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PRE 1988
IMPERVIOUS COVER
Dah:: 03 APRL 2017
Design.&. JEG I D= wing N-
Drawn: JEG
Chack.d: TJW

JACOBS
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2014 IMPERVIOUS COVER
TOTAL PROPERTY AREA: 41.29 AC (1,798,592 SF)
IMPERVIOUS PRIOR TO PROJECT: 4.15 AC (181,038 SF)
EXISTING IMPERVIOUS REMOVED: 0 AC (0 SF)
ADDED IMPERVIOUS: 1.04 AC (45,302 SF)
LEGEND
PRE 1988 IMPERVIOUS
® 2014 ADDITIONAL IMPERVIOUS
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Jambs Pmject No.: F6W72100
Drawing Tide:
CIVIL
2014 IMPERVIOUS COVER
Date: 03 A2017
Designed: JEG EG Drawing No.:
Drawn: JEG
Checked: TJW

3 JACOBS
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NEW PROPOSED IMPERVIOUS COVER
TOTAL PROPERTY AREA: 41.29 AC (1,798,592 SF)
IMPERVIOUS PRIOR TO PROJECT: 5.19 AC (226,147 SF)
EXISTING IMPERVIOUS REMOVED: 1.04 AC (45,302 SF)
ADDED IMPERVIOUS: 3.03 AC (131,987 SF)
-TREATED (SAND FILTER & DRY POND): 1.86 AC (81,229 SF)
LEGEND
PRE 1988 IMPERVIOUS
2014 ADDITIONAL IMPERVIOUS
f'7? NEW PROPOSED IMPERVIOUS
-UNTREATED OR DRY POND ONLY:1.86 AC (50,758 SF)
EXISTING IMPERVIOUS TO REMAIN: 4.15 AC (180,774 SF)
-TREATED (SAND FILTER & DRY POND):1.44 AC (62,519 SF)
-UNTREATED: 2.71 AC (118,255 SF) /
NET IMPERVIOUS ADDITION:1.99 AC (86,685 SF)
TREATED > NET ADDITION
TOTAL TREATED IMPERVIOUS: 3.30 AC (143,748 SF)
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Drawing TN.:
CIVIL
NEW PROPOSED
IMPERVIOUS COVER
N Date: 00 APRIL 2017
Designed: JEG
Dre JEG
Drawing No.:
Checked: TJW

Stormwakm
Appendix C. Sand Filter Design
0 Sand Filter #I: MDC Calculations& Verifications
0 Sand Filter #2: MDC Calculations & Verifications

Job No.
21
00
E JDate: 2�17 Wilmington
Jacobs Engineering Group _Revisions _
111 Coming Road, Suite 200 No - - Date - Descdptiorl - -
Cary, NC 27516 r'-- l) 2/6/2017 _
MDC 1 -
FILTER MOD 1 - SHWT SEPARATION
The minimum separation between the lowest point of the sand filter system and the SHWT shall be:
a) two feet for open -bottom designs; and
b) one foot for closed bottom designs. Exceptions to the one -foot SHWT separation may be made if the application provides
documentation that the design will neither float nor drain the water table.
Sand filter is shown to be equipped with antifloatation protection to prevent floatation in the even of elevated groundwater conditions.
It is a closed system that cannot drain the water table.
2 - TWO CHAMBER SYSTEM
The sand filter shall Include a sediment chamber and a sand chamber. Storage volume in each chamber shall be equivalent.
The sand filter is designed with equal volumes in the sediment and sand chambers.
9 - SEDIMENT(SAND CHAMBER SIZING.
The volume of water that can be stored in the sediment chamber and the sand chamber above the sand surface combined
shall be 0.75 times the treatment volume. The elevation of bypass devices shall be set above the pending depth associated
with this volume. The bypass device may be designed to attenuate peak flows.
The area required for a sand filter device is calculated similarly to many other SCMs:
1) Calculate the design volume:
Drainage Area = 1.54 acres SOIL TYPE:
CN Baymeadefinesand
Impervious Area = 1.45 acres Q 98 Hydrologic Soil Group A
Pervious Area =1 0.09 1 acres @ 39
Composite: 1.54 acres @ 95
Find the volume of the 1.5" storm using the "Discrete NRCS Curve Number Method":
S = 1000/CN - 1 D
Where:
S = Maximum retention after rainfall begins (in)
CN = Curve Number (unitless)
Q* _ (P-0.2S) ^ 2 / (P + 0.8S)
Where:
Q* = Runoff Depth (in)
P Rainfall Depth (in) = 1.5 inches
S = 0.58 inches
Q. = 0.98 inches
Runoff Volume = Q* x Area (sf) / 12 = 5466 cubic feet
2) Multiply the design volume by 0.75.
0.75WQv = 0.75 x 5466.5 = 4100 cubic feet
3) Divide the dismounted design volume by the ponding depth, this will be the minimum surface area of the sand filter.
Min. surface area = 4100 / 6.0 = 683 square feet
Surface area provided by design = L x W = 20 x 40 - 800 square feet
C 4 - MAXIMUM PONDING DEPTH.
The maximum ponding depth from the top of the sand to the bypass device shall be six feet.
The sand filter is designed with a ponding depth of 6 feet from the top of the sand to the bypass device.
C 6 - FLOW DISTRIBUTION
Incoming stormwater shall be evenly distributed over the surface of the sand chamber.
The design includes a series of orifices which will distribute stormwater evenly over the surface of the sand chamber.
6 - SAND MEDIA SPECIFICATION
Sand media shall meet ASTM C33 or the equivalerrL
Sand media shall meet the standards outlined in ASTM C33.
7 - MEDIA DEPTH
The filter bed shall have a minimum depth of 18 Inches. The minimum depth of sand above the underdrain pipe shall be 12 inches.
The filter bed is designed with a sand media depth of 18 inches. The depth of sand above the 4" underdrain pipe is +/-14 inches.
MDC 1-7 G:\ClxAL\ftomwddw\Army National Guard -Wilmington (F8W72100)\SWM\Sand Filter 1 Cabulations.)ds

Job No. FIBWr 2100
Jacobs Engineering Group
111 Coming Road, Suite 200
Cary, NC 27518
Job Name NCARNG - Wilmington
Date: 2/6/2017
Revisions
No Date Descri.tion
0 7/3/2017
SANT� RXER 1
MDC 8-
The followinq design is based on requirements set forth in Part C-12 of NCDEQ's 03 January 2017 version of "Stormwater Design Manual".
MDC 8 - MAINTENANCE OF MEDIA
The sand filter shall be maintained in a manner that results in a drawdown of at least two Inches per hour at the sand surface.
Remedial actions shall be taken if the 6 foot temporary pool above the 18 inch sand layer takes longer than 36 hours to drain.
MDC 9 - CLEAN -OUT PIPES
At least one clean -out pipe shall be provided at the low point of each underdrain line. Clean out pipes shall be capped.
The design includes a 4" PVC perforated clean -out pipe.
MDC 8-9 G:\CIVIL\from w drive\Anny National Guard - Wilmington (F6W72100)\SWM\Sand Filter 1 CalculationsAs

Job No.
21
00
AL Jo
0 � Dab Name 2�17 Wilmington
Jacobs Engineering Group Revisions
111 Corning Road, Suite 200 No Date - ° Descri ttiion '
Cary, NC 27518 i - -D - 7/3/2017 -� '
MDC 1-
FILTER MDC 1 - SHWT SEPARATION
The minimum separation between the lowest point of the sand filter system and the SHWT shall be:
a) two feet for open -bottom designs; and _
b) one foot for dosed bottom designs. Exceptions to the one -foot SHWT separation may be made if the application provides
documentation that the design will neither float nor drain the water table.
Sand filter is shown to be equipped with antlfloatation protection to prevent floatation in the even of elevated groundwater conditions.
It is a closed system that cannot drain the water table.
2 - TWO CHAMBER SYSTEM
The sand filter shall include a sediment chamber and a sand chamber. Storage volume in each chamber shall be equivalent.
The sand filter is designed with equal volumes in the sediment and sand chambers.
3 -SEDIMENT/SAND CHAMBER SIZING.
The volume of water that can be stored in the sediment chamber and the sand chamber above the sand surface combined
shall be 0.75 times the treatment volume. The elevation of bypass devices shall be set above the ponding depth associated
with this volume. The bypass device may be designed to attenuate peak flows.
The area required for a sand fitter device is calculated similarly to many other SCMs:
1) Calculate the design volume:
Drainage Area =F 1.95 acres
CN
Impervious Area = 1.42 acres @ 98
_ Pervious Area = 0.53 acres @ 39
Composite: 1.95 acres @ 82
Find volume of the 1.5" storm using the "Discrete NRCS Curve Number Method":
S = 1000/CN - 10
Where:
S = Maximum retention after rainfall begins (in)
CN = Curve Number (unitless)
Q* _ (P-0.2S) -2 / (P + O.BS)
Where:
Q* = Runoff Depth (in)
P = Rainfall Depth (in) _
2.20 inches
= 0.34 inches
Runoff Volume = Q* x Area (so / 12 =
2) Multiply the design volume by 0.75.
0.75WQv = 0.75 x
1.5 inches
2439 cubic feet
2439.0 = 1829 cubic feet
3) Divide the discounted design volume by the ponding depth, this will be the minimum surface area of the sand filter.
Min. surface area = 1829 I 1.0 = 1 B29 square feet
Surface area provided by design = L x W = 335 x 6 = 2010 square feet
IC 4 - MAXIMUM PONDING DEPTH.
The maximum ponding depth from the top of the sand to the bypass device shall be six feet.
The sand filter is designed with a ponding depth less than 6 feet from the top of the sand to the bvoass devim
IC 5 - FLOW DISTRIBUTION
Incoming stormwater shall be evenly distributed over the surface of the sand chamber.
The design includes a series of orifices which will distribute stormwater evenly over the surface of the sand chamber.
5 - SAND MEDIA SPECIFICATION
Sand media shall meet ASTM C33 or the equivalerrL
Sand media shall meet the standards outlined in ASTM C33.
7 - MEDIA DEPTH
The filter bed shall have a minimum depth of 18 Inches. The minimum depth of sand above the underdrain pipe shall be 12 inches.
The filter bed is designed with a sand media depth of 18 inches. The depth of sand above the 4" underdrain pipe is +/-14 inches.
MDC 1-7 G:\CIVIL\from w driva\Army National Guard -Wilmington (FSW72100)\SWM\Sand Filter 2 Celculations.xls

� AvaCOBS
Jacobs Engineering Group
111 Corning Road, Suite 200
Cary, NC 27518
Job No. F6W72100
Job Name NCARNG - Wilmington
Date: 2/6/2017
Revisions _
No _ Date Description
1 0 _ 7/3/2017
SAND F1( TER 2
MDC 8-9
The following design is based on requirements set forth in Part C-12 of NCDEQ's 03 January 2017 version of "Stormwater Design Manual".
MDC 8 - MAINTENANCE OF MEDIA
The sand filter shall be maintained In a manner that results In a drawdown of at least two Inches per hour at the sand surface.
Remedial actions shall be taken if the 12" temporary pool above sand filter takes more than 6 hours to drain.
MDC 9 - CLEAN -OUT PIPES
At least one clean -out pipe shall be provided at the low point of each underdrain line. Clean out pipes shall be capped.
The design includes a 4" PVC perforated clean -out pipe.
MDC 8-9 G:\CIVIL\from w drive\Army National Guard - Wilmington (F6W72100)\SWM\Sand Filter 2 Calculations.xls

Alliarjage ; ,9C3t W3 c E ro G io a Ga,.rAtrdsP
J�Co�'
Appendix D. Dry Pond Design
Proposed Conditions Dry Pond: MDC Calculations & Verifications
• Proposed Conditions Pond Routing
Future Conditions Dry Pond: MDC Calculations & Verifications
• Future Conditions Pond Routing (to identify future conditions impervious addition capacity)
• Anti -Floatation Calculations

Watershed Model Schematic Hydraflow Hydrographs Extension forAutoCAD® Civil 31302016 byAutodesk, Inc. v10.5
Legend
L Oriain Description
1 SCS Runoff Post to Pond
2 Reservoir Dry Pond Outflow
Project: NCARNCRC- stormwater model.gpw I Tuesday, 06 / 13 / 2017

Hydrograph Return Period Rep
y ra ow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
2
SCS Runoff
Reservoir
------
1
10.96
0.114
17.51
0.141
-------
-------
------
------
38.01
0.199
47.36
0.218
55.97
0.960
65.12
2.126
Post to Pond
Dry Pond Outflow
Proj. file: NCARNCRC- stormwater model.gpw
Tuesday, 06 / 13 / 2017

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31382016 by Autodesk, Inc. v10.5
+vd.
Hydrograph
type
(origin)
Peak
flow
(cfs) j(min)
Time
interval
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff 10.96
2
718
22,163
------ I
-----
------
Post to Pond
2
Reservoir 0.114
2
1442
I
21,595
1
10.31
17,434
Dry Pond Outflow
NCARNCRC- stormwater model.gpw
Retum Period: 1 Year
Tuesday, 06 / 13 / 2017

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016
by Autodesk, Inc. v10.5
Tuesday, 06 / 13 / 2017
Hyd. No. 1
Post to Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 10.96 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 22,163 cuft
Drainage area
= 6.420 ac
Curve number
= 69*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) [(3.300 x 98) + (3.120 x 39)] / 6.420
Post to Pond
Q (cfs)
Hyd. No. 1 -- 1 Year
Q (cfs)
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0 120 240 360 480 600
720 840 960 1080 1200
1320 1440 1560
Hyd No. 1
Time
(min)

Hydrograph Report 5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc. v10.5
-lyd. No. 2
Dry Pond Outflow
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 1 - Post to Pond
Max. Elevation
Reservoir name
= Dry Pond
Max. Storage
Storage Indication method used.
Q (cfs)
12.00
10.00
M
M
4.00
2.00
0.00
0 600
Hyd No. 2
1200
Dry Pond Outflow
Hyd. No. 2 --1 Year
Tuesday, 06 / 13 / 2017
= 0.114 cfs
= 1442 min
= 21,595 cult
= 10.31 ft
= 17,434 tuft
Q (cfs)
12.00
10.00
11
14- 118>
4.00
2.00
0.00
1800 2400 3000 3600 4200 4800 5400 6000
- Hyd No. 1 Total storage used = 17,434 cult Time (min)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
17.51
2
718
35,010
----
Post to Pond
2
Reservoir
i
i
0.141
2
1442
32,093
i
1
Dry Pond Outflow
NCARNCRC- stormwater
model.gpw
Return Period:
2 Year
Tuesday, 06
/ 13 / 2017

Hydrograph Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
Post to Pond
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 6.420 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 4.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = [(3.300 x 98) + (3.120 x 39)) / 6.420
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Post to Pond
Hyd. No. 1 -- 2 Year
Tuesday, 06 / 13 / 2017
= 17.51 cfs
= 718 min
= 35,010 cult
= 69*
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
WE
M
3.00
0.00 : - --L I I I I I I .. —.-L- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 2
Dry Pond Outflow
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 1 - Post to Pond
Max. Elevation
Reservoir name
= Dry Pond
Max. Storage
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
M1
. BI
3.00
w
600
Hyd No. 2
Dry Pond Outflow
Hyd. No. 2 -- 2 Year
Tuesday, 06 / 13 / 2017
= 0.141 cfs
= 1442 min
= 32,093 cuft
= 10.95 ft
= 29,148 cuft
Q (cfs)
18.00
1 two
12.00
MIX111111111111111
MIWIIIIIIIIIIIIIII
3.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Hyd No. 1 Total storage used = 29,148 cult Time (imn)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff 38.01
2 716
76,773
— --- I
-----
------
Post to Pond
2
Reservoir 0.199
2 1444
51,653
1
12.77
66,222
Dry Pond Outflow
NCARNCRC- stormwater modei.gpw
Return Period: 10 Year
Tuesday, 06 / 13 / 2017

10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
Post to Pond
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 6.420 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
" Composite (Area/CN) [(3.300 x 98) + (3.120 x 39)] / 6.420
Q (cfs)
40.00
30.00
20.00
10.00
w,
Post to Pond
Hyd. No. 1 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Tuesday, 06 / 13 / 2017
= 38.01 cfs
= 716 min
= 76,773 cuft
= 69*
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2016 by Autodesk, Inc. 00.5
Hyd. No. 2
Dry Pond Outflow
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyd. No.
= 1 - Post to Pond
Reservoir name
= Dry Pond
Storage Indication method used.
Q (cfs)
40.00
K�
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Dry Pond Outflow
Hyd. No. 2 — 10 Year
Tuesday, 06 / 13 / 2017
= 0.199 cfs
= 1444 m i n
= 51,653 cuft
= 12.77 ft
= 68,222 cuft
600 1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. Hyd No. 1 Total storage used = 68,222 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
6000
Time (min)

12
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
47.36
2
716
95,960
------
------
------
Post to Pond
2
Reservoir
0.218
2
1444
58,262
1
13.53
86,416
Dry Pond Outflow
NCARNCRC- stormwater model.gpw
Return Period: 25 Year
Tuesday, 06 / 13 / 2017

Hydrograph Report
13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. 00.5
Ayd. No. 1
Post to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 6.420 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.05 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(3.300 x 98) + (3.120 x 39)] / 6.420
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post to Pond
Hyd. No. 1 -- 25 Year
360 480 600 720 840
Tuesday, 06 / 13 / 2017
= 47.36 cfs
= 716 min
= 95,960 cuft
= 69*
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
960 1080 1200 1320 1440
Time (min)

Hydrograph Report
14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 2
Dry Pond Outflow
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 1 - Post to Pond
Max. Elevation
Reservoir name
= Dry Pond
Max. Storage
Storage Indication method used
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 600
Hyd No. 2
Dry Pond Outflow
Hyd. No. 2 -- 25 Year
Tuesday, 06 / 13 / 2017
= 0.218 cfs
= 1444 min
= 58,262 cuft
= 13.53 ft
= 86,416 cult
1200 1800
2400
3000 3600 4200
4800 5400
Hyd No.
1
Total storage used
86,416 cuft
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
6000
Time (ruin)

15
Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2016 by Autodesk, Inc. v10.5
Hvd.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
55.97
2
716
113,859
--- —
------
----
Post to Pond
2
Reservoir
0.960
1 2
1022
74,594
1
13.66
89,644
I
Dry Pond Outflow
NCARNCRC- stormwater model.gpw
Return Period: 50 Year
Tuesday, 06 / 13 / 2017

16
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Hyd. No. 1
Post to Pond
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 6.420 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 9.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
* Composite (Area/CN) = [(3.300 x 98) + (3.120 x 39)] / 6.420
Q (cfs)
60.00
50.00
F"
30.00
20.00
10.00
Post to Pond
Hyd. No. 1 -- 50 Year
Tuesday, 06 / 13 / 2017
= 55.97 cfs
= 716 min
= 113,859 cuft
= 69*
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
- Hyd No. 1 Time (min)

