SW8990923_Historical File_20120509

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NCDR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E.
Governor Director
May 9, 2012
Dr. Eric McKeithan, President
Cape Fear Community College
411 North Front Street
Wilmington, NC 28401
Subject: State Stormwater Permit No. SW8 990923 Modification
Cape Fear Community College -North Campus
High Density Stormwater Project
New Hanover County
Dear Dr. McKeithan:
Dee Freeman
Secretary
The Wilmington Regional Office received a complete, modified Stormwater Management Permit
Application for Cape Fear Community College -North Campus on May 2, 2012. 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 990923 Modification dated May 9, 2012, for the construction of the built -upon areas and
BMP's to serve Cape Fear Community College -North Campus. This modification adds Pond #5
for the treatment of runoff from 32,840 square feet of built -upon area associated with the
Carpentry Facility. The existing ponds 1-4 are unchanged.
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacts any
development approval issued by the Division of Water Quality under Article 21 of Chapter 143 of
the General Statutes, which is current and valid at any point between January 1, 2008, and
December 31, 2010. The law extends the effective period of any stormwater permit that is set to
expire during this time frame to three (3) years from its current expiration date. On August 2,
2010, the Governor signed Session Law 2010-177, which grants an extra year for a total of four
(4) years extension. Please note that the expiration date of this permit has been adjusted to
reflect this four year extension.
This permit shall be effective from the date of issuance until January 28, 2014, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to the
conditions listed in .this permit regarding the Operation and Maintenance of the BMP(s),
certification of the BMP`s, procedures for changes of ownership, transferring the permit, and
renewing the permit. Failure to establish an adequate system for operation and maintenance of
the stormwater management system, to certify the BMP's, to transfer the permit, or to renew the
permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150B of the North
Carolina General Statutes, and must be filed with the OAH within thirty (30) days of receipt of
this permit. You should contact the OAH with all questions regarding the filing fee (if a filing fee
is required) and/or the details of the filing process at 6714 Mail Service Center, Raleigh, NC
27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com.
!Unless such demands are made this permit shall be final and binding.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405
Phone: [phone] FAX: [phone] DENR Assistance: 1-877-623-6748
Internet: www.ncwaterqualky.org
ne
NobcithCarolina
aturally
An Equal Opportunity 1 Affirmative Action Employer

State Stormwater Management Systems
Permit Number SW8 990923 Mod.
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis at [phone].
Sincer ,
ost
Charle�ild, ,Director
Division of Water Quality
GDS/arl: S:\WQS\Stormwater\Permits & Projects\1999\990923 HD\2012 04 permit 990923
cc: Monica Loughlin, Urban, LTD.
New Hanover County Building Inspections
Beth E. Wetherill, New Hanover County Engineering
Wilmington Regional Office Stormwater Files
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 990923 Modification
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Trustees of Cape Fear Community College
Cape Fear Community College -North Campus
4500 Blue Clay Road, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of five (5) wet detention ponds in compliance
with the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater
rules') and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until January 28, 2014 and shall
be subject to the following specified conditions and limitations:
.1. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 of this permit. The stormwater controls
designated as Ponds 1, 2, .3, 4, and 5 have been designed to handle the runoff
from a total of 1,268,467 ff, 280,526 fr, 1,219,680 fr, 536,037 ftz, and 32,840 if,
respectively, of built -upon area.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
4. The built -upon area within each pond's drainage area will be limited to the amount
of built -upon area indicated in Section 1.6 of this permit, the approved plans and
application.
5. 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.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 990923 Modification
6. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Pond 1 Pond 2 Pond 3 Pond 4 Pond 5
a. Drainage Area, acres: 41.60 9.20 40.00 14.48 1.35
Onsite: 1,812,096 400,752 1,742,400 630,749 58,776
Offsite: 0 0 0 0 0
b. Impervious Surfaces, ft2: 1,268,467 280,526 1,219,680 536,037 32,840
Buildings, ft2: 31,363 15,790 117,176 25,265 8,820
Street, ft2: 11,761 33,625 74,488 13,939 0
Parking, ft2: 91,040 68,598 526,640 361,112 21,370
Sidewalk, ft2: 31,220 1,560 125,988 871 2,650
Other, ft2: 0 1,313 46,174 32,060 0
Future Area, ft2: 1,103,083 159,640 329,214 102,790 0
c. Pond Depth, feet: 6.00 5.00 5.50 4.50 3.0 (avg)
d. Permanent Pool Elev., FMSL: 27.50 25.00 25.00 27.50 28.5
e. PP Surface Area, ft2: 96,948 31,061 78,605 43,456 5,207
f. Storage Volume Provided, ft3: 104,265 25,732 99,785 46,300 4,262
g. Storage Elevation, FMSL: 28.55 25.80 26.20 28.50 29.15
h. Controlling Orifice Pipes: 3 @3.0" cp 1 @2.0" cp 2 @3.0" cp 1 @3.0" cp 1 @1.0" cp
i. Permanent Pool Volume, ft3: 515,398 100,021 260,854 142,780 15,432
j. Maximum Fountain HP: 2 Y3 1 '/ N/A
k. Forebay Volume, ft3: 105,041 20,404 59,461 29,250 3,272
I. Receiving Stream: Prince George Creek
m. Index Number: CPF23 (18-74-53)
n. Classification: "C Sw"
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any built -upon
surface except roads.
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. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch
basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request
to authorized personnel of DWQ. The records will indicate the date, activity, name
of person performing the work'and what actions were taken.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 990923 Modification
5. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain draws 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 fountain may not be located in the forebay.
d. The falling water from the fountain must be centered in the main pond,
away from the shoreline.
e. The maximum horsepower for the fountain's pump is based on the
permanent pool volume and is listed in Section 1.90) of this permit. Where
the permanent pool volume is less than 30,000 ft , no fountain is allowed.
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.
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. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed below:
a. Any revision to the approved plans, regardless of size. .
b. Redesign or addition to the approved amount of built -upon area.
C. Further development, subdivision, acquisition, or sale of any, all or part of
the project area.
d. Alteration of any aspect of the approved stormwater drainage system
and/or the approved stormwater BMPs.
c. The construction of any permitted future development areas shown on the
approved plans.
10. The Director may determine that other revisions to the project should require a
modification to the permit.
11. A copy of the permit, application, supplements, approved plans and specifications
shall be maintained on file by the Permittee for the life of the project.
12. The permittee is responsible for verifying that the proposed built -upon area does
not exceed the allowable built -upon area.
13. The runoff from all built -upon area within the specified drainage areas of the
project must be directed into the appropriate stormwater control system.
Page 5 of 8

State Stormwater Management Systems
Permit No. SW8 990923 Modification
14. 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 to any person or entity without notice to and
approval by the Director. At least 30 days prior to a change of ownership, or a
name change of the Permittee or of the project, or a mailing address change, the
permittee shall submit a completed and signed Name/Ownership Change Form
to the Division accompanied by the supporting documentation as listed on the
form. The approval of this request will be considered on its merits and may or
may not be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division deems the project to be in compliance
and approves the transfer.
2. Any individual or entity found to be in non-compliance with the provisions of this
stormwater management permit or the requirements of the stormwater rules, is
subject to enforcement procedures as set forth in NCGS 143, Article 21.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, the Permittee shall
take immediate corrective action, including those as may be required by the
Division of Water Quality, 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. The permittee shall submit a permit renewal application and fee to the Division of
Water Quality at least 180 days prior to the expiration date of this permit.
8. All plans previously approved under SW8 990923 and its subsequent
modifications are enforceable parts of this permit.
Permit modified and reissued this the 9th day of May 2012.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Fv..u. wv r r cw.%..�.., . ..�., v...... _
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 990923
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 990923 Modification
Cape Fear Community College -North Campus Page 1 of 2
Stormwater Permit No. SW8 990923 Modification
(addition of Pond 5 for Carpentry Facility)
New Hanover County
Designer's Certification
1, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodicallylweekly/ 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 7 of 8

State Stormwater Management Systems
Permit No. SW8 990923 Modification
Page 2 of 2
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. The outlet/bypass structure elevations are per the approved plan.
5. The outlet/bypass structure is located per the approved plans.
6. A Trash Rack is provided on the outlet/bypass structure.
7. All slopes are graded to the required H:V ratio and are stable and grassed
with permanent vegetation, as specified .on the plans.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
10. The permitted amounts of surface area and/or volume have been
provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
14. The vegetated shelf is the permitted width (10') and slope (10:1), and is
planted with the required number and specified type of wetlands plants.
.15. The overall dimensions of the system, as shown on the approved plans,
are provided.
cc: NCDENR-DWQ Regional Office
New Hanover County Building Inspections
Page 8 of 8

Permit No_
(to be provided by DWQ)
AwOwAx
HCDENR
RECEIVED
MAY 022012
BY:
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part ill) must be printed, filled out and submitted along with alf of the required information.
'. PwvT Nis' imm
Project name
Contact person
Phone number
Date
Drainage area number
910-395-1655
4/17/2012
CFCC North Campus Carpentry Facility
Ryan G David
�Op WA7F,QW
ir, DI=>WN 3iN M`.1ATIt3At
Site Characteristics
Drainage area
58,776 fe
Impervious area, post -development
32,840 fe
% impervious
55.87 %
Design rainfall depth
1.5 in
Storage Volume: Non -SA Waters
Minimum volume required
4,062 ff OK
Volume provided
4,262 fe
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume
fe
Pre -development 1-yr, 24-hr runoff
fe
Post -development 1-yr, 24-hr runoff
f
Minimum volume required
ft3
Volume provided fe
Peak Flow Calculations
Is the pretpost control of the 1yr 24hr stone peak flow required?
N (Y or N)
1-yr, 24-hr rainfall depth
in
Rational C, pre -development
(unitless)
Rational C, post -development
(unitless)
Rainfall intensity:)-yr, 24-hr storm
inlhr
Pro -development 1-yr, 24-hr peak flow
f0/sec,
Post -development 1-yr, 24-hr peak flan
rt Isec
PrelPost 1-yr, 24-hr peak flow control
fe/sec
Elevations
Temporary pod elevation
2915 fmsl
Permanent pool elevation
28 50 fmsl
SHWT elevation (approx. at the perm. pool elevation)
28 80 fmsl
Top of 1 Oft vegetated shelf elevation
29 00 fmsl
Bottom of 1Oft vegetated shelf elevation
28.00 fmsl Data not needed for calculation option #1, but OK if provided.
Sediment cleanout, top elevation (bottom of pond)
21.50 fmsl
Sediment cleanout, bottom elevation
20 50 fmsl Data not needed for calculation option #1, but OK if provided.
Sediment storage provided
1.00 it
Is there additional volume stored above the state -required temp. pool?
N (Y or N)
Elevation of the top of the additional volume
fmsl
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & 11. Design Summary, Page 1 of 2

Permit
(ro be provided by DWQ)
Iv, Da tim, IN1:Qfti mom, -
Surface Areas
Area, temporary pool 7,120 ftz
Area REQUIRED, permanent pool 3,785 fe
SAIDA ratio 6 44 (unitless)
Area PROVIDED, permanent pool, Apr,,,
5,207 ff
OK
Area, bottom of 1Oft vegetated shelf, Ab t_,n�r
2,425 ff
Area, sediment cleanout, top elevation (bottom of pond), kt_,„d
782 ff
Volumes
Volume, temporary pool
4,262 fe
OK
Volume, permanent pool, VP,,,,_,,,
15,432 fe
Volume, forebay (sum of forebays if more than one forebay)
3,272 fe
Forebay % of permanent pool volume
21.2% %
OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
Y (Y or N)
Mountain/Piedmont SAIDA Table Used?
N (Y or N)
SAIDA ratio
6.44 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Y (Y or N)
Volume, permanent pool, Vpw,,Lp ,
15,432 ff'
Area provided, permanent pool, A�,,,_pw
5,207 ft
Average depth calculated
3.00 ft
OK
Average depth used in SAIDA, d,, (Round to nearest 0.5ft)
3.0 ft
OK
Calculation option 2 used? (See Figure 10-2b)
N (Y or N)
Area provided, permanent pool, A,,,,,,
5,207 tf
Area, bottom of 10ft vegetated shelf, Ab,,_ahe,
2,425 if
Area, sediment ceanout, top elevation (bottom of pond), Ab,ty„d
782 f?
'Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
6.50 ft
Average depth calculated
3.00 ft
OK
Average depth used in SAIDA, d. (Round to nearest 0.5ft)
3.0 ft
OK
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice ('If circular)
Area of orifice (if -non -circular)
Coefficient of discharge (CD)
Driving head (Hj
Drawdown through weir?
Weir type
Coefficient of discharge (C,,)
Length of weir (L)
Diving head (H)
ri"evelopment 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
Y (Y or N)
1.00In
in'
0.60 (unkless)
0.33 ft
N (Y or N)
(unitless)
(unitless)
ft
ft
Osec
felsec
felsec
days
3 :1
OK
10' :1
OK
10.0 It
OK
3 :1
OK
1.6 :1
OK
Y
(Y or N)
OK
16 ft
OK
N
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
pump
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2

