SW8990923_Historical File_20040618

Michael F. Easley, Governor
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Dr. Eric McKeithan, President
Trustees of Cape Fear Community College
411 South Front Street
Wilmington, NC 28401
Dear Dr. McKeithan:
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. IQimek, P.E.,Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
June 18, 2004
Subject: Permit No. SW8 990923 Modification
Cape Fear Community College=North
Campus
High Density Stormwater Project
New Hanover County
The Wilmington Regional Office received a complete modification to the Stormwater
Management Permit Application for Cape Fear Community College -North Campus on June 18, 2004.
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 June 18, 2004, for the construction of Cape Fear Community College -North
Campus.
This permit shall be effective from the date of issuance until January 28, 2010, (10 years from the
original issue date) and shall be subject to the conditions and Iimitations as specified therein. Please pay
special attention to the Operation and Maintenance requirements in this permit. Failure to establish an
adequate system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following receipt of
this permit. This request must be in the form of a written petition, conforming to Chapter 150B of the
North Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer
27447, Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
either Laurie Munn, or me at [phone].
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/Ism: S.\WQS\STORMWAT\PERMIT\990923mod jun04
cc: Phil Norris, P.E.
Tony Roberts, New Hanover County Inspections
Beth E. Wetherill, New Hanover County Engineering
Laurie Munn
'X*,hnitz`t ,-n Rzinc-nal Offce
Central Files
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone]
Wilmington Regional Office Wilmington. NC 28405 [phone] Fax
Customer Service
1 800 623-7748
vow
A
KC6OUR

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
PERNIISSION IS HEREBY GRANTED TO
Trustees of Cape Fear Community College
Cape Fear Community College -North Campus
New Hanover County
FOR THE
construction, operation and maintenance of four 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, 2010 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as
described on page 3 of this permit, the Project Data Sheet. The stormwater controls
designated as Ponds 1, 2 3, and 4 have been designed to handle the runoff from a total of
1,268,467 ftZ, 280,526 ft , 1,219,680 ftZ, and 536,037, 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 tract will be limited to the amount of built -upon area indicated on page 3 of this
permit, and per approved plans.
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 990923 Modification
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Name of Receiving Stream/Index #:
Classification of Water Body:
Pond Number
Drainage Area, acres:
Onsite:
Offsite:
Total Impervious Surfaces, f
Buildings fl
Streets, ft
Parking, ft
Sidewalk, ft2:
Tennis Court, if:
Future Area, ft2:
Pond Depth, feet:
Permanent Pool Elevation, FP�ISL:
Provided Surface Area,112:
Provided Storage Volume, R3:
Temporary Storage Elevation, FMSL:
Controlling Orifice Pipes:
Forebay Volume, ft3:
Cape Fear Community College
North Campus
SW8 990923 Modification
Blue Clay Road, New Hanover County
Dr. Eric McKeithan, President
Trustees of Cape Fear Community College
411 South Front Street
Wilmington, NC 28401
January 28, 2000
June 18, 2004 Modification
Prince George Creek / CPF23 (18-74-53)
"C Sw"
Pond 1 Pond 2
41.60 9.20
41.60 9.20
0 0
1,268,467
280,526
31,363
0
11,761
23,958
91,040
57,500
22,216
0
0
0
1,112,087
199,068
6.00 5.00
27.50 25.00
96,948 31,061
104,272 25,661
28.55 25.80
3 @ 3.0" cp 1 @ 2.0" cp
105,041 20,404
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 990923 Modification
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Name of Receiving Stream/Index #:
Classification of Water Body:
Pond Number
Drainage Area, acres:
Onsite.
Offsite:
Total Impervious Surfaces, ft
Buildings ft
Streets, W:
Parking, fl
Sidewalk, ft
Tennis Court, fl
Future Area, iC:
Pond Depth, feet:
Permanent Pool Elevation, FIVISL:
Provided Surface Area, ft2:
Provided Storage Volume, ft3:
Temporary Storage Elevation, FMSL:
Controlling Orifice Pipes:
Forebay Volume, ft3:
Cape Fear Community College
North Campus
SW8 990923
Blue Clay Road, New Hanover County
Dr. Eric McKeithan, President
Trustees of Cape Fear Community College
411 South Front Street
Wilmington, NC 28401
January 28, 2000
December 11, 2003 Modification
Prince George Creek / CPF23 (18-74-53)
"C Sw"
Pond 3 Pond 4
40.00 14.48
40.00 14.48
0 0
1,219,680
536,037
1175176
0
74,488
32,060
526,640
0
120,226
0
46,1740
334,976
503,977
5.50 4.50
25.00 27.50
78,605 43,456
99,805 46,300
26.20 28.50
2 @ 3.0110 3.0110
59,461 29,250
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 990923 Modification
II. SCHEDULE OF COMPLIANCE
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.
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 falling water from the fountain must be centered in the pond, away from the
shoreline.
d. The maximum horsepower for the fountain's pump is based on t'rie permanent
pool volume. The maximurn dump power for a fountain in Pond 1 is 2
horsepower, in Pond 2 is 1/3 horsepower, in Pond 3 is 1 horsepower, and in Pond
4 is %Z horsepower.
6. The facilities shall be constructed as shown on the approved plans. This permit shall
become voidable unless the facilities are constructed in accordance with the conditions of
this permit, the approved plans and specifications, and other supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has been
installed in accordance with this permit, the approved plans and specifications, and other
supporting documentation. Any deviations from the approved plans and specifications
must be noted on the Certification.
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.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 990923 Modification
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision of the project area.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
10. The Director may determine that other revisions to the project should require a
modification to the permit.
11. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
12. Prior to the sale of any portion of the property, an access/maintenance easement to the
stormwater facilities shall be granted in favor of the permittee if access to the stormwater
facilities will be restricted by the sale of any portion of the property.
13. The permittee is responsible for verifying that the proposed built -upon area does not
exceed the allowable built -upon area.
14. The runoff from all built -upon area within the three specified drainage areas on the
project must be directed into the appropriate permitted stormwater control system.
15. The Director may notify the permittee whcn the permitted site does not meet one or more
of the minimum requirements of the permit. Within the time frame specified in the noticc,
the permittee shall submit a written time schedule to the Director for modifying the site to
meet minimum requirements. The permittee shall provide copies of revised plans and
certification in writing to the Director that the changes have been' made.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity without notice to and approval by
the Director. In the event there is a desire for the facilities to change ownership, or there
is a name change of the Permittee, a formal permit request must be submitted to the
Division of Water Quality accompanied by documentation from the parties involved, and
other supporting materials as may be appropriate. The approval of this request will be
considered on its merits and may or may not be approved. The permittee is responsible
for compliance with ail permit conditions until such time as the transfer is approved.
2. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to enforcement action by the Division of Water Quality, in accordance with
North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any and
all statutes, rules, regulations, or ordinances which may be imposed by other government
agencies (local, state, and federal) which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including those
as may be required by this Division, such as the construction of additional or replacement
stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property for the purpose of
inspecting all components of the permitted stormwater management facility.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 990923 Modification
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.
Permit issued this the 18th day of June 2004.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Alan W. Klimek, E., irector
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 990923
Page 7 of 9

