SW8990923_Historical File_20000128

January 28, 2000
Dr. Eric McKeithan, President
Trustees of Cape Fear Community College
411 South Front Street
Wilmington, NC 28401
Subject: Permit No. SW8 990923
Cape Fear Community College -North Campus
High Density Stormwater Project
New Hanover County
Dear Dr. McKeithan:
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Cape Fear
Community College -North Campus on January 28, 2000. 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 January 28, 2000, for the construction of
Cape Fear Community College -North Campus.
This permit shall be effective from the date of issuance until January 28, 2010, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the Operation and Maintenance
requirements in this permit. Failure to establish an adequate system for operation and maintenance of the
stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request
an adjudicatory hearing upon written request within thirty (30) days following receipt of this permit. This
request must be in the form of a written petition, conforming to Chapter 150B of the North Carolina General
Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer .27447, Raleigh, NC 27611-7447.
Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact Scott Vinson, or
me at [phone].
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/sav: S:\WQS\STORMWAT\PERNIIT\990923.JAN
cc: Mark Hargrove, P.E.
Tony Roberts, New Hanover County Inspections
Beth Easley, New Hanover County Engineering
Scott Vinson
Wilmington Regional Office
Central Files

State Stormwater Management Systems
Permit No. SW8 990923
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
New Hanover County
FOR THE
construction, operation and maintenance of three 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 control has been designed to handle the runoff
from 2,826,608 square feet or 64.89 acres of impervious 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.

State Stormwater Management Systems
Permit No. SW8 990923
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
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
Application Date: January 28, 2000
Name of Receiving Stream/Index #: Prince George Creek / CPF23 (18-74-53)
Classification of Water Body: "C Sw"
If Class SA, chloride sampling results:
Pond Depth, feet:
Permanent Pool Elevation, FMSL:
Total Impervious Surfaces, ft2:
Streets, ft2:
Parking, ft2:
Future Buildings, 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:
n/a
Pond 1 Pond 2 Pond 3
6.00
5.00
5.50
27.50
25.00
25.00
1,268,467
280,526
1,277,615
39,640
33,105
42,689
77,101
-0-
87,556
1,151,726
247,421
1,147,370
none, per Engineer
70,672
20,038
82,132
96,948 31,061
82,208
102,685
22,709
103,426
104,272
25,661
104,366
28.55
25.80
26.20
3 - 3.0"q pipes I. - 2.0"q
pipe
2 - 3.0"q pipes
3

State Stormwater Management Systems
Permit No. SW8 990923
IL SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in it's 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 not be allowed in the stormwater treatment system.
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.
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 following items will require a modification to the permit:
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
4

State Stormwater Management Systems
Permit No. SW8 990923
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 on the project must be directed into the permitted stormwater control
system.
15. 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. 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 an application fee, 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.
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.
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 28th day of January, 2000.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Kerr. T. Stevens, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 990923
5

State Stormwater Management Systems
Permit No. SW8 990923
Cape Fear Community College -North Campus
Stormwater Permit No. SW8 990923
New Hanover County
Designer's Certification
1, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/weekly/full time) the construction
of the project,
for (Project Owner) hereby state that, to the best of my abilities, due
care and diligence was used in the observation of the project construction such that the construction was observed
to be built within substantial compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
MCA
A

State Stormwater Management Systems
Permit No. SW8 990923
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 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 overall dimensions of the system, as shown on the approved plans, are provided.
cc: NCDENR-BWQ Regional Office
Tony Roberts, New Hanover County Building Inspector
7

P. 1
COMMUNICATION RESULT REPORT ( JAN.28.2000 10:12AM )
TTI
FILE MODE OPTION ADDRESS (GROUP) RESULT
--------------
733 MEMORY TX
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
9-7624201
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NCDENR WIRO
PAGE
P. 2/2
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
State of North Carolina
Departinent of Environment and Natural Resources
WiLniu&n Regional Office
James B. Lunt, Governor
FAX COVER SHEET
Onwe:'c]
To:
CO:
FAX #■ a1 ,
REMARKS
Bill Holman, Secretary
No. Of
From.
CO. FAX#: [phone]
137 Cnrdinrtl Drive Exteuseon,1171Mlnhtun, N.C. 28405-3845 Telephone (9t4) 39i.39110 ifiax (910)3511-2111W
An Equia opportunity AMrm: IN'e action Employer