Permit No. S 0 - 700 .7
fro be provided by DING)
I, REQUIRED !'TEnmECKusT
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the follov'rig design requii aments have babri met. If the applicant has designated an agent, the agent may initial below. if a
requirement has not been met, attach justification.
Pagel Plan
Initials
Sheet No.
Q�
4, 5,15
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
7 & 8
2. Partial plan (1" = 39 or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
nn ,,
Kam'
7
3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
7
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
Q
attached
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
nn ,
I`� D
to verify volume provided.
7
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
attached
7. The supporting calculations.
b
attached
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
4D
N/A
9. A copy of the deed restrictions (if required).
4
attached
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 APR 1 9 z 01Z Part III. Required Items Checklist, Page 1 of 1

Permit Number: 3
(to be rovided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation grid maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/ debris is present.
Remove the trash/ debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
rVegetation is too short or too
Maintain vegetation at a height of
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 APR 1 9 2012 Page 1 of 4

Permit Number: SW I I IO f 23
(to be provided by DWQ)
Drainage Area Number: 5
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
swale
The pipe is clogged.
Unclog the pipe. Dispose of the
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged.
Erosion is occurring in the
Regrade the swale if necessary to
Swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such, as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide pis used, wipe it on
the plants rather than spraying.
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
I
and. if pesticide is used, wipe it on
the plants rather than s ra mi .
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BUT.
Algal growth covers over
Consult a professional to remove
50 % of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 APR 1 9 2012 Page 2 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
i Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
I consult a professional to remove
beavers.
A tree has started to grow on
I Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
I Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 7.0 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 4.0 feet in the forebay, the sediment
shall be removed.
Sediment Removal
Bottom
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 28.50
24.50Pe en Pool
- - - - - ---------- - Volume Sediment Removal Elevation 21.50 Volume
23.50 ft Min.
-------------------------------------------- ------
Sediment Bottom Elevation 20.50 1-ft
Storage Sedimei
Storage
IiOREBAV MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4
EEIVED
mAY 002
BY: Page 3 of 4

Permit Number: 5w 0 ro 72,3
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:CFCC North Campus - Carpentry Facility
BMP drainage area number* 15
Print name: Eric McKeithan
Title: President
Address: 411 North Front Street, Wilmington, NC 28401
Date: Ai k ti l i i
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, Akjw i Ie. Le. , a Notary Public for the State of
&fA County of Mom, IA"ovcr- , do hereby certify that
personally appeared before me this 1':5*
day of Q pp , a011 , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
�-a
Michelle Lee
Public
New Hanover County
North Carolina
My Commission Expires 5/11 /2013
SEAL
My commission expires S tI `aOI
Form SW401-Wet Detention Basin O&M-Rev.4 APR 1 9 202 Page 4 of 4

MEMORY TRANSMISSION REPORT
TIME :05-11-'12 07:09
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO.
270
DATE
05.11 07:06
TO
: 8 93627046
DOCUMENT PAGES
9
START TIME
05.11 07:08
END TIME
05.11 07:09
PAGES SENT
9
STATUS
OK
*** SUCCESSFUL TX NOTICE ***
sam*= ornratrtd Cgro%taa
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Wamlauboa Reut-011 QMaw
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1r t��!'y� T Faxc (910] 350-2004
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12'7 a'sraiost X1— Vtpamnsion. wig 14C 3H407 . (9103 79s-723Ls . wn HquW Ogportunfiy wffira .tj— w .a rn pjoyer

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date:.. �"" �l " Z D! Z
- No. Pages (excl. cover):
To:
Co: ef���
Fax: ? a —�
�
Re:
From: Jo Casmer
Phone: [phone]
Fax: [phone]
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] 9 An Equal Opportunity Affirmative Action Employer

MEMORY TRANSMISSION REPORT
TIME :05-11-'12 07:08
FAX NO.1 :910-350-2004
NAME :DENR Wilmington
FILE NO.
269
DATE
05.11 07:06
TO
: 8 93951451
DOCUMENT PAGES
9
START TIME
05.11 07:06
END TIME
05.11 07:08
PAGES SENT
9
STATUS
OK
*** SUCCESSFUL TX NOTICE ***
Stato or North Caavlfoa
baparto * er Mawsroasaont and Mataral Itasoaree
WOmlodtoa Rea[oaaa Odlsca
8syss�(Y Gawrapr FAX COVTR iSHB::ET
17ss , 9eeretary
From: Jo Cawmar
-
Phoae: (9 Y 6) 796-73 6
Fame �3�_!�/�l� Vex_ 5910) 356-2004
7 27 C dlnal Deive Samenpioq WiL�a(nghaq NC 28409 - [phone] � M EQual OPR��liY /�.�1vnY[i'te AOtion Bmployer

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Beverly Eaves Perdue, Governor FAX COVER SHEET Dee Freeman, Secretary
Date:._..'//�
To: �jlA•� QA//�
Co:
Fax:
No. Pages (excl. cover):
From: Jo Casmer
Phone: [phone]
Fax: [phone]
Re: cl— — /�O.-e, 7w
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

�� tJ Central Files: APS_ SWP_
05/10/12
,r SW8990923 Permit Tracking Slip
Ategory Status Project Type
Active Major modification
/pe Version Permit Classification
:brmwater 1.70 Individual
ry Reviewer
.lewis
,astal SW Rule
oastal Stormwater - 2008
Permitted Flow
Facili
Permit Contact Affiliation
Facility Name Major/Minor Region
Cape Fear Community College Blue Clay Road Minor Wilmington
Campus
Location Address County
4500 Blue Clay Rd New Hanover
Castle Hayne NC 28429 Facility Contact Affiliation
Owner Name
Cape Fear Community College
Dates/Events
Owner Type
Government - County
Owner Affiliation
Carl D. Brown
411 N Front St
Wilmington
NC 28405
Scheduled
Orig Issue App Received Draft Initiated Issuance Public Notice Effective
01/28/00 04/19/12 05/09/12 05i09/12
Regulated Activities Requested/Received Evenh
State Stormwater - HD - Detention Pond Deed restriction requested
Deed restriction received
Additional information requested
Additional information received
Outfall NULL
Expiration
01/28/14
04/24/12
05/02/12
Waterbody Name Stream Index Number Current Class Subbasin

-.: _ - urban,.
F"
I
TO: I�C.oU
ATTN:
9
Jam- foss&
❑ ORIGINALS
❑ SPECIFICATIONS
❑ COLOR PRINTS
�Cr2eSS- SNNERS
M
EERS
CAPE
ECTS
LAND
YORS
DATE:
JOB #: lJ q-
PRINT TICKET #:��
TRANSMITTED HEREWITH:
❑ PHOTOCOPIES
COMPUTATIONS
❑ SITE NOTICES
❑ CD ')-,dfBLACKLINE PRINTS
❑ INVOICE ❑ MYLAR PRINTS
❑ OTHER
QUANTITY
DRAWING NO.
DATE
DESCRIPTION
�
i
VAA Ott CI-L.AAt�► Id s ii� s
Pk 3of 4- - U)e,+ p-4e-u-km 645,t,'
0 ( LPL
FOR: ❑ SUBMISSION
❑ FIELD USE
SENT BY. ❑ FIRST CLASS MAIL
PLEASE: ❑ RETURN
COMMENTS:
RECEIVED BY -
RESUBMISSION ❑ INSERTS
❑ YOURFILES❑ COMMENTS
j OUR MESSENGER
/'� ❑ SUBMIT
❑ APPROVAL/SIGNATURE
❑ OTHER
❑ PICKUP ❑ COURIER
❑ OTHER
❑ OVERNIGHT
SENT BY �1 61-1 AAA`xe
Urban, Ltd. 1
Kerr Avenue, Suite I(1, Wilmington, North Carolina 28405 PH 910.395.1655 www.urban-ltd.com
Annandale, VA Chantilly, VA Wilmington, NC Winchester, VA

urban
May 1, 2012
Ms. Linda Lewis
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: CFCC — North Campus Carpentry Facility
Pond #5 SW8 990923 Modification
Dear Ms. Lewis;
2012
PLANNERS
ENGINEERS
LANDSCAPE
ARCHITECTS
LAND
SURVEYORS
In response to your comments received via email dated April 24, 2012 regarding the above referenced
project, we offer the following:
1. Comment: The future BUA allocation of 102,790 sf was left off of the Pond 4 column.
I have added it in. The total BUA of 536,037 is unchanged.
Response: The future BUA of 102,790 sf has been added to the Pond 4 column; see
attached revised Drainage Area 4 data.
2. Comment: As indicated on the application form, if existing BUA will be removed or
replaced by new BUA (i.e. paved over), then it should be included as
proposed. I have crossed out the 6230 sf of existing BUA reported for
Pond 5 and have added it to the proposed parking amount. The new
parking amount is 21,370 sf.
Response: The 6230 sf of existing BUA has been removed and incorporated into the
proposed parking amount; see attached revised Page 4 of 7.
3. Comment: Please check the reported surface area at elevation 28 in Pond 5. You've
reported it as 2,082 sf, but this does not appear to be enough based on
scaling the 28 contour on the plans. You report about 1500 sq. ft. (avg) at
28 just for the forebay, so there's go to be more than 682 in the split main
ponds at elevation 28.
Response: The main pond area has been revised as a result of your comment #4. The
surface elevation 28 in Pond 5 is 4,292 sf (main and forebay). The surface
elevation 28 in the main pond and forebay are 2,425 sf and 1,867 sf,
respectively; see attached revised calculations.
Urban, Ltd. 108 N. Kerr Ave., Suite K-1 Wilmington, North Carolina 28405 PH 910.395.1655 FX 910.395.1451 www.urban-ltd.com
Annandale, VA Chantilly, VA Winchester, VA Wilmington, NC

CFCC — North Campus Carpentry Facility
Pond #5 SW8 990923 Modification
May 1, 2012
4. Comment: I'm coming up with a significantly less permanent pool volume than you
do which may be more related to the deficient surface area at 28 (as
described above). It would be best to startyour HydroCAD stage -storage
table at elevation 22.6 with those corresponding areas, incremental
volumes and cumulative volumes up to and including the bottom of the
shelf and the permanent pool elevation. Your approximation doesn't take
into account the 10:1 slope of the shelf starting at elevation 28.0, so you
are getting a higher volume.
Response: The permanent pool volume has been recalculated and it was observed that
the volume was less as you indicated. As a result, the average permanent pool
depth decreased to 2 feet. We have added a sheet pile retaining wall along
two sides of the main pond to increase the volume to reach the designed and
calculated permanent pool depth of 3 feet; see attached revised calculations
and drawings. We also lowered the main pool of the pond by one foot; see
attached revised calculations and revised page 3 of 4 of the Wet Detention
Basin O&M Agreement.
5. Comment: Some of the numbers reported on the supplement don't quite match up to
the calculations, as detailed below:
Supplement Calculations
Prov. Temp. Pool Volume 4283 4262
Sod. Cleanout area, sf 57 28
Perm Pool Volume, cf 16,092 16,006
Response: The provided temporary pool volume on the supplement has been revised to
4,262 sf; see attached revised page 1 of 2. The sediment cleanout area and
permanent pool volume have been revised as a result from comment #4. The
sediment cleanout area and permanent pool volume are 782 sf and 15,432 cf,
respectively. The supplement and calculations match these referenced values;
see attached revised supplement and calculations.
If you have any question please do not hesitate to contact me at 910-395-1655, or via email at
mlouahlin(&-urban-Itd.com.
Sincerely,
URBAN, LTD.
/,
Monica V. Loughlin, El
Project Manager
Page 2 of 2