Hydrograph Report
17
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v1 U
iyd. No. 2
Dry Pond Outflow
Hydrograph type
= Reservoir
Storm frequency
= 50 yrs
Time interval
= 2 min
Inflow hyd. No.
= 1 - Post to Pond
Reservoir name
= Dry Pond
Storage Indication method used.
60.00
40.00
30.00
20.00
10.00
0.00
0 600 1200
Hyd No. 2
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Dry Pond Outflow
Hyd. No. 2 -- 50 Year
Tuesday, 06 / 13 / 2017
= 0.960 cfs
= 1022 min
= 74,594 cult
= 13.66 ft
= 89,644 cult
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 1 Total storage used = 89,644 cuft

18
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
65.12
2
716
133,131
— --
------
- — -
Post to Pond
2
Reservoir
2.126
2
832
93,829
1
13.72
91,326
Dry Pond Outflow
NCARNCRC- stormwater model.gpw
Return Period: 100 Year
Tuesday, 06 / 13 / 2017

Hydrograph Report 19
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.'.
( iyd. No. 1
Post to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 6.420 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 10.00 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(3.300 x 98) + (3.120 x 39)] / 6.420
Q (cfs)
70.00
J.00
-2 M 1
40.00
K9 10,
20.00
10.00
e I is
Tuesday, 06113 12017
Peak discharge
= 65.12 cfs
Time to peak
= 716 min
Hyd. volume
= 133,131 cuft
Curve number
= 69*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post to Pond
Hyd. No. 1 --100 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 1 Time (min)

Hydrograph Report
20
Hydraflow Hydrographs Extension for AutoCAD® Civil 31302016 by Autodesk, Inc. v10.f
Hyd. No. 2
Dry Pond Outflow
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 1 - Post to Pond
Reservoir name
= Dry Pond
Storage Indication method used
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Tuesday, 06 / 13 / 2017
= 2.126 cfs
= 832 min
= 93,829 tuft
= 13.72 ft
= 91,326 cult
Dry Pond Outflow
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
70.00 70.00

Hydraflow Rainfall Report
21
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
D
-
(N/A)
1
0.0000
0.0000
0.0000
------
2
69.8703
13.1000
0.8658
------
3
0.0000
0.0000
0.0000
--------
5
79.2597
14.6000
0.8369
------
10
88.2351
15.5000
0.8279
------
25
102.6072
16.5000
0.8217
--------
50
114.8193
17.2000
0.8199
------
100
127.1596
17.8000
0.8186
--------
File name: SampleFHA.idf
Intensity = B / (Tc + D)^E
Tuesday, 06 / 13 / 2017
Return
Period
Intensity Values (irdhr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.69
4.61
3.89
3.38
2.99
2.69
2.44
2.24
2.07
1.93
1.81
1.70
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.57
5.43
4.65
4.08
3.65
3.30
3.02
2.79
2.59
2.42
2.27
2.15
10
7.24
6.04
5.21
4.59
4.12
3.74
3.43
3.17
2.95
2.77
2.60
2.46
25
8.25
6.95
6.03
5.34
4.80
4.38
4.02
3.73
3.48
3.26
3.07
2.91
50
9.04
7.65
6.66
5.92
5.34
4.87
4.49
4.16
3.88
3.65
3.44
3.25
100
9.83
8.36
7.30
6.50
5.87
5.36
4.94
4.59
4.29
4.03
3.80
3.60
Tc = time in minutes. Values may exceed 60.
Precin. file name- Samnle_ncn
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5 yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.60
4.50
1.50
0.00
7.00
8.05
9.00
10.00
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Hydraflow Table of Contents
NCARNCRC- stormwater model.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Tuesday, 06 / 13 / 2017
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
- Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Post to Pond......................................................................... 4
Hydrograph No. 2, Reservoir, Dry Pond Outflow..................................................................... 5
2 - Year
SummaryReport......................................................................................................................... 6
HydrographReports................................................................................................................... 7
Hydrograph No. 1, SCS Runoff, Post to Pond......................................................................... 7
Hydrograph No. 2, Reservoir, Dry Pond Outflow..................................................................... 8
10 -Year
SummaryReport......................................................................................................................... 9
HydrographReports................................................................................................................. 10
Hydrograph No. 1, SCS Runoff, Post to Pond....................................................................... 10
Hydrograph No. 2, Reservoir, Dry Pond Outflow................................................................... 11
25 - Year
SummaryReport....................................................................................................................... 12
HydrographReports................................................................................................................. 13
Hydrograph No. 1, SCS Runoff, Post to Pond....................................................................... 13
Hydrograph No. 2, Reservoir, Dry Pond Outflow................................................................... 14
50 - Year
SummaryReport....................................................................................................................... 15
HydrographReports................................................................................................................. 16
Hydrograph No. 1, SCS Runoff, Post to Pond....................................................................... 16
Hydrograph No. 2, Reservoir, Dry Pond Outflow................................................................... 17
100 - Year
SummaryReport....................................................................................................................... 18
HydrographReports................................................................................................................. 19
Hydrograph No. 1, SCS Runoff, Post to Pond....................................................................... 19
Hydrograph No. 2, Reservoir, Dry Pond Outflow................................................................... 20
OFReport.................................................................................................................. 21

Job No.
Job 2 � 7t� Wilmington
i B Date:
Jacobs Engineering Group Revisions
111 Coming Road, Suite 200 r No _-- Date
Cary, NC 27518 _0 _ 21612D17
I
ORY POND - Current Design Conditions
MDC 1-5
The followino desi n is based on requirements set forth in Part C-12 of NCDEQ's 03 January 2017 version of "Stormwater Design Manual'.
MDC 1 - SEPARATION FROM THE SEASONAL HIGH WATER TABLE
The lowest point of the dry pond shall he a minimum of shr (B) Inches above the SHWT.
The lowest point of the dry pond is at elevation 7.0, compared to SHWT elevation of 5.50 per documents sutxnitted under SW8 140906.
MDC 2- TEMPORARY POOL DEPTH
The maximum depth of the temporary pool shall be 10 feet.
The total depth to top of dam Is less than 10 feet.
1) Calculate the design volume:
Drainage Area =r_ 5A2 lacres
_ CN
Impervious Area =(— 3.30 acres j 98 I
Pervious Area = ' ' � 3.12_4cres @ I J
Composite: 6.42 acres @ 69
Find the volume of the 1.5" storm using the'Discrete NRCS Curve Number Method':
S = 1000/CN - 10
Where:
S = Maximum retention after rainfall begins (in)
CN = Curare Number (unitless)
Q* = (P-0.2S) -2 / (P + 0.13S)
Where:
Q* = Runoff Depth (In)
P = Rainfall Depth (in) = r 1.5 inches
S = 4.42 inches
Q. = 0.08 inches
Runoff Volume Q* x Area (sf) / 12 = 1750 cubic feet
This volume is reached at approximately 0.25 feet above normal pool. 1.5' feet provided.
MDC 3. UNIFORM GRADING AND POSITIVE DRAINAGE.
The bottom of the dry pond shell be graded uniformly to flow toward the outlet structure without low or high spots
other than an optional low flow channel.
The pond Is graded to provide positive slope to a low -flow channel which leads to outlet structure.
MDC 4 - LOCATION OF INLET(S) AND OUTLET.
The inlet(s) and outlet shall be located in a manner that avoids short circuiting.
The design includes a berm and a low -flow channel for lengthening flow path and preventing pond from short circuiting.
MDC 5 - PRETREATMENT
Pretreatment devices shall be provided to settle sediment and prevent erosion. Pretreatment devices may include
measures such as gravel verges, filter strips, grassed awales, and forebays.
The design includes Sand Filters upstream of the pond and riprap aprons at each of the two inlets as a pretreatment method.
MDC G:\Clv1L\frornwdrIva\ArmyNationsl Guard- Wilmington (F8W72100)\SWM\Dry Pond Calculations.xls

JACOBS
Jacobs Engineering Group
111 Corning Road, Suite 200
Cary, NC 27518
Job No. F6W72100
Job Name NCARNG - Wilmington
Date: 2/6/2017
Revisions
No Date Description
0 2/6/2017 ;
DRY POND - Current Design Conditions
MDC 6 DRAWDOWN TIME
Thefollowing design is based on requirements set forth in Part C-12 of NCDEQ's 03 January 2017 version of "Stormwater Design Manual".
MDC 6 - DRAWDOWN TIME
The design volume shall draw down between two and five days.
Input Data
Orifice Equation
Orifice Diameter
2.C) in
Orfice Coefficent
0.60
Q = C,, 2gh
Volume Provided
17919 cf
Number Orifices
1.00
g= 32.2 ft/s2
WQv Depth
1.50
h= use h/3 to simulate decreasing head
A= cross section area of orifice
Q= discharge cfs
Calculated Data
Co= orifice coefficient, 0.6 typ.
Cross Sectional Area
0.022 sf
Average head
0.500 feet
Average Discharge
0.074 cfs
Max. Discharge
0.235 cfs
Drawdown Time = Volume/Flowrate
Drawdown Time =
2.79 days
MDC 6 G:\CIVIL\from w driveWrmy National Guard - Wilmington (FBW72100)\SWM\Dry Pond Calculations.xls

n
JACOBS
Jacobs Engineering Group
111 Coming Road, Suite 200
Cary, NC 27518
Job No.
F6W72100
Job Name
NCARNG - Wilmington
Date:
2/6/2017
Revisions
Description
0
2/6/2017
7-9
7 - PROTECTION OF RECEIVING STREAM
The dry pond shall discharge the runoff from the one-year, 24-hour storm in a manner that
minimizes the hydrologic impacts to the receiving channel.
Pre -development and Post Development Rates are as follows:
Pre -Developed
1-Year
2-Year
(cfs)
10-Year
(CIS)
25-Year
(cls)
50-Year
(cir')
100-Year
(cfs)
0.99
1.24
1.51
1.70
1.05
2.00
Post -Developed
1-Year
(
2-Year
cfs
10-Year
(cfs)
25-Year
(cfs)(
50-Year
)
100-Year
(cfs)
0.11
0.14
0.20
0.22
0.96
2.13
8 - OUTLET
The dry pond shall include a small permanent pool near the outlet orifice to reduce clogging and keep floating debris
away from the orifice. A screen or other device shall be provided to prevent large debris from entering the outlet system
Design includes a small permanent pool near the outlet orifice, as well as an inverted siphon to reduce clogging.
9 - VEGETATION
The dam structure, including the front and back embankment slopes shall be planted with non -clumping turf grass, and trees
and woody shrubs shall not be allowed.
Refer to final landscape plans for demonstration of compliance.
MDC 7 - 9 G:\CIVIL\from w drive\Army National Guard - Wilmington (F6W72100)\SWM\Dry Pond Celculations.xls

Watershed Model Schematic Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2016 byAutodesk, Inc. v10.5
CD
Legend
Hyd. Origin Descriotion
1 SCS Runoff Post to Pond
2 Reservoir Dry Pond Outflow
2
Project: NCARNCRC- stormwater model (Future).gpw I Wednesday, 06 / 21 / 2017

Hydrograph Return Period Rep
y ra ow Hydrographs Extension for AutoCAD® Civil 31302016 by Autodesk, Inc. v10.5
Mvd.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
2
SCS Runoff
Reservoir
------ i
1
17.84
0.287
26.00--------------
0.346 ---
model (Future).gpw
50.59
0.476
61.14
70.72
3.576
80.80
8.018
Post to Pond
Dry Pond Outflow
Proj.
file: NCARNCRC-
stormwater
Wednesday,
06 / 21 / 2017

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
17.84
2
718
35,754
------
------
— - Post to Pond
2
Reservoir
0.287
2
1118
35,534
1
10.70
24,534 Dry Pond Outflow
NCARNCRC- stormwater model (Future).gp
Return Period: 1 Year
Wednesday, 06 121 / 2017

Hydrograph Report 4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd. No. 1
Post to Pond
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 6.980 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.60 in
Distribution
Storm duration
= 24 hrs
Shape factor
Composite (Area/CN) = [(4.550 x 98) + (2.430 x 39)] / 6.980
Q (Cfs)
18.00
15.00
12.00
M
M
3.00
w
Post to Pond
Hyd. No. 1 --1 Year
Wednesday, 06 / 21 / 2017
= 17.84 cfs
= 718 min
= 35,754 cuff
= 77*
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
M
cm
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
26.00 2
716
52,510
-----
------
------
Post to Pond
2
Reservoir
0.34s 9
1166
52,185
39
38,203
Dry Pond Outflow
NCARNCRC- stormwater model (Future).gp
Return Period: 2 Year
Wednesday, 06 / 21 / 2017

Hydrograph Report
6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2016 by Autodesk, Inc. 00.!
Hyd. No. 1
Post to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 6.980 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 4.50 in
Storm duration
= 24 hrs
Composite (Area/CN) = [(4.550 x 98) + (2.430 x 39)] / 6.980
Q (cfs)
28.00
_4.00
20.00
16.00
12.00
M
4.00
M
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post to Pond
Hyd. No. 1 -- 2 Year
Wednesday, 06 / 21 / 2017
= 26.00 cfs
= 716 min
= 52,510 cult
= 77*
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
28.00
24.00
20.00
i• II
12.00
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D® 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
50.59
2
716
103,705
-
------
Post to Pond
2
Reservoir
0.476
I
2
1386
101,323
15
82,063
Dry Pond Outflow
NCARNCRC- stormwater model (Future).gp
fv Return Period: 10 Year
Wednesday, 06 / 21 / 2017

8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5
' iyd. No. 1
Post to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 6.980 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.00 in
Storm duration
= 24 hrs
Composite (Area/CN) [(4.550 x 98) + (2.430 x 39)] / 6.980
Q (cfs)
60.00
y1 11
40.00
30.00
rM
10.00
Wednesday, 06 / 21 / 2017
Peak discharge
= 50.59 cfs
Time to peak
= 716 min
Hyd. volume
= 103,705 cuft
Curve number
= 77*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
Post to Pond
Hyd. No. 1 --10 Year
Q (cfs)
60.00
61i 1 I
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 1 Time (min)

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. 00.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
61.14
2
716
126,376
------
-----
------
Post to Pond
2
Reservoir
i
i
1.480
I
2
894
122,494
1
13.68
90,121
Dry Pond Outflow
NCARNCRC- stormwater model (Future).gly
v Return Period: 25 Year
Wednesday, 06 / 21 / 2017

Hydrograph Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v1 M
iyd. No. 1
Post to Pond
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 6.980 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 8.05 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(4.550 x 98) + (2.430 x 39)] / 6.980
Post to Pond
Wednesday, 06 / 21 / 2017
Peak discharge
= 61.14 cfs
Time to peak
= 716 min
Hyd. volume
= 126,376 cuft
Curve number
= 77*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484

13
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3130 2016 by Autodesk, Inc. v10.5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
80.80
2
716
169,501
------
------
- — -
Post to Pond
2
Reservoir
8.018
2
742
165,557
I
i
1
13.92
96,146
Dry Pond Outflow
I
i
NCARNCRC- stormwater model (Future).gp
Return Period: 100 Year
Wednesday, 06121 / 2017

Hydrograph Report
14
Hydraflow Hydrographs Extension for AutoCAM Civil 31)02016 by Autodesk, Inc. v10.5
i Ayd. No. 1
Post to Pond
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 6.980 ac
Curve number
Basin Slope
= 0.0 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 10.00 in
Distribution
Storm duration
= 24 hrs
Shape factor
* Composite (Area/CN) = [(4.550 x 98) + (2.430 x 39)] / 6.980
Post to Pond
Wednesday, 06121 / 2017
= 80.80 cfs
= 716 min
= 169,501 cult
= 77*
= Oft
= 5.00 min
= Type II
= 484

ill
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 06 / 21 / 2017
Return
Period
(Yrs)
Intensity -Duration -Frequency Equation Coefficients (FHA)
-- --
B D E (N/A)
1
0.0000
0.0000
0.0000
-------
2
69.8703
13.1000
0.8658
3
0.0000
0.0000
0.0000
--------
5
79.2597
14.6000
0.8369
--------
10
88.2351
15.5000
0.8279
--------
25
102.6072
16.5000
0.8217
--------
50
114.8193
17.2000
0.8199
--------
100
127.1596
17.8000
0.8186 I
------
File name: SampleFHA.idf
Intensity = B / (Tc + D)^E
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
1s
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
5.69
4.61
3.89
3.38
2.99
2.69
2.44
2.24
2.07
1.93
1.81
1.70
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.57
5.43
4.65
4.08
3.65
3.30
3.02
2.79
2.59
2.42
2.27
2.15
10
7.24
6.04
5.21
4.59
4.12
3.74
3.43
3.17
2.95
2.77
2.60
2.46
25
8.25
6.95
6.03
5.34
4.80
4.38
4.02
3.73
3.48
3.26
3.07
2.91
50
9.04
7.65
6.66
5.92
5.34
4.87
4.49
4.16
3.88
3.65
3.44
3.25
100
9.83
8.36
7.30
6.50
5.87
5.36
4.94
4.59
4.29
4.03
3.80
3.60
Tc = time in minutes. Values may exceed 60.
PreciD. file name: Samole.oco
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
3.60
4.50
1.50
0.00
7.00
8.05
9.00
10.00
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Hydraflow Table of Contents NCARNCRC-stormwater model(Future).gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v10.5 Wednesday, 06 / 21 / 2017
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
1 -Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Post to Pond......................................................................... 4
2 - Year
SummaryReport......................................................................................................................... 5
HydrographReports................................................................................................................... 6
Hydrograph No. 1, SCS Runoff, Post to Pond......................................................................... 6
10 -Year
SummaryReport......................................................................................................................... 7
HydrographReports................................................................................................................... 8
Hydrograph No. 1, SCS Runoff, Post to Pond......................................................................... 8
25 - Year
SummaryReport......................................................................................................................... 9
HydrographReports................................................................................................................. 10
Hydrograph No. 1, SCS Runoff, Post to Pond....................................................................... 10
50 - Year
SummaryReport....................................................................................................................... 11
HydrographReports................................................................................................................. 12
Hydrograph No. 1, SCS Runoff, Post to Pond....................................................................... 12
100 - Year
SummaryReport....................................................................................................................... 13
HydrographReports................................................................................................................. 14
Hydrograph No. 1, SCS Runoff, Post to Pond....................................................................... 14
OFReport.................................................................................................................. 15