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
New Hanover County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
Page 2 of 2
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit No. SW8 990923 Modification
Certification Requirements:
_1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of
built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. The outlet/bypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
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 beer. provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design dcpths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
14. The overall dimensions of the system, as shown on the approved plans, are
provided.
cc: NCDLNR-B Q Regional Office
Tony Roberts, New Hanover County Building inspector
Page 9 of 9

A&K #04008
Date Received
Fee Paid
Permit Number
D
O O/
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Trustees of Cape Fear Community College
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Dr. Eric McKeithan, President
Mailing Address for person listed in item 2 above:
411 South Front Street
City: Wilmington State: NC Zip: 26401
Telephone Number: [phone]
4. Project Name (subdivision, facility, or establishment name — should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
Cape Fear Community College - North Campus
Campus Loop Access Road and Truck Driver Training Facility
5. Location of Project (street address):
On Blue Clay Rd., +/- 650 feet from NC 132
City: Wilmington County: New Hanover
5. Directions to project (ftom nearest major iritersection):
Located in southeast corner of intersection of Blue Clay Road and Sidbury Road
7. Latitude: 340 19' 25"
Longitude: 770 52' 30"
of project
Contact person who can answer questions about the project:
Name: Phil Norris, P.E. Telephone Number: [phone]
11. PERMIT INFORMATION
1. Specify whether project is (check one): X New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
Existing permit number N/A And its issue date (if known) N/A
3. Specify the type of project (check one):
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major X Sedimentation/Erosion Control 404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1 In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Retention Ponds.
2. Stormwater runoff from this project drains to the Cape Fear River Basin.
3. Total Project Area: 14.48 AC 4. Project Built Upon Area: 85 %
5. How many drainage areas does the project have? 1
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the informatio for each area provided in the same format as below.
IanrAa
BsWn Information
Area 1
Drainage Area 2
Receiving Stream Name
UT Prince George Creek
Receiving Stream Class
C Swam
Drainage Area
630,632 SF / 14.48 AC
Existing Impervious * Area
1 0
Proposed Impervious* Area
536,037 SF / 12.30 AC
% Impervious* Area (total)
85%
Impervious* Surface Area
Drainage Area 1
Pro Area 2
On -site Buildings
On -site Streets
32,060 SF / 0.736 AC
On -site Parkin
On -site Sidewalks
Other on -site (Future)
503,977 SF / 11.570 AC
Off -site
0
Total: 536,037 SF / 12.30 AC
Total:
�.rgFur V 14a uruu s, ueJirteu as ine oum upon area inceuaing, but not timited to, buildings, roads, parking areas
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4
+0110wln, p� �Y KA on Fords
9

Cape Fear Community College
Revised Drainage Areas
February 28, 2002
(Revised 12/11 /03)
Bain Information
Drainage Area 1
Drainage Area 2
Drainne Area 3
Receivtng Stream
Unnamed Trib to
Unnamed Trib to
Unnamed Trib to
Name
Prince George
Prince George
Prince George
Creek
Creek
Creek
Receiving Stream
C Sw
C Sw
C Sw
Class
Drainage Area
41.60 ac
9.20 ac
40.00 ac
Existing
-0-
-0-
-0-
impervious Area
Proposed
29.12 ac
6.44 ac
28.00 ac
Impervious Area
% Impervious
6 %
6 %
50.8 %
Area Current
% Impervious
70 %
70 %
70 %
Area Future
IMPervilous Surface Area
Drainage Area 1
Draina Area 2
Drainage Area 3
On -site Buildings
0.72 ac
-0-
2.69 ac
On -site Streets
0.27 ac
0.55 ac
1.71 ac
Lan -site Parking
2.09 ac
1.32 ac
12.09 ac
On -sine Sidewalks
0.51 ac
-0-
2.76 ac
Tennis Couft. & Walk
-0-
-0-
1,06 ac
Subtotal
3.59 ac
1.87 ac
20.31 ac
Other on -sits;
Rest of Site is assumed
70,0A impervious
25.53 ac
4.57 ac
7.69 ac
Off -Site
-0- 1
-0-
-0-
Total:
29.12 ac 1
6.44 ac
28.00 ac
RECEIVED,
DEC 1 1 2003
DWQ
PROJ # SLU F ggyq Z ,3

7. How was the off -site impervious area listed above derived? N/A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a
table listing each lot number, size and the allowable built -upon area for each lot must be provided as an
attachment.
The following covenants are intended to ensure ongoing compliance with state stormwater managementpermit
number as issued by the Division of Water Quality. These covenants may
not be changed or deleted without the consent of the State.
2. No more than 536,037 square feet of arty lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick; stone, slate or similar material but do not include
wood decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modi0cation
prior to construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the
integrity and performance of the system as permitted
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit s-applement form(s) listed below must be submitted for
each BUT specified for this project. Contact the Stormwater and General Permits Unit at [phone] for
the status and availability of these forms.
Form SWU-102
Form SWU-103
Form SWU-104
Form SW-105
Form SWU-106
Form SWU-107
Form SWU-108
Form SWU-109
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Underground Infiltration Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable supplement form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment / management
• Two copies of plans and specifications, including:
Development / Project name
Engineer and firm
Legend
North arrow
Scale
Revision number & date
Mean high water line
Dimensioned property / project boundary
Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
J. Phillip Norris, P.E.
Designated agent (individual or firm): Andrew & Kuske Consulting Engineers, Inc.
Mailing Address: 902 Market Street
City: Wilmington State: NC
Phone: [phone]
VIII. APPLICANT'S CERTIFICATION
Fax: [phone]
Zip: 28401
I, (print or type name ofperson listed in General Information, item 2) Dr. Eric McKeithan, President ,
Certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions and
protective covenants will be recorded, an
2H.1000. Ad
the proposed project complies with the requirements of 15A NCAC
n
Signature: V—J . / v(,'• Date:.!%X-1/0
77
Form SWU-101 Version 3.99 Page 4 of 4

A&K #04008
Permit No. R '?q 01
State of North Carolina (to be provided by DWQ)
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Cape Fear Community College - North Campus
Project Name: Campus Loop Access Road and Truck Driver Training Facility
Contact Person: Phil Norris, P.E. Phone Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: !I iPonal 4
elevations
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
areas
23.00 ft.
27.50 ft.
28.50 ft.
Permanent Pool Surface Area 43,456 sq. ft.
Drainage Area 12.11 ac.
Impervious Area 9.69 ac.
(floor of the basin)
(elevation of the orifices)
(elevation of the discharge structure overflow)
(water surface area at the orifice elevation)
(on -site and off -site drainage to the basin)
(on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume 142,780 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 46,300 cu. ft. (volume detained above the permanent pool)
Forebay Volume 29,250 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA' 0.064 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 3.0 in. (2 to S day temporary pool draw -down required)
Design Rainfall 1.0 in.
Design TSS Removal z 90 % (minimum 85% required)
Form SWU-102 Version 3.99 Page 1 of 4

Footnotes:
1. When using the Division SAMA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2. In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BNT manual provides design tables for both 85% TSS removal and 900% TSS removal.
U. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include ion -erosive flow
calculations.
f. The basin length to width ratio is greater than 3: 1.
g. The basin side slopes above the permanent pool are no steeper than 3: 1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
-ff 1.
If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
M. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
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.
Form SWU-102 Version 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
Auer every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.)
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 3.38
When the permanent pool depth reads 3.38
feet in the main pond, the sediment shall be removed.
feet in the forebay, the sediment shall be removed.
BASINDIAGRAM
(fill in the blanks)
Permanent Pool Elevation 27.50
Sediment Re oval El. 24.13 75°
--------------- ---- Sediment Removal Elevation 24.13
Bottom El vation 23.0 5%-------------------------------------
Bottom Elevation 23.0
FOREBAY MAIN POND
75%
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Version 3.99 Page 3 of 4

