SW8970128_HISTORICAL FILE_20170621

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 °11 G a (8
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20V) bin ZI
YYYYMMDD

Energy. Mineral &
Land Resources
EN 'I RON MEN T AL QUALITY
June 21, 2017
UNC Wilmington
Attn: Vice Chancellor for Business Affairs
c/o %lark Morgan, .Associate Vice Chancellor for Business Affairs -Facilities
601 S College Rd
Wilmington, NC 28403
ROY COOPER
Gomrm r
MICHAEL S. REGAN
Serrewy
TRACY DAVIS
Dvector
Subject: State Stormwater Management Permit No. S«'8 970128
L1VC Wilmington — Honors, International, and Privatized Housing, and Associated
Parking Lot Improvements Phase I
High Density Project
New Hanover County
Dear Mr Morgan
The Wilmington Regional Office received a complete, modified State Stormwater Management Permit
Application for the subject project on June 13, 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 (1995 Rules) as amended by Session Laxv (SL) 2006-246, SL 2008-211, and as
subsequently amended on January 1, 2017 (2107 Rules), as applicable. We are forwarding modified
Permit No SW8 970128 dated June 21. 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 attached plans to
the previously approved plan set. Please replace the previous application (SWU-101), the previous
supplement and operation and maintenance agreement with the attached modified versions
This permit shall be effective from the date of issuance until March 7, 2019 and shall be subject to the
conditions and limitations as specified therein, and does not supersede any other agency permit that ma_v
be required Please pay special attention to the permit conditions regarding the operation and
maintenance of the SCMs, stornnvater 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
Please refer to Attachment 1 for a detailed description of the current proposed major modification and a
list of all the past modifications approved during the effective period of the permit.
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.
State or North Camlina I Ermnonmental Quality. Energy. F6nerml and Land Resources
1A41mington Regional Office 1 127 Cardinal Drive Gtenslnn I Wihnington, NC 28405
Pill 796 7215

StateStormwaierPermn\o SWS970128
-- - --- - -- - -- --- - - - -- -- --- - Page 2of2
If you have any questions, or need additional tnforntatlon concernine this matter, please contact Christine
Hall in the Wilmington Regional Office, at [phone].
Sincerely,
7 Tracy Davis; RE , Director
Division of Energy, Mineral and Land Resources
Fnclosures Attachment A — Designer s Certification Form
Attachment 1 — Permnnng History
GDS/canh %Stormwater\Permits & Projects\1997\970125 HD\201 7 06 permit 970128
cc Cory George, McAdams
New Hanover County Building Inspections
Wilmington Regional Office Stormwater File
Statcof North Carolina I Envn'onmerit aI Qualfty I Energy. Mineral and Land Resumres
Wilmington Regional Office 1 127 Cardinal Drive Extension I Wilmington. NC 25405
910 796 7215

State Stormwater Management
Permit No SW8 970128
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
UNC Wilmington
Honors, International, and Privatized Housing and Associated Parking Lot Improvements,
Phase 1
Walton Drive and Community Drive, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of one (1) wet detention pond ("stormwater control
measures" or "SCMs") in compliance with the provisions of Title 15A NCAC 2H .1000 (1995 Rules)
and as amended by Session Law (SL) 2006-246, SL 2008-211, and as subsequently amended on
January 1, 2017 (2017 Rules), as applicable (collectively, 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 March 19, 2019 and shall be subject to
the following specified conditions and limitations:
I. DESIGN STANDARDS
1. 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 793,931 square feet.
2 The drainage area for the on -site stormwater system will be limited to the amount 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 area of this project must be directed into the permitted
stormwater control measure. The stormwater control measure has been designed using the
runoff treatment method to handle the runoff from 778,802 square feet of impervious area. The
built -upon area for the future development is limited to 85,000 square feet. This permit approves
15,129 square feet of built -upon area that was not able to be collected and treated in a
stormwater control measure due to grading to bypass the system.
Within the areas subject to Session Law 2006-246, a 30-foot wide vegetated buffer must be
provided and maintained adjacent to all surface waters. Within the areas subject to Session
Law 2008-211 and the 2017 rules, a 50-foot wide vegetative setback must be provided and
maintained adjacent to all surface waters. This buffer / setback is 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
Page 1 of 4

I It
State Stormwater Management
Permit No. SW8 970128
4 The stormwater control measure is 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. Decorative spray fountains will be allowed in the stormwater treatment system if documentation
is provided demonstrating that the proposed fountain will not cause resuspension of sediment
within the pond or cause erosion of the pond side slopes.
7. When using a wet pond for irrigation; it is recommended that some water be maintained in the
permanent pool; the vegetated shelf is planted with appropriate species that can handle
fluctuating conditions, and human health issues are addressed.
8 The landscape planting plan shown in the approved plans shall be followed in its entirety during
construction. After the plants are established. the operation and maintenance agreement must
be followed
It. SCHEDULE OF COMPLIANCE
1 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.
1 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
8. If final plats for the project are 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.
Page 2 of 4

State Stormwater Management
Permit No SW8 970128
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:
u. 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, and 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
1 Any individual or entity found to be in noncompliance with the provisions of a stormwater
management permit or the requirements of the stormwater rules is subject to enforcement
procedures as set forth in NCGS 143 Article 21.
2. The issuance of this permit does not preclude the permittee from complying with 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
Page 3 of 4

State Stormwater Management
Permit No SW8 970128
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.
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
57 D-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;
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 protect, 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).
Permit modified and reissued this the 2111 day of June 2017.
NORTH CARROLIN�A ENVIRONMENTAL MANAGEMENT COMMISSION
'✓ Tracy Dav P.E , Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 970128
Page 4 of 4

State Stormwater Management
Permit No SW8 970128
UNC Wilmington — Honors; Ihternational, and Privatized Housing and Associated Parking Lot
Improvements Phase 1
Stormwater Permit No. SW8 970128
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,
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
New Hanover County Building Inspections
Page 1 of 2

State Stormwater Management
Permit No. SW8 970128
General 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 All slopes are grassed with permanent vegetation.
& Vegetated slopes are no steeper than 3.1
T The inlets are located per the approved plans and do not cause short-circuiting of the
system.
8. The permitted amounts of surface area and/or volume have been provided
9. All required design depths are provided.
10 All required parts of the system are provided
11. The required dimensions of the system are provided, per the approved plan.
12. All components of the stormwater control measure are located in either recorded
common areas; or recorded easements.
Wet Pond Certification Requirements:
The outlet/bypass structure elevations are per the approved plan.
2. The outlet structure is located per the approved plans
3 Trash rack is provided on the outlet/bypass structure.
4 Required drawdown devices are correctly sized per the approved plans.
Page 2 of 2

SW8 970128 - UNC Wilmington - Honors, International, and Privatized Housing and Associated Parking Lot Improvements
Phase 1
Attachment 1 - Permitting History
Approval
Permit Action
BIMS
Description of the Changes
Comments
Dale
Version
5/13/1997
Original Approval
1.0
6/25/2002
Plan Revision
-
Revision to the site layout. No increase in BUA.
3/7/2005
A1odification
1 1
Increasing project area; drainage area, and 13UA for the
Privatized Mousing project
4/23/2008
Plan Revision
1.2
Reducing the service lot behind Wagoner I lall. 606 sf
of Future BUA made available.
Adding 42,210 sf of BUA to account for 13UA
12/19/2008
Modification
1.3
approved under SW8 080406 that is directed to this
system
Adding 3,206 sf of BUA for the construction of a
Offsite areas identified
5/5/2009
Modification
1.4
building and changes to the pavement/sidewalk related
to the reginal energy plant.
separately in the permit
* Increasing project area, drainage area, and 13UA for
Phase 1 of the parking improvements which include
expanding Lot IA and adding Lot 1 B. Including an
allocation of future BUA. Phis expansion is subject to
the 2017 Rules.
6/21/2017
Major Modification
1.5
* Clarifying the drainage area and BUA directed to the
pond to match the as -built condition. Better
documentation of adjacent permits directing runoff to
the pond.
* Increasing the size of the wet pond and re -permitting
it under the 2017 Rules.
Page 1 of 1

'N .
DEMLR USE ONLY
' Date Received
Fee Paid
Permit Number
* la 17
4G7
1 5 T 7 0 1 a
Applicable Rules:
(select all that apply)
❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
AY �' 2017
1. Project Name (subdivision, facility, or establishment name -should be consiste i project name on ans,
specifications, letters, operation and maintenance agreements, etc.):
BY:
UNC Wilmington - Honors, International, and Privatized Housing, and Associated Parking Lot
Improvements Phase 1
2. Location of Project (street address):
Walton Drive and Community Drive, adjacent to Wagoner Dining Hall
City: Wilmington County: New Hanover Zip: 28403
3. Directions to project (from nearest major intersection):
Project is located at the SE corner of the intersection of Walton Drive & Community Drvie
4. Latitude: 34' 13' 25" N Longitude: 77' 51' 56" W of the main entrance to the project.
IL PERMIT INFORMATION:
1.a.Specify whether project is (check one): ❑New ®Modification ❑ Renewal w/ Modificationt
t Renewals with modifications also requires SWU-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 numberSW8 970128 , its issue date (if known)May 13, 1997 and the status of
construction: ❑Not Started ❑Partially Completed* ®Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑LAMA Major
®Sedimentation/Erosion Control:
❑NPDES Industrial Stormwater 0404/401 Permit: Proposed Impacts
ac of Disturbed Area
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: httl2:Hportal.ncdenr.org/web/Ir/rules-and-regulations
FormSWU-101 Version Oct. 31,2013 Page Iof6

IIL CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization: UNC Wilmington
Signing Official & Title: Mark Morgan / Associate Vice Chancellor for Business Affairs -Facilities
b. Contact information for person listed in item la above:
Street Address:601 S. College Road
City:Wilmington State:NC Zip:28403
Mailing Address (if
City:
Phone: ( 910 ) 962-3761
Email: [e-mail]
State: Zip:
Fax: (910 ) 962-7140
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City: State:
Mailing Address (if applicable):
City: State:
Phone: ( ) Fax:
3. a. (Optional) Print the name and title of another contact such as the project's
person who can answer questions about the project:
Other Contact
Zip:
Zip:
Signing Official & Title:Galen Jamison PE / Project Manager v.
b. Contact information for person listed in item 3a above:
mAY 12 2017
Mailing Address:601 South College Road
City:Wilniington State:NC Zip:28403
Phone: (910 ) 962-2677
Email:[e-mail]
4. Local jurisdiction for building permits:
Point of
Fax: (910 ) 962-7140
Phone #:
Form SWU-101 Version Oct. 31, 2013 Page 2 of

'01 � IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Development onsite consists of the construction of two new parking lots. Impervious created from the
construction of the lots will be directed into the existing regional stormwater pond, which is to be modified
from the construction of this oroiect
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 Il - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 26.39 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':28.39 acres
* Total project area shall be calculated to exclude the follozing the normal pool of imppou��nded structures, the area
between the banks of streams and rivers, the area belt mo the Normal Higgh� Water (NHw) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
B. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 56.40 %
9. How many drainage areas does the project have?i (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area _
Drainage Area _
Drainage Area _
Drainage Area
Receiving Stream Name
Stream Class *
Stream Index Number
Total Drainage Area (soSee
Attachment A
On -site Drainage Area (so
Off -site Drainage Area (so
Proposed Impervious Area** s
Im ervious Area** total
Impervious— Surface Area
Drainage Area _
Drainage Area _
Drainage Area _
Drainage Area
On -site Buildings/Lots (so
On -site Streets (so
On -site Parking (so
See Attachment A
On -site Sidewalks (sf)
Other on -site (so
Future (so
Off -site (so
Existing BUA*** (so
Total (so:
' Stream Class and Index Number can be determined at: htt : ortal.ncdenr.or v+b v sa a do s
Impervious area is defined as the built upon area including, but not limited to, bt l lings, roads, parking arell
sidewalks, gravel areas, etc. Report only that amount of existing BUA that will remain after development. Do BYt rappit
__ __ that
is to be removed and which will be replaced Inj new BUA.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

C,
SW8 970128
UNW-16050
.V
E
a'
L
0
0
ATTACHMENT A
Drainage Area/Impervious Breakdown
1111asin Information^- --' j Drainage Area to Pond
Receiving Stream Name - I - UT Bradley Creek
i Drainage Area BYPASS
UT Bradley Creek_-!
i Drainage
j
Area TOTAL
UT Bradley Creek _
SC; FiQW_
-
Stream Class SC; H W SC; H W_
j- Q Q
-
iStream Index Number 1
Total Drainage Area (sf) i
On -site Drainage r
Aeas v _
_ _ _ (
Off --site Drainage Area (sf) _ --
---
18 87-24 4 (1) _!
1,480,114
-
1,186,970
- 293,144
_
18-87-24-4-(1)
j 49,626 _ _
-
j---_-49,626
1
_
18-87-24-4_-(1)
-�
_1,5_29,740 _ I
j
1,236,596
793,931
�Total Proposed Impervious Area (sf) i
Onsrte Proposed Impervious Area
778,802
669,464
15,129 --!
15-129
_
(--
684,593 ---
-
51.90%
0%
55.36%
'Total % Impervious Area ! 52.62%� ! 30.49%
--------.._-. --- --------- -
- -_ -_- - --
lOnsite % Im_pervious Area ! 56.40% 30.49%_-
Iervious S mpurface Area i Drainage Area to Pond
_
; Drainage Area BYPASS
_
Drainage Area TOTAL
On -site Buildings/Lots (st)- - -
On-site Streets (sf) !
0
0
-��
) 0
_- 0-_--
0
On -site Parking (sf)
1 2,410
81,125
_7_8,715
,On -site Sidewalks (sf) ( 1,g`' Cm
I1988-2008
9,823
410,231
1 6,941
3,688413,919
16,764
----�
2008-2017 (Clal,S �bs
63,951
j 454
i
64,405 1
SW8021218
0
0
--
0
19,7_
-12,242 ---
---------------
SW8 061204 ( I.O" 4« 19,786 0
SW8080406 ;imX a4V
ISW8020404 _ (� I sia
1SW8980427 (t� I,6„ ;a
12,242
41,857
1,814
j 0
! 0
i--- p ----P-----
I
41,85_7 I
1,814 - -- I
(@ 15"
Future -------------
i0ff--site (sf) 1988-2008 (� I,D�� -Ae`
-- --- - --- aRm
lOff-site(sf)20_08-_2017 (� 1,4„
BxistPre-1988 BUA (sfl (�I,S" �t
mg
85,000
- - - ---
29446
--
4,193 -j
--
21,744
--
0
:_ O
L -- - -- . _ --- -�-
0
1,636
--.__ -.,�
85,000
I
II
-29,446--
----
4,193
23,380
-__- Total (st); -
778,802 _
-- 15,129 _-
j
793,931
4 son R,du,
A* 1Tq5 R45
04AL ,SL aGDs-all
- 6/8/2017

11- How was the off -site impervious area listed above determined? Provide documentation.
Projects in Union Countv: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-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
http://portal.ncdenr.org/web/wg/ws/su/statesw/forms_docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms does.
Is
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part V11 below) T
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor_
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or theJ
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius 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. 1 4= C E f VE
e. North arrow. 1M
I. Scale. MAY 12 2()1)
g. Revision number and dates.
It. 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 Imp-af-twaters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished Floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
Form SWU-101 Version Oct. 31, 2013 Page 4 of

p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to de ths) as well as a man of the borin locations with the existin
11113
11.
g
P g
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to venfij the SHWT prior
to submittal, [phone].)
A copy of the most current property deed. Deed book: 7 Page No: 18
For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secreta!y.state.nc.us/Corporations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from htto://12ortal.ncdenr.org/web/Ir/state-stormwater-
forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
Vill. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer: Cortege, PE, PLS
Consulting Firm: McAdams
Mailing Address: 2905 Meridian Parkway
City: Durham State: NC Zip: 27713
Phone: (919 ) 361-5000 Fax: [phone]
Email: [e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or hype 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
listed in Contact Infonnation, item la) with (pnnt or hjpe 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
ECEINVE
MAY 1 2 2017
Page 5 of 6 BY'

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the 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.
I, , a Notary Public for the State of
do hereby certify that
before me this _ day of
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
111VA11
My commission expi
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item la) Mark Morgan
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 21-1.1000 and any other applicable state stormwater requirements.
Signature: r;G.!.tT -.. Date: S w
I/��aY1C� F Aevarrider a Notary Public for the State of County of
I'l "mer- , do hereby certify that�a 6(Y1Qti . personally appeared
before me this [Q_ day of ? a4 cP&7, an wledge the due e c tion of the application for
a stormwater permit. Witness my hand and official seal,_ Ce�
t
tF IA/ to ����i.
Not . v�;
New No!Y ttc 70
Y Ccmm�vUbS1Or CoU ty
X 07/03/201640ire,
OCAR
SEAL
My commission expires
�ECEIVE
MAY 12 20V
F.
BY:
Fomi SWU-101 Version Oct. 31, 2013 Page 6 of

o o
rb
ts

MEMORY TRANSMISSION REPORT
TIME :06-21-2017 14:27
FAX NO.1 :9103502004
NAME :Mainfax
FILE NO.
404
DATE
06.21 14:23
TO
:n 919193612269
DOCUMENT PAGES
10
START TIME
06.21 14:25
END TIME
06.21 14:27
PAGES SENT
10
STATUS
OK

MEMORY TRANSMISSION REPORT
TIME :06-21-2017 14:25
FAX NO.1 :9103502004
NAME :Mainfax
FILE NO.
403
DATE
06.21 14:23
TO
:n 99627140
DOCUMENT PAGES
10
START TIME
06.21 14:23
END TIME
06.21 14:25
PAGES SENT
10
STATUS
OK

Hall, Christine
From: Stubbs, Rebecca <[e-mail]>
Sent: Tuesday, June 13, 2017 5 32 PM
To: Hall, Christine
Cc: Perry, Daniel; George, Cory; Caldwell, James
Subject: RE: 2nd request for additional info - SW8 970128
Attachments: 2017-06-13- UNCW Parking Improvements- Sendout to C Hall pdf
Christine,
Those modifications have been made and revised package is attached
Enjoy your vacation!
Rebecca Stubbs, El I Designer I, Water Resources+ Infrastructure
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361, 5000 x224 I direct 919. 287. 0740 1 rstubbs(@mcadamsco.com
www.mcadamsco.com I linkedin I twitter I mstagram I ioin our team
U MCA.DAMS
creating experiences through experience
From: Hall, Christine [mailto:[e-mail]]
Sent: Tuesday, June 13, 2017 4:14 PM
To: Stubbs, Rebecca <[e-mail]>
Cc: Perry, Daniel <[e-mail]>; George, Cory <[e-mail]>; Caldwell, James
<ca Idwel I @ mcadamsco.com>
Subject: RE: 2nd request for additional info - SW8 970128
Thanks. A couple comments...
The supplement doesn't look like it has been updated to match the latest information. For instance:
1. The total BUA listed in the supplement doesn't match the total BUA for the site, including future.
2. The minimum required volume doesn't match the volume shown in the revised tab 5 calculations.
Also, a couple comments on the calculations:
1. 1 don't see the provided storage volume at 25.3 ft listed in the calculations anymore. Can you remind me where
in the calculations it is reported? I was trying to confirm the provided volume listed in the supplement.
2. The drawdown calculations in Tab 5 seem to use the water quality elevation (25.29 ft) instead of the provided
head (25.3 ft). The drawdown for the minimum required storage volume should be based on the provided head,
not the required head. Page 9 of Chapter B and Page 14 of Chapter A-4 of the design manual give examples. I
know its not a big deal on this one but the information needs to be consistent. It also good to keep on the radar
for other outlets where the provided storage is much more different than the required storage.
If you can take a look at these items, that would be great. I'm taking the rest of the week off and will be back on
Monday.
Christine

Christine Hall
Environmental Engineer
Division of Energy. Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
Christine. hall()ncdenr.gov
127 Cardinal Drive Ext
Wilmington, NC 28405
(Nothing Compares.
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Stubbs, Rebecca [mailto:[e-mail]
Sent: Tuesday, June 13, 2017 10:20 AM
To: Hall, Christine <[e-mail]>
Cc: Perry, Daniel <[e-mail]>; George, Cory <[e-mail]>; Caldwell, James
<ca [e-mail]>
Subject: RE: 2nd request for additional info - SW8 970128
Christine,
I have attached the updated Supplement Form and the revised WQv calculations. The numbers should now be
consistent with was shown in Attachment A.
Please let me know if you have any further questions.
Thank you!
Rebecca Stubbs, El I Designer I, Water Resources + Infrastructure
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361. 5000 x224 I direct 919. 287. 0740 [ [e-mail]
www.mcadamsco.com I linkedin [ twitter [ instagram [ join our team
'Jl M.CA oA M s
creating experiences through experience
From: Perry, Daniel
Sent: Monday, June 12, 2017 5:12 PM
To: Stubbs, Rebecca <[e-mail]>
Subject: FW: 2nd request for additional info - SW8 970128
Daniel Perry, El [ Project Manager, Water Resources
3

Hall, Christine
From: Stubbs, Rebecca <[e-mail]>
Sent: Tuesday, June 13, 2017 10.20 AM
To: Hall, Christine
Cc: Perry, Daniel; George, Cory, Caldwell, James
Subject: RE: 2nd request for additional info - SW8 970128
Attachments: 2017-06-13- UNCW Parking Improvements- Sendout to C. Hall pdf
Christine,
I have attached the updated Supplement Form and the revised WQv calculations. The numbers should now be
consistent with was shown in Attachment A.
Please let me know if you have any further questions.
Thank you!
Rebecca Stubbs, El I Designer 1, Water Resources + Infrastructure
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361. 5000 x224 j direct 919. 287. 0740 1 [e-mail]
www.mcadamsco.com I linkedin j twitter j instagram j ioin our team
'.J MCADAMS
creating experiences through experience
From: Perry, Daniel
Sent: Monday, June 12, 2017 5:12 PM
To: Stubbs, Rebecca <[e-mail]>
Subject: FW: 2nd request for additional info - SW8 970128
Daniel Perry, El j Project Manager, Water Resources
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361. 5000 x134 I direct 919. 287. 0795 j mobile [phone] [e-mail]
www.mcadamsco.com j linkedin j twitter j instagram I join our team
=j MCADAMS
creating experiences through experience
From: Hall, Christine[mailto:[e-mail]]
Sent: Monday, June 12, 2017 5:10 PM
To: George, Cory <[e-mail]>; [e-mail]; Perry, Daniel <[e-mail]>;
Galin Jamison ([e-mail]) <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: RE: 2nd request for additional info - SW8 970128

Hall, Christine
From: Hall, Christine
Sent: Monday, June 12, 2017 5'10 PM
To: George, Cory ([e-mail]); '[e-mail]'; Perry, Daniel;
Galin Jamison ([e-mail])
Cc: Weaver, Cameron
Subject: RE2nd request for additional info - SW8 970128
All,
I left Daniel a voice mail message but wanted to follow up with an e-mail. I have had a chance to look at the items
received today for the subject project and have a few follow up questions / issues:
Tab 4 of the calculations packet:
The sum of the drainage areas listed in tab 4 are 0.61 acres greater than the total drainage area listed in the summary
and presented in attachment A. Why the discrepancy? The drainage area should be a constant.
Tab 5 of the calculations packet:
The total drainage area listed in the summary is greater than the total drainage area presented in Attachment A. The
sum of the individual drainage areas also greater than both of these. In general, an allocation of future BUA does not
change the total drainage area. The intent of future BUA is that it can be used within the delineated drainage
area. Please double check the drainage are is consistent between all of these sources
Supplement:
With the recently submitted changes, shouldn't the supplement also been updated to reflect those changes? I didn't
see a copy of the revised supplement in the package.
Technically, only 2 request for additional information are allowed. I'm hoping these can be resolved quickly so this
permit can get issued. Let me know if you have any questions.
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
Christine [e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
''Nothing Compares _-
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Hall, Christine
Sent: Monday, June 05, 2017 8:43 AM

The John R. McAdams
Company, Inc.
Raleigh / Durham, NC
2905 Meridian Parkway
Durham, North Carolina 27713
[phone]
Charlotte, NC
3436 Tonngdon Way
Suite 110
Charlotte, North Carolina 28277
[phone]
�jNO
low) ,I1�
June 9, 2017
Ms. Christine Hall, Environmental Engineer
State of North Carolina Environmental Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
RECEIVER"'
JUN 12 201/
BY;
Re: UNC Wilmington Parking Improvements
Stormwater Project No.: SW8 970128
Response to Preliminary NCDEQ Review Comments
UN W-16050
The following are the response comments for the above -mentioned project.
Our response comments are in bold.
Christine Hall
1. 15A NCAC 02H.1042(2)(a)(iv): The sum of the on -site and off -site
drainage areas presented in Attachment A is 21 square feet short of the
total presented. Please confirm the total drainage area to the pond and that
it is presented consistently between the application documents.
McAdams Response: The discrepancy between total areas has been
reconciled and is consistent on all documents.
2. 15A NCAC 02H.1042(2)(f): Please confirm or provide the following
information in the calculations:
a. On the Wet Detention Basin Summary sheet, the total impervious area
to the pond is listed as being 17.77 acres. However, Attachment A
lists the total impervious area as being 777,029 square feet or 17.84
acres. It is noted that separate calculations were provided for the
future impervious allocation. If the future impervious area is not
included in this set of calculations, please confirm the information is
consistent with Attachment A. Recommendation: Include the future
in a single set of calculations to reduce possible errors and improve
consistency (refer to Item 92.c)
McAdams Response: The total impervious area to the pond has been
updated and confirmed to be consistent on all corresponding design
calculations (see Section 4). Future impervious calculations have been
updated and provided in Section 5.
Mcadamsco.com Designing Tomorrow's Infrastructure & Communities

Ms. Christine Hall
State of North Carolina Environmental Quality
UNC Wilmington Parking Improvements, Project No.: SW8 970128
June 9, 2017
Page 2 of 3
b. In the Determination of Water Quality Volume sheets, the total areas
and impervious areas do not appear to reflect the recent changes. For
instance, the previously permitted 1988-2008 section lists these areas
as being 10.0 acres; however, the sum of these categories in the
revised Attachment A appears to be 410,231 + 27,983 = 438,214
square feet or 10.06 acres. The recent changes also appear to impact
the previously permitted 2008-2017 category.
McAdams Response: The Water Quality Volume calculation sheet has
been updated to be consistent with Attachment A.
c. if it is desired to determine the impact from the future built -upon area
separately, please ensure the design information is consistent with the
intended future design. For instance, the total drainage area and total
impervious areas to the pond are not consistent with the information
presented in Attachment A.
McAdams Response: The future impervious calculations have been
updated and corrected to be consistent with Attachment A.
3. 15A NCAC 02H.1042(h) and .1053: Please provide a complete cross-
section view of the wet pond that includes vegetated shelf design.
McAdams Response: A cross section view incorporating the vegetated
shelf design has been added to sheet SW-2.
15A NCAC 02H.1053(2): In response to Item #9 of the request for
additional information dated May 19, 2017, it was noted that the average
depth calculation was revised to follow Equation 3 on page 8 of Chapter
C-3. Please provide the variables used to determine the volume over the
vegetated shelf, including the perimeter of the permanent pool at the
bottom of the vegetated shelf.
McAdams Response: The average depth calculation has been
modified to follow Equation 2 on page 8 of Chapter C-3. MDC 2
states that "the applicant shall have the option of excluding the
submerged portion of the vegetated shelf from the calculation of
average depth." We are choosing to include the volume of the
submerged portion of the shelf in our calculation. Equation 2 states
UN W-16050