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
James B. Hunt, Governor
Date: Y/a-z
To: 4Iq
CO: W , n2; k 5&,17
FAX #: -7 6X - 12p /
REMARKS:
Bill Holman, Secretary
FAX COVER SHEET
No. Of Pages:
From:
CO:I)IA-749
FAX#: [phone]
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 Telephone [phone] Fax [phone]
An Equal opportunity Affirmative Action Employer

Pond 1
Revised 12/22/99
Maintenance activities shall be performed as follows:
1. After 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 drawdowri of the 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,
The nieasuring device used to determine the sedime : be such that it will give an accurate
depth reading and not readily penetrate into acgumu. ts.
When the permanent pool depth reads 4,S ®e Dnd, the sediment shall be removed.
When the permanent pool depth reads 4.13 fee 07 ►, the sediment shall be removed.
5
V
Sediment Aoval El. 23.37
Bottom Ele anon 23..40
FOREBAY
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 27.50
_:. D M
i
Sediment Removal Elevation 23 • W 175%
Bottom Elevation 21 _5n y 25%
MAIN POND
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.
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 Rev 3.99 Page 3 of 4

BENCH MARK:
NAIL IN P.P.
1 EL. 33.52
TEMPORARY SEDIMENT TRAP
TRAP ##2 W/ SILT BASIN
SILT BASIN LENGTH = 181.0'
WIDTH = 4.0'
DEPTH = 2.0'
SEE DETAIL 8/PL-1.01
TEMPORARY SEDIMENT TRAP) 'ill
TRAP #3 W/ SILT BASIN
SILT BASIN LENGTH •.sa�
WIDTH •
DEPTH 3.0'
SEE DETAIL
4
00 �*
,
i
t-
q PERIMETER DITCH
SEE DETAIL 7/PL-1.01
I' TEMPORARY SEDIMENT TRAP
' TRAP ##1 W/ SILT BASIN
SILT BASIN LENGTH = 181.0'
WIDTH = 4.0'
I.DEPTH = 2,0'
�11ME DETAIL 8/PL-1.01
�
54
53 • •ire
THE EXISTING DITCHES BETWEEN THE BUILDFS)
AND PERIMATER DITCH SHALL BE CLEANED
ORGANIC MATERIALS, BACKFILLED IN 8" LIF
WITH SUITABLE MATERIAL (SEE SPECIFICATI
AND COMPACTED TO 95% STANDARD PROCTOR
f
48 5Q } ELTOY.(
51 I 4 1 6 56
uZ 39
2 40
cv 6 3 30 ?8
34
13+00 ,
TOB 31 5 `
EL. 41.0 /
29 /
2 /f.r 2
CLEARING LIMITS
SEE DETAIL 2/PL-1 01 FOR 1
SEE DETAIL 6/PL-1.01 FOR TYPICAL CROSS-SECTION OF 19
SEEDING REQUIREMENTS BUILDING PAD AND PRELOAD REQUIREMENTS
12+00 TEMPORARY SILT FENCE
T/
/ 17 SEE DETAIL 5/PL-1.01
3 /
10 TOB /
9 EL. 41.0 15
I
8 TOB
EL. 41.0
Q CONSTRUCTION ROAD TO BE RELOCATED
AND MAINTAINED BY CONTRACTOR
son
F wo_ f
_ �'. _-----•-� "�=`' ~�~� SEE POINT LOCATION TABLE FOR
>I TOB AND CLD LOCATIONS (TYP.)
DETAIL 3/PL-1.01
10+00
^n44AM
INSTALL 15" DIAMETER
CORRUGATED METAL PIPE /
- 9+00
EXISTING DIRT ROAD SHALL BE IMPROVED, MAINTAINED
AND UTILIZED BY CONTRACTOR AS NECESSARY FOR
CONTRACTOR TO ACCESS BUILDING PAD. ANY IMPERVIOUS
SURFACE MATERIAL TEMPORARILY PLACED ON ROAD{
SHALL BE REMOVED UPON COMPLETION OF CONSTRUCTION.
f 8+00 I
f
I
W
1
W 4"_
(f) `
r , m
7+00
0
6+00
; rl� I
t p
�1
U
c�
I
TEMPORARY CONSTRUCTION ENTRANCE
SEE DETAIL 4/ PL-1.01
i
BLUE CLAY ROAD
1
PL-1.01
5+00
i
4+00
I
fl.
I
W
1 90. 295.32 FT ALONG R/W LINE
FROM EXISTING IRON PIPE TO 9ZTZ ANI
�-�
,y,,,.... BASE LINE AT STATION 1+60
}
SITE PLAN
SCALE: 1" = 50 FT.
TOP OF BANK (TOB)
ELEV. 41.0 TOP OF BANK (TOB)
TOP OF BANK (TOB) 1 6'-0" PRE -LOAD FILL ELEV. 41.0
ELEV. 37.0 ( -
1 6'-0" PRE -LOAD FILL 1 I
1...` .`:.':.. ; , , ELEV ' 31'.bb `.', . .
ELEV. 35.00: '
EXISTING
GRADE
BUILDING PAD FILL REMOVE TOPSOIL, ORGANICS
& COMPACT PRIOR TO
ADDING FILL. SEE NOTES.