All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
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.
Print name: Dr. Eric McKeithan
Title: President
Address: 411 South Front Street Wilmington, NC 28401
Phone:
Signatl
Date:
nen 10e1 "Ynnol
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, ,) U rV (. A CA-tQ (O C;I� , a Notary Public for the State of /V OIZ 714 C4120r_ l M &
County of /!f . 14 A y-�O 1 / 61-2. , do hereby certify that 691 e 13 A UC- I l Nil n%
Pcrsonally appeared before me this —,-5 day of A /4 V c2OO t/ , and acknowledge the due
Execution of the foregoing wet detention basin maintenance requirements. Witness my hand and official seal.
SEAL
Signature Qa_� 6A_,
61
My commission expires
Form SWU-102 Version 3.99 Page 4 of 4

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04008
DES. JPN
CKD: JPN
DRWN: BLR
DATE: 06-08-04
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CONSTRUCTION
1M, 65
1NV TOP sTRv • •
?3 18.�R8
8pT 26.64 (fi' ORrFtOfi,/ J6.a
$ $ $ $ $ DOCUMENTS SHEET
IIj l!�APPROW
Oro 4,e,2.5
I)M810NOFINAMOUMM DA- 1
I E -OW - I-

NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS, INC.
902 MARKET STREET • WILMINGTON, NC 28401
PHONE [phone] • FAX [phone]
June 10, 2004
Mr. Cameron Weaver, Express Review Coordinator
NC DENR Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
J. PHILLIP NORRIS, P.E.
JOHN A. KUSKE, III, P.E.
JOHN S. TUNSTALL, P.E.
J.A. KUSKE, P.E. OF COUNSEL
.& , (EIVED
JUN 11 2004
BY:
Re: State Stormwater Express Permit Submittal
Cape Fear Community College — North Campus
Campus Loop Access Road and Truck Driver Training Facility
Wilmington, NC
A&K Project No. 04008
Dear Mr. Weaver:
Enclosed are two (2) sets of plans for the subject project, one (1) set of
calculations, the original Division of Water Quality Stormwater Management
Permit application, the original SWU-102 supplement form, one (1) copy of the
stormwater narrative and a $4,000.00 check for the express permit review fee.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,
TUNSTALL
NEERS, INC.
04008 06-10-04-s-sw express-Itr
Enclosures
cc: Laurie Munn, Environmental Engineer / NC DENR
Carl Brown / Cape Fear Community College

STORIN14 : TER SUBMITTAL REQUIREMENTS
DETENTION POND
�. Site Plan
1.
Development/Project Name
2
Desipei=s seal, signature, name and firm.
3.
Legend
4.
'North Arrow
5.
Location Map with direction, distance to named streets, NCSR numbers.
_ 6.
Scale
7.
Date
8.
Revision number and date.
9.
Original contours, proposed contours, spot elevations, finished floor elevations.
10.
Existing drainage, including off -site. Provide a map of any offsite areas.
11.
Property/Project boundary lines, dimensioned.
12.
Mean High Water Line, if project is adjacent surface waters.
13.
Drainage easements, catch basins, pipe sizes, inverts.
14.
Wetlands delineated, or a note on the plans that none exist. Ponds may not be located
in a wetland.
15.
Details of the road, parking, cul-de-sacs, including sidewalks, curb and gutter..
16.
Drainage area to each pond delineated.
17.
Dimensions of the permanent pool.
18
Vegetated filter detail if using 85% TSS. This is NOT a connector ditch.
19.
Dimensions of the road, parking cul-de-sacs, sidewalks, and curb and gutter.
20.
Unit footprint with dimensions and concrete wood deck areas noted.for apartments
or condo development.
21.
Forebay at each inlet. (Prefer one inlet)
22
Inlets located such that entire pond is used for treatment and no short-circuiting.
23.
Pond/forebay section detail with:
Bottom elevation
Permanent pool elevation PP
Storage pool elevation SP
Slopes: 3:1 above permancnt pool
Vegetated shelf located below permanent pool, 6:1 slope, with begin and end
elevations around main pond. (Not required inside forebay)
Forebay bottom elevation, 3:1 slopes,
Forebay weir elevation between PP and DP.
24.
Outlet structure detail with trash rack and orifice size specified. Maximum trash rack
opening size is 4".
25.
26.
Note on plans that all roof drains must be directed so as to be picked up by the pond.
A 3:1 L:W ratio has been provided for the pond.
27.
Maximum average pond depth of 6'. (Parts of pond may be deeper -up to 7.5')
28.
Vegetation requirements for pond slopes and wetland species for the 6:1 shelf are listed.
Weeping Love grass is not suitable for use in North Carolina.

STOIZMWATER SUBMITTAL REQUIREMENTS
DETENTION POND (cont)
B. Calculations
1. 85% or 90% TSS Chart noted.
2. Pond depth.
3. SA/DA ratio calculation.
4. Required surface area at permanent pool.
5. Provided surface area at permanent pool (Based on pond dimensions)
6. Provided surface area at temporary design pool.
7. Required volume calculation.
8. Provided volume calculation.
9. Orifice size based on required 1" volume, using average head to design pool elevation.
10. Designer=s seal.
11. Built -upon area to each pond.
12. Forebay designed to hold 20% of the permanent pool volume. (Range of 18-22 OK.)
13. Non -erosive flow for 10 yr. storm in the vegetated filter, if using 85% TSS.
C. Supporting Documentation
1. Completed permit application and supplement.
a. Is the person who signed the landowner or a leasee? Must be landowner.
b. All sections and blanks completely filled in.
C. Check signature per .1003 (e). Make sure title is provided.
d. If agent signs, signatory authorization from owner.
e. Wet detention supplement sheet provided.
f. Mailing address & phone of applicant- no C/O.
g. Verify water body classification.
h. Justifications for not meeting a design requirement.
i. If a modification, include Designer=s Certification.
j. Hand initial design requirements.
2. Proposed deed restrictions
�� Pe-►�. � 3 J
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Date
Design NORRIS, KUSKE & TUNSTALL Sheet
902 Market St. CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401 apt
Check Job For i
Job No,
CfV& 0-VW ! VAell )`"r

Date Design Sheet
1 NORRIs, KuSKE a TUNSTALL
902 Market St / Of . CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401
Check Job For Job No.
67
iC 7
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Job No.