Lewis,Linda
From:
Lewis, Linda
Sent:
Tuesday, April 24, 2012 1:10 PM
To:
Loughlin, Monica
Cc:
Russell, Janet
Subject:
CFCC Pond #5 SW8 990923 Mod.
Monica:
I've completed my Express review of this project, received on April 19, 2012, and have the following minor
comments:
1. The future BUA allocation of 102,790 sf was left off of the Pond 4 column. I have added it in. The total
BUA of 536,037 is unchanged.
2. As indicated on the application form, if existing BUA will be removed or replaced by new BUA (i.e.,
paved over), then it should be included as proposed. I have crossed out the 6230 sf of existing BUA
reported for Pond 5 and have added it to the proposed parking amount. The new parking amount is
21,370 sf.
3. Please check the reported surface area at elevation 28 in Pond 5.. You've reported it as 2,082 sf, but
this does not appear to be enough based on scaling the 28 contour on the plans. You report about
1500 sq. ft. (avg) at 28 just for the forebay, so there's got to be more than 582 sf in the split main ponds
at elevation 28.
4. I'm coming up with significantly less permanent pool volume than you do which may be more related to
the deficient surface area at 28 (as described above). It would be best to start your HydroCAD stage -
storage table at elevation 22.5 with those corresponding areas, incremental volumes and cumulative
volumes up to and including the bottom of the shelf and the permanent pool elevation. Your
approximation doesn't take into account the 10:1 slope of the shelf starting at elevation 28.0, so you are
getting a higher volume.
5. Some of the numbers reported on the supplement don't quite match up to the calculations, as detailed
below:
Supplement Calculations
Prov. Temp. Pool Volume 4283 4262
Sed. cleanout area, sf 57 28
Perm Pool Volume, cf 16092 16005
Please correct these minor problems (revised application, revised supplement, revised calcs) and resubmit
before Tuesday, May 1, 2012. These are minor issues, so there is no resubmittal fee.
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

STORMWATER CALCULATIONS
CFCC NORTH CAMPUS - CARPENTRY FACILITY
NEW HANOVER, NORTH CAROLINA
For
Cape Fear Community College
411 North Front Street
Wilmington, NC 28401
910-362-7004
%Jiiui
4 0'
3
fto o4�i�-1�Iz
k,w 0510 l
April, 2012
Prepared by:
URBAN, LTD.
108 North Kerr Avenue, Suite K-1
Wilmington, North Carolina 28405
[phone]
[phone] (Fax)
P�
RECEIVED
MAY 0 8 2012
BY:

DA 5 CFCC North Campus 5/2/2012
Carpentry Facility
58,776
Drainage Area (sq. ft.)
8,820
Buildings (sq. ft.)
15,140
Asphalt (sq. ft.)
2,650
Concrete (sq. ft.)
6;230
Ex. Asphalt (sq. ft.)
0 .
Offsite Impervious (sq. ft.)
Impervious Area
Land Use
sq. ft.
acres
Buildings Total
8,820
0.20
Asphalt Total
15,140
0.35
Concrete Total
2,650
0.06
Ex. Asphalt
6,2301
0.14
Offsite Total
0
0.00
Summary
sq. ft.
acres
Total Drainage Area =
Total Impervious Area =
Total Pervious Area =
Percent Impervious =
58,776
32,840
25,936
55.87%
1.35
0.75
0.60
State burrace Area Requirement at normal pool:
Pond side slopes = 3 :1
Ave. depth below PP = 3 ft.
SA/DA = 0.0644
Chart for 90% TSS Removal for Pond
Required SA = (SAIDA) x (Total Drainage Area)
= 3,785 sq. ft.
State Volume Requirement for Storage of first 1.5" runoff:
Vol. = 3630*Rd*(0.05+0.9*la)*A
4,062 cu.ft.
Pond Size:
Elevation
(ft.
Surface Area
sq. ft.)
Permanent Pool
28.50
5,207
Temporary Pool
29.15
7,120
Top of Bank
31.30
10,795
Sediment Storage Elev.
21.50
782
Total Provided Storage Volume:
Vol. _ [(PP SA + TP SA) 121 * (TP - PP elev)
4,262 cu. ft.
520-7 4 r7(ZO X (N.6-U-5)
Z
1

DA 5
Pond Volume:
CFCC North Campus
Carpentry Facility
Elev.
(ft)
Surf. Area
sq.ft.
Inc. Store
cu.ft.)
Cum. Store
(cu.ft.)
21.50
882
0
0
22.50
1,070
976
976
23.50
1,276
1,173
2,149
24.50:
1,580
1,428
3,577
25.50
2,117
1,849
5,426
26.50
2,756
2,437
7,862
27.50
3,659
3,208
11,070
28.00
4,292
1,988
13,057
[77i8.50,5,207
2,375
15,432
Sediment Storage SA = 782 sq. ft.
Permanent Pool SA = 5,207 sq. ft.
Vol. = [(PP SA+Sed.Sto. SA) / 2] x (PP el.-Sed.Sto. el.)
15,432 cu. ft.
Forebay:
Required Forebay Volume
Vol. = 20% of storage volume
3,086 cu. ft.
Elev.
(ft)
Surf. Area
(sq.ft.)
Inc. Store
(cu.ft.)
Cum. Store
cu.ft.
24.50
82
0
0
25.50
377
230
230
26.50
758
568
797
27.50
1,219
989
1,786
28.50
1,753
1,486
3,272
Hroviaea roreoay volume
Bottom Elevation = 24.50 ft. Bottom SA = 82 sq. ft.
Permanent Pool Elev = 28.50 ft. PP SA = 1,753 sq. ft.
Vol. = [(PP SA + Bottom SA) / 21 x (PP el. - Bottom el.)
3,272 cu. ft.
depth = 4.00 ft.
5/2/2012
2

DA 5 CFCC North Campus 5/2/2012
Drawdown: Carpentry Facility
Flow for 2-day drawdown:
for 1st 1.5" of stormwater,
Q = Required Vol. / 172,800 sec. (2-days)
= 0.024 cfs
Required Area of Pipe for 2-day drawdown:
A= Q I [Cd x SQRT(2 x g x h)]
Cd = 0.6
g = 32.2 ft./s2
h = (FP el.- NP el.) /3
= 0.216667 ft.
A = 0.0105 sq. ft.
Diameter of Pipe for 2-day drawdown:
DIA. = SQRT[(A x 4) / pi]
= 0.1156 ft.
1.39 in.
Use 1.00 in. orifice
3

Permanent Pool Average Depths CFCC North Campus
Carpentry Facility
Pond #
Volume o PermanentPoolArea
o Permanento0
dam
SAIDA
(�
(S�
1
15.432
5,207
3.0
0.0644
da„= average depth of permanent pool to use in the SA/DA tables (ft)
da„= Volume of Permanent Pool / Area of Permanent Pool
5/2/2012

CFCC Carpentry Type // 24-hr 2yr Rainfall=4.50"
Prepared by Urban, Ltd. Printed 5/2/2012
HydroCAD® 8.50 s/n 005389 © 2007 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment DA 5: Post Developed
Runoff = 7.44 cfs @ 11.96 hrs, Volume= 15,162 cf, Depth> 3.10"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Type II 24-hr 2yr Rainfall=4.50"
Area (sf) CN Description
32,840
98 Paved parking & roofs
25,936
74 >75% Grass cover, Good, HSG C
58,776
87 Weighted Average
25,936
Pervious Area
32,840
Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
5.0
Direct Entry,

CFCC Carpentry Type // 24-hr 2yr Rainfall=4.50"
Prepared by Urban, Ltd. Printed 5/2/2012
HydroCAD® 8.50 s/n 005389 © 2007 HydroCAD Software Solutions LLC Page 5
Summary for Pond P1: Pond 1
Inflow Area = 58,776 sf, 55.87% Impervious, Inflow Depth > 3.10" for 2yr event
Inflow = 7.44 cfs @ 11.96 hrs, Volume= 15,162 cf
Outflow = 1.36 cfs @ 12.12 hrs, Volume= 10,569 cf, Atten= 82%, Lag= 9.4 min
Primary = 1.36 cfs @ 12.12 hrs, Volume= 10,569 cf
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs
Peak Elev= 29.60' @ 12.12 hrs Surf.Area= 8,209 sf Storage= 7,766 cf
Plug -Flow detention time= 191.1 min calculated for 10,569 cf (70% of inflow)
Center -of -Mass det. time= 93.5 min ( 894.0 - 800.5 )
Volume Invert Avail.Storage Storage Description
#1 28.50' 23,734 cf Custom Stage Data (Prismatic) Listed below (Recalc)
#2 28.20' 177 cf 18.0"D x 50.00'L Horizontal Cylinder S= 0.00607 x 2
23,911 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
28.50 5,207 0 0
29.00 7,093 3,075 3,075
30.00 8,779 7,936 11,011
31.30 1b,795 12,723 23,734
Device Routing Invert Outlet Devices
#1 Primary 28.40' 15.0" x 47.4' long Culvert CMP, projecting, no headwall, Ke= 0.900
Outlet Invert= 28.20' S= 0.0042 T Cc= 0.900
n= 0.013 Concrete pipe, straight & clean
#2 Device 1 28.50' 1.0".Vert. Orifice/Grate C= 0.600
#3 Device 1 29.15' Custom Weir/Orifice, C= 2.62
Head (feet) 0.00 0.12 0.24 0.36 0.48 0.60 0.69
Width (feet) 1.44 1.41 1.34 1.23 1.06 0.78 0.00
#4 Primary 30.00' 6.0' long x 3.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 .4.00 4.50
Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68
2.72 2.81 2.92 2.97 3.07 3.32
Primary OutFlow Max=1.36 cfs @ 12.12 hrs HW=29.60' (Free Discharge)
T
Culvert (Passes 1.36 cfs of 3.21 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.03 cfs @ 4.95 fps)
3 Custom Weir/Orifice (Weir Controls 1.33 cfs @ 2.25 fps)
4--Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

CFCC Carpentry Type 11 24-hr 2yr Rainfall=4.50"
Prepared by Urban, Ltd. Printed 5/2/2012
HydroCAD® 8.50 s/n 005389 © 2007 HydroCAD Software Solutions LLC Page 6
Elevation
Storage
(feet)
(cubic -feet)
28.20
0
28.22
0
28.24
0
28.26
0
28.28
0
28.30
1
28.32
1
28.34
2
28.36
2
28.38
3
28.40
4
28.42
5
28.44
6
28.46
7
28.48
9
28.50
10
28.52
117
28.54
225
28.56
335
28.58
447
28.60
560
28.62
674
28.64
791
28.66
908
28.68
1,028
28.70
1,149
28.72
1,271
28.74
1,395
28.76
1,521
28.78
1,648
28.80
1,777
28.82
1,907
28.84
2,039
28.86
2,172
28.88
2,307
28.90
2,443
28.92
2,581
28.94
2,721
28.96
2,862
28.98
3,004
29.00
3,149
29.02
3,294
29.04
3,439
29.06
3,586
29.08
3,733
29.10
3,881
29.12
4,030
29.14
4,179
29.16
4,329
29.18
4,479
29.20
4,631
29.22
4,782
Stage -Area -Storage for Pond P1: Pond 1
Elevation
Storage
(feet)
(cubic -feet)
29.24
4,935
29.26
5,088
29.28
5,242
29.30
5,397
29.32
5,552
29.34
5,708
29.36
5,864
29.38
6,021
29.40
6,179
29.42
6,337
29.44
6,496
29.46
6,656
29.48
6,816
29.50
6,977
29.52
7,139
29.54
7,301
29.56
7,464
29.58
7,627
29.60
7,791
29.62
7,956
29.64
8,121
29.66
8,286
29.68
8,453
29.70
8,620
29.72
8,787
29.74
8,955
29.76
9,123
29.78
9,292
29.80
9,462
29.82
9,632
29.84
9,802
29.86
9,974
29.88
10,145
29.90
10,318
29.92
10,490
29.94
10,664
29.96
10,838
29.98
11,012
30.00
11,188
30.02
11,364
30.04
11,540
30.06
11,717
30.08
11,895
30.10
12,073
30.12
12,252
30.14
12,432
30.16
12,612
30.18
12,793
30.20
12,975
30.22
13,157
30.24
13,339
30.26
13,523
Elevation
Storage
(feet)
(cubic -feet)
30.28
13,707
30.30
13,891
30.32
14,076
30.34
14,262
30.36
14,449
30.38
14,636
30.40
14,823
30.42
15,012
30.44
15,201
30.46
15,390
30.48
15,580
30.50
15,771
30.52
15,962
30.54
16,154
30.56
16,347
30.58
16,540
30.60
16,734
30.62
16,929
30.64
17,124
30.66
17,320
30.68
17,516
30.70
17,713
30.72
17,911
30.74
18,109
30.76
18,308
30.78
18,507
30.80
18,707
30.82
18,908
30.84
19,109
30.86
19,311
30.88
19,514
30.90
19,717
30.92
19,921
30.94
20,125
30.96
20,330
30.98
20,536
31.00
20,742
31.02
20,949
31.04
21,157
31.06
21,365
31.08
21,573
31.10
21,783
31.12
21,993
31.14
22,203
31.16
22,415
31.18
22,627
31.20
22,839
31.22
23,052
31.24
23,266
31.26
23,480
31.28
23,695
31.30
23,911