I. COMPLY WITH EROSION CONTROL AND SEQUENCE OF CONSTRUCTION 6. CONSTRUCT THE BUILDING PAD FILL USING APPROVED SUTIABLE MATERIALS
REQUIREMENTS SHOWN ON THIS SHEET. SEE SPECIFICATIONS) IN MAXIMUM OF 8" LIFTS, COMPACTED AT LEAST TO 95%
STANDARDD PROCTOR (ASTM D698) WITH THE TOP 12" COMPACTED TO AT LEAST
2, CONSTRUCT PERIMETER DRAINAGE DITCH. 98% STANDARD PROCTOR.
3. STRIP TOP 12-INCHES OF TOPSOIL FROM ALL AREAS TO 7, CONSTRUCT THE PRE -LOAD FILL USING APPROVED MATERIAL (SEE SPECIFICATIOP
BE FILLED WITH BUILDING PAD FILL AND/OR PRELOADING MATERIAL. IN MAXIMUM 8" LIFTS, COMPACTED TO AT LEAST 90% STANDARD PROCTOR
(ASTM D 698) UP TO ELEVATIONS 37.0' OR 41.0' AS SHOWN.
4. ALLOW IN BID THE REMOVAL OF 200 CU. YDS. OF UNDERCUT EXCAVATION
MATERIAL IN AREAS AS DIRECTED BY SOILS ENGINEER. 8. SOILS ENGINEER TO SET SETTLEMENT PLATES AND MONITOR RESULTS.
5. DISC, DRY AND COMPACT THE EXPOSED SUBGRADE USING 10 TON
VIBRATORY ROLLER MAKING TWO PASSES IN EACH DIRECTION.
2 BUILDING PAC} AND PRE -LOAD RECUIREMENTS
PL-1.01 NOT TO SCALE
LEFT
BASE LINE
STATION
RIGHT
REMARKS
PT. NO.
OFFSET'
ELEV
PT. NO.
OFFSET'
ELEV
62
148.67
28,0
10 + 53.43
CENTERLINE
R E OF` DITCH CLD
2
15,00
41. 0
10 + .00
J9i
1
15
41.0 0
TOP OF BANK (f06)., MID POINT OF 2 ARC
4
1 17.00
41.0
11 + 23.50
3
17
41.0
TOP OF BANK (TOB)
6
29.00
41.0
11 + 35.59
5
29
41.0
TOP OF BANK (TOB)
8
92.73
41.0
11 + 35.59
7
82,47
41,0
TOP OF BANK (TOB)
11 + 45.77
9
114.94
41.0
TOP OF BANK (TOB)
10
146.61
41.0
11 + 62.15
11
137.69
41.0
TOP OF BANK (TOB)
12
152.14
41.0
11 + 63.83
13
144.63
41.0
TOP OF BANK (TOB)
14
195.33
41.0
11 + 63.83
15
195.33
41.0
TOP OF BANK (TOB)
16
200.33
41.0
11 + 68.50
17
200.33
41.0
TOP OF BANK (TOB)
61
304.OD
28.0
12 + 12.11
CENTER LINE OF DITCH (CLD)
18
205.58
37.0
12 + 17.07
19
207.38
37.0
TOP OF BANK (TOB)
20
200.09
41.0
12 + 50.10
21
200.09
41.0
TOP OF BANK (TOB)
22
198.05
41.0
12 + 51.91
23
189.02
41.0
TOP OF BANK (TOB)
24
188.22
41.0
12 + 51.91
25
197.85
41.0
TOP OF BANK (TOB)
26
182.09
41.0
12 + 58.94
27
181.93
41.0
TOP OF BANK (TOB)
28
264.36
37.0
12 + 70.97
29
263.86
37.0
TOP OF BANK (TOB)
30
181.59
41.0
12 + 77 71
TOP OF BANK (TOB)
32
264,36
1 37.0
12 + 84.20
31
263.86
37.0
TOP OF BANK (TOB)
13 + 05.62
55
294.27
28.0
CENTER LINE OF DITCH (CLD)
34
144.26
41.0
13 + 12.24
TOP OF BANK (TOB)
13 + 36.33
33
150.30
41.0
TOP OF BANK (TOB)
13 + 36.33
35
179.48
41.0
TOP OF BANK (TOB)
36
206.68
37.0
13 + 40.33
37
203.50
37.0
TOP OF BANK (TOB)
38
204.33
37.0
13 + 50.33
TOP OF BANK (TOB)
13 + 47.68
63
138.32
41.0
TOP OF BANK (TOB)
60
304.00
28,0
13 + 54.44
CENTER LINE OF DITCH (CLD)
40
130.33
41.0
13 + 55.56
39
134.76
37.0
TOP OF BANK (TOB)
42
140.32
41.0
13 + 55.56
TOP OF BANK (TOB)
44
146.09
37.0
13 + 57.70
TOP OF BANK (TOB)
46
195.33
3TO
13 + 59.33
TOP OF BANK (TOB)
13 + 69.00
56
230.57
28.0
CENTER LINE OF DITCH (CLD)
48
118.33
37.0
13 + 71.17
TOP OF BANK (TOB)
13 + 71.17
64
117.38
37.0
TOP OF BANK (TOB)
50
113.33
37.0
13 + 76.17
41
108.95
37.0
TOP OF BANK (TOB)
51
53.83
37.0
13 + 76.17
43
53.83
37.0
TOP OF BANK (TOB)
52
41.83
37.0
13 + 88.17
45
41.83
3TO
TOP OF BANK (TOB)
53
41.83
37.0
14 + 11.67
47
41.83
37.0
TOP OF BANK (TOB)
I 54
29.83
37,0 .
,. 1 + 4 23.67
49
2 3
9.8
37.0
TOP F.
0 0 BANK TOB
59
18.64
28.0
14 + 72.00
57
24.40
28.0
CENTER LINE OF DITCH (CLD)
58
0
28.0
14 + 72.44
58
1
28.0
CENTER LINE OF DITCH (CLD)
NOT TO SCALE
MINIMUM DEPTH OF STONE 6"
2" - 3"
COARSE AGGREGATE