JDat Nome 2/6/2017 Wilmington
JACOB
Jacobs Engineering Group Revisions
111 Corning Road, Suite 200 No Date Description
Cary, NC 27518 0 2/6/2017 -
DRY POND - Future Conditions
MDC 1.5
The following design is based on requirements set forth in Part C-12 of NCDEQ's 03 January 2017 version of'Stormwater Design Manual".
MDC 1 - SEPARATION FROM THE SEASONAL HIGH WATER TABLE
The lowest point of the dry pond shall be a minimum of six (6) Inches above the SHWT.
The lowest point of the dry pond is at elevation 7.0, compared to SHWT elevation of 5.50 per documents submitted under SW8 140906.
MDC 2 - TEMPORARY POOL DEPTH
The maximum depth of the temporary pool shall be 10 feet.
The depth of the temporary pool is approximately 1.2 feet.
1) Calculate the design volume:
Drainage Area = l� s.98_ acres
CN
Impervious Area =�_ 4.55 acres @ _98
Pervious Area I 2.43 aacres @ 39_J
Composite: 6.98 acres @ 77
Find the volume of the 1.5" storm using the "Discrete NRCS Curve Number Method":
S = 1000/CN - 10
Where:
S = Maximum retention after rainfall begins (in)
CN = Curve Number (unitless)
Q* = (P-0.2S) - 2 / (P + 0.8S)
Where:
Q* = Runoff Depth (in) _ _ _
P = Rainfall Depth (in) _inches
S = 2.91 inches
Q* = 0.22 inches
Runoff Volume = Q* x Area (si) / 12 = 5578 cubic feet
This volume is reached at approximately 0.6 feet above normal pool. 1.9 feet provided.
MDC 3 - UNIFORM GRADING AND POSITIVE DRAINAGE.
The bottom of the dry pond shall be graded uniformly to flow toward the outlet structure without low or high spots
other than an optional low flow channel.
The pond is graded to provide positive slope to a low -flow channel which leads to outlet structure.
MDC 4 - LOCATION OF INLET(S) AND OUTLET.
The Inlet(s) and outlet shall be located in a manner that avoids short circuiting.
The design includes a berm and a low -flow channel for lengthening flow path and preventing pond from short circuiting.
MDC 5-PRETREATMENT
Pretreatment devices shall be provided to settle sediment and prevent erosion. Pretreatment devices may include
measures such as gravel verges, filter strips, grassed swales, and forebays.
The design includes Sand Filters upstream of the pond and riprap aprons at each of the two inlets as a pretreatment method.
MDC 1-5 G:\CIVIL\fmm w dri"Wmy National Guard - Wilmington (FGv 72100)\SWM\Dry Pond Calculations (lutum).xls

JACO B.,
Jacobs Engineering Group
111 Corning Road, Suite 200
Cary, NC 27518
Job No. F6W72100
Job Name NCARNG - Wilmington
Date: 2/6/2017
Revisions
No D_ate Description
0 2/6/2017 _ _.
1 .
DRY POND - Future Conditions
MDC 6 DRNDOWN TIME
The followin desi n is based on re uirements set forth in Part C-12 of NCDEQ's 03 January 2017 version of "Stormwater Design Manual".
MDC 6 - DRAWDOWN TIME
The design volume shall draw down between two and five days.
Input Data
Orifice Equation
Orifice Diameter 2.0J in
OrficeCoefficent 0.60
Q—C.A 2gh
Volume Provided 17919 of
Number Orifices 1.00
g= 32.2 ft/S2
Qv Depth 1.50
h= use h/3 to simulate decreasing head
A= cross section area of orifice
t7= discharge cfs
Calculated Data
Co= orifice coefficient, 0.6 typ.
Cross Sectional Area 0.022 sf
Average head 0.500 feet
Average Discharge 0.074 cis
Max. Discharge 0.235 cis
Drawdown Time = Volume/Flowrate
Drawdown Time = 2.79 days
MDC 6 G:\CIVILtfrom w driveVArmy National Guard - Wilmington (F6W72100)\SWM\Dry Pond Calculations (future).xls

JACOBS
Jacobs Engineering Group
111 Corning Road, Suite 200
Cary, NC 27518
Job No.
Job Name
F6W72100
NCARNG - Wilmington
Date:
2/6/2017
Revisions
No
Date Description
0
2/6/2017
I
1- Future Conditions
MDC7-9
7 - PROTECTION OF RECEIVING STREAM
The dry pond shall discharge the runoff from the one-year, 24-hour storm in a manner that
minimizes the hydrologic impacts to the receiving channel.
Pre -development and Post Development Rates are as follows:
Pre -Developed
1-Year
(cfs)
2-Year
(cfs)
10-Year
(cfs)
25-Year
(cfs)
50-Year
cfs
100-Year
cfs
0.99
1.24
1.51
1.70
1.85
2.00
Post -Developed
1-Year
(cfs)
2-Year
(cfs)
10-Year
(cfs)
25-Year
I (cfs)
50-Year
cfs
1 100-Year
cfs
0.03
0.35
0.48
1.48
3.58
8.02
8 - OUTLET
The dry pond shall Include a small permanent pool near the outlet orifice to reduce clogging and keep floating debris
away from the orifice. A screen or other device shall be provided to prevent large debris from entering the outlet system
Design includes a small permanent pool near the outlet orifice, as well as an inverted siphon to reduce clogging.
DC 9 - VEGETATION
The dam structure, including the front and back embankment slopes shall be planted with non -clumping turf grass, and trees
and woody shrubs shall not be allowed.
Refer to final landscape plans for demonstration of compliance.
MDC 7 - 9 G:\CIVILNfrom w drlve�Army National Guard - Wilmington (F6W72100)\SWM\Dry Pond Calculations (future).xls

Job No. F6W72100
'R _r�
Ian �J
Jacobs Engineering Group
Raleigh Operations - North American Infrastructure
111 Coming Road, Suite 200
Cary, NC 27518
Job Name NCARNG - Wilmington
Date: 6/21 /2017
Revisions
No Date Description
^ 0 ! 6/21/2017 y
l.-
ANTI-FLOATATION CALCULATIONS
DETERMINE BOUYANT FORCES
Volume = Depth * Area
Depth = Riser Top Elev - Riser Bottom Elev
Riser Top Elev. =
13.6 ft
Riser Invert Elev. =
9.00 ft
Riser Bottom Elev. =
6.00 ft
Riser Wall Thickness =
5.00 in
Riser Bottom Thickness =
36.00 in
Diameter of Manhole =
4.00 ft
Area = pi * diameterA2 / 4
Area (@ outside diam)=
18.35'sf
Volume =
1.3.9.Y44 . cf
times wt of water
62.4 Ibs/cf
Bouyant Force =
8,701 'Ibs
DETERMINE COUNTERWEIGHT REQUIREMENTS
Riser Top
Top Elevation =
11.6.
Thickness =
0 inches
Outside Diam =
4.83 ft
Volume=
0.00 ;cf
Riser Walls
Inside Diam =
4 00 ft
Wall Thickness =
5.00.in
Height =
7.60. ft
Perimeter Length=
15:18.
Volume =
115.34 . cf
Riser Bottom
Bottom Elevation =
6.00
Inside Diam =
4:00 ft
Thickness=
3E.OD :in
Volume =
$7 70 cf
Total Volume =
153 04 :cf
times unit weight of reinforced conc.
150 Ibs/cf
Counterwelght =
229;9$6 'Ibs
Factor of Safetv Provided (FSP) =
264
FSP < 1.30, Additional Concrete Required
ditional Concrete for Anti -floatation regd: 0 Ibs
Anti -Floatation
G:\CIVIL�from w drive\Army National Guard - Wilmington(F6W72100)\SWM\ant'rfloatation.)ds

aniage-rdliew'd P,-,nd Frosio,47&
Indw
Appendix E. NCDEQ Stormwater Forms
0 Supplement - EZ Form ( �.M Qovec")
0 Signatory Authorization Letter

NATIONAL GUARD BUREAU ECEIVE
SATTEW"ONDF
U.S. PROPERTY & FISCAL. OFFICE FOR NORTH CAROLINA fUL4201 Reedy Creek RoadZ ���
Raleigh, NC 27607-6412REPLYTO
NGNC-PFO
10 October 2014
MEMORANDUM FOR LTC Rodney Newton, Facility Manager Officer (FMO),JFHQ-NC,
Raleigh, NC 27607-6410
SUBJECT: Appointment as Assistant United States Property and Fiscal Officer for
Real Property
1. Pursuant to 32 U.S.C. 708 and NGR 130-6/ANG136-2 you are appointed the
Assistant United States Property and Fiscal officer for Real property for the North
Carolina Army National Guard (Assistant USPFO NCARNG).
2. Your duties as Assistant USPFO NCARNG are outlined in the above cited statute
and regulation and will include, but not be limited to, the following:
a. Ensure oversight and accountability program are in place and functioning
properly to safeguard all Federal real property Issued to, under the control of or
managed by the NCARNG. '
b. Establish and maintain -all necessary property records and implement ail
procedures outlined in the applicable DoD, Army, and ARNG instructions and directives
to account for and manage all Federal Real Property issued to, under the control of, or
managed by the NCARNG.
c. You willprovide me a monthly report which includes, but is not limited to,
information regarding military construction projects. SRM projects, real,estate frnsfers,
functions and operations, support agreements, joint use agreements, and such other
information as directed by me and/or the Deputy USPFO.
d. To assist me in performing my statutory and regulatory duties, you are
directed to report any discrepancies or violations related to federal property and funds
issued to, under the control of, or managed by -the. NCARNG. Your report must be
submitted immediately upon discovery of any such discrepancy or violation. To ensure
that accurate and timely information is provided regarding Federal property and funds, I
have listed below my USPFO Critical Information Requirements (CCIR). You will
submit to me, with a copy furnished to the Chief of Staff, a report that includes, but is
not limited to, the following:
I. The misuse or intentional damage or destruction of Federal property
issued.to, under the control of, or managed by the NCARNG.
ii. The theft or intentional taking of Federal property issued to, under the
control of, or managed by the NCARNG by any individuai'or organization.
III. Any adverse financial issues that have the potential to create a
question of financial integrity within a system, area, or of a person.

NGNC-PFO 10 October 2014
SUBJECT: Appointment as Assistant United States Property and Fiscal Officer for
Real Property
iv. Potential violations of the Anti -Deficiency Act (ADA).
v. Congressional Earmarks and Directed Funding that conflict with
applicable statutes, regulations and policies.
vii. Issues or incidents involving Federal property issued to, under the
control of, or managed by the NCARNG that has or has the. potential of creating
adverse actions involving state or Federal political leadership. .
3. Your assignment as the Assistant USPFO NCARNG requires that you maintain at a
minimum the following training requirements: NGB Fiscal Law Cources (every 3 .years);
NGB Cooperative Agreement Course (every 3 years); ARNG Resource Management
Course (every 5 years); DFAS Certifying Officers Legislation Course (online)(every 3
years); and USPFO Money Managers Training (local USPFO office)(annually). Your
failure to maintain these training requirements will result in your removal as the
Assistant USPFO NCARNG.
4. The delegation of your authority tQ other personnel under your supervision, to sign
and authenticate documents/correspondence committing Federal funds or resources
related to performance of duties identified herein is authorized. When such delegation
os issued, provide a list of personnel Toni Coats, LTC, FMO, to me indicating the extent
of signature authority delegated to each individual named
PETER F. V SFELD
COL, NGB
USPFO for NC
DISTRIBUTION;
1-Individual Concerned
1-NCNG-PFO AA (Duty Asgn File)
1-NCNG-PFO-CO

f3t;�nnvvater 14annagenriant Ero-'sk)l I co-i-AUxA, FterQif
Appendix F. NCDEQ Erosion Control Forms and Calculations
• Express Review Financial Responsibility Form
• Riprap Outlet Calculations
PIVE&U�eJ pvVCW C-Ag-C—L- PCX
,0V.r,V,1Ve
JUL It 20
IM41W
1Mh%-P

Job No. F6VV721 00
JACOBS' Job Name NC RNG Wilmington
Date: 613 017
Outlet: SD-1
Revisions
"" "" No bate- -Description
I NEW YORK DEPARTMENT OF TRANSPORTATION METHODOLOGY
Input Values
Diameter(in) 24
Flow Rate (cis) 12.59 s
Slope (%) 7 °40 Sit ro4�7
W • Do + VALa outlet W - Do + La
Manning Coef. pipei P1pa a Hin-
dfameter (Da lj La � Diamter, Do t
Conversions r, a.iCo L+
Diameter (it) 2.000 t 0.500
Radius (ft) 1.000
Flow Rate (ars) 12.590 r res:n NOT USED
Slope (ft/ft) 0.080
Area (sf) 3.142
Calculated Data
Normal Depth (ft) 1.70 Diaoram of Outlet Apron
Outlet Velocity (fps) 9.80
Sediment Control Planning and Design Manual
Section 8.0-Appendix
NYDOT Dissipator Methodology
0 tfl' 1S 2D'
U1A.�tETEP ;P,.)
Zone = 2 (Zone 2 used as minimum)
y
APRON MATERIAL
LENGTH LW APRON
TO PROTECT
CULVERT
Lr
TO PREVENT SCOUR
HOLEUSE L2ALWAYS
L2
1
87011E FILLING (FINE) CL A
3 X DQ
4 x Q.
2
STONE FILLING (LIGHT) CL. B
3 X Do
3
STONE FILLING (MEDIUM:) CL 1
4 X `S
$ x q
4
&TONE FILLING (REAVY) CL I
4 X n-
m x D,
5
STONE FILLING (HEAW) CL 2
5 X D_
_. s El.
$
'TONE FILLING (HEAS+Y) CL- 2
6 X D;
llo x G,
7 SPECIAL STUDY REQUIRED IENERGY DISWRATORLS, STILLING
BASIN OR LARGER 3M SMX
Classification
Average
Diameter (in)
Stone Class
Minimum
Thickness (in)
Fine
3
A
12
Light
6
B
18
Medium
13
1
24
Heavy
23
2
36
Summary of jtig Pim are
LenglhofApron= 12' ft
W4114 Apron w 7 ft
Glasgdwabofi = 11*14T
NWQT Stone Class = B
Mm Ttli*nm = to rn
Dimensions used may be irregular due to configuration but exceed the above.
SDA GXIVIUfrom w driveArmy National Guard - Wtmington (F6W72100)1SWM1Rip-rap outlet SD•1.xls

Job No. F6W721 00
is Job Name N ARNG Wilmington
Date: 6/13/2017
Outlet: SD-20
Revisions
No Date
i
Description
NEW YORK DEPARTMENT OF TRANSPORTATION METHODOLOGY
Input Values
Diameter (in)
Flow Rate (cfs)
24
6.32e
3
0
Slope (%)
0.750
Outlet ` ' iyq + 0.4La
outlet
w • Dp « La
Manning Coef.
0.013
pipe ,.i
Pipe
2 Min.
diameter(06)`
Diameter, Da
i
Conversions
6zT�jira�er - ADa
La ._y
< 0.5Do
Diameter (ft)
2.000
Radius (ft)
1.000
NOT USED
USED
Flow Rate (cis)
6.320
Slope (fVft)
0.008
Area (sf)
3.142
Calculated Data
Normal Depth (ft) 1.70 Diagram of Outlet Apron
Outlet Velocity (fps) 5.71
z
2(
0
o'
North Carolina Erosion & Sediment Control Planning and Design Manual
Secdon 8.0 -Appendix
NYDOT Dissipator Methodology
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�a■]lasv
a■S�a
ems®rfllil®aw■.v■■Rarilr■rrw■1a'a■
�ti■o■■�f■�-�mu�■n4t■tuf a■.
r�■,■ee��vams■■■a■�mz�.■■■■�.,nr■■.
�uoo.�tm�waa.. -vim■■aorr■■
■ava■.r■■■�pe■®t■■■■■�-vnou�■
m■oav■■rA>�a�"�a�oe■.�v�
■�m■;Y■�aa■■m■a�ra�■a■� ra■a
5' 10, IF 20' 25
DIAMETER (Ft.)
Zone = 2 (Zone 2 used as minimum)
LU
t"S
APRON MATERLA.L
LENGTH OF APRON
TO FROT_C-T
CULVERT
Li
TO PREVEKr SCOUR
HOLE USE 1.2ALWAYS
L2
1
C-TONE FILLIN*,B F'INM= CL A
3 X P,,
4 xo,
2
STONE FILLIMO (F ICK47 CL B
3 X 0,
6.x 0.
3
STONE FILLING WEDIL% CL 1
4 X Da
8 x D,
4
S ONEFLUNG %-IEAVY, CL.'f
4X0a
SxD,
5
gTONE FlLLI'I1'JC; syEAVY) CL 2
5 X !Da
10 x Dm
6
STONE FILLING (HEAVY) CL 2
6X0.
10 x D,
7 SPECIAL STUDYREQL�'.l •L1 ENERGYDISSIPATORS,STILLING
BASIN OR LAR3ER'S•'= STOVEX
on
Average
Diameter (in)
Stone Class
Minimum
Thickness in
kFine
3
A
12
6
B
18
13
1
24
23
1 2
36
Summary of Rip Rap Apron
Length of Apron = 12 ft
Width of Apron = 14 ft
Classification = LIGHT
NCDOT Stone Class = B
Min Thickness = 18 in
Dimensions used may be irregular due to configuration but exceed the above.
SD-20 G:ICIVILIfrom w ddve\Army National Guard - Wilmington (F6W72100)1SWMIRip-rap outlet SD-20.xls