04008 CFCCTruck Type Ill 24-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 2
HydroCAD® 7.01 s/n 000479 01986-2004 Applied Microcomputer Systems 6/7/2004
Time span=1 1 .00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff. by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 2S: CFCC Truck Runoff Area=630,632 sf Runoff Depth=2.43"
Tc= i 5.0 min CN=91 Runoff=43.54 cfs 2.938 of
Pond 1P: Pond Peak Elev=29.10' Storage=76,761 cf Inflow=43.54 cfs 2.938 of
Outflow=12.31 cfs 1.664 of
Total Runoff Area=14.477 ac Runoff Volume = 2.938 of Average Runoff Depth = 2.43"

04008 CFCCTruck Type 111 24-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew
& Kuske Consulting Engineers, Inc. Page 3
HydroCAD® 7.01
s/n 000479 ©1986-2004 Applied Microcomputer Systems 6/7/2004
Subcatchment 2S: CFCC Truck
Runoff =
43.54 cfs @ 12.20 hrs, Volume= 2.938 af, Depth= 2.43"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11 .00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 Yr. Storm Rainfall=4.50"
Area (sf)
CN Description
536,037
98 Impervious Area
94,595
50 Green Area
630,632
91 Weighted Average
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
15.0
Direct Entry,
Subcatchment 2S: CFCC Truck
Hydrograph
4g
..................
"
......_.... _------- -------.... _..-----------......_.;..---------------.... _.---------------
:................................... ....................................................................
_ ----.........................---------.............�........-------•
0 Runoff
43.54da 12.20hra
42 " .
_ .._ - ;_------- •. _............. e.a11-24-h "2 Y.... Starixi...:
40 '
38 ,
-._-------------
------------ i _ ........................
_ --50'�---
c'lllnfa17=. .
.................................
;........Ru Hoff i4r -63® 632 Sf .. .
3,
-
/� ... `5....
......... ' _�✓ -------- -_--.-.
--Run - ojene=228
--------------------------------
r
26,
24
----------....------=------------------- Runoff Depth=2:4r3-'-'-..-
22
.............
20
.....................
Y i :..rir�..
18
,6
°-
--- ..•_...-....-- _._ _.......
- _. �+
_...- ----- ------�+ N91
14 ..
12
10 ':
... ...........
......................
.. ..................... ... . ................. ...................
.... ....................._
........... ;....
8
............... .............
4 ,
13
Time (hours)

04008 CFCCTruck Type 1/124-hr 2 Yr. Storm Rainfall=4.50"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 4
HydroCADO 7.01 s/n 000479 ©1986-2004 Applied Microcomputer Systems 6/7/2004
Pond 1 P: Pond
Inflow Area = 14.477 ac, inflow Depth = 2.43" for 2 Yr. Storm event
Inflow = 43.54 cfs @ 12.20 hrs, Volume= 2.938 of
Outflow = 12.31 cfs @ 12.65 hrs, Volume= 1.664 af, Atten= 72%, Lag= 27.2 min
Primary = 12.31 cfs @ 12.65 hrs, Volume= 1.664 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 29.10' @ 12.65 hrs Surf.Area= 52,622 sf Storage= 76,761 cf
Plug -Flow detention time= 77.5 min calculated for 1.658 of (56% of inflow)
Center -of -Mass det. time= 46.9 min ( 798.5 - 751.6 )
# Invert Avail.Storage Storage Description
1 27.50' 188,321 cf Custom Stage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
27.50 43,456 0 0
28.50 48,714 46,085 46,085
29.00 51,946 25,165 71,250
29.50 55,234 26,795 98,045
30.00 58,534 28,442 126,487
31.00 65,134 61,834 188,321
# Routing Invert Outlet Devices
1 Primary 27.50' 24.0" x 75.0' long Culvert X 2.00 RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 27.30' S= 0.0027'/' n= 0.013 Cc= 0.900
2 Device 1 27.50' 2.0" Vert. Orifice/Grate C= 0.600
3 Device 1 28.50' 5.83' x 0.33' Vert. Orifice/Grate X 2.00 C= 0.600
4 Device 1 30.20' 24.0' long x 2.0' high Sharp -Crested Rectangular Weir
2 End Contraction(s) 1.00' Rise
5 Primary 30.50' 40.0' long x 30.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
rimary OutFlow Max=12.31 cfs @ 12.65 hrs HW=29.10' (Free Discharge)
196
=Culvert (Passes 12.31 cfs of 17.30 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.13 cfs @ 5.9 fps)
3=Orifice/Grate (Orifice Controls 12.18 cfs @ 3.2 fps)
-Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
5--Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

12 1'3 14 15
Time (houm)

04008 CFCCTruck Type 111 24-hr 10 Yr. Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 6
HydroCAD® 7.01 s/n 000479 01986-2004 Applied Microcomputer Systems 6/7/2004
Time span=11.00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 2S: CFCC Truck Runoff Area=630,632 sf Runoff Depth=4.03"
Tc=15.0 min CN=91 Runoff=71.91 cfs 4.856 of
Pond 1P: Pond Peak Elev=29.88' Storage=119,588 cf Inflow=71.91 cfs 4.856 of
Outflow=20.55 cfs 3.455 of
Total Runoff Area=14.477 ac Runoff Volume = 4.856 of Average Runoff Depth = 4L03"

04008 CFCCTruck Type Ill 24-hr 10 Yr. Storm Rainfal1=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 7
HydroCAD® 7.01 s/n 000479 01986-2004 Applied Microcomputer Systems 6/7/2004
Subcatchrnent 2S: CFCC Truck
Runoff = 71.91 cfs @ 12.20 hrs, Volume= 4.856 af, Depth= 4.03"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 10 Yr. Storm Rainfall=7.00"
Area (sf) CN Description
536,037 98 Impervious Area
94,595 50 Green Area
630,632 91 Weighted Average
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft) (fttsec) (cfs)
15.0 Direct Entry,
Subcatchment 2S: CFCC Truck
Hydrograph
20 hrs
....... ype.I1124-hr 1.0 Yr. Storm.
...._-------...._........_........-------.................._......-------..............Rainfall=7T40-'-'--
........... ............ :........ -Runoff Ar4a=630;632-sf..
----------- un° Volume=4,l of ..
Runoff- Depth -=A,03' _-.
r � .Tc=15:O--mfn..
-------------------------------------
2 13 14
Time (hours)
5

04008 CFCCTruck Type 111 24-hr 90 Yr. Storm Rainfa11=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 8
HydroCADO 7.01 s/n 000479 01986-2004 Applied Microcomputer Systems 6/7/2004
Pond 1 P: Pond
Inflow Area =
14.477 ac,
Inflow Depth = 4.03"
for 10 Yr. Storm event
Inflow =
71.91 cfs @
12.20 hrs, Volume=
4.856 of
Outflow =
20.55 cfs @
12.64 hrs, Volume=
3.455 af, Atten= 71%, Lag= 26.7 min
Primary =
20.55 cfs @
12.64 hrs, Volume=
3.455 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 29.88' @ 12.64 hrs Surf.Area= 57,734 sf Storage= 119,588 cf
Plug -Flow detention time= 74.5 min calculated for 3.453 of (71 % of inflow)
Center -of -Mass det. time= 49.8 min ( 800.1 - 750.3 )
#
Invert
Avail.Stora a Storage Description
1
27.50'
188,321 cf Custom Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store Cum -Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
27.50
43,456
0 0
28.50
48,714
46,085 46,085
29.00
51,946
25,165 71,250
29.50
55,234
26,795 98,045
30.00
58,534
28,442 126,487
31.00
65,134
61,834 188,321
#
Routing
Invert
Outlet Devices
1
Primary
27.50'
24.0" x 75.0' long Culvert X 2.00 RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 27.30' S= 0.0027'P n= 0.013 Cc= 0.900
2
Device 1
27.50'
2.0" Vert. Orifice/Grate C= 0.600
3
Device 1
28.50'
5.83' x 0.33' Vert. Orifice/Grate X 2.00 C= 0.600
4
Device 1
30.20'
24.0' long x 2.0' high Sharp -Crested Rectangular Weir
2 End Contraction(s) 1.00' Rise
5
Primary
30.50'
40.0' long x 30.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=20.55 cfs @ 12.64 hrs HW=29.88' (Free Discharge)
culvert (Passes 20.55 cfs of 30.43 cfs potential flow)
2=0rifice/Grate (Orifice Controls 0.16 cfs @ 7.3 fps)
3=Orifice/Grate (Orifice Controls 20.39 cfs @ 5.3 fps)
-Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
-Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