4 TEMPORARY CONSTRUCTION ENTRANCE
1-40 3
e 0 132 m�
133
117 �
p SITE
w
Q
= Vv o 40
4 o
a
o RA ILLE RD
KERR AV N
VICINITY MAP
NOT TO SCALE
SUMMER
SEEDING MIXTURE
SEEDING MIXTURE RATE (LB/ACRE)
RYE (GRAIN)
GERMAN MILLET 40
SEEDING MIXTURE RAZE (LB/ACRE)
SEEDING DATES: APRIL 15 - AUG 15
COMMON BERMUDAGRASS 40�6� (t-2 LB/1,000 SO.FT.}
WINTER AND EARLY SPRING
RATE (LB/ACRE)
APPLY 4000 LB/ACRE GRAIN STRAW FOR MULCH
APPLY 2000 LB ACRE GROUND AGRICULTURE LIMESTONE
AF?LY 7..0 LB/ACRE 110-10-10 FERTILIZER
SEEDING DATES: APRIL - JULY
ANNUAL LESPEDE-LA (KOBE) 50
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY
FALL
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY
3,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 500 LB/ACRE
COVER IS NOT TO EXTEND BEYOND JUNE.
SEEDING MIXTURE RATE (LB/ACRE)
RYE (GRAIN) 120
10-10-10 FERTILIZER
SEEDING DATES: DEC 1 - APRIL 15
APPLY 4000 LB/ACRE GRAIN STRAW FOR MULCH
SEEDING OATES: AUG. 15 -DEC. 30
APO!." 2000 LB ACRE GROUND AGRICULTURE LIMESTONE
APPLY 750 LB ACRE 10-10-10 FERTILIZER
APPLY 000 LB/ACRE GRAIN STRAW FOR MULCH
2
APPLY 2000 LB/ACRE GROUND AGRICULTURE LIMESTONE
APPLY 1000 LB/ACRE 10-10-10 FERTILIZER
PERMANENT SEEDING
TEMPORARY
SEEDING
s SEEDING REQUIREMENTS
PL-1.01
NOT TO SCALE
w
z
_j _
� r
� o
EXISTING GROUND w ti
ELEV - 28.0 3 /
1�
PERIMETER DITCH
NOT TO SCALE
DESIGN SETTLED TOP
OVERFILL 6"
21" MIN. FOR SETTLEMENT
4 FT. MIN. �f
�1
i✓ r ems. ...; .... __.
� _ f
.y
ZEMERGENCY BY-PASS
2.1 SIDE
I- SLOPE MAX. 6" BELOW SETTLED
MAX. FILL III- TOP OF DAM
III - - --•-1:1 SIDE SLOPE
MAX.
4 FT. MI NATURAL GROUND (WHERE APPLICABLE)
FILTER FABRIC
STONE SECTION
NOTE:
CONSTRUCT OUTLET USING WELL -GRADED STONES WITH A d50 SIZE OF 9
INCHES (CLASS B EROSION CONTROL STONE IS RECOMMENDED,) AND A MAXIMUM
STONE SIZE OF 14 INCHES. A 1-FT THICK LAYER OF 1/2 - 3/4 INCH AGGREGATE
(N.C. DOT #57 WASHED STONE IS RECOMMEDED) SHOULD BE PLACED ON THE INSIDE
FACE TO REDUCE DRAINAGE FLOW RATE.
�SFT. MIN.
+1.5 FT.
1800 CU FT/ACRE
f
PL-1,01 NOT TO SCALE
PL -1.01 NOT TO SCALE
STEEL OR WOOD POST
VARIES (10' MAX.)
TOP STRAND �MIN, #10 GUAGE STAY WIRES MIN. FILTER FABRIC
jjj #12-1/2 GUAGE NOTES:
ttt FILL SLOPE 1` WIRE SHALL H A MINIMUM I MU IN
_ WIDTH AND SHALT„ HAVE A MINIMUM OF 6
p LINE WIRES W/12 STAY SPACING
LINE WIRES ON. GROUND ( z N 2. FILTER FABRIC SHALL BE A MINIMUM OF
- 36" IN WIDTH AND SHALL BE FASTENED
#t2-1/2 GUAGE LINE r7 N /\\ ADEQUATELY TO THE WIRE
3. STEEL POST SHALL BE 5' 0" IN HEIGHT
FILL
AND BE OF SELF FASTENER ANGLE
STEEL TYPE
4. WOOD POSTS SHALL BE A MINIMUM OF 6'
/ N_ IN HEIGHT AND 3" OR MORE IN DIAMETER
J \ BOTTOM STRAND MIN. #10 GUAGE / o-//\/\//�/ WIRE FABRIC SHALL BE FASTENED TO WOODEN
J \\ \ Op NI \ \ \\/\`/�/\\///\\\//\\ PO/2"I ONGTH OT LESS THAN #9 WIRE STAPLES
SKfRTOR FILTER FABRIC
�i
II("
5 TEMPORARY SILT FENCE
PL-1.01 NOT TO SCALE
a
FEMA FOOD PLAIN MAPPING NOTES EROSION CONTROL AND SEQUENCE OF CONSTRUCTION 1J0TES: GENERAL NOTES
1. REASONABLE CARE HAS BEEN EXERCISED IN SHOWING THE LOCATION OF EXISTING UTILITIES
ON THE PLANS. THE EXACT LOCATION OF SUCH UTILITIES IS NOT KNOWN IN ALL CASES.
l 1E 1. CONSTRUCT TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AND INSTALL ALL TEMPORARY THE CONTRACTOR SHALL EXPLORE THE AREA AHEAD OF THE DITCHING OPERATION BY
SILT FENCES. OBSERVATIONS, ELECTRONIC DEVICES, HAND DIGGING AND BY PERSONAL CONTACT WITH THE