-- 7
lw
17-
d-O

�a
STATE OF NORTH CAROLINA
COUNTY OF NEW HANOVER.
THE TRUSTEES OF CAPE FEAR
COMMUNITY COLLEGE, a Body
Politic,
Plaintiff,
W W PETERSON,
v
Defendant
IN THE GENERAL COURT OF JUSTICE
-; �• ^ _� �;; J SUPERIOR COURT DIVISION
J FILE NO 98-CVS-1580
!
FOR REGISTRATION REGISTER OF DEEDS
REBECCA T CHRISTIAN
NEW HANOVER COUNTY NC
2201 42 M2
1
BK 2894MPPGG 124-12B�FEE 1BB
INSTRUMENT 02W%OS570
}
FINAL JUDGMENT
}
THIS CAUSE coming on to be heard, and being heard, before the undersigned
Superior Court Judge presiding on the date set forth below, and it appearing to the Court that all
matters and things in controversy regarding this matter have been compromised and sailed, and
the parties hereto consent to the entry of this Judgment in accordance with C Oren Stat
§ 40A-54, and it appearing to the Court, based upon the consent of the parties, that just
compensation has now been paid for the land of the Defendant, W W Peterson. that has been
acquired in this action pursuant to the provisions of Chapter 40A of the North Carolina General
Statutes, and that the Plaintiff, the Trustees of Cape Fear Community College. a Body Politic, is
the fee simple owner and in possession of the property described on Exhibit "A" attached
hereto and incorporated herein by reference,
NOW, THEREFORE, with the consent of all parties hereto, it is ORDERED,
ADJUDGED, and DECREED
That the Plaintiff has paid just compensation to the Defendant,
W W Peterson, for the property that is the subject matter of this condemnation action and as is
more particularly described on Exhibit "A" attached hereto
That the Plaintiff, the Trustees of Cape Fear Community College, is the
fee simple owner and entitled to sole possession of that certain tract or parcel
on Exhibit "A" attached hereto and incorporated herein by reference Ctn.
o *f
R'VJ00" `
�U1Z
APR 1 9
_ x/fJIC/JIB/,
-�.

3 That each party shall pay its own costs and that the parties shall have and
recover nothing further from any other party in connection with the property described on
Exhibit "A "
4 That the Clerk of Superior Court, New Hanover County, shall certify a
Copy of this Judgment to the Register of Deeds of New Hanover County so that the same may
be recorded in the New Hanover County Registry The Register of Deeds for New Hanover
County shall record this Judgment and cross-index the same in the Grantor/Grantee indexes
This the , day of c..�'-^ , 2001
0
Superior Court Judge
WE CONSENT
i
Ryal �7v loeFortof
Ward and Smith, P A
University Corporate Center
127 Racine Drive
Post Office Box 7068
Wilmington, North Carolina 28406-7068
Telephone [phone]
Facsimile [phone]
Attorneys for Plamtiff
r, I
Mr David A Nash
Hogue, Hill, Jones, Nash & Lynch, L L P
101 South Third Street
Post Office Box 2178
Wilmington, NC 28402
Telephone [phone]
Facsimile [phone]
Attorneys for Defendant
APR 1 9 Z012

EXHIBIT A
DESCRIPTION OF AREA TAKEN
All that certain tract or parcel of land lying and being situate in Cape Fear Township, New
Hanover County, North Carolina and being more particularly described as follows
BEGINNING at an iron pipe in the Southern line of the Sidbury
Road (S R. #1336 - 60-foot right of way) at its intersection with the
center line of a Carolina Power and Light Company 240-foot
easement, said beginning point being located North 80 degrees 38
minutes East 1,0110 feet, as measured along the Southern line of
the Sidbury Road, from its intersection with the Eastern line of the
Blue Clay Road (60-foot right of way), said beginning point being
also the Northernmost corner of that tract conveyed to Richard
Bernhard Baran and wife by that deed recorded in the New
Hanover County Registry in Book 1211 at Page 1823, running
thence North 80 degrees 38 minutes 30 seconds East along said
nine of the Sidbury Road :310 16 feet to a right of way monument at
the point at which said right of way of the Sidbury Road widens,
thence South 9 degrees 29 minutes 30 seconds East 30 05 feet to a
right of way monument, thence North 84 degrees 4 minutes 30
seconds East along the Southern line of the Sidbury Road 50103
feet to a right of way monument, thence North 85 degrees 6
minutes 40 seconds East along the Southern line of the Sidbury
Road 444 27 feet to a right of way monument in the Western line
of the right of way of Interstate Highway #40; thence Southwardly
along the Western Iine of said right of way of Interstate Highway
#40, as it curves to the West, to a right of way monument which is
located South 7 degrees 54 minutes 30 seconds East 1,005 38 feet
from the last preceding point, thence continuing along the Western
right of way line of Interstate Highway #40. as it curves to the
West, to its intersection with the Southern line of that tract
conveyed to D B Seitter, Jr, by that deed recorded in said
Registry in Book 1140 at Page 887, the same being located South 4
degrees 25 minutes 45 seconds East 354 03 feet from the last
preceding point, thence North 69 degrees 21 minutes 30 seconds
West along the Southern line of said Seitter tract 1,382 56 feet to
an iron pipe at the Southernmost corner of said Baran tract, the
same being in the center line of said Carolina Power and Light
Company 240-foot easement, thence North 9 degrees 22 minutes
West, along the center line of said Carolina Power and Light
Company easement and also along the Eastern line of said Baran
APR 1 9 ZU1Z

tract, 760 98 feet to the Beginning, containing 30 54 acres, more or
less. The courses and distances set out herein are based upon a
survey of the property by G Douglas Jeffreys dated November 25,
1983 The above -described property was conveyed to
W W Peterson from D B Seater, Jr and wife, Patty S Seitter, by
deed recorded in Book 1240. at Page 878, New Hanover County
Registry, reference to which is hereby made Reference is also
made to that plat entitled "Map of Survey for Cape Fear
Community College" prepared by Sherwin D Cribb, Registered
Land Surveyor, dated June 8, 1998, and revised January 26, 1999,
the same having been filed in this civil action on November 17,
2000
SAVE AND EXCEPT that parcel of land conveyed by
W W Peterson to the Department of Transportation as set forth in
that deed dated March 16, 1998 and recorded in Book 2340, at
Page 213, New Hanover Country, reference to which is hereby
made for a more complete and accurate description of the property
excepted from the description of the property described above
Included with the above -described property are all buildings,
structures, permanent improvements or fixtures situated on or
affixed to the property, in fee simple absolute
Subject, however, to the easements to the Carolina Power and
Light Company, the same having been created by instruments
recorded in the New Hanover County Registry to Book 505 at
Page 431. Book 780 at Page 301, Book 869 at Page 93 and Book
1291 at Page 1053
APR 1 9 L012

REBECCA T CHRISTIAN
REGISTER OF DEEDS, NEW HANOVER
JUDICIAL BUILDING
316 PRINCESS STREET
WILMINGTON, NC 2 401
#!#t!t##t####t##t#t#!###!#l!#!!!#!!!k##�►##s#e=r�k!!#r#,Hr######!#!!###�nF##!!!!!�4ll�Fttr##e!t!#t!#tt!llrfr#iw#li.lr#t*##!#ttry#!
Filed For Registration. 03/08/2001 04.11:42 PM
Book` RE 2884 Page: i24-128
Document No.. 2001008570
JDGMT 5 PGS $12.00
Recorder: JACQUELINE NELSON
State of North Carolina, County of New Hanovi
REBECCA T. CHRISTIAN , REGISTER OF DEEI
*2001008570*
2001008570
APR 1 9 Z01Z

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
NORTH CAMPUS CARPENTRY/R.O.P.E.S. FACILITY
CASTLE HAYNE, NEW HANOVER COUNTY, NORTH CAROLINA
TM
�ZAx MRS,� -
PREPARED FOR:
MR. JONATHAN BEGUE
CAMP FEAR COMMUNITY COLLEGE
WILMINGTON CAMPUS
411 NORTH FRONT STREET
WILMINGTON, NORTH CAROLINA 28401-3910
ECS CAROLINAS, LLP PROJECT NO.: 22.16115
SEPTEMBER 3, 2010
APR 1 9 ZU1'L

RiTM
LLp E C S CAROLINAS, L L P "Setting the Standard for Service"
�_-A
CAROLINAS Geotechnical • Construction Materials • Environmental • Facilities
September 3, 2010
Mr. Jonathan Begue
Camp Fear Community College
Wilmington Campus
411 North Front Street
Wilmington, North Carolina 28401-3910
Re: Report of Subsurface Exploration and Geotechnical Engineering Evaluation
North Campus Carpentry/R.O.P.E.S. Facility
Castle Hayne, New Hanover County, North Carolina
ECS Project No.: 22.16115
Dear Mr. Begue:
As authorized by your acceptance of our proposal number 22:14127 dated August 25,
2010, ECS Carolinas, LLP has completed a subsurface exploration for the subject
project. This report presents the results of the field exploration and engineering
analysis, along with our recommendations for design of geotechnical related items.
We appreciate the opportunity to be of service to you during the design phase of this
project and look forward to our continued involvement during the construction phase. If
you have any questions concerning the information and recommendations presented in
this report, please contact us at [phone] for further assistance.
Respectfully submitted,
ECS CAROLINAS, LLP
Winslow E. Goins, P.E.
Project Engineer
North Carolina License No. 033751
Kris Stamm
Principal
APR 1 9 Z012
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 • T 910-686-9114 - F: 910-686-9666 - www.ecslimited.com
ECS Carolinas, LLP - ECS Florida, LLC • ECS Illinois, LLC - ECS Mid -Atlantic, LLC - ECS Southeast, LLC • ECS Texas, LLP

REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
NORTH CAMPUS CARPENTRY!R.O.P.E.S. FACILITY
CASTLE HAYNE, NEW HANOVER COUNTY, NORTH CAROLINA
PREPARED FOR:
MR. JONATHAN BEGUE
CAMP FEAR COMMUNITY COLLEGE
WILMINGTON CAMPUS
411 NORTH FRONT STREET
WILMINGTON, NORTH CAROLINA 28401-3910
PREPARED BY:
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON, NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO.: 22.16115
FIRM NO. F-1087
WINSLOW E. GOINS. P.E.
C A `� � s�i
s
r" .40
,IS10.033751
SEPTEMBER 3, 2010
APR 1 9 ZOIZ

TABLE OF CONTENTS
i.0 EXECUTIVE SUMMARY......................................................................................................
2.0 PROJECT OVERVIEW.........................................................................................................2
2.1 Project Information..........................................................................................................2
2.2 Scope of Work.................................................................................................................2
2.3 Purpose of Exploration....................................................................................................2
3.0 EXPLORATION PROCEDURES..........................................................................................3
3.1 Subsurface Exploration Procedures.................................................................................3
3.1.1 Cone Penetration Testing........................................................................................ 3
3.1.2 Hand Auger Borings and Infiltration Tests...............................................................3
4.0 EXPLORATION RESULTS ........................... :....................................................................... 4
4.1 Site Conditions................................................................................................................4
4.2 Regional Geology............................................................................................................4
4.3 Soil Conditions.................................................................................................................4
4.4 Groundwater Conditions..................................................................................................5
4.5 Seasonal High Water Level Results................................................................................5
5.0 ANALYSIS AND RECOMMENDATIONS..............................................................................6
5.1 Subgrade Preparation......................................................................................................6
5.2 Engineered Fill Placement...............................................................................................7
5.3 Foundation Design...........................................................................................................8
5.4 Floor Slab Design............................................................................................................9
5.5 .Site Drainage...................................................................................................................9
5.6 Construction Considerations............................................................................................9
6.0 CLOSING...........................................................................................................................11
APPENDICES
APPENDIX A- SITE MAP
APPENDIX B- CPT BORING LOGS
APPENDIX C- INFILTRATION TESTING FORM
APPENDIX D- GENERAL CONDITIONS
APR 1 9 Z01Z