04008 CFCCTruck Type 11124-hr 10 Yr. Storm Rainfall=7.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 9
HydroCAD® 7.01 s/n 000479 01986-2004 Applied Microcomputer Systems 8/7/9nnA
12 13 14
Time (hours)

04008 CFCCTruck Type N 24-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 10
HydroCAD® 7.01 s/n 000479 01986-2004 Applied Microcomputer Systems 6/7/2004
Time span=11.00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 2S: CFCC Truck Runoff Area=630,632 sf Runoff Depth=4.69"
Tc=15.0 min CN=91 Runoff=83.70 cfs 5.655 of
Pond 1P: Pond Peak Elev=30.20' Storage=138,668 cf Inflow=83.70 cfs 5.655 of
Outflow=23.09 cfs 4.143 of
Total Runoff Area=14.477 ac Runoff Volume = 5.655 of Average Runoff Depth = 4.69"

04008 CFCCTruck Type /// 24-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 11
HydroCAD® 7.01 s/n 000479 m 1986-2004 Applied Microcomputer Systems 6/7/2004
Subcatchment 2S: CFCC Truck
Runoff = 83.70 cfs @ 12.20 hrs, Volume= 5.655 af, Depth= 4.69"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 25 Yr. Storm Rainfall=8.05"
Area (sf) CN Description
536,037 98 Impervious Area
94,595 50 Green Area
630,632 91 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 2S: CFCC Truck
Hydrograph
-•.................
....
.... Type -111-24-hr- 25-%I'r: Storm--
..... ---------- ---------------------- Rainfall=&051'
......::..::::::Runoff Aroa=630 632-sf...
--------- Runoff-V-olu5:655-af
............... ..
.......K...................Runoff :�ep�fi:=4�sg"...
----------------
N;=9=
11 12 13 14 15
Time (hours)

04008 CFCCTruck Type M 24-hr 25 Yr. Storm Rainfall=8.05"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 12
HydroCADO 7.01 s/n 000479 01986-2004 Applied Microcomputer Systems 6/7/2004
Pond 1P: Pond
Inflow Area =
14.477 ac,
Inflow Depth = 4.69"
for 25 Yr. Storm event
Inflow =
83.70 cfs @
12.20 hrs, Volume=
5.655 of
Outflow =
23.09 cfs @
12.65 hrs, Volume=
4.143 af, Atten= 72%, Lag= 27.3 min
Primary =
23.09 cfs @
12.65 hrs, Volume=
4.143 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 30.20' @ 12.65 hrs Surf.Area= 59,834 sf Storage= 138,668 cf
Plug -Flow detention time= 75.2 min calculated for 4.130 of (73% of inflow)
Center -of -Mass det. time= 51.6 min ( 801.7 - 750.1 )
#
Invert
_Avail.Storage Storage Description
1
27.50'
188,321 cf Custom Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
27.50
43,456
0 0
28.50
48,714
46,085 46,085
29.00
51,946
25,165 71,250
29.50
55,234
26,795 98,045
30.00
58,534
28,442 126,487
31.00
65,134
61,834 188,321
#
Routing
Invert
Outlet Devices
1
Primary
27.50'
24.0" x 75.0' long Culvert X 2.00 RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 27.30' S= 0.0027 7' n= 0.013 Cc= 0.900
2
Device 1
27.50'
2.0" Vert. Orifice/Grate C= 0.600
3
Device 1
28.50'
5.83' x 0.33' Vert. Orifice/Grate X 2.00 C= 0.600
4
Device 1
30.20'
24ti0' long x 2.0' high Sharp -Crested Rectangular Weir
2 End Contraction(s) 1.00' Rise
5
Primary
30.50'
40.0' long x 30.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=23.09 cfs @ 12.65 hrs HW=30.20' (Free Discharge)
culvert (Passes 23.09 cfs of 32.68 cfs potential flow)
2=0rifice/Grate (Orifice Controls 0.17 cfs @ 7.8 fps)
3=Orifice/Grate (Orifice Controls 22.92 cfs @ 6.0 fps)
-Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
-Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

04008 CFCCTruck Type M 24-hr 25 Yr. Storm Rainfall=8.05 "
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 13
HydroCADO 7.01 s/n 000479 0 1986-2004 Applied Microcomputer Systems 7/2004
Pond IP: Pond
Hydrograph
-----------------------
- -- --- -------- ------- -- FrI Mfia—w--i
90 Lfq-_70GfS _Q 12.20 =hra ---------------- --- --------- ------------ ---- ----------------------
10 Primary
85
... ....... .......................... Inflow 14," 77""06""'
80 .... .......... ........ .......
............... . .................. -------- 4 ---------
75
Peak--81ev--30-."'--
...................................... ...................... --a
.................
70 1 ----------------------------------
65 --------S-;66$..o-
................................
60 .......... ............
.......................... ..................
55 ............ ...
. .. ....... ..... . .... ...... ................... :
.......... ....................
50 .................................
•
45
0
40 ---------- ------- ------------------------ ------ ------- ----------------
------------
............ ............
30 ........... -------------------------------- ..................................
25 23.09crs1 12R1fj
20 ----------------- ------------- ---------------
- -------------- -------------- --------------------
15 --------------------------
10.
12 13 14 15
Time (hours)

04008 CFCCTruck Type 111 24-hr 100 Yr. Storm Rainfall=10.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 14
HydroCAD® 7.01 s/n 000479 01986-2004 Applied Microcomputer Systems 6/7/2004
Time span=11.00-15.00 hrs, dt=0.01 hrs, 401 points
Runoff by GCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 2S: CFCC Truck Runoff Area=630,632 sf Runoff Depth=5.91"
Tc=15.0 min CN=91 Runoff=105.47 cfs 7.132 of
Pond 1P: Pond Peak Elev=30.58' Storage=162,635 cf Inflow=105.47 cfs 7.132 of
Outflow=41.79 cfs 5.428 of
Total Runoff Area=14.477 ac Runoff Volume = 7.132 of Average Runoff Depth = 5.91"

04008 CFCCTruck Type 11124-hr 100 Yr. Storm Rainfall= 10. 00 "
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 15
HydroCAD® 7.01 s/n 000479 ©1986-2004 Applied Microcomputer Systems 6/7/2004
Subcatchment 2S: CFCC Truck
Runoff = 105.47 cfs @ 12.20 hrs, Volume= 7.132 af, Depth= 5.91"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 100 Yr. Storm Rainfall=10.00"
Area (sf) CN Description
536,037 98 Impervious Area
94,595 50 Green Area
630,632 91 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) Mtsec) (cfs)
15.0 Direct Entry,
115....-......._._........................ ,._.,..
95 -
._....
------ - _. -- ----------
Subcatchment 2S: CFCC Truck
Hydrograph
--------
ill- 24=h -1,00-Yr.-Storm--
---------------------------------------------
if
i
----------------.._..--------------------------------------- l,
afIMk1ll-1a:00-----
-----------------.......-------------.....
........................................ runoff- eaxS30,.632-sf
--------6ICIo�.lIL�17Le7�_.3_11f.._
...----Ruri:dff _Detl`i=:91 ...:
---------------....
----------------
-------------
................. ------------ CN=91...
-----------------------------------
., .
-----------�--- -------------------
Time (hours)
4
15
� Runoff