t 2. INSTALL TEMPORARY SEDIMENT TRAPS AS PERIMETER DITCH IS CONSTRUCTED. UTILITY' COMPANIES IN ORDER TO LOCATE EXISTING UTILITIES IN ADVANCE OF THE TRENCHING
1. THIS TRACT IS IN ZONE C ACCORDING TO FEMA FIRM MAP COMMUNITY- 3. CLEAR AND REMOVE FROM SITE ALL TREES, ROOTS, ROOT MAT ETC. FROM THE AREA , OPERATIONS SO AS TO AVOID
AND PREVENT DAMAG
E TO THE EXISTING UTILITIES. I ES.
I' PANEL NUMBER 370168 0030 D, REVISED APRIL 15, 1986, AND WITHIN DESIGNATED CLEARING LIMITS. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COST RESULTING FROM ANY DAMAGE TO THE
I AND COMMUNITY -PANEL NUMBER 370168 0040 D, REVISED APRIL 15, 1986 4. REMOVE EXISTING TOPSOIL FROM AREAS WITHIN DESIGNATED BUILDING PAD AREA AND EXISTING UTILITY LINES INCLUDING BUT NOT LIMITED TO REPAIRS AND LOSS SERVICE REVENUE.
STOCKPILE TOPSOIL ON SITE FOR FUTURE USE. CONTRACTOR SHALL ARRANGE FOR TEMPORARY SUPPORT OF EXISTING UTILITIES, SUCH AS
ii 2. NO WATERCOURSE OR 100-YEAR FLOOD PLAIN AS MAPPED 5. ONCE TOPSOIL HAS BEEN REMOVED FOR THE BUILDING PAD, BEGIN CONSTRUCTION OF THE POLES, CONDUITS, FIBER OPTIC CABLES, TELEPHONE CABLES, WATER LINES, ETC...
BY RE.M.A. OR AS DEFINED BY ANY FEDERAL, STATE OR BUILDING PAD IMMEDIATELY. 2. CONTRACTOR SHALL COMPLY WITH THE LATEST REVISIONS AND INTERPRETATIONS OF THE
LOCAL AUTHORITY IS LOCATED ON THIS PROPERTY. THIS
{ STATEMENT IS BASED UPON EXAMINATION OF FIRM FI MAP NOS. 6. PROVIDE ADDITIONAL SILT FENCE, IF NECESSARY, AROUND TEMPORARY STOCKPILES ETC... DEPARTMENT OF LABOR SAFETY AND HEALTH .REGULATIONS FOR CONSTRUCTION PROMULGATED
` 370168 0030 D AND 370168 0040 D BOTH OF WHICH WERE 7. PLANT GRASS OVER GRADED AREAS WITHIN 15 DAYS OF BRINGING SURFACES UP TO UNDER THE OCCUPATIONAL SAFETY AND HEALTH ACT.
LAST REVISED APRIL 15, 1986. FINAL GRADES 3. CONTRACTOR SHALL PLAN AND CONSTRUCT WORK SO AS TO CAUSE MINIMUM INCONVENIENCE
�- 8• CONTRACTOR SHALL BE RESPONSIBLE FOR CLEANING AND RESTORING TO PRE -CONSTRUCTION TO THE OWNER AND THE PUBLIC. THE CONTRACTOR SHALL PROVIDE, ERECT AND MAINTAIN
w - CONDITIONS ANY 'AREAS OUTSIDE THE PROJECT LIMITS THAT MAY INADVERTENTLY BE AT ALL TIMES DURING THE PROGRESS OR TEMPORARY SUSPENSION OF WORK, SUITABLE BARRIERS,
DAMAGED DUE TO THE FAILURE OF THE EROSION MEASURES FENCES, SIGNS OR OTHER ADEQUATE PROTECTION, INCLUDING FLAG MEN AND WATCHMEN AS
.� S. DURING GRADING AND AFTER GRADING HAS BEEN COMPLETED, CONTRACTOR SHALL CONTINUE TO
-� MAINTAIN PERMANENT AND TEMPORARY EROSION CONTROL MEASURES UNTIL FINAL INSPECTION NECESSARY TO INSURE THE SAFETY OF THE PUBLIC AS WELL AS THOSE ENGAGED THE
AND APPROVAL BY THE LAND QUALITY SECTION OF THE REGIONAL OFFICE OF THE NCDENR. CONSTRUCTION WORK. CONSTRUCTION SIGNING SHALL IIN ACCORDANCE .WITH THEE LATEST
10. WATER, FERTILIZE, MOW AND MAINTAIN SPRIGGED SODDED AND PLANTED AREAS EDITION OF "CONSTRUCTION AND MAINTENANCE OPERATIONS SUPPLEMENT TO THE MANUAL ON
APPROVAL BY THE LAND QUALITY SECTION OF THEUNTIL FINAL
REGIONAL OFFICE OF THE NCDENR. UNIFORM TRAFFIC CONTROL DEVICES" BY THE NCDOT.
11. REMOVE REMAINING TEMPORARY EROSION CONTROL MEASURES UPON APPROVAL BY THE LAND 4. ALL MATERIAL CLEARED AND GRUBBED BY THE CONTRACTOR IN ORDER TO CONSTRUCT THE WORK,
QUALITY SECTION OF THE REGIONAL OFFICE OF THE NCDENR. SUCH AS TREES, VEGETATION, FENCING, ETC... SHALL BECOME THE PROPERTY OF THE
CONTRACTOR AND SHALL BE PROPERLY DISPOSED OF OFF -SITE OR BURNED IF PROPER PERMITS
ARE RECEIVED.
SCALE: AS SHOWN