Ms. Christine Hall
State of North Carolina Environmental Quality
IJNC Wilmington Parking Improvements, Project No.: SW8 970128
June 9, 2017
Page 3 of')
that it is to be applied "when the shelf is not submerged or the shelf is
being included in the average depth calculation."
5. Due to the potentially minor nature of these comments, the express
additional information review fee has been waived.
McAdams Response: Thank you.
Consideration of this response is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact
me at [phone].
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
mes Caldwell, PE
4000 Assistant Director, Water Resources & Infrastructure
JC/hc
EGE' 09
jUN 12 2017
BY:
UN W-16050

Energy. Mineral & � v,o-
Land Resources
ENVIRONMENTAL QUALITY \
June 5, 2017 QVVNO`N
`I C,C,�
Vice Chancellor for Business Affairs
UNC Wilmington
c/o Mark Morgan, Associate Vice Chancellor for Business Affairs -Facilities
601 S. College Rd.
Wilmington, NC 28403
Subject: Request for Additional Information
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
TRACY DAVIS
Director
Stormwater Project No. SQ1'8 970128
t1CW Wilmington - Honors, International, and Privatized ]lousing and Associated
Parking Lot Improvements, Phase 1
New Hanover County
Dear Mr. Morgan:
The Wilmington Regional Office received and accepted a modified Express State Stormwater
Management Permit Application for the subject project on May 12, 2017 with additional information
received on May 31, 2017. A preliminary in-depth review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
i
✓l . 15A NCAC 021-1.1042(2)(a)(iv): The sum of the on -site and off -site drainage areas presented in
Attachment A is 21 square feet short of the total presented. Please confirm the total drainage area
to the pond and that it is presented consistently between the application documents.
�" DA n�k
15A NCAC 021 i.1042(2)(f): Please confirm or provide the following information in the
calculations:
,—j a. On the Wet Dentation Basin Summary sheet; the total impervious area to the pond is
listed as being 17.77 acres. However, Attachment A lists the total impervious area as
being 777,029 square feet or 17 84 acres. It is noted that separate calculations were
provided for the future impervious allocation. If the future impervious area is not
included in this set of calculations, please confirm the information is consistent with
Attachment A. Recommendation: Include the future in a single set of calculations to
reduce possible errors and improve consistency (refer to Itenn #2.c)
b. In the Determination of Water Quality Volume sheets, the total areas and impervious
areas do not appear to reflect the recent changes. For instance; the previously permitted
1988-2008 section lists these areas as being 10.0 acres; however, the sum ofthese
categories in the revised Attachment A appears to be 410,231 _ 27,983 = 438,214 square
feet or 10.06 acres. The recent changes also appear to impact the previously permitted
2008-2017 category.
\ _�7 c. If it is desired to determine the impact from the future built -upon area separately, please
ensure the design information is consistent with the intended future design. For instance,
the total drainage area and total impervious areas to the pond are not consistent with the
information presented in Attachment A.
3. 15A \CAC 021-1.1042(h) and .1053: Please provide a complete cross-section view of the wet
pond that includes vegetated shelf design.
/. 15A \'CAC 021-I.1053(2) In response to Item 49 of the request for additional information dated
May 19, 2017, it was noted that the average depth calculation was revised to follow Equation 3
on page 8 of Chapter C-3. Please provide the variables used to determine the volume over the
vegetated shelf, including the perimeter of the permanent pool at the bottom of the vegetated
shelf.
State of North Carolina I Environmental Quality I Energy. Mineral and land Resources
Wilmington Regional Office 1127 Cardinal Drive Extension I Wilmington. NC 28405
910 796 7215

State Stormwater Permit No. Sw8 970128
Page 2 of 2'
f 5. Due to the potentially minor nature of these comments, the express additional information review
fee has been waived.
Please keep In mind that changing one number may change other numbers and require the calculations,
supplements, and other supporting documentation to be updated. Verify all numbers are correct to ensure
consistency in the application documents.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to June 12, 2017, or the application will be
returned as incomplete. Please note that only two letters requesting additional information is allowed in
the State Stormwater Program. If the information is not satisfactorily provided after the second request,
the project will he returned If the project is returned and you wish to re -submit to the Express Program,
you will need to reschedule the project through the Express Coordinator for the next available review date
and will need to resubmit all of the required items at that time, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the email address or fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information, which shall be no later than 5
business days past the original due date.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of\CGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please label all packages and cover letters as "Express' and reference the project name and State assigned
project number on all correspondence. If you have any questions concerning this matter, please feel free
to call me at [phone] or email me at [e-mail].
Sincerely, ��Q
CAt �44
Christine I [a]l
Environmental Engineer
GDS/canh: A\\StormwaterAPermits & Projects\1997\970128 HD\2017 06 addinfo 970128
cc: Cory George / James Caldwell, McAdams
Galin Jamison, UNCW
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 28405
910 796 7215

Hall, Christine
From:
Hall, Christine
Sent:
Monday, June 05, 2017 8:43 AM
To:
George, Cory ([e-mail]); 'cadwell@mcadamsco com'; Galin Jamison
([e-mail])
Cc:
Weaver, Cameron
Subject:
2nd request for additional info - SW8 970128
Attachments:
2017 06 addinfo 970128.pdf
Gentlemen,
A pdf of the 2nd request for additional information for the modification to the UNCW permit SW8 970128 is attached. As
always, please let me know if you have any questions or concerns.
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine hall@ncdenr gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
-^/ Nothing Compares�
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

1�
WADAMS
LETTER OF TRANSMITTAL
To: Ms. Christine Hall
127 North Cardinal Drive
Wilmington, North Carolina 28405
[phone]
Re: UNC Wilmington Parking Lot Improvements
Phase 1
I am sending you the following item(s)'
Date: June 9, 2017
FEDERALEXPRESS
Job No.: UNW-16050
COPIES
DATE
NO.
DESCRIPTION
2
Construction Drawing Sets
1
SIA
1
Response to Comments
These are transmitted as checked below:
® As requested ❑ For your use
® For approval ��/ ❑
❑ For review and comment �
IM
8 JUN 11 2011
Remarks: It
Copy to:
Raleigh -Durham
2905 Meridian Parkway
Durham, North Carolina 27713
[phone]
Signed.
Cory George, PLS, PE
Protect Manager, Institutional
Charlotte
3436 Toringdon Way, Suite 110
Charlotte, North Carolina 28277
[phone]
Designing Tomorrow's Infrastructure & Communities
McAdamsCo.com

The John R. McAdams
Company, Inc.
Raleigh / Durham, NC
2905 Meridian Parkway
Durham, North Carolina 27713
[phone]
Charlotte, NC
3436 Tonngdon Way
suite 110
Charlotte, North Carolina 28277
[phone]
MCADAMS
May 30, 2017
Ms. Christine Hall
Energy, Mineral, and Land Resources
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
VEFJ
MAY 3 12017
BY:
Re: UNCW Parking Improvements
Stormwater Project No: SW8-970128
Response to Stormwater Review Comments
UNW-16050
The following are the response comments for the above mentioned project.
Our response comments are in bold.
STORMWATER Christine Hall 910-796-7215
15A NCAC 02H.1042(2)(a)(i): Please confirm the project name desired to
describe this project area listed in Section I.1 of the application.
Previously, this project name was "UNCW Honors, International, and
Privatized Housing." The recently submitted application lists the project
name as "Parking Lot Improvements Phase 1." Recommendation: The
project name should be descriptive of the entire areas the project
encompasses.
McAdams Response: The project name listed on the application has
been altered to represent the entire project area.
2. 15A NCAC 02H.1003(1) and .1042(2):
a. Please confirm that the percent of impervious area draining to the pond
presented in Attachment A. the supplement, and calculations are
consistent with the intended design. For instance, Attachment A and
the supplement identify this drainage area as having 58% impervious
area while the calculations indicate it has 47%.
McAdams Response: The percent impervious area draining to the
pond presented in Attachment A, the supplement, and calculations
are now consistent with the intended design.
b. Recommendation: Include a future allocation for contingencies and
increased flexibility if future development is desired within the
delineated drainage area.
Mcadamsco.com Designing Tomorrow's Infrastructure & Communities

F
MAY 3 1 2017 11
Ms. Christine Hall
UNCW Parking Improvements gy:
May 30, 2017
Page 2 of 5
McAdams Response: Future development allocation has been
analyzed and calculations have been included.
3. 15A NCAC 02H.1042(2)(g)(ii): Please provide dimensioned project or
project phase boundary with bearings and distances.
McAdams Response: A dimensioned project boundary with northings
and castings has been provided on BUA-2. Please refer to Attachment
B for the complete list of points.
4. 15A NCAC 02H.1042(2)(g)(vii): Please provide the details of the
stormwater collection system, including the inverts of the piped collection
system on plan sheet C-12 or a citation of where this information can be
located within the provided plan set.
McAdams Response: Storm Structure data has been added to
sheet C-12.
5. 15A NCAC 02H.1042(h): Please provide a cross-section view of the wet
pond that includes the sub -items of this section of the rule.
McAdams Response: Cross -sectional views of the wet pond have been
provided. See sheet SW-2.
15A NCAC 02H.1042(2)(h)(ii) and .1053(3): The forebay bottom
elevation is set at 19 ft with a sediment accumulation elevation of either
19.5 ft or 20 ft (refer to Item #9). The invert of the forebay inlet appears to
be set at an elevation of 19.17 ft. which would be located within this
sediment removal elevation. Please confirm the intended design and
ensure that any sediment accumulation will not impede the water from
entering the system and that the system can still be operated and
maintained as outlined in the signed operation and maintenance
agreement.
McAdams Response: The forebay bottom elevation has been set to 18
ft with a sediment accumulation elevation of 19 ft. The sediment
accumulation elevation is now less than the invert elevation to the
forebay (19.17 ft).
7. 15A NCAC 02H.1042(3)(b): Please provide the following information to
support the intended design:
CRC-14010

Ms. Christine Hall
UNC W Parking Improvements
May 30, 2017
Page 3 of 5
A MAI 31 2�131
a. Please adjust the number of decimals shown on the supplement to
correctly display the intended design. For instance, the supplement
indicates the bottom elevation of the vegetated shelf will be 24 ft,
however the other application documents indicate this elevation will
be 23.5 ft.
McAdams Response: Number of decimals shown on the supplement
has been adjusted.
b. Under the "compliance with the applicable stormwater program"
section of the supplement, please identify the stormwater program that
applies to this project. Based on the permitting history and proposed
changes, this review assumed the built -upon area is subject to the 1995
rules, Session Law 2006-246, Session Law 2008-211, and the 2017
rules while the SCM is subject to the 2017 rules.
McAdams Response: The "compliance with applicable stormwater
program" section of the supplement has been revised to reflect the
permitting history and proposed changes.
c. Please identify the surface area at the temporary pool elevation in the
calculations.
McAdams Response: The surface area at the temporary pool
elevation has been shown in the design calculations.
15A NCAC 02H.1053(1): Please note that the required surface area
determined from the SA/DA ratio is only for the main pool and does not
include the forebay. On the Wet Detention Basin Summary page of the
calculations, the provided surface area appears to be associated with both
the main pool and forebay. Please identify the surface area provided only
in the main pool at the permanent pool elevation to demonstrate that the
minimum requirements have been met.
McAdams Response: Your comment is noted. Calculations have been
modified so that the provided surface area is only associated with the
main pool. Minimum requirements have now been met.
9. 15A NCAC 02H.1053(2): The average depth calculation appears to use
Equation 2 on page 8 of Chapter C-3. However, Equation 2 includes the
CRC-14010

Ms. Christine Hall
UNCW Parking Improvements
May 30, 2017
Page 4 of 5
vegetated shelf and requires the full permanent pool volume and surface
area to be used to determine the average depth. If it desired to exclude the
submerged potion of the vegetated shelf from the average depth
calculation, Equation 3 on page 8 in Chapter C-3 should be used. Please
reconsider the average depth calculation.
McAdams Response: The average depth calculation has been
modified in accordance with your comment and Equation 3.
10. 15A NCAC 02H.1053(3): The operation and maintenance agreement
indicates the sediment removal elevation in the forebay has been set at
19.5, however the calculations appear to indicate it has been set at an
elevation of 20. Please confirm the sediment removal elevation of the
forebay is presented consistently and accurately.
McAdams Response: The operation and maintenance agreement and
calculations are now consistently indicating the sediment removal
elevation.
11. 15A NCAC 02H.1053(5) and Chapter A-4 of the NC Design Manual: The
forebay section of Chapter A-4 on page 10 recommends that the forebay
weir can be set as low as (but not exceed) 1 foot. Plan sheet SW-1 appears
to suggest that the forebay weir will be set 2 feet below the permanent
pool surface. Please reconsider the elevation of the weir and demonstrate
that flow of water through the weir will be at a nonerosive velocity.
McAdams Response: The forebay weir has been modified to 1 foot
below the permanent pool surface. The crest of the weir is considered
to be the top of the riprap. Calculations are provided demonstrating
that the flow of water through the weir will be at a nonerosive
velocity.
12. 15A NCAC 02H.1053(7): The outlet structure detail on plan sheet SW-2
appears to indicate that the next available outlet is set at 25.30 ft while the
identified temporary pool elevation is set at 25.11 ft. The hydraulics of any
additional capacities should be considered when calculating the drawdown
rate. Please reconsider the drawdown of the minimum required storage
based on the entire provided head.
McAdams Response: Hydraulics of the additional capacity is now
considered in the drawdown rate calculation to include the entire
CRC-14010

a1� VEI&IaP"
MAY 31 ?�'•I
Ms. Christine Hall
UNCW Parking Improvements
May 30, 2017
Page 5 of 5
provided head. Additionally, the temporary pool elevation is now set
to 25.30 ft.
13. 15A NCAC 02H.1053(8): Please demonstrate that the pond discharge
from the 1-year, 24-hour storm minimizes hydrologic impacts to the
receiving channel and nearby stream.
McAdams Response: The pond discharge from the 1-year, 24-hour
storm minimizes hydrologic impacts to the receiving channel and
nearby stream. See provided calculations.
14. Due to the potentially minor nature of these comments, the express
additional information review fee has been waived.
McAdams Response: Thank you.
Consideration of this response is greatly appreciated. If you should have any
questions or require additional information, please do not hesitate to contact
me at [phone].
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
James Caldwell, PE
Assistant Director, Water Resources & Infrastructure
JWC/am
CRC- 14010

J
WADAMS
LETTER OF TRANSMITTAL
To: Ms. Christine Hall Date:
127 North Cardinal Drive
Wilmington, North Carolina 28405
[phone]
Re: UNC Wilmington Parking Lot Improvements
Phase 1
I am sending you the following item(s):
May 30, 2017
FEDERALEXPRESS
Job No.: UNW-16050
COPIES
DATE
NO.
DESCRIPTION
2
Construction Drawing Sets
1
SIA
These are transmitted as checked below:
®
As requested
®
For approval
❑
For review and comment
Copy to:
Raleigh -Durham
2905 Meridian Parkway
Durham, North Carolina 27713
[phone]
s P__ I V I_—
❑ For your use MAY 3 1 2017
❑ BY:
n
Signed: (111
CqA George LS, PE
Project Manager, Institutional
Charlotte
3436 Toringdon Way, Suite 110
Charlotte, North Carolina 28277
[phone]
Designing Tomorrow's Infrastructure & Communities
McAdamsCo.com

STORMWATER MANAGEMENT PLAN
UNC WILMINGTON
PARKING IMPROVEMENTS - PHASE I
U N W-16050
WILMINGTON, NORTH CAROLINA
DATE: MAY 2017
PREPARED FOR:
UNC WILMINGTON
601 S. COLLEGE ROAD
WILMINGTON NORTH CAROLINA 28403
'J
ECADVE
MAY 3 12017
Raleigh/Durham o 2905 Meridian Parkway o Durham, NC 27713
Charlotte o 3436 Toringdon Way o Suite 110 o Charlotte, NC 28277
MCAdamSCo.Com
Designing Tomorrow's Infrastructure & Communities

E
11
UNC WILMINGTON
PARKING IMPROVEMENTS - PHASE 1
WILMINGTON, NORTH CAROLINA
STORMWATER MANAGEMENT PLAN
PROJECT NUMBER:
DESIGNED BY:
DATE:
UNW-16050
JAMES CADLWELL, PE
DANIEL PERRY, El
REBECCA STUBBS, El
HEATHER DEW,EI
JUNE 21
v�• 111)/1i�1
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
NC Lic. # C-0293
ok
'�� 12 2011

UNCW — PARKING IMPROVEMENTS, PHASE l ioll
Stormwater Management Calculations
General Description
Located on the main campus of the University of North Carolina at Wilmington, along Walton
Drive, immediately adjacent to Wagoner Hall, is the proposed phase I parking improvement
project. In order to meet demand, UNCW is proposing to install 243 new parking spaces, broken
into two lots. Lot I will add 87 new spaces along with a drop off location, while Lot I will
consist of 156 spaces. With the addition of this new impervious, a renovation of the existing
stormwater pond is proposed to fix the forebay dam, expand for new impervious and an assumed
additional future impervious allocation, and meet the current 2017 minimum design criteria
(MDC) standards. As a result, a high -density permit modification of SW8 970128 is proposed.
The current permit modification includes the addition of the new impervious, renovation and
upgrade to current MDC, and the cleanup of Built Upon Area (BUA) and the drainage area into
the pond. New drainage area maps, BUA maps, supplement, and permit boundary maps have
been included in this submittal to clarify information in this permit. Previously this permit had
been approved with multiple overlapping permit boundaries from neighboring permits. This
submittal has attempted to rectify these overlaps to extent possible, with impervious from
adjacent permits labeled as "offsite" when draining into the pond. On the attached BUA exhibit,
measured impervious from each of these areas has been delineated along with the applicable
rules the impervious should be covered under.
Adjacent permit BUA information was determined using previously approved permit
information, including, calculations, construction drawings, and drainage area maps obtained by
®1 McAdams during the master permit setup process. Previous modifications included the School of
Nursing Regional Energy Plant (approved May 5, 2009), Seahawk Crossing addition of untreated
area (approved December 18, 2008), Honors and International Housing addition (approved
March 7, 2005) and the original permit submittal (approved May 13, 1997).
The proposed project is located within the Cape Fear River Basin, with stormwater runoff from
the proposed development draining to an UT to Bradley Creek. According to the N.C. Division
of Water Quality BasinWide Information Management System (BIMS), Bradley Creek is
classified as SC; HQW (Not within 575' of ORW) at this location and the proposed development
has been designed in accordance with the most recent rule adoption of 2017. Hydrologic impacts
to the receiving channel are minimized and non -erosive for the 1-year, 24-hour storm.
Calculation MethodoloQy
• Rainfall data for the Wilmington, NC region is from NOAA Atlas 14. This data describes
a depth -duration -frequency (DDF) table describing rainfall depth versus time for varying
return periods in the Wilmington, NC area. These rainfall depths are input into the
meteorological model within PondPack for peak Bow rate calculations.'Please reference
the rainfall data section within this report for additional information.
Using maps from the NRCS Web Soil Survey, the on- and off -site soils were determined
to be from hydrologic soil group (HSG) `A' soils, `B' soils and `D' soils. Since the
method chosen to compute both pre- and post -development peak flow rates and runoff
volumes is dependent upon the soil type, care was taken when selecting the appropriate
Soil Conservation Number (SCS CN). For this analysis, the HSGs for the site consisted
of `A', ' B', and ' D'.

Within the site boundary, an approximate proportion of each soil group was determined
using NRCS Soil Survey Maps. Once an approximate proportion was determined, a
composite SCS CN was computed for each cover condition.
• Land cover conditions for the site were taken from a recent aerial mapping survey
prepared by Avioimage Inc and combined with ground truth survey prepared by
McAdams.
e The times of concentration are calculated using the SCS TR-55 Segmental Approach.
The Te flow paths are divided into three segments: overland flow, concentrated flow, and
channel flow. The travel time is then computed for each segment, from which the overall
time of concentration is determined by taking the sum of each segmental time.
• PondPack Version V8i, by Bentley Systems, Inc., was used in determining the pre- &
post -development peak flow rates for the 10-, 25- and 100-year storm events, as well as
routing calculations for the proposed stormwater management facility.
• For 100- year storm routing calculations, a "worst case condition" was modeled in order
to insure the proposed BMPs would safely pass the 100-year storm event. The
assumption used in this scenario is as follows:
o The starting water surface elevation in each facility, just prior to the 100-year
storm event, is at the secondary spillway elevation. This scenario could occur as a
result of a clogged water quality siphon or a rainfall event that lingers for several
days. This could also occur as a result of several rainfall events in a series, before
the siphon has an opportunity to draw down the storage pool.
® o For the facility a constant tailwater was used for modeling and estimated to be
near crown.
Discussion of Proposed Erosion Control
Proposed erosion and sediment control onsite consists largely of silt fence, silt fence outlets, and
inlet protection. Where stockpiles exist two rows of silt fence will be provided. The majority of
the site is lower than the surrounding terrain and drains into an existing storm network. Silt fence
outlets are to be installed in low spots and as the engineer instructs throughout the project, in
accordance with the details and project specification manual, to prevent fence failure.
Conclusion
If the development on this tract is built as proposed within this report, then the applicable
requirements will be met with the proposed stormwater management facility. However,
modifications to the proposed development may require that this analysis be revised. Some
modifications that would require this analysis to be revised include:
1. The proposed site impervious surface exceeds the amount accounted for in this report.
2. The watershed breaks change significantly from those used to prepare this report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become
apparent as development of the proposed site moves forward.

S W 8 970128
IJN W-16050
•
ATTACTCMENT A
Drainage Area/Impervious Breakdown
Basin Information
Drainage Area to Pond
Drainage Area BYPASS
Drainage Area TOTAL
Receiving Stream Name
LIT Bradley Creek
UT Bradley Creek
UT Bradley Creek
Stream Class
SC; HQW
SC; HQW
SC; FIQW
Stream Index Number
18-87-24-4-(1)
18-87-24-4-(1)
18-87-24-4-(1)
Total Drainage Area (sf)
1,480,1 14
49,626
1,529,740
On -site Drainage Area (sf)
1,186,970
49,626
1,236,596
Off -site Drainage Area (sf)
293,144
0
293,144
Total Proposed Impervious Area (sf)
778,802
15,129
793,931
Onsite Proposed Impervious Area
669,464
15,129
684,593
Total % Impervious Area
52.62%
30.49%
51,90%
Onsite % Impervious Area
56.40%
30.49%
55.36%
Impervious Surface Area
Drainage Area to Pond
Drainage Area BYPASS
Drainage Area TOTAL
On -site Buildings/Lots (st)
0
0
0
On -site Streets (st)
0
0
0
On -site Parking (sf)
78,715
2,410
81,125
On -site Sidewalks (so
9,823
6,941
16,764
1988-2008
410,231
3,688
413,919
008-2017
63,951
I 454
64,405
SW8021218
0
0
0
SW8 061204
I 19,786
0
19,786
SW8 080406
12,242
0
12,242
SW8 020404
41,857
0
41,857
SW8 980427
1,814
0
1,814
Future
85,000
0
85,000
Off site (sf) 1988-2008
29,446
0
29,446
Off -site (sf) 2008-2017
4,193
0
4,193
Existing Pre-1988 BUA (sf)
21,744
1,636
23,380
Total(st)l
778,802
15,129
793,931
M
6/8/2017

IAktacnmc*l - 9
0
l•
LJ
Point Number Easting
DTI N/ICAL)AMS
Northing Point Number
1
2344152.9020'
173792.2305'
2
2344147.6147'
173821.0716' 1
3
2344142.3013'
173832.0890'
4
2344136.3975'
173847.4345' 1
5-
2344107.2410'
173867.3621'
6
2344098.1100'
173881.2600'
7
2344090.3466'
173901.2642'
8
1 2344085.6117'
173906.2896'
9
2344060.1285'
173923.6366' 1
10
2344086.9550'
173990.0799'
11
2344117.1683'
174025.8100'
12
2344149.9607'
174050.4897'
13
1 2344180.9108'
174075.1692'
14
123442.11.8609'
174105.0055.0058' 1
15
12344226.9680'
174120.1082'
16
2344237,0999'
174122.1342' 1
17
12344232.5837'
174137.5552'
18
2344230.8708'
1 174146.0553'
19
2344235.1629'
174196,8599'
20
12344243.2050'
174234.2500'
21
2344244.9436'
1174275.7175'
22
2344241.3016'
1174292.9297'
23
2344233.4000'
Ij
174308.2900'
24
2344234.6832'
174328.5620'
25
2344233.9370'
174330.5981'
26
2344230.4720'
174340.2169'
27
2344230.4720'
1174345.2752'
28
2344233.0741'
1174351.6341' 1
29
2344234.6200'
174360.2500'
30
2344230.0900'
174374.3500'
31
2344224.6977'
174389.9831'
32 12344216.7704'
1174403.3307'
33
2344205.7140'
174421.6836'
34
2344191.3197'
174430.2343'
35
2344178.3860'
174438.3680'
36
2344151.2660'
174451.0899'
37
2344127.8268'
174465.9608'
38
2344112.3894'
174469.2977'
39
2344097.1197'
174475.3941'
40
2344080.8020'
174480.3104'
41 12344067.8700'
174499.3800.
42
2344062.3800'
174509.5600'
Easting Northing
43
12344055.7665'
174518.5237'
44
12344053.5313'
1174520.3115:
45
12344045.9670'
174526.0696
46
2344041.5735'
174528.3197'
47
2344038.0600'
174528.7989'
48
12344034.0606'
1174517.0082'
49
12344018.6980'
174465.9557'
50
12344003.0560'
174424.8483'
51
2343988.5598'
1174385.9622'
52
2343982.7662'
174376.4091'
12343976.9727'
174370.9088'
_53_
54
2343969,4412'
174366.5665'
55
2343960.4610'
174363.9611'
56
2343949.1639'
174361.9347'
57
2343934.1832'
1174361.5310'
58
2343912.0884'
174363.3829'
59
2343901.8251'
1174363.5254'
60
2343894.4130'
174363.2405'
61
2343882.2711'
174361.8058'
62
2343871.2950'
1 174362.3756'
63
2343861.0316'
174364.7974'
64
2343817.7594'
174376.6494'
65
12343784.0150'
174387.5855'
66
2343749.1302'
1 174400.5733'
67
2343727.9258'
1174409.6876'
68
2343719.9457'
1 174414.7005'
69
2343714.4736'
1174419.4855'
70
12343711.0030'
174425.5004'
71
2343687.0623'
1174458.5396'
72
2343682.9582'
1174466.0589'
73
2343680.6782'
1 174474.0339'
74
2343677.9421'
174481.5532'
75
2343673.6100'
174487.7053'
76
2343668.5940'
174492.9460,
77
2343664.2619'
174495.6803'
78
2343660.8490'
174497.1179'
79
2343662.5834'
1174499.2365'
80
2343664.8470'
1174500.6159'
81
2343678.5860'
174506.5918'
82
2343697.3730'
174516.1909'
83
2343704.6520'
174521.9086'
84
2343704.7953'
174525.1385'

Aikocv\mtot e>
!•
Point Number Easting
O lM(--A [)f\ NIS
Northing Point Number Easting Northing
85
12343708.5100'
174529.0300'
86
12343707.6896'
174545.7563'
87
12343713.4952'
174546.0411'
88
2343728.2677'
174544.7272'
89
2343734.5964'
174553.6659'
90
_
12343743.7410'
174567.7592'
91
12343761.0553'
174595.6734.
92
_
2343777.1408'
1174624.6307' 1
93
2343795.6609'
1174658.4903'
94
12343810.4344'
1174683.6485' JIj
95
2343828.9510'
174716.1544'
96
2343855.1831'
174761.5607'
97
12343866.5417'
174781.3209' 1
98
2343870.5080'
1174787.706977
99
2343871.6097'
174792.0010'
100
2343871.5000'
174793.7626'
1 101
12343870.2876'
1174795.5243'
1 102
12343868.3045'
174797.6163'
103
12343865.5501'
174799.2678' I
104
12343861.5838'
1174800.8093' 1
1 105
12343858.9670'
1174800.7159' 1
106
12343854.4374'
174797.7488'
107
12343848.9113'
174794.1290' 1
108
12343851.2384'
174792.5253'
109
12343825.8848'
174749.8060' 1
110
111
12343918.2750'
2343814.3091'
1174739.7697' 1
174736.1363'
112
2343810.4530'
174734.5949' 1
113
12343805.6053'
174734.2646'
114
2343802.5204'
174733.1635'
1 115 12343796.1300'
1174729.0897'
116
2343791.9436'
174723.0340'
117
2343788.1976'
174719.6207'
118
2343785.1127' 1174717.3086'
1
119
120
2343780.5568' 1174717.4648'
2343783.7330'
1
174723.0773'
121
2343777.3414'
174727.0511'
122
2343776.5191'
174732.7231'
123
2343775.5143'
174745.1862'
124
2343773.5311'
174753.1137'
125
2343771.2180'
174759.499T
126
2343768.2427'
174763.9038'
127
12343765.2680'
1174767.4271;
128
12343740.1695'
174783.9703'
129
12343725.2500'
i
174792.3600'
130
12343715.0650'
174799.9523'
131
2343707.8800'
174802.1400'
132
2343704.1717'
174796.8818'
133
2343698.0267'
1174791.5781'
134
12343692.9118'
174778.1174'
135
12343684.2260'
174767.6480'
136
12343679.6400'
174769.8600'
137
12343674.2200'
174774.4200'
138
12343668.6799'
1174777.3463'
139
12343667.0094'
174779.7823'
140
12343667.0090'
174781.7672'
141
12343666.7836'
1174784.2483'
142
2343671.2200'
174793.5508'
143
12343679.8794'
1174908.1111'
144
2343683.5836'
174821.6216'
145
12343680.8350'
1174833.8467'
146
2343676.1613'
174843.1873'
147
12343669.0139'
1174851.9785'
148
12343660.3545'
1174858.7092'
149
12343648.7490'
1174865.6191'
1 150
12343638.1420'
1174868.3309"
-12343628.7677'
174868.8239'
152
12343620.1338'
174867.5913'
1 153
12343609.7731'
174861.4282'
154
2343603.1127'
174854.7721'
155
12343596.6990'
174848.3625'
156
12343592.9987'
174841.7064'
157
2343587.3250'
174838.7481'
158
t23435
I174837.0224'
F 159
2343577.2110'
174838.9946'
160
2343574.7440'
174841.9529'
161
2343S73.5107'
174848.8555'
162 12343581.4397'
174869.2491'
163
2343580.9500'
174874.3300'
164
2343574.4975'
174879.1779'
165 12343571.6100'
174883.4145'
166
2343566.0259'
174889.6014'
167
2343553.5227'
174899.4277"
168
2343537.4653'
174910.9908'

AAH OCV%MeXlt 'S
U
•
Point Number Easting
Northing
169
2343523.8696'
174918.8761'
170
171
12343504.4470'
12343501.0482'
174928.7024'
1174928.9450'
172
2343498.8631'
1174928.5811'
173
2343497.4064'
174927.8532'
174
2343495.3428'
174926.3975'
175
12343490.2980'
1174922.2729' i
176
12343485.8744'
1174922.2729'
177
12343480.1690'
1174923.6073'
F777i78
r2343475.3134'
1174926.2761'
179
2343464.3882'
1174934.1614'
( 180
2343453.3270'
174945.1045'
181 _
2343446.0367'
174950.4979'
182
2343429.1835'
174962.4200'
183
2343420.9462'
174966.2994'
184
2343414.8581'
174968.2939'
18S
2343409.3670'
174968.4832'
186
2343404.4432'
174968.3885'
187
2343398.3836'
174967.7262'
188
2343392.0155'
174967.7262'
189
2343391.9400'
174967.6900'
190
2343391.9130'
174967.8323'
191
2343388.0634'
174968.2939'
192
2343383.8974'
174970.2809'
193
2343379.5421'
174973.8765'
194
2343376.9857'
174979.3644'
195
2343373.3880'
174988.3533'
196
2343369.9368'
174994.7688'
197
12343366.3021'
174999.9145'
198 12343362.3646'
175002.9414'
199 12343361.0273'
175003.5905'
200
2343324.7110'
174944.6018'
201
2343291.6660'
174905.6141'
202 I2343240.9420'
174841.8354'
203
2343191.5633'
174774.1175'
204
2343169.3280'
174728.1591'
205
2343226.1490'
174702.7773'
206
2343270.6235'
174696.2895'
207
2343341.5525'
174685.1766'
208
2343377.5691
174664.3179'
209
2343428.6486'
174615.7799'
210 12343452.5210'
1174586.2447'
Point Number Easting Northing
211
2343491.3377'
174558.4072'
212
2343526.6292'
1174547.2127'
213
2343579.5267'
1174543.5452'
214
2343623,3446'
174557.7911'
215
2343640.3760'
174570.8144'
_
216
2343649.3276'
174586.5192'
217
2343666.0554'
174577.0275'
218
2343683.1158'
174567.0749'
219
2343696.7422'
174559.4402'
220
2343706.6650'
J174554.0653'_l
221
2343668.8269'
1174527.9393'
222
2343592.2450'
174S00.3518'
223
2343543.2769'
174467.7367'
224
2343502.0716'
174455.8677'
225
2343467.8960'
174473.2005'
226
2343449.3709'
174483.1491"
227
2343430.0407'
1174494.1517'
228
2_343412.8023'
174504.0533'
229
2343391.7112'
1174515.979W
230
2343370.8250'
174527.5764'
231
12343353.7276'
(174537.3640'
232
2343344.8199'
174542.3962'
233
2343329.3035'
1174551.1424'
234
2343308.6364'
1174562.7100'
235
2343290.9300'
174571.6937'
236
2343268.6260'
174584.6732'
237
12343247.5728'
174596.5227'
238
2343226.4306'
174608.7042'
239
2343200.1456'
1174623.7206'
240
2343177.9350'
174635.5932'
241
2343159.3172'
174646.4578'
242
2343138.4170'
1174658.5123'
243
2343114.8760'
174671.7678'
244
12343099.6056'
174679.7915'
245
2343092.6640'
174683.9713'
246
12343077.8583'
174691.6704'
247
2343063.3540'
174667.5121'
248
2343064.3779'
174665.5080'
249 I2343065.1849'
(174663.4781'
250
2343066.7800'
(174659.7592'
1 251 12343068.0038'
174655.9034'
252
2343068.8468'
174651,9465'

Akra(,invv w+ 9
0
Point Number Easting
Northing Point Number Easting Northing
253
2343069.4743'
174646.3899'
1 254
2343068.9305'
1174639.6498'
255
12343067.3150'
174634.2472'
1 256
2343065.7756'
174630.5629'
257
2343005.1322'
174523.4706'
258
2342913.8669'
174360.4308'
259
2342836.8510'
174403.8654'
260
12342829.3690'
174390.7071.
261
12343014.2800'
174285.5600'
262
2343069.6774'
1742S2.7011'
263
2343085.2269'
1174279.6936'
264
2343088.0934'
174278.0423'
265
2343105.6250'
1174308.4753'
266
2343146.4864'
174284.9363'
267
12343140.3800'
1174274.3361'
268
2343232.9769'
1174220.9943.
269
2343260.5996'
174268.9451'
270
�2343275.6760'
174260.2602'
271
2343281.2852'
1174269.9974' 1
272
2343313.9376'
174251.1874'
273
2343308.5584'
174241.8496'
274
12343323.8456' 1174233.0432'
275
2343296.4130'
174185.4233'
276
2343353.0972' 1
174152.7697'
277
12343326.9112'
174107.3131'
278
12343313.3010'
174115.1535'
279
2343287.3340'
174070.0770'
280
12343246.0250'
174093.8738'
281
2343218.9S02'
174046.8745'
282
2343204.4576'
174055.2232'
283
2343224.3800'
174014.6800'
284
2343233.1094'
174004.1762'
285 12343230.0000'
173980,0000'
286 12343270.0000'
173960.0000'
287
2343275.4233'
173954.0895'
288
2343277.4011'
173944.5625'
289
2343006.3994'
173989.5735'
290
2343007.5590'
173994.2154'
291
2343010.4079'
174000.0036'
292
2343013.4378' 1
174007.6138'
293
2342994.7340'
174010.4272'
294 �2342985.7032'
173993.0798'
295
12342973.8870'
173994.9734'
296
12342970.2590'
1174011.6521'
297
2342840.0042'
17408S.0702'
298
12342834.2540'
174098.1693'
299
2342818.3721'
174097.2632'
300
2342799.2480'
174108.0426'
301
12342796.9357'
1174123.3831'
302
2342832.6022'
174153.9293'
303
12342835.4231'
174198.7409'
304
2342844.2657'
174223.3112'
305
12342863.2010'
174266.2284'
306
12342877.8900'
1174281.0600'
307
12342892.2413'
174302.6059'
308
12342880.1109'
174317.7990'
309
12342855.0470'
174340.8701'
310
12342863.5090'
174355.7648'
311
12342849.5982'
174363.6696'
312
12342834.0882'
174336,3982'
313
2342817.8971'
174332.7115'
F 314
12342813.5305'
1174323.5842' 1
1 315
12342808.2260'
1174316.6142' 1
1 316
12342802.5049'
174307.7375'
317
2342801.6713'
174297.7959'
318
2342788.9255'
174281.8343'
319
2342789.9155'
1174275.4492'
320
12342790.74S0'
1174268.3318'
321
2342792.3809'
174263.0637'
322
2342763.0854'
174211.5530'
1 323
2342753.9430'
174202.8866'
324
12342735.6049'
1174181.8581'
1 325
174152.2170'
326
�2342729.3390'
2342693.2999'
1174088.8484'
327
2342689.5586'
174078.4139'
328
2342680.5258'
174063.2464'
329 12342629.7156'
173980.6856'
330
2342606.7970'
173990.2969'
331
2342569.6438'
1173916. 3641'
332
2342584.6149'
173895.0804'
333
2342563.9481'
173857.6205'
334
2342553.7374'
173823.7300'
335 I2342585.6790'
173806.0183'
336
2342617.4042'
1 173794.8483'

U
E
Point Number Easting
Northing Point Number
337
12342653.7316'
1173791.1313'
338
2342678.8053'
173784.2909'
1 339
12343002.3074'
173853.8186'
f 340
12343013.0210'
1173865.4546,
341
2342987.7866'
1173881.741977
342
12343007.6593'
1173956.7181'
343
2343282.7312'
1173912.9502'
344
12343283.9574'
173907.5317'
345
12343275.6220'
1173905.6455'
346
2343255.9200'
173899.5500'
347
2343207.0708'
173874.1940'
348
_
2343196.2100'
_
173861.7500'
349
2343171.9600'
1 173831.0500'
350
2343200.3470'
173821.5105'
351
12343221.2177'
173728.4216'
352
12343222.5043'
173720.4394'
353
2343237.4200'
173652.5900'
354
2343247.9537'
173641.1512'
355
12343270.3400'
1173618.2700'
356
12343297.5277'
1173605.8036'
357
2343302.4625'
173604.5257'
_
358
12343309.6900'
173597.9100'
359
12343316.0000'
173588.1500'
360
12343320.2100'
1173572.1600'
361
2343324.4411'
173556.8100'
362
2343335.6862'
173552.4597:
363
2343343.1221'
173551.4925
364
2343350.8397'
173550.2390'
365
2343355.3770'
173546.3476'
366
2343370.2000'
173530.1400'
367 12343375.8577'
1173523.2890,
368
2343392.0556'
173526.8124'
369
2343393.6649'
173523.8819'
370
2343395.0220'
173518.3465'
371 12343394.7266'
173518.2689'
372
2343397.2266'
173507.4693'
373
2343425.4716'
173514.4099'
374 12343422.9167'
173525.6085'
375
2343422.4800'
173525.4876'
376
2343420.8307'
173531.9797'
377
2343427.7294'
173537.2426'
378
2343434.3833'
173534.4600'
Easting Northing
379
2343435.4221'
1173529.9923
380
2343437.4370'
1173519,5274:
381
382
2343463.4853'
2343485.4206'
1173525.1484'
1173529.9624' 1
393
2343515.9923'
1173536.7265'
384
2343536.2518'
1173541.4925'
385
12343562.0500'
�173546.9875'
386
F2343589.4131'
173553.2532'
387
12343591.5477'
173559.2026' 1
388
2343591.3761'
173561.5875' 1
389
2343591.9800'
1173568.0500'
390
2343598.1470'
173573.6550'
391
2343608.2529'
173575.9774' 1
392
2343611.2416'
1173573.5781'
393
12343614.3645'
173558.6242'
394
2343703.5733'
1173578.5420'
395
12343718.0900'
1173581.7113'
396
12343736.8737'
!173585.8486'
397
2343764.4300'
1173592.1057'
398
2343759.7262'
1173609.4088'_
399
2343768.7218'
1 173611.5817'
400
2343779.9450'
1173614.0284' 1
401
2343774.3757'
1173641.1484'
402
2343768.0380'
1173639.8846'
403
2343767.5500'
173641.8500' 1
404
12343769.7362'
1173652.6153'
405
12343769.7250'
1173652.9323'
406
2343778.9071'
1173669.0361'
407
2343801.9800'
1173655.8800'
408
2343813.8841'
173648.3397'
409
12343824.0745'
173628.9946' 1
410
12343865.2620'
1173605.8521'
411
2344007.5692'
1173614.7043'
412
12344046.4013'
1173631.1500'
413
2344131.5289'
1173708.7367'
414
12342987.5503'
1174760.7076'
415
416
12342984.4680'
2342980.3602' _
1174760.9173'
174761.6143'
II- 417
12342975.8464'
174762.5932,
418
419
12342971.4326'
12342969.7686'
1174763.9542' tl
174764.6276'
420
2342966.4220'
f174764.7413'

1�}1- OAVIA M+ - 9
i®
Point Number Easting
Northing
421
�2342967.0492'
1174765.7410'
422
1 2342961.3610'
174768.7590'
1 423
2342953.6153'
1174773.6368'
424
2342946.1216'
174778.9606'
1 425
2342930.3880'
174790.2281'
426
�2342912.0579'
174803.7866'
427
2342891.9607'
174818.2130'
428
2342873.2264'
1174832.0045'
429
2342849.0293'
174849.5808'
430
12342828.7920'
174863.8823'
431
2342806.4980'
174880.3616'
432
2342783.8609'
174896.7910'
1 433
2342773.4976'
174904.3734'
434
2342764.4756'
174882.2702'
435
12342763.5100'
174878.0740'
436
2342768.6853'
174874.3149'
437
2342748.4811'
1174840.4672,
438
2342750.4600'
174830.4900'
439
2342745.3600'
174812.9100'
440
12342746.6070'
174791.4420'
441
12342752.9348'
1174779.5587'
442
2342758.6920'
174756.4900'
443
12342768.8170'
174750.9322'
444
2342791.6652'
174738.0754'
445
2342793.2300'
174737.2100'
446
12342818.4330'
174723.3195'
447
2342844.5785'
174708.4121'
448
2342874.0142'
174691.2920'
449
12342872.7273'
174685.2528'
450
2342869.4360'
174678.1731'
451
2342869.1366' 1174674.8825'
452
2342869.1366'
174672.1902'
453
2342871.3217' 1174663.0427'
454
2342866.6431'
174656.5351'
455
2342865.1470'
174653.6434'
456 12342862.2505'
1174641.7545'
457
2342860.5100'
174634.7736.
458
2342859.8723'
174630.9481'
459
2342860.9883'
174628.5571'
460
2342863.8580' 1
174625.8474'
461
2342868.8009' 1174622.3407'
462
2342872.3087'
174619.3121'
Point Number Easting Northing
463
2342880.1213'
1174617.5588'
464
2342886.8178'
174616.1242'
465
2342890.1660'
174615.9648'
466
2342900.3193'
174607.8837'
467
468
2342907.8375'
I2342911.6499'
174601.0087'
174597.4647'
469
2342918.8326'
1174594.9125'
470
2342921.5050'
1174592.5785'
471
2342928.4366'
174586.1218'
472
2342939.0579'
174583.4748'
473
2342942.7647'
174590.3269'
474
12342941.6427'
1174590.9469'
475
12342959.8230'
1174622.1967'
476
2342972.5275'
174642.9719'
1 477
12342982.0732'
1174660.1582'
478
12342987.3478'
1174669.5568'
r 479
12342988.1879'
174671.0538"
j 480
2342990.5310'
1 174674.3947'
481
12342993.1847'
174677.4935'
482
12342996.1256'
174680.3214'
1 483
12342999.3265'
174682.8513'
1 484
12343002.7563'
1174685.0612'
1 485
2343005.3550'
174686.4442'
486
2343008.5411'
1174687.9121'
487
12343011.8720'
174689.0141'
488
2343015.3059'
174689.7341'
1 489
2343018.7987'
174690.0651'
490
2343022.3070'
174690.0011'
491
2343025.7844'
174689.5441'
492
2343026.9314'
1174689.3051"
493
2343032.4612'
174688.2451'
494
2343037.9030'
1 174686.8002'
495
2343043.2300'
174684.9783'
496
2343046.9456'
1174683.2633'
497
2343050.2805'
174681.2754'
498
2343052.5796'
174679.5665'
499
2343064.4237'
174699.6446'
500
2343061.7810'
174701.4716'
501
2343056.5232'
174705.5864'
502
2343051.5174'
174710.0053'
503
2343050.3945' 1174711.0712'
504
2343046.2476'
174716.0950'

AiAochvv%w+ 6
E
Point Number Easting Northing Paint Number Easting Northing
505 2343041.2650' 174723.1563'
•
11

A
MISCELLANEOUS SITE
1
INFORMATION
GEOTECHNICAL REPORT
2
(FROM OTHERS)
PREVIOUS STATE STORMWATER
3
PERMITS
STORMWATER MANAGEMENT
4
FACILITY DESIGN CALCULATIONS
STORMWATER MANAGEMENT
FACILITY DESIGN CALCULATIONS
5
- FUTURE IMPERVIOUS

� S
411tjar i
UNC WILMINGTON
SITE AERIAL MAP
o 125 250 soo Feet PROJECT #: UNW-16050
I inch = 2�0 teet WILMINGTON. NORTH CAROLINA

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% 13'33"N
34 1315' N
• 0
3 Hydrologic Soil Group —New Hanover County, North Carolina 3
(SW8 97012B)
k F
I.GRL JYHi) Z.YFNO JifIIYI ]Jtiil,1 Y.5J10
!x Map Eok: 1:3,860 d pv,tei on A larbscape (1.'><d.5
'^ N 0 41 , W 210 300
An,ap prule:Uon: Nob MoTatur Corder cxydrote;: WCSgA Edge tics'. UN 7m MWGSiA
t NI I -A Natural Resources Web Soil Survey
-111111110 Conservation Service National Cooperative Soil Survey

• 0
Hydrologic Soil Group —New Hanover County, North Carolina
(SW8 970128)
Area of Interest (AOII
Area of Interest (AOI)
Solis
Soil Rating Polygons
O A
u ND
B
u R/D
LJ C
IEJ C/D
D
Not rated or not available
Soil Rating Lines
..r A
C
C/D
...
D
.
Not rated or not available
Soil Rating Points
0
A
®
ND
B
BID
13
C
p
CfD
®
D
13
Not rated or not available
Water Features
Streams and Canals
Transportation
Reds
>.4r
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1 15,800.
"Warning: Sal Map may not be valid at this scale
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map. Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System. Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area. New Hanover County, North Carolina
Survey Area Data Version 17, Sep 20, 2016
Soil map units are labeled (as space allows) for map scales
1 50,000 or larger.
Dates) aerial images were photographed. Data not available.
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
I sm Natural Resources Web Soil Survey 5/11/2017
-IIIIIIff Conservation Service National Cooperative Soil Survey Page 2 of 4

11
Hydrologic Soil Group —New Hanover County, North Carolina
Hydrologic Soil Group
S W 8 970128
Hydrologic Soil Group— Summary by Map Unit — 01, New Hanover County, North Carolina (NC129)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
Be
Baymeade fine sand, 1
to 6 percent slopes
I A
18.01
63 9016
Le
Leon sand
A/D
3.51
12 5
Ly
Lynn Haven fine sand
I AID
2 5
I 8.9%
Se
Seagate fine sand
B
I 3.21
11.2
Subtotals for #1
27.1
j 96.6
Totals for Area of Interest
I 28.11
100.0
Hydrologic Soil Group —Summary by Map Unit —#2, New Hanover County, North Carolina (NC129)
Map unit symbol
Map unit name
Rating
Acres in AOI Percent of AOI
Be
Baymeade fine sand, 1
to 6 percent slopes
A
I 1 0
Subtotals for #2
1.01 3.4%
Totals for Area of Interest
28.1 100.0
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5111/2017
Page 3 of 4

11
is
40
Hydrologic Soil Group —New Hanover County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff., None Specified
Tie -break Rule: Higher
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
SW8 970128
5/11/2017
Page 4 of 4

NC DENR- DIVISON OF WATER RESOURCES
.0311 CAPE FEAR RIVER BASIN
2B 0300
Name of Stream
Description
Class
Class Date
Index No.
Channel
From Rich Inlet to Intracoastal
SA;ORW
01/01/90
18-87-16
Waterway
Cedar Snag Creek
From Green Channel to Intracoastal
SA;ORW
01/01/90
18-87-17
Waterway
Butler Creek
From Nixon Channel to Intracoastal
SA,ORW
01/01/90
18-87-18
Waterway
Futch Creek
From source to Intracoastal
SA;HQW
08/09/81
18-87-19
Waterway
Nixon Channel
From Rich Inlet to Intracoastal
SA;ORW
01/01/90
18-87-20
Waterway
Middle Sound
Entire Sound
SA,ORW
01/01/90
18-87-21
Pages Creek
From source to Intracoastal
SA;HQW
08/09/81
18-87-22
Waterway
Howe Creek
From source to Intracoastal
SA;ORW
01/01/90
18-87-23
Waterway
Intracoastal Waterway
From the western mouth of Howe
SA;HQW
O8/09/81
18-87-(23.5)
Creek to the southwest mouth of
Shinn Creek, exclusive of the
Wrightsville Beach Recreational Area
Wrightsville Recreational Area
In any waters within a line beginning
SB:#
10/01/87
18-87-24
(including Lees Cut, Motts
at a point on the mainland along the
Channel and portions of Banks
Intracoastal Waterway 1400 feet
(Channel))
north of the U.S. Hwy. 74-76 bridge
extending directly across the
waterway to the northern edge of
®
Lees Cut, thence along the northern
edge of Lees Cut to the end of the
Cut, crossing the Cut in a
northeasterly direction to a point on
Wrightsville Beach 1900 feet
northeast of the U.S Hwy. 74 bridge,
thence along the western shoreline of
Wrightsville Beach to a point 4000
feet southwest of the U.S. Hwy. 76
bridge, thence in a northwesterly
direction across Banks Channel and
mud flats to a point on the eastern
side of the Intracoastal Waterway
across from the southern edge of
Bradley Creek, thence along the
eastern side of the waterway to a
point 1750 feet northeast of Channel
Marker #128, thence directly across
the waterway in a easterly direction
to Money Point and along the
western edge of the Intracoastal
Waterway in a northeasterly direction
to the point of beginning.
Lees Cut
Entire Cut
SB:#
10/01/87
18-87-24-1
Channel
Entire Channel
SB:#
10/01/87
18-87-24-2
Channel
Entire channel south of the
SA;HQW
10/01/87
18-87-24-3
Wrightsville Recreational Area
Bradley Cre_e_k -
_
From source to U S. Hwys. 17, 74 &
_
SC,HQW.#
0.8_ /01/9.0
18-8.7-24-4-(1),
76 bridge`
50

12/22/2016
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Wilmington North Carolina. USA'
Latitude: 34.2227°, Longitude:-77.8652° L
Elevation: 35.37 ft•' }`�r1\��''./,n
'ii
source' ESRI Maps ,Uj
® -source USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
L_J
G M Bonnm, D. Marlin, B. Lin, T. Pan ybok, M Yekta, and D. Riley
NOAA, National Mather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 j
Average recurrence interval (years)
Duration
1
2
5
10
25
50
100
����
200
500
1000
0.524
T 0622-IF
0.728 IF
0.811 IF
0.916 IFO.995
IF1.08
11.16
1
26 1
35
5-min
(0.489-0.565)
(0.580-0670)
(0678-0783)
(0752-0872)
(0846-0982)
(0914-107)
(0.984-116)
(105-124)
(1.13-1.36)
(1.20-145)
0.837
0.995
1.17
1.30
1.46
1.58
1.71
1.83
1.99
2.12
10-min
F�
(0.782-0.902)
(0.928-1.07)
(1.09-1.25)
1 (1.20-1.39)
1 (135-1.56)
(146-1.70)
(156-184)
(167-197)
(1.79-2.15)
(t89-229)
1.-1
1.-1
1.64
1.85
2.01
2.-2
2.-2
2.51
266-1
.-2
15-min
C
T7-1
(0.977-113)
(1.17-135)
(137-159)
(1.52-1.76)
(171-1.98)
(1.84-2.15)
(1.98-232)
(210-249)
(2.26-2.71J
(2.37-287)
1.43
1.73
2.10
2.36
2.74
3.02
3.31
3.60
4.00
4.31
30-min
(134-1.54)
1 (1.61-186)
1 (195-225)
1 (2.21-256)
1 (2.53-2.94)
(2.78-324)
(303-355)
(327-3.87)
(3.59-4.31)
(3.84-466)
1.79
2.17
2.69
3.10-IF-3
.65
4.09
4.56
5.as
5.73
6.29
60Krlin
(167-193)
(202-2.33)
(250-2.89)
(287-3.33)
(337-3.91)
(3.76-439)
(4.17-489)
(459-543)
(5.16-6.18)
(5.61-6.79)
2'11
2.57
3 28-IF
3.87
4.72
5.45 1
6.24 1
7.111
8.39 1
9.50
2-hr
(1 95-2 31)
1 (2 37-2.81)
1 (3 02-3 58)
1 (3 55-4.22)
1 (4.31-5.14)
(4 95-5 93)
(5 64-6 79)
(6.38-7.72)
(7.45-9.13)
(8.36-10 4)
2.25
2.74
3.51
4.-4
5.'16
6.-6
6.98
8.-8
9.-1
111
3-hr
(208-2.47)
(253-3.00)
(3.23-3.84)
(3.82-456)
(4.70-562)
(545-656)
(6.27-7.59)
(717-873)
(850-105)
(963-121)
-280-IF-3-41IF-4-37IF-52-0IF
6.46 1
7.55 1
8.79 1
0.2 1
2.3 1
4.1
6-hr
(2 59-3 08)
1 (3 15.3.75)
1 (4024.79)
1 (4 77-5.70)
1 (5,88-7.04)
(6 83-8 24)
(7 89-9 57)
(9.03-11.1)
(10.8-13 4)
(12 3-15 4)
3.28
3.99
5.15
6.17
7.70
9.07
10.6
12.4
15.1
17.5
12-hr
E�
(3.00-3.63)
1 (3 65-4A1)
1 (4 70-5.68)
1 (5 60-6.79)
1 (6 94-8 46)
(8.12-9 94)
(9.43-11e)
(10 9-13 5)
(13.1-16 5)
(14 9-19.1)
3.88
4.70
6.09
73-IF
9.18 1
0.9 1
12.8 1
4.9 1
8.3 1
21.3
24-hr
(3.53-4 32)
1 (4 29-5 25)
1 (5 54-6 78)
1 (6 63-8.12)
1 18 25-10 2)
(9 66-12 0)
(11.2-14.2)
(12 9-16 6)
(15.5-20.5)
(17 8-23.9)
4.60
5.56
7.13
8.51
10.fi
12.4
14.5
16.9
20.5
23.7
2day
(421-5.09)
(509-615)
(6.51-7.90)
( 773-9.42)
( 9.54-117)
( 111-13.8)
(12.8-16.2)
(14.7-189)(
17.4-230)
( 198-26a)
4.90
5.91
7.53
8.94
11.0
12.9
15.0
17.3
20.8
23.9
3day
E�il
(449-541)
1 (542-653)
1 (689-8.33)
1 (814-988)
1 (997-122)
(11.5-143)
(132-166)
(151-193)
(17.8-23.4)
(20.1-27.1)
5.20
6 6IF
7.94
9.37
11.5
13.3
15.4
17.7
21.1
24.2
4day
( 477-573)
(5691 )
(T26-8.76)
(854-10.3)
(10.4-127)
( 12.0-148)
(137-171)
( 155-19.7)(
18.2-237)
( 205-27.3)
5.96
7.19
9.05
10.6
12.9
14.8
16.9
19.1
22.5
25.3
7day
(5,526.51)
1 (6.65-7.84)
1 (8.35-9a6)
1 (9.74-11.5)
1 (118-140)
(134-16.1)
(15.2-18.4)
(17.0-21o)
(19.7-24.9)
(218-28.2)
6 75-IF
8.07
10.0
11.6 IF14.0
IF16.0
IF18.1
20.4 1
23.8 1
26.6
today
(625731)
1 (7.49-877)
1 (9.25-109)
1 (107-12.6)
1 (12.8-15.2)
1 (145-17.4)
(163-19.7) I
(182-22.3)
(20.9-262)
(23 1-295)
9.01
10.7
13.1
15.0
78-IF
200-IF
22.5 IF25.0
28.7
3 7
20day
(8.41-9.69)
1 (10.0-11.6)
1 (122-14.1)
1 (14.0-16.1)
1 (16.5-191)
1 (18.4-21.6)
(205-24.3)
(227-27.2)
(25.6-314)
(27.9-35.0)
-IjF-3-jF-15-8jF-7-91F-20-9j
23.3 1
25.7 1
28.3 1
31.8 1
34.6
30day
(104118)
1 (12.4-140)
1 (148-168)
1 (168-19.1)
1 (19.5-223)
1 (21.6-249)
(237-27.6)
(25.9-30.4)
(28.8-344)
(31.0-37.7)
13.8
16.3
19.4
21.8
25.2
27.9 1
30.7 1
33.5 1
37.4 1
40.4
45day
(13.0-14.7)
1 (15.4-17.4)
1 (182-206)
1 (20.5-23.2)
1 (23.6-268)
(26.0-297)
(284-32.7)
(308-35.9)
(34.0-403)
(36.5-43.9)
16.6
19.5
22.8
25.5
29.0
31.8
34.5
37.3
41.0
43.8
60day
(t57-17.6)
(185-207) I
(2t6-24.2)
(241-27.0)
( 3-o8)
(29.8-338)
(32.2-36.8)
(34.6-39.9)
(37.7-44.0)
(40.0-473)
1 Precipitation frequency RF) estimates in this table are based on frequency analysis of partial duration series (PDS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90 % confidence interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval will be greater than the upper bound (or less than the lower bound) is 5%. Estimates
at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values
Please refer to NOAA Atlas 14 document for more information
Back to Too
http /lhdsc.ms.noaa.gov/hdsc/pfds/pfds_printpage.html9lat=34.2227&lon=-77.8652&data=depth&units=english&series=pds 114

0
Center Wei,bled Star. CampaWtiun - Dated on NOAA Ads, 14 Results
Copy input data from NOAA Alas 14
I) [lave NOAA Aias 14 results in Imunet Cxplmet Window
2) Copy from ARI ofime year m 1000 year, 60 day pr e.paatmn value. Do nn1 melude column headings, "I"will be in upper left of selection, 1000-yr, 60-Jay result in lower right ofselection
3) Paste with seat l mg pot nl at ARI of I year (lilst cell to the Alt column, cell Alt) Cannot poste special to preserve fount, Nutria, Is via nmero In next step
4) Place cursor on AR of 1 year (cell A] 2), and press C rRL+1 for Journal - make sure that Al2 is the only cell selected before running the honest macro
5) Copy results of output data (helow mat fall input) into Pondl'uck
AID 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 31) 45 60
(years) min min min min min min hours hours hours hours hours days days days days days days days
1 052 084 1 05 1 43 1.79 2 11 2 25 2 80 3 28 3 88 4 60 5.20 596 675 901 1105 13 80 1657
2 067 099 I75 171 917 75'1 7'Id 'till 100 d]n C5o I Ito Nn7 to la It td i"I in"
78
in 981 130 164 238 3In 387 417 520 6.17 731 851 937 to59 1163 is01 1793 2191 2549
Output Data to Export to I'm dl'ack, 5 minute intervals
'Time 'rime Iyear 2year 5year 10 year 25 year 50 year 100year 500year
5 0.083 0004 0005 0007 0008 0010 0012 0015 0022
10 0167 0008 0010 0,013 0016 0021 0025 0030 0045
T
30 0 500 0 025 0 030 0 039 0 048 0 062 0 075 0 090 0 135
35 0583 0029 0035 0046 0055 0072 0087 0105 0157
60 1 000 0 050 0 059 0 078 0 095 0 123 0 149 0 179 0 269
65 1 083 0 054 0 064 0 085 0 103 0.134 0 162 0.194 0292
0 071 0 084 0
90 1 500 0 075 0 099 0 118 0 143 0 185 0 224 0 269 0 404
95 1.583 0 079 0 094 0,124 0 150 0 195 0.236 0 284 0A26
120 2,000 0too 0118 0157 0190 0247 0298 0358 0538
125 2 083 0 104 0 123 0 163 0 198 0 257 0 311 0 373 0 561

Oalpm D.C. la Egmn m P.rull'ark 5 minule mler,al,
'Time 'lime )year 2year 5year 10 year 25 year 50 year I00yeur 500)enr
(min) (hour,) (inin) (min( (min) (min) (mia) (min) (min) (min)
130 2 167 0 108 0 128 0 170 0 206 0 267 0 323 0 388 0 583
135 2 250 0 113 0 133 0 176 0 214 0 278 0.336 0 403 0 606
140 2 333 0 117 0 138 0 183 0 222 0 288 0.348 0 419 0 628
215 3583 0179 0212 0281 0340 0442 0535 0642 0965
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225
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0 188
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0 294
0 356
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0 559
0 672
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0.227
0 300
0 364
0 473
0.572
0,687
1.032
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3 917
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0 232
0 307
0 372
0 483
0 584
0 702
1 054
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4 000
0200
0 237
0 313
0 380
0 493
0 597
0 717
1 077
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4 083
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0 242
0 320
0 388
0 504
0 609
0 732
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0 326
0 396
0 514
0 622
0 747
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0 217
0 256
0 339
0 412
0 534
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0 266
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310 5167 0258 0306 0405 0491 0637 0771 0926 1391
335 5 583 0 279 0 330 0 437 0 530 0 689 0 833 1 000 1 503
�tlRl=101P1•I1RIII�IXL}�IEYO=1}1/1�1)EII=II:V}�piF�NH
365 6083 0307 0363 0481 0583 0.757 0916 1100 1654
370 6 167 0 313 0,371 0.492 0 597 0 774 0 937 1 126 1 693

•
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Output Hatt In Export to PondPack. 5 minute imenalr
'Time 'Time I year 2 year 5 year 10 year 25 year 50 year 100 year 500 year
(min) (hours) (min) (min) (min) (min) (min) (mm) (min) (min)
620 10 333 0 784 0 943 1 242 1 513 1 918 2 335 2 799 4 170
695 11583 I127 1,367 1834 2267 2965 3616 4367 6643
ECllfil
720 12 000 2 159 2 609 3 343 3 971) 4 950 5,809 6.787 9 601
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4 762
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8 345
9,747
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13.417
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3 706
4 781
5 715
7 133
8 393
9 808
13 878
810
13 500
3 065
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4 800
5 740
7 170
8 440
9 870
13 985
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13 583
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3 739
4 824
5 769
7206
8 483
9.920
14 058
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13 667
3 096
3 757
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5 797
7 242
8 525
9 971
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8 610
10 071
14 275
955 14 250 3 203 3 888 5 015 5 mot 7.495 8 823 10.323 14 638
860 14333 3218 3900 5039 6026 7,531 8865 10373 14710

Output Dam to Export to Pond Pack, 5 minute imereab
'Time 'lime Iyear 2year 5year 10 year 25 year 50 year 100yenr 500year
(min) (hours) (min) (min) (min) (min) (min) (min) (min) (min)
865 14 417 3 233 3 925 5 063 6 055 7 567 8 908 10,423 14 783
�iL1�G1[M1�ERIts�[0:ffffff]D:f:t�pE�aQ��iT11�Y�iD)•Li:YYI
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1000 16667 3473 4216 5447 6524 8164 9627 11281 16065
1025 17 093 3 507 4 256 5.501 6 592 8.251 9.733 11 407 16 259
1030 17 167 3 513 4 264 5 512 6 605 8 268 9 754 11 432 16.298
1035 17250 3520 4273 5523 6,619 8285 9775 11458 16336
1060 17 667 3 553 4 313 5 577 6 686 8 371 9 881 1 1584 16 530
1085 18 083 3 584 4 350 5 627 6 748 8 450 9 977 11700 16 707
417

2
Output Data to Export to Pondl'm,k 5 minute intenals
'Time 'I ime 1 year 2 year 5 year 10 year 25 year 50 year 100 year 500 year
(min) (haurs) (min) (min) (min) (min) (min) (min) (min) (min)
1120 18 067 3 613 4 384 5.672 6 803 8 522 10 064 11 804 16 864
1125 18750 3619 4389 5079 6811 8533 10077 11819 16887
1165 19.417 3 651 4 429 5.731 6 875 8 615 10 176 11 939 17 066
1170 19 500 3 655 4 434 5738 6 883 8 625 10 189 11 954 17 089
1175 19, 583 3 659 4 439 5 744 6 890 8 635 10 201 11 969 17 I I I
1180 19,667 3 663 4 444 5 751 6 898 8 646 10 214 11 984 17 134
1185 19 750 3 668 4 449 5 757 6 906 8 656 10 226 11 9" 17 156
1190 19833 3672 4453 5.764 6914 8666 10238 12013 17178
1205 20,1183 3 684 4 468 5.783 6 938 8 697 10 276 12 058 17.246
1210 20 167 3 688 4 473 5 790 6 946 8 707 10 288 12 073 17 268
1215 20.250 3.693 4.478 5.796 6 954 8.718 10 301 12 088 17 291
1245 20750 3718 4508 5835 7001 8.779 10,375 12178 17.425
1250 20,833 3.722 4,513 5.842 7,009 8,789 10388 12193 17.448
1255 20,917 3726 4.518 5.848 7017 8.800 10,400 12208 17470
1260 21 000 3 730 4 523 5 855 7 025 8 810 10 413 12 223 17 493
1265 21 083 3 734 4 527 5 862 7 033 8 820 10 425 12 237 17 515
1270 21167 3738 4532 5, 868 7041 8831 10.437 12.252 17537
1290 21.500 3 755 4 552 5,894 7 073 8 872 10.487 12 312 17627
1295 21 583 3759 4 557 5 901 7 080 8 882 10 500 12 327 17 650
1320 22 000 3 780 4 582 5.933 7 120 8 933 10, 562 12 402 17 762
1325 22.083 3 784 4 587 5940 7 128 8 944 10 574 12 417 17 784

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implemented a long term approach to floodiplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
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FLOOD HAZARD INFORMATION
SEE FIS REPORTFORZONE DESCRIPTIONSAND INDEXMAP
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For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in ge r".]I
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Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program welasite at hftp://www.ncfloodmaps.com
or contact the FEMA Map Service Center.
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 500 feet 1:6,000
Without Base Flood Elevation (BFE) Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as 0 250 500 1,000
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above. Feet
SPECIAL FLOOD With BFIE or Depth n?1i)-A_F, For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction. Meters
Regulatory Floodway To determine if flood insurance is available in the community, contact your insurance agent or call the National 0 75 150 300
HAZARD AREAS Flood Insurance Program at 1-800-638-6620.
0 2% Annual Chance Flood Hazard, Areas
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Base map information shown on this FIRM was provided in digital format by the North Carolina Floodpain
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digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1-percent-annual-chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures, For more information on flood insurance, interested
parties should visit the FEMA Website at http://�.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
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protection provided (which may exceed the 1-percent-annual-chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations. i
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provided indicates the levee system does not comply with Section 65.10 requirements, FEMAwill revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Welosite at http://w�.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LIMWA). The LMWA represents the approximate
landward limit of the 1.5-foot breaking wave. The effects of wave hazards between the VE ZoneandtheL!MWA
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Limit of Moderate Wave Action (LiMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the clate(s)
indicated on the map. For more information see hftp://w�.fws.gov/habitatconseNation/GOastal- barnerthtml, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1-800-344-WILD�
CBRS Area 7
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PANEL LOCATOR
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
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GEOTECHNICAL REPORT (FROM OTHERS)
UNCW - PARKING IMPROVEMENTS PHASE 1
UN W-16050

® REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
LOTS 1AAND 1B - WAGONER
WILMINGTON, NEW HANOVER COUNTY, NORTH CAROLINA
® ' TM
PREPARED FOR:
MR. CORY GEORGE, PE, PLS
MCADAMS
2905 MERIDIAN PARKWAY
DURHAM. NORTH CAROLINA27713
ECS SOUTHEAST, LLP
PROJECT NO.: 22.25091
FEBRUARY 27, 2017
r 1

ECS SOUTHEAST, LLP "Setting the Standard for Service'
®----=zl. Geotechnical • Construction Materials • Environmental • Facilities NCRe,,,te,adEn,,,eenn,F„mF.1078
NC Registered Geao,as F„m C-406
SC 3252
February 27, 2017
Mr. Cory George, PE PLS
McAdams
2905 Meridian Parkway
Durham, North Carolina 27713
Re: Report of Subsurface Exploration and Geotechnical Engineering Analysis
Lots 1A and 1B - Wagoner
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.25091
Dear Mr. George:
As authorized by your acceptance of our proposal number 22.21193 Rev.1, dated November
15, 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
ate, cu.?.,.
Annemarie Crumrine, E.I.
Staff Professional
6714 Netherlands Drive, Wilmington, NC 28405
[�;4��
Winslow E. Goins, P.E.
Principal Engineer
NC PE License No. 033751
T.910-686-9114 • F:910-686-9666 • www.ecs[imited.com
ECS Capitol Services, PLLC • ECS Florida, LLC • ECS Mid-Atiantic, LLC • ECS Midwest, LLC • ECS Southeast. LLP • ECS Texas, LLP

® REPORT OF SUBSURFACE EXPLORATION AND
GEOTECHNICAL ENGINEERING ANALYSIS
LOTS 1A AND 1 B - WAGONER
WILMINGTON, NEW HANOVER COUNTY, NORTH CAROLINA
PREPARED FOR:
MR. CORY GEORGE, PE, PLS
MCADAMS
2905 MERIDIAN PARKWAY
DURHAM, NORTH CAROLINA 27713
PREPARED BY:
ECS SOUTHEAST, LLP
6714 NETHERLANDS DRIVE
WILMINGTON, NORTH CAROLINA 28405
ECS SOUTHEAST, LLP PROJECT
NO.: 22.24591
FIRM NO. F-1078
WINSLOW E. GOINS. P.E.
NC LICENSE NO. 033751
FEBRUARY 27, 2017
El

® TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY...................................................................................................... 1
3.0 EXPLORATION PROCEDURES..........................................................................................
3
3.1 Subsurface Exploration Procedures................................................................................
3
3.1.1 Cone Penetration Test............................................................................................
3
3.1.2 Kessler Dynamic Cone Penetrometer Tests............................................................
3
4.0 EXPLORATION RESULTS..................................................................................................4
4.1 Site Conditions................................................................................................................4
4.2 Regional Geology............................................................................................................
4
4.3 Soil Conditions................................................................................................................
4
4.4 Groundwater Conditions..................................................................................................
5
4.5 Seasonal High Water Table and Infiltration Testing........................................................
5
5.0 ANALYSIS AND RECOMMENDATIONS.............................................................................
6
® 5.1 Subgrade Preparation.....................................................................................................6
5.2 Engineered Fill Placement............................................................................................... 7
5.3 Pavement Design Considerations.................................................................................. 8
5.4 Site Drainage.................................................................................................................. 9
5.5 Construction Considerations........................................................................................... 9
6.0 CLOSING...........................................................................................................................11
APPENDICES
APPENDIX A -FIGURES
APPENDIX B-CPT SOUNDING LOGS
APPENDIX C- KESSLER DCP RESULTS
APPENDIX D-SEASONAL HIGH WATER TABLE AND INFILTRATION TESTING RESULTS
APPENDIX E-GENERAL CONDITIONS
El

Report of Subsurface Exploration and Geotechnical Engineenng Analysis
Lots 1A and 1 B -Wagoner
Wilmington, New Hanover County, North Carolina
® ECS Project No * 22.25091
1.0 EXECUTIVE SUMMARY
This report contains the results of our subsurface exploration and geotechnical engineering
analysis for the proposed site located near Wagoner Hall, off of Walton Drive, on the UNCW
campus in Wilmington, Hew Hanover County, North Carolina. At the time of our exploration,
the site consisted of open and lightly wooded areas. The site is relatively level with typical
elevations ranging from 33 to 37 feet.
ECS understands that the proposed project consists of two new parking lots. ECS has been
requested to evaluate the existing subgrade and provide a pavement design section for the
proposed parking lots. Additional project information including project traffic loading was not
available at the time this proposal was prepared.
Beneath the surface materials to depths of about 5 feet, the test soundings (S-1 through S-5)
consisted of loose to dense, silty, slightly silty, and clean sands (SM, SP-SM, SP) and soft to
stiff, sandy and clayey silts, silty clay, and lean clay (ML, CL-ML, CL). From depths of 5 to a
termination depth of about 10 feet, the soundings encountered intermittent layers of loose to
dense, silty, slightly silty, and clean sands (SM, SP-SM, SP) and stiff to very stiff, sandy silts
(MIL).
In summary, a light duty flexible pavement section may consist of 2 inches of surface course
asphalt overlying at 6 inches of compacted graded aggregate base. A heavy duty flexible
pavement section may consist of 3 inches of surface course asphalt overlying at least 6 inches
® of compacted graded aggregate base. For a rigid pavement section, 5 inches of concrete with a
design flexural strength of 450 psi overlying 4 inches of compacted graded aggregate. The
base material should be compacted to 98 percent of the modified Proctor (ASTM D 1557)
maximum dry density.
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.
1

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Lots 1A and 1 B -Wagoner
Wilmington, New Hanover County, North Carolina
® ECS Project No. 22.25091
2.0 PROJECT OVERVIEW
2.1 Project Information
ECS' understanding of the proposed construction is based upon information provided by Mr.
Cory George, PE, PLS of McAdams. The proposed site is located near Wagoner Hall, off of
Walton Drive, on the UNCW campus in Wilmington, Hew Hanover County, North Carolina. At
the time of our exploration, the site consisted of open and lightly wooded areas. The site is
relatively level with typical elevations ranging from 33 to 37 feet.
ECS understands that the proposed project consists of two new parking lots. ECS has been
requested to evaluate the existing subgrade and provide a pavement design section for the
proposed parking lots. Additional project information including project traffic loading was not
available at the time this proposal was prepared.
2.2 Scope of Work
The conclusions and recommendations contained in this report are based on the results of the
following:
Five Cone Penetration Test (CPT) soundings, in the proposed pavement areas,
• Five field Kessler dynamic cone penetrometer (DCP) tests,
® Two hand auger borings, and
• Engineering analyses of the Feld and laboratory findings with respect to the provided project
information.
1
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 five test sounding to explore the subsurface soil and groundwater
conditions, and
• Performing five Kessler DCP tests to correlate a CBR to provide pavement
recommendations,
• Performing hand auger borings to estimate the seasonal high water table and
perform infiltration tests, and
• Analyzing the field data to develop appropriate geotechnical engineering design and
construction recommendations.
2

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Lots 1A and 1 B -Wagoner
Wilmington, New Hanover County, North Carolina
® ECS Project No.22 25091
3.0 EXPLORATION PROCEDURES
3.1 Subsurface Exploration Procedures
3.1.1 Cone Penetration Test
Five electronic cone penetration test (CPT) soundings (S-1 through S-5) were performed during
our field exploration. The CPT soundings were performed in general conformance with ASTM
D 5778 with a track mounted rig. An ECS representative staked the CPT sounding locations
using existing site features and a hand held GPS device. Approximate locations of the CPT
soundings are indicated on the Exploration Location Diagram in Appendix A of this report.
The cone used In the soundings has a tip area of 10 Cm2 and a sleeve area of 150 cm2. The
CPT soundings recorded tip resistance and sleeve friction measurements to assist in
determining pertinent index and engineering properties of the site soils. The ratio of the sleeve
friction to tip resistance is then used to aid in assessing the soil types through which the tip is
advanced. The results of the CPT soundings and seismic testing are presented in Appendix B.
3.1.2 Kessler Dynamic Cone Penetrometer Tests
Five Kessler DCPs were performed at the boring locations in the proposed parking lot. The
Kessler DCP is used to estimate the strength characteristics of soils. The Kessler DCP was
driven continuously through approximately the upper 2 feet below the existing ground surface.
® The Kessler DCP is driven into the soil by dropping a Dual -Mass 17.6 lb Hammer from a height
of 22.6 in. The depth of cone penetration is measured at selected penetration or hammer drop
intervals and the soil shear strength is reported in terms of Kessler DCP index. The Kessler
DCP index is based on the average penetration depth resulting from one blow of the 17.6 lb
hammer. The Kessler DCP index can be correlated to CBR and modulus of rigidity. The
individual results of the Kessler DCP tests are presented in Appendix C.

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Lots 1A and 1 B - Wagoner
Wilmington, New Hanover County, North Carolina
® ECS Project No.. 22 25091
4.0 EXPLORATION RESULTS
4.1 Site Conditions
The proposed site is located near Wagoner Hall, off of Walton Drive, on the UNCW campus in
Wilmington, Hew Hanover County, North Carolina. At the time of our exploration, the site
consisted of open and lightly wooded areas. The site is relatively level with typical elevations
ranging from 33 to 37 feet.
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
Approximately 2 inches of organic topsoil was encountered at the sounding locations, S-1
trough S-5. The depths of the surface material should be considered approximate.
CPT Sounding: Beneath the surface materials to depths of about 5 feet, the test soundings
(S-1 through S-5) consisted of loose to dense, silty, slightly silty, and clean sands (SM, SP-SM,
SP) and soft to stiff, sandy and clayey silts, silty clay, and lean clay (ML, CL-ML, CL). The
equivalent corrected standard penetration test resistances (N*-values) in these soils generally
ranged from 4 to 34 blows per foot (bpf).
From depths of 5 to a termination depth of about 10 feet, the soundings encountered
intermittent layers of loose to dense, silty, slightly silty, and clean sands (SM, SP-SM, SP) and
stiff to very stiff, sandy silts (ML) with N*-values ranging from 10 to 36 bpf.
The descriptions provided in this section are a general summary of the subsurface conditions
encountered within the CPT test sounding. The CPT Sounding Log in Appendix B contains
detailed information recorded at the sounding location. The findings from the Kessler DCP
tests are shown in Appendix C.
4

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Lots 1A and I - Wagoner
Wilmington, New Hanover County, North Carolina
® ECS Project No.: 22.25091
4.4 Groundwater Conditions
Porewater pressure measurements were made at the sounding location during exploration.
The apparent groundwater depth was observed to range from approximately 7.0 to 10.0 feet
below the existing grade in the CPT soundings.
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.
4.5 Seasonal High Water Table and Infiltration Testing
The results of the seasonal high water table and infiltration testing are shown in the report
included in Appendix D of this report.

A
Report of Subsurface Exploration and Geotechnical Engineering Analysis
Lots to and 1 B -Wagoner
Wilmington, New Hanover County, North Carolina
ECS Project No . 22 25091
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 Preparation
The first step in preparing the site for the proposed construction should be to remove
vegetation, rootmat, topsoil, 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.
Due to the presence of near surface loose sands near soundings S-1, S-2, and S-3, in -place
densification of the surface soils in the pavement areas should be performed during site grading
activities prior to fill placement and/or roadway construction.
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 vibratory
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. The
proofrolling will also help density the upper exposed subgrade soils. 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.
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.
M

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Lots 1A and 1 B -Wagoner
Wilmington, New Hanover County, North Carolina
® ECS Project No : 22 25091
5.2 Engineered 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.
The existing, sands should be suitable for re -use as structural fill. Moisture conditioning should
be anticipated for the soils to achieve the optimum moisture content for fill placement.
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.
r

Report of Subsurface Exploration and Geotechnical Engmeenng Analysis
Lots to and 1 B -Wagoner
Wilmington, New Hanover County, North Carolina
® ECS Project No 22 25091
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.
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.
6.3 Pavement Design Considerations
® For the design and construction of 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.
u
Based on our past experience with similar facilities and subsurface conditions, we present the
following design pavement sections provided the recommendations contained in this report are
strictly followed. We have developed the asphalt or concrete pavement sections recommended
below using NCDOT guidelines based on a design CBR value of 8 and an anticipated design
life of 20 years.
Actual traffic conditions were not provided to ECS. However, based on our experience for light
duty traffic for similar projects, a light duty flexible pavement section may consist of 2 inches of
surface SF9.5 mix overlying at least 6 inches of compacted ABC stone in the roadway areas. .
Similarly, a heavy duty flexible pavement section may consist of 3 inches of surface SF9.5 mix
overlying at least 6 inches of compacted graded aggregate base in the roadway areas. The
base material should be compacted to 98 percent of the modified Proctor (ASTM D 1557)
maximum dry density.
♦3

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Lots 1A and 1 B -Wagoner
Wilmington, New Hanover County, North Carolina
® ECS Project No : 22.25091
For a rigid pavement section, we recommend 5 inches of concrete with a design flexural
strength of 450 psi overlying 4 inches of compacted ABC stone in the roadway areas. . Joint
spacing should be between 10 to 15 feet.
Regardless of the section and type of construction utilized, saturation of the subgrade materials
and 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, proofrolling, 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 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.
6.4 Site Drainage
ECS recommends that landscaped areas adjacent to the pavements be sloped away from the
construction and maintain a fall of at least 6 inches for the first 10 feet outward from the paved
areas.
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.
5.5 Construction Considerations
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 pavements areas without significantly interrupting its flow. Other practices would
involve crowning and 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.
E

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Lots 1A and 1 B - Wagoner
Wilmington, New Hanover County, North Carolina
® ECS Project No. 22.25091
The key to minimizing disturbance problems with the soils is to have proper control of the
earthwork operations. 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 stable 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 randomly run 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.
E
10

Report of Subsurface Exploration and Geotechnical Engineering Analysis
Lots 1A and 1 B - Wagoner
Wilmington, New Hanover County, North Carolina
® ECS Project No.: 22.25091
6.0 CLOSING
Is
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 soundings and 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 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.
11

1
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APPENDIX B
CPT SOUNDING LOGS
•

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0
0
REFERENCE NOTES FOR CONE PENETRATION
TEST (CPT) SOUNDINGS
In the CPT sounding procedure (ASTM-D-5778), an electronically instrumented cone penetrometer
is hydraulically advanced through soil to measure point resistance (q,), pore water pressure M),
and sleeve friction (fj. These values are recorded continuously as the cone is pushed to the
desired depth. CPT data is corrected for depth and used to estimate soil classifications and
intrinsic soil parameters such as angle of internal friction, preconsolidation pressure, and undrained
shear strength. The graphs below represent one of the accepted methods of CPT soil behavior
classification (Robertson, 1990).
y L \ 3
U
ro � \
m ♦s
a
o \ \
U
o
U
♦ \
)Z
Friction Ratio, F, (%)
1. Sensitive, Fine Grained
2. Organic Soils-Peats
3. Clays: Clay to Silty Clay
4. Clayey Silt to Silty Clay
5. Silty Sand to Sandy Silt
C C-� 08 ?
Pore Pressure Ratio, Bq
6. Clean Sands to Silty Sands
7. Gravelly Sand to Sand
8. Very Stiff Sand to Clayey Sand
9. Very Stiff Fine Grained
The following table presents a correlation of corrected cone tip resistance (q°) to soil consistency
or relative density:
SAND
SILT/CLAY
Corrected Cone Tip
Resistance ° tsf
Relative Density
Corrected Cone Tip
Resistance tsf
Relative Density
<20
Very Loose
<5
Very Soft
20-40
Loose
5-10
Soft
40-120
Medium Dense
10-15
15-30
Medium Stiff
Stiff
120-200
Dense
30-45
Very Stiff
>200
Very Dense
45 60 _
>60
I Hard
Very Hard

0
0

Lots 1 A 0 1 B- Wagoner
Operator
Cory Robeson Cone Number DDG1352
Project Number
22-25091
_
Date and Time 2/76/2017 72:33:35 PM
12M:
1
Water Table
9.2 ft
CPT DATA
a
p,,. Tip Resistance
Local Friction
Pore Pressure SPT N"
Of TSF
20010
Fs TSF
1-2 Pw PSI 1 0 60% Hammer
0�0 . 1 !._i Tom..
I.T. _�._.
_
_
T_ — _
(�_ ;,._�. I—T_e
2
4
6
8
10
1 - sensitive fine grained
:.. 2 - organic material
■ 3 - clay
■ 4 - silty clay to clay
ae 5 - clayey silt to silty clay
0 6 - sandy silt to clayey silt
a 7 - silty sand to sandy sill
8 - sand to silty sand
9- sand
location
Wilmingto•.
Sounding
Number
S-01
County
New Hanover
I
o
REMARKS
J Q W
=d
O 00
F
N 10 - gravelly sand to sand
11 - very stiff tine grained (")
■ 12 - sand to clayey sand (')

Lots 1 A to 1 B- Wagoner
Operator
Cory Robison Cone Number DDG1352
Location
Wilmington N.C.
Project Number
22.25091 Date and Time 2116/201712:20:59 PM
Sounding
Number S-02
.■
Water Table
9.67 fl
County
New Hanover
cc
CPT DATA
0
U.]REMARKS
oTip Resistance
0 Ot TSF 7010
Local Friction Pore Pressure SPT N'
F1 s TSF 1 -1 Pw PSI 1 0 60 % Hm
Hammer
a
16
0 LU
m >- I
p
_ __.I�.. ).
21
4',,
6
8
i
10',
12..
1....
_.. i
1 - sensitive tine grained
■ 4 - silty clay to clay ■ 7 - silty sand to sandy silt
N 10
- gravelly sand to sand
a. 2 - organic material
■ 5 - clayey slit to silty clay 8 - sand to silty sand
r 11
- very stiff tine grained (')
■ 3 - clay
0 6 - sandy silt to clayey silt -; 9 - sand
0 12
- sand to clayey sand (')

Lots 1 A 40
1 B- Wagoner
Operator
Cory Robison Cone Number
DDG7352
Project Number
22-25091 Date and Time
21161201712:D8:55 PM
Water Table
1
_. _
10.0 ft —
CPT DATA
TSF 1601 0_ _ FS TSF 1 I-1 _
�. J �— Pw PSI
i Resistance Local orePressure
Of
2
4
6
8
10
121
1 - sensitive fine grained
--- 2 - organic material
■ 3 - clay
Location Wilmington .
Sounding Number 5-03
County New Hanover
O
J Q W
x a
SPT N'
W 1-
60% Hammer 30 U) m ~
-__[ 1.—
■ 4 - silty clay to clay ■ 7 - silty sand to sandy slit o 10 - gravelly sand to sand
■ 6 - clayey silt to silty clay 8 - sand to silty sand v 11 - very stiff fine grained (')
■ 6 - sandy silt to clayey silt = 9 - sand 0 12 - sand to clayey sand (")
REMARKS

9
N
4
6
8
10
Lots 1 A 0 1 B- Wagoner •
Operator Cory Robison _ Cone Number DDG1352 _ Location _ Wilmington_ N.C.
Project Number 22.25091 Date and Time 2/16I2017 11:50:36 AM Sounding Number S-04
Water Table 7.0 if County New Hanover
Ir
CPT DATA o
REMARKS
Tip Resistance
Of TSF 100
a._..I I. T— I_.- _i.
1 - sensitive fine grained
v 2 - organic material
N 3 - clay
Local Friction
0 Fs TSF
Pore Pre
1.1 Pw
■ 4 - silty clay to clay
■ 5 - clayey silt to silty clay
■ 6 - sandy silt to clayey silt
I
i
i
■ 7 - silty sand to sandy silt
8 - sand to silty sand
9- sand
N 10 - gravelly sand to sand
n 11 - very stiff fine grained (')
11112 - sand to clayey sand (')

Lots 1 A to 1 B- Wagoner
Operator Cory Robison_ _ _ Cone Number DDG1352 Location Wilmington N.C. _
Project Number 22.25091 Date and Time 2/16/2017 11:35.52 AM Sounding Number 5-05
Water Table 7.2 it - County New Hanover
CPT DATA
REMARKS
a = d
LU
E Tip Resistance Pore Pressure SPT N' 0 m ~
0 Of TSF 20010 Fs TSF 1;-2 Pw PSI 1 0 60% Hammer 35
4
6
C-1
10
1 - sensitive fine grained
s 2 - organic material
■ 3 - clay
Local Friction
■ 4 - silty clay to clay
■ 5 - clayey silt to silty clay
■ 6 - sandy silt to clayey silt
--1 - I _ I
■ 7 - silty sand to sandy silt R 10 - gravelly sand to sand
8 - sand to silty sand � 11 - very stiff fine grained (')
9 - sand ■ 12 - sand to clayey sand (')

10
APPENDIX C
KESSLER DCP RESULTS

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•
DCP TEST DATA
Project: Lots 1A and 1B - Wagoner Date: 14-Feb-17
Location: S-1 Soil Type(s): Sandy and Clayey Silt
Ha _ _ 5.0 iTyr,
a+
G� e lm a
BO( 'umnu_�usev � All Ofh Pr SV t15
No. of
Cumulative
Type of
Blows
Penetration
Hammer
(m m)
0
0
5
292
1
3 :...
592 _..
1
1
696
1
1
1
1
1
1
1
1
1
1
1
i
1
1
1
i
1
i
i
/
/
i
i
i
/
i
1
7
1
0.1
0
5
10
15
c
20
a
w
25
30
35
40
C Nit
1.0 10.0 100.0
0
127
254
381
E
E
508 H
a
w
635
762
889
1016
0.1 1.0 10.0 100.0
BEARING (APV I11.psf
0 2000 4000 6000 8000 10000 12000
0
5
10
1s
c_
x
!— 20
a
w
❑ 25
30
35
40
Bases on approximate iMenelatlonahipa
of CBR and Bearing values (Design of
Concrete Airport Pavemant, Penland
Cement Aesaclation, page 8, 1955)
0 14 28 42 56 69
BEARING CAPACITY, psi
0
127
254
381 E
E
508 F
a
w
635 ❑
762
889
1016
83

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•
DCP TEST DATA
Project: Lots 1A and 1B - Wagoner Date: 14-Feb-17
Location: S-2 Soil Type(s): Silty Sand, Sandy and Clayey Silt
._ Ha _ _.. 5ne Tvqe
c1h � cn
G t so, J a
8a[h rt ...... usen J NI UtherSjls
No. of Cumulative Type of
Blows Penetration Hammer 0.1 1.0
(mm)
0
0
0
1
5
251
1
5
5
_.... 437
1 _..
4
645
1
10
1
1
15
1
c
2
F
20
w
1
p
25
1
30
35
1
1
..___..
—..
_... __.
40
CRR
10.0 100.0
1 0.1 1.0 10.0
1 REARING (:ti'M II N. pst
1 0 2000 4000 6000 8000
0
i
t
5
1
1
10
i
15
1
20
a
1
w
25
1
30
1
35
1
40
0
127
254
381
E
E
508 F
a
w
0
63s
762
889
1016
100.0
10000 12000
0
127
254
381 E
E
508 r
a
w
635
762
889
1016
1 0 14 28 42 56 69 83
1....... BEARING CAPACITY, psi
t
Based on approximate ioterrelattooships
of CBR arM Searing values (Design of
Concrete Airport Pavemer4, Portland
Cemerrt Association, page e, 1955)

E

•
•
DCP TEST DATA
Project: Lots 1A and 1B - Wagoner _ Date: 14-Feb-17
Location: S-3 Soil Typil Silty Sand, Sandy Silt
ea __. Sni rvoe
�� t0 bt Oi
CL
Son �amntrs uuK: i> All othe'SOils
No. of
Cumulative
Type of
Blows
Penetration
Hammer
(m m)
0
0
1
5
323
1
5
668
1
1
1
1
1
1
1
1
1
1
i
1
1
1
1
1
1
1
t
1
1
1
1
1
1
1
1
1
1
0.1
0
5
10
15
c
20
a
w
0
25
30
35
40
BR
1.0 1.0 10.0 100.0
0
127
254
381
E
E
508 3
n
w
635
762
889
1016
0.1 1.0 10.0 100.0
BF kRING (:kil ll N, psf
0 2000 4000 6000 8000 fill 12000
0
5
10
15
c
x
a zo
w
0
25
30
35
40
Based on approximate intemelaeonsbip9
of CBR and Bearing values (Design of
Concrete Airport Pavement, Poell
Cament Association, page 8, 1956)
0 14 28 42 56 69
BEARING CAPACITY, psi
0
127
254
381 E
E
508 F
o.
w
635 0
762
889
1016
83

0
0
0

•
DCP TEST DATA
Project: Lots to and 18 - Wagoner Date: 14-Feb-17
Location: S-4 Soil Type(s): Clean and Silty Sand
'- eta Snl Tv
m r a
o a
son r.x�,mers �.eo OO All aNcrs0,i
No. of Cumulative Type of
Blows Penetration Hammer 0.1 1.0
(mm)
0
0
_ _5 ..
__ 0 _..
1
-
130
1—
5
5
188
1
5
257
1
70
_. 5
315
—.
5
381
_ 5
_ 457
_ _. 1
15
5
541
1
C
5
622
1
_. _
_ _..
F
20
4
691
1
11
w
1
Cl25
1
1
30
36
i
1
40
f RR
10.0 100.0
1 0.1 1.0 10.0
RE.\RItiG C:\V.4('I Il, pxf
1
1 0 2000 4000 6000 8000
0
1
1
5
10
1
15
G
1
20
w
25
1
30
35
40
0
UT
254
381
E
E
508 F
a
w
635 Cl
762
889
1016
100.0
10000 12000
0
127
254
381 E
E
Sae
w
w
635 ❑
762
889
1016
_1 _ 0 14 28 42 56 69 83
1 BEARING CAPACITY, psi
i
Based on approximate INerrelationshlps
of c8R and Bearing values (Design or
Concrete Almon PavemeM, Portland
Cement Aasociauoo, page 5, 1955)

0
0

•
1r
u
DCP TEST DATA
Project: Lots 1A and 18 - Wagoner Date: 14-Feb-17
Location: S-5 Soil Type(sj: Clean and Silty Sand, Clayey Silt
- ea e So Rvpe
CL
` b mme f uzea �� All Omer ..5
No. of Cumulative Type of
Blows Penetration Hammer 0.1 1.0
"ml
0
0
--5.. .__.
0
_-. 1
lea
1-
5
5
246
5
297
10
5
348
5
386
1
5
417
1
15
5
442
1
C
5
465
1
.--
-_ --
f
20
5
490
1
Q.
5
513
1 _
_ p
5
- --536
-. -- 1
25
5
566
1
5
589
1
30
5
617
5
645
35
5
678
1
1
1 --
40
CRK
10.0 100.0
0
127
254
381
E
E
508 2
a
W
635
762
889
1016
1 0.1 1.0 10.0
RP 1RItiG ( 1Pa(ill. psf
t
1.. 0 2000 4000 6000 8000 10000
1
1
5
10
15
1
F
20
a
1
w
25
30
1
35
t
40
1 0
1
Base4 on approximate IMerrelatiarettips
of CBR and Bearing values (Design of
Concrete Airport Pavement, Portland
Cement Ass wfflon, page 6. 1955)
14 28 42 56 69
BEARING CAPACITY, psi
100.0
12000
0
127
264
381 E
E
508 3f
a
w
635 0
762
889
016
83

n
LJ
r1
L.J
n
U

E
SEASONAL HIGH WATER TABLE AND INFILTRATION TESTING
E

n

u

0
0

ECS SOUTHEAST, LLP -Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities VC^' ys:e ec Eng rear rg Fnm F. 1078
tie R,,mwm n Oeo'oc,.v, Fnm C- 00
SC Re,swe d Fnm 3230
February 22, 2017
Mr. Cory George, P.E.
McAdams
2905 Meridian Parkway
Durham, North Carolina 27713
Reference: Report of Seasonal High Water Table Estimation and Infiltration Testing
UNCW Lots 1A and 1B - Wagoner
Wilmington, New Hanover County, North Carolina
ECS Project No. 22.25091
Dear Mr. George:
ECS Southeast, 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
Seahawk Village Loop on the campus of UNCW in Wilmington, New Hanover County, North
Carolina. This letter, with attachments, is the report of our testing.
Field Testing
On February 21, 2017, ECS conducted an exploration of the subsurface soil and groundwater
® conditions at two requested locations shown on the attached Boring Location Plan (Figure 1).
ECS located the boring locations using a site plan provided by McAdams. 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
B-1
6 inches
30 inches
B-2
24 inches
42 inches
11
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 Capitol Services, PLLC • ECS Florida, LLC • ECS Mid -Atlantic, LLC • ECS Midwest, LLC • ECS Southeast, LLP • ECS Texas. LLP
w .ecslimited.com

Report of SHWT Estimation and Infiltration Testing
UNCW Lots 1 A and 1 B - Wagoner
Wilmington, New Hanover County, North Carolina
ECS Project No. 22.25091
isFebruary 22, 2017
Field Test Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Inches/
hour
B-1
Black silty SAND w/roots
10 inches
0.022
B-2
Black silty SAND
10 inches
0.073
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.
Respectfully,
ECS SOUTHEAST, 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
bfulton@ecsli mited. com
704-525-5152

Infiltration Testing Form
® UNCW Lots 1A and 1 B - Wagoner
Wilmington, New Hanover County, North Carolina
ECS Project No. 22.25091
February 21, 2017
Location Depth USCS
B-1 0-44" S M
44"-50" SP
Soil Description
Black silty SAND w/roots
Gray fine SAND
Seasonal High Water Table was estimated to be at 6 inches below the
existing grade elevation.
Groundwater was encountered at 30 inches below the existing grade
elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 0.022 per hour
Location Depth USCS
B-2 0-14" SM
14"-50" SP
Soil Description
Black silty SAND w/roots
Gray fine SAND
® Seasonal High Water Table was estimated to be at 24 inches below the
existing grade elevation.
Groundwater was encountered at 42 inches below the existing grade
elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 0.073 per hour
E

® 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 and soundings 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 or sounding 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 -analysis 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 express 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 explorations 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.
E

Geolechnical Engineering RePOPI ,,
Geotechnical Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical 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
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 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 Engineering Report Is Based on
A Unique Set of Project -Specific 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 an
a geotechnical engineering report that was.
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
Typical changes that can 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 ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their impact
Geotechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which they
were not informed
Subsurface Conditions Can Change
A geotechnical engineering report is based an conditions that existed at the
time the study was performed. Do not rely 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 Are Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engineers
review held 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 Final
Do not overrely on the construction recommendations included in your re-
port. Those recommendations are not final, because geotechnical engineers
develop them principally from judgment and opinion Geotechnical engineer
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 Engineering Report 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 geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruclion
conferences, and by providing construction observation.
Do Not Redraw the Engineer's 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 drawings.
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, butpreface it with a
clearly written letter of transmittal. In that letter, advise contractors that the
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
who prepared the report (a modest fee may be required) and/or to conduct ad-
ditional study to obtain the specific types of information they need or prefer.
Aprebidconference can also bevaluable Be sure contractors have sufficient
timeto perform additional study Only then might you he 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 than 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 reloads, 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 failures It you have not yet obtained your own geoenvironmental in-
formation, ask your geotechnical consultant for risk management guidance.
Do not rely on an environmental report prepared for someone else.
Obtain Professional Assistance To Deal with Maid
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 surfaces dry While 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 connectron with
the geotechnical engineerk study were designed or conducted
for the purpose of mold prevention. Proper implementation of
Me recommendations conveyed in this report will not of itself
he sufficient to prevent mold from growing in or an the struc-
ture involved.
Rely an Your ASFE-Member Geotechnical
Engineer For Additional Assistance
Membership in ASFE/ihe 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
ASF6member geotechnical engineer for more information.
A® E
t!r Brsl PrrP lr sv Frr tE
8811 Galesville Road/Suite G106, Silver Spring, MD 20910
Telephone.'301/565-2733 Facsimile:301/589-2017
e-mail: info®asfe.org www.asfe.org
® Copyrigdt2004hyA5FF, Inc Duplication. reproduction, or copying of this document, inwhole or in part, by any means whatscever, is onctly prohrdned, except with ASFE's specific
written permission Excerpting, quahog or otherwise extracting wording from this document Is permitted only with the express written permission ofASFE and only for purposes
o/scholarly research or book review Only members olASFEmay use this document as a comolement to or as an element of a geolechmcal engineering report. Any other firm,
individual, or other entity that so uses this document without being anASFEmember could be committing negligent or intentional (fraudulent) mrsreoresentahon
IIGER06045 OM

S
C]
PREVIOUS STATE STORMWA TER PERMITS
UNCW -PARKING IMPROVEMENTS PHASE 1
UN W-16050

CJ
•
STORMWATER CALCULATIONS
UNCW PRIVATIZED HOUSING, HONORS HOUSING AND
INTERNATIONAL HOUSING, REGIONAL ENERGY PLANT -
PHASE II & PHASE III
Wilmington, North Carolina
For
UNC Wilmington
601 South College Road
Wilmington, NC 28403
[phone]
f ff'f1: i:ilfl\�'.
NiA� '1 1 '�009
February 2009
Prepared by:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
40 NKT Project No. 06179-1

Date Design
NORRIS, KUS KE &TUNSTALL
CONSULTING ENGINEERS. INC.
Check Job G -
Wilmington, NC ,9
Brunswick County, NC Ot
Y
—v.
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date Design A/.:- NORRIS, KUSKE &TU NSTALL
Yiiifi `� � ✓; � �'o CONSULTING ENGINEERS, INC
i
Check Job
Wilmington, NC I Sheet
Brunswick County, NC
.. _.- ,.< .i. ._ -.. .1 / __ �., �'/���• ,ter._"o:f : __ yts' . � ..� �_ v;,'G/ °°,
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WET DETENTION POND ANALYSIS Note:'User input boxes are shaded in blue
FILE NAME: S:IWQSISTORMWATERIEXCELSPREADSHEETSIPONDI970128.apr09.WKt
PROJECT# SW8970128.apr09 . REVIEWERS. Pusey
�pROJECT NAME UNWCPrivatized Housing - Hpnors & Int'I. . DATE' 05-May-09
® Regional Energy Plant - Phase 2 & 3
Receiving Stream: Bradley Creek Class: Sc
Drainage Basin: Cape Fear - Index No. -
Site Area Total 30.77 acres
Drainage Area 1225256.00 square feet DA Area Acres 28 13
oHHora na I I I S916 00> square feet DA Area Acres:- - - 2,64
IM
Buildings or Lots 105086.60 square feet
Streets
8100,00
square feet
Parking
:.178600.00
:square feet
Sidewalks
87123
00 -
square feet
Other onsite
606.00
square feet
Offsite
.22498.60
square feet
New offsite
42216.01)
square feet
TOTAL 444223.00 square feet
onal C Net Change in BUA
1 00 3206.00 sf
098
0.98
0.98
096
098
from previous modification
Rational Cc= 048
SURFACE AREA CALCULATION
Overall s=NewDA`?'€'-
% IMPERVIOUS 33 14%:, 36,64% SA/DA Ratio 1,76%
Avg. Des. Depth Req. PP SA F7723552'
TSS, 85 or 90. 90
VOLUME CALCULATION
Rational ?* I na I na
Within 112 mile SR? : n I= - =- - n
Runoff Depth 1.00
Pre/ Rv =
0.050 .
�ost/ Rv =
0.343
yr 24hr Pre/ Vol.
18889 cf
1yr 24hr Post/ Vol
129558 of
Req Volume
35016
5829
{Perm. Pool Volume=
Req Forebay Volume=
Provided Forebay Volume=
243177.00 cf
48635.4 jcf
58631. cf
24.1%
3/4 HP
AREAS
Elevation
Area Inc. Vol.
Ace. Vol.
Bottom, clean
20:00
2893200 ?
090
Permanent Pool, PP
26.00
52127 00 243177 00
243177 00
Any elevation btwn PP & TP
27.00 --`
61641.00'- 56884.00
300061.00
Reported Temporary Pool, TP
27.40
" .61641.00 24656.40
324717.40
Storage met @elev
26.70 msl
Vol. Prov at TPE
F 81540 cf (+1- 5%) J
�e- ks'(
SHWT=
fmsl
OI<.
ORIFICE CALCULATION
Avg Head =
Flow Q2, cfs
Flow Q5, cfs
No of Orifices
Diameter, inches
Runoff Cc
1 yr 24 hr depth
Rainfall intensity
tyr 24hr Peak Q
Orifice flow < peak
Drawdown =
0.43 ft
0 236 cfs
0.095 cfs
Q2 Area =
Q5 Area =
Orifice Area
weir�H, in
C= 3.298333333
from NOAA chart
FILTER FOR 85% TSS POND
1084 sq. inches
4.34 sq. inches
7.07 sq inches
0 154 cfs
x OL,in
L'' -0.085
Find Q peak for the 10 year storm:
Time of Concentration minutes - from Consultant calculations

NC®ENR
North Carolina Department of Environment and Natural Resources
® Division of Water Quality
Overly Eaves Perdue Coleen H. Sullins
Governor Director
May 5, 2009
Mr. Charles Maimone, Vice Chancellor
UNC-Wilmington
601 College Road
Wilmington, NC 28403
Subject: Stormwater Permit No. SW8 970128 Modification
UNC-W Honors, International, & Privatized Housing
Regional Energy Plant— Phase 2 & 3
High Density Project
New Hanover County
Dear Mr. Maimone:
Dee Freeman
Secretary
The Wilmington Regional Office received and accepted a complete modified Stormwater
Management Permit Application for UNCW Honors, International, & Privatized Housing,
Regional Energy Plant — Phase 2 & 3 on March 18, 2009. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8 970128
MOD, dated May 5, 2009, for the construction of the subject project.
This permit supercedes all previously issued stormwater permits, and shall be effective from ttte
® date of issuance until March 7, 2015, and shall be subject to the conditions and limitations as
specified therein. Please pay special attention to the Operation and Maintenance requirement
in this permit. Failure to establish an adequate system for operation and maintenance of the
stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following
receipt of this permit This request must be in the form of a written petition, conforming to
Chapter 150E of the North Carolina General Statutes, and filed with the Office of Administrative
Hearings, P-O. Drawer 27447, Raleigh, NC 27611-7447. 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 conta
Steve Pusey, or me at [phone].
Sincerely,
aCott
Stormwater Supervisor
Division of Water Quality
GDS/sgp: S:\WQS\STORMWATER\PERMIT\970128mod.apr09
cc: John Tunstall, PE — Norris, Kuske, & Tunstall Consulting Engineers
Tony Roberts, New Hanover County Building Inspections
City of Wilmington Development Services
® Steve Pusey
Wilmington Regional Office
Central Files
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone [phone] FAX: [phone] Customer service: 1-877-623-6748
Internet vvv w ncmmterquality Ong
NorthCarotina
Naturally

State 5tormwater management Systems
Permit No. SW8 970128 Modification
STATE OF NORTH CAROLINA
® DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Charles Maimone and UNC-W
UNC-W Honors, International, & Privatized Housing - Regional Energy Plant - Ph. 2 & 3
Cahill Drive, UNCW Campus, Wilmington, New Hanover County
FOR THE
construction, operation, and maintenance of a wet detention pond in compliance with
the provisions of Session Laws 2006-246, 2008-211, and 15A NCAC 2H .1000
® (hereafter referred to as the "stormwater rules") and the approved stormwater
management plans and specifications and other supporting data as attached and on file
with and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until March 7, 2015, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 444,223 square feet of
impervious area.
The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans.
4. All stormwater collection and treatment systems must be located per the
approved plan.
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. This modification adds 3,206 square feet of built -upon area to this pond by
adding a building and changing pavement and sidewalk sections as needed for
the Regional Energy Plant.
Page 2 of 7

atate 6tormwater management 6ystems
Permit No. SW8 970128 Modification
7. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
® a.
Design storm, inches:
1"
1.5"
Total
b.
Drainage Area, 9cres:
28A4
2.64
30.78
Onsite, ft :
1,202,757
0
1,202,757
Offsite, ft2:
22,498
115,216
137,714
C.
Total Impervious Surface, ft2:
397,793
46,430
444,223
Onsite buildings, ft :
102,036
3,050
105,086
Onsite streets, ft2.
8,100
0
8,100
Onsite parking, ft2:
178,600
0
178,600
Onsite sidewalks, ft2:
85,953
1,170
87,123
Other onsite, ft2:
606
0
606 (future)
Existing Offsite, ft2:
22,498
42,210
64,708
d.
Pond Depth, feet:
6.0
e.
TSS removal efficiency:
90%
f.
Permanent Pool Elevation, fmsl:
26.0
g.
Permanent Pool Surface Areq, ft2:
52,127
h.
Permitted Storage Volume, ft :
79,638
i.
Temporary Storage Elevation, fmsl:
27.4
j.
Controlling Orifice:
3" O pipe
k.
Permitted Forebay Volume, W:
58,631
I.
Receiving Stream/River Basin:
Bradley Creek / Cape Fear
M.
Stream Index Number:
CPF24 18-87-24-4-(1)
n.
Classification of Water Body:
"SC
HOW #"
II. SCHEDULE OF COMPLIANCE
® 1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
q. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
® 5. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
conditions of this permit, the approved plans, specifications, and other support
data.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 970128 Modification
6. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
® a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in this pond is 3/4 horsepower.
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.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
® modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
13. 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.
Page 4 of 7

estate 'stormwater Management Systems
Permit No. SW8 970128 Modification
III. GENERAL CONDITIONS
1.
This permit is not transferable except after notice to and approval by the Director.
In
®
the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form signed by both
parties, and supportina documentation as listed nn page 2 of the form. The
approval of this request will be considered on its merits and may or may not be
approved. The permittee is responsible for compliance with all permit conditions
until such time as the Division approves the transfer request.
2.
Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3.
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.
4.
In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5.
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.
6.
The permit may be modified, revoked and reissued or terminated for cause. The
®
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7.
Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion .and
Sediment Control Planning and Design Manual.
8.
Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9.
The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
10.
The permittee shall submit a renewal application and fee at least 180 days prior
to the expiration date of this permit.
Permit
modified and reissued this the 5th day of May 2009.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
El
lY�l � q
(or Colee H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

araie brormwaier management aystems
Permit No. SW8 970128 Modification
UNC-W Honors, International, & Privatized Housing — Regional Energy Plant
Stormwater Permit No. SW8 970128 Mod.
® 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 970128 Modification
Certification Requirements:
®
1.
The drainage area to the system contains approximately the permitted
acreage.
2.
The drainage area to the system contains no more than the permitted
amount of built -upon area.
3.
All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4.
All roof drains are located such that the runoff is directed into the system.
5.
The outlet/bypass structure elevations are per the approved plan.
6.
The outlet structure is located per the approved plans.
7.
Trash rack is provided on the outlet/bypass structure.
8.
All slopes are grassed with permanent vegetation.
9.
Vegetated slopes are no steeper than 3:1.
10.
The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11.
The permitted amounts of surface area and/or volume have been
provided.
12.
Required drawdown devices are correctly sized per the approved plans.
13.
All required design depths are provided.
14.
All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
15.
The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Tony Roberts, New Hanover County Building Inspections
1
Page 7 of 7

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
-//- O
SoS.O° # 77G
)o,
State of North Carolina \'O# f.t lxL 61
Department of Environment and Natural Resources IV1
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATI T-QR}�
This form may be photocopiers for use as an original � �i 1
MA k f t 200q
L GENERAL INFORMATION t ��,
I. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Charles A. Mainione Vice Chancellor Business Affairs
3. Mailing Address for person listed in item 2 above
601 South College Road
City:Wilmington State:NC Zip:28403
Phone: [phone] Fax: (910 ) 962-3550
I- ma it: ma i [e-mail]
® 4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
UNCW Privatized Housing, Flonors Housing and International HousinK Regional Ener;;y Plant - Phase II &
5. Location of Project (street address):
601 South College Road
City:Wilmington County:New Hanover Zip:28403
6. Directions to project (from nearest major intersection):
From Randall Drive & College Road, head eastward on Randall. Turn right onto Reynolds Drive. Turn left
onto Cahill Drive. The Energy Plant site is located at the termination of Cahill Drive behind Wagoner Drive.
7. Latitude:340 13' 19.35" N Longitude:770 51' 44" W _ of project
8. Contact person who can answer questions about the project:
Name[ohn S. l'unstall. P.E. Telephone Number: (910 ) 343-9653
Smail:[e-mail]
If. PERMIT INFORMATION:
® 1. Specify whether project is (check one): New ❑Renewal ®Modification
Form SWU-t01 Version 09.25.08 Page t of

0
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit numberSW8 970128 Modification _ and its issue date (if known)December 19, 2008
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SNIP []Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major RISedimentation,/Erosion Contrel .e i I—,1 nc.n 1 ncr .
"., n,it ❑.v. , ,.,5 Industrial jtormwater
III. PROJECT INFORMATION
1. In the space provided below, summarize how storm water will betreated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
TheWoposed permit revision is a result of additional built upon at a (BUA) from UNCW School of Nursing_
l�ional F,nergy Plant that naturally drains to the existing UNCW Privatized I -fouling Phase I pond Tire Phase
I pond has sufficient surface area and volume to treat the additional BUA & DA from the Regional Enc� Plant._
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Property Area: 30.78 acres 4. Total Coastal Wetlands Area: 0 acres
5. Total Property Area (3) - Total Coastal Wetlands Area (4) = Total Project Area**:30.78 acres
6. (Total Impervious Area / Total Project Area) X 100 = Project Built Upon Area (BUA):33.14 %
7. How many drainage areas does the project have? 1
8 Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
For high density proiects, complete the tahlr with ­­ r,,. _ a
Basin Information
-
Drainage Area 1
- . ...--. ....... �«.
Drainage Area 2
Receiving Stream Name
UT to Bradley Creek
Stream Class & Index No.
SC; I-IQW
Total Drainage Area (so
1,340,472 SF
On -site Drainage Area (so
1,202,757 SF
Off -site Drainage Area (so
137,715 SF
Existing Impervious* Area (so
441,017 SF
Proposed Impervious*Area (so
3,206 SF
% Impervious* Area (total)
33.14%
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (sf)
102,036 SF + 3,050 SF = 105,086 SF
On -site Streets (so
8,100 SF
On -site Parking (so
179,614 - 5,620 SF + 4,606 SF =
178,600 SF
On -site Sidewalks (so
851953 SF+ 1,170 SF = 87,123 SF
Other on -site (so
606 SF (Future 4/23/08 Mod.)
Off -site (sf)
22,498 (Existing) + 42,210 (Proposed)
= 64,708 SF
Total (so:
444,223 SP
impervious area is aehned as the built upon area including, but not lindted to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Norm SWU-101 Version 09.25.08
Page 2 of 4

`*Total project area shall be calculated to exclude Coastal Wetlands from use when calculating the built upon area
percentage calculation. This is the area used to calculate overall percent project built upon area (BLIA).
11
E
l
9. How was the off -site impervious area listed above derived?Existing design plans for UNCW Privatized
Housing, Phases 1. II and IB as measured in CAD).
Projects in Union County: Contact the DVVQ Central Office staff to check to see if you project is located
within a Threatened & Endangered Species watershed that may be subject to more stringent stormwater
requirements.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following property restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
Forms can be downloaded from http://h2o.enr.state.ne.us/su/bmp forms.htm - deed restrictions.
Form DRPC-I
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Fomi DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded property restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming tinder them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the NC DWQ, and that they will be recorded prior to
the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater Permitting Unit at [phone] for the status and
availability of these forms. Forms can be downloaded from http:/ih2o.enr.state.nc.us/su/bmp forms htni.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Fort SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filler
Form SW401-Penneable Pavement
Form SW401-Cistern
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Cistern Supplement
Form SWU-101 Version 09.25.08
Page 3 of 4

V1. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
® interactive online map at http:/lh2o.cni-state.nc uS/su/MSi ma so hum)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form (if
required as per Part IV above)
• Original of the applicable Supplemen orm(s) and O&M agreement(s) for each BMP
• Permit application processing fee o $505 Express: $4,000 for HD, $2,000 for LD)
payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soils report
• Two copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
- Engineer and firm
- Legend
- (North arrow
- Scale
als
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
® - Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf (such as additional information requests), please complete this section. (ex. designing engineer or firm)
Designated agent (mdividual or firm):lohn S. Tunstall P E /Norris. Kuske & Tunstall Consultfn -n ineers. Inc
Mailing Address:902 Market Street
City:Wilmingtton State:NC zip:28401
Phone: (910 ) 343-9653
— Fax: (910 ) 343-9604
l,'mail:[e-mail]
VIIL APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Charles A. Maimone, Vice Chancellor Business Affairs
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 15A
® NCAC 2H .1000.
Signature: �.-1j`�{'`w /�."�t.L %7(�"?'t,f` _ Date: Z
_L
Form SWU-101 Version09.25.08 Pagc4of4

Permit No
(to be Pmvrrled by DWq)
Aj
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be Tilled oul, 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
UNCW Privatized Housing, Honors Housing and International Housing, Regional Energy Plant —
Contact person
John S Tunstall, P E
Phone number
914343-9653
Date
1&Feb-09
Drainage area number
II. DESIGN INFORMATION
Site Characteristics _
Drainage area 1,340,472 R'
Impervious area, post -development 444,223 Rz U`Il((}j •� JI' .}-�13�-_
%impervious 33,14 %
Design rainfall depth 1 & 1.5 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
®Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the tyr 24hr stone peak flow required?
I-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1-yr, 24-hr stoml
Pre -development 1-yr, 24hr peak flow
Post -development 1-yr, 24-hr peak flow
PrelPost 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the pen. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
40,886 it' AIG ti`0 \-rf" 1 .)I�.�f #\'A UE 1 I - TL(ta d�
79.638 g' `}, �o NOT fill out BOTH Non -SR and SR data.
OK, volume provided is equal to or in excess of volume required
NIA ft'
NIA R'
NIA R3
#VALUEI ft'
NIA ft'
NIA (Y or N)
NIA in
NIA (unitless)
NIA (unitless)
NIA inlhr
NIA ff3lsec
NIA tt'Isec
#VALUE! h'Iser.
27.40 fa sl
2600 fmsl i.
NIA fmsl
NIA trust P'
NIA final
21.00 trust
20.00 bast
1.00 It
#REF!
#REFI
Do NOT fill out BOTH Non -SA and SA data.
#VALUEI
#VALUEI
miAQ "s. ! 2009
Is there additional volume stored above the state -required temp. pool? N (Y or N)
Elevation of the lop of the additional volume NIA fmsl Insufficient Must equal the temp. pool elev. previously entered.
® f`�
r� fi {r
\�i\��`� �91,(I.?11!1� �1�1"V�.. � �`✓! i1`t1 '�r�d � `'1 �)4,7.
Farm SW401-vfel Delennon Basin-Rev.5 Parts I. & 11 Desgn summary, Pare I of 2

PermnNo _NWX i70(Z`d (vlop
(10 be pmvbed by DWQ)
II. DESIGN, INFORMATION
Surface Areas
®
Area, temporary pool
Area REQUIRED, permanent pool
NIA ft'
23,592 it'
SAlDA ratio
1.76 (umtless)
Area PROVIDED, permanent pool, Ape,,,,,
�2-2.7.S1JL7 fit` +
OK I, 4p
Area, bodom of 1 Oft vegetated shelf, A,...,,,
Nm,
W
Area, sediment cleanout, top elevation (bottom of pond), Aw pond
NIA
ft'
Volumes
Volume, temporary pool
79,638 R�
#VALUE!
Volume, permanent pool, V.r
243,176 it
Volume, forebay (sum of forebays if more than one forehay)
58,631 rya
Forebay, %of permanent pool volume
24.1% %
Insufficient forebay volume.
SAIDA Table Data
Design TSS removal
90
Coastal SA/DA Table Used?
Y (Y or N)
MountainlP'edmont SA/DA Table Used?
N (Y or N)
SA/DA ratio
1.76 (unibess)
Average depth (used in SA/DA table)
Calculation option 1 used? (See Figure 10-2b)
N/A (Y or N)
Volume, permanent pool, V enm�+
NIA ft '
Insufficient Does not equal data previously entered.
Area provided, permanent pool, A .
p �
NIA `
Insufficient Data does not equal data previously entered
Average depth calculated
NIA If
#VALUE'
Average depth used in SAIDA, d., (Round to nearest 0.511)
N/A
it
#VALUE!
Calculation option 2 used? (See Figure 10-2b)
N/A (Y or N)
Area provided, permanent pool, Awm�
N/A
ft`
Insufficient. Data does not equal data previously entered.
Area, bottom of 10ft vegetated shelf, A,,-.,
N/A
It,
OK
Area, sediment cleanout, top elevation (bottom of pond), A.-pp„4
NIA
it
OK
'Depth' (distance b/w bottom of 10ft shelf and lop of sediment)
NIA
If
#VALUE!
Average depth calculated
N/A
it
#VALUE'
Average depth used in SA/DA, d., (Round to nearest 0.5ft)
NIA
ft
#VALUE'
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice ('f-non-circular)
Coefficient of discharge (Cg)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C.„)
Length of weir (L)
Driving head(H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak Pow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & onfice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
®Capures all runoff at ultimate buildout?
Drain mechanism for maintenance or emergencies
Form SW401 Wet Detention Basa.Rev.5
Y
(Y or N)
3.00 in Y
N/A in'
000 (umtless)
124 it
N
(Y or N)
N/A
(tintless)
N/A
(unitless)
N/A
it
N/A
it
N/A Plsec
Enter either diameter of orifice or area of non -circular orifice Do not enter
both diameter and area for a circular orifice
NIA ft3/sec
0.20 ft/sec
4 66 days OK, draws down in 2-5 days.
3 1 }.
NIA :1
N/A If
3 1 k
--
1.5 :1
Y
(Y or N)
0.6i i
N
(Y or N)
Y
(Y or N)
Y
(Y or N)
#VALUE!
#VALUE!
#VALUE'
OK
OK
OK
OK
OK
OK
Insufficient freeboard, minimum of 1-fit required
OK
OK
OK
Pans I & 11 Design summary, Page 2 of 2

Permit No. 5w8 976f2$M01
(to be provided by D Wq)
C�
E.
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
In�itijpl�s Sheet No.
4-0
0 4-
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing.
Outlet structure with trash rack or similar,
- Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
4 If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin
5 A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for Forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
The supporting calculations.
t t �
I1�(l 8. A copy of the signed and notarized operation and maintenance (0&M) agreement
9. A copy of the deed restrictions (If required)
rl
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin -Rev 5
Part III Required Iterns Checklist, Page t or t

PennitNunrber, ,
(to be provided by DWQ)
Drainage Area Number:
0
C�
C'J
Wet Detention 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
f,
Tll
This system (check one):
does ® does not incorporate a vegetated filter at the outlet. a
-v"
This system (check one):
r-:
® does ❑ does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable grotmdcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention 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.
Vegetation is too short or too
Maintain vegetation at a height of
Ion _
approximately six inches
Form SW401-Wet Detention Basin O&M-Rev.4
Page I of 4

2
E
LJ
Permit Number: S W e 170 121 rko O
(to be provided w DWQ)
Drainage Area Number:
BMP element:
The inlet device: pipe or
swale
Potential problem:
The pipe is clogged.
How I will remediate the problem:
Unclog the pipe. Dispose of the
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damn ed.
Erosion is occurring in the
sivale.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future roblems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
original design depth for
sediment and remedy the problem if
possible. Remove the sediment and
sediment storage,
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
Weeds are present.
prevent future erosion problems.
Remove the weeds, preferably by
hand. if pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
show that pruning is needed
Prune according to best professional
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying-
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spra yin .
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area._
and control the algal growth -
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
the basin surface.
with pesticide (do not spray).
Form SW401-Wet Detention Basin O&M-Rev.4
Page 2 of 4

Permit Number: 5'W g 11701 2g NAOD
(to be provided by D1VQ)
Drainage Area Number:
E
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
® accumulated sediments.
When the permanent pool depth reads 5 feet in the main pond, the sediment
shall be removed.
CI
When the permanent pool depth reads 5 feet in the forebay, the sediment shall
be removed.
Sediment Removal
Bottom
21.0 I 1
-----------------
POREBAY
BASIN DIAGRAM
(fill in the blanks)
Lft Min.
Sediment
Storage
Permanent Pool Elevation 26.0
Pool
Sediment Removal Elevation 21.0 volume
Bottom Elevation 20.0 L 1-ft
MAIN POND
Storage
Form SW401-Wet Detention Basin O&M-Rev.4
Page 3 of 4

Permit Number: Sw S aW )1 Za Mo0
(to be provided by DWQ)
f 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 narrte:UNCW Privatized Housing, Honors Housing* and intematienal Housin�
Regional Energy Plant- Phase 11 & Phase III
BMP drainage area number: I
Print name Charles A. Maimone
Title: Vice Chancellor Business Affairs for UNC Wilmington
Address:601 South College Road Wilmington NC 28403
Date: 1 - Z z/ -- 6%
c
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
a Notary Public for the State of
l l(,;lt/i County of �7t t� L. do hereby certify that
kr
personally appeared before me this y1�
day of ?L_`7 and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal.
a' �arFAse'��
SEAL
My commission expires IJ ?� i
® v
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

n
LJ
r
1�
STORMWATER MANAGEMENT FACILITY
DESIGN CALCULATIONS
U
® UNCW - PARKLNG IMPROVEMENTS PHASE I
UN W-16050

UNC-W VARKING 1-01I'fl I STORMNVATER MANAGEMENT FACILITY D. PERRY. El
UNW-16050 SSFxn.4how, AT 6t13/2017
(STA'CE-STORAGE-fIINCI'ION - A130VE NORMAL POOL
*Temp pool elevation`
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
Area
Volume
Volume
Nr/ S-S Fro
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
24.00
0.00
56.489
14.S0
0.50
5U,14
57867
28931
28933
0.50
25.00
1.00
60.642
59943
29972
58905
1.00
_M.00 100 63.482 62062 62062 120967 1.99
27.00 3.00 66.378 64930 64930 185897 3.06
28.00 4.00 69.3.31 67855 67855 253751 4.04
Storage vs. Stage
300000
250000 y = 59117Xl 0436
R' = 0 9999
LL 200000 i
U
150000
m
0
n 100000
50000
0-
0 00 1.00 2.00 3.00 400 5.00
Stage (feet)
K,= 5911i
6= 1.0436
JUN 13 2017
BY:

UNC-NY PARKING 1-orl'll I STORMWATER MANAGEMENT FACILITY D. PERRY, 1_I
UNW-16050 QQV,,, na„;„ /""d 611 3/2017
STAGE -STORAGE t: UNCTION i)1AIN Y001,
Average
Incremental
Accumulated
Estimated
Contour
Contour
Contour
Contour
Stale
Contour
Stale
Area
Area
Volume
Volumc
Nc/ S-S Fxn
(feet)
(feet)
(SI-)
(SF)
(CF.)
(CF)
(feet)
16.00
-1.00
22.803
Sediment
Storage
I7.00
0.00
24.930
18.00
1.00
27.1 Is
26023
26023
26023
1.02
M.00
3.00
31.688
29402
58803
84826
2.91
22.00
5.00
36.577
34133
68265
153091
4.93
23.00
6.00
39.075
378_6
37826
190917
6.00
23.50
6.50
40.364
39720
19860
210776
6.56
24.00
7.00
42.669
41517
20758
231535
7.13
`surface area and eolume used fot am-,. depth calculation
Storage vs. Stage
250000
200000 Y = 25591 xl 1211
R2 = 09994
U 150000
a
m
0 100000
w
50000
0
0.00 2.00 4.00 6.00 8.00
Stage (feet)
6s = 25591
b = I.1211
rMIECEOV
JUN 13 ?nn
6y:_----

UNC-%V PARKING LO'['I'll I STORN7WATGR MANAGI'MEN"I' FACILITY D. PERRY, El
UMW-16050 SSF'n Forebrq, 6/13/2017
rS'1'ACE-57-OIL'�CEI�UNCPION=fOR.G13A1'
.
.Avertee
Incremental
Accumulated
Estimated
COntOnr
Contour
Contour
Contour
Stage
Contour
Sta2c
Area
Area
Volume
Volume
w/ S-S Fxn
(feet)
(feet)
(SI-)
(SF)
(CF)
(CF)
(feet)
1800
-1.00
1.312
Sediment
Storage
19.00
0.00
4.009
20.00
2.00
6.294
5152
5152
5152
1.95
21.00
3.00
8.417
7356
7 356
12507
3.08
22.00
4.00
9.835
9126
9126
21633
4.09
2:,.50 s.50 11.615 11324 5662 37719 5.45
24 00 6.00 12.608 12122 6061 43780 5.89
Storage vs. Stage
50000
45000
—
- 1414.1X1935
40000
Y
R' = 0.9974
35000
u 30000
-
a 25000
`0 20000
15000
10000
5000
0
000 200 4.00 6.00 800
Stage (feet)
Ks = 1414.1
b = 1.9360
JUN 13 2017

UNC-W PARKING LOT P11t STORNIWATER n1ANAGEMEN'I' FACILITY D. PERRY, El
UNW-16050 Folumce C:ulculution 6/13/2017
TOTAL YOLUA1E OF FACILITY
Volume of Main Pool belm� Normal Pool= 2317535 of
Volume of Forebav below Normal Pool= 43.780 cf
Total Volume Below Nonnal Pool = 275314 cf
Total Volume Above Normal Pool= 253,751 of
Total Volume of Facility = 529,066 cf
FOREBAY PERCENTAGE OF PERMANENT POOL VOLUM
Per ACOBO ,6finumun Design Critei ia. the loreMY volume should eyrnd
approximolelt 15-20% of1he main pool volume
Total Main Pool Volume = 231.535 of
Provided Forebav Volume = 43.780 of
Provided Forebav Volume %= 18.9%
AVERAGE DEPTH OFMAIN POOL -
Main Pool Volume at Nonnal Pool = 231.535 of
Main Pool Area at Normal Pool = 42.669 sf
Average Depth — 5.43 ft
rPF
�"fIsN 13 2417
BY:-------

UNC-W PARKING 1,01 111 1 STORMWATER MANAGEMENT FACILITY D. PERRY, El
UNAV-16050 Stnface Area Calculation 6/13/2017
p� ETDCTEI�T101V�B•\SI\`Sl'13111r�R1� —�'_��,,,i � ��
Enter the drainage area e•haracteriuies =>
eR
Total drainage area to pond = 33.98 acres
Total impervious area to pond = 15.9.3 acres ' 00
Vote The husin must he sled to went ull i nperwous surface runoff etraming info the pond not ju i lhr impervious
surface from on -site development.
Drainage area = 33.98 acres ,n 46.9%: impervious
Estimate the surface area required at pond normal pool elevation =>
Wet Detention Basins are based on an minimum average depth of
5.0
5.43
Lower Boundary => 40.0 1.83
Site % impen,ious => 46.9 2.19
1.98
Upper Boundary => 50.0 135
Therefore. SA/DA required=
19X
Surface area required for main pool at normal pool =
29.254
=
0.67
Surface area provided for main pool at normal pool =
40.364
5.43 feet (Calculated)
6.0
1.39
1.69
1.83
ft2
acres
ft'
� 13 2011
N�
>3v'.

uNC-AA PARKING 1-0l•I'rl I STORAINVATER MANAGEMENT FACILITY D. PERRY, El
U N W-160S 0 IFO F Calcululiun 6/ 1 3/2017
IDETERaI INATION OF WATER QUALITI' VOLUME
Proposed Developmew
(11) (R , )(A) 112
where_
WQ, = water quality volume (in acre-0)
R, =0.0ST0.009(1) where 1 is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input dam:
Total area. A = 20.08 acres
Impervious area = 2.03 acres
Impervious area = 88538 sf —a 7 `d 7 1,5
Percent impervious cover, 1 = 10.1 :b
Rainfall. P = 1.50 inches
Calculated values
Rv= 0.14
WQV= 0.35 acre-ft
15423 el'.
Previously Permilled 1988-2008
If'O v = (P)(R O(A)-1'
where.
\BQ\, water quality volume (in acre-fi)
Rv = 0.05' 0.009(I) where I is percent impervious corer
A = area in acres
P = rainfall (in inches)
Input data:
Total area. A =
9.42
acres
Imperviousarea =
°
acres
hnpervious area =
410,2317
ssf
Percent impervious cover. I =
100.0
:o
Rainfall, P =
1.00
inches
Calculated vedues:
R\— 0.95
VA'Qv = 0.75 acre-ff
= 32477 cf.
` 1UN 13 24!7
gV:�

UNC-tr PARK1Nc fur Pll I STORMNYA-I-E12 14ANACEIMEN-1- FACILITY 1). PERRY, El
UNVA'-16050 1 VOF Calculution 6/I ;/2017
Previoush, Permitted 2008-2017
I I'O r = (11)(R r ) (d N12
tehere.
WQ,= water quality volume (in acre-11)
Rv = 0.05+0.0090) where 1 is percent impm ious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area. A = 1.47 acres
Impervious area = 1.47 acres
lmpervions ar 163.951 sf
Percent impervious cover. I = 1000 %
Rainfall. P = 1.50 inches
Calculated values:
R,.= 0.95
\\'QX = 0.17 acre-ft
7594 cf.
Other Permits 1988-2008 (1 " Treated)
Ilb"O r. = (PICK r•)(A),12
where.
\VQ,= water quality volume (in acre-ft)
Rv, 0.05+0.009(1) where I is Percent impervious cover
A = area in acres
P = rainfall (in inches)
Input datu:
Total area. A = 1.46 acres
Impervious area= 1.46 acres 1I11
Impervious area= 63.457 s --a 117$(,t 411957 t 1V
Percent impervious cover. I = 100.0 4u
Rainfall. P = 1.00 inches
Calculated values:
R, = 0.95
WQ, = 0.12 acre-ft
5024 cf.
= =
JU" 13 2011

UNC-W PARKING LOTPII I STORNINVATER NIANAGEN9 ENT FACILIT)" o. PERRY. El
U N W -16050 I FO F Colculnlitm 61I ?12017
Other Permits 2008-2017 (1.5 " Trenled)
II'O i. __ (P)(R , )(d) 11
where.
\VQ,.= water quality voti ire (in acre-fi)
R, = 0.05 - 0.(109(I) where I is percent impervious cover
A = area in acres
P=rainftll (in inches)
Input data:
Total area. A =
0.28
acres
Impervious area=
0.28
acres
hnpmr ions area =
Percent impervious cover. I =
100.0
"41
Rainfall. P=
1.50
inches
Calcuhdect values:
R, = 0.95
VA,Q%.= 003 acre-ft
)454 cf.
Of
tWte 1988-2008
WO, = (l')(R t )(1) V )
where_
NVQ, = water quality volume (in acre-ttt)
R\ = 0.05+0.009(f) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
lnput darn:
Total area. A =
0.68 acres
Imperious area =
0 acres
Impervious area=
29.446 sf
Percent impervious cover, I =
100.0 gt
Rain Fall, P=
1.00 inches
Calculated vuhies:
R\.= 0.95
WQ\— 0.05 acre-ft
= 2331 cf.

UNC-%% PwihENa l.o'r rlt 1 S-rOR11Ni'ATER MANAGEMENT EACILI-rY D. PERRY. [l
U AV-16050 IFOVC(llculotmn 6/13/2017
Of
fcite 2008-2017
WO, = (P)rR,.)(4)'l2
where.
\A'Q,.= water quality volume (in acre-fi)
R� — 0.05r0.009(1) where I is percent impervious cover
.A = area in acres
P = rainfall (in inches)
Input rlatu:
Total area. A =
0.10
acres
Impervious area =
0.10
acres
Impervious area =
4.193 sf
Percent impervious cover. I =
I(10.
°o
Rainfall. P=
1.501
inches
Calculated shies:
R, = 0.95
\\'Q\ = 0.01 acre-ft
498 cf.
Evisting Pre-1988
If Or = (1 JfR, WA) Il2
where.
\\'Q,. = water quality' volume (in acre-ft)
R, = 0.05+0.009(1) where I is percent impervious cover
A = area in acres
P=rainfall (in inches)
Input data:
Total area. A =
MO
acres
Imperviows area =
0.50
acres
Impervious area=
4
sfsf
Percent impervious cover, I =
100.0
°o
Rainfall.P=
1.50
inches
Calculated vuhtes:
R, = 0.95
WQ� = 0.06 acre-fi
_ ?58' cf.
JUH 13 Z017

UNC-vv' PARKING 1-of Pl1 l STOkM\YATER 1lANAGEMENT FACILITY D. PERRY. El
U N AA'- 16O50 610l' Cnlculal tun 6/ 1 312017
' -- -- ----- VVQ» 07388 cf.
Stage / Storage Pam
Ks- 59219
b= 1.043
Zo = 24.00
Total R'Qv = 67388 ef.
Calctduted ratites:
Depth of A1'Qv in Basin = 1.13 ft
= 13.58 inches
Elevation- 25.13 fl

UNICAV I'ARKINO LOI II l STORMN'VA'llER MANAGEMENT FACILITY D. PERRY. El
UNW-16050 TVQV Dratrdou'n Culcula/ion 6/13/2017
DRAWDOWN SIPHON DESIGN
D orifice =
n orifices =
Ks=
b=
Cd siphon =
Normal Pool Elevation=
Volume r i? Normal Pool =
Orifice Invert =
WSEL at Water Qual it} Volume' _
5 inch
1
59117
1.0436
0.60
24.00 feet
0 cf
2400 feet
25.30 feet
NSEL
(feel)
Vol. Stored
(cf)
Siphon Floe
(cfs)
Avg. Flow
(cfs)
Incr. Vol.
(ct)
Incr. Time
(sec)
25.30
77736
0.685
25.18
70417
0.647
0.666
7319
10990
25.06
63130
0.607
0.627
7287
11625
24.95
55878
0.564
0.585
72s2
12394
24.83
48666
0.517
0.540
7213
13353
24.71
41497
0.465
0.491
7168
14596
24.59
34381
0.408
0.436
7117
16305
24.48
27326
0.340
0.374
7055
18876
24.36
20346
0.241
0290
6979
24029
24.24
13468
0.133
0.187
6879
36781
14.12
6739
0.049
0.091
6729
73804
Drawdown Time = 2.69 days
By comparison, if calculated by the average head over the orifice
(assuming average head is half the total depth). the result would be:
Average driving head on orifice = 0.364 feet
Orifice composite loss coefficient = 0.600
Cross -sectional area of siphon = 0.136 sf
Q = 0.3960 cfs
Dr wdown Time = Volume / Flowrate,/ 86400 (sec/dap)
Drawdown Time = 2.27 days
�JUN 13 2017
BY:_-----

LMW PARKING IMPROVEMEN'f5-PHASE I STORNIWATER MANACENIENT FACILITY"
UNW-16050 Anti -Flotation Block Calculations
® \ RISER diVTI-FLOT.4TIONCALCUE4TION
Input Data —>
Safety Factor:
Concrete:
Riser:
Openings:
Safety factor to use =
Concrete unit weight =
Inside height of Riser =
Inside length of our =
Inside width of riser =
Wall thickness of riser =
Base thickness of riser =
Base length of riser -
Base width of riser =
Total Orifice Area =
OD of harrel exiting manhole =
511C of drain pipe (if present) _
Trish Rack:
Bottom Length =
Buttom Width =
fop Length =
®) Top Width=
Height =
Trash Rack water d6piacement =
Concrete Present in Riser Structure =_>
Total amount ofconcrete'
Base of Riser =
Riser Walls =
Adjust for openings'
Opening fur Onfices =
Opening for barrel =
Opening for drain pipe =
Total Concrete present, adjusted for openings =
Weight of concrete present =
11
1.15 (recommend I IS or higher)
142.0 PCF
130 feet
4.00 feet
400 feet
6 00 inches
600 mches
5.00 feet
5.00 feet
0.087 SF
30.00 inches
8.0 inches
7 00 feet
7.00 fort
1.00 feet
1,00 feet
200 feet
38.00 CF
1150 CF
11.70 CF
0 04 CF
2.45 CF
0 17 CF
21.527 CF
3,057 IN
Note: NC Products lisp unit wL of
manhole concrete at 142 PCP
H. DEW, El
5/11/2017

i
uNW PARKING IMPROVEMENTS PHASF I STORMWATER YIANACEb1ENT FACILITY
UNW-16050 AnrrFlotution Block Calculations
®Amount of water displaced by Riser Structure =>
1
Displacement by co
Displacement by open air i
Displacement by t ee
Total water displaced by nsedbarrel stru
Weight of water dig
Calculate tiye of base for riser assembly ==>
ncretc=
21 53 CF
n riser=
2080 CF
It rack =
38 00 CF
cmre=
80.33 CF
placed=
5,012 lbs
®'
nk
Length =
8,00 feet
Width=
8.00 feet
Thickness =
15 inches
Concrete Present =
80.00 CF
Cheek validity of base as designed =>
Total Water Displaced=
147.83 CF
Total Concrete Present =
89 03 CF
Total Water Displaced=
9,224 lbs
Total Concrete Present =
12.642 lbs
Acrualsafetyfactor—
137 OK
Results of design =>
Bare length =
8.00 feet
Base width =
8.00 feet
Base Thickness=
15.00 inches
CY of concrete total in base=
2.96 CY
Concrete unit weight in added base=
142.0 PCF
if. D6 W, El
5l11/2017

u
1:
E
UNW PARKING IMPROVEMENTS - PHASE I STORMWATER MANAGEMENT FACILITY
UNW-16050 Anti -Flotation Block Calculations
II. CALCULATION FOR RISER ANTI -FLOTATION STEEL
Input Data
Anti -Floatation Block Length = 8.0 feet
Anti -Floatation Block Width = 8 0 feet
Anti -Floatation Block Thickness = is inches
A,,,,i to Ate, Ratio = 0.0020 (recommend 0 0018 or higher)
Cross -Section Calculations—
Cross -Section Area" = 10.00 SF
Minimum Steel Area Required = 0 020 SF
2.88 SI
-Note Assumes a "square"x-sec (L and W same)
Rebar Calculations =>
Bar Size
4
5
6
7
8
Diameter(inchcs)
0500
0625
0.750
0.875
1,000
X-Sec Area (SI)j
0.196
1 0.307
0A42
0,601
0 785
1
Minimum Number of Banj
15
1 10
1 7
1 5
4
Spacing Calculations —
Minimum Offset of Rehar them outside of block =
6.0
inches
Vertical Clearance brtwcen Rebar Mats =
9.0
inches
Maximum Length of Rebar =
7.0
feet
Maximum height of Reba Mats =
0.3
feet
Number of mats —
2
Bar Size
4
5
6
7
8
Number of Bars each Direction
4
3
2
2
1
Horizontal Spacing (inches O.C.)
28.00
42.00
84.00
84.00
#DIV/01
Total Number of Ban
16
12
8
8
4
"Total Cross -Sectional Area (SI)
3.14
3.68
3.53
4.81
114
H DEW, FI
5/112017

UNC-W PARKING LOT IMPROVEMENTS PHI HYDROLOGIC CALCULATIONS H. DEW, El
UNW-16050 Drainage Area to SCM 6/9/2017
I. RATIONAL C VALUES
® TypcolSurf:Icc RationalCValue
Impervious I 0.95
_ Wooded __ 0.20
Grassed 0.30 -
11. POST -DEVELOPMENT
A. Watershed Breakdown
Contributing Surface
Area
Rational C Value
I Area [acres]
Impervious Area
0.95
15.89
Wooded Area
0.20
3.58
Grassed Area I
0.30
14.51
Total area = 33.98 acres
Weighted "C" Value= 0.59
C*A Value= 20.16 acres
i = 1.50 in/hr
C *A * i = 30.49 cfs
®%Impervious= 46.8%
1
11

®
Forebay Berm Riprap Weir
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.078
Channel Slope
0.00100 ft/ft
Left Side Slope
300 ft/ft (H-V)
Right Side Slope
3.00 ft/ft (H:V)
Bottom Width
10.00 ft
Discharge
30.49 ft-Is
Results
Normal Depth
2.25 ft
Flow Area
37.70 ft-
Wetted Perimeter
24.23 ft
Hydraulic Radius
1.56 ft
Top Width
23.50 ft
Critical Depth
0.62 ft
Critical Slope
0AI132 ft/ft
I
Velocity
0.81 ft(s
®
Velocity Head
0.01 ft
Specific Energy
2.26 ft
Froude Number
0.11
Flow Type
Subcnbcal
GVF Input Data
Downstream Depth
0.00 ft
Length
0.00 ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00 It
Profile Description
Profile Headloss
0.00 It
Downstream Velocity
Infinity ft/s
Upstream Velocity
Infinity ft/s
Normal Depth
2.25 It
Critical Depth
0.62 ft
Channel Slope
0.00100 ft/ft
Bentley Systems, Inc. Bentley FlowMaster Val (SELECTserl" 1) [08.11.01.031
®
6/912017 9:17:00 AM
27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA •1-203-765-1666 Page 1 of 2

®_ Forebay Berm Riprap Weir
GVF Output Data
Critical Slope 0.11132 ft/ft
J Bentley Systems, Inc. Bentley FlowMaster V81(SELECTseries 1) [08A1.01.03]
® 6/9/2017 9:17:00 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

I
®)
•1
Ek
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
SUB-1 Post- 1 Year 1 3.471 742.000 28.93
SUB-2 Post- 1 Year 1 0:3 721.000 6.52
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac-ft)
POA I Post- 1 Year 1 1.4171 904.0001 3.76
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (min) (ft3/s) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
Wet Pond
Post- 1 Year
1
3.789
742.000
3031
(N/A)
(N/A)
(IN)
Wet Pond
Post- 1 Year
1
1.41J
904.000
3.76
25.77
2.437
(OUT)
UNW-16050
Bentley PondPack V&
[08, 11,01,561
D Perry. El
6/9I2017

2
L3
lyr 24hr Downstream
Project Description
Fnction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.078
Channel Slope
000100
Rift
Left Side Slope
2.00
Rift (H'V)
Right Side Slope
2.00
Rift (H.V)
Bottom Width
7.50
ft
Discharge
3.76
ft-Is
Results
Normal Depth
0.86
ft
Flow Area
7.92
ft'
Wetted Perimeter
11.34
R
Hydraulic Radius
0.70
R
Top Width
10.94
R
Critical Depth
0.19
R
Critical Slope
0.15771
ft/ft
Velocity
OA7
ft/s
Velocty Head
0.00
ft
Specific Energy
0.86
It
Froude Number
0.10
Flow Type
Subcribcal
GVF Input Data
Downstream Depth
0.00
R
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
000
ft
Profile Description
Profile Headloss
0.00
R
Downstream Velocity
Infinity
f /s
Upstream Velocity
Infinity
ftts
Normal Depth
0.86
R
Critical Depth
0.19
ft
Channel Slope
000100
ft/ft
Bentley Systems, Inc. Bentley FlawMaster V8i (SELECTseries 1) [08.11 01 03]
619/2017 9:28:22 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA ♦1-203-755-1666 Page 1 of 2

iyr 24hr Downstream
i GVF Output Data
Cnti al Slope 0 15771 iVtt
13
J Bentley Systems, Inc. Bentley FlowMaster V81 (SELECTserles 1) (08.11.01.031
® 6/9/2017 9:28:22 AM 27 Siemons Company Drive Suite 20D W Watertown, CT 06795 USA-1.203-755.1666 Page 2 of 2

111
1l '1( A 13,E i1�i 5
® Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/S)
(years) (ac-ft)
SUB-1 Post- 10 Year 10 10.565 741.000 82.30
SUB-2 Post- 10 Year 10 0.801 721.000 13.55
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/S)
(years) (ac-ft)
POA Post- to Year 101 8.953 1 762.0001 54.89
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (min) (ft3/S) Water Pond Storage
(years) (ac-ft) Surface (ac-ft)
Elevation
(ft)
Wet Pond
Post- 10 Year
10
11.365
741.000
85.56
(N/A)
(N/A)
(IN)
Wet Pond
Post- 10 Year
10
8.953
762.000
54.69
26.97
4.219
(OUT)
I
IsUNW-16050
Bentley PonOPack Vat
[08 11,01.56]
D. Perry, El
6/9/2017

®
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project
UNCW PARKING IMPROVEMENTS - PHASEI Date 6/9/2017
Project No.
IJNW-16050 Designer RAS
Outlet ID
SWMF
Flow, Qio_r,
54.9 cfs
Slope, S
1.00 %
Pipe Diameter, Do
24 inches
Pipe Diameter, Do
2.0 feet
Number of pipes
I
Pipe separation
0 feet
Manning's n
0.013
Fienre 8.06.6.1
25
211
15
= 10
5
0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (rt)
�—'—��a
Zone 1
— I—��
Zone from graph above =
I
2
Outlet pipe diameter
24 in.
Outlet Ilowrate
54.9 cfs
Outlet velocity
8.0 ft/sec
Material =
Class B
Length =
I2.0 ft.
Width =
6.0 ft.
Stone diameter =
6 in.
Thickness =
22 in.
Zone
Material
Diameter
Thickness
Length
Width
1
Class A
3
9
4 x D(o)
3 x_D(o)
2
Class B
6
22
6 x D(o)
3 x D(o)
3
_
Class 1
13 _
_ 22
_
8 x D(o)
3 x D(o)
4
Class 1
13
_ 22 _
_8 x D(o)
3 x D(o)
5
Class 11
23
27
10 x 1)(0)
3 x O(o)
6
Class II
23
27
10 x D(o)
3 x D(o)
1. Calculations based on NY DOT method - 1
2. Outlet velocity based on full -flow velocity
Rip Rap Outlet Protection Design6/9/2017

1-1
STORMWA TER MANAGEMENT FACILITY
DESIGN CAL CULA TIONS - FUTURE
IMPER VIOUS
UNCW - PARKING IMPROVEMENTS PHASE 1
UNW-16050

UNCAV I'ARKING LOI' Pli I STOR11N\'ATER MANAGEMENT FACILITY D. PERRY. El
UNW-16050 SSFxn Above F!' - Fulrtre 6/13/2017
(STA—GC-STORAGE FUNCTION — ABOVE \ORNIT1 POOL j
A veraee
Incremental
Accumulated
Estimated
Contour
Contour
Contow
Contour
Stage
Contow
Stage
Area
Area
Volume
Volume
NV/ S-S Fxn
(feet)
(feet)
(SF)
(SF)
(CF)
(CF)
(feet)
24.00
0.00
56.489
24.50
0.50
59_1-44
57867
28933
28933
0.50
2500
1.00
60.642
59943
19972
58905
1.00
*Tentp pool elevation" 25.30
130
61.206
60924
182,77
7:162
1 _19
26.00
2.00
63.482
62062
62062
120967
199
27.00
3.00
66.378
64930
64930
185897
3.00
28.00
4.00
69.331
67855
67855
253751
4.04
Storage vs. Stage
300000
250000 - y = 59117x' 036
R' = 0.9999
200000
LL
U
m 150000
A
O
w 100000
50000
0
0.00 1 00 200 300 4 00 500
Stage (feet)
K,= 59117
b= 1.0436
1
- -�� E IVEP
a i JUN 13 2017
BY.

UNCAV PARKING 1_0I'll I t STORMWATER MANAGEMENT FACILITY
D. PERRY, GI
UN W-16050 SSF.cn klain Pool - Furure
6/13/2017
(STAGE -STORAGE PUNCTIOI\ MAU POOL
A\erase Incremental
Estimated
Accumulated
Contour Contour Contour
Contour
Stage
Contour Stage Area Area Volume
Volume
w/ S-S Fxn
(feet) (feet) (S1=) (SF) (CF)
(Cl:)
(feet)
17.00
0.00
14.930
Sediment Storage
18.00
1.00
27.115
26023
26023 260^_3
1.02
20.00
3.00
31688
29402
58803 84826
2.91
22.00
5.00
36577
34133
68265 153091
4.93
23.00
6.00
39.075
37826
37826 190917
6.00
23.50
6.50
40,364
39720
19860 210776
6.56
24.00
7.00
42.669
41517
20758
231535
7.13
`surface area and volume used for ave. depth calculation
Storage vs. Stage
250000
200000 Y = 25591 x! 1211
R' = 0 9994
U 150000
m
m
0 100000
y
50000
0
000 200 4.00 6.00 8.00
Stage (feet)
Ks = 25i91
b= 1.1211
SUN 13 2�i1
ar:�—

UN&W PARKING I.o'rPo11 STORD7WATER IAIANAGF..NIENT FACILII'N' D. PERRY. El
UNW-16050 SS!•kn Forehuc - Flow 6/13/2017
iSTAGE-STORAGE (UNCTION - FOREBAY
A�-ertee
Ina-emenial
Accumulated
Estimatcd
Contour
Contour
Contour
Contour
Stage
Contour
Stage
Area
,Area
Volume
Volume
�e/ S-S Fxn
(feet)
(feet)
(SF)
(SF)
(CI')
(CF)
(feet)
1900
-1.00
1.312
Sediment
Slot a�_e
19.00
0.00
4.009
20.00
2.00
6.294
5152
5152
5152
1.95
21 00
3 00
8 417
7356
7356
12507
3.08
22.00
4.00
9.835
9126
9126
21633
4.09
23.00
5.00
11.013
10424
10414
32057
5.01
23.50
5.50
11.635
11324
5662
37719
5.45
)4.00
6.00
12.608
Jill?
6061
43780
5.89
50000
45000
40000
35000
c 30000
25000
m
`0 20000
w 15000
10000
5000
0
Storage vs. Stage
y = 1414.1 x' 935
R' = 0 9974
1 000 200 4.00 8.00 800
Stage (feet)
6s = 1414.1
b = 1.9360
.1
JUN 13 2017

UNC-w PARKING Lo'l I'll I STORM WATER MANAGEMENT FACILITY
UNN'-16050 Volume Culcularion - Future
1TOTAL VOLUME OF FACILITY
Volume of Main Pool below Normal Pool=
231.53,5
of
Volume of Forebav below Normal Pool=
43.780
cf
Total Volume Below Nonnal Pool =
275,314
cf
Total Volume Above Normal Pool=
253.751
cf
Total volume of Facility =
529,066
cf
Per ACDLO ,Llinimum Design Ci iterio, the forebgY volume should equal
approsimolelj- 15-201, o0he main pool rohone
Total Main Pool Volume = 231.535 of
Provided Forebav Volume = 43.780 of
Provided Forebav Volume `5u= 18.9%
AVERAGE DEPTH OF MAIN POOL
Main Pool Volume at Nonnal Pool = 231.535 cf
Main Pool Area at Normal Pool = 42.669 sf
A vei age Depth = 5.43 ft
D. PERRY, Fl
6/13/2017
cEN! .
JUN 13 2017

UNC-w PARKINO LOI' 'lI I STORtNIWATER MANAGED7EN'T FACILITY D. PERRY, 1.1
UN\1"-16050 Surfilce Area Calculevion - Future 6/I3/2017
l4 F DETENTION BASIN SUINUMARI -
Enter the drainage area c•huracteri.stics _>
Total drainage area to pond = 33.98 acres
Total impervious area to pond = 17.88 acres
Now The husin nual he sited to treat u[7 itnpervrmrs suriucc runof%'draining into due pond, not just the impervious
suu jbe from ota-rile d We1Opment
Drainage area= 33.98 acres a. 52.6% impervious
Estimate the surface area required at pond normal pool elevation =>
Wet Detention Basins are based on an minimum average depth of = 5.43 feet (Calculated)
5.0 5.43
6.0
Low'et'Boundarv=> 50.0
2.35
L83
Site % impervious => 52.6
2.46 Z24
1.94
tipper Boundaq, => 60.0
2.78
2.26
Therefore. SA/D.A required
Surface area required for stain pool at normal pool = 31168 ft2
= 0.76 acres
Surface area provided for main pool at normal pool = 40,364 ft-
NCDEQ Stormw5ter BMP Manual Table_ 2_
Coustal_SA/DA Table (Adapted from Driscoll, 1986)
3
4.
5'
6
7
8
0
0.78
0.61
0.44 , -
. 0
0'
0,
20 ::
_ 1.48 -
1.04
0.87
0.7
0.52
40
2 96 _
° 6
1 33'--
119.
0.96
0.78 -
-
2 87
2 35 .
1 33"
f31
'0:96
60
435
2.26
1°.7d
1.13
. - 70
_; 5 21
3 92 :-:�
_2781F`
3 21 _'-
42:9T-
-t9.83'
.131-
80
-' -5.92-
-1 51"
` - �.65 -°- -
_
s_ 2.78
- :=.11 9-
'1.57 . - - -
_ _ _
90
6 53_ _
_
5.05-)
_
4 18%
396-
?:4 -
I'74 '
100 -'
7.13
5.92: .
` " 4.87:-'
3.83- -
2.78
1.83
JUG 13 2017 '
gY:-..

UnC-W PARKING Lon'll I sTORMWATER MANAGEMENT FACILITY
UN'\V-I6050 IYDPCulcuhnion - Fwtwe
jDE'PER:\11\AT10\ OF WA"I'ER QUALITI' VOLU,NIE
Proposed Development
0'0 11 _ W)IR I )GUiI )
where
\VQ,-=water quality volume tin acre -fit)
R, = 0.05-0.009{I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area. A =
Impervious area =
Impervious area =
Percent imper sous cover, I =
Rainfall. P =
Calculated values:
R, _
\VQ1
Previously Permitted 1988-2008
110, = IP)(R r)(A)%12
where.
13.13 acres
2.03 acres
38 si' —�, 7?n15 4-1M3
11.2 °u
1.50 inches
0.15
0,34 acre-ft
14897 cf.
\V0v = water quality volume (in acre-ft)
R,. = 0.05-0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area. A =
9.42
acres
Impervious area=
9.42
acres
Impervious area =
410.231
s
Percent impervious cover: I =
100.0
°ro
Rainfall. P=
1.00
inches
Calculated valuev
R, = 0.95
N'Q, = 0 75 acre-ft
32477 cf.
D. PERRY, [I
6/1 3/2017
SUN � g 2p11

uNC-vv1'ARKINGL0f1'llI STORiA1WATERDlANAGEIVIEN'CEACILITY
UNW-16050 11'QV Ca/Culutiutt - Furure
Previoush, Permitted 2008-2017
IPq1, =W)(R,)6W12
where.
VVQ,-= water quality volume (in acre-ft)
R, =0.05-0.009(1) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Grput data:
Total area. A =
1.47
acres
Impervious area =
1.47
acres
Impervious area =
63.95I
sf
Percent impervious cover. I =
00.0
46
Rainfall. P =
ISO
inches
Calculated values:
R, = 0.95
WQv= 0.17 acre -It
7594 cf.
Other Permits 1988-2008 (1 " Treated)
II"Oi=(P)(H],)(A)%12
\s here.
WQ, = water quality volume (in acre-ft)
Rv= 0.05-0.0090) where I is percent impervious cover
A = area in awes
P = rainfall (in inches)
Input datu:
Total area. A
Impervious area=
Impervious area =
Percent imperious cover. I =
Rainfall. P=
Calculated ralues:
Rs =
\VQ, _
1.46 acres
1.46 acres
6_.457 sr —�, 19786 4 y1857 + 1-911
100.0 %
1.00 inches
0.95
0.12 acre-ft
5024 cf.
D. PERK) . El
6/1 :/2017
�U� 13 2911

UNC-W PARKING I_01' 19I I STORNINYATER N1ANAGE111ENT FACILITY D. PERRY. Ef
GT N W-16050 11'Q l% Culculu/ion - /• ul urn 6/ 13/2017
Other Permits 2008-2017 (1.5" Treatert)
IF(), =(p)(Rt )GU'12
where.
WQ, — water quality volume (in acre-fi)
Rr =0.05T0.009(1) r+here I is percent impervious cover
A — area in acres
P = rainfall (in inches)
Input data:
Total area. rA =
U-8
acres
Impervious area =
0.28
acres
Impervious area =
12;142 sf
Percent impervious cover. I =
100.0
9^u
Rainfall. P =
1.50
inches
Calculated vahies:
R,=
OAS
WQv=
0.03
acre-ft
=
1454
cf.
Ojfsite 1988-2008
ItO1 _(1�(Rt)GU72
where.
\N Qv� water quality volume (in acre-ft)
Rv = 0.05-0.001)(1) there I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Mpw data:
Total area. A =
0.68 acres
Impervious area =
0.68 acres
Impervious area=
29.44G sf
Percent impervious cover,) =
100.0 "6
Rainfall. P=
1.00 inches
Calculated ralu es:
R,= 0.95
\VQ� = 0.05 acre-ft
^_.331 cf.
T
t

UNC-P' PARKING l.0'f I'll I STOIZ.N9 WATER 1l4ANACENIENT FACIL%TI' U. PERKY. EI
U,N Vv -16050 l i'O P C�ticalulknv -Future 6/ 1 :/2017
Offvite 2008-2017
WO, . = (1' tl?i-)(4)11'
where.
\\'Q\, Nvater quality volume (in ane-fi)
Rv= 0.05-0.009(1) where I is percent unpervious cover
A = area in acres
P = rainfall (in inches)
Input Aura:
Total area, A = 0.10 acres
Impervious area= 0.10 acres
Impervious area = 4.193 sf
Percent impervious cover. I = 100.0 44,
Rainfall. P = 1.50 inches
Calculated slurs:
Rv = 0.95
VA'Qv= 0.01 acre-fr
498 cf.
Evisting Pre-1988
where.
WQ,= water quality volume (in acre-ft)
R,=0.05-0.009(1) where I is percent impervious cover
A = area in acres
1' = rainfall (in inches)
Input data:
Total area. A = OA acres
Impervious area = 0.50 acres
Impervious area= 21.744 sf
Percent impervious cover. I = 100. :u
Rainfall. P= IA inches
Calculated values:
Rv= 0.95
WQ\. = 0.06 acre-ft
= 2582 cf.
IVA 13 2fl11

UNC-tc PARKIN6 utf I'll I STOI2�7WATER NIANACEMENT FACILITI' D. PERRY, El
UNW-16050 It'nPCulcaludon -Future 6/1 ,,'2017
Future Impervious
IPO,. = (P)(R, )(i)'1_'
where
WQ, = water quality volume (in acre-li)
R,= 0.05.0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input da[a:
Total area. A =
1 95
acres
Impmiousarea =
5
acres
Impervious area =
S5.000
acre
Percent impervious cover. I =
100.0
°41
Rainfall.P=
150
inches
Calculated ratites:
R, = 0.95
11'Qv— 0.23 acre-ft
10094 cf.
ASSOCIATED DEPTH IN POND —�
WQ,.= 76950 cf.
Slage I Storuge Data:
Ks= 59219
b - 1.043
Zo = 24.00
Total WQv = 76950 cf.
Calculated ralaes:
Depth of WQv in Basin = 1.29 ft
15.43 inches
Elevation = 25.29 ft

UNC-W PARKING LOTHI I STOR—NIN'ATEIZ MANAGEMENT FACILITI' D. PERRY -El
UNW-16050 JJ 0I,' DrrnrdoTn Colcula/ion - Fature 6/13/2017
DRA VDOWN SIPHON DESIGN
D orifice =
k orifices =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume (d N�onnal Pool =
JOrifice Invert =
WSEL at Water Quality Volume' =
5 inch
1
S9117
1.0436
0.60
24.00 feet
0 of
24.00 feet
2530 feet
\VSEL
(feet)
Vol. Stored
(Cr)
Siphon Flow
(cfs)
Avf;. Floc
(Cl's)
Incr. Vol.
(CI)
Incr. Time
(see)
2530
77736
0.685
25.18
70523
0.648
0.666
7214
10828
25.07
63340
0.608
0.628
7183
1144,
24.95
56191
0.565
0587
7149
12185
24.84
49080
0520
0.543
7111
13107
24.72
42012
0.469
0.494
7068
14295
24.61
34993
0.413
0.441
7019
15912
24.49
28034
0.347
0.380
6960
18309
24.,7
21146
0.255
0.301
6888
21881
24.26
14352
0.146
0.200
6794
33925
24.14
7695
0.060
0.103
6657
64812
Drawdown Time = 2.52 days
By comparison, if calculated by the average head over the orifice
(assuming average head is half the total depth), the result would be:
Average driving head on orifice = 0.364 feet
Orifice composite loss coefficient = 0.600
Cross -sectional area of siphon = 0.136 sf
Q= 03960 efs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Dramdown Time = 2.27 days
jo 13 2017

� J
i•
UNC-W PARKING LOT IMPROVEMEM'S PHI HYDROLOGIC CALCULATIONS
UNW-16050 Drainage Arco to SCM- Future
I. RATIONAL C VALUES
Type of Surface I Rational C Value
Impervious ' 0.95
_ Wooded 0.20
Grasseddrassed 1 0.30
D. POST -DEVELOPMENT
A. Watershed Breakdown
Contributing Surface
I
Rational C Value
Area Iacresl
Area
Impervious Area
0.951
17.84
Wooded Area
0.20
3.58
Grassed Area I
0.30
12.56
Total area = 33.98 acres
Weighted "C" Value = 0.63
C*A Value= 21A3 acres
i = 1.50 in/hr
C*A*i= 32.41 cfs
% Impervious = 52.5%
H. DEW, El
6/9/2017

® Project Description Forebay Berm Riprap Weir - Future
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
0.078
Channel Slope
000100
fUR
i
Left Side Slope
3.00
ft/ft (H:V)
Right Side Slope
3.00
ft/ft (H:V)
Bottom Width
10.00
ft
Discharge
32.41
ft /s
Results
Normal Depth
2.32
ft
Flow Area
39.40
V
Wetted Perimeter
24.69
ft
Hydraulic Radius
160
ft
Top Width
23.93
It
Critical Depth
0,64
It
Critical Slope
0A1013
ft/ft
Velocity
0
ft/s
I
®
Velocity Head
01
001
ft
Specific Energy
2.33
ft
Froude Number
0.11
Flow Type Subcntical
GVF Input Data
Downstream Depth
000
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
f fs
Upstream Velocity
Infinity
fVs
Normal Depth
232
ft
Critical Depth
0.64
ft
Channel Slope
0.00100
Wit
Bentley Systems, Inc. Bentley FlowMaster Val (SELECTseries 11 (08.11.01.03)
® 6/1/1017 10:17:33 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

01 GVF Output Data
Forebay Berm Riprap Weir - Future
Critical Slope 0 11013 WIN:
Bentley Systems, Inc. Bentley FlowMaster V61 (SELECTserles 1) (08.11.01.031
®' 6I9t2017 10:17:33 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA .1-203-755-1666 Page 2 of 2

08�
® Subsection: Master Network Summary
Catchments Summary
Label Scenario
Return
Hydrograph
Time to Peak
Event
Volume
(min)
years)
(ac-ft)
1
3.993
741.000
Peak Flow
(ft3/s)
SUB-2
I Post- 1 Year
1
0.318
721.0001
6.521
Node Summary
Label
Scenario
Return
Hydrograph Time to Peak
Peak Flow
Event
Volume
(min)
(ft3/e)
(years)
(ac-ft)
POA
Post- 1 Year
11
1.9371
807.000 1
5.23
Pond Summary
Label Scenario
Return
Hydrograph
Time to Peak Peak Flow
Maximum
Maximum
Event
Volume
(min) (ft3/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
Wet Pond
Post- 1 Year
1
4.310
741.000
35.62
(N/A)
(N/A)
(IN)
Wet Pond
Post- 1 Year
1
1.937
807.000
5.23
25.79
2.474
(OUT)
1
® UNW-16050
Bentley Pond Pack VBi
108 11 01 561
D Perry, El
W912017

® 1yr 24hr Downstream
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.078
Channel Slope
0.00100
ft/ft
Left Side Slope
200
Wit (H:V)
Right Side Slope
200
8/ft (H V)
Bottom Width
7.50
It
Discharge
5.23
ft-Is
Results
Normal Depth
1.04
it
Flow Area
9.93
ft'
jWetted
Perimeter
12.14
it
Hydraulic Radius
0.82
H
Top Width
11.65
ft
i
Critical Depth
0.24
it
Critical Slope
0 14773
tuft
Velocity
0.53
ft/s
®
Velocity Head
000
It
Specific Energy
1.04
It
Froude Number
0.10
Flow Type
Subcritical
GVF Input Data
Downstream Depth
000
ft
Length
0.00
it
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
it
Profile Description
Profile Headloss
0.00
1t
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
Ills
Normal Depth
1,04
ft
Critical Depth
0.24
it
Channel Slope
0.00100
ft/ft
Bentley Systems, Inc. Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.031
® W12017 10:15:28 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA .1403-755-1666 Page 1 of 2

01 GVF Output Data 1yr 24hr Downstream
Critical Slope 0.14773 "
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTserles 1) [08.11 0/.03]
® 6/9/2017 10:15:28 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA *1-203.766.1666 Page 2 of 2

n
Li
U]
1 cA l)A N/t
Subsection: Master Network Summary
Catchments Summary
Label Scenario
Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
SUB-2
Post- 10 Year
101
0.8011
721.0001
13.551
Node Summary
Label
Scenario
Return
Hydmgraph Time
to Peak
Peak Flow
Event
Volume
(min)
(ft3/s)
(years)
(ac-ft)
POA
Post- 10 Year
1 101
9.8241
758.000 1
7765.121
Pond Summary
Label Scenario Return
Hydrograph
Time to Peak Peak Flow
Maximum
Maximum
Event
Volume
(min) (ft3/5)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
Wet Pond
Post- 10 Year
10
12.238
741.000
92.52
(N/A)
(N/A)
(IN)
Wet Pond
Post- 10 Year
10
9.824
758.000
65.12
27.05
4,344
(OUT)
I
® UNW-16050
Bentley PondPack V8i
I08 11.01 561
D, Perry. El
6/9/2017

r]
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project
UNCW PARKING IMPROVEMF.N'I'S-PI IASE I Date 6/9/2017
Project No.
UNW-16050 Designer RAS
Outlet ID
SWMF- FUTURE
Flow, Qle_r,
65.1 cfs
Slope, S
1.00 %
Pipe Diameter, D.
24 inches
Pipe Diameter, Do
2.0 feet
Number of pipes
1
Pipe separation
0 feet
Manning's n
0.013
Fieure R.11(.b.l
25
20
N IS
T
= 10
>
5
zone I
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (R)
%Ane l
Zone from graph above =
2
Outlet pipe diameter
24 in.
Length =
12.0 ft.
Outlet tlowrate
65.1 cfs
Width =
6.0 ft.
Outlet velocity
8.0 ft/sec
Slone diameter =
6 in.
Material =
Class B
Thickness =
22 in.
Zone
Material
Diameter
Thickness
Length I
Width
I
Class A
_ _ _ 3 _
_ _ 9 _ _
4 x D(o)
3 x Ole)
2
Class U
6
22
6 x D(o)
3 x D(o)
3
Class 1
_
13
_
22
8 x D(o)
3 x D(o)
_
4
_ _
Cl ass 1
13
22
8 x D(o)
3 x 1)(0)
5
Class If
23
27
10 x D(o)
3 x D(o)
6
Class II
23
27
10 x D(o)
3 x D(o)
7
Special study required _
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manua
2. Outlet velocity based on full -Flow velocity
Rip Rap Outlet Protection Design - Puture6/9/2017

Energy. Mineral &
Land Resources
ENVIRONMENTAL QUALITY
May 19, 2017
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
TRACY DAVIS
Director
Vice Chancellor for Business Affairs
UNC Wilmington
c/o Mark Morgan, Associate Vice Chancellor for Business Affairs -Facilities
601 S. College Rd.
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 970128
UNCW Wilmington
New Hanover County
Dear Mr. Morgan:
The Wilmington Regional Office received and accepted a modified Express State Stormwater
Management Permit Application for the subject project on May 12, 2017. A preliminary in-depth review
of that information has determined that the application is not complete. The following information is
needed to continue the stormwater review:
1. 15A NCAC 0211.1042(2)(a)(i): Please confirm the project name desired to describe this project
area listed in Section 1.1 of the application. Previously, this project name was "UNCNN' Honors,
International, and Privatized Housing." The recently submitted application lists the project name
as "Parking Lot Improvements Phase I." Recommendation: The project name should be
descriptive of the entire areas the project encompasses.
✓2 15A NCAC 0211.1003(1) and .1042(2):
a. Please confirm that the percent of impervious area draining to the pond presented in
Attachment A, the supplement, and calculations are consistent with the intended design.
For instance, Attachment A and the supplement identify this drainage area as having 58%
impervious area while the calculations indicate it has 47%.
b. Recommendation: Include a future allocation for contingencies and increased flexibility
if future development is desired within the delineated drainage area.
V 3. 15A NCAC 0214.1042(2)(g)(ii) Please provide dimensioned project or project phase boundary
with bearings and distances.
✓4. 15A NCAC 021-1.1042(2)(g)(vii): Please provide the details of the Stormwater collection system,
including the inverts of the piped collection system on plan sheet C-12 Or a citation of where this
information can be located within the provided plan set.
5. 15A NCAC 0214.1042(h): Please provide a cross-section view of the wet pond that includes the
sub -items of this section of the rule. 4�10 CA
6. 15A NCAC 021-1.1042(2)(h)(ii) and .1053(3): The forebay bottom eleva ion is set at 19 ft with a
sediment accumulation elevation of either 19.5 ft or 20 ft (refer to Item . The invert of the
forebay inlet appears to be set at an elevation of 19.17 ft, which would be located within this
sediment removal elevation. Please confirm the intended design and ensure that any sediment
accumulation will not impede the water from entering the system and that the system can still be
operated and maintained as outlined in the signed operation and maintenance agreement.
State of North Carolina I Environmental Quality I Energy. Mineral and Land Resources
N5lmington Regional Office 1 127 Cardinal Drive Extension I Wilmington, NC 28405
9107%7215

State Stormwater Permit No. S W8 970128
Page 2 of 3
I' 1-7. 15A NCAC 021-I.1042(3)(b): Please provide the following information to support the intended
design:
Vii—
Please adjust the number of decimals shown on the supplement to correctly display the
intended design. For instance, the supplement indicates the bottom elevation of the
vegetated shelf will be 24 ft, however the other application documents indicate this
will be 23.5 ft..
,Vlelevation
b.
Under the "compliance with the applicable stormwater program" section of the
supplement, please identify the stormwater program that applies to this project. Based on
the permitting history and proposed changes, this review assumed the built -upon area is
subject to the 1995 rules, Session Law 2006-246, Session Law 2008-211, and the 2017
rules while the SCM is subject to the 2017 rules.
Please identify the surface area at the temporary pool elevation in the calculations.
✓8. 15A NCAC 021-I.1053(1): Please note that the required surface area determined from the SA/DA
ratio is only for the main pool and does not include the forebay. On the Wet Detention Basin
Summary page of the calculations, the provided surface area appears to be associated with both
the main pool and forebay. Please identify the surface area provided only in the main pool at the
permanent pool elevation to demonstrate that the minimum requirements have been met.
�7 9. 15A \CAC 021-1.1053(2): The average depth calculation appears to use Equation 2 on page 8 of
Chapter C-3. However, Equation 2 includes the vegetated shelf and requires the full permanent
pool volume and surface area to be used to determine the average depth. If it desired to exclude
the submerged potion of the vegetated shelf from the average depth calculation, Equation 3 on
page 8 in Chapter C-3 should be used. Please reconsider the average depth calculation
10. 15A NCAC 021-1.1053(3): The operation and maintenance agreement indicates the sediment
removal elevation in the forebay has been set at 19.5, however the calculations appear to indicate
it has been set at an elevation of 20. Please confirm the sediment removal elevation of the forebay
is presented consistently and accurately.
1 1. 15A NCAC 021-I.1053(5) and Chapter A-4 of the NC Design Manual: The forebay section of
Chapter A-4 on page 10 recommends that the forebay weir can be set as low as (but not exceed) 1
foot. Plan sheet SW-1 appears to suggest that the forebay weir will be set 2 feet below the
permanent pool surface. Please reconsider the elevation of the weir and demonstrate that flow of
water through the weir will be at a nonerosive velocity
12. 15A NCAC 02I-1.1053(7): The outlet structure detail on plan sheet SW-2 appears to indicate that
the next available outlet is set at 25.30 ft while the identified temporary pool elevation is set at
25.11 ft. The hydraulics of any additional capacities should be considered when calculating the
drawdown rate. Please reconsider the drawdown of the minimum required storage based on the
entire provided head.
!I3. 15A NCAC 02H.1053(8): Please demonstrate that the pond discharge from the 1-year, 24-hour
storm minimizes hydrologic impacts to the receiving channel and nearby stream.
14. Due to the potentially minor nature of these comments, the express additional information review
fee has been waived.
Please keep in mind that changing one number may change other numbers and require the calculations,
supplements, and other supporting documentation to be updated. Verify all numbers are correct to ensure
consistency in the application documents.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to May 31, 2017, or the application will be
returned as incomplete. If the project is returned and you wish to re -submit to the Express Program, you
will need to reschedule the project through the Express Coordinator for the next available review dale and
will need to resubmit all of the required items at that time, including the application fee.
If you need additional time to submit the information, please email or fax your request for a time
extension to the Division at the email address or fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information, which shall be no later than 5
business days past the original due date.
State of North Carolina I Environmental Quality I Energy. Mineral and land Resources
Wilmington Regional office 1 127 Cardinal Drive Extension I Wilmington, NC 2S405
910 796 7215

State Stormwater Permit No SW8 970128
Page 3 of 3
V The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation ofNCGS 143-215.1 and is subject to enforcement
action pursuant to \CGS 143-215.6A.
Please label all packages and cover letters as "Express" and reference the project name and State assigned
project number on all correspondence. If you have any questions concerning this matter, please feel free
to call me at [phone] or email me at [e-mail].
S incerclx ,
WA
Christine Hall
Environmental Engineer
GDS/canh: A\\Stormwater\Permits & Projects\1997\970128 1ID\2017 05 addinfo 970128
cc : Cory George, N4cAdams
Galin Jamison, UNCW
Wilmington Regional Office Stormwater File
State of North Carolina I Envnonmemai Quality I Energy. Mineral and Land Resources
v ilmingtun Regional Office 1127 Cardinal Drive Extension I Nilmington,NC 28405
910 796 7215

i
Hall, Christine
From:
Hall, Christine
Sent:
Friday, May 19, 2017 4:59 PM
To:
George, Cory ([e-mail]), Galin Jamison ([e-mail])
Cc:
Weaver, Cameron
Subject:
request for additional info - SW8 970128
Attachments:
2017 05 addinfo 970128.pdf
Gentlemen,
Attached is a pdf of the request for additional information for the subject project. Please let me know if you have any
questions or concerns.
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall@ncdenr gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Nothing Compares...
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

x0o w\ C5 .
North Carolina Department of Environmental Quality
Request for Express Permit Review
Feroeeueeowr �II
Remexer
sut l a
rime
CoY=
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(a?ncdenr.gov
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.leengncdenr.gov
• Mooresville or Winston Salem -Marcia Allocco 704-235-2107; marcia.allocco(a)_ncdenrgov
• Washington Region -Lyn Hardison 252-948-3842 or lyn.hardison cimcdenrgov
• Wilmington Region -Cameron Weaver 910-795-7303orcameron.weaveK&ncdenr.gov
NOTE Project application received after 12 noon will be stamped in the following work day
Project Name UNC-W PARKING IMPROVEMENTS- PHASE 1 County NEW HANOVER
Applicant: MARK MORGAN Company UNC-Wilmington
Address: 601 S COLLEGE ROAD City. WILMINGTON, Stale NC Zip 28403-
Phone [phone], Fax [phone], Email morganm@uncwedu
Ph sical Location UNCW MAIN CAMPUS - ADJACENT TO WAGONER DINING HALL
SW 8970128
SW_
SW _
NPDES
NPDES
wQ
wQ _
E&S _
E&S _
Other
Y
Project Drains into BRADLEY CREEK waters - Water classification SC HQ W (DWR Surface Water Classifications Map)
Project Located in WHITE OAK River Basin Is project draining to class ORW waters? NO, within % mile and draining to class SA waters NO. or within 1
mile and draining to class HOW waters? YES
Engineer/Consultant CORY GEORGE PE PLS Company MCADAMS
Address 2905 MERIDIAN PARKWAY City DURHAM, State NC Zip: 27713-
Phone [phone], Fax [phone], Email eg orge@mcadamsco com
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
S_ #_JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWR, ❑ DCM, ❑ DEMLR, ❑ OTHER
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermitteni/Perennial Determination _ It of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear If or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac ❑ Bkhd & Bl Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ It Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density -SW Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems / ❑i MOD:Z Major ElMinor ❑ Plan Revision ❑ Redev. Exclusion SW 8970128 (PromdePevnd tt)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® Land Quality ® Erosion and Sedimentation Control Plan with 8 acres to be disturbed (CK # & Amt (for DEQ use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No Buffer Impacts ® No ❑ YES _acre(s)
Wetlands Delineation -has been completed: ❑ Yes ® No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes ® No 404 Application in Process w/ US ACOE ❑ Yes ® No Permit
Received from US ACOE ❑ Yes ® No
I of DEO use onlv
Faa Snht for mnlfinla norm itc /Cher4 t1 1 Total Fee Amount S
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
S
I Variance (❑ Mai; ❑Min)
S
SW (❑ HE, ❑ LID, ❑ Gen)
S
401:
S
LQS
S
Stream Deter,_
S
NCDEQ EXPRESS March 2016

GNC-WV — Parking Improvements — Phase I
NC DEQ Express Review Narrative
General Deserintion
The proposed parking improvements will consist of two parts, first an approximate 80 space
expansion to the existing parking lot known as Lot EE, on the north side of Wagoner Dining
Hall. Second, a new 150 ± space parking lot on the south side of Wagoner Dining Hall. "these
new parking spaces will replace the existing spaces being lost by the new Allied Health Building,
recently passed with the CONINEC7:NC Bond.
As proposed we will drain both Tots into the existing regional stormwater pond (SNV8 970128).
This pond, as designed, cannot accommodate the additional proposed impervious. Therefore, we
will be proposing a major modification plan to the existing detention pond to allow for the
additional capacity, to fix problems with the pond as it exists, and to bring up to current 2017
design criteria.
The project is located within the White Oak River Basin, with stormwater runoff from the
proposed project draining to Bradley Creek. According to the -N.C. Division of Water Quality
BasinAVide Information Management System (BIMS), the waterway is classified as SC; I-IQW at
this location.
Discussion ofPr000sed Stormwater Management
Stormwater onsite will be handled with the to be modified existing stormwater pond. Existing
and proposed conveyances will be used to route runoff from the parking lots to the existing pond.
The pond will be modified to meet current 2017 MDC criteria and expanded for current and
future impervious.
Discussion of Proposed Erosion Control
Erosion control on each of the parking lot areas will be handled with silt fence, silt fence outlets,
inlet protection, and sediment basin if disturbance requires. The existing pond will not be used
for erosion control as other stabilized areas on campus will continue to drain to the pond. All
erosion control measures will take place upstream of the pond, including the new conveyance
which will be protected by inlet protection at the end of each days work.

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Weaver, Cameron
From:
George, Cory <[e-mail]>
Sent:
Saturday, March 11, 2017 12:40 PM
To:
Weaver, Cameron
Subject:
UNCW Express Request
Attachments:
2017-03-11 UNW-16050 - Express Narrative.pdf, 2017-03-11 UNW-16050 REQUEST
FOR EXPRESS form FINAL.pdf, Vicinity Map.pdf, 2017-1-4 Illustrative Parking Layout
1A.pdf, 2017-1-4Illustrative Parking Layout 1B.pdf
Cameron,
Hope you are doing well. I have another express review I would like to get setup. We are requesting a combined erosion
control and stormwater review for some proposed parking improvements.
Please give me a call when you get a chance to review. Looks like you guys are scheduling near the end of April right
now, so that should fit in our schedule.
Thanks,
Cory
Cory George, PE, PLS I Project Manager, Institutional
2905 Meridian Parkway I Durham, NC 27713
Office. 919.361.5000 x 218
Direct: 919.287.0862
Mobile. [phone]
McAdamsCo.com
1111
=J McADAMS
Designing Tomorrow's Infrastructure & Communities

Hall, Christine
From: George, Cory <george@mcadamsco com>
Sent: Monday, March 13, 2017 4:09 PM
To: Hall, Christine
Cc: Weaver, Cameron
Subject: RE: UNCW parking improvements
Right now, the goal is to design a new conveyance that gets water from 1B to big pond in the back. That makes the most
sense to combine the stormwater. We have run a preliminary profile of the new conveyance that appears to miss all the
gravity utilities, but we haven't completed the vacuum extraction on the handful of dry utilities (duct bank, gas etc) to
prove it for sure.
I know the exhibit shows a bmp associated with 113, but we are planning to use the existing pond for both lots, please
ignore.
Thanks!
Cory
From: Hall, Christine[mailto:[e-mail]]
Sent: Monday, March 13, 2017 3:50 PM
To: George, Cory <[e-mail]>
Cc: Weaver, Cameron <[e-mail]>
Subject: UNCW parking improvements
Cory,
Cameron brought me the express request for the subject project. One question — there is a "stormwater device"
identified near Parking Lot 1B. The narrative doesn't mention a second device. Can you confirm?
Thanks,
Christine
Christine Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall()ncdenr.gov
127 Cardinal Drive Ext
Wilmington, NC 28405
Nothing Compares.
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties

d I I I 1 I 11 if I
U

SI op1 , For DENR Use ONLY
CReviewer IIA
•�,FA North Carolina Department of Environment and
��/ a Natural Resources
NCDENR Request for Express Permit Review Tim
Confrrn
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 & Mooresville Regions - Alison Davidson 828-296-4698; alison.davidson(g)ncdenr.gov
• Fayetteville, Raleigh or Winston-Salem Regions - David Lee 919-791-4203;david.leea(�ncdenr.gov
• Washington Region - Lyn Hardison 252-948-3842; Iyn.hardison(@ncdenr.gov
• Wilmington Region - Cameron Weaver 910-796-7303; [e-mail]
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: UNCW - LOT FF EXPANSION County: NEW HANOVER
Applicant MARK MORGAN Company UNCW
Address 601 SOUTH COLLEGE RD City WILMINGTON, State: NC Zip: 28403-_
Phone: [phone], Fax: [phone], Email MORGANM@UNCW EDU
Physical Location:MAIN CAMPUS
Project Drains into BRADLEY CREEK waters -Water classification SC HQ W (for classification see -
SW _
SW
NPDES _
NPDES
WO _
WQ
E&S _
E&S _
Other
1
hftp://portal.ncdenr.org/web/wq/ps/cs /classifications)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N, within y: mile and draining to class SA waters N or within 1 mile
and draining to class HOW waters? Y
Engineer/Consultant: CORY GEORGE Company: MCADAMS
Address: 2905 MERIDIAN PARKWAY City. DURHAM, State: NC Zip: 27713-
Phone [phone], Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$_ #_ JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
_®_Scoping Meeting ONLY ® DWQ, ❑ DCM, ® DLR, ❑ OTHER:
REC D APR 2 8 2016
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ' ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
❑ State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density -Detention Pond _# Treatment Systems ❑ High Density -Infiltration _#Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _# Treatment Systems /❑ MOD ❑ Major ElMinor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit4)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scoping and express meeting request)
Wetlands on Site ❑ Yes ® No
Wetlands Delineation has been completed: ❑ Yes ® No
US ACOE Approval of Delineation completed. ❑ Yes ® No
Received from US ACOE ❑ Yes ® No
Buffer Impacts: ® No ❑ YES: _acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
For DF.NR use onh
Fee Solit for mul0ole oermits:(Check q 1 Total Fee Amount$
SUBMITTAL DATES
Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
$
LDS
$
Stream Deter,_
$
NCDENR EXPRESS January 2014

UNCW — Lot FF Expansion
Stormwater Management Narrative
General Description
Located on Cahill Drive, adjacent to Wagoner Hall on the main campus of the University of
North Carolina and Wilmington is the proposed project known as Lot FF Expansion. This project
will consist of the addition of approximately 80 parking spaces directly adjacent to the existing
Lot FF. The added parking will aide in the increased parking demand in the vicinity of Wagoner
Dining Hall.
This project will be located inside the drainage area and permit boundary of SW8 970128. We
anticipate a major modification to this permit as a part of this project.
The project is located within the White Oak River Basin, with stormwater runoff from the
proposed project draining to the existing BMP from SW8 970128 ultimately draining to Bradley
Creek. According to the N.C. Division of Water Quality BasinWide Information Management
System (BIMS), the waterway is classified as SC; HQW at this location.
Discussion of Proposed Stormwater Managemenl
Stormwater on this site will drain to and be treated by the existing Stormwater BMP.
Discussion of Proposed Erosion Control
Erosion control on this site is anticipated to be silt fence and silt fence outlets. Any inlets, either
existing or proposed will be protected with inlet protection along with other requirements
necessary for compliance with an approved erosion control permit.

N
A
UNCW - LOT FF EXPANSION
0 1,500 3,000 6,000
Feet
1 inch = 3,000 feet
VICINITY MAP �I
PROJECT #: FOR-16185
WILMINGTON, NORTH CAROLINA MCADAMS

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