04008 CFCCTruck Type 11124-hr 100 Yr. Storm Rainfall=90.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 16
HydroCADO 7.01 s/n 000479 01986-2004 Applied Microcomputer Systems 6/7/2004
Pond 1 P: Pond
Inflow Area =
14.477 ac,
Inflow Depth = 5.91"
for 100 Yr. Storm event
Inflow =
105.47 cfs @
12.20 hrs, Volume=
7.132 of
Outflow =
41.79 cfs @
12.55 hrs, Volume=
5.428 af, Atten= 60%, Lag= 21.1 min
Primary =
41.79 cfs @
12.55 hrs, Volume=
5.428 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 30.58' @ 12.55 hrs Surf.Area= 62,392 sf Storage=162,635 cf
Plug -Flow detention time= 69.4 min calculated for 5.424 of (76% of inflow)
Center -of -Mass det. time= 47.0 min ( 796.8 - 749.7 )
#
Invert
Avail.Stora a Storage Description
1
27.50'
188,321 cf Custom Stage Data (Prismatic) Listed below
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
27.50
43,456
0 0
28.50
48,714
46,085 46,085
29.00
51,946
25,165 71,250
29.50
55,234
26,795 98,045
30.00
58,534
28,442 126,487
31.00
65,134
61,834 188,321
#
Routing
Invert
Outlet Devices
1
Primary
27.50'
24.0" x 7&0' long Culvert X 2.00 RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 27.30' S= 0.0027 '/' n= 0.013 Cc= 0.900
2
Device 1
27.50'
2.0" Vert. Orifice/Grate C= 0.600 .
3
Device 1
28.50'
5.83' x 0.33' Vert. OrificelGrate X 2.00 C= 0.600
4
Device 1
30.20'
24L0' long x 2.0' high Sharp -Crested Rectangular Weir
2 End Contraction(s) 1.00' Rise
5
Primary
30.50'
40.0' long x 30.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=41.75 cfs @ 12.55 hrs HW=30.58' (Free Discharge)
=Culvert (Barrel Controls 39.11 cfs @ 6.2 fps)
2=Orifice/Grate (Passes < 0.18 cfs potential flow)
3=Orifice/Grate (Passes < 25.66 cfs potential flow)
-Sharp-Crested Rectangular Weir (Passes < 19.09 cfs potential flow)
-Broad-Crested Rectangular Weir (Weir Controls 2.63 cfs @ 0.8 fps)

04008 CFCCTruck Type l// 24-hr 100 Yr. Storm Rainfall=90.00"
Prepared by Andrew & Kuske Consulting Engineers, Inc. Page 17
HydroCAD® 7.01 s/n 000479 01986-2004 Applied Microcomputer Systems 6/7/2004
Pond 1 P: Pond
Hydrograph
----- .............. .. I ---
------- -------------------------- -----------
11 12 13 14
Time (hours)

NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS, INC.
902 MARKET STREET • WILMINGTON, NC 28401
PHONE [phone] • FAX [phone]
June 10, 2004
Mr. Cameron Weaver, Express Review Coordinator
NC DENR Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
J. PHILLIP NORRIS, P.E.
JOHN A. KUSKE, III, P.E.
JOHN S. TUNSTALL, P.E.
J.A. KUSKE, P.E. OF COUNSEL
RECEIVED
JUN 112004
BY:
Re: State Stormwater Express Permit Submittal
Cape Fear Community College — North Campus
Campus Loop Access Road and Truck Driver Training Facility
Wilmington, NC
A&K Project No. 04008
Dear Mr. Weaver:
Enclosed are two (2) sets of plans for the subject project, one (1) set of
calculations, the original Division of Water Quality Stormwater Management
Permit application, the original SWU-102 supplement form, one (1) copy of the
stormwater narrative and a $4,000.00 check for the express permit review fee.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project..
Sincerely,
NORRI;
CONSU
$ TUNSTALL
31NEERS, INC.
04008 06-10-04-s-sw express-Itr
Enclosures
cc: Laurie Munn, Environmental Engineer / NC DENR
Carl Brown / Cape Fear Community College

State Stormwater Management Systems
Permit No. SW8 990923
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date: .
Name of Receiving Streamfindex #:
Classification of Water Body:
If Class SA, chloride sampling results:
Drainage Area, acres:
Pond Depth, feet:
Permanent Pool Elevation, FMSL:
Total Impervious Surfaces, ft2:
Buildings, ft2:
Streets, ft2:
Parking, ft2:
Sidewalk, W:
Other, ft2:
Furore Area, ft2:
Offsite Area entering Pond, ft2:
Required Surface Area, ft2:
Provided Surface Area, ft2:
Required Storage Volume, ft3:
Provided Storage Volume, ft3:
Temporary Storage Elevation, FMSL:
Controlling Orifice Pipes:
Cape Fear Community College
North Campus'`
SW8 990923
New Hanover County
Dr. Eric McKeithan, President
Trustees of Cape Fear Community College
411 South Front Street
Wilmington, NC 28401
January 28, 2000 (modified August 21, 2002)
Prince George Creek / CPF23 (18-74-53)
"C Sw"
n/a
Pond 1 Pond 2
41.60 9.20
6.00 5.00
27.50 25.00
1,268,467
280,526
31,363
0
11,761
.23,958
91,040
57,500
12,216
0
0
0
1,112,087
199,068
none, per Engineer
70,672
20,038
96,948
31,061
102,685
22,709
104,272
25,661
28.55
25.80
3 @3.0"cp
1 @2.0"q)
Pond 3
41.90
5.50
25.00
1,277,615
30,928
34,848
84,506
23,087
46,174
1,058,072
82,132
82,208
103,426
104,366
26.20
2 @ 3.0" cp
f
3

`0
0
o� �E9
N
A r
Michael F. Easley, Governor �uo�
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
August 26, 2002
Dr. Eric McKeithan, President
Trustees of Cape Fear Community College
411 South Front Street
Wilmington, NC 28401
Alan W. Klimek, P.E., Director
Division of Water Quality
Wilmington Regional Office
Subject: Permit No. SW8 990923
Cape Fear CommunityCollege-North Campus
High Density Stormwater Project
Dear Dr. McKeithan: New Hanover County
The Wilmington Regional Office received a complete modification to the-Stormwater
Management Permit Application for Cape Fear Community College -North Campus on August
21, 2002. 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 dated August 26, 2002, for the construction of Cape
Fear Community College -North Campus.
This permit shall be effective from the date of issuance until January 28, 2010, (10 years from the
original issue date) and shall be subject to the conditions and limitations as 'specified therein.
Please pay special attention to the Operation and Maintenance requirements in this permit.
Failure to establish an adequate system for operation and maintenance of the stormwater
management system will result in future combliance problems_
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following
receipt of this permit. This request must be in the form of a written petition, conforming to
Chapter 150B of the North Carolina General Statutes, and filed with the Office of Administrative
Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this
permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Linda Lewis, or me at [phone].
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/arl: S:1WQSISTORMWATIPERNffT1990923.AUG
cc: Mark Hargrove, P.E.
Tony Roberts, New Hanover County Inspections
Beth E. Wetherill, New Hanover County Engineering
Linda Lewis
Wilmington Regional Office
Central Files
NLU
N.C. Division of Water Qualify 127 Cardinal Drive Extension WENR
ilmington, N.C. 28405 [phone] Fax [phone] Customer Service
800-623-7748

