SW8060530_HISTORICAL FILE_20060616

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 WOS3U
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
200LO Owil -o
YYYYMMDD

I
p�pF NNQE G Michael F. Easley, Governor
William G. Ross Jr., Secretary
rNorth Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
June 16, 2006
Dr. Ronald Core, Vice Chancellor of Business Affairs
Universtiy of North Carolina Wilmington
601 South College Road
Wilmington, NC 28403
Subject: Stormwater Permit No. SW8 060530
"K" Lot Expansion UNCW
High Density Project
New Hanover County
Dear Dr. Core:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for "K" Lot Expansion UNCW on June 15, 2006. 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 060530
dated June 16, 2006, for the construction of the subject project.
This permit shall be effective from the date of issuance until June 16, 2016, and shall be
subject to the conditions and limitations as specified therein: Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, 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
contact Robert Gordon, or me at [phone].
Sincer
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/rdg: S:\WQS\STORMWAT\PERMIT\060530.jun06
cc: John Tunstall, PE, Norris, Kuske & Tunstall
Tony Roberts, New Hanover County Building Inspections
City of Wilmington Stormwater Services
Beth E. Wetherill, New Hanover County Engineering
Robert Gordon
Wilmington Regional Office NCCarolina
Central Files dVatarnt/y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Service 1-877-623-674&
Wilmington Regional Office Wilmington, NC 28405 Fax [phone] Internet: www.nnvateryualitv.org
An Equal Opportunity/Affirmative Action Employer— 50 % Recycled/10% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 060530
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
Dr. Ronald J. Core & the University of North Carolina Wilmington
X" Lot Expansion UNCW
Hurst Drive, UNCW - New Hanover County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until June 16, 2016, 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.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 380,380 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans. The built -upon area for the future
development is limited to 62,050 square feet.
All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 060530
6. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
b.
C.
d.
e.
f.
m
n.
Drainage Area, acres:
18.034
Onsite, ft :
774,311
Offsite, ftz:
11,250
Total Impervious Surfaces, ftz:
380,380
Design Storm, inches:
1
Pond Depth, feet:
7.5
TSS removal efficiency:
90%
Permanent Pool Elevation, FMSL:
34.0
Permanent Pool Surface Area, ftz:
55,740
Permitted Storage Volume, ft3:
44,475
Temporary Storage Elevation, FMSL:
34.75
Controlling Orifice:
3"OJ pipe
Permitted Forebay Volume, ft3: 60,962
Receiving Stream/River Basin:
Stream Index Number:
Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
Burnt Mill Creek / Cape Fear
18-74-63-2
"C;Sw"
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. 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. Mowin.9 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.
g. Access to the outlet structure must be available at all times.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 060530
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. 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 1 horsepower.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
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.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 060530
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.
III. GENERAL CONDITIONS
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, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
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.
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.
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 any name, ownership or mailing address
changes within 30 days.
Permit issued this the 16'h day of June, 2006.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
M
torAlan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 060530
"K" Lot Expansion UNCW
Stormwater Permit No. SW8 060530
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 060530
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
Page 7 of 7

DNIQOSE ONLY.:: -` ' ,.'F:.•::
Date Received
Pee Paid
Permit Number
Applicable Rules: ❑ Coastal SW —1995
O Coastal SW —2008 ❑ Ph 11 - Post Construction
(select all that apply) O Non -Coastal SW- FIQW/ORW
Waters ❑ Universal Storrnwa ter Management Plan
O Other WQ M t Plan:
�ie /;ousfy P�/, SDU it State of North Carolina
p(Q n / ✓ Department of Environment and Natural Resources
Division of Water Quality
M od STORMWA4 ER MANAGEMENT PERMIT APPLICATION FORM
This form way be photocopied for use as an original
1. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
K' Lot Expansion University of North Carolina Wilmington
2. Location of Project (street address):
601 South College Road
City:Wilmineton County:New Hanover Zip28403
3. Directions to project (from nearest major intersection):
Approximately 1 mile south of the untersection of US Hwy 17 and US Hwy'117/NC Hwy 132 (S. College
Road), turn left onto Hurst Drive and proceed east on Hurst Drive to Wagoner Drive Turn left onto Wagoner
Drive and take the first right into Parking Lot K.
4. Latitude:34° 13' 50" N Longitude:77° 52' 38" 1N of the main entrance to the project.
IT. PERMPf INFORMATION:
1. a. Specify whether project is (check one): _)New ©Modification
b.lf this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 060530 , its issue date (if known) une 16 2006 and the status of
construction: ❑Not Started ❑Partially Completed' Completed' 'provi)leaVdesigt r' crtificatimr
2. Specify the type of project (check one): .S�nt/SfilAMt Vlw atft I �11������
❑Low Density ZI ligh Density ❑Drains loan Offsite Storrnwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stonnwater management permit application, list the stormwater project number, if
assigned, iAn/A 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 �c®Sedimentation/Erosion Control: 6.8 ticof Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project / Permit Number,
issue date and the type of each permit:
1P WW' eat M�t-td- IS (or 6-e. CrDSs-G `��1)IP }j A P�� f l
MAY 0 6 2010
i
PormSWU-101 Version 07hdy2009 Page Iof6 �T_-

Ill. CON'rACT INFORMATION
I. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the nroiect):
Applicant/Organization: State of North Carolina/University of Nortlm Carolina Wilmington
Signing Official & Title:Charles Mairnone Vice Chancellor for Business Affairs
b.Cuntact information for person listed in item I above:
Street Address:601 South College Road
City:kVilmington State:NC Zip:28403-5918
Mailing Address (+fapp?icable):Sarne as above
City:
Phone [phone] Fax: [phone]
Ernail:matlnoneCQnnCW.edll
c. Please check the appropriate box. The applicant listed above is
[X] The property owner (Skip to Contact Information, item3a)
❑ 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, iLein 2a and
2b below)
❑ Developer" (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. ('Phis is the
person who owns the property that the project is located on):
Property Owner/
Signing Official &
b.Contact information for person listed in item 21 above:
Street Address:
City:
Mailing Address (if
City:
Phone:(
State:
Fax: ( i
-Zi
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City:_
State:
Phone:( 1 _ Fax:
Email:
4. Local jurisdiction for building permits: Not AMAicable
Point of Contact:
Phone*::
MAY 0 6 2010
Form SWU-101 Version 07July2009 Page 2 of

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Wet pond designed for 90% T5S
2.a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
E] Approval of Site Specific Development Plan or PUDApproval Date:
Valid Building Permit Issued Date: —
Other: State StormwatexPermil Date: June 16,2006
b.1dentify the regulation(s) the eject has been designed in accordance with:
Z Coastal SW — 1995 15 Ph 11 — Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 1,8.034 acres 5- Total Coastal Wetlands Area: 0_acres
6. Total Surface Water Area: () acre",
7. Total Property Area (4) —'rotnI Coastal Wetlands Area (5)—Total Surface Water Area (6) =Total Project Area':
18.034 —.acres
hall be calculated to exclude the following: the normal pool of impounded structures, the area
Total project
streams and rivers, the area below the Normal Ili gh Water (MM) line or Mean High Water
(MHIAI) line, and coastal wetlands landward from the i%THW(or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non-coastalwetlandslandward of the NITW(or MHW) line maybe
included fit the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Areal X 100 =
9, How many drainage areas does the project have?J_ (For high density, count I for each proposed engineered
stormwater FIR For low density and other projects, useI 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 [our drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
A
Receiving Stream Name
Burnt Mill Creek
Stream Class '
C: -SW
Stream Index Number
18-74-63-2
Total Drainage Area (sf)
785,56:1 IS �,)
`f
On -site Drainage Area (sf)
T/1,3 11
Off -site Drainage Area (sf)
11,250
Proposed Impervi(
7
Im ervious Area" (total)
�0331
F 6'
ow" cm,;, a
D"
x5i t;1ag
On -site Buildings/Lots (sf)
0
On -site Streets (so
96
On-siteParking(sI)J_0TT<__142,430
On-siteSidewalks(so
14,350
Other on -site (sf) tiMuctil -ME PAP
7,000
Future (5f)
80,400
Off -site (5f)
6,000
Existing BUA*" (sf)
221,060
Total(sf):
471,336
Stream Class and Index Number can be determined at: litto:ln2o.enr.state .nc.uslbimsLW_OrtS,%CpgrtsVVI3.htMI
Impervious area is defined as the. built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that is
to be removed and which will be replaced by new BUA.
Forin SWU-101 Version 07JuIy2009 Page 3 of 6

11. How was the off -site impervious area listed above determined? Provide documentation. Based on sun ortm ..
documentation provided in the June 16 2006 submittal by Norris Kuske, & Tunstall.
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &.
EndangeredSpecies watershed that maybe subject to more.sttingent stormwater regttirernests as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state slormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BiNIP specified for this project. The latest versions of the forms can be downloaded
from htln"//h2o.en1 state.nc.us/su/bmp forms.htm.
Vl. 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. A detailed application instruction sheet and B,NIP
checklists are available from http: /h2o.enr.statc.ric.us/su /bml2 forms.htin. 7`he complete application package
should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating project
on the interactive online map at ham://h2o enr state.nc.us/su/msi maps.htm.)
Please indicate that tine 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://In2o.enr.state.nc.us/su/bmp forms.him.
Initials
I- Original and one cope/ of the Stormwater Management Permit Application Form.
A.WL
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
,�
f -/A
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (scaled, signed and dated) and O&M
_ kA,
agreement(s) for each BMP.
A. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer 10
I)t4):/Zwww.eiivheli2.orgZpagesLonestop-exp ess.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 heatment/managernentfor
Flit,
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1h mile of the site boundary, include the 1h
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), mcludung:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
L Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, tine banks of streams and rivers, the MHW or NHW line of tidal
waters, 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 MFIW (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. ��''✓i e% 1,L:J
Ti. 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). MAY 0 6 2010
p. Vegetated buffers (where required).
Form SWU-101 Version 07July2009 Page 4 of 6 -""'

9. Copy of any applicable soils report with the associated Sf-114rP elevations (Please identify .. ilh—
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"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 DINQ to verify the SHVVT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: Page No: _)� �,t�U�O
IL For corporations and limited liability corporations (LLC): Provide documentation from the NC —'=1 h
Secretary of Stale 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 NCAC 21-1.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of Slate, otherwise the application will be returned.
httP- L:Awsecretary.stale.ncus/Corporations/CSearch.aspx
V11. DEED RESTRICTIONS AND PROTECTIVE CC) %TINANTS
For all subdivisions, outpascels, 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, arid 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
littp://h2o.crinstate.nc.us/su/bm 12 forms.htmFdeed restrictions. Dowriload the latest versions for each submittal.
In die 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 applicarnt is responsible for ensuring
that the deed restrictions are recorded.
Ity 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 pennit 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 nm 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.
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) sc that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting 8ngineerQeffrev,Moore PE
Consulting Finn: Kirnley-Horn and Associates Inc. —
Mailing Address:3001 Weston Parkway --
Citv:Cary State:NC Zip:27513
Phone: _ 919 677-2175 pax: (919 1 677-2i55 ZLSO
Email:jeff mooreQkirnle_y-hom.com
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or type name of person listed in Contact Information, item 2a) NIA , certify that 1
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1n) with (print or hype name of organization listed in
Contact Information, item Ili) 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 071u1y2009 Page 5 of 6
MAY 0 6 Zulu
]'Y �

As the legal properly 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 DWQ Stormwater permit reverts back to
me,, the properly owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Narne/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 withouta, 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.
a Notary Public for the State of
do hereby certify that
before me this _ day of
stormwater permit. Witness my hand and official seal,
SEAL
County of
personally appeared
and acknowledge the due execution, of the application for a
My commission
X. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in Contact Infornnation, item 2),Charles Maimone
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 slor w 'c rule under 15A NCAC 2h1 .1000, SL 2006-246 (Ph. II —Post Construction) or SL 200£3-211.
k�
Signanire: /�fG�{/YrY Dafc:
1, .q_+n�-��lY�t 1{C] �R�r . a Notary
�Public
�for the State of NuLt_w.tu_f1l f�9..., County of
Veu) Ala1'IQUt r do hereby certify that at ct_t r t L e [.tQ..11Y10 Vt personally appeared
before me this midday of —009—S 626 10 a ac wledge the d ex t' n of thea/ppli'cation for a
stormwater permit. Witness my hand and official seal,
I
Fmm S%VU-101 Version 071uly2009
SEAL,
My commission expires
MAY 0 6 2010
Page 6 of 6

t 1 ..
NKT #05227
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
L GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
University of North Carolina - Wilmington "K" Lot Expansion
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Dr. Ronald J. Core. Vice Chancellor of Business Affairs
3. Mailing Address for person listed in item 2 above:
City: Wilmingtc
Telephone Number:
962-3142
Zip: 28403
4. Project Name (subdivision, facility, or establishment name — should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
"K" Lot Expansion University of North Carolina Wilmington
5. Location of Project (street address): UNCW Campus Hurst Drive
City: Wilmington County: New Hanover
6. Directions to project (from nearest major intersection):
UNCW Campus is off NC 132 (College Road) & NC Hwy 17174 (Market St) proceed south
on NC 132. from interseciton of College Rd and Hurst Drivehead east on:Hurst Drive to Wagoner
Drive. Turn into Parkinq Lot K.
7. Latitude: N34013'
Longitude:
W770 52'
8. Contact person who can answer questions about the project:
Name: John S. Tunstall, PE Telephone Number:
II. PERMIT INFORMATION
Specify whether project is (check one):
X New Renewal
Form SWU-101 Version 3.99 Page 1 of 4
of project
910 — 343-9653
Modification

106/15/.2006 THU 17.10 FAX [phone] Norris, Ruske, Tunstall
Z002/004
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
Existing permit number And its issue date (if known)
3. Specify the type of project (check one):
Low Density x High Density Redevelop General Permit _Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major x Sedimentation/Erosion Control _ 404/401 Permit _ NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Wet pond designed for 90% TSS.
2. Stormwater runoff from this project drains to the Cape Fear River Basin.
3. Total Project Area: 18.034 AC
5. How many drainage areas does the project have? 1
4. Project Built Upon Area: 48.43
6. 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.
Receiving Stream Name
Bumt Mill Creek
Receiving Stream Class
CSW
Drainage Area
785,561 SF = 18.034 AC
Existing Impervious * Area
242.575 SF = 5.569 AC
Proposed Impervious* Area
380,380 SF = 8.732 AC
% Im ervious* Area (total)
48.43 %
Im er`rioos !s&viefaCrAcea'' a. i a S ;• ,nl
On -site Buildings
5,000 SF
On -site Streets
43,690 SF
On -site Parking
247,480 SF
On -site Sidewalks
16,150 SF
Other on -site Exist. Tennis Courts/Future
PHII Parkin
62,050 SF
Off -site Sea Hawk Square
6,000 SF
Total: 380,380 SF = 8,732 AC
I Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

How was the off -site impervious area listed above derived? survey & field observation
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed 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.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These covenants may
not be changed or deleted without the consent of the State.
2. No more than square feet ofany lot .shall be covered fiv structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include
wood decking or the water surface ofswimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification
prior to construction.
5. Allpermitted runofffrom outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be per formed in a manner that maintains the
integrity and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, 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 State, 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 and General Permits Unit at [phone] for
the status and availability of these forms.
Form SWU-102
Form SWU-103
Form SWU-104
Form SWU-105
Form SWU-106
Form SWU-107
Form SWU-108
Form SWU-109
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Underground Infiltration Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

VI. 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 Regional Office.
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
• One copy of the applicable supplement form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment / management
• Two copies of plans and specifications, including:
- Development / Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- 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
- 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, please complete this section.
John S. Tunstall, P.E.
Designated agent (individual or firm): Norris, Kuske & Tunstall Consulting Engineers, Inc.
Mailing Address:
902 Market Street
City: Wilmington State: NC Zip: 28401
Phone: [phone] Fax: [phone]
VIH. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Dr. Ronald J. Core
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 covenanter wwyll be recorded, and that the proposed project complies with the requirements of 15A NCAC
2H.1000.
Signature:
Form SWU-101 Version 3.99 Page 4 of 4
Date:

NORRIS KUSKE u TUNSTALL John S. Tunstall, P.E.
� Kent P. Harrell, P.E.
CONSULTING ENGINEERS, INC. James T. Pyrtle, P.E.
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
J.A. Kuske, P.E.
902 Market Street • Wilmington, NC 28401-4733 • Phone [phone] • Fax [phone]
E-Mail: [e-mail] JUN 1 6 Z006
LETTER OF TRANSMITTAL
II To: Rob Gordon I Date: June 15, 2006 11 Job No. 05227 I
11 NCDENR II Subject: "K" Lot Expansion I
UNC Wilmington
WE ARE SENDING YOU VIA
FAX -TRANSMITTAL:, : NUMBER-
` GES
❑ ATTACHED
❑ UNDER SEPARATE COVER
INCLUDING THIS TRANSMITTAL
❑ SHOP DRAWINGS
❑ PRINTS ❑ TRACINGS
❑ SPECIFICATIONS
❑ DISKS ❑ COPY OF LETTER
Call 910-343-9653 if you - have
' any difficulty
❑
receivirigthi's';message.
DESCRIPTION
I 1 1 1 Revised page 4 of SWU-101 11
II 1 1 1 Revised calculations 6-15-06 1 II
❑ AS REQUESTED ❑ FOR REVIEW AND COMMENT ❑ FOR APPROVAL
❑ FOR YOUR USE ❑ FOR BIDS DUE ❑ YOUR PRINTS LOANED TO US
REMARKS:
CC:
SIGNED John S. Tunstall, P.E., /jmc
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and confidential, intended for the sole use of the
addressee. If you are not the addressee or the person responsible for delivering it to the addressee you are hereby notified that any dissemination,
distribution or copying of this document is strictly prohibited. If you have received this document in error please immediately notify the sender and
return to the address above.
JD-;�oo�

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
Existing permit number And its issue date (if known)
3. Specify the type of project (check one):
Low Density x High Density Redevelop
4. Additional Project Requirements (check applicable blanks):
General Permit Other
_CAMA Major x Sedimentation/Erosion Control _ 404/401 Permit _ NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Wet pond designed for 90% TSS.
2. Stormwater runoff from this project drains to the Cape Fear River Basin.
3. Total Project Area: 18.034 AC 4. Project Built Upon Area: 48.43 %
5. How many drainage areas does the project have? 1
6. 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.
}Basin*Information r'.> 'n.. .,: , ,
-f `,j Drai is e^Areas'= • � r t
-" ° ` Drainage Ar6a'2'-
Receiving Stream Name
Burnt Mill Creek
Receiving Stream Class
CSW
Drainage Area
785,561 SF = 18.034 AC
Existing Impervious * Area
242,575 SF = 5.569 AC
Proposed Impervious* Area
380,380 SF = 8.732 AC
% Impervious* Area (total)
48.43 %
Im ervtoo`s'*SunfacefArea•r, �Ks<-. ,'4"'
On -site Buildings
5,000 SF
On -site Streets
43,690 SF
On -site Parking
247,480 SF
On -site Sidewalks
16,150 SF
Other on -site Exist. Tennis Courts/Future
PHII Parkin
62,050 SF
Off -site Sea Hawk Square
6,000 SF
Total: 380,380 SF = 8.732 AC
Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

Date Design 1-4_ NORRIS, KUSKE&TUNSTALL 902Market St.
Sheet
G�i(�jl CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401-4733 OI
Check Job ���/�-rO�.Ml7� 1 �K_ For � _ �" L-nr Job No.
orl�CPp�1�Z�N
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rdraL
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4Y7za�.C�.
¢4
Zrl,'-' y

Date Des ANORRIS, KUSKE&TUNSTALL 902 Markel St. Sheet
CONSULTING ENGINEFI2S, INC. Wilmington, N.C. 28401-4733 Of
Check Job /_-r,�-�,./ \ VI) For G( �, / /� Job No.
OI ��C�-'icC

Drainage aea
hh
Pond
0�-Ub-t Reach on Llnk
Predeveloped Flow

05227 UNCW K Lot Expansion Type IN 24-hr Rainfall=7.00"
Prepared by {enter your company name here} Page 2
HydroCAD® 7.10 s/n 002070 © 2005 HydroCAD Software Solutions LLC 5/30/2006
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Drainage aea Runoff Area=18.030 ac Runoff Depth>5.58"
Tc=15.0 min CN=88 Runoff=85.71 cfs 8.386 of
Subcatchment 3S: Predeveloped Flow Runoff Area=18.030 ac Runoff Depth>2.68"
Tc=30.0 min CN=61 Runoff=31.35 cfs 4.030 of
Pond 2P: Pond Peak Elev=36.21' Storage=141,116 cf Inflow=85.71 cfs 8.386 of
Outflow=35.74 cfs 7.273 of
Total Runoff Area = 36.060 ac Runoff Volume = 12.416 of Average Runoff Depth = 4.13"

05227 UNCW K Lot Expansion Type 1/124-hr Rainfall=7.00"
Prepared by {enter your company name here} Page 3
HydroCAD® 7.10 s/n 002070 © 2005 HydroCAD Software Solutions LLC 5/30/2006
Subcatchment 1S: Drainage aea
Runoff = 85.71 cfs @ 12.20 hrs, Volume= 8.386 af, Depth> 5.58"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=7.00"
Area (ac) CN Description
7.308 98 New and existing Impervious area
7.510 74 >75% Grass cover, Good, HSG C
1.787 98 Pond
1.425 98 Future Impervious Parkinq area at 75% Imp. area coverage
18.030 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (fUsec) (cfs)
15.0 Direct Entry, Drainage area
Subcatchment 1S: Drainage aea
90
66-.
--Type III -24 hr-
80-
75
Rai - = ,
70-
_ .
Rtanoff_Area18:030 ac:,
65
60
'
. e3
50
Roff DeRuhoff-Vol th e_8.386;af
un p >5:58 3
45.
_
Tc-15.0'min
LL
35-
-CN=88. ...
:
i
:
: ..
101
._
10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

05227 UNCW K Lot Expansion
Prepared by {enter your company name here)
HvdroCAD® 7.10 s/n 002070 © 2005 HvdroCAD Sot
Type 1/124-hr Rainfall=7.00"
Page 4
Subcatchment 3S: Predeveloped Flow
Runoff = 31.35 cfs @ 12.44 hrs, Volume= 4.030 af, Depth> 2.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=7.00"
Area (ac) CN Description
14.530 61 >75% Grass cover, Good, HSG B
3.500 60 Woods, Fair, HSG B
18.030 61 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (fUsec) (cfs)
30.0 Direct Entry,
Subcatchment 3S: Predeveloped Flow
Hydrograph
32-' _ alas;
T e III 24
30. _P -hr--
26 l0,
26
24- RunoffArea18.030 ae
p
22 '. Runoff- Volume=4.030'.af- .k
20
18,, -Runoff Depth>2.68 .
2 16-
-Tc=30.0 min' >+'
14- C N'
12-
=61 ,
,°- - .
:
'..
4-'
Time (hours)

05227 UNCW K Lot Expansion Type 1/124-hr Rainfall=7.00"
Prepared by (enter your company name here) Page 5
HydroCAD® 7.10 s/n 002070 © 2005 HydroCAD Software Solutions LLC 5/30/2006
Inflow Area =
18.030 ac,
Inflow =
85.71 cfs @
Outflow =
35.74 cfs @
Primary =
35.74 cfs @
Pond 2P: Pond
Inflow Depth > 5.58"
12.20 hrs, Volume= 8.386 of
12.54 hrs, Volume= 7.273 af,
12.54 hrs, Volume= 7.273 of
Atten= 58%, Lag= 20.4 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 36.21' @ 12.54 hrs Surf.Area= 72,021 sf Storage= 141,116 cf
Flood Elev= 37.00' Surf.Area= 77,850 sf Storage= 200,385 cf
Plug -Flow detention time= 123.6 min calculated for 7.258 of (87% of inflow)
Center -of -Mass det. time= 66.4 min (859.6 - 793.3)
Volume Invert
Avail.Storage Storage Description
#1 34.00'
200,385 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
34.00
55,740
0 0
37.00
77,850
200,385 200,385
Device Routing
Invert
Outlet Devices
#1 Primary
33.75'
24.0" x 50.0' long Culvert X 3.00
RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 33.50' S= 0.0050'P Cc= 0.900 n= 0.012
#2 Device 1
34.00'
3.0" Vert. Orifice/Grate C= 0.600
#3 Device 1
34.75'
9.00' W x 0.42' H Vert. Orifice/Grate C= 0.600 .
#4 Device 1
34.75'
3.00' W x OATH Vert. Orifice/Grate X 2.00 C= 0.600
#5 Device 1
36.15'
32.0' long x 2.0' high Sharp -Crested Rectangular Weir
2 End Contraction(s)
#6 Primary
36.50'
30.0' long x 30.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
OutFlow Max=35.66 cfs @ 12.54 hrs HW=36.21' (Free Discharge)
Ivert (Passes 35.66 cfs of 53.12 cfs potential flow)
Orifice/Grate (Orifice Controls 0.34 cfs @ 6.9 fps)
Orifice/Grate (Orifice Controls 20.31 cfs @ 5.4 fps)
Orifice/Grate (Orifice Controls 13.54 cfs @ 5.4 fps)
Sharp -Crested Rectangular Weir (Weir Controls 1.47 cfs @ 0.8 fps)
)ad -Crested Rectangular Weir ( Controls 0.00 cfs)

05227 UNCW K Lot Expansion
Prepared by (enter your company name
Pond 2P: Pond
Type 11124-hr Rainfall=7.00"
Page 6
Hydrograph
71 .-.__. pinflow
95 p Primary
90- Inflow_ Area=18.030-ac
6° -Peak Elev=36.21' -
75
70 _Storage=141;116.cf-_
65, _
60. :
V
0 45
-
35.
! ! !
20,
15= i
10t
0"
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Land Resources
James D. Simons, PG, PE Land Quality Section Michael F. Easley, Governor
Director and State Geologist ' William G. Ross Jr., Secretary
5/31 /2006
LETTER OF RECEIPT FOR AN EROSION CONTROL PLAN EXPRESS REVIEW
UNC-W
Mr. Ronald J Core, Vice Chancellor Business Affairs
601 South College Rd.
Wilmington, NC 28403
RE: Project Name: UNC-W Parking Lot "K"
Project ID: Newha-2006-435
County: New Hanover, Wilmington, Off Hust Drive
River Basin: Cape Fear
Submitted By: Norris, Kuske & Tunstall
Date Received by LQS: May 30, 2006
Plan Type: NEW
Dear Mr. Core:
` �Al
1,I
This office has received a soil erosion and sediment control plan for the project listed above which
was submitted as required by the North Carolina Sedimentation Pollution Control Act (G.S. 113A-57 (4)). The
Act requires that all persons disturbing an area of one or more acres of land must obtain approval of a soil
erosion control plan prior to the commencement of the land -disturbing activity (G.S. 113A-54(d) (4)).
The review period for an express review is three days of receipt of a complete plan. If additional
information is requested, it must be submitted within five working days of receipt.
Commencement or continuation of a land -disturbing activity under the jurisdiction of this Act prior to
the approval of an erosion and sediment control plan is a violation of the Act.
The approval of an erosion and sediment control plan is conditioned on the applicant's compliance
with Federal and State water quality laws, regulations and rules.
If you have questions, please do not hesitate to contact this office. Your cooperation in this matter is
appreciated and we look forward to working with you on this project.
Sincerely,
(2u,-L[,rL�2 • h1-cac
Carol N. Miller
Assistant Regional Engineer
cc: Mr. John S. Tunstall, P.E., Norris, Kuske & Tunstall
LQS-WiRO; SWS-WiRO
Wilmington Regional Office t
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 • Phone: [phone] / FAX: [phone]

06/15%2006 THU 17:30 FAX [phone] Norris, Kuske, Tunstall
1003/004
Date Design �, NORRIS, KUSKE &TUNSTALL 902 Market St. Sheet
��Ilv � CONSUL 'rING ENGINHFRS. INC. Wilming}on, N.C.28401-4733 Of
Ch/ec/kM�/, Job/IAA MWpi%yam For LkqGK1, _ �' LDj— Job
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06/J5/2006 THU 17:31 FAX [phone] Norris, Kuske, Tunstall
( 004/004
Date Design A NORRIS. KUSKE&TUNSTALL 902Market St. Sheei
CONSULTING ENC.NEER5, INC. Wilmington, N.C. 28401-4733 Of
Chec/ky� Job wta te/ For (,(�G /G L ,7 Job No.
/12v Old I 4%5Z27

0
Drainage aea
Zip
Pond
�Subca\
Reach
on
Ll�k
Precleveloped Flow

05227 UNCW K Lot Expansion Type H/ 24-hr Rainfall=7.00"
Prepared by {enter your company name here} Page 2
HydroCAD® 7.10 s/n 002070 © 2005 HydroCAD Software Solutions LLC 6/9/2006
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment IS: Drainage aea Runoff Area=18.030 ac Runoff Depth>5.58"
Tc=15.0 min CN=88 Runoff=85.71 cfs 8.386 of
Subcatchment 3S: Predeveloped Flow Runoff Area=18.030 ac Runoff Depth>2.68"
Tc=30.0 min CN=61 Runoff=31.35 cfs 4.030 of
Pond 213: Pond Peak Elev=36.21' Storage=405,146 cf Inflow=85.71 cfs 8.386 of
Outflow=36.07 cfs 7.281 of
Total Runoff Area = 36.060 ac Runoff Volume = 12.416 of Average Runoff Depth = 4.13"

05227 UNCW K Lot Expansion
Prepared by {enter your company name
HydroCAD® 7.10 s/n 002070 © 2005 Hvdm('
Subcatchment 1S: Drainage aea
Type Ill 24-hr Rainfall=7.00"
Page 3
Runoff = 85.71 cfs @ 12.20 hrs, Volume= 8.386 af, Depth> 5.58"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=7.00"
Area (ac) CN Description
7.308 98 New and existing Impervious area
7.510 74 >75% Grass cover, Good, HSG C
1.787 98 Pond
1.425 98 Future Impervious Parking area at 75% Imp. area coverage
18.030 88 Weighted Average
Tc Length Slope Velocity Capacity Description
15.0
Direct Entry, Drainage area
Subcatchment 1S: Drainage aea
Hydrograph
95
:
-i
65-
.
_
- .. _ ..
Yp
69=
75
Rainfall2. 7-hr
60
65-
Runoff Area-.030 ac
60-
-
. Runoff Volume=8.386; of.
F
' �..
59
Runoff Depth - - 58"
....
3iY4 ... ...... ....
,
45;
Tc=15.0' min
• n
LL
35:
25=
ZOc'
,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
Time (houm)
Runoff

05227 UNCW K Lot Expansion
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Type 11124-hr Rainfall=7.00"
Page 4
Subcatchment 3S: Predeveloped Flow
Runoff = 31.35 cis @ 12,44 hrs, Volume= 4.030 af, Depth> 2.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type III 24-hr Rainfall=7.00"
Area (ac) CN Description
14.530 61 >75% Grass cover, Good, HSG B
3.500 60 Woods Fair, HSG B
18.030 61 Weighted Average
Tc Length
Capacity Description
30.0 Direct Entry,
Subcatchment 3S: Predeveloped Flow
3230- :
Type 111 24;-hriZ
_..' ....
28-
Rainfall=T 00"_ i -
26,
24-
_
Runoff Area :18.030 ad
£.
22-
unoff Volume=4 030'
20-
8-
..Runoff..De th >
...:..:. p 2.68
�,.
° 16
_Tc=30.0min
14
12-
CN=61
N�
o.
:
.. Ia3
_.. . ..._ i
0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16
Time (hours)
0 RunoH

05227 UNCW K Lot Expansion Type 1/124-hr Rainfall=7.00"
Prepared by (enter your company name here) Page 5
HydroCAD® 7.10 s/n 002070 O 2005 HydroCAD Software Solutions LLC 6/9/2006
Pond 2P: Pond
Inflow Area = 18.030 ac, Inflow Depth > 5.58"
Inflow = 85.71 cfs @ 12.20 hrs, Volume= 8.386 of
Outflow = 36.07 cfs @ 12.54 hrs, Volume= 7.281 af, Atten= 58%, Lag= 20.3 min
Primary = 36.07 cfs @ 12.54 hrs, Volume= 7.281 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Starting Elev= 34.00' Surf.Area= 55,740 sf Storage= 264,175 cf
Peak Elev= 36.21' @ 12.54 hrs Surf.Area= 72,006 sf Storage= 405,146 cf (140,970 cf above start)
Flood Elev= 37.00' Surf.Area= 77,850 sf Storage= 464,560 cf (200,385 cf above start)
Plug -Flow detention time= 601.1 min calculated for 1.214 of (14% of inflow)
Center -of -Mass det. time= 66.5 min ( 859.8 - 793.3 )
Volume Invert
Avail.Storage Storage Description
#1 26.50'
464,560 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
26.50
10,810
0 0
28.00
25,000
26,858 26,858
30.00
35,000
60,000 86,858
32.33
45,000
93,200 180,057
34.00
55,740
84,118 264,175
37.00
77,850
200,385 464,560
Device Routing
Invert
Outlet Devices
#1 Primary
33.75'
24.0" x 50.0' long Culvert X 3.00
RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 33.50' S= 0.0050 T Cc= 0.900 n= 0.012
#2 Device 1
34.00'
3.0" Vert. Orifice/Grate C= 0,600
#3 Device 1
34.75'
9.00' W x 0.42' H Vert. Orifice/Grate C= 0.600
#4 Device 1
34.75'
3.00' W x OATH Vert. Orifice/Grate X 2.00 C= 0.600
#5 Device 1
36.15'
32.0' long x 2.0' high Sharp -Crested Rectangular Weir
2 End Contraction(s)
#6 Primary
36.50'
30.0' long x 30.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
OutFlow Max=35.55 cfs @ 12.54 hrs HW=36.21' (Free Discharge)
Ivert (Passes 35.55 cfs of 53.08 cfs potential flow)
Orifice/Grate (Orifice Controls 0.34 cfs @ 6.9 fps)
Orifice/Grate (Orifice Controls 20.29 cfs @ 5.4 fps)
Orifice/Grate (Orifice Controls 13.53 cfs @ 5.4 fps)
Sharp -Crested Rectangular Weir (Weir Controls 1.39 cfs @ 0.8 fps)
)ad -Crested Rectangular Weir ( Controls 0.00 cfs)

05227 UNCW K Lot Expansion
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Page 6
11�11 �
o Inflow
10 Pnmary

MAY u i Zbob
Hand Auger Boring Summary Report
Proposed Parking Lot
Hurst and Hamilton Drive
University of North Carolina at Wilmington
Wilmington, North Carolina
S&ME Project No. 1061-06-159
REC'_,-%7PD
MAY 3 n )q06
BY

ME[v64 • May 4, 2006
Norris, Kuske & Tunstall Consulting Engineers
902 Market Street
Wilmington, North Carolina 28401
Attention: Mr. John Tunstall, P.E.
Reference: Hand Auger Boring Summary Report
Parking Lot - Hurst and Hamilton Drives
University of North Carolina at Wilmington
Wilmington, North Carolina
S&ME Project No. 1061-06-159
Dear Mr. Tunstall:
In accordance with S&ME Proposal 140-06 dated April 11, 2006, we have completed the
authorized field and laboratory testing at the referenced site. The purpose of our testing was to
evaluate subsurface conditions within the proposed parking lot areas with respect to site grading
and pavement considerations and within the proposed pond areas for potential reuse of the soil as
backfill. This report presents the results of our testing with recommendations for site grading based
on these findings.
PROJECT AND SITE DESCRIPTION
Based on our conversation with you and the provided site plan drawing, it is our understanding
that a parking lot and two storm water ponds will be constructed at the site. No specific site
grading information had been provided as of this report date. However, we expect that less than
two feet of fill will be required at the site for leveling in the parking areas.
The proposed site for the parking lot and one of the storm water ponds located off Hurst Drive
are currently mostly open fields, tennis courts, or graveled and/or paved parking areas. Some
trees do exist around the perimeter. The site for the remaining storm water pond near McMillan
Avenue is currently wooded. A ditch exists between Hurst Drive and McMillan Avenue.
S&ME, Inc. [phone]
6409 Amsterdam Way, Building B-3 [phone] fax
Wilmington, North Carolina 28405 www.smeinc.com

Norris, Kuske & Tunstall Consulting Engineers May 4, 2006
S&ME Project No. 1061-06-159 Page 2
EXPLORATION PROGRAM
Our field exploration included a visual site reconnaissance by representatives of S&ME and the
performance of two hand auger borings near the proposed ponds. Also, hand auger borings with
Dynamic Cone Penetrometer (DCP) testing was conducted at 2 locations near the proposed parking
area in order to determine the relative consistency of the in -place soils in general accordance with
ASTM Special Technical Publication #399. This testing technique consists of driving a conical
point into the soils to be evaluated by means of a 15 pound weight which free falls along a slide rod
a distance of 20 inches. The number of blows required to drive the point through three increments
of 1'/4 inches is recorded as the penetration resistance at that depth. These borings were advanced
to depths of 4.5 to 5 feet below the existing ground surface.
A Hand -Auger Boring Location Plan, which is included as Figure 1, indicates the approximate
test locations. Because the borings were located in the field by our personnel estimating right
angles and approximating relatively long distances using existing site features, their locations
should be considered approximate. Testing Records of the hand auger borings presenting the
subsurface information obtained are also included in this report.
SUBSURFACE CONDITIONS
The subsurface conditions encountered at the test locations generally consist of an initial
approximately 3 to 6 inch thick layer of topsoil and/or organic laden sands. Below the topsoil,
intermittent layers of silty and relatively clean sands were encountered to boring termination depths
of 5 to 7 feet.
Water was noted at time of testing at depths ranging from 4 to 6 feet below the existing ground
surface. The site water level will fluctuate with climatic and seasonal changes, however, and might
be higher at other times of the year.
Based on our visual observation of the near surface soil at test location HA-1, the observed
cemented sample from a depth of approximately 18 to 30 inches may indicate that thin layers of
"hardpan" exist at this site. Areas of "hardpan' may also exist in unexplored locations. "Hardpan"
soils are relatively impermeable and restrict the gravity flow of surface water through the
subsurface soils. Accordingly, the presence of "hardpan" at this site could cause a perched water
condition to develop after periods of heavy or extended rainfall. A perched water condition would
adversely affect the site preparation and foundation construction operations during wet weather.
Variations from the generalized subsurface profile described above and a more detailed description
of the subsurface conditions are presented in the Testing Records attached to this report.

Norris, Kuske & Tunstall Consulting Engineers May 4, 2006
S&ME Project No. 1061-06-159 Page 3
LABORATORY TESTING
One bulk sample was obtained in close proximity to boring HA-2 from an approximate depth of 0.5
to 1.5 feet below the existing ground surface. Several representative samples were also obtained
from various depths at hand auger borings HA -I and HA-2. The laboratory testing program for this
project included grain size analysis for each sample collected and standard Proctor compaction and
California Bearing Ratio (CBR) testing of the bulk sample. Our laboratory testing was performed
in general accordance with applicable ASTM procedures. The results of our laboratory testing are
included with this report.
CONCLUSIONS AND RECOMMENDATIONS
This report has been prepared in accordance with generally accepted geotechnical engineering
practice for specific application to this project. The conclusions and recommendations contained in
this report are based upon applicable standards of our practice in this geographic area at the time
this report was prepared. No other warranty, express or implied, is made.
The analyses and recommendations submitted herein are based, in part, upon the data obtained from
our field and laboratory testing. The nature and extent of variations between the borings may not
become evident until construction. If variations appear evident, then we will need to re-evaluate the
recommendations of this report. In the event that any changes in the nature, design, or location of
the proposed parking lot or ponds are planned, the conclusions and recommendations contained in
this report will not be considered valid unless the changes are reviewed and conclusions modified
or verified in writing.
We strongly recommend that S&ME be provided the opportimity to review the final design plans
and specifications in order that earthwork and foundation recommendations are properly interpreted
and implemented.
Site Preparation
Site preparation should begin with the clearing of any vegetation and stripping of topsoil from areas
within the parking lot. We anticipate stripping depths will be on the order of 6 to 8 inches.
However, deeper stripping depths may be necessary to remove any tree roots and in unexplored
locations. The stripping process should remove all fibrous material, woody vegetation and soil
containing excessive organics. The strippings and topsoil could be used in landscaped areas but
should not be incorporated in structural fill for the parking lot.
After initial site preparation, areas at grade and areas that are to receive fill should be evaluated
by the geotechnical engineer or his representative. To aid the engineer during this evaluation,
exposed subgrades should be proofrolled with a 10-ton vibratory steel -wheeled roller or loaded
tandem -axle dump truck to density the exposed sands and to locate any areas of soft or otherwise
unsuitable surface conditions. Because of the potential for shallow water discussed above, a
vibratory roller may need to be operated in the static mode. Areas which are observed to rut,

Norris, Kuske & Tunstall Consulting Engineers May 4, 2006
S&ME Project No. 1061-06-159 Page 4
pump, or deflect excessively during the proofrolling work should be repaired by either discing,
drying and recompacting, or undercutting to firm bearing material and placing well -compacted
structural fill.
Due to the loose sands encountered within the upper 1 to 2 feet of the existing site grade,
methodical proofrolling and densification of the near surface soils during the initial site
preparation may help to reduce undercutting of similar loose soil conditions during evaluation of
the parking lot.
Excavations
Based on the hand auger borings performed for this exploration, relatively shallow excavations at
this site will extend through moderate consistency soils. Our experience indicates that these
materials can be excavated by routine earth -moving equipment. That is, a moderately heavy
front-end loader should be able to excavate these materials basically unassisted. Local
excavations for shallow utility trenches within natural soils can likely be accomplished by a
conventional backhoe.
Confined space and excavation safety must be evaluated on a case -by -case basis. The contractor
should be responsible for all site safety, including the determination of appropriate trench safety
measures according to OS14A guidelines.
Fill Placement and Compaction
Where structural fill is required, we recommend that a clean, slightly silty, or slightly clayey sand
having a Unified Soil Classification of SP, SP-SM, or SP-SC can be used. Based on our laboratory
testing and visual classification of the near surface soil, most of the on -site soils (with exception of
topsoil and organic laden sands) should be suitable for reuse as fill. The moisture content of the fill
should be maintained within approximately three percent of the optimum moisture content so the
field compaction work can be accomplished properly. The fill soil should be placed in 6 to 8-inch
thick lifts and compacted to at least 95 percent of the standard Proctor maximum dry density
(ASTM D-698); however, the compaction of the upper 12 inches of subgrade in the pavement areas
should be increased to at least 98 percent of the standard Proctor maximum dry density. ABC stone
should be compacted to 100 percent of the material's modified Proctor maximum dry density. To
confirm that the specified degree of compaction is being obtained, field density testing should be
performed in each fill lift by a soils technician.
Pavement Subgrade Design Parameters
Laboratory testing of the near surface soil for this site included standard Proctor compaction and
CBR testing. Based on the perforned testing, our site preparation recommendations presented
above, and our experience with soil typical to this area, a design CBR value of 6 to 8 percent should
be available for the on -site soil.

Norris, Kuskc & Tunstall Consulting Engineers May 4, 2006
S&ME Project No. 1061-06-159 Page 5
Pavement Design Considerations
The near -surface sands and compacted sand fill should provide adequate support for properly
designed and constructed pavement sections. Since traffic volumes were not provided as of this
report date, a pavement thickness design cannot be performed. However, the following pavement
designs have been used in the past for lightly -loaded pavements. For areas subject to only car
parking, a minimum of 6 to 8 inches of base course stone overlain by 2 to 3 inches of NCDOT S-
9.5A or S-12.5A asphaltic concrete is often used. In areas subject to channelized car traffic or
occasional heavy truck traffic, the pavement structure is often thickened to include 3 to 4 inches of
asphalt over 8 to 10 inches of base course stone. Material gradations and placement densities
should meet the minimum requirements presented by the latest edition of the North Carolina
Department of Transportation "Standards and Specifications".
The performance of the flexible pavements will be influenced by a number of factors including
the actual condition of subgrade soils at the time of pavement installation, installed thicknesses
and compaction, and drainage. In addition, low safety factors are typically used for pavement
design. Therefore, it is very important that all components of design are properly installed and
that the expected traffic is not exceeded. The subgrade soils should be reevaluated by thorough
proofrolling immediately prior to paving and any unstable areas repaired. This recommendation
is very important to the long -tern performance of the pavements and slabs.
CLOSING REMARKS
S&ME appreciates the opportunity to be your geotechnical consultant on this project. Please contact
us if you have any questions regarding this report.
Sincerely,
S&ME, INC. `�;.•oFrssio^; Ly
+rV Ahilip. By
Geotechnical Department Manager
PNIBAGM/jns
Attachments
4 SEAL
25760
9 GINEF
Randy Martin, P.E.
N.C. Registration No. 25" OP4.pjp.

6
w
r w p w
Pw aP P^ p)♦
i
yURs
r�Ri�F
LEGEND
� JlJe �:d„ _ •.•� E',;.� °' .._,��y:'' r( � Approximate
Penetrometer
Boring Location
A Approximate
Hand -Auger
LL Boring Location
Note: Site plan drawing provided to S&ME by Norris, Kuske, Tunstall Consulting Engineers personnel.
SCALE: NOT TO SCALE HAND -AUGER BORING LOCATION PLAN FIGURE
CHECKED BY: PMB
���� PARKING LOT— HAMILTON & HURST DRIVES NUMBER
UNIVERSITY OF NORTH CAROLINA AT WILMINGTON
DRAWN BY: JNS ENGINEERING • TESTING WILMINGTON, NORTH CAROLINA
ENVIRONMENTAL SERVICES
DATE: 5-3-06 S&ME PROJECT NUMBER: 1061-06-159

Penetrometer Test Results
UNCW — Parking Lot
Wilmington, North Carolina
S&ME Project No. 1061-06-159
Depth
Blows Per
Below
1}/4 hrch
Depth
Location
Surface
Increment
(Inches)
Soil Descrition
B-1
0'
9-11-12
0-6
TOPSOIL
1'
8-4-6
2'
7-6-7
6-24
Dark Brown and Black Silty Fine SAND (SM)
3'
8-8-8
4'
5-5-5
24-66
Dark Brown to Gray Slightly Clayey Fine SAND
5'
6-5-6
(SP-SC)
Water was encountered at 5 Peet at termination of boring.
Borehole cave-in occurred at a depth of 5.5 feet at termination of boring.
Boring terminated due to borehole collapse.
B-2
0'
17-11-13
0-8
TOPSOIL
1'
5-3-4
2'
8-8-8
6-12
Dark Brown and Black Silty Fine SAND (SM)
3'
9-10-12
4'
9-9-11
12-66
Dark Brown to Gray Slightly Silty Fine SAND
5'
8-12-14
(SP-SM)
Water was encountered at 4.2 feet at termination of boring.
Borehole cave-in occurred at a depth of 4.9 feet at termination of boring.
Boring terminated due to borehole collapse.

Hand Auger Boring Results
UNC W — Parking Lot
Wilmington, North Carolina
S&M E Project No. 1061-06-159
Depth
Location
Inches
Soil Descri tion
HA-1
0-3
TOPSOIL
3-18
Dark Brown Slightly Silty Fine SAND (SP-SM)
18-30
Dark Brown Slightly Silty Fine SAND (SP-SM) - Cemented
30-42
Brown Medium to Fine SAND (SP)
42-84
Tan -Gray Slightly Silty Fine SAND (SP-SM)
Water was encountered at 5.9 feet at termination of boring.
Borehole cave-in occurred at a depth of 5.9 feet at termination of boring.
Boring terminated due to borehole collapse.
HA-2
0-6
TOPSOIL
6-30
Dark Brown and Black Silty Medium to Fine SAND (SM) with some to a
trace of organics
30-84
Gray Medium to Fine SAND (SP)
Water was encountered at 4.5 feet at termination of boring.
Borehole cave-in occurred at a depth of 5.0 feet at termination of boring.
Boring terminated due to borehole collapse.

Lahol'alory Record Version 4.2
Particle Size Analysis of Soils
AS'rM D 422
S&ME Project #: 1061-06-159 Report Date:
Project Name: UNCW-Parking Lot/Hurst & Hamilton Test Datc(s):
Client Name: Norris, Kuske & Tunstall Cons. Cng
Client Address: 902 Market St., Wilmington, NC 28401
April 27, 2006
April 26-27, 2006
1301ing #: HA -I Sample #: 94 Sample Date: 4-25-06
Location: Wilmington, NC Depth: 0.5'-1.0'
Sample Description: Brown/Gray Slightly Silty Medium to Fine SAND with few Organics
1.5" 1.0"3/4" 1/2"3/8" N4` #10 #20 040 #60 #100 #200
I 1
sms,
I I i
_. I L— I
—.
----I
I
70'%
- __ - - --- -- r -
—}—
c_
•_ 60%.
_.—
I I
I
51
30%,
2o'z,
I
I
_
-------------
—1
100 I11 1 0.1 0.01
jPat 3iie (nun)
Cobbles
< 300 mm (12") and > 75 min (3")
Fine Sand
< 0.425 mm and > 0.075 min (#200)
Gravel
< 75 mm and> 4.75 mm (114)
Silt
<0.075 and> 0.005 mm
Coarse Sand
< 4.75 min and >2.00 min (1110)
Clay
< 0.005 min
Medium Sand
<2.00 min and> 0.425 min (040)
Colloids
<0.001 min
Maximum Particle Size 0.0% Gravel Wye Medium Sand 3%
Silt & Clay (°/, Passing #200) 4.8% Coarse Sand 0% Fine Sand 92%
Apparent Relative Density N/A Natural Moisture Content 4.00/, Organic Content N/A
Liquid Limit N/A Plastic Limit N/A Plastic Index N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ plaid & Durable ❑ Soft ❑ Weathered & Friable ❑
Reterences: ASIMD422: PaMcic Size AnalysisolSoils llpr/,omelcrpot lion oftev niethot not ulilizert.
ASTM D 421: Dry I'rcparat ton orsoil Samples ASTM D 854: Spec it! c Gaoity orSuiIs
AS"fM D 4318: Liquid Limit, Plastic Limit, & Plastic Index orsoils
ASTM D 2457: Classilicatiali ul'Soils litr Fngincering I'll? poses (I,1ni0ed Soil Classification System)
-technical Responsibility: Randv Martin, P.B. Branch Manager
SIFInlllm PoaiJmi
S&Di1:,INC. 6409 Amsterdam Wav, 113, Wilmington. NC 28405 1061-06-159

I_abomamy Record Version 4.2
Particle Size Analysis of Soils
ASI'M D 422
S&MC Project#: 1061-06-159 Repots Date:
Project Name: UNCN-Parking Lot/Hurst & Hamilton Test Date(s):
Client Name: Norris, Kuske & Tunstall Cons. Gng
Client Address: 902 Market St., Wilmington, NC 25401
April 27, 2006
April 26-27, 2006
Boring #: HA-1 Sample #: 94 Sample Date: 4-25-06
Location: Wilmington, NC Depth: 2.5'-3.0'
Sample Description: Brown Slightly Silty Medium to Fine SAND
1 NIX
'
60%,
a. 50 %
30%.
1.5" 1.0"3/4" 1/2"3/8" #4 #10 420 #40 #60 #100 #200
I
'-----��I--r' — —�
� I
I I
I
—
II
I
100 10 - _l 0.1 0.01
Particle Size (nun)
Cobbles
< 300 nnn (12") and > 75 nun (3")
Fine Sand
I < 0.425 mm and > 0.075 mm (#200)
Gravel
<75 nim and> 4.75 nun (#4)
Silt
<0.075 and> 0.005 mm
Coarse S:nid
< 4.75 mm and >2.00 mm (i110)
Clay
< 0.005 min
Medium Sand
<2.00 mm and> 0.425 nim (#40)
Colloids
<0.001 mm
Maximum particle Size
0.0e/r
Gravel
0'%
Medium Sand
5%
Silt & Clay ('%, Passing #200)
2.0'%'
Coarse Sand
00/1
Fine Sand
93%
Apparent Relative Density
N/A
Natural Moisture Content
3.7'G'
Organic Content
N/A
Liquid Limit
N/A
plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ llaid & Durable ❑ Sofa ❑ Weathered & Friable ❑
Reter'ences: ASKID422: I'mucle Size Analysisut Soils lll'rlrnmerrrpnninrr of test trredrod not utilizer(.
ASTM D 421: Di I'reparNion otSoil .Samplcs ASTM D 854: Specific C1lavity utSoils
ASTM D 4318'. Liquid Limit, i'laslic Limit. & Plastic Index of Soils
ASTM D2487. Cl,ssiticmion of'smis ro, Engineering rutposes (Unified Soil Classification Sys(cm) i
Technical Responsibility: Randy Martin, P.L.
S&1A1F,hNC. 6409 Amsterdam Nay, 113, Wilmington, NC 28405
Branch Manager
P"W",
1061-06-159(2)

Labol'anay Record Version 42
Particle Size Analvsis of* Soils
rwa-510
r
ASTM D 422
S&ME Project #: 1061-06-159 Report Date
Project Name: UNCW-Parking Lot/Hurst & Hamilton Test Date(s)
Client Name: Norris, Kuske & Tunstall Cons. Eng
Client Address: 902 Market St., Wilmington, NC 28401
April 27, 2006
April 26-27, 2006
Boring #: HA-1 Sample #: 94 Sample Date: 4-25-06
Location: Wilmington, NC Depth: 3.5'-4.0'
Sample Description: Gray/Tan Slightly Silty Medium to Fine SAND (few clay lumps present)
1.5" 1.0"3/4" 1/2"3/8" 94 910 920 040 NO 9100 #200
100%
70.%,
... .._.--
i
a
I III 1 1 I
a 40'%.
3 0 %.
I ,
_
10%
I-IIf�I
_ I_J I 1 L I
100 10 I ll.l 0.01
Irticic Size 9nn1)
Cobbles
< 300 nun (12") and > 75 mm (3")
fine Smad
< 0.425 nun and > 0.075 mm (f 200)
Gravel
< 75 trim and > 4.75 Trim (N4)
Silt
< (1.075 and > 0.005 man
Coarse Sand
<4.75 mm and>2.00 mm (S 10)
Clay
<0,005 nun
Medium Sand
<2.00 nun and> 0.425 inm (N40)
Colloids
<OA01 nun
Maximum particle Size
0.0%
Gravel
0`%.
Medium Sand
3%
Silt & Clay (°/. Passing #200)
5.2%
Coarse Sand
00/.
Fine Sand
92%
Apparent Relative Density
N/A
Natural Moisture Content
6.4%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand S-, Gravel
Rounded ❑ Angular ❑ flaid & Durable ❑ Soft ❑ Weathered &, friable ❑
References: AS fM D 422: Pal'ticle Size Analysis of Soi is NPdr onie(c•r portion ofiest method not utilizer/.
ASTM D 421 : Dry I' epmation of SmI S:III I) lcs ASTM D 854: Specific Gity of Sods
AS M D 4318: Liquid Limit, Plastic Limit, & Plastic Index of Soils
ASTNil) 248T ClossincaIi on of Sails lot linginecring I'ugroscs (Unifie(I Soil Classification System) )
Technical Responsibility: Randy Martin, Y.E.
SfiME.,INC. 6409 Amsterdam Wav, 133, Wilmington, NC 28405
Branch Manager
P""....
1061-06-159(3)

Laboratory Rcconl Vcrsian 4.2
Particle Size Analysis of Soils
AS'rM D 422
S&ME Project#: 1061-06-159 Report Date:
Project Name: UNOV-Parking Lot/thirst & Hamilton 'rest Date(s):
Client Name: Norris, Kuskc & Tunstalt Cons. Fng
Client Address: 902 Market St., Wilmington, NC 25401
April 27, 2006
April 26-27, 2006
Boring #: HA-1 Sample #: 94 Sample Date: 4-25-06
Location: Wilmington, NC Depth: 5.5'-6.0'
Sample Description: Light Gray Slightly Silty Fine SAND
IS" I.0"3/4" 1/2"3/8" 94 010 #20 040 #60 11100 4200
100'Y
l ; IN i
90'%
,
r
I I I
- r l
r -pn
I
so
.. i_•—�
if
I I I i
_
—
_1
C
0'%
100 10 _ _I0.1 0.01
Particle Size (nun)
Cobbles
< 300 mm (12") and > 75 nvn (3")
Fine Sand
< 0.425 mm and > 0.075 mm (#200)
Gravel
< 75 nun and > 4.75 nun (#4)
Silt
< 0.075 and > 0.005 mm
Coarse Sand
<4.75 mm and >2.00 rani (i110)
Clay
< 0.005 ntm
Medium Sand
<2.00 mm and> 0,425 Into (#40)
Colloids
<0.001 mm
Maximum Particle Size 0.0°n
Sill & Clay ('% Passing t1200) 6.4%
Apparent Relative Density N/A
Liquid Limit N/A
Description of Sand & Gravel
Gravel 0%
Coarse Sand 0°/o
Natural Moisture Content 16.1%
Plastic Limit N/A
Medium Sand 2%
Fine Sand 91'9a
Organic Content N/A
Plastic Index N/A
Rounded ❑ Angular ❑ Bard & Durable ❑ Soft ❑ Weathered & Friable ❑
References: AS'I'M 1)422: Particle Size Analysis of Soils 11rr6'onreter portion of test nethadnor utilized.
AS'I'M D 421: Dry Preparation of Soil IS Ati r6i D 854- Specific 6nrvity ol'Soils
AS'1T1 1) 4318: Liquid L naiI, Plastic Lucil. & Plastic Index of Soils
AS I M D 2487: Cllass i l ication of Suits nix Engineering Purposes (Unified Soil CI assi0rnion System) I
Technical Responsibility: Randy Martin. P.I. ���� Branch Manager
S&NIF,INC. 6409 Amsterdam Way, 113, Wilmington, NC 28405 1061-06-159(4)

Laboratory Record Version 4.2
S&ME Project #:
Project Name:
Client Name:
Client Address:
Particle Size Analysis of Soils
ASTM D 422
1061-06-159
UNC - W Parking Lot (Hurst Drive)
Report Date: 05/01/2006
Test Date(s): 04/24 - 04/27/2006
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Maximum Particle Size
#4
Gravel
0%
Medium Sand
8%
Silt & Clay (% Passing 4200)
12.7%
Coarse Sand
0%
pine Sand
79%
Apparent Relative Density
ND
Moisture Content
13.6%
Organic Content
ND
Liquid Limit
ND
Plastic Limit
ND
Plastic Index
ND
ND=Not determined
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable ❑
References: ASTM D 422: Particle Size Analysis of Soils Hydrometer portion of test method not utilixd
ASTM D 421: Dry Preparation of Soil Samples ASTM D 854: Specific Gravity of Soils
ASTM D 4318: Liquid Limit, Plastic Limit, Re Plastic Index of Soils
ASTM 1) 2487: Classification of Soils for Engineering Purposes (Unified Soil Classification System)
Technical Responsibility:
S&NIE,INC.
Mal Kraian
3109 Spring Forest Road, Raleigh, NC. 27616
�ry Laboratory Su ero visor
N1c Posmon
II-2 Grain Size.xls

Laboratory Record Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&MC Project #: 1061-06-159 Report Date:
Project Name: UNCW-Parking Lot/Hurst & Hamilton Test Datc(s):
Client Name: Norris, ICuske & Tnnstall Cons. Gng
Client Address: 902 Market St., Wilmington, NC 28401
April 27, 2006
April 26-27, 2006
Boring #: HA-2 Sample #: 94 Sample Date: 4-25-06
Location: Wilmington, NC Depth: 2.5'-3.0'
Sample Description: Dark Gray Slightly Silty Medium to Fine SAND
1.5" 1.11'3/4" 1/2"3/8" #4 #10 #20 040 960 11100 #200
100
it
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d
" 50'7
i a
4.. i
I
I
I
I
jI-
i
30 X
_ ..._ ___ — I . - —I—�_
—
100 10I_..._ .._. 0.1 0.01
Particle Size (111111)
Cobbles
< 300 mm (12") and > 75 ramlllQ
Fine Sand
< 0.425 min and > 0.075 ram (#200)
Gravel
<75mmand >4.75mm (tt4)
Silt
I < 0.075 and > 0.005 mm
Coarse Sand
< 4.75 man and >2.00 min (# 10)
Clay
< 0.005 man
Medium Sand
<2.00 mm and> 0.425 man (440)
Colloids
<0.001 mm
Maximum Particle Size
O.On/o
Gravel
00/o
Medium Sand
8%
Silt & Clay (`GI Passing #200)
4.5%
Coarse Sand
0'%n
Fine Sand
88%
Apparent Relative Density
N/A
Natural Moisture Content
10.4%
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand &. Gravel
Rounded ❑ Angular ❑ Hard & Durable ❑ Soft ❑ Weathered & Friable ❑ "
References: AS D422: Par tic le Sizc A nalysis or Soo is //3'(1,ameter portion of test metlrod not utilized.
AS' I NI D 421. Dry P,e1,maGun otSoII Samples ASIIII D 854: Specific Gravity of Soils
ASTM D 4318: ULaild I_i mit, Plastic Limit, - Plastic Index urSoils
ASTM D 2487: Classitication orSoils I'or I:ngincering imposes (Unified Soil Classit mion System)
"Technical Responsibility: Randy Martin, P.G.
SC IF INC. 6409 Amsterdam WaY, 133, Wilmington, NC 28405
BranchManaecr
ro,'w"
1061-06-159(5)

Laboratory 12ccord Version 4.2
Particle Size Analysis of Soils
ASTM D 422
S&ME Project #: 1061-06-IS9 Report Date
Project Name: UNCW-Parking Lot/1lurst & Hamilton "Pest Date(s)
Client Name: Norris, Kuske & TUnstall Cons. Eng
Client Address: 902 Market St., Wilmington, NC 28401
_w
V: I -i I U
April 27, 2006
April 26-27, 2006
Boring #: HA-2 Sample #: 94 Sample Date: 4-25-06
Location: Wilmington, NC Depth: 4.0'-4.5'
Sample Description: Light Brown/Gray Slightly Silty Fine SAND
1.5" 1.0"3/4" 1/2"3/8" 04 010 420 N40 N60 09100 N200
100'Y"
I
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30%
2014
I I
I
i II
l
I i
I
II it
0'%
100 10 1 I1.1 0.01
�1'article Size (nun)
Cobbles
< 300 mm (12") and > 75 nmi (3")
Fine Sand
<0.425 mm and > 0.075 mm (N200)
Gravel
<75 mm and >4.75'mm(it 4)
Silt
<0.075 and >0.005 mm
Coarse Sand
<4.75 nmi and>2.00 mm (ft10)
Clay
<0.005 mm
Medium Sand
<2.00 mm and> 0.425 nun (N40)
Colloids
<0.001 mm
Maximum Particle Size
0.0%
Gravel
0%
Medium Sand
3%
Silt & Clay (°G, Passing #200)
3.4%
Coarse Sand
01Y.
Fine Sand
94%
Apparent Relative Density
N/A
Natural Moisture Content
20.4°A
Organic Content
N/A
Liquid Limit
N/A
Plastic Limit
N/A
Plastic Index
N/A
Description of Sand & Gravel
Rounded ❑ Angular ❑ Hard , Durable ❑ Soft ❑ Weathered Rs Friable ❑
References: AS'IM D 422: Panicle Size Analysis of Soils 11,11arnemr pol ours of test meUrod nol Wi/ized.
ASTM D 421: Di Preparation ol'SoiI Solnples AS'I NI D 854: Specific Gravity )I Soils
ASTM D 4318: Liquid Limit, Plastic Limit, & Plastic Indcx of Soils
ASTM D 2457: Cla.ssilicution of Soils lirr Pngincering Pumoses (Unified Soil Classitication System)
Technical Responsibility: Randy Martin, P.E.
S&f'IE,INC. 6409 Amsterdam Wac, 10, Wilmington, NC 28405
Branch Manaaer
11' hwn
1061-06-159(6)

Laboratory [report Version 4.2
Moisture - Density Report
tS&ME
S&MIE Project #:
1061-06-159
Report Date:
May I, 2006
Project Name:
UNC - W Parking Lot (Hurst Drive)
Test Dale(s):
04/24 - 04/28/2006
Client Name:
Client Address:
Boring #: 1-1-2
Sample #: Bag
Sample Date:
Unknown
Location: On -site
Offset: N/A
Depth (ft):
05 - 1.5
Maximum Dry Density 104.0 PCF. Optimum Moisture Content 17.2 '%r
ASTM D 698 Method A
115.0
110.0
105.0
w
a
Y
100.0
Q
Q
. 95.6
90.0
85.0
Moisture -Density Relations of Soil and Soil -Aggregate Mixtures
Soil Properties
Natural Moisture
13.6%
Content:
Liquid Limit:
ND
Plastic Limit:
ND
Plastic Index:
ND
Specific Gravity:
2.657
% Passing
#4 100.0
Oversize Fraction
Bulk Sp. Gravity
.5.0.. 10.0 15.0 :20.0' .. �25.0 30.0 %Moisture
Oversize Fraction
Moisture Content (%) MDll
Opt. MC
Moisture -Density Curve Displayed: Pine Fraction 17 Corrected for Oversize Fraction (ASTM D 4718)
l Sieve Size used to separate the Oversize Fraction: #4 Sieve ❑p 3/8 inch Sieve ❑ 3/4 inch Sicve ❑
Mechanical Hammer ❑ Manual Hammer EE Moist Preparation O Dry Preparation ❑
References: ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
ASTM D 422: ['article Size Analysis of Soils ASTM D 854: Specific Gravity of Soils
"Technical Responsibility:
Mal Krtian
S&MG,INC. 3109 Spring Forest Road, Raleigh, NC. 27616
NIi=Not Determined
Laboratory Supervisor
r�dim,
11-2 Proctor.xls

SPage J s Laboratory Report Version 4,2
CBR (California Bearing Ratio) of Laboratory Compacted Soil tS&ME
ASTM D 1883
Project #: 1061-06-159 Report Date: 05/01/2006
Project Name: UNC - W Parking Lot Test Datc(s): 04/24 - 05/01/2006
Client Name:
Client Address:
Boring #: 1-1-2 Sample #: Bag Sample Date: Unknown
Location: On -site Offset: N/A Depth (It): 0.5' - 15
Sarnple Description: Black Silty SAND with Organics (Visual)
AS731D 698 Mef/rodrl Maximum Dry Density (PCF): 104.0 Optimum Moisture Content: 17.2%
Compaction Test performed on the Fine Fraction only % Retained on the 3/4" sieve: 0 0%
Unc it '
#5:; ° F� a rectetl,C1112 Value`s 3a r � d
"7 fix;} psi" .. .., t 4 a
3, Corrected'GBR Valucs:
CBR at 0 2 ift.,"., i;5 2 j w
',44 Rat 0 1 m
s'�"1300'
o-e tY ro
r S„+
LT--
1000,
1 1
n
Corrected value at .2"
N
�
J
I
W60 0,,
�r
y,r je ;E
t4, (r40ai
Corrected \'aloe at .l"it
fir`.
r
.2
40 0 '
vU 4i3'N �- is
1
n tlffig a ut '3YYe 5 Y
OOOFeV'�9v�{+,�{. +t tyy`iv friO lO.s..1`'jM'yi #. ktt yY�..�11i:t,%,1,y020 f.t3r.Vµ�y'u�+ss'ct,4Ot30 ��yy
CiI fiL'vNRi��iyS� tF �e+(4 EJ �Y 4�XYiw R3�. A iFAvX. 0.4 Y ST
Struin (mchcs)
CBR Sample Preparation: Performed on dee fine fraction
Grading was in accordance with the above method and compacted using the 6" diameter CBR mold.
Before Soaking After Soaking
Compactive Effort (Blows per Layer)
45
Final Dry Density (PCP)
101.7
Initial Dry Density (PCF)
101.6
Average Final Moisture Content
17.6%
Moisture Content of the Compacted Specimen
17.6%
Moisture Content (top I" alter soaking)
18.5%
Percent Compaction
97.7%
Percent Swell
0.0%
Soak lime: 96 Surcharge Weight 10.0 Surcharge Wt. per sq. Ft. 50.9
Liquid Limit ND Plastic Index ND Apparent Relative Density 2.657
References: ASI'M 1) 1883: C131Z (California Bearing Ratio) of Laboratory -Compacted Soils
ASTM D 698: Laboratory Compaction Characteristics of Soil Using Standard Effort ASTM D 422: Particle Size Analysis of Soils
ASTM D 2216: Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass
11 ND=Not Determined
Technical Responsibility:
Mal Kraian
,51gr�l��rr rj
Laboratory Supervisor
P.ah,,
SSN1E, Inc. 3109 Spring Forest Road, Raleigh, NC. 27616 11-2 CBR.xls

STORMWATER SYSTEM & EROSION CONTROL NARRATIVE
UNCW "K" LOT EXPANSION
WILMINGTON, NORTH CAROLINA
For
University of North Carolina at Wilmington
601 S. College Road
Wilmington, NC 28403
[phone]
C P �O
a'B��B!!!lE�0 BB4;oa
Revised 5/25/06
April 2005
Prepared by:
R]E.CFJITFD
MAY 3 0 Z006
BY:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
E-mail: office(o)nkteng.com
NKT Project No. 05227

DESCRIPTION:
The project site is a located on the UNCW Campus off Hurst Dr. The soils of the
site consist of silty sands with grades ranging from 0% to 2%. Approximately 10 acres
will be graded to allow construction of a new parking lot with paved access and a new
stormwater pond. The runoff from the site is estimated using the rational method 10-
year design storm and rainfall data for the area. Construction is scheduled to begin as
soon as all permits and approvals are obtained.
EROSION CONTROL MEASURES:
The attached plans and specifications give the requirements for erosion control
measures. Silt fencing will be provided where stormwater would be expected to sheet
flow from disturbed areas directly to adjacent property. Gravel check dams will not be
provided unless the Contractor has to temporarily discharge into an open ditch instead
of the proposed storm drain outfall. The detention pond will be used as a silt basin
during construction and restored to its design contours prior to completion. A gravel
construction entrance will be constructed at the Walton Drive, Hurst Drive and Hamilton
Drive entrance. Maintenance will be provided by the grading contractor and developer.
STORMWATER MANAGEMENT MEASURES:
The project site is located in New Hanover County. Land disturbing on the site
will exceed one acre, which requires the site to comply with the State Regulations. The
stormwater runoff from the development will be directed to the regional stormwater
detention pond. The stormwater detention pond was designed to accommodate the
new and existing impervious area within the drainage area. The drainage area for the
pond is 18.03 AC. The pond is also sized for future Phase II Parking Lot expansion
(dashed on plans) located on the existing tennis courts.
CONSTRUCTION SEQUENCE:
The Contractor will install the gravel construction entrance and silt fence prior to
beginning any clearing and grading operations. Additional silt fence will be installed
when and if conditions warrant during construction. The detention pond/silt basin will
be constructed immediately after that portion of the site is cleared, and outlet structure
with protection will be installed. Disturbed areas will be landscaped or seeded upon
completion.

EROSION CONTROL NOTES AND MAINTENANCE PLAN
1. Install erosion control measures before beginning construction or as soon
thereafter as possible. All erosion and sediment control practices will be
checked for stability and operation following every runoff -producing rainfall but in
no case less than once every week. Any needed repairs will be made
immediately to maintain all practices as designed.
2. Maintain the gravel construction entrances in a condition to prevent mud or
sediment from leaving the construction site. The contractor shall inspect the
construction entrances on a daily basis. This will require periodic top dressing
with additional No. 4 stone. Any objectionable materials spilled, washed, or
tracked onto public roadways shall be removed immediately.
3. Install erosion control measures around the drop inlets as shown on the plans to
trap silt during construction. Inspect the erosion control around the inlets after
each rain and make repairs immediately. Remove sediment when it becomes
0.50 deep to provide adequate storage volume for subsequent rains. When the
contributing drainage area has been adequately stabilized, remove all materials
and any unstable soil and either salvage or dispose of it properly. Bring the
disturbed area to proper grade and appropriately stabilize all bare areas around
the drop inlets.
4. Sediment will be removed from behind the silt fence when it becomes 0.5 feet
deep at the fence. The sediment fence will be repaired as necessary to maintain
a barrier. Silt fence stakes shall be spaced 6 feet apart unless a wire backing is
used with 8 foot stake spacing.
5. Inspect temporary sediment traps / check dams after each period of significant
rainfall. Remove sediment and restore the trap to its original dimensions when
the sediment has accumulated to one-half the design depth of the trap. Place
the sediment that is removed in the designated disposal area and replace the
contaminated part of the gravel facing. Check the structure for damage from
erosion or piping. Periodically check the depth of the spillway to ensure it is a
minimum of 1.5 ft below the low point of the embankment. Immediately fill any
settlement of the embankment to slightly above design grade. Any riprap
displaced from the spillway must be replaced immediately. After all sediment -
producing areas have been permanently stabilized, remove the structure and all
unstable sediment. Smooth the area to blend with the adjoining areas and
stabilize properly.
6. No cut or fill slopes shall exceed a side slope of 1 vertical to 3 horizontal unless
otherwise specified on the plan. All slopes shall be seeded and stabilized within
15 days.

7. The stormwater ponds will act as sediment basins and will be cleaned out when
the level of sediment reaches 2.0 ft below the top of the riser. Gravel will be
cleaned or replaced when the sediment pool no longer drains properly.
8. All disturbed areas shall be seeded within 15 days of disturbance. All seeded
areas will be fertilized, reseeded as necessary and mulched according to
specifications in the vegetative plan to maintain a vigorous, dense vegetative
cover.
9. More stringent measures shall be used to halt erosion if those shown on this plan
are not effective.
10. All erosion shall be controlled including side slopes before the project is
completed.
11. Remove temporary measures upon completion of project. All permanent
measures will be well established before project closeout.

SECTION 02920
SOIL EROSION AND SEDIMENTATION CONTROL
1. GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to
prevent the erosion of soil and the sedimentation of streams, lakes, reservoirs, other
water impoundments, ground surfaces, or other property as required by State and Local
regulations.
1.2 The Contractor shall install all required silt fences, and construction entrances at
the initiation of work, and have these measures reviewed and approved by the local
permit authority prior to clearing and grading operations.
1.3 The Contractor shall, within 15 days of suspension or completion of land
disturbing activities, provide permanent protective covering for disturbed areas.
Temporary and permanent erosion control measures shall be coordinated to assure
economical, effective, and continuous erosion and siltation control throughout the
construction and post -construction period. Use the specified seed for both temporary and
permanent seeding.
2. PRODUCTS
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10
percent magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other
suitable material free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping
Red Fescue, and 24% Annual Rye grain. Bermuda seed shall be hulled for warm
weather planting and unhulled for cool weather planting. Purity of seed shall be a
minimum of 98 percent and germination shall be a minimum of 85 percent.
2.7 Silt fence shall consist of NCDOT Class A fabric supported by wood or metal
posts spaced not more than 6 feet on center. The bottom of the fabric shall be buried a
minimum of 6 inches.
2.8 Gravel for check dams shall be #57 washed stone.

2.9 Aggregate for construction entrance shall be #4 washed stone.
2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B
as shown.
3. EXECUTION
3.1 General: Take every practicable measure during construction or suspension to
work to minimize erosion and siltation. Measures should include good construction
practices, temporary physical barriers to sediment travel, settling basins for new ditches,
and establishment of vegetative cover.
3.2 Construction Practices
3.2.1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade all cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise
shown or directed.
3.3 Temporary Physical Barriers are required where sedimentation on off site
property or excessive erosion is a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive
erosion and for protection of seedbeds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1000 square feet
and wood chips at a rate of 500 pounds per 1000 square feet. Jute and mesh
should be installed as per manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000
gallons per acre. Asphalt emulsion used for anchoring straw should be
applied at a rate of 150 gallons per ton of straw.
3.3.2 Silt Fences shall be used at the base of slopes to restrict movement of sediment
from the site. Clean silt fence of accumulated sediment after each rainfall event or
when it exceeds a depth of 0.5 feet above natural grade.
3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales,
shall consist of Class A rip rap at minimum two feet high and three feet thick across the

watercourse, with a one foot thick layer of gravel on upstream side. Remove sediment if
accumulated to a depth of 1.0 feet at upstream face.
3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all
unpaved areas disturbed by the work.
3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4
inches and until a firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous
and fertilizer shall be applied during the scarification process in accordance with the
following rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1000 square feet
Fertilizer: 17 pounds per 1000 square feet
3.4.2 Seeding: Disturbed areas shall be seeded with 2 to 3 pounds per 1000 square
feet of the specified seed mixture. Seed shall be worked into the bed to a depth of 1/4
inch. Regrade and seed eroded areas immediately
3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored
as specified hereinbefore. Reapply as necessary to retain cover until grass is
established.
3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long
by 6 inches thick at each entrance to the site used by construction vehicles, until such
time as the permanent roadway is constructed. Remove soil if accumulated to a depth
greater than 0.5 inches.
3.6 Maintenance: The Owner and Contractor shall be responsible for maintaining all
temporary and permanent erosion control measures. Temporary structures shall be
maintained until such time as vegetation is firmly established in the area protected by
the structure. Permanent streambank protection and grassed areas shall be
maintained until completion of the project. Areas that fail to show a suitable stand of
grass or which are damaged by erosion shall be immediately repaired.
END OF SECTION