MEMORANDUM
Date: 1/11/00
To: Dan Sams/NCDENR/DLR/LQS
Linda Lewis/NCDENR/DWQ
Subject: CFCC — North Campus New Hanover County
LQS# 990906NH DWQ# SW8 990923
�r W K
r DICKSON
Engineers . Planners . Surveyors
L.andscapeArchitects
From: Margaret Gray
WKD# 90148.80(I)
Attached you will both find plan sheet PL —1.01, Building Pad and Pre -Load Site Plan,
dated Jan. 10, 2000, for the referenced project. The Erosion Control Permit has
been issued and covers a disturbed area of 58 acres. This acreage does not
change even with these proposed earthworks. However, I did want to provide this
courtesy copy since the field conditions will now reflect a pre -loading pad. This soi
pad will be in place 2 —3 months.
In regard to the Stormwater Permit the project continues to be under review. Our last
response to DWQ was 12/21/99. We will be proceeding with the attached
earthworks by months end. No impervious surfaces are proposed as in our prior
DWQ submittal. Linda, since you already have the project submittal and no
impervious coverage is proposed and/or revised I am not providing any permit
modifications. However, I did want to provide you a courtesy copy as well.
If you should require anything else please contact me at 762-4200 or through written
correspondence at 909 Market Street, Wilmington, NC 28401. Thanks.
1 111, 1� I I '1�1r'illl 0
1 111 ''111 .......... 1 '11111111119ajaili WX
D E C E I V E
Cc Jack Cla ell/ Bone Architects D
y`^� y J A N 1 2 2000
Dan Dawson/WKD
® E M
PROJ #