STORMWATER SYSTEM & EROSION CONTROL NARRATIVE
CAPE FEAR COMMUNITY COLLEGE - NORTH CAMPUS
CAMPUS LOOP ACCESS ROAD AND TRUCK DRIVER TRAINING FACILITY
WILMINGTON, NORTH CAROLINA
For
Trustees of Cape Fear Community College
411 South Front Street
Wilmington, NC 28401
[phone]
June 2004
Prepared by:
ANDREW & KUSKE CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
E-mail: [e-mail]
A&K Project No. 04008

NARRATIVE
DESCRIPTION:
The project site is on a large acreage tract located on Blue Clay Road in New Hanover
County, North Carolina. The soils of the site consist of lightly vegetated sandy clay topsoil and
grades ranging from 0.5% to 4.0%. Approximately 13 acres will be graded to allow
construction of a new parking area and access road. The runoff from the site is estimated
using the rational method 10 year design storm and rainfall data for the area. Construction is
scheduled to begin as soon as all permits and approvals are obtained.
EROSION CONTROL MEASURES:
The attached plans and specifications give the requirements for erosion control
measures. Silt fencing will be provided where stormwater would be expected to sheet flow
from disturbed areas directly to adjacent property. Gravel check dams will not be provided
unless the Contractor has to temporarily discharge into an open ditch instead of the proposed
storm drain outfall. Detention ponds will be used as silt basins during construction and
restored to its design contours prior to completion. A gravel construction entrance will be
constructed at the three (3) access points to the site entrance, Maintenance will be provided
by the grading contractor and developer.
STORMWATER MANAGEMENT MEASURES:
The project site is located in New Hanover County. Land disturbina on the site will
exceed one acre, which requires the site to comply with the State Regulations. The
stormwater runoff from the development will be directed to the new stormwater detention pond
#4 and to the three (3) existing detention ponds on the site. The stormwater detention pond
was designed to accommodate this site at 35% impervious area lot coverage.
CONSTRUCTION SEQUENCE:
The Contractor will install the gravel construction entrance and silt fence prior to
beginning any clearing and grading operations. Additional silt fence will be installed when and
if conditions warrant during construction. The detention pond/silt basin will be constructed
immediately after that portion of the site is cleared, and outlet structure with protection will be
installed. Disturbed areas will be landscaped or seeded upon completion.

MAINTENANCE PLAN
1. All erosion and sediment control practices will be checked for stability and operation
following every runoff producing rainfall but in no case less than once every week. Any
needed repairs will be made immediately to maintain all practices as designed.
2. Install erosion control measures before beginning construction or as soon thereafter as
possible. All erosion and sediment control practices will be checked for stability and
operation following every runoff -producing rainfall but in no case less than once every
week. Any needed repairs will be made immediately to maintain all practices as
designed.
3. Maintain the gravel construction entrances in a condition to prevent mud or sediment
from leaving the construction site. The contractor shall inspect the construction
entrances on a daily basis. This will require periodic top dressing with additional No. 4
stone. Any objectionable materials spilled, washed, or tracked onto public roadways
shall be removed immediately.
4. Install erosion control measures around the drop inlets as shown on the plans to trap
silt during construction. Inspect the erosion control around the inlets after each rain and
make repairs immediately. Remove sediment when it becomes 0.50 deep to provide
adequate storage volume for subsequent rains. When the contributing drainage area
has been adequately stabilized, remove all materials and any unstable soil and either
salvage or dispose of it properly. Bring the disturbed area to proper grade and
appropriately stabilize all bare areas around the drop inlets.
5. Sediment will be removed from behind the silt fence when it becomes 0.5 feet deep at
the fence. The sediment fence will be repaired as necessary to maintain a barrier.
6. No cut or fill slopes shall exceed a side slope of 1 vertical to 3 horizontal unless
otherwise specified on the plan. All slopes shall be seeded and stabilized within 15
days.
7. The stormwater ponds will act as sediment basins and will be cleaned out when the
level of sediment reaches 2.0 ft below the top of the riser. Gravel will be cleaned or
replaced when the sediment pool no longer drains properly.
8. No cut or fill slopes shall exceed a side slope of 1 vertical to 3 horizontal unless
otherwise specified on the plan. All slopes shall be seeded and stabilized within 15
days.
9. All disturbed areas shall be seeded within 15 days of disturbance. Ali seeded areas will
be fertilized, reseeded as necessary and mulched according to specifications in the
vegetative plan to maintain a vigorous, dense vegetative cover.

10. More stringent measures shall be used to halt erosion if those shown on this plan are
not effective.
11. All erosion shall be controlled including side slopes before the project is completed.
12. Remove temporary measures upon completion of project. All permanent measures will
be well established before project closeout.

SECTION 02920
SOIL EROSION AND SEDIMENTATION CONTROL
1. GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to prevent
the erosion of soil and the sedimentation of streams, lakes, reservoirs, other water
impoundments, ground surfaces, or other property as required by State and Local regulations.
1.2 The Contractor shall install all required silt fences, and construction entrances at the
initiation of work, and have these, measures reviewed and approved by the local permit authority
prior to clearing and grading operations.
1.3 The Contractor shall, within 15 days of suspension or completion of land disturbing
activities, provide permanent protective covering for disturbed areas. Temporary and permanent
erosion control measures shall be coordinated to assure economical, effective, and continuous
erosion and siltation control throughout the construction and post -construction period. Use the
specified seed for both temporary and permanent seeding.
2. PRODUCTS
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10
percent magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other
suitable material free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping Red
Fescue, and 24% Annual Rye grain. Bermuda seed shall be hulled for warm weather planting
and unhulled for cool weather planting. Purity of seed shall be a minimum of 98 percent and
germination shall be a minimum of 85 percent.
2.7 Silt fence shall consist of NCDOT Class A fabric supported by wood or metal posts
spaced not more than 6 feet on center. The bottom of the fabric shall be buried a minimum of 6
inches.
2.8 Gravel for check dams shall be #57 washed stone.
2.9 Aggregate for construction entrance shall be #4 washed stone.

2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B as
shown.
3. EXECUTION
3.1 General: Take every practicable measure during construction or suspension to work to
minimize erosion and siltation. Measures should include good construction practices, temporary
physical barriers to sediment travel, settling basins for new ditches, and establishment of
vegetative cover.
3.2 Construction Practices
3.2.1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade all cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise shown or
directed.
3.3 Temporary Physical Barriers are required where sedimentation on off site property or
excessive erosion is a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive erosion
and for protection of seedbeds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1000 square feet and
wood chips at a rate of 500 pounds per 1000 square feet. Jute and mesh should be
installed as per manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000 gallons
per acre. Asphalt emulsion used for anchoring straw should be applied at a rate of
150 gallons per ton of straw.
3.3.2 Silt Fences shall be used at the base of slopes to restrict movement of sediment from
the site. Clean silt fence of accumulated sediment after each rainfall event or when it exceeds
a depth of 0.5 feet above natural grade.
3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales, shall
consist of Class A rip rap at minimum two feet high and three feet thick across the watercourse,
with a one -foot thick layer of gravel on upstream side. Remove sediment if accumulated to a
depth of 1.0 feet at upstream face.