AL
Job No. FSW72100
Job Name NCARNG Wilmington
Date: 6/13/2017
Outlet: SD-30
Revisions
r _ No I Date—
i
` bescripiion
I
NEW YORK DEPARTMENT OF TRANSPORTATION METHODOLOGY
Input Values
Diameter (in)
18
300
3
Flow Rate (ds)
0.22
0
Slope (%)
0.500
Outlet Y - Do . o.aL
Outlet
N - Do + La
Manning Coef.
0.013
pipe
diarne1w (Do)(,a.,�.-., •1� —.)
Pipe
Diameter, Do
2 Min.
Conversions
i�, 50�
Le ----w
Diameter (ft)
1.500
����—
0.5Do
Radius (ft)
Flow Rate (ds)
0.750
0.220
NOT USED
USED
Slope (ft/ft)
0.005
Area (sf)
1.767
Calculated Data
Normal Depth (ft) 1.28 Diagram of Outlet Apron
Outlet Velocity (fps) 3.85
iT
iD+
1D-
Erosion 81 Sediment Control Planning and Design
Section B.0-Appendix
NYDOT Dissipator Methodology
�1 ri QaS�Zfrr1a11TiQQlaltip®aaliQa
■.alalLQaaa
,�.0
Qaa�
rlO[Yrllll. ■11Y�II�QL
:tlovo*Qa■girl
tall■
riir
rQ■rr
■ra■1�®a■�mQ
�a
®i11�■
a^.a Q■.v11aQ1=Q
. rs��rr■rraimlQsaaaorar�m®■m
ur■QaQam�■■maua
a, mQ.11QarlSflallQllaQrlYYi[IQrirr■OQZr
ii■ ro■rxrao
ur. r, sr�rrrrrrrro
ai�[rrn
u �ruicrr r■asaorruru.rrrrrrrals,rr..urrrsi■a
rQirrrr■ii■rut
rrvurrurr■..srrr
f< l.srrrYCril'.YQQr'..rrrrrrwr.AlRp}1#IRrrl�lra
1 R, R'iiaaii.'!!ii![1l
rQ■QQ[lQliii■a■1I0
RQQ
ux Ir:vrrrQ■r>azurm
nr ma'eaQoaraam■Qalaau■®�■n
is m'■d-.arQ:Faaa®zma
Q
cc tiO.aul■s�Y-ii=1
11`t 0■I�Q�.Ir■!
oaQQ111�'rlRftl��7i'■■p
1rQ
®zQaQaf�am■zma
uQcvlQa®vl■aaQ-.aauaaum.a.a
rr: �ami®-Q.ua�p
m �aa=.v■■m.zmnlrm[ri
i■i�■mauQaar.
u..,�Q.mQrraa
uui■r[nulriiiv
�m r,�rurn�r■1c.Q�lua
r■a.�rur�arrruvuraauQ■a
..ail-J..1mO1aYY.■�u...aQ.o
Q.lrwazmrrQurrrQ■ra
.'■1 �11Q1Q1�`aalu
Qll■\71i■r■[ill[lrl■r
rroirrrrr
a ium■■lc�.�-a■■rill�walrva■r.i■vQm
on cir„Qurucar�-vomn_�®Qu:rumu�
ra:l t3Ci.f!■lrrrtavl
Or\iia■tas�®Qlrilli.1110i1
u� il�ln.�li■aoavaQl.�aQlvaaaaam■
[m aaaia®�Q■ra��almr.��rsrra.
�■a[aan*rQaian.[11iQr■ru--==
- - ---«
Ql aZ�.R■�iQ�^..rirlQli�ra■�■■ifClllay
�Of \f1L■!'llt■11aaQrl
rl 1RQQi■m1Q1■QQQQQ
rlu.u•A:ra'iQrr�y
!ra. ..rr.
u:C/.i
ol�-r■r■lrrrrr
[lr■\.ir![■■■►OQ■■a■■Qai■
.rrr.rvrrrar
_
�iailQr■[■ill■uuir
rQ
um[a.1000�-ri
rlrawuuo.rirrQrruui■
oQ■
ii� �s.rvi�trarlltlr�'ar.rr[usrr■au
'm
�iu�iuiiiiiourr
a��irarrrrrr.o..Q
:sacv.rr�►ra�■i■Qrr.rr__vi.s■.rrurur
;■u aQiQa■a■.►-vimQ■Qla■1�QQQaQu
;u■ urm�■QaQusa.rrr■mallrcv.n.-aQQm.
ur rim■.r■1■.aaQ:r■r®aa.m®r�iQar
Our Qal■=AlatllZlp�■aa.r3amaaa=►�Qra
■■lim■.�rmil
it
rrgQlQrlraTQQi■1><r■1tQ
0 f— Our rlr�e
Zone =
1 1 1 1
tc is 20 as
D-A%lE7--R (FL)
2 (Zone 2 used as minimum)
W
APRON MATE�IL
LENGTH OFAPRON
TC P-ROTE`ZIT
'AKNERT
Lr
IT"N PREVENT SCOUR
LEUBEL2ALWAYS
L2
7
STONE FILLING (FINE? CL A
3 X ra,
4 x D.
2
STONE FILLING (LIGHT) CL. B
3 X Dr,
6 x D.
3
STONE FILLING O&D1M CL.1
4 X Do
8 x De
4
STONE FILLING (tt€MM CL 1
4 X D!
a x D.
5
STONE FILLING (HEQVVI- 2
5XD[
10 x Do
6
STONE FILLING i-IEAL-Y;• CL, '2
.6 X Dq
10 x Da
7 SPECIAL STUDYREQUIRED(ENEROYMSSIPATOR3,STILLWG
B481N OR LrAR13ER SIZE STON
Classfication
Average
Diameter (in)
Stone Class
Minimum
Thickness (in)
Fine
3
A
12
Light
6
B
is
Medium
13
1
24
Hea
23
2
36
Suinmatv,of Rio Ran Aaron
Lena mfApron- 1) ft
width d Apron = 11 ft
0las3rfi Wil = LIGHT
NCDOT Stone Glass B
Min. Tbickness = 1F8 in
Dimensions used may be irregular due to configuration but exceed the above.
SD-30 G:UVIL*om w driveWmy National Guard -Wilmington (F6W72100)1SWM1Rip-rap outlet SD-30.x1s

J�BS
Job Name N ARNG Wilmington
Date: 6/13/2017
Outlet: SD-40
Revisions
No'- Date
Description
NEW YORK DEPARTMENT OF TRANSPORTATION METHODOLOGY
Input Values
Diameter (in)
Flow Rate (cfs)
24
23.91Or
— i
3
°
Slope (%)
0.410
Ou0st
WOo + 0.41,a
outlet
a D° + La
Manning Coef.
0.013
plea*t—
��r(Do) L--�-- —,i
viam
Diameter. D°
2 xt..
t
Conversions
it-5D°
La --w
w ter D.5D°
Diameter (ft)
2.000
Radius (ft)
1.000
Flow Rate (cfs)
23.910
USED
NOT USED
Slope (fVft)
0.004
Area (sf)
3.142
Calculated Data
Normal Depth (ft) 1.70 Diagram of Outlet Apron
Outlet Velocity (fps) 4.22
2(
a
Erosion & Sediment Control Planning and Design Man
Secfion B.0 - Appendix
NYDOT Dissipator Methodology
�`��,■"""wr"�"'®®
mar -
®�ee
i■>er�
�i
o■rru■avm■■mzm�■�oa�so®
■m�t'mrmn■a�a
�nr..■.-a.�m®o■■.r�ma
■�■>v
m.
�®�wmar
■m
a�sv■a=.vm®sm
mom`
ono
® a�.��amo®tfuiur�u�aa�
sm■ai®gym
Ot�A
■■Q.BItm>f■�`m.
mil
isa
n■o
■■>oaatVr■-ma■��oFa
vnsa .ea�rioae�a >�o�■e
■m
ora■,Ao;ie.�■aawaaraauonowsi
m
nry
■1 alo�w!-�aaa■�`1ar�w■rs�
mv�■mv�cm-®o�
mu
s0Y\>Inlrt>aa�l�
ua\
mm.Qaa■■■>va
�omQ.Qu,,s..,��■,.■
m �ue�a� ,s.or
H■■a�m 1(■lift■1101■!R
■..�...•.o.�_
-.gym:■.;
t
0 V 10' t8 W 2F
DIAMETER (Ft.)
Zone = 2 (Zone 2 used as minimum)
APRON MATERIAL
LENGTH OF APRON
TO FaFiOTSCT
CUL;VE tT
Li
TO PRE4EN aCOUP
HOLE USE LZAUIV ors
L2
1
S70NE FILLING (FINE) CL A
3 X'Da
»'.t D,
STONE FILLING (LIGHT) CL B
3 X iDt
C t ?,
3
STONE FILLING (MEDIUM) CL 1
4 X:D,
S x Dr
STONE FILLING (HEAVY) CL. 1
4 X D,
S a
5
STONE FILLING (HEAVY) CL. 2
1 5 X Dr
10 a: L?,
6
STONE FILLING (HEAVY) CL. 2
6 X D°
lox D,
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILL Y3
BASIN OR L,,RGER &ZE STONE).
Classification
Average
Diameter (in)
Stone Class
Minimum
Thickness in
Fine
3
A
12
Light
6
B
18
Medium
13
1
24
Heavy
23
2
36
Summary of Rip Rao Apron
Length of Apron = 12 ft
Width of Apron = 7 ft
Classification = LIGHT
NCDOT Stone Class = B
Min Thickness = 18 in
Dimensions used may be irregular due to configuration but exceed the above.
SD-40 G:ICIVIL1from w driveWmy National Guard - Wilmington (FBW72100)1SWM1Rip-rep outlet SD-40.xls

Job No.
F6W721 00
BS
Job ame
N 72017
Date:
Jacobs Engineering Group
Revisions
Raleigh Operations - North American Infrastructure
111 Coming Road, Suite 200
No7
Date Description _
Cary, NC 27518
AAA CHANNEL LINING DESIGN - TEMPORARY DIVERSION @ SOUTH END OF SITE
CHANNEL FLOW DATA
AREA =
4.20 (Ac.)
C =
0.50
INTENSITY=
7.23 (in/hr)10 year storm
FLOW =
15.18 (cfs)
DESIGN CRITERIA
CHANNEL LINING:
Mannings'n' linings
N =
SLOPE=
0.028 (Mannings W)
0.010 (ftift)
n vacua for Oopzn Ranges'}
Z REQUID=
2.85
&4.5 R
11 -tt tt
M =
2 :1 (sideslope)
Uning Typo
CHANNEL DIMENSIONS
Woven Paper Net 0.016
moNit 0.a2a
0A15
0.022
OV S
0.014
FLOW DEPTH
1.00 (ft)
FiberOWes Roving 0.on
a.o21
0.019
WIDTH =
2 (ft) Bottom Width
StrswWith Not O.M
Curled Wand Mat o.M
0.033
0.035
0.025
0.028
FREEBOARD =
0.75 (ft)
5yntha0c neat 0.036
0.025
0.021
TOTAL DEPTH =
1.75 (ft)
• A6pwd rmm: FHWA.ttFC 13. Pg. 37.
April 1988
TRACTIVE FORCE
T =Y'D'S
Tractive Force (#/sq ft)
Y = WEIGHT OF WATER (62.4#/cf)
D = DEPTH OF FLOW IN CHANNEL (ft)
S = SLOPE OF CHANNEL (Wit)
T =
0.62 (#/sq ft)
Permissible Unit Shear Stress, Td
Lining Categoxy
Lining Type (lb/ft2)
Temporary
Woven Paper Net
0.15
Jute Net
0.45
Fibreglass Rolling:
Single
0.60
Double
0.85
Straw with Net
1.45
Curled Wood Mat
1.55
Synthetic Mat
2.00
dso Stone Size (inches) (lb/ft2)
Gravel Riprap #57
0.5
0.25
#5
0.75
0.50
Rock Riprap Class A
4
1.00
Class B
8
2.00
Class 1
10
3.00
Class 2
14
4.00
Adapted from (PADEP,2000)
Z ACTUAL
AREA =
4.00 (sq/ft)
W P =
6.47 (ft)
R =
0.62
Z ACTUAL =
2.90 MUST BE > THAN Z REQ'D. =
2.85
V =
3.86 (ft/sec)
LINING REQ'D
CHANNEL DESIGN SECTION
LINING:
Double Straw Net
0.85 #/sq ft >
0.62 #/sq ft
(TOPWIDTH)
OK
9
ft
rc,p
Max Check
Dam Spacing
1
......... ..... . _ . _ .t
Ditch blope
0.01
ft ft
(DEPTH)
Depth to 10-YR
1 ft
� a----
Check Dam Height
1 ft
3 - �1=---f � �
Length Between Check Dams 100.00 ft
2
ft
(BOTTOM WIDTH)

"Irlent ,1 ; `' i /'. n- � y3 1
Appendix G. Previous Stormwater & Erosion Control Permit
Documents Prepared by Tripp Engineering
Documents for Stormwater Management Permit No. SW8 1400906
• Documents for Erosion Control Permit No. NEWHA-2015-007

A�
RCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
October 14, 2014
LTC Rodney Newton
State of North Carolina through the NC Dept. of Public Safety, NC National Guard
1636 Gold Star Dr.
Raleigh, NC 27.607
Subject: Stormwater Management Permit No. SW8140906
Wilmington Readiness Center Renovation North Carolina National Guard
High Density Commercial Infiltration Basin Project
New Hanover County
Dear LTC Newton:
John E. Skvarla, III
Secretary
The Wilmington Regional Office received a complete State Stormwater Management Permit Application for Wilmington
Readiness Center Renovation North Carolina National Guard on October 13, 2014. Staff review of the plans and
specifications has determined that the project, as proposed, will compiy with the Stormwater Regulations set forth in
Session Law 2008-211 and Title 15A NCAC 2H.1000. We are forwardding Permit No. SW8140906 dated October 14,
2014, for the construction, operation and maintenance of the BMP's and built -upon area associated with the subject
project.
This permit shall be effective from the date of issuance until October 14, 2022, and shall be subject to the conditions and
limitations as specified therein. Please pay special attention to the conditions listed in this permit regarding the Operation
and Maintenance of the BMP(s), recordation of deed restrictions, certification of the BMP's, procedures for changing
ownership, transferring the permit, and renewing the permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system, to record deed restrictions, to certify the BMP's, to transfer the
permit, or to renew the permit, will result in future compliance problems
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, or need additional information concerning this matter, please contact Kelly Johnson in the
Wilmington Regional Office at [phone].
Sincerely,
Tracy Dis, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/kpj: G:IWQ1Shared1%tormwateAPermits & Projects120141140906 HDX201410 permit 140906
cc: Mr. Phillip G. Tripp, PE
Inspector, New Hanover County Building Inspections
New Hanover County Engineering
Division of Coastal Management
Wilmington Regional Office Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 - [phone] / Fax: [phone]

State Stormwater Management Systems
Permit No. SW8 140906
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as amended, and
other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
State of North Carolina through the NC Department of Public Safety, NC National Guard
Wilmington Readiness Center Renovation North Carolina National Guard
2412 Infantry Rd, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of one (1) infiltration basin in compliance with the provisions of Session Law
2008-211 and 15A NCAC 2H .1000 (hereafter 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 and
considered a part of this permit.
This permit shall be effective from the date of issuance until October 14, 2022, 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 1.8 of this permit. The stormwater control has been designed to handle the runoff from 148,565
square feet of impervious area.
3. The basin has been designed to handle the 10 year 24 hour design storm without discharging therefore
neither an LSNFS nor an offline bypass are required.
The tract will be limited to the amount of built -upon area indicated in Section 1.8 of this permit, and as shown
on the approved plans. The built -upon area for the future development is limited to 0 square feet.
The runoff from all built -upon area within the permitted drainage area of this project must be directed into
the permitted stormwater control system.
6. The project shall provide a 50' wide vegetated buffer adjacent surface waters, measured horizontally from
and perpendicular to the normal pool of impounded structures, the top of bank of both sides of streams and
rivers, and the mean high water line of tidal waters.
7. Impervious area on the permitted plans that is outside of the drainage area line is not subject to State
Stormwater because it was existing development in place prior to 1988.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 140906
8. The following design criteria have been permitted for the infiltration basin and must be provided and
maintained at design condition:
a.
Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
b.
Total Impervious Surfaces, ft2:
Onsite, ft2:
Offsite, ft2:
C.
Design Storm, inches:
d.
Basin Depth, feet:
e.
Bottom Elevation, FMSL:
f.
Bottom Surface Area, ft2:
g.
Max Stage Elevation of 10yr24hr storm, ft:
h.
Permitted Storage Volume (1.5inch), ft3:
ik.
Type of Soil:
j.
Expected Infiltration Rate, in/hr:
k.
Seasonal High Water Table, FMSL:
I.
Time to Draw Down, days:
M.
Receiving Stream/River Basin:
n.
Stream Index Number:
o.
Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
5.37
233,947
0
148,565
148,565
0
1.5
0.5
7.5
17,794
10.77
18,232
sand
1.20
5.5
0.43
UT to Smith Creek / Cape Fear
18-74-63
"C; SW"
1. The stormwater management system shall be constructed in its entirety, vegetated and operational for its
intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the system will be repaired
immediately. If the stormwater system is used as an Erosion Control device, it must be restored to design
condition prior to operation as a stormwater treatment device, and prior to occupancy of the facility.
3. The permittee shall follow the approved Operation and Maintenance Agreement in its entirety, and shall
provide and perform the listed operation and maintenance procedures at the specified intervals to assure
the permitted stormwater system functions at optimum efficiency.
4. Records of maintenance activities must be kept for each permitted BMP. The reports will indicate the date,
activity, name of person performing the work and what actions were taken.
5. The facilities shall be constructed in accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
6. All stormwater collection and treatment systems must be located in public rights -of -way, common areas or
easements. The final plats for the project will be recorded showing all such required rights -of -way, common
areas and easements, in accordance with the approved plans. Access to the stormwater facilities shall be
maintained via appropriate easements at all times.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation of
this permitted facility, a certification must be received from an appropriate designer for the system installed
certifying that the permitted facility has been installed in accordance with this permit, the approved plans
and specifications, and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for those deviations.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 140906
8. The permittee shall submit to the Director and shall have received approval for revised plans, specifications,
and calculations prior to construction, for any modification to the approved plans, including, but not limited
to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater management
measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the drainage area.
G. Further development, subdivision, acquisition, lease or sale of any, all or part of the project area.
d. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
e. The construction of any designated future BUA on the application.
9. The Director may notify the permittee when the permitted site does not meet one or more of the minimum
requirements of the permit. Within the time frame specified in the notice, the permittee shall submit a written
time schedule to the Director for modifying the site to meet minimum requirements. The permittee shall
provide copies of revised plans and certification in writing to the Director that the changes have been made.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and approval by the Director.
The permittee shall submit a completed and signed Name/Ownership Change Form, accompanied by the
supporting documentation as listed on the form, to the Division at least 60 days prior to any one or more of
the following events:
a. An ownership change including the sale or conveyance of the project area in whole or in part;
b. The sale or conveyance of the common areas to a Homeowners or Property Owner's Association,
subject to the requirements of Session Law 2011-256;
c. Bankruptcy;
d. Foreclosure;
e. Dissolution of the partnership or corporate entity;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
2. The permittee is responsible for compliance with all permit conditions until such time as the Division
approves the transfer request.
3. Approved plans, calculations, supplement forms, operation and maintenance agreements and specifications
for this project are incorporated by reference and are enforceable parts of the permit. A copy of the
approved plans and specifications shall be maintained on file by the Permittee at all times.
4. Any individual or entity found to be in noncompliance with the terms and conditions of this permit or with the
stormwater rules, is subject to enforcement action by the Division, in accordance with NCGS 143, Article 21.
5. The issuance of this permit does not preclude the Permittee from complying with any and all statutes, rules,
regulations, or ordinances, which may be imposed by other government agencies (local, state, and federal)
having jurisdiction.
6. In the event that the facilities fail to perform satisfactorily the Permittee shall take immediate corrective
action, including those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
7. The permittee grants DENR Staff permission to enter the property during normal business hours for the
purpose of inspecting all components of the permitted stormwater management facility.
8. The permit issued shall continue in force and effect until revoked or terminated. 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.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater controls must follow the
guidelines established in the North Carolina Erosion and Sediment Control Planning and Design Manual.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 140906
10. The issuance of this permit does not prohibit the Director from reopening and modifying the permit, revoking
and reissuing the permit, or terminating the permit as allowed by the laws, rules and regulations contained in
Session Law 2008-211, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall submit a permit renewal application at least 180 days prior to the expiration date of this
permit. The renewal request must include the appropriate documentation and the processing fee.
Permit issued this the 14% day of October 2014.
NORTH I CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
✓1r�cy Daviso.E., Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 5 of 7