Report of Subsurface Exploration and Geotechnical Engineering Analysis
North Campus Carpentry/R.O.P.E.S. Facility
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.16115
1.0 EXECUTIVE SUMMARY
T his repot'c contains the results of our subsurface exploration and geotechnical engineering
analysis for the proposed site located off of Sidbury Road opposite the existing Landscape
Gardening facility in Castle Hayne, New Hanover County, North Carolina. The site was relatively
level and there was light vegetation at the site.
ECS understands that two structures along with associated parking and driveways and an area for
constructing houses will be constructed at the proposed site. The Classroom building is a one-
story, approximately 1,900 square foot, stick built wood frame structure supported on a crawl
space foundation system. The Carpentry Lab building will be one-story, approximately 2,400
square foot, . pre -fabricated metal building supported on a turn -down slab foundation system.
Additional project information was not available at the time this report was prepared.
Approximately 4 inches of organic topsoil was reported by the drillers at the boring locations.
Beneath the surface to depths of 10 feet below current site grades, the test borings typically
encountered intermittent layers of soft to stiff silts and clays (ML, CL, CH) and loose to very
dense silty, slightly silty and clean sands (SM, SP-SM, SP). From depths of 10 feet to 15 feet,
the test borings typically encountered intermittent layers of very soft to stiff silts and clays (ML,
CL, CH).
In summary, the proposed structures can be supported on shallow foundations. For
foundations designed and constructed in accordance with the recommendations provided in this
report, a net allowable soil bearing pressure of 3,000 pounds per square foot (psf) is
recommended for use in proportioning shallow foundations. We request that we review our
foundation recommendations and make any necessary changes once structural loads and site
design grades are determined.
Specific information regarding the subsurface exploration procedures used, the site and
subsurface conditions at the time of our exploration, and our conclusions and recommendations
concerning the geotechnical design and construction aspects of the project are discussed in
detail in the subsequent sections of this report. Please note this Executive Summary is an
important part of this report and should be considered a "summary" only. The subsequent
sections of this report constitute our findings, conclusions, and recommendations in their
entirety.
Prepared By:
Winslow E. Goins, P.E.
Project Engineer
Reviewed By:
Walid M. Sobh, P.E.
Principal Engineer
APR 1 9 Z01Z

Report or Subsurface Exploration and Geotechnical Engineering Analysis
North Campus Carpentry/R.O.P.E.S. Facility
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.16115
2.0 PROJECT OVERVIEW
2.1 Project information
ECS' understanding of the project is based on discussions with representatives of Camp Fear
Community College and a site map provided to ECS by Camp Fear Community College. The
proposed site is located off of Sidbury Road opposite. the existing Landscape Gardening facility in
Castle Hayne, New Hanover County, North Carolina. The site was relatively level and there was
light vegetation at the site.
ECS understands that two structures along with associated parking and driveways and an area for
constructing houses will be constructed at the proposed site. The Classroom building is a one-
story, approximately 1,900 square foot, stick built wood frame structure supported on a crawl
space foundation system. The Carpentry Lab building will be one-story, approximately 2,400
square foot, pre -fabricated metal building supported on a tum-down slab foundation system.
Additional project information was not available at the time this report was prepared.
2.2 Scope of Work
The conclusions and recommendations contained in this report are based on the results of:
+ Four electronic cone penetration. test (CPT) borings,
• One hand auger boring and infiltration test,
• Engineering analyses of the field findings with respect to the provided project information.
2.3 Purposes of Exploration
The purpose of this exploration program was to determine the soil and groundwater conditions
at the site and to develop engineering recommendations to assist in the design and
construction of the proposed project. We accomplished these objectives by:
• Drilling test borings to explore the subsurface soil and groundwater conditions,
Analyzing the field data to develop appropriate geotechnical engineering design and
construction recommendations.
APR 1 9 ZUIZ
K

Report of Subsurface Exploration and Geotechnical Engineering Analysis
North Campus Carpentry/R.O.P.E.S. Facility
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.16115
3.0 EXPLORATION PROCEDURES
3.1 Subsurface Exploration Procedures
3.1.1 Cone Penetration Test Borings
Four electronic cone penetration test borings were performed during our field exploration. The
cone penetration test soundings were performed in general conformance with ASTM D 5778 by
our subcontractor. The soundings were performed with a track mounted rig.
The cone used in the sounding has a tip area of 10 Cm2 and a sleeve area of 150 cm2. The
CPT soundings recorded tip resistance and sleeve friction measurements to assist in
determining pertinent index and engineering properties of the site soils. The ratio of the sleeve
friction to tip resistance is then used to aid in assessing the soil types through which the tip is
advanced. The results of the CPT testing are presented in Appendix A.
3.1.2 Hand Auger Borings and Infiltration Tests
On August 27, 2010, one hand auger boring was performed on the site. The purpose of the
hand auger boring was to stratify the subsurface soils and estimate the seasonal high water
table of the subsurface soils. We evaluated the subsurface soil and ground water conditions by
drilling the hand auger borings to depths of approximately 48 inches below the existing ground
surface at the approximate location indicated on the Boring Location Plan in Appendix A of this
report. We visually classified the subsurface soils on site. At the hand auger location, one
infiltration test was performed at a depth of 10 inches below current grade. The results are
provided in Section 4.5 and in Appendix E.
In the hand auger boring, redoximorphic depletions and concentrations of iron, known as
"drainage mottles", are used as soil indicators to estimate the seasonal high water table. These
soil indicator features can form in a matter of days in ideal conditions and remain unchanged for
decades or more after the water table has changed.
APR 9 ZU1Z
3

Report of Subsurface Exploration and Geotechnical Engineering Analysis
North Campus Carpentry/R.O.P.E.S. Facility
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.16115
4.0 EXPLORATION RESULTS
4A Site Conditions
The proposed site is located off of Sidbury Road opposite the existing Landscape Gardening
facility in Castle Hayne, New Hanover County, North Carolina. The site was relatively level and
there was light vegetation at the site.
4.2 Regional Geolon
The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal
Plain is composed of seven terraces, each representing a former level of the Atlantic Ocean.
Soils in this area generally consist of sedimentary materials transported from other areas by the
ocean or rivers. These deposits vary in thickness from a thin veneer along the western edge of
the region to more than 10,000 feet near the coast. The sedimentary deposits of the Coastal
Plain rest upon consolidated rocks similar to those underlying the Piedmont and Mountain
Physiographic Provinces. in general, shallow unconfined groundwater movement within the
overlying soils is largely controlled by topographic gradients. Recharge occurs primarily by
infiltration along higher elevations and typically discharges into streams or other surface water
bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal
fluctuations in precipitation.
4.3 Soil Conditions
CPT Boring: Approximately 4 inches of organic topsoil was reported by the drillers at the boring
locations. Beneath the surface to depths of 10 feet below current site grades, the test borings
typically encountered intermittent layers of soft to stiff silts and clays (ML, CL, CH) and loose to
very dense silty, slightly silty and clean sands (SM, SP-SM, SP). The equivalent corrected
standard penetration test resistances (W-values) in these soils generally ranged from 4 to 71
blows per foot (bpf).
From depths of 10 feet to 15 feet, the test borings typically encountered intermittent layers of
very soft to stiff silts and clays (ML, CL, CH). The equivalent corrected standard penetration
test resistances (N*-values) in these soils generally ranged from 2 to 7 blows per foot (bpf).
The descriptions provided in this section are a general summary of the subsurface conditions
encountered within the CPT and direct push test borings. The Boring Records in Appendix B
contain detailed information recorded at each of the boring locations.
4

Report of Subsurface Exploration and Geotechnical Engineering Analysis
North Campus Carpentry/R.O.P.E.S. Facility
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.16115
4.4 Groundwater Conditions
Porewater pressure measurements were made during the drilling operations at the boring
location. The groundwater ranged from 4.5 to 4.8 feet below the existing grade.
The highest groundwater observations are normally encountered in the late winter and early
spring. Variations in the location of the long-term water table may occur as a result of changes
in precipitation, evaporation, surface water runoff, and other factors not immediately apparent at
the time of this exploration. if long term water levels are crucial to the development of this site,
it would be prudent to verify water levels with the use of perforated pipes or piezometers.
The relatively shallow groundwater conditions encountered within the boreholes are expected to
impact utility excavations. However, this will depend on final site design grades. Regardless,
the diversion of surface water should be expected in order to successfully complete site grading
activities.
4.5 Seasonal High Water Table and Infiltration Test Results
Based on observations in the hand auger boring, the seasonal high water level is estimated to
be at the surface at the locations tested. The results of the hand auger boring are summarized
below:
Location
SHWL
in
Ground Water
in
Infiltration Rate
in/hr
SHWT-1
18
36
0.51

Report of Subsurface Exploration and Geotechnical Engineering Analysis
North Campus Carpentry/R.O.P.E.S. Facility
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.16115
5.0 ANALYSIS AND RECOMMENDATIONS
The recommendations provided in this report are based upon our understanding of the
proposed construction, the information provided to us during this study and our past experience
with similar conditions. Should any of the information provided to us be changed prior to final
design, ECS should be notified to review these recommendations and make appropriate
revisions, if necessary.
5.1 Subgrade Preparation
The first step in preparing the site for the proposed construction should be to remove all
vegetation, rootmat, topsoil, deleterious materials, existing pavement, foundations, utilities, and
any other soft or unsuitable materials from the existing ground surface. These operations
should extend at least 10 feet, where possible, beyond the planned limits of the proposed
building and pavements.
After proper clearing, stripping, grubbing, and prior to fill placement, foundation, slab, or
pavement construction, the exposed subgrade soils should be carefully evaluated by an
experienced geotechnical engineer to identify any localized unstable -or otherwise unsuitable
materials. After evaluating the exposed soils, proofrolling using a smooth drum vibratory roller,
having an axle weight of at least 10 tons, is suggested to be used at this time to aid in
identifying localized soft or unsuitable material which should be removed. The vibratory
proofrolling will also help densify the upper exposed subgrade soils. During this process, it may
be necessary to allow groundwater brought to the surface during densification to recede prior to
continued densification or subsequent fill placement. Any soft or unsuitable materials identified
during proofrolling operations should be either repaired in -place or removed and replaced with
an approved backfill placed and compacted in accordance with recommendations of this report.
Site subgrade conditions will be significantly influenced by weather conditions. Subgrades that
are evaluated after periods of rainfall will not respond as well to proofrolling as subgrades that
are evaluated after periods of more favorable weather. We strongly recommend that rubber
tire equipment not be used if subgrade conditions exhibit elevated moisture conditions. The
contractor should use tracked equipment to minimize the degradation of marginally stable
subgrade.
The preparation of fill subgrades, as well as proposed building subgrades, should be observed
on a full-time basis by a representative of ECS. These observations should be performed by an
experienced geotechnical engineer, or his representative, to ensure that all unsuitable materials
have been removed and that the prepared subgrade is suitable for support of the proposed
construction and/or fills.
APR 1 9 ZU1Z

Report of Subsurface Exploration and Geotechnical Engineering Analysis
North Campus Carpentry/R.O.P.E.S. Facility
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.16115
5.2 Engineered Fill Placement
Following the removal of deleterious surface and subsurface materials, and after achieving a
stable subgrade, engineered fills can be placed and compacted to achieve the desired site
grades. All fill for support of the proposed construction and for backfill of utility lines within
expanded building and pavement limits should consist of an approved material, free of organic
matter and debris and cobbles greater than 3 inches, and have a Liquid Limit (LL) and Plasticity
Index (PI) less than 40 and 20, respectively. We also recommend that all fills within structural
areas have a standard Proctor (ASTM D 698) maximum dry density of at least 100 pounds per
cubic foot (pcf).
Unsuitable fill materials include topsoil, organic materials (OH, OL), and high plasticity clays
and silts (CH, MH). All such materials removed during grading operations should be either
stockpiled for later use in landscape fills, or placed in approved on or off -site disposal areas.
Existing soils containing significant amounts of organic matter will not be suitable for re -use as
engineered fill. As such, the organic content of the near surface cultivated soils should be
evaluated to determine if some of these soils will be suitable for re -use as engineered fill.
Natural fine-grained soils classified as clays or silts (CL, ML) with LL and PI greater than 40 and
20, respectively, should be evaluated by the geotechnical engineer at the time of construction to
determine their suitability for use as engineered fill.
Prior to the commencement of fill operations and/or utilization of any off -site borrow materials,
the contractor should provide representative samples of the proposed fill soils to. the
geotechnical engineer. The geotechnical engineer can determine the material's suitability for
use as an engineered fill and develop moisture -density relationships in accordance with . the
recommendations provided herein. Samples should be provided to the geotechnical engineer
at least 3 to 5 days prior to their use in the field to allow for the appropriate laboratory testing to
be performed.
Fill materials placed within the building and pavement areas should be placed in lifts not
exceeding 8 inches in loose lift thickness and moisture conditioned to within their working range
of optimum moisture content. The fills should then be compacted to a minimum of 95 percent
of the soil's standard Proctor (ASTM D 698) maximum dry density to within 12 inches below
finished subgrade. The upper 12 inches of fills placed beneath structural development should
be compacted to 98 percent of the soil's standard Proctor maximum dry density. The typical
working range of optimum moisture for the natural Coastal Plain soils at the site is expected to
be within approximately 3 percent of the optimum moisture content. Care should also be taken
to provide a smooth, gently sloping ground surface at the end of each days earthwork activities
to help reduce the potential for ponding and absorption of surface water.
Grade controls should also be maintained throughout the filling operations. All filling operations
should be observed on a full-time basis by a qualified representative of ECS to determine that
the required degrees of compaction are being achieved. We recommend that a minimum of
one compaction test per 2,000-square-foot area be performed for each lift of controlled fill. The
elevation and location of the tests should be clearly identified at the time of fill placement.
Areas which fail to achieve the required degree of compaction should be re -worked until the
specified degree of compaction is achieved., Failing test areas may require moisture
adjustments or other suitable remedial activities in order to achieve the required compaction.
7 ►rK 1 9 Z01Z