3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all unpaved
areas disturbed by the work.
3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4 inches
and until a firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous and fertilizer
shall be applied during the scarification process in accordance with the following rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1000 square feet
Fertilizer: 17 pounds per 1000 square feet
3.4.2 Seeding: Disturbed areas shall be seeded with 2 to 3 pounds per 1000 square feet of
the specified seed mixture. Seed shall be worked into the bed to a depth of 114 inch. Regrade
and seed eroded areas immediately
3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored as
specified hereinbefore. Reapply as necessary to retain cover until grass is established.
3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long by 6
inches thick at each entrance to the site used by construction vehicles, until such time as the
permanent roadway is constructed. Remove soil if accumulated to a depth greater than 0.5
inches.
3.6 Maintenance: The Owner and Contractor shall be responsible for maintaining all
temporary and permanent erosion control measures. Temporary structures shall be
maintained until such time as vegetation is firmly established in the area protected by the
structure. Permanent streambank protection and grassed areas shall be maintained until
completion of the project. Areas that fail to show a suitable stand of grass or which are
damaged by erosion shall be immediately repaired.
END OF SECTION

Andrew & Kuske
CONSULTING ENGINEERS, INC.
902 Market Street Wilmington, NC 28401-4733
910/343 9653 910/343-%W Fa<
www.andrewandkL&e.com
June 10, 2004
Ms. Laurie Munn
NC DENR
Division of Water Quality
Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
John R. Andrew, P.E. J. Phillip Norris, P.E.
John S. Tunstall, P.E. Neal W. Andrew, P.E.
John A. Kuske, III, P.E. J.A. Kuske, P.E. of Counsel
c7CQ= T.19
�ence 5needen, Jr., P.E.n1:41V
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Re: Cape Fear Community College — North Campus
High Density Stormwater Project
SW8 990923
Campus Loop Road and Truck Driver Training Facility
A & K Project No. 04008
Dear Ms. Munn:
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As we discussed by telephone on June 10, 2004, we are submitting a fast -tract
stormwater permit application for a new retention pond to serve a portion of this new
project. A portion of the new project is within the permitted drainage area for Pond #1
and Pond #3 for the subject existing permit (SW8 990923). We are enclosing a copy of
the cover letter and data sheet for this permit. The new project will use 55,243 SF of
the 1,112,087 SF of future impervious area for Pond #1 and 166,798 SF of the
1,058,072 SF of future impervious area for Pond #3.
Please contact us if you have any questions or comments. Thank you for your
assistance on this project.
Sincerely,
ANDREW & KUSKE
_Q_ONSULT§JQ_E;NGINEERS, INC
N
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IWasn
04008 06-10-04-s-sw-high density-Itr
cc: Carl Brown / Cape Fear Community College

41
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NWP Request Land Management Group, Inc.
Cape Fear Community Environmental Consultants Wetlands Survey
College North Campus Wilmington, N.C.
New Hanover County, NC February 11, 2000

Andrew & Kuske
CONSULTING ENGINEERS, INC.
902 Market Street Wilmington, NC 28401-4733
910/343-96910/343-9604 Fax
www.andrewandkuskg.com
June 16, 2004
Ms. Laurie Munn
NC DENR
Division of Water Quality
Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
John R. Andrew, P.E.
John S. Tunstall, P.E.
John A. Kuske, III, P.E.
James T. Pyrtle, P.E.
Re: Cape Fear Community College North Campus
Campus Loop Access Road and Truck Driver Training Facility
New Hanover County
SW8 990923 Modification
A & K Project No. 04008
Dear Ms. Munn:
We are responding to your letter of June 16, 2004 as follows:
J. Philllp Norris, P.E.
Neal W. Andrew, P.E.
J.A. Kuske, P.E. of Counsel
C. Lawrence Sneeden, Jr., P.E.
1. The orifice should be 3 inches. We have changed the drawings and are sending
two (2) copies of the revised plans.
2. We have shifted the pond to stay outside of the wetland area. We are enclosing
two (2) copies of the revised plans.
Please continue your review for approval. Thank you for your assistance on this
project.
Sincerely,
ANDREW & KUSKE
CONSULTING ENGINEERS,
a
04008 06-16-04-s-sw response-ftr
cc: Carl Brown / Cape Fear Community College
gE;CEIv ri„

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E.,Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
June 16, 2004
Dr. Eric McKeithan, President
Trustees of Cape Fear Community College
411 South Front Street
Wilmington, NC 28401
Subject: REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 990923 Modification
Cape Fear Community College — North Campus
Campus Loop Access Road and
Truck Driver Training Facility
New Hanover County
Dear Dr. McKeithan:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Cape Fear Community College — North Campus, Campus Loop Access Road and Truck Driver Training
Facility on June 11, 2004. A preliminary review of that information has determined that the application is
not complete. The following information is needed to continue the stoimwater review:
1. The outlet control structure calls for a 2" diameter orifice while the calculations and,
supplement call for a 3" orifice. Please confirm the correct orifice diameter orifice.
2. The originally permitted plans (Jan. 28, 2000) show a wetland delineation. From this
delineation, it appears that portions of Pond #4 are in the wetlands. Please provide the
signed jurisdictional determination from the Corp of Engineers.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to June 23, 2004, or the application
,%rill be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90
days from the receipt of a completed application to issue the permit.
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service 'n
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone]

Dr. Eric McKeithan
Page 2
June 16, 2004
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to
enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original documents must be
returned or new originals must be provided. Copies are not acceptable. If you have any questions
concerning this matter please feel free to call me at [phone].
Sincerely,
C5 �
Laurie Munn
Environmental Engineer
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06/17/2004 TUU 13:37 FAX [phone] Norris, Kuske, Tunstall
= Andrew & Kuske
CONSULTING ENGINEERS, INC. John R. Andrew. P.E.
902 Market 5ireetWimington, NC 28401-4733 John A.
Kusk . hi . P.E.
John A. Kusice.111, P.E.
910/34a9653 91013434604 Faoc
www.ondcewondWiske.corn James 7. Pyrtle, P.E.
June 16, 2004
Ms. Laurie Munn
NC DENR
Division of Water Quality
Water Qual'Ity Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Cape Fear Community College — North Campus
Campus Loop Access Road and Truck Driver Training Facility
New Hanover County
SW8 990923 Modification
A 8r K Project No. 04008
Dear Ms. Munn:
J. Phlinp Norris, P.E.
Neal W. Andrew, P.E.
J.A. Kuske, P.E. of Counsel
C. Lawrence Sneeden, Jr., RE
We are responding to your letter of June 16, 2004 as follows:
1. The orifice should be 3 inches. We have changed the drawings and are sending
two (2) copies of the revised plans.
2. We have shifted the pond to stay outside of the wetland area. We are enclosing
two (2) copies of the revised plans.
Please continue your review for approval. Thank you for your assistance on this
project.
Sincerely.,
ANDREW 8r KUSKE
CONSULTING ENGINEERS, INC.
J Phi ' orris, P.
o4wa 06-1644.s-m response-ltr
cc: Carl Brown / Cape Fear Community College