Permit Number:
(to be provided by DI-VQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Wilmington Rediness Center Renovation North Carolina National Guard
BMP drainage area number:
Print name:Rodna Newton -
Title:Lieutenant Colonel CFMO, NC National Guard
Address:1636 Gold Star Drive Raleigh NC 27607
Phone:91
Signature: . lei - J '
Dater JLC V 1
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
allotary Public for the State of
���.,f� `;• , County ofdo hereby certify that
t - . ;. '1\2PCL_AC N personally appeared before me this
day of = ,and acknowledge the due execution of the
forgoing infiltration basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires AM(>� '>>
Form SW401-Infiltration Basin O&M-Rev.3 Page 3 Of 3

09/26/2014 Wilmington National Guard 13031
MLV Infiltration Pond Calculations
Infiltration Pond Size:
Elevation
(ft.)
SurfaceArea
(sq. ft.)
Incr. Vol
(cf)
Cuml. Vol.
(ct)
Bottom 750
17.794
0
0
8.50
18.670
18,232
18,232
9.00
20,482
9,788
28,020
10.00
22,374
21,428
49,448
11.00
24.347
23,361
72,809
12.00
26,400
25,374
98,182
Top of Bank 13.00
28,534
27,467
125,649
*SHGWT 5.50 Infiltration Rate: 1.2 in/hr
Required Vol.* = 18,172 cu. ft.
*See 1.5" Storage Volume Calculations
Effective Infiltration Area:
A= V 12*(K*T) where: A = effective infiltrating area (sq.ft.)
V = volume of water requiring infiltra8on (cu.ft.)
K= hydraulic conductivity of soil (in/hr)
T = dewatering time (days)
A= 1,683 sf (T=4.5 days)
A= the larger of either the bottom surface area or one-half the total (welted) wall area
so, use bottom suface area
Drawdown Calculation
T= V / 2xKxA where: T = dewatering time (days)
V = volume of water requiring infiltration (cu.ft.)
K = hydraulic conductivity of soil (inlhr)
A= effective infiltrating area (sa.ft.)
T= 18,172 / 2 x 1.2 x 17,794
T= 0.43 days
ECEIVED
JUL 2 o amr
BY-
13031 Infiltration Pond Volume CalcAs 1 of 1

11/29/2016 Wilmington National Guard 13031
MLV Stormwaler Infiltration Basin Routing
10-year 24hr Storm
Half infiltration rate
WATERSHED DATA
BEFORE DEVELOPMENT
WATERSHED AREA
1.57 ACRES
RUNOFFCOEF.'C'
0.15
TIME OF CONCENTR
10.00 MIN
INTENSITY f10 YR)
6.43 IN/HR
Qa = 1.51 CFS
Qa = PRE -DEVELOPED PEAK DISCHARGE
COMPUTE DEPTH OF RUNOFF
P = 7 INCHES 10yr, 24hr PRECIPITATION
CN = 76
S = (11000/CN)-10
S = 3.16
Depth (D) = (P-0.2S)`2/(P+D.BS)
D = 4.26 IN - 10yr, 24hr RUNOFF DEPTH
SET VOLUME AND COMPUTE TIME TO PEAK
Tp = [(43.5)(D)(Area)] / Qp
Tp = 38.81 MINUTES
Storage Volume Req'd = (Qp-Qa)*Tp*1.39*60
78,039 cu. ft.
CALCULATE Ks AND b
BOTTOM INFILTRATION ELEVATION AT: 7.50 feet
AFTER DEVELOPMENT
WATERSHED AREA
5.37 ACRES
RUNOFF COEF.'C'
0.66
TIME OF CONCENTR
5.00 MIN
INTENSITY 10 YR
7.23 IN/HR
QP =
Qp = POST -DEVELOPED PEAK
25.62 CFS
DISCHARGE
S Z
CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL STAGE In S In Z Z est
(sq ft) (CU ft) (cu ft) (ft) (ft)
7.50 17794 0 0 0 0 0 0
8.00 18670 18,232 18,232 0.5 9.B109-0.69314718 0.55
9.00 20482 19,576 37,80E 1.5 10.5403 0.4055 1.33
10.00' 22374 21,428 59,236 2.5 10.9893 0.9163 2.27
11.00 24347 23,361 82,597 3.5 11.3217 1.2528 3.39
12.00 26400 25,374 107,970 4.5 11.5896 1.5041 4.68
13.00 28534 27,467 135,437 5.5 11.8163 1.7047 6.14
Regression Output:
Ks = 29874
b = 0.83
X Coefficient 10.30
G:IJO M013\13031-Wilmington National GwnhCaka113031 Infiltration Routing 10y24hr_haff inril

11/29/2016 Wilmington National Guard
MLV Stonnwater Infiltration Basin Routing
10-year 24hr Storm
Half infiltra0on rate
CHAINSAW METHOD FOR
RISER BARREL ROUTING
STORM DATA
EC�a�,�D
JUL 2 0 201
13031
Qa =
1.51 CIS
Qp =
25.62 cis
Infiltration rate 0.6 in/hr
*Half of Infiltration Rate
shown to prove that
Tp =
38.8 min
(Per Soils Report)
system can
infiltrate without discharge to waive
dT -
4 min
the NCDENR olfline bypass & vegetated fitter
BASIN DATA
Basin Drawdown Time = 3.03 days
strip requirements
Ks =
29874
b =
0.83
Zo =
7.50 ft
Normal water elev =
7.50 It
Peak Outflow
Weir Length =
ft
Peak Stage =
10.77 ft
Cw=
3.0
Maximum Storage -
80,058 cu ft
Zcr=
It
Control Holes:
State Orifice: Dia =
0.00 in
Dd=
in
Inv=
0.00 It
Cd =
0.6
Weir: - =
120 in
Zi=
It
Inv=
11.5It
Emergency Spillway
120 In
Inv=
12.00 ft
Emergency
Time
Inflow
Storage
Stage
Outflow
W Riser
Barrel
Spillway
Orifice
Weir
IFStore
Infiltrate
(min)
(Cfs)
(cu ft)
(ft)
(Cft)
(ems)
(CIS)
(cfs)
(cfs)
(cfs)
ft)
(cl)
0
0.0
0
7.50
0
0
0
0.00
0
0.00
0.0
0.0
4
0.7
0
7.50
0
0.00
0
0.00
0
0.00
0.0
59.3
8
2.6
160
7.50
0.00
0.00
0.0
0.00
0.00
0.00
41.2
118.6
12
5.6
782
7.51
0.00
0.00
0.0
0.00
0.00
0.00
604.4
177.9
16
9.3
2122
7.54
0.00
0.00
0.0
0.00
0.00
0.00
1885.2
237.3
20
13.4
4361
7.59
0.00
0.00
0.0
0.00
0.00
0.00
4064.0
296.6
24
17.5
7584
7.68
0.00
0.00
0.0
0.00
0.00
0.00
7227.7
355.9
28
21.0
11776
7.81
0.00
0.00
0.0
0.00
0.00
0.00
11360.8
415.2
32
23.7
16822
7.98
0.00
0.00
0.0
0.00
0.00
0.00
16347.3
474.5
36
25.3
22516
8.19
0.00
0.00
0.0
0.00
0.00
0.00
21982A
533.8
40
25.6
28587
8.42
0.00
0.00
0.0
D.00
0.00
0.00
27993.8
593.1
44
24.5
34723
8.67
0.00
0.00
0.0
0.00
0.00
0.00
34070.1
652.4
48
22.2
40605
8.92
0.00
0.00
0.0
0.00
0.00
0.00
39893.3
711.8
52
19.5
45943
9.14
0.00
0.00
0.0
0.00
0.00
0.00
45171.6
771.1
56
17.0
SD619
9.35
0.00
0.00
0.0
0.00
0.00
0.00
49788.6
830.4
60
14.9
54709
9.53
0.00
0.00
0.0
0.00
0.00
0.00
53819.1
889.7
64
13.0
58286
9.69
0.00
0.00
0.0
0.00
0.00
0.00
57336.8
949.0
68
11.4
61414
9.83
n nn
0.00
0.0
0.00
0.00
0.00
60406.0
1008.3
72
10.0
64150
9.95
0.00
0.00
0.0
0.00
0.00
0.00
63082.8
1067.6
76
8.7
66543
10.06
0.00
0.00
0.0
0.00
0.00
0.00
65416.5
1127.0
80
7.6
68636
10.16
0.00
0.00
0.0
0.00
0.00
0.00
67450.2
1186.3
84
6.7
70467
10.24
0.00
0.00
0.0
0.00
0.00
0.00
69221A
1245.6
88
5.8
72068
10.32
0.00
0.00
0.0
0.00
0.00
0.00
70763.1
1304.9
92
5.1
73468
10.38
0.00
0.00
0.0
0.00
0.00
0.00
72104.0
1364.2
96
4.5
74693
10.44
0.00
0.00
0.0
0.00
0.00
0.00
73269.3
1423.5
100
3.9
75764
10.49
0.00
0.00
0.0
0.00
0.00
0.00
74281.1
1482.8
104
3.4
76701
10.53
0.00
0.00
0.0
0.00
0.00
0.00
75158.5
1542.1
108
3.0
77520
10.56
0.00
0.00
0.0
0.00
0.00
0.00
75918.5
1601.5
112
2.6
78237
10.60
0.00
0.00
0.0
0.00
0.00
0.00
76575.7
1660.8
116
2.3
78863
10.62
0.00
0.00
0.0
0.00
0.00
0.00
77143.1
1720.1
120
2.0
79411
10.65
0.00
0.00
0.0
0.00
0.00
0.00
77631.9
1779.4
124
1.7
79891
10.67
0.00
0.00
0.0
0.00
0.00
0.00
78052.0
1838.7
128
1.5
80310
10.69
0.00
0.00
0.0
0.00
0.00
0.00
78411.9
1898.0
132
1.3
80677
10.7D
0.00
0.00
0.0
0.00
0.00
0.00
78719.3
1957.3
136
1.2
80997
10.71
0.00
0.00
0.0
0.00
0.00
0.00
78980.7
2016.7
140
1.0
81278
10.72
0.00
0.00
0.0
0.00
0.00
0.00
79201.9
2076.0
144
0.9
81523
10.73
0.00
0.00
0.0
0.00
0.00
0.00
79387.9
2135.3
148
0.8
81738
10.74
0.00
0.00
0.0
0.00
0.00
0.00
79543.2
2194.6
152
0.7
81925
10.75
0.00
0.00
0.0
0.00
0.00
0.00
79671.5
2253.9
156
0.6
82090
10.75
0.00
0.00
0.0
0.00
0.00
0.00
79776.3
2313.2
160
0.5
82233
10.76
0.00
0.00
0.0
0.00
0.00
0.00
79860.5
2372.5
164
0.5
82359
10.76
0.00
0.00
0.0
0.00
0.00
0.00
79926.8
2431.8
168
0.4
82468
10.76
0.00
0.00
0.0
0.00
0.00
0.00
79977.3
2491.2
172
0.3
82564
10.76
0.00
D.00
0.0
0.00
0.00
0.00
80014.0
2550.5
176
0.3
82648
10.76
0.00
0.00
0.0
0.00
0.00
0.00
80036.7
2609.8
180
0.3
82722
10.77
0.00
0.00
0.0
0.00
0.00
0.00
80052.8
2669.1
184
0.2
82786
10.77
0.00
0.00
0.0
0.00
0.00
0.00
80057.7
2728.4
GAIOBB120131130314Wmiugton National GuardlCaks113031 Infiltration Routing 10y24hr_half in il.ds

11/2912010 Wilmington National Guard 13031
MLV Slormwater Infiltration Basin Routing
10-year 24hr Storm
Half infiltration rate
18B 0.2 82842 10.77 0.00 0.00 0.0 0.00 0.00 0.00 80054.6 2787.7
G:WOBSTOM13031-Wilmington Nefionel GuardlCal=113031 Infiltration Routing 10yrUhr half iMl.xls

11/29/2016 Wilmington National Guard 13031
MLV Stormwater Infiltration Basin Routing
10-year 24hr Storm
Half infiltration rate
192
0.2
82891
10.77
0.00
0.00
0.0
0.00
0.00
0.00
80044A
2847.0
196
0.2
82934
10.76
0.00
0.00
0.0
D.DD
0.00
0.00
80028.1
2906.4
200
0.1
82972
10.76
0.00
0.00
0.0
0.00
0.00
0.00
80006A
2965.7
204
0.1
83005
10.76
0.00
0.00
0.0
0.00
0.00
0.00
79979.9
3025.0
208
0.1
83034
10.76
0.00
0.00
0.0
0.00
0.00
0.00
79949.4
3084.3
212
0.1
83059
10.76
0.00
0.00
0.0
0.00
0.00
0.00
799152
3143.6
216
0.1
83081
10.76
0.00
0.00
0.0
0.00
0.00
0.00
79877.9
3202.9
220
0.1
83100
10.76
0.00
0.00
0.0
0.00
0.00
0.00
79837.8
3262.2
224
0.1
83117
10.75
0.00
0.00
0.0
O.OD
0.00
O.DO
79795.3
3321.5
228
0.1
83132
10.75
0.00
0.00
0.0
0.00
0.00
0.00
79750.7
3380.9
232
0.0
83144
10.75
0.00
0.00
0.0
0.00
0.00
0.00
79704.3
3440.2
236
0.0
83156
10.75
0.00
0.00
0.0
0.00
0.00
0.00
79658.2
3499.5
240
0.0
83165
10.74
0.00
0.00
0.0
0.00
0.00
0.00
79606.8
3558.8
244
0.0
83174
10.74
0.00
0.00
0.0
0.00
0.00
0.00
79556.1
3618.1
248
0.0
83182
10.74
0.00
0.00
0.0
0.00
0.00
D.00
79504.3
3677.4
252
0.0
8318B
10.74
0.00
0.00
0.0
0.00
0.00
0.00
79451.6
3736.7
256
0.0
83194
10.73
0.00
0.00
0.0
0.00
0.00
0.00
79398.0
3796.1
260
0.0
83199
10.73
0.00
0.00
0.0
0.00
0.00
0.00
79343.7
3855.4
264
0.0
83204
10.73
0.00
0.00
0.0
0.00
0.00
0.00
79288.8
3914.7
268
0.0
83207
10.73
0.00
0.00
0.0
0.00
0.00
0.00
79233A
3974.0
272
0.0
83211
10.72
0.00
D.00
0.0
0.00
0.00
0.00
79177A
4033.3
276
0.0
83214
10.72
0.00
0.00
0.0
0.00
0.00
0.00
79121.1
4092.6
280
0.0
83216
10.72
0.00
0.00
0.0
0.00
0.00
0.00
79064.3
4151.9
284
0.0
83219
10.71
0.00
0.00
0.0
0.00
0.00
0.00
79007.3
4211.2
288
0.0
83220
10.71
0.00
0.00
0.0
0.00
0.00
0.00
78949.9
4270.6
292
0.0
83222
10.71
0.00
0.00
0.0
0.00
0.00
0.00
78892.3
4329.9
296
0.0
83224
10.71
0.00
0.00
0.0
0.00
0.00
0.00
78834.5
4389.2
300
0.0
83225
10.70
0.00
0.00
0.0
0.00
0.00
0.00
78776.5
4448.5
304
0.0
83226
10.70
0.00
0.00
0.0
0.00
0.00
0.00
78718.4
4507.8
308
0.0
83227
10.70
0.00
0.00
0.0
0.00
0.00
0.00
78660.1
4567.1
312
0.0
83228
10.69
0.00
0.00
0.0
0.00
0.00
0.00
78601.6
4626.4
316
0.0
83229
10.69
0.00
0.00
0.0
0.00
0.00
0.00
78543.1
4685.8
320
0.0
83230
10.69
0.00
0.00
0.0
0.00
0.00
0.00
78484.5
4745.1
324
0.0
83230
10.69
0.00
0.00
0.0
0.00
0.00
0.00
78425.7
4804.4
328
0.0
83231
10.68
0.00
0.00
0.0
0.00
0.00
0.00
78366.9
4863.7
332
0.0
83231
10.68
0.00
0.00
0.0
0.00
0.00
0.00
78308.1
4923.0
336
0.0
83231
10.68
0.00
0.00
0.0
0.00
0.00
0.00
78249.2
4982.3
340
0.0
83232
10.67
0.00
0.00
0.0
0.00
0.00
0.00
78190.2
5041.6
344
0.0
83232
10.67
0.00
0.00
0.0
0.00
0.00
0.00
78131.2
5100.9
348
0.0
83232
10.67
0.00
0.00
0.0
0.00
0.00
0.00
78072.1
5160.3
352
0.0
83233
10.67
0.00
0.00
0.0
0.00
0.00
0.00
78013.1
5219.6
356
0.0
83233
10.66
0.00
0.00
0.0
0.00
0.00
0.00
77953.9
5278.9
360
0.0
83233
10.66
0.00
0.00
0.0
0.00
0.00
0.00
77894.8
5338.2
364
0.0
83233
10.66
0.00
0.00
0.0
0.00
0.00
0.00
77835.6
5397.5
368
0.0
83233
10.65
0.00
0.00
0.0
0.00
0.00
0.00
77775.5
5456.8
372
0.0
83233
10.65
0.00
0.00
0.0
0.00
0.00
0.00
77717.3
5516.1
376
0.0
83234
10.65
0.00
0.00
0.0
0.00
0.00
0.00
77658.1
5575.5
380
0.0
83234
10.65
0.00
0.00
0.0
0.00
0.00
0.00
77598.8
5634.8
384
0.0
83234
10.84
0.00
0.00
0.0
0.00
0.00
0.00
77539.6
5694.1
388
0.0
83234
10.84
0.00
0.00
0.0
0.00
0.00
0.00
77480.4
5753.4
392
0.0
83234
10.64
0.00
0.00
0.0
0.00
0.00
0.00
77421.1
5812.7
396
0.0
B3234
10.63
0.00
0.00
0.0
0.00
0.00
0.00
77361.8
5B72.0
400
0.0
83234
10.63
0.00
0.00
0.0
0.00
0.00
0.00
77302.6
5931.3
404
0.0
83234
10.63
0.00
0.00
0.0
0.00
0.00
0.00
77243.3
5990.6
408
0.0
83234
10.63
0.00
0.00
0.0
0.00
0.00
0.00
77184.0
6050.0
cEIVE
OL 10 2017
BY-
G.UOB512013113031-VWmin&n National GuwcftCaW13031 Infiltration Routing 10y24hr_half inrilAs

12/15/2016 Wilmington National Guard 14004
MLV Pre Developed Time of Concentration
Kirpich Method
Grassed surface overland flow
L = 500 feet
Tc = ((L 3 / H) 5) / 128)*2
H = 13 feet
Tc = 7.63 min.
use 10 min.