REVISED STORMWATER CALCULATIONS
FOR
DIVISION OF WATER QUALITY
FOR
CAPE FEAR COMMUNITY COLLEGE
WILMINGTON, NORTH CAROLINA
�TO�dVi'vvATER
�E C 8 I V E�
DE 2' 21999
DWQ
PROD #
ENGINEERS
W.K. DICKSON & CO., INC.
909 MARKET STREET
WILMINGTON, NORTH CAROLINA 28401
[phone]
DECEMBER 22, 1999
A

WK DICKSON
Engineering 909 Market Street
Land Planning Wilmington, NC 28409
Surveying [phone]
CAPE FEAR COMMUNITY COLLEGE
POND NO. 2
TOTAL AREA DRAINING TO POND = 9.2 ac
TOTAL PROPOSED IMPERVIOUS SURFACE AREA DRAINING TO POND:
PAVED/GRAVEL AREAS & STORAGE AREAS = 0.76 AC
REMAINING IMPERVIOUS AREA ASSUMED = 5.68 AC
= 6.44 ACRES
PERCENT IMPERVIOUS DRAINAGE AREA FOR POND:
= 6.44 AC / 9.20 AC
= 70.0 %
REQUIRED STORAGE FOR 1-ExICH OF RUNOFF FOR POND: (use Schueler Method)
= 0.05 + 0.009 (1)
= 0.05 + 0.009(70) = 0.68
= (1")(0.68)(1/12)(9.2)(43,560)
= 22,709 CF (25,732 CF PROVIDED)
REQUIRED STORAGE FOR FOREBAY: 20% OF PERMANENT POOL VOLUME
_ (0.2)(100,021)
= 20,004 CF (20,404 CF PROVIDED)
POND DEPTH SA/DA %
(FT)
5.0 5.00
POND SURFACE AREA (MIN.)
(SF)
IF POND DEPTH 5.0 FT, MINIMUM SURFACE AREA = 21,266 SF
USED 90% TSS CHART TO SIZE POND
AREA @ ELEVATION 25.00 = 31,061 SF > 21,266 SF
21,266
I PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
l PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF
f jl-4<V )Z)2L)"