Report of Subsurface Exploration and Geotechnical Engineering Analysis
North Campus Carpentry/R.O.P.E.S. Facility
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.16115
Fill materials should not be placed on frozen, frost -heaved, and/or soils which have been
recently subjected to precipitation. All wet or frozen soils should be removed prior to the
continuation of site grading and fill placement. Borrow fill materials, if required, should not
contain excessively wet or frozen materials at the time of placement. Additionally, if grading
operations occur during the winter months, all frost -heaved soils should be removed prior to
placement of engineered fill, granular sub -base materials, foundation or slab concrete, and
asphalt pavement materials.
If problems are encountered during the site grading operations, or if the actual site conditions
differ from those encountered during our subsurface exploration, the geotechnical engineer
should be notified immediately.
5.3 Foundations Recommendations
Provided the subgrade preparation and earthwork operations are completed in strict
accordance with the recommendations of this report, the proposed construction can be
supported on conventional shallow foundations bearing on approved natural materials and/or
properly compacted fill. We recommend a net allowable design soil bearing pressure of 3,000
psf for proportioning continuous and isolated column footings. To reduce the possibility of
foundation bearing failure and excessive settlement due to local shear or "punching" failures,
we recommend that continuous footings have a minimum width of 18 inches and that isolated
column footings have a minimum lateral dimension of 30 inches. Furthermore, all footings
should bear at a depth to provide adequate frost cover protection. For this region, we
recommend the bearing elevation be a minimum depth of 12 inches below the finished exterior
grade. We request the opportunity to review our foundation recommendations. and make any
necessary changes once structural loads and site design grades are determined.
The net allowable soil bearing pressure refers to that pressure which may be transmitted to the
foundation bearing soils in excess of the final minimum surrounding overburden pressure. The
final footing elevation should be evaluated by ECS personnel to verify that the bearing soils are
capable of supporting the recommended net allowable bearing pressure and suitable for
foundation construction. These evaluations should include visual observations, hand rod
probing, and dynamic cone penetrometer (ASTM STP 399) testing, or other methods deemed
appropriate by the geotechnical engineer at the time of construction, in each column footing
excavation and at intervals not greater than 20 feet in continuous footing excavations.
The settlement of a structure is a function of the compressibility of the bearing materials,
bearing pressure, actual structural loads, fill depths, and the bearing elevation of footings with
respect to the final ground surface elevation. Estimates of settlement for foundations bearing
on engineered or non -engineered fills are strongly dependent on the quality of fill placed.
Factors which may affect the quality of fill include maximum loose lift thickness of the fills
placed and the amount of compactive effort placed on each lift. We expect that total
settlements for the proposed construction are expected to be in the range of 1 inch or less,
while the differential settlement will be approximately %2 of the anticipated total settlement. This
evaluation is based on our engineering experience and assumed structural loadings for this
type of structure, and is intended to aid the structural engineer with his design.
APR 1 9 z01z

Report of Subsurface Exploration and Geotechnical Engineering Analysis
North Campus Carpentry/R.O.P.E.S. Facility
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.16115
5.4 Floor Slab Desion
Provide a suitable subgrade will be prepared as recommended 'herein, ground level slabs can
be designed as slabs -on -grade. Our findings indicate that a modulus of subgrade reaction (ks)
of 150 pci is appropriate for design provided that upper 12 inches of the slab subgrade soils
have been uniformly compacted to at least 98 percent of their standard Proctor maximum dry
density.
We recommend that all slabs -on -grade be isolated from the foundations so that potential
differential settlement of the structure will not induce shear stresses in the floor slab. Also, to
minimize the crack width of any shrinkage cracks that.may develop near the surface of the slab,
wire mesh reinforcement may be included in the slab design. The mesh should be located in
the top third of the slab to be effective.
We also recommend that all slabs -on -grade be underlain by a minimum of 6 inches of open
graded aggregate to help prevent the capillary rise of subsurface moisture from adversely
affecting the slab. If open graded aggregate is not avaiia.bie, clean sand with less than 3
percent fines can be used provided the placement and compaction of the sand complies with
the above recommendations. If floor covering such as tile or carpet will be utilized for interior
finishes, a polyethylene vapor barrier may be used beneath the floor slab for moisture control
considerations.
5.5 Site Drainage
Positive drainage should be provided around the perimeter of the structure to minimize the
potential for moisture infiltration into the foundation and slab subgrade soils. We recommend
that landscaped areas adjacent to these structures be sloped away from the construction and
maintain a fall of at least 6 inches for the first 10 feet outward from the structures. The parking
lots, sidewalks, and any other paved areas should also be sloped to divert surface water away
from the proposed building.
The proper diversion of surface water during site grading and construction will help reduce the
potential for delays associated with periods of inclement weather. The proper diversion of
surface water is especially critical since portions of the site soils are expected to be moisture
sensitive. Rased upon our past experience, the use of "crowning„ large areas of exposed soils
should be useful to help divert surface water from the prepared subgrades.
5.6 Construction Considerations
It is imperative to maintain good site drainage during earthwork operations to help maintain the
integrity of the surface soils. The surface of the site should be kept properly graded to enhance
drainage of surface water away from the proposed construction areas during the earthwork
phase of this project. We recommend that surface drainage be diverted away from the
proposed building and pavements areas without significantly interrupting its flow. Other
practices would involve sealing the exposed soils daily with a smooth -drum roller at the end of
the day's work to reduce the potential for infiltration of surface water into the exposed soils.
APR 1 9 Z01Z

Report of Subsurface Exploration and Geotechnical Engineering Analysis
North Campus Carpentry/R.O.P.E.S. Facility
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.16115
The key to minimizing disturbance problems with the soils is to have proper control of the
earthwork operations. Specifically, it should be the earthwork contractor's responsibility to
maintain the site soils within a workable moisture content range to obtain the required in -place
density and maintain a stable subgrade. Scarifying and drying operations should be included in
the contractor's price and not be considered an extra to the contract. In addition, construction
equipment cannot be permitted to randomly run across the site, especially once the desired
final grades have been established. Construction equipment should be limited to designated
lanes and areas, especially during wet periods to minimize disturbance of the site subgrades. It
will likely be necessary to utilize tracked equipment during grading operations particularly if the
subgrade soils exhibit elevated moisture conditions.
10 E�,NIt 9 ZO1Z

Report of Subsurface Exploration and Geotechnical Engineering Analysis
North Campus Carpentry/R.O.P.E.S. Facility
Wilmington, New Hanover County, North Carolina
ECS Project No.: 22.16115
6.0 CLOSING
Our geotechnical evaluation of the site has been based on our understanding of the site, the
project information provided to us, and the data obtained during our exploration. The general
subsurface conditions utilized in our evaluations have been based on interpolation of
subsurface data between the borings. If the project information provided to us is changed,
please contact us so that our recommendations can be reviewed and appropriate revisions
provided, if necessary. The discovery of any site or subsurface conditions during construction
which deviate from the data outlined in this exploration should be reported to us for our
evaluation. The assessment of site environmental conditions for the presence of pollutants in
the soil and groundwater of the site was beyond the scope of this geotechnical exploration.
11 APR 1 9 Z01Z

APPENDICES
APR 1 9 zuiz

APPENDIX A
SITE MAP
APR 1 9 ZOIZ

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APR 1 9 2012
ENGINEER I SCALE
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WE& 22.16115
R.O.P.E.S. Facility REVISIONS I SHEET
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s8 1 Wilmington, North Carolina
FOR -%M%1zCE

APPENDIX B
CPT BORING LOG
APR 1 9 2012

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APR 1 9ZOiZ

APPENDIX C
INFILTRATION TESTING FORM
APR 1 9 ZU1Z

Infiltration Testing Form
Cape Fear Community College
Wilmington, New Hanover County; North Carolina
ECS Project No. 22.1 61 15
August 27, 2010
Location Depth Soil Description
1 0-12" Dark gray silty SAND
12"-48" White/gray/orange fine SAND w/silt
Seasonal High Water Table was estimated to be at 18 inches below the
existing grade elevation.
Infiltration Rate: 0.51 inches per hour
Test was conducted at 10 inches below existing grade elevation
Groundwater was encountered at 36 inches below the existing grade
elevation.
AFR 1 9 ZOIZ

APPENDIX D
GENERAL CONDITIONS
APR 1 9 207

General Conditions
The analysis, conclusions, and recommendations submitted in this report are based on the
investigation previously outlined and the data collected at the points shown on the attached
location plan. This report does not reflect specific variations that may occur between test
locations. The borings were located where site conditions permitted and where it is believed
representative conditions occur, but the full nature and extent of variations between borings and
of subsurface conditions not encountered by any boring may not become evident until the
course of construction. If variations become evident at any time before or during the course of
construction, it will be necessary to make a re-evaluation of the conclusions and
recommendations of this report and further exploration, observation, and/or testing may be
required.
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices and makes no other warranties, either expressed or implied, as to the
professional advice under the terms of our agreement and included in this report. The
recommendations contained herein are made with the understanding that the contract
documents between the owner and foundation or earthwork contractor or between the owner
and the general contractor and the caisson, foundation, excavating and earthwork
subcontractors, if any, shall require that the contractor certify that all work in connection with
foundations, piles, caissons, compacted fills and other elements of the foundation or other
support components are in place at the locations, with proper dimensions and plumb, as shown
on the plans and specifications for the project.
Further, it is understood the contract documents will specify that the contractor will; upon
becoming aware of apparent or latent subsurface conditions differing from those disclosed by
the original soil investigation work, promptly notify the owner, both verbally to permit immediate
verification of the change, and in writing, as to the nature and extent of the differing conditions
and that no claim by the contractor for any conditions differing from those anticipated in the
plans. and specifications and disclosed by the soil studies will be allowed under the contract
unless the contractor has so notified the owner both verbally and in writing, as required above,
of such changed conditions. The owner will, in turn, promptly notify this firm of the existence of
such unanticipated conditions and will authorize such further investigation as may be required
to properly evaluate these conditions.
Farther, it is understood that any specific recommendations made in this report as to on -site
construction reviEfw by this firm will be authorized and funds and facilities for such review will be
provided at the times recommended if we are to be held responsible for the design
recommendations.
APR 1 9 ZGIZ

STORMWATER NARRATIVE
CFCC NORTH CAMPUS - CARPENTRY FACILITY
NEW HANOVER, NORTH CAROLINA
For
Cape Fear Community College
411 North Front Street
Wilmington, NC 28401
910-362-7004
CA/to
10
April, 2012
Prepared by:
URBAN, LTD.
108 North Kerr Avenue, Suite K-1
Wilmington, North Carolina 28405
[phone]
[phone] (Fax)
APR 1 9 Z01Z

STORMWATER NARRATIVE
SITE DESCRIPTION:
The total tract (Parcel R01800-004-001-003) area is 29.76 acres and is one of the eight
(8) parcels comprised of the Cape Fear Community College (CFCC) North Campus
property. It is located off Sidbury Road in Castle Hayne, New Hanover County, North
Carolina. The site is bounded by Sidbury Road to the north; 1-40 to the east; and
institutional and vacant uses to the south and west. The site is located in a special 100-
year flood hazard area. The site is nearly level sandy, poorly drained soils. The site has
13.13 acres of wetlands. A jurisdictional determination has been completed by the
USACOE.
PROJECT DESCRIPTION:
The proposed project will consist of an existing asphalt parking and access area, clearing,
grading, the construction of two (2) buildings, asphalt and gravel parking and access,
closed conduit storm water collection system, wet detention basin, sanitary sewer force
main and lift station (by others) and well (by others). The disturbed area is approximately
2.90 acres.
STORMWATER MANAGEMENT MEASURES:
The project drainage area is 1.35 acres and the total amount of impervious area is
55.87%. The site is proposed as high density and the primary stormwater measure is a
wet detention basin. The stormwater will be conveyed via overland sheet flow and a
closed conduit system to the wet detention basin.
The wet detention basin is adequately engineered to control and treat the stormwater
runoff from all impervious surfaces generated by 1 Y2" of rainfall. This volume will draw
down within 2-5 days. The wet detention basin also detains the 2-, 10-, and 25-year
rain event at or below the pre -developed discharge rate.
The project drains to the Cape Fear River Basin through an unnamed tributary to Prince
George Creek which has a C;Sw classification and stream index no. i8-74-53. There is
no direct discharge from impervious surfaces to a watercourse.
APR 1 9 "1012