12/15/2016 Wilmington National Guard 13031
MLV Post Developed Time of Concentration
Kiraich Method
Concrete surface overland flow
L = 160 feet
H = 1.2 feet
Tc = ((L 3 / H)0.3115) / 128*0.4
Tc = 1.02 min.
Concrete channel flow
L = 667 feet
H = 3.8 feet
Tc = ((L 3 / H)0.385) / 128*0.2
Tc = 1.71 min.
Tc = Concrete surface overland flow + Grassed surface overland flow +
Grass channel flow + Concrete channel flow
Tc = 2.73 min.
use 5 min.
"FIECEIV
�UL 2 0 20V

10/01/2014 Wilmington National Guard 13031
MVL Simple Method -1.5" Storage Volume Calculations
Storage Volume - Non SA Waters - Minimum Volume Required
Volume of Runoff = V = (3630) (Design Rainfall Depth) (RV) (Drainage Area)
where
Rv= 0.05+0.009(IA)
Rv = Runoff Coefficient = storm runoff (inches) / storm rainfall (inches)
IA = Impervious Fraction = Impervious portion of the drainage area (acres) / Drainage area (acres)
IA=
63.5
%
Rv =
0.62
Design Rainfall Depth =
1.50
in.
Drainage Area
5.37
acres
Volume Required =
18,172
fts
Volume Provided =
18,232
f?
GNO&A2013\13031-Wilmington National Guard\Cala\13031-Storage Volume Calls 1.51nch.alm

10/01/2014MLV Wilmington National GuardCN and C Values
13031
PRE DEVELOPMENT
Determine Composite CN Value
from TR-55 Table 2-2 "Soil
Type: Sand
Description HSG
CN A (ac)
CN x A
Impervious (on -site) -
98 0.00
0.00
Wooded A
45 1.57
70.65
1.57
70.65
Composite CN Value = 45
Pre Development Composite Runoff Coefficient
Description C
A (ac)
C x A
Impervious 0.95
0.00
0
Wooded 0.15
1.57
0.2355
1.57
0.2355
Composite C Value = 0.15
POST DEVELOPMENT
Determine Composite CN Value from TR-55 Table 2-2
"Soil Type: Sand
Description HSG
CN
A (ac)
CN x A
Impervious
98
3.41
334.18
Open Space (Fair) A
39
1.96
76.44
5.37
410.62
Composite CN Value = 76
Post Development Composite Runoff Coefficient
Description C
A (ac)
C x A
Impervious 0.95
3.41
3.2395
Lawns, sandy soil, flat 0.15
1.96
0.294
5.37
3.5335
Composite C Value = 0.66
G:IJOBS12013\13031-Wilmington National GuardkCalcs\CN & C Value Calcs
Total Draina a Area
ft.
acres
233,947
5.37
Post Development Im ervious Area
Land Use
s . ft.
acres
Proposed Impervious
48,210
1.11
EAsting Impervious
40,405
0.93
Future Impervious
59,950
1.38
Total
148,565
3.41
% impervious = 0.635
= 63.5%
EcEIVE
JUL 2 0 W

DEMLR USE ONLY
Date Received
Fee Paid
Permit Number„
V
Applicable Rules:
❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply)
❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Wilmington Readiness Center Renovation North Carolina National Guard
2. Location of Project (street address):
2412 Infap= Road
City:Wihnington County:New Hanover Zip:28405
3. Directions to project (from nearest major intersection):
From the intersection of US 74 (Martin Luther King Tr. Parkway) and SR 1175 (N. Kerr Ave.), travel north
on N. Kerr Ave approx. 0.8 mile Turn left onto Control Tower Road and travel approx. 0.14 mile. Turn left
onto Infantry Road and trave approx. 0.2 mile Site is on the left.
4. Latitude:.34° 15' 47" N Longitude:770 53' 35" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWLi-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System []Other
3. If this application is -being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the 6tormwater project number,
if assigned, and the previous name of the project, if different than cufrently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control:12 ac of Disturbed Area
0404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ❑No ®Yes
If yes, see S.L. 2012-200, Part VI: http://12ortal.ncdenr.org/web/Ir/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the protect):
Applicant/Organization:State of North Carolina through the NC Dent of Public Safety. NC National Guard
Signing Official & Title:LTC Rodney Newton
b. Contact information for person listed in item 1a above:
Street Address:1636 Gold Star Drive
City:Ralgigh State:NC Zip:27607
Mailing Address (if applicable):
City: State: Zip:
Phone: (919 ) 664-6062 Fax: ( )
Email:[e-mail]
c. Please check the appropriate box. The applicant listed above is:
Z The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (Phis is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City:,
State: Zip:
Phone: ( ) Fax:
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Construction and Facility Management Office, NC National Guard
Signing Official & Title:Rex W. Williams, Senior Project Manager
b. Contact information for person listed in item 3a above:
Mailing Address:1636 Gold Star Drive, Suite 2600
City:Ralei h State:NC Zip:27607
Phone: (919 ) 664-6062
Email:Rex.w.williams.nWmail.mil
4. Local jurisdiction for building permits:
Point of Contact:
Fax: ( )
BY:
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
I. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Sheet flow into drop and curb inlets to a proposed infiltration basil
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 41.29 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:41.29 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the batiks of streams and rivers, the area below the Normal High Water (NHV\o line or Mean High Water
(MHVV) line, and coastal wetlands landward from the NHW (or MHW) Iine. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands Iandward of the NHW (orMHA9 line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =18.28 %
9. How many drainage areas does the project have?1 (For high density, count 1 for each proposed engineered
storntwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area _
Drainage Area _
Drainage Area _
Receiving Stream Name
UT to Smith
Creek
Stream Class
C;Sw
Stream Index Number *
18-74-63
Total Drainage Area (so
233,947
On -site Drainage Area (so
233,947
Off -site Drainage Area (so
-
Proposed Impervious Area** (so
148,565
% impervious Area**(total)
63.5
Impervious" Surface Area
Drainage Area 1
Drainage Area _
Drainage Area _
Drainage Area _
On -site Buildings/Lots (so
-
On -site Streets (sf)
-
On -site Parking (so
48,210
On -site Sidewalks (sf)
-
Other on -site (sf)
-
Future (so
59,950
Off -site (sf)
-
Existing-BUA*** (so
40,405
Total (sf):
148,565
* Stream Class and Index Number can be determined at: http //portal nctienr.orq/weh/ziW/ s/csu/ctasstpcattons
Impervious area is defined as the built upon area including, but not limited to, buildings, roads; parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

' *Report only that amount of existing BUA that will remain afte-e development. Do not report any existing BUA that
is to be removed and which will be replaced by new B UA.
11. How was the off -site impervious area listed above determined? Provide documentation. NA
Proieets in Union County: Contact DEMLR Central Offlice staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15,f NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhgp://portaLncdenr.org/web/­wq/ws/su/bmg-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
htq2:1 /portal.ncdenr.org/ web/wq /ws /su/statesw/ forms does. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive onlinemap athM://portal.ncdenr.org/web/n/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from ht!p://portal.ncdenr.org/web/wq/ws/su/statesw/forms dots.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants V r
Form. (if required as per Part VH below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP:
4. Permit application processing fee of $505 payable to NCDENR. (For an Express revieiv, refer to io - i
http://www.envheIR.org/pages/onestol2exRress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1h mile of the site boundary, include the 1h
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW Iines.
o Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
L Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify t: ,'; J'
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWl' prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book:1121 Page No: 0020
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
h!tp://www.secrgjLr
,ystate.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from http•//portal ncdenr ore/web/Ir/state-stormwater-
forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the Iand, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Philh_p G. Tripp, P.E.
Consulting Firm: Tripp Engineering --
Mailing Address:419 Chestnut Street
City:Wilmington
Phone: (910 ) 763-5100
Email:trippeng@ec rr com
State:NC Zip:28401
Fax: [phone]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or hjpe name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or hjpe name of person
Iisted in Contact Information, item 1a) with (print or type name of organization listed in
Contact Information, item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity Iisted in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
Iease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
a Notary Public for the State of , County of
. do hereby certify that
personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person Iisted in Contact Information, item 1 a) Rodney Newton
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000 and any other applicable state stormwater requirements.
Signature: _ /) . /L ` Date:
I, �� t.`f \ a Notary Public for the State of . �' ( 6� X 1t !1[f. , County of
Vb.do hereby certify that KYLN uk .L personally appeared
before me this day of � .��-� Ui �.1 , and acknowledge the due execution of the application for
a stormwater permit. Witness any hand and official seal, �- d'-'- tZ L�^—
SEAL
My commission expires��1
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

s
Permit No.�)U.J c '4 J y oo
(to be provided byDWQ)
QF WATF9
® STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WC®ENR 401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project Name
Wilmington National Guard
Contact Person
Phil Tripp
Phone Number
910-7635100
Date
10/9/2014
Drainage Area Number
1
II. DESIGN INFORMATION
Site Characteristics
Drainage area
233,947.00
fe
Impervious area
148,565.D0
it'
Percent impervious
63.50
%
Design rainfall depth
1.50
in
Peak Flow Calculations
1-yr, 24-hrrainfall depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr discharge
Post -development 1-yr, 24-hr discharge
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non -SA Waters
Minimum design volume required
Design volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr runoff volume
Minimum required volume
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SH WT elevation
Basin Design Parameters
Drawdown time
Basin side slopes
Basin bottom elevation
Storage elevation
Storage Surface Area
Top elevation
Basin Bottom Dimensions
Basin length
Basin width
Bottom Surface Area
3.76
in
3.90
in/hr
0.92
ft3/sec
13.82
ft3/sec
12.90
ft3/sec
18,172.00 tO
18,232.00 ft3 OK for non -SA waters
ft3
ft3
ft3
ft3
ft3
sand
1.20
inlhr
5.50
fmsl
0.43
days OK
3.00
:1 OK
7.50
fmsl OK
8.00
fmsl
18,670.00
fe
13.00
fmsi
175.00
It
130.00
It
17,794.00
fe
Form SW401-Infiltration Basin-Rev.5 11Apr2011 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
Additional Information
Maximum runoff to each inlet to the basin?
LNU ac-in
OK
Length of vegetative filter for overflow
na t
OK
Distance to structure
35.00 It
OK
Distance from surface waters
1,300.00 It
OK
Distance from water supplyweil(s)
100+ t
OK
Separation from impervious soli layer
2.OU It
OK
Naturally occuring soil above shwt
2.00 It
OK
Bottom covered with 4-in of clean sand?
y (Y or N)
OK
Proposed drainage easement provided?
y (Y or N)
OK
Capures all runoff at ultimate build -out?
y (Y or N)
OK
Bypass provided for larger storms?
na (Y or N)
OK
Pretreatment device provided
drop inlet
Fonn SW4o1-Infiltration Basin-Rev.5 11Ap2n11 Parts I. & II. design Summary, Page 2 of 2

` l
Permit Number:__
(to be provided by DYVO
Drainage Area Number:_._
Infiltration Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
--- The drainage area will be carefully managed to reduce the sediment load to the
infiltration basin.
— Immediately after the infiltration basin is established, the vegetation will be
watered twice weekly if needed until the plants become established (commonly
six weeks).
— No portion of the infiltration basin will be fertilized after the initial fertilization
that is required to establish the vegetation.
--- The vegetation in and around the basin will be maintained at a height of
approximately six inches.
After the infiltration basin is established, it will be inspected once a quarter and within
24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to
infiltration basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe or
The pipe is clogged (if
Unclog the pipe. Dispose of the
Swale
applicable).
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to
swale (if applicable).
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Form SW401-Infiltration Basin O&M-Rev.3 Page 1 of 3

BMP element:
The forebay
The main treatment area
The embankment
The outlet device
The receiving water
Potential problem:
Sediment has accumulated
and reduced the depth to 75%
of the original design depth.
Erosion has occurred or
riprap is displaced.
Weeds are present.
A visible layer of sediment
has accumulated.
Water is standing more than
5 days after a storm event.
Weeds and noxious plants are
growing in the main
treatment area.
Shrubs or trees have started
to grow on the embankment.
An annual inspection by an
appropriate professional
shows that the embankment
needs repair.
Clogging has occurred.
The outlet device is damaged
Erosion or other signs of
damage have occurred at the
outlet.
How I will remediate the problem:
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand. If pesticides are used, wipe
them on the plants rather than
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP. Replace any media that
was removed in the process.
Revegetate disturbed areas
Replace the top few inches of filter
media and see if this corrects the
standing water problem. If so,
revegetate immediately. If not,
consult an appropriate professional
for a more extensive repair.
Remove the plants by hand or by
wiping them with pesticide {do not
Remove shrubs or trees
Make all needed repairs.
Clean out the outlet device. Dispose
of the sediment off -site.
Repair or replace the outlet device.
Contact the NC Division of Water
Quality 401 Oversight Unit at 919-
733-1786.
Form SW401-Infiltration Basin O&M-Rev.3 Page 9. of 3

State Stormwater Management Systems
Permit No. SW8 140906
Wilmington Readiness Center Renovation North Carolina National Guard
Stormwater Permit No. SW8140906
New Hanover County
Designer's Certification
I, , as a duly registered in the State of North Carolina,
having been authorized to observe (periodically/ weekly/ full time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of my abilities, due care
and diligence was used in the observation of the project construction such that the construction was observed to be
built within substantial compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification;
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 140906
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 bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the 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. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc; NCDENR-DEMLR Wilmington Regional Office
Inspector, New Hanover County Building Inspections
Page 7 of 7

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For DEQ Use ONLY
Reviewer:
North Carolina Department of Environmental Quality Submit:%
Request for Express Permit Review `)
Time:
i
Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application
package of the project location. Please include this form in the application package.
• Asheville Region Alison Davidson 828 296-4698;alison.davidson®ncdenr C ov
• Fayetteville or Raleigh Region -David Lee 919-791-4203; davidleefncdenrgov
■ Mooresville or Winston Salem -Marcia Allocco 704-235-2107; marcia.alloccofncdenr.00v
• Washington Region -Lyn Hardison 252-948-3842 or lyn.hardisonfncdenr.gov
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron.weaver@ncdenr.00v
NOTE Project application received after 12 noon will be stamped in the following work day.
Project Name: NATIONAL GUARD READINESS CENTER County: NEW HANOVER
Applicant: VICKIE DUDICK Company: NORTH CAROLINA NATIONAL GUARD
Address: 1636 GOLD STAR DRIVE City: RALEIGH, State: NC Zip: 27607-_ /off
Phone: [phone], Fax: = Email: [e-mail] 7'
Physical Location:2412 INFANTRY ROAD, WILMINGTON NC M
related to this Prc;ect
SW 140906
St"J
SW
NPDES
NPDES
V."Q
WQ
E&S NEWHA-015-00
E&S
Other
Project Drains into SMITH CREEK waters — Water classification C, SW (DWR Surface Water Ciasr>ifica!iors Va")
Project Located in CAPE FEAR River Basin. Is project draining to class ORW waters? N, within Yz milic and draininc to class SA waters N or within 1 mile
and draining to class HQW waters? N JUN 1 4M
Engineer/Consultant: JAMIE E. GOLLINGS Company: JACOBS
Address:111 CORNING ROAD, SUITE 200 City: CARY, State: NC Zip: 27518 _
Phone: [phone], Fax: [phone], Email: lamie.gollings�iacobs.com
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE �
$10000000.00 #181 JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (Sl YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ® General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
® High Density -Detention Pond 3 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems/® MOD:❑ Major ElMinor ElPlan Revision ❑ Redev. Exclusion SW 140906 (Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 7_0 acres to be disturbed. (CK # & Amt. (for DEQ use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request
Wetlands on Site ❑ Yes ❑ No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
Received from US ACOE ❑ Yes ❑ No
DEQ ure
Fee Split for multiple permits: (Check#
Buffer Impacts: ❑ No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ❑ No
404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
Total Fee Amount S
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter,_
$
NCDEQ EXPRESS March 2016

JACOBS
Subject Stormwater Narrative
Attention Cameron Weaver, NCDEQ
From Jamie Gollings
Date June 6, 2017
Copies to:
111 Corning Road, Suite 200
Cary, North Carolina 27518
United States
T +1.919.859.5000
F +1.919.859.5151
www.jacobs.com
Project Name NATIONAL GUARD READINESS
CENTER
Project No. F6W72100
National Guard - LTC Rodney Newton; MAJ Kent Caldwell; Mr. William Burriola; Mr Brian
Ruff; Ms. Vickie Dudick
Jacobs — Jim Kurtz; Paul Langenfeld; Tom Wainwright
The North Carolina National Guard plans to demolish the existing Readiness Center located at 2412
Infantry Road and construct a new Readiness Center facility in the same location. The project generally
includes demolition of the existing building, construction of the new building, site utilities, improvement of
the previously permitted military vehicle parking area, and supporting facilities.
The project was planned and permitted for Stormwater (SW8 140906) and Land Disturbance (NEWHA-
2015-007) as a renovation to the existing building renovation with the addition of military vehicle parking.
The construction scope associated with the Stormwater and Land Disturbance Permits has been
executed. From a Stormwater perspective, water quantity and quality compliance was permitted through
the implementation of an infiltration basin. The infiltration basin included capacity for the immediately
planned impervious cover plus some additional capacity for future impervious cover. From a Land
Disturbance perspective, the extent of work from the original permit has been previously executed and
the project team anticipates that a new permit will be issued vs. a permit modification.
As the project has been rescoped to remove the existing building and create a significantly larger facility,
the basis of design for the permitted infiltration basin is no longer applicable to the project and as such the
project requires a modification to the existing Stormwater Permit. Furthermore, the existing infiltration
basin is not performing as anticipated in the design and is holding water for extended periods of time.
Given this site's immediate proximity to Wilmington International Airport, standing water creates
conditions unfavorable to safe airport operations due to reflectivity and attraction of waterfowl.
The combination of site hydrologic conditions and proximity to the airport result create a situation where
the only option to meet stormwater quality and quantity requirements is a sand filter / dry pond treatment
train. The sand filters act as primary stormwater control measures (SCM's) providing water quality
treatment and the dry pond provides peak flow attenuation from new development. Refer to plans for
more information on the location of the proposed sand filters and dry pond.
1�c ..:, Eng'fiv�ei'n.o Grouts ,nc.

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g I NATIONAL GUARD READINESS CENTER
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wPROJECT NO. 85498371301
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WILMINGTON, NORTH CAROLINA.