WK DICKSON
Engineering
Land Planning
Surveying
POND NO. 2
STAGE - AREA - STORAGE FOR 1-INCH RUNOFF
ELEV.
AREA
STORAGE
TOT. STORAGE
(FT)
(SF)
(CF)
(CF)
NORMAL
25.00
31,061
-
POOL
9,448
25.30
31,928
9,448
6,444
25.50
32,508
15,892
9;840
9" RUNOFF
25.80
33,091
25,732
STAGE - AREA - STORAGE FOR FOREBAY
ELEV.
AREA
STORAGE
TOT. STORAGE
(FT)
(SF)
(CF)
(CF)
FOREBAY 1NV
21.00
3,539
-
3,902
22.00
4,265
3,902
4,657
23.00
5,049
8,559
5,471
24.00
5,892
141,030
613,10
BERM ELEV
25.00
6,857
20,404
909 Market Street
Wilmington, NC 28409
[phone]
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF
��St�D IZJ2Z� 99

WK DICKSON
Engineering
Land Planning
Surveying
909 Market Street
Wilmington, NC 28409
[phone]
POND RELEA-5E TIME FOR CONTROL PIPE: POND #2
E LEV.—tE FF.—VOL—.RSLEAS ED —01UTFWNTf WE-
—RELEASSTRWE—
(CF)
25.80 25732
9840
0.094
29.1
25-.-5-0 15892
25.30 9448
6444
0, -074
. .. ........
24.1
9448
0.058
45.6
—W.8-
TOTAL HOUFM
- -- — ------ DAYS
CONTROL PIPE:
2
INCH ORIFICE HOLE
—EQUATION
USED ORIFICE T0=rE­R`MINE OUTFLOW RATE
Cd*A*(2gh)AI
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF

WK DICKSON
Engineering
Land Planning
Surveying
909 Nfarket Street
Wilmington, NC 28409
[phone]
CAPE FEAR COMMUNITY COLLEGE
TOTAL AREA DRAINING TO POND = 41.9 ac
TOTAL PROPOSED IMPERVIOUS SURFACE AREA DRAINING TO