.� PLANNERS
RED+ M APR 1 2 012 ENGINEERS
urban, ���JJJ ARCHITECTS
LANDSCAPE
0.`T LAND
SURVEYORS
TO: I" r/Y°' DATE:
Lo L(LOA
JOB #:
16- S
w t I + V)jfe j , f ft 1(_ z �k PRINT TICKET #:
ATTN:
❑ ORIGINALS
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❑ COLOR PRINTS
RE: (�L 1�&�.ILIL S
l
TRANSMITTED HEREWITH: C. � f—OLU 4 If ' l
❑ PHOTOCOPIES ❑ CD 9BLACKLINE PRINTS
❑ COMPUTATIONS ❑ INVOICE ❑ MYLAR PRINTS
❑ SITE NOTICES ❑ OTHER
QUANTITY
DRAWING NO.
DATE
DESCRIPTION
2.
C2 P— o
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or
FOR: SUBMISSION
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PLEASE: ❑ RETURN
COMMENTS:
RECEIVED
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Urban, Ltd. 108 N. KerPenue, Suite K 1, Wilmington, North Carolina 28405 PH 910.395.1655 WWW.urban-ltd.com
Annandale, VA Chantilly, VA Wilmington, NC Winchester, VA

PLANNERS
ENGINEERS
- urban,
LANDSCAPE
ARCHITECTS
p 2
LAND
ISURVEYORS
TO: �►y® DATE: 64-11 q So 12
JOB #: 16
A PRINT TICKET #:
ATTN: 11i(�GI+ RE' dV`I '' ` S
TRANSMITTED HEREWITH: r 6iCi 41
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❑ SPECIFICATIONS ❑ COMPUTATIONS ❑ INVOICE ❑ MYLAR PRINTS
❑ COLOR PRINTS ❑ SITE NOTICES V OTHER
QUANTITY
DRAWING NO.
DATE
DESCRIPTION
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PLEASE: ❑ RETURN
COMMENTS:
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❑ RESUBMISSION ❑ INSERTS
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❑ OTHER
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❑ OTHER
APR 1 9 Z01Z
Urban, Ltd. 108 N. Kerr Avenue, Suite K 1, Wilmington, North Carolina 28405 PH 910.395.1655 www.urban-ltd.com
Annandale, VA Chantilly, VA Wilmington, NC Winchester, VA

TO:
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JOB #: � o —05
PRINT TICKET #: 9 4'71"o
IOU� l w� f�� t� L 294 �
PLANNERS
ENGINEERS
LANDSCAPE
ARCHITECTS
LAND
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ATTN: ` Q RE: � jU�jY- k5
1 -�
TRANSMITTED HEREWITH:
❑ ORIGINALS ❑ PHOTOCOPIES ❑ CD BLACKLINE PRINTS
❑ SPECIFICATIONS ❑ COMPUTATIONS ❑ INVOICE ❑ MYLAR PRINTS
❑ COLOR PRINTS ❑ SITE NOTICES y OTHER
QUANTITY
DRAWING NO.
DATE
DESCRIPTION
2-
sP- I
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FOR:
SUBMISSION
❑ RESUBMISSION ❑
INSERTS ❑ APPROVAL/SIGNATURE
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APR 1 9 Z012
RECEIVED BY.6
Urban, Ltd. 108 N. Kerr Avenue, Suite K 1, Wilmington, North Carolina 28405 PH 910.395.1655 www.urban-ltd.com
Annandale, VA Chantilly, VA Wilmington, NC Winchester, VA

STATE OF NORTH CAROLINA
Department of Environment and Natural Resources
WIRO.Regional Office
FILE ACCESS RECORD! i p
SECTION SWP ggUq Q DATE/TIME
NAME _4Z1L !�\ REPRESENTING
Guidelines for Access: The staff of the Regional Office is.dedicated to making public recordsin our
custody readily available to the public for review and copying. We also have the responsibility to the public
to safeguard these records and to carry out our day-to-day program obligations. Please. read carefully the
following before signing the form.
I. Due, to the large public demand.for file a�ccesti, we request th.at yo4rcall-at least a day in
advance to schedule an appointment for file review so you- can be accommodated.
Appointments are scheduled between 9:00 a.m. and 3:00 P.m. Viewing time ends at 4 45
p.m. Anyone arriving without an appointment may view the files to the extent that time and
staff supervision are available.
2. You must specify files you want to review by facility name or incident number, as
appropriate. The number of files that you may review at one appointment will be limited to
five.
-3. - You may make copies of a file when the copier is not in use by the staff and if time permits.
There is no charge for 25 or less copies cost oer copy after the initial 25 is 2.5 per copy,
Payment is to be made by check, money order, or cash in the administrative offices.
4. Files must be kept in the order you received them. Files may not be taken from the office.
No briefcases, large totes, etcare permitted in the file review area To remove, alter;
deface, mutilate, or destroy material in public files is a misdemeanor for which you can be
fined up to $500.00..
5. in accordance with GS 25-3-512, a $25.00 processing fee will be charged and collected for
checks on which payment has been refused.
6. The customer must present a photo ID, sign -in, and receive a visitor sticker'prior to
reviewing files.
FACILITY NAME COUNTY
1.tn 3 6QUal�c
2.
3.
4.
5.
5
Signature/Name of Firm or Business Date Time In Time Out
(Please attach business card to form if available)
Copos�- Amt. Rd:

ARA
North Carolina Department of Environment and
Natural Resources
NCDENR Request for Express Permit Review
Sco?e.'
For DENR Use ONLY
Reviewer. .ice L— 41!+
Submit: 4 20
Time:
1\,
Confirm
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site Plan (PDF rile) and vicinity map (same items expected in the analication Package
of the prmjov. location. Plena include this form in the application package.
• Asheville Region Anson Davidson 828-2964698;alison.davidsonglncdenro2v
• Fayetteville or Raleigh Region -David Lee 919-7914203, david lee®ncdenr
clov
• Mooresville & -Patrick Grogan 704-663-3772 or Patrick arogandbIncdenr
aov
• Washington Region -Lyn Hardison 252-946-9215 or Itm.hardison®Acdenraov
• Wilmington Region -Janet Russell 910-350-2004 or tenet russ91MIncdenr
aov
NOTE. Project application received after 12 noon will be stamped in the following work day.
Permits of reauest
SW
SW
SW
SW
SW
06e,prc-,
Project Name: CFCC NORTH CAMPUS CARPENTRY FACILITY County: NEW HANOVER
Applicant: KEN PEARCE Company: CAPE FEAR COMMUNITY COLLEGE
Address: 411 NORTH FRONT STREET City: WILMINGTON. State: NQ Zip: 28401-_
Phone: [phone]�5`i Fax: [phone], Email: [e-mail]
Physical Location:5000 SIDBURY ROAD
Project Drains into UT PRINCE GEORGE CREEK waters - Water classification C SW (for classification see-
httD:/lh2o.enr.state.nc.uslbims/reoortslrenortsW6 html)
Project Located in CAPE FEAR River Basin. Is project draining to class ORIN waters? N , within % mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: MONICA LOUGHLIN Company: URBAN, LTD.
Address:108 NORTH KERR AVENUE SUITE K-1 City: WILMINGTON, State: NC Zip: 28405-_
Phone: M-L95--1655 Fax: 9,-*39LI4�51, Email: mlouahlin@y-rkn—lid.com
SECTION ONE: REQUESTING A SCOPING MEETING ONLY APR 0 7 2011
9� Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM IS) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TO1
❑ IntermittentlPerennial Determination: _ # of stream calls - Please attach TOPO mat
❑ 401 Water Quality Certification ❑ Isolated Wetland L
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ I
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt R
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑
® High Density -Detention Pond 1 # Treatment Systems ❑ High Density-Infiltrai
❑ High Density -Blo-Retention _ # Treatment Systems ❑ High Density -SW A
❑ High Density -Other _ # Treatment Systems / ❑ MOD: El Major ❑ Minor ❑ Pla
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts
❑ Upland Development ❑ Marina Developmen
® Land Quality ® Erosion and Sedimentation Control Plan with _ acres to b
SECTION THREE -.PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJEC
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
Received from US ACOE ® Yes ❑ No
For DENR use
Fee Split for mulGDie Dermits: (Check # 1
GFGL
Norm
Buffer Impact;
Isolated wetia
404 Application in Process w/ US ACOE
.-0
00roNpAks
: ❑ Yes ❑ No Permit -
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Ma); ❑ Min)
$
SW ( HD, LD, ❑ Gen)
$
401:
1
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

STORMWATER NARRATIVE
SITE DESCRIPTION:
The total tract (Parcel R01800-004-001-003) area is 29.76 acres and is one of the eight (8)
parcels comprised of the Cape Fear Community College (CFCC) North Campus property.
It is located off Sidbury Road in Castle Hayne, New Hanover County, North Carolina. The
site is bounded by Sidbury Road to the north; 1-40 to the east; and institutional and vacant
uses to the south and. west. The site is located in a special 100-year flood hazard area.
The site is nearly level sandy, poorly drained soils. The site has 13.13 acres of wetlands.
A jurisdictional determination has been completed by the USACOE.
PROJECT DESCRIPTION:
The project is located on the high density CFCC North Campus property already permitted
under SW8 990923. The existing referenced permit will be modified to add a separate high
density stormwater treatment device. The proposed project will consist of an existing
asphalt parking and access area, clearing, grading, the construction of two (2) buildings,
asphalt and gravel parking and access, closed conduit storm water collection system, wet
detention basin, sanitary sewer septic system (by others) and well (by others). The
disturbed area is approximately acres.
STORMWATER MANAGEMENT MEASURES:
The project drainage area is 1.6 acres and the total amount of impervious area is
47.12%. The site is proposed as high density and the primary stormwater measure is a
wet detention basin. The stormwater will be conveyed via overland sheet flow and a
closed conduit system to the wet detention basin.
The wet detention basin is adequately engineered to control and treat the stormwater
runoff from all impervious surfaces generated by 1 W of rainfall. This volume will draw
down within 2-5 days. The wet detention basin also detains the 2-, 10-, and 25-year
rain event at or below the pre -developed discharge rate.
The project drains to the Cape Fear River Basin through an unnamed tributary to Prince
George Creek which has a C;Sw classification and stream index no. 18-74-53. There is
no direct discharge from impervious surfaces to a watercourse.

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APR 0 7 Z011

Russell, Janet
From: Loughlin, Monica [[e-mail]]
Sent: Thursday, April 07, 2011 3:04 PM
To: Russell, Janet
Subject: CFCC North Campus - Carpentry Facility
Attachments: Express Request Form.pdf; SW Narrative.pdf: Vicinity Map.pdf
Good Afternoon Janet —
I would like to schedule a pre application meeting for express review of stormwater and erosion control on the subject
project (request, narrative, vicinity map attached). You will note that the disturbed area is blank at this time. We are
waiting for the septic and well consultant to give us there final design so that we can include this area in the limits of
disturbance, but we wanted to get the ball rolling with a meeting date. People tend to schedule last minute meetings for
Ken Pearce, our client, so let me know a day and time at your earliest convenience: A few available dates as this moment
are below. Thank you.
Thursday, April 14th
8:00 —11:00 and 2:00 — 4:00
Friday, April 15t"
any time
Monday, April 18th
any time
Tuesday, April 19th
1:00 — 4:00
Wednesday, April 201h
8:00 — 2:00
Thursday, April 21 Bt
1:00 — 4:00
Monica V. Loughlin, EI
Project Manager
I - Nob
Urban, Ltd.
108 North Herr Avenue; Suite S-1
Wilmington, NC 28408
Tel: [phone] ext. 227
Toll Free: 866.642.8040
Fax: [phone]
Email: mlouahHn(cDurban-ltd com
Web: www.urban-ltd.com