NCDENR,
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
October 14, 2014
LTC Rodney Newton
State of North Carolina through the NC Dept. of Public Safety, NC National Guard
1636 Gold Star Dr.
Raleigh, NC 27607
Subject: Stormwater Management Permit No. SW8140906
(Wilmington Readiness Center Renovation North Carolina Ntationai Guard
High Density Commercial Infiltration Basin Project
New Hanover County
Dear LTC Newton:
John E. Skvarla. IiI
Secretary
The Wilmin n Regional Office received a complete State Stormwater Management Permit Application for Wilmington
Readiness tenter Renovation North Carolina National Guard on October 13, 2014. Staff review of the plans and
specifications has determined that the project; as proposed, will comply with the Stormwater Regulations set forth in
Session Law 2008-211 and Title 15A NCAC 21-1.1000. We are forwarding Permit No. SW8140906 dated October 14,
2014, for the construction, operation and maintenance of the BMP`s and built -upon area associated with the subject
project.
This permit shall be effective from the date of issuance until October 14, 2022, and shall be subject to the conditions and
limbtiuns as specified therein. Please pay special attention to the conditions listed in this permit regarding the Operation
and Maintenance of the BMP(s), recordation of deed restrictions, certification of the BMP's, procedures for changing
ownership, transferring the permit, and renewing the permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system, to record deed restrictions, to certify the BMP's, to transfer the
permit, or to renew the permit, will result in future compliance problems
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an
adjudicatory hearing by filing a written petition with the Office of Administrative Hearings (OAH). The written petition must
conform to Chapter 150E of the North Carolina General Statutes, and must be filed with the OAH within thirty (30) days of
receipt of this permit. You should contact the OAH with a!! 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 91 -431-
3000, or visit their website at www.NCOAH.com. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact Kelly Johnson in the
Wilmington Regional Office at [phone].
Sincerely,
=- Tracy is, P.E., .Director
Division of Energy, Mineral and Land Resources
GDS/kpj: G:0Q1SharedlStormwater\Permits & Projects120141140906 HD01410 permit 140906
cc: Mr. Phillip G. Tripp, PE
Inspector, New Hanover County Building Inspections
New Hanover County Engineering
Division of Coastal Management
Wilmington Regional Office Stormwater File
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28406 - [phone] / Fax: [phone]

State Stormwater Management Systems
Permit No. SW8 140906
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AHD i4ATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AHD LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DEPSITY COMMERCIAL DEVELOPMENT
In accordance with the provasons 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
State o North Carolina through the NC Department of Public Safety, NC National Guard
Wilmington Readiness Center Renovation North Carolina National Guard
2412. Infantry Rd, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of one (1) infiltration basin in compliance with the provisions of Session Law
2008-211 and 15A NCAC 2H .1000 (hereafter the "stormuvaterrules`) and the approved stormwater management
plans and specifications and other supporting data as attached and on file with and approved by the Division and
considered a part of this permit.
This permit shall be effective from the date of issuance until October 14, 2022, and shall be subject to the following
specified conditions and limitations:
1. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of s�ormwater described in the application
and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described in
Section 1.8 of this permit. The stormwater control has been designed to handle the runoff from 148,565
square feet of impervious area.
3. The basin has been designed to handle the 10 year 24 hour design storm without discharging therefore
neither an LSIVFS nor an offline bypass are required.
The tract will be limited to the amount of built -upon area indicated in Section 1.8 of this permit, and as shown
on the approved plans. The built -upon area for the future development is limited to 0 square feet.
5. The runoff from all built -upon area within the permitted drainage area of this project must be directed into
the permitted stormwater control system.
6. The project shall provide a 50' wide vegetated buffer adjacent surface waters, measured horizontally from
and perpendicular to the normal pool of impounded structures, the top of bank of both sides of streams and
rivers, and the mean high water line of tidal waters.
7. Impervious area on the permitted plans that is outside of the drainage area line is not subject to State
Stormwater because it was existing development in place prior to 1988.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 140906
8, The following design criteria have been permitted for the infiltration basin and must be provided and
maintained at design condition:
Drainage Area, acres:
Onsite, ft2:
Offsite, ft2:
b. Total Impervious Surfaces, ft2:
Onsite, ft2:
Offsite, ft2:
C. Design Storm, inches:
d. Basin Depth, feet:
e. Bottom Elevation, FMSL:
f. Bottom Surface Area, ft2:
g. Max Stage Elevation of 10yr24hr storm, ft:
h. Permitted Storage Volume (1.5inch), ft3:
ik. Type of Soil:
j. Expected Infiltration Rate, in/hr:
k. Seasonal High Water Table, FMSL:
I. Time to Draw Down, days:
M. Receiving Stream/River Basin:
n, Stream Index Number:
o. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
5.37
233,947
0
148,565
148,565
0
1.5
0.5
7.5
17,794
10.77
18,232
sand
1.20
5.5
0.43
UT to Smith Creek / Cape Fear
18-74-63
"C; SW11.
1. The stormwater management system shall be constructed in its entirety, vegetated and operational for its
intended use prior to the construction of any built -upon surface.
2. During construction, erosion shall be kept tv a minimum and any eroded areas of the system will be repaired
immediately. If the stormwater system is used as an Erosion Control device, it must be restored to design
condition prior to operation as a stormwater treatment device, and prior to occupancy of the facility.
The permittee shall follow the approved Operation and Maintenance Agreement in its entirety, and shall
provide and perform the listed operation and maintenance procedures at the specified intervals to assure
the permitted stormwater system functions at optimum efficiency.
4. Records of maintenance activities must be kept for each permitted BMP. The reports will indicate the date,
activity, name of person performing the work and what actions were taken.
5. The facilities shall be constructed in accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
6. All stormwater collection and treatment systems must be located in public rights -of -way, common areas or
easements. The final plats for the project will be recorded showing all such required rights -of -way, common
areas and easements, in accordance with the approved plans. Access to the stormwater facilities shall be
maintained via appropriate easements at all times.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation of
this permitted facility, a certification must be received from an appropriate designer for the system installed
certifying that the permitted facility has been installed in accordance with this permit, the approved plans
and specifications, and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for those deviations.
Page 3 of 7

State Stormwater (Management Systems
Permit No. SW8140906
8. The permittee shall submit to the Director and shall have received approval for revised plans, specifications,
and calculations prior to construction, for any modification to the approved plans, including, but not limited
to. those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater management
measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the drainage area.
C. Further deveiopment, subdivision, acquisition, lease or sale of any, all or part of the project area.
d. Filling in, altering; or piping of any vegetative conveyance shown on the approved plan.
e. The construction of any designated future BUA on the application.
9. 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.
Ill. GENERAL COWDITIONS
This permit is not traneerabie to any person or entity except after notice to and approval by the Director.
The permittee shall submit a completed and signed Name/Ownership Change Form, accompanied by the
support'ng documentation as iisted on the form, to the Division at least 60 days prior to any one or more of
the following events:
a. An ownership change including the sale or conveyance of the project area in whole or in part;
b, The sale or conveyance of the common areas to a Homeowner's or Property Owner's Association,
subject to the requirements of Session Law 2011-256;
c. Bankruptcy;
d. Foreclosure;
e. Dissolution of the partnership or corporate entity;
f. A name change of the current permitiee;
g. A name change of the project;
h. A mailing address change of the permittee;
2. Tne permittee is responsible for compliance with all permit conditions until such time as the Division
approves the transfer request.
3. Approved plans, calculations, supplement forms, operation and maintenance agreements and specifications
for this project are incorporated by reference and are enforceable parts of the permit, A copy of the
approved plans and specifications shall be maintained on file by the Permittee at ali times.
4. Any individual or entity found to be in noncompliance with the terms and conditions of this permit or with the
stormwater ra?es, is subject to enforcement action by the Division, in accordance Oth NCGS 143, Article 21.
5. The issuance of this permit does not preclude the Permittee from complying with any and all statutes, rules,
regulations, or ordinances, which may be imposed by other government agencies (local, state, and federal)
having jurisdiction.
6. to the event that the facilities fail to perform satisfactorily the Permittee shall take immediate corrective
action. including those as may be required by this Division, such as the construction of additional or
replacement stormwater management systems.
7. The permittee grants DENR Staff permission to enter the property during normal business hours for the
purpose of inspecting all components of the permitted stormwater management facility.
8. The permit issued shall continue in force and effect until revoked or terminated. 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.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater controls must follow the
guidelines established in the North Carolina Erosion and Sediment Control Planning and Design Manual.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 140906
10. The issuance of this permit does not prohibit the Director from reopening and modifying the permit, revok;ng
and reissuing the permit, or terminating the permit as allowed by the laws, rules and regulations contained in
Session Law 2008-211, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall'submit a permit renewal application at least 180 days prior to the expiration date of this
permit. The renewal request must include the appropriate documentation and the processing fee:
Permit issued this the W'- day of October 2014,
NORT-I CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
D vis- .E., Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No, SW8 140906
Wilmington Readiness Center Renovation North Carolina National Guard
Stormwater Permit No. SW8140906
New Hanover 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 con&ruction of the project;
(Project)
for _..(Project Owner) hereby state that, to the best of my abilities, due care
and diligence was used in the observation of the project construction such that the construction was observed to be
built within substantial compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specifcation:
Signature
Registration Number
Date
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 140906
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 bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the 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. All required design depths are provided,
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DEMt_R Wilmington Regional Office
Inspector, New Hanover County Building Inspections
Page 7 of 7

RCDENR
G, C �iL..!eD. Fr[rient of Env'irDilmein" and N'Mura' Resou "CCs
Pat -Crory John E. Skvarla, !I
Governor Secretary
September 29, 2014
`,ETTER OF APPROVA., -WITH MODIFICATIONS
AND E' R-70RI�ANCE RESERVATIONS
NC I�TATIONAL GUARD, DEPARTMENT OF PUBLIC SAFETY
ATTN: RODNEY NEWTOi�
1636 GOLD STAR DRIVE, SU I'1 E 2600
RALEIGH. NC 27607
RE: Project Name: WM-MINGTON READ�TESS CENTER RENOVATION NORTH
CAR.OLINA NATIONAL GUARD
Acres .Approved: 5.0
Project ID: NEWILA-2015-007
County: New Hanover. City: Wilmington
Address: Infantry Road
River Basin: Cape Fear
Stream Classification.: Other
Submitted. By: Monica. L. Valsi, E.I., Tripp Engineering, P.C.
Date Received by LQS: September. 5, 2014 and September 26, 2014
Plan Type: Institutional
Dear Mr.. Newton:
This office has reviewed the subject erosion and sedimentation control plan. We :find the plan to
be acceptable and hereby issue this Letter of Approval. The enclosed Certificate of Approval
must be posted at the job site. This plan approval shall expire three (3) years .following the date
of approval, if no land -disturbing activity has been undertaken, as is required by Title 15A
NCAC 4B .0129.
Please be aware that your project will be covered by the enclosed NPDES Construction
Storm.water General Permit NCG010000. Please become familiar with all the requirements and
conditions of this permit in order to achieve compliance.
Title 15A NCAC 4B .0118(a) requires that a copy of the approved erosion control plan be on file
at the job site. Also, this letter gives the notice required by G.S. 113A-61.1(a) of our right of
periodic inspection to ensure compliance with the approved plan.
Division of Energy, Mineral, and Land Resources
Energy Section - Geological Survey Section - Land Quality Section
127 Carding: Drive Extension Wilmington, NC 28405-PHONE: [phone]/ FAX: [phone]
Internet: hllp:ltgortal.ncdenr.oro/weblirl
An Equal Opportunity 1 Affirmative Action Employer - 50% Recycled 110% Post Consumer Paper

1-cltcr of Approval -whb Modifications and Per.orixlance. Res: rvadons
Rodney \ evvion
September 2c), 2014
Pane 2 of 4
'.North Carolina's Sedimentation Pollution C,ontroi Act is performance -oriented, requiring
protection of existing natural resources and adjoining propenies. If, following the
commencement o.f:'this project, the erosion and sedimentation control plan is inadequate to meet
the requirements of the Sedimentation Pollution Control Act of 1973 (North Carolina General
Statute I I3A.-_5l through 66), this office may require revisions to the plan and implementation of
the revisions to ensure compliance with the Act.
Acceptance and approval of this plan is conditioned upon your compliance with Federal and
State water quality laws. regulations. and rules. In addition, local city or county ordinances or
rules may also apply to this land -disturbing activity. This approval does not supersede any other
permit or approval.
Please note that this approval is based in part on the accuracy of the .information provided in the
Fira.ancial. Responsibility Form, which you provided. You are requested to ir.le an amended form
if there is any change in the information included on the form.. In addition, it would be helpful if
you notify this office of the proposed starting date for this project.. Please notify us if you plan to
have a preconstruction conference.
Your cooperation is appreciated.
Sincerely,
-;
Rhonda Hall
Assistant Regional Engineer
Land Quality Section
Enclosures: Certificate of Approval
Modifications and Performance Reservations
NPDES Permit
cc: Monica L. Valsi, E.I., Tripp .Engineering, P.C., 41.9 Chestnut Street, Wilmington, l\1C 28401

Letter of Approval with Modifications and Performance Reservations
Rodney 'newton
September 29. 2014
Page 3 of 44
MGD1Y1CA,.T. 0NS AND & .
Project Name: W1.I..MINGTON READINESS CENTER RENOVATION'NORTH CAROLINA NATIONAL GUARD
Project ID: NEWHA-2015-007
County: New Hanover
This plan approval shall expire three (3) years following the date of approval, if no land -disturbing
activity has been undertaken. as is required by Title I5A NCAC 4l3 .0129.
2. The developer is responsible for the control of sediment on -site. If the approved erosion and
sedimen' tion control measures prove insufficient. the devLlopar must take those addition -A steps
necessary to stop sediment from leaving this site. Each sediment storage device must be inspected after
each storm event. Maintenance and/or clean out is necessary anytime the device is at 50% capacity.
All sediment storage measures will remain on site and functional until all grading and final landscaping
of the project is complete.
Any and all existing ditches on this project site are assumed to be left -undisturbed by the proposed
development unless otherwise noted. The removal of vegetation tiivithin any existing ditch or channel is
prohibited unless the ditch or channel is to be regarded with side slopes of 2 horizontal to 1 vertical or
less steep. Bank slopes may be mowed, butstripping of vegetation is considered new earth work and is
subject to the same erosion control requirements as new ditches.
4. The developer is responsible for obtaining any and all permits and approvals necessary for the
development of this project prior to the commencement of this land disturbing activity. This could
include our agency's Stotmwater regulations and the Division of Water Resources' enforcement
requirements within Section 401 of the Clean Water Act, the U.S. Army Corps of Engineers'
jurisdiction of Section 404 of the Clean Water Act, the Division of Coastal Management's LAMA
requirements. the Division of Solid Waste Management's landfill regulations, the Environmental
Protection Agency and/or The U.S. Army Corps of Engineers jurisdiction of the Clean Water Act, local
County or Municipalities' ordinances, or others that may be required. This approval cannot supersede
any other permit or approval; however, in the case of a Cease and Desist Order from the Corps of
Engineers, that Order would only apply to wetland areas. All highland would still have to be in
compliance with the N,C. Sedimentation Pollution Control Act.
5. If any area on site falls within the jurisdiction of Section 401 or 404 of the Clean Water Act, the
developer is responsible for compliance with the requirements of the Division of Water Resources
(DWR), the Corps of Engineers and the Environmental Protection Agency (EPA) respectively. Any
erosion control measures that fall within jurisdictional wetland areas must be approved by the
aforementioned agencies prior to installation. The Land Quality Section must be notified of a
relocation of the measures in question to the transition point between the wetlands and the uplands to
assure that the migration of sediment will not occur. If that relocation presents a problem or contradicts
any requirements of either DWR, the Corps, or the EPA, it is the responsibility of the developer to
inform the Land Quality Section regional office so that an adequate contingency plan can be made to
assure sufficient erosion control remains on site. Failure to do so will be considered a violation of this
approval.

Lester oi' Allpro\ al «.it.in Nllodi.-_5ca.ions and Peribrin tnce Reser4' ttons
Rodnev Ne-%vton
September 29. 2014
Wage 4 of 4
6. Any borrow material brought onto this site must be from a legally operated mine or other approved
source. Any soil waste that leaves Lhis site can be transported to a permitted mine or separately
permitted construction sites v,,ithout additional permits. Disposal at imy other locatior: would have to be
included as a permit revision for this approval.
7. This permit allow,Ns for o landd-isiuribmice. as called for on the application plan, not to exceed 5_0 acres.
Exceeding that acrea.g:; wilt bt violation of this permit and would require a revised plan and additional
application fee. Any addition in impervious surface. over that already noted on the approved plan.
'Mould also require a revised plat: to vitrify the appropriateness of the erosion control measures and
storirwater retention treasures.
8. The construction detail. for the proposed silt fence requires reinforcing wire and steel posts a maximum
of eight (8) feet apart. Omission of the reinforcing wire is a construction. change that necessitates more
posts for support; i.e.. the spacing Jistance needs to be reduced to no greater than s:x (6) feet apart.
9. Because the sediment traps and basins are shown on the plan as the primary sedimentation and erosion
,=trot devices on this project, it is necessary that the traps and basins and their collection systems be
ins�alled before any other grading takes place on site, and that every structure that receives more than
one acre of drainage is built so that each dewaters only from the surface. if that proves to be
impractical, a revised plan must be submitted and approved that addresses erosion and sediment control
needs during the interim period until the traps and basins are fully functioning.
10. A graveled construction entrance must be located at each point of access and egress available to
construction vehicles during the grading and construction phases of this project. Access and egress
from the project site at a point without a graveled entrance will be considered a violation of this
approval. Routine maintenance of the entrances is critical.
11.. As a condition of the provided NPDES General Storrriwater Permit, groundcover stabilization must
meet specific time frames. Slopes (including cuts, fills, and ditch banks) that are steeper than 3
horizontal to I vertical left exposed will, within seven (7) calendar days after completion of any phase
of grading, be provided with groundeover. Slopes that are 3 horizontal to I vertical or flatter will be
provided with groundcover within fourteen (14) calendar days.
12. As a part of routine monitoring of the approved land -disturbing activity, the financially responsible
party shall assure inspections of the area covered by the approved plan after each phase of the plan has
been completed and after establishment of temporary ground cover in accordance with North Carolina
General Statute 113A-54.1(e).

Weaver, Cameron
From: Gollings, Jamie E. <[e-mail]>
Sent: Wednesday, May 31, 2017 7:59 AM
To: Weaver, Cameron
Cc: vickie.a.dudick.nfa@maiLmil; MAJ Kent Caldwell USARMY NCARNG;
[e-mail]; Ruff, Brian P Sr NFG NG NCARNG (US);
[e-mail]; Langenfeld, Paul; Wainwright, Thomas J.
Subject: National Guard Readiness Center - Express Review Request
Attachments: REQUEST FOR EXPRESS form FINAL.docx; EC Permit.pdf, WilmNationalGuard SW
Permit.pdf
Cameron,
Please find attached a request for Express Review for stormwater and erosion control. The project will include a
modification to the existing stormwater permit and there was a previous erosion control permit granted for the site
both are attached.
Please let us know your staff's earliest availability for an Express Review for this project and anything that you may need
from us to proceed.
Thank you in advance,
Jamie E. Gollings, PE I Civil Engineer
J_ACOBS
CI fi e: 111 Corning I-io&d, .Suite 200, v lr- N!"
::n Start: �:3if(:�:41.'.g.�;`�.c•id2
[e-mail] i www.macobs.com
NOTICE -'""k COMITI !':'CDUC-1 mi::,, c]n:- on( rJJ:. 1;':%:7;i.?lf ::!i i'?"' i=; for. ub Kok. Cr:'. of'I'Le: intcindfr (i rccipient. r,`Pr
ui :vdnbl, copying or cis`.ribut,�n c;, c:: -: ��e on ti's im :ssage by �r.'nt�r:�ea reriF;crtc is str`. �I. �:', h't teQ. if you i1av� . _� .::0 tl1i
r;cessage in crror, ^ie r::.:y L•> Imr.:, iutc:ly Ly rc �.Iyinra to'd i1�, ':s,?gc : r.i (i. k'Linn is Sior:'f..' COrri:;'ti d'.

MEMORY TRANSMISSION REPORT
FILE NO.
DATE
TO
DOCUMENT PAGES
START TIME
END TIME
PAGES SENT
STATUS
448
08.02 08:00
ft 919198595151
10
08.02 08:00
08.02 08:07
10
OK
TIME :08-02-2017 08:07
FAX NO.1 :9103502004
NAME :Mainfax

JACOBS
TO: Kelly Johnson
NCDEQ
127 Cardinal Drive Extension
Wilmington, NC 27601
FROM: Jamie Gollings
DATE:
FAX:
Cc:
LETTER OF TRANSMITTAL
7/18/17
919.600.1163
PHONE: [phone]
PROJECT: North Carolina National Guard Readiness Center
PROJECT#: NA
Please find the following items for: Transmitted via:
0 Review and Comment 0 Fax # Of Fax pages
0 Approval 0 Mail
❑ Pick-up ❑Hand
Delivery
0 Your Use 0 Fed -Ex
COPIES
DATE
DESCRIPTION
1
7/18/17
Stormwater Report
2
N/A
Plan Set
REMARKS:
Please find the attached for your use. Please let me know if you need anything else.
JACOBS ENGINEERING GROUP INC., 111 CORNING ROAD, SUITE 200, CARY, NC 27518
TELEPHONE [phone] FAX [phone]

Casmer, Jo
From: Casmer, Jo
Sent: Wednesday, July 12, 2017 9:01 AM
To: '[e-mail]'
Cc: Weaver. Cameron ([e-mail])
Subject: Wilmington National Guard Readiness Center - SW8 140906
Attachments: SW8140906 Permit Fee Receipt.pdf
I understand from Cameron Weaver that you wish to have a receipt for the permit fee paid for the captioned project
application. It is attached as requested.
Jo Casmer
Administrative Assistant for DEMLR/Stormwater Section
North Carolina Department of Environmental Quality
Department of Environmental Assistance & Customer Service
910 796-7336 office
910 350-2004 fax
io. casmerAncdenr.gov
127 Cardinal Drive Extension
Wilmington, NC 28405
A1 01. -'>-",Nothing Compwes,,,-
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

Energy. Mineral
LandResources
ENVIMMMENTAL d11A0.1TY
ROY COOPER
GoWma
MICHAEL S. R.EGAN
$fty aoy
TRACY DAVIS
UrnK lol
PERMIT PAYMENT .RECEIPT
Check No: 221.
Check Date: 7/11 i-1017
Clieck Amount- $4,000.00
Received From: Jamie E. Gollings
Received On: 71,11 /20 f 7
For: 5tortx>:water Permit SW8 140906 Express M- Ajor Modification;
National Guard Readiness Center (Wilmingtoril
Balance Due: $0.00
Slate of Noilh L o ol+n:t tit rna �:•;rnaa r1t litr T f+C 9°�, Alit.:Ta! aj:u! two kesa �rcc s
4�'t!mi{x�ton Reaiona! if7;3ct• . !:�; i'a�AL;att)r'��i �x!cncor i ;L',1r,�ilxfiry:. �C 7E;•,i!

Weaver, Cameron
From: Taylor, Kenneth
Sent: Thursday, July 06, 2017 2:25 PM
To: Weaver, Cameron
Subject: FW: Wilmington MILCON Environmental Reviews
Cameron Weaver,
I attended a meeting last week with LTC Cale Moody concerning the North Carolina National Guard Wilmington
Readiness Center MILCON project. This is a $15 million Federally funded of FY13 funds must be award by 30 September.
He asked me to see if th July 25 at 110C for project review could be moved o July 11th s that a 17 August
solicitation could be done. m e if the earlier date of July 11th. Wo e p ssi le. Thank you for your
assistance.
LTC Moody's follow-up e-mail is shown below.
Kenneth
Dr. Kenneth B. Taylor, PG
State Geologist of North Carolina
N.C. Geological Survey
North Carolina Department of Environmental Quality
919 707-9211 office
919 390-4767 mobile
[e-mail]
Archdale Building 5th Floor, Suite 527
512 N Salisbury St, Raleigh, NC 27604
1612 Mail Service Center
Raleigh, NC 27699-1612
Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be disclosed
to third parties.
-----Original Message -----
From: Moody, Cale D LTC USARMY NG NCARNG (US) [mailto:[e-mail]]
Sent: Thursday, July 06, 2017 12:13 PM
To: Taylor, Kenneth <[e-mail]>
Subject: Wilmington MILCON Environmental Reviews

Dr. Taylor,
I just wanted to touch base with you on the discussion we had last week at the NCEM Energy Retreat regarding possibly
getting the erosion control and storm water environmental reviews with DEQ scheduled earlier. They are currently
scheduled for 25 JULY and if we could get them scheduled for on or around 11 July 2017 that would be awesome. As I
mentioned this is FY13 money and if not awarded by 30 SEP 2017, we will lose the $15M funding. Appreciate your
assistance greatly.
Thank you,
Cale D. Moody, PLS
LTC, EN
Fulltime: CFMO Deputy/Business Manager
Office: [phone]
M-Day: CDR, 105th EN BN (RHINO 6)
Office: [phone]
Mobile: [phone]
[e-mail]

Weaver, Cameron
From: Dudick, Vickie A NFG NG NCARNG (US) <[e-mail]>
Sent: Tuesday, June 27, 2017 4:28 PM
To: Weaver, Cameron
Cc: Scott, Georgette; Newton, Rodney D LTC USARMY NG NCARNG (US); Burriola, William S
H CW2 USARMY NG NCARNG (US); Gollings, Jamie E.
Subject: RE: [Non-DoD Source] RE: National Guard Readiness Center Wilmington Express Review
Cameron- Per our conversation this afternoon, the NCARNG would like to
switch the Jacksonville express review with Wilmington's review date. This
puts Wilmington submittal meeting scheduled for 7/25 @ 11am at the
Wilmington
DEq office and Jacksonville scheduled for 8/2. Thank you for your
consideration.
Vickie A. Dudick
Director of Environmental Management
North Carolina National Guard
1636 Gold Star Drive
Raleigh, NC 27607
984-664-6186
[e-mail]
-----Original Message -----
From: Weaver, Cameron[mailto:[e-mail]]
Sent: Tuesday, June 27, 2017 9:38 AM
To: Dudick, Vickie A NFG NG NCARNG (US) <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Newton, Rodney D LTC
USARMY NG NCARNG (US) <[e-mail]>; Burriola, William S II
CW2 USARMY NG NCARNG (US) <[e-mail]>
Subject: [Non-DoD Source] RE: National Guard Readiness Center Wilmington
Express Review
All active links contained in this email were disabled. Please verify the
identity of the sender, and confirm the authenticity of all links contained
within the message prior to copying and pasting the address to a Web
browser.
Hi Vickie

Cameron- Any update on the Express Review for the NCARNG permits? Is the
NCARNG on the schedule or do you need anything additional from us? Has
another Reviewer been assigned? Thank you for your prompt attention.
Vickie A. Dudick
Director of Environmental Management
North Carolina National Guard
1636 Gold Star Drive
Raleigh, NC 27607
984-664-6186
[e-mail] < Caution-mailto:[e-mail] >
-----Original Message -----
From: Weaver, Cameron [Caution-mailto:[e-mail] <
Caution-mailto:[e-mail] > ]
Sent: Thursday, June 15, 2017 3:21 PM
To: Dudick, Vickie A NFG NG NCARNG (US) <[e-mail] <
Caution-mailto:[e-mail] > >
Cc: Scott, Georgette <[e-mail] <
Caution-mailto:[e-mail] > >
Subject: [Non-DoD Source] RE: National Guard Readiness Center Wilmington
Express Review
All active links contained in this email were disabled. Please verify the
identity of the sender, and confirm the authenticity of all links contained
within the message prior to copying and pasting the address to a Web
3

Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: Caution-Caution-http://deq.nc.gov/
DEACS NEW WEBSITE:
Caution-Caution-http://deq.nc.gov/about/divisions/environmental-assistance-c
ustomer-
service
E-mail correspondence to and from this address may be subject to the North
Carolina Public Records Law and may be disclosed to third parties.
-----Original Message -
From: Dudick, Vickie A NFG NG NCARNG (US)
[Ca ution-Caution-mailto:vickie.a.dudick.nfg@mail. mi1]
Sent: Thursday, June 15, 2017 2:48 PM
To: Weaver, Cameron <[e-mail] <
Caution-mailto:[e-mail] > >
Cc: Burriola, William S II CW2 USARMY NG NCARNG (US)
<[e-mail] <
Caution-mailto:[e-mail] > >
Subject: RE: National Guard Readiness Center Wilmington Express Review
E

Weaver, Cameron
To: [e-mail]
Cc: Dudick, Vickie A NFG NG NCARNG (US); Scott, Georgette
Subject: FW: [Non-DoD Source] RE: National Guard Readiness Center Wilmington Express
Review
Hi LTC Moody:
After hearing third -hand about your situation, I wanted to reach out to you directly. We make every effort to
accommodate schedules, but reviews are scheduled based on when the requests are received in our system and are
spaced to allow the individual attention that is needed to expedite the application reviews. We have a very limited staff
available to conduct Express Reviews. In this case, after conversing via emails with Ms. Dudick, the review was already
been moved up once in our scheduling by more than a week by switching with the NGRC project in Jacksonville.
I have now reached out to additional staff to see if they can accommodate your request.
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office NCDEQ-Division of Environmental Assistance and
Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910 796-7303
NCDEQ NEW WEBSITE: http://deq.nc.gov/
DEACS NEW WEBSITE: http://deq.nc.gov/about/divisions/environmental-assistance-customer-service
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be
disclosed to third parties.
-----Original Message ----
From: Dudick, Vickie A NFG NG NCARNG (US)[mailto:[e-mail]]
Sent: Tuesday, June 27, 2017 4:28 PM
To: Weaver, Cameron <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Newton, Rodney D LTC USARMY NG NCARNG (US)
<rodney.d.newton.mil @mail.mil>; Burriola, William S II CW2 USARMY NG NCARNG (US)
<[e-mail]>; Gollings, Jamie E. <[e-mail]>
Subject: RE: [Non-DoD Source] RE: National Guard Readiness Center Wilmington Fxpress Review
Cameron- Per our conversation this afternoon, the NCARNG would like to switch the Jacksonville express review with
Wilmington's review date. This puts Wilmington submittal meeting scheduled for 7/25 @ 11am at the Wilmington DEQ
office and Jacksonville scheduled for 8/2. Thank you for your consideration.
Vickie A. Dudick
Director of Environmental Management
North Carolina National Guard
1636 Gold Star Drive
Raleigh, NC 27607
984-664-6186

vickie.a.dudick.nfg@mail. miI
-----Original Message -----
From: Weaver, Cameron [mailto:[e-mail]]
Sent: Tuesday, June 27, 2017 9:38 AM
To: Dudick, Vickie A NFG NG NCARNG (US) <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Newton, Rodney D LTC
USARMY NG NCARNG (US) <[e-mail]>; Burriola, William S II
CW2 USARMY NG NCARNG (US) <[e-mail]>
Subject: [Non-DoD Source] RE: National Guard Readiness Center Wilmington
Express Review
All active links contained in this email were disabled. Please verify the
identity of the sender, and confirm the authenticity of all links contained
within the message prior to copying and pasting the address to a Web
browser.
Hi Vickie.
You should be hearing from Jamie Gollings, your consultant of record on the
request. This meeting has been scheduled forAugust 2 at 11 AM here at the
Wilmington DEQ offices.
Let me know of any issues
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.

Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: Caution-http://deq.nc.gov/
DEACS NEW WEBSITE:
Caution-http://deq. nc.gov/about/divisions/environmenta I -assistance -customer -
service
E-mail correspondence to and from this address may be subject to the North
Carolina Public Records Law and may be disclosed to third parties.
-----Original Message -----
From: Dudick, Vickie A NFG NG NCARNG (US)
[Caution-mailto:[e-mail]]
Sent: Tuesday, June 27, 2017 8:33 AM
To: Weaver, Cameron <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Newton, Rodney D LTC
USARMY NG NCARNG (US) <[e-mail]>; Burriola, William S II
CW2 USARMY NG NCARNG (US) <[e-mail]>
Subject: RE: National Guard Readiness Center Wilmington Express Review
Cameron- Any update on the Express Review for the NCARNG permits? Is the
NCARNG on the schedule or do you need anything additional from us? Has
another Reviewer been assigned? Thank you for your prompt attention.
Vickie A. Dudick
Director of Environmental Management
North Carolina National Guard
1636 Gold Star Drive
Raleigh, NC 27607
984-664-6186
[e-mail] < Caution-mailto:[e-mail] >

-----Original Message -----
From: Weaver, Cameron [Caution-mailto:[e-mail] <
Caution-mailto:[e-mail] > ]
Sent: Thursday, June 15, 2017 3:21 PM
To: Dudick, Vickie A NFG NG NCARNG (US) <[e-mail] <
Caution-mailto:[e-mail] > >
Cc: Scott, Georgette <[e-mail] <
Caution-mailto:[e-mail] > >
Subject: [Non-DoD Source] RE: National Guard Readiness Center Wilmington
Express Review
All active links contained in this email were disabled. Please verify the
identity of the sender, and confirm the authenticity of all links contained
within the message prior to copying and pasting the address to a Web
browser.
Hi Vickie.
The quickness of the review is directly proportional to the completeness of
the initial permit application packet that is brought to and discussed in
the submittal meeting. The review meeting is scheduled so that the reviewer
4

is able to put their attention on that particular project immediately, but
it is a balancing act between ongoing Express reviews in house already with
the reviewer and when the reviewer will be able to issue the permit from the
latest Express submittal. The 30 days covers the reasonable assumption that
two rounds of additional information will be needed from the applicant to
complete the review. The more complete the application, the faster the
overall turnaround for permit issuance.
I'll be in touch on Monday with a date that a reviewer will be able to meet
concerning the Express Review.
Let me know of any other issues.
Cameron
Cameron Weaver
Environmental Assistance Coordinator -Wilmington Regional Office
NCDEQ-Division of Environmental Assistance and Customer Service
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7303
NCDEQ NEW WEBSITE: Caution-Caution-http://deq.nc.gov/
DEACS NEW WEBSITE:
Caution-Caution-http://deq.nc.gov/about/divisions/environmental-assistance-c
ustomer-
service
5

E-mail correspondence to and from this address may be subject to the North
Carolina Public Records Law and may be disclosed to third parties.
-----Original Message -----
From: Dudick, Vickie A NFG NG NCARNG (US)
[Caution-Caution-mailto:[e-mail]]
Sent: Thursday, June 15, 2017 2:48 PM
To: Weaver, Cameron <[e-mail] <
Caution-mailto:[e-mail] > >
Cc: Burriola, William S II CW2 USARMY NG NCARNG (US)
<[e-mail] <
Caution-mailto:[e-mail] > >
Subject: RE: National Guard Readiness Center Wilmington Express Review
Cameron- Just want to clarify what you told us on the phone today- After the
DEQ office meeting and acceptance, 30 days is required for express
permitting? My understanding is the Express review for Erosion Control
averages 1.6 days and express review for Storm Water control averages 7.6
days. Please let us know if this has changed from the attached. Thank you.
Caution-Caution-http://deq.nc.gov/permits-regulations/express-permitting
-----Original Message -----
From: Dudick, Vickie A NFG NG NCARNG (US)
Sent: Thursday, June 15, 2017 1:25 PM
To: '[e-mail]'<[e-mail] <
Caution-mailto:[e-mail] > >
6

Cc: Burriola, William S II CW2 USARMY NG NCARNG (US)
<william.s.burriola.mil @mail.miI <
Caution-mailto:[e-mail] > >; Morris, Thomas S NFG NG
NCARNG (US)
<[e-mail] <
Caution-mailto:[e-mail] > >; Newton, Rodney D LTC
USARMY NG NCARNG (US)
<[e-mail] < Caution-mailto:[e-mail]
Subject: National Guard Readiness Center Wilmington
Cameron- Per our conversation today, the NCARNG requests another Reviewer to
expedite the National Guard Readiness Center Stormwater and Land Quality
Express Permit Review. This project is a Federal contract with fiscal year
2017 funds which must be executed prior to September 30, 2017. Solicitation
of bids can occur but the permits must be secured before the bids can be
opened. Please note my correct email below. Thank you for your
consideration.
Vickie A. Dudick
Director of Environmental Management
North Carolina National Guard
1636 Gold Star Drive
Raleigh, NC 27607
984-664-6186
[e-mail] < Caution-mailto:[e-mail] >

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DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
Complete and email this form to [e-mail]. If there are more than 7 areas to be tested,
attach a second sheet. Q
State Soil Scientist Confirmation Visit date/time:
Project Name: Wilmington National Guard County: New Hanover
Street Address: 2412 Infantry Road; Wilmington, NC 28405
Directions from the nearest intersection of two major roads: approx. 4200 If north
from intersection of MLK Jr Pkwy and North Kerr Ave. to Control Tower Drive to Infantry
Road: awrox. 900 If to project site
>1 acre being disturbed? ®YES ❑NO CAMA Major required? ❑YES ®NO
Consultant Name: Monica Valsi Phone: [phone]
Consultant Firm Name: Tripp Engineering, P.C.
Bore Number
1
2
3
4
5
i
a Existing Ground Elevation
14
b Proposed Bottom Elevation
7.5
I�
c Difference a minus b
6.5
I
d Add 2 ft. Min. Bore Depth)
8.5
h
e Hardpan Depth?
-
f Approx. Elev. Of SHWT
5.5
Max. lowest bottom elev.
7.5
h Infiltration Rate OK?
_
i Confirmation of SHWT *
1d
I
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant.
*State Soil Scientist Use ONLY
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Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the proposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the .impervious layer must be provided. The soils investigation does not take
the place of a soils report prepared by an appropriate professional. The Soils Scientist will only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.
S:\WQS\STORMWATER\FORMS\infiltration site visit Revised 3/08