STATE OF NORTH CAROLINA
Department of Environment and Natural Resources
WIRO Regional Office
FILE ACCESS RECORD
SECTION SWP DATE/TIME
NAME �� �/� <<ty�� REPRESENTING �C� `` �/C'�' 29
Guidelines for Access: The staff of the Regional Office is dedicated to making public records in our
custody readily available to the public for review and copying. We also have the responsibility to the public
to safeguard these records and, to carry out our day-to-day program obligations. Please read carefully the
following before signing the form.
1. Due to the large public demand for file access, we request that you call at least a day in
advance to schedule an appointment for file review so you can be accommodated.
Appointments are scheduled between 9:00 a.m. and 3:00 p.m. Viewing time ends at 4:45
p.m. Anyone arriving without an appointment may view the files to the extent that time and
staff supervision are available.
2.. You must specify files you want to review by facility name or incident number, as
appropriate. The number of files that you may review at one appointment will be limited to
five. .
3. You may make copies of a file when the copier is not in use by the staff and if time permits.
There is no charge for 25 or less copies • cost per copy after the initial 25 is 2.5 per copy.
Payment is to be made by check, money order, or cash in the administrative offices.
4. Files must be kept in the order you received them. Files may not be taken from the office.
No briefcases, large totes, etc. are permitted in the file review area To remove, alter,
deface, mutilate, or destroy material in public files is a misdemeanor for which you can be
fined up to $500.00.
5. In accordance with GS 25-3-512, a $25.00 processing fee will be charged and collected for
checks on which payment has been refused.
6. The -customer must present a photo ID, sign -in, and receive a visitor sticker prior to
reviewing files.
FACILITY NAME
2.
3.
4.
5.
16 it
wig re/Name of Firm or Business Date
(Please attach business card to form if available)
# Copes: Amt. Pd:
COUNTY
/?•C/0- /: /P
Time In Time Out

STATE OF NORTH CAROLINA
Department of Environment and Natural Resources
WIRO Regional Office
/�..
FILE ACCESS RECORD
SECTION SWP DATE/TIME /'////�
NAME �d,,e-4e REPRESENTING G ��
Guidelines for Access: The staff of the Regional Office is dedicated to making public records in our
custody readily available to the public for review and copying. We also have the responsibility to the public
to safeguard these records and to carry out our day-to-day program obligations. Please read carefully the
following before signing the form.
1. Due to the large public demand for file access, we request that you calf at least a day in
advance to schedule an appointment for file review so you can be accommodated.
Appointments are scheduled between 9:00 a.m. and 3:00 p .m Viewing time ends at 4:45
p.m. Anyone arriving without an appointment may view the files to the extent that time and
staff supervision are available.
2. You must specify files you want to review by facility name or incident number, as
appropriate. The number of files that you may review at ore appointment will be limited to
five. .
3. You may make copies of a file when the copier is not in use by the staff and if time permits.
Payment is to be made by check, money order, or cash in the administrative offices.
4. Files must be kept in the order you received them. Files may not be taken from the office.
No briefcases, large totes, etc. are permitted in the file review area To remove, alter,
deface, mutilate, or destroy material in public files is a misdemeanor for which you can be
fined up to $500.00.
5. In accordance with GS 25-3-512, a $25.00 processing fee will be charged and collected for
checks on which payment has been refused.
6. The -customer must present a photo ID, sign -in, and receive a visitor sticker prior to
reviewing files.
FACILITY NAME
f --
2.
4.
5,
Signature ame of Firm or B s ss Date
(Please attach business card to form if available)
t yam,
# Copes: Amt. Pd:
COUNTY
�: ¢:• L
Time In Time Out

STATE OF NORTH CAROLINA
Department of Environment and Natural Resources
WIRO Regional Office
FILE ACCESS RECORD
SECTION SWP DATE/TIME
NAME A/ ,/ et 49`�%� << ^J REPRESENTING
5-;�-ll5'. e-�x-/ -­P ---77
Guidelines for Access: The staff of the Regional Office is dedicated to making public records in our
custody readily available to the public for review and copying. We also have the responsibility to the public
to safeguard these records and to carry out our day-to-day program obligations. Please read carefully the
following before signing the form.
1. Due to the large public demand for file access, we request that you call at least a day in
advance to schedule an appointment for file review so you can be accommodated.
Appointments are scheduled between 9:00 a.m. and 3:00 p.m. Viewing time ends at 4:45
p.m. Anyone arriving without an appointment may view the files to the extent that time and
staff supervision are available.
2.. You must specify files you. want to review by facility name or incident number, as
appropriate. The number of files that you may review at one appointment will be limited to
five. +
3. You may make copies of a file when the copier i.s not in'use by the staff and if time permits.
There is no charge for 25 or less copies.: cost per copy after the initial 25 is 2.5 per copy.
Payment is to be made by check, money order, or cash in the administrative offices.
4. Files must be kept in the order you received them. Files may not be taken from the office.
No briefcases, large totes, etc. are permitted in the file review area., To remove,'alter,.
deface, mutilate, or destroy material in public files is a misdemeanor for which you can be
fined up to $500.00.'
5. In accordance with GS 25-3-512, a $25.00 processing fee will be charged and collected for
checks on which payment has been refused.
6. The customer must present a photo ID, sign -in, and receive a visitor sticker prior to
reviewing files.
FACILITY NAME
1.
2.
3.
5.
Jlw 0'Z tcf
Signature/Name of Fi or Business Date Time In
(Please attach business card to form if available)
# Copes: �� Amt. Pd: 0
COUNTY
Time Out

For DENR Use ONLY
Reviewer:
North Carolina Department of Environment and submit:
Natural Resources
NCDENR Request for Express Permit Review 'rime:
Confirm:
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan (PDF file) and vicinity map (same items expected in the application package
of the project location. Please include Mis 11br ,, in the application package.
• Asheville Region Alison Davidson 828-296-4698;alison.davidsonflIncdenr aov
• Fayetteville or Raleigh Region -David Lee 919-7914203, david.leeftcdenr aov
• Mooresville & -Patrick Grogan 704-663-3772 or patri korooan(OAcdenr pov
• Washington Region -Lyn Hardison 252 946-9215 or Iyn.hardisoniftedenr aov
• Wilmington Region -Janet Russell 910-350-2004 orianetrussell®Acdenr aov
NOTE: Project application received after 12 noon will be stamped in the following work day.
Project Name: CFCC NORTH CAMPUS CARPENTRY FACILITY County: NEW HANOVER
Applicant: KEN PEARCE Company: CAPE FEAR COMMUNITY COLLEGE
Address: 411 NORTH FRONT STREET City: WILMINGTON, State: NC Zip: 28401-_
Phone: [phone]�04 Fax: _ _ Email: koearce dec.edu
Physical Location:5000 SIDBURY ROAD
Permits of request
SW
SW
SW
SW
SW
Project Drains into UT PRINCE GEORGE CREEK waters — Water classification QSW (for classification see-
hftR://b2o.enr.state.nc.us/bimstreportsireportsWB.htmI
Project Looted in CAPE FEAR River Basin. Is project draining to class ORW waters? N , within % mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? N
Engineer/Consultant: MONICA LOUGHLIN Company: URBAN, LTD. RECEIVED
Address:108 NORTH KERR AVENUE, SUITE K-1 City: WILMINGTON, State: NC zip: 28405-
U5_ FEB 0 2 2011
Phone: 910-395- , Fax: ` -1451, Email: mlouchiin�urban-itd.com
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
BY:
® Scoping Meeting ONLY ® DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ IntermittenUPerennial Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (___linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
6a State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
® Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ❑ High Density -Infiltration _ #Treatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ❑ High Density —SW Wetlands _ # Treatment Systems
El High Density -Other _ # ,Treatment Systems ; ❑ MOD:❑ Major ❑ Minor ❑ Plan Revision ❑ Redev. Exclusion SW (Provide permit #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK # (for DENR use))
SECTION THREE — PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both scopin4 and express meeting request)
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ❑ Yes ❑ No
US ACOE Approval of Delineation completed: ❑ Yes ❑ No
Received from US ACOE ❑ Yes ❑ No
Buffer Impacts: ❑ No ❑ YES: —acre(s)
Isolated wetland on Property ❑ Yes ❑ No
404 Application in Process w/ US ACOE: ❑ Yes ❑ No Permit
For DENR use only
Fee Split for multiple permits: (Check # f
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW (El HD, ❑ LD, Gen)
$
407:
$
LQS
$
Stream Deter_
$
NCDENR EXPRESS March 2009

PCL XL error
Subsystem: KERNEL
Error: IllegalOperatorSequence
Operator: SetNeutralAxis
Position
STORMWATER NARRATIVE
THE SITE HAS WOODLANDS WITH AN ASPHALT PARKING AND ACCESS AREA. THE SITE IS
BOUNDED BY SIDBURY ROAD TO THE NORTH; 1-40 TO THE EAST; AND INSTITUTIONAL AND
VACANT USES TO THE SOUTH AND WEST. THE SITE IS LOCATED IN A SPECIAL 100-YEAR
FLOOD HAZARD AREA. THE SITE IS NEARLY LEVEL SANDY SOILS WITH POORLY DRAINED SOILS.
THE PROJECT IS NEW DEVELOPMENT CONSISTING OF CLEARING, GRADING AND THE
CONSTRUCTION OF A TWO (2) BUILDINGS, ASPHALT AND GRAVEL PARKING AND ACCESS, AND
A STORM WATER MANAGEMENT SYSTEM. THE DISTURBED AREA IS APPROXIMATELY 1.3 ACRES.
THE PROJECT DRAINS TO THE CAPE FEAR RIVER BASIN THROUGH AN UNNAMED TRIBUTARY TO
PRINCE GEORGE CREEK WHICH HAS A C; Sw CLASSIFICATION AND STREAM INDEX NO.
18-74-53. THERE IS NO DIRECT DISCHARGE FROM IMPERVIOUS SURFACES TO A
WATERCOURSE.

i
� � Sr�y.1338
;Ywa^ ^!�
RECEIVED
FEB 0 '2 2011
BY:

STORMWATER NARRATIVE
THE SITE HAS WOODLANDS WITH AN ASPHALT PARKING AND ACCESS AREA. THE SITE IS
BOUNDED BY SIDBURY ROAD TO THE NORTH; 1-40 TO THE EAST, AND INSTITUTIONAL AND
VACANT USES TO THE SOUTH AND WEST. THE SITE IS LOCATED IN A SPECIAL 100-YEAR
FLOOD HAZARD AREA. THE SITE IS NEARLY LEVEL SANDY SOILS WITH POORLY DRAINED SOILS.
THE PROJECT IS NEW DEVELOPMENT CONSISTING OF CLEARING, GRADING AND THE
CONSTRUCTION OF A TWO (2) BUILDINGS, ASPHALT AND GRAVEL PARKING AND ACCESS, AND
A STORM WATER MANAGEMENT SYSTEM. THE DISTURBED AREA IS APPROXIMATELY 1.3 ACRES.
THE PROJECT DRAINS TO THE CAPE FEAR RIVER BASIN THROUGH AN UNNAMED TRIBUTARY TO
PRINCE GEORGE CREEK WHICH HAS A C;Sw CLASSIFICATION AND STREAM INDEX NO.
18-74-53. THERE IS NO DIRECT DISCHARGE FROM IMPERVIOUS SURFACES TO A
WATERCOURSE.
REC::TErlIVED
FEB 0"2 ZU31
BY:

PCL XL error
Subsystem: KERNEL
Error: IllegalOperatorSequence
Operator: SetNeutralAxis
Position: 3

't\
I
f �
c�
V,
0.
RECEIVED
I
FEB 0-2 2011
BY• — srra DAZE DESCRIPTIDN BY
ROMONS
Q20D4 ANDREW dt WSKE
OWNER/DEVELOPERDRAINAGE BASIN
: I
I
NAME
ADDREN
CRY a, WATE CFCC TRUCK FACILITY
PIE WILMINGTON, NORTH CAROLINA �

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aou9nb9Sjo4ejadoje6ajjj :JOJJ3
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6,
VICINITY MAP
SCALE: 1 "=1000'

Russell, Janet
From:
Lewis, Linda
Sent:
Monday, February 07, 2011 10:29 AM
To:
Loughlin, Monica
Cc:
Russell, Janet
Subject:
CFCC Carpentry Facility
Monica:
I finally had an opportunity to look at all of the old plans and previously approved plans for CFCC North
Campus under SW8 990923.
1 found the original 1999 overall map and drainage area map that had only 3 ponds. The area of the proposed
carpentry facility is located within the North Campus project area, but was not located within the drainage area
of any of the three ponds.
However a fourth pond was added in 2004 for the Truck Facility. The drainage area for the fourth pond
includes that portion of the access loop road up to Sidbury Road.
It wiii not be possibie to permit the Carpentry Facility as a low density project under a separate permit as it is
located on the high density North Campus property. It would necessarily be a matter of modifying the current
permit to either add the Carpentry Facility to the drainage area of the 4t pond, or propose a separate high
density treatment device.(the 5th BMP) to be added to the existing 4 BMP's already permitted under the
990923 permit.
If you need to review/make copies of the drainage area maps in the file, please let Janet know so she can
make the necessary arrangements.
Linda
Please note my new email address is Linda.Lewis@ncdenr.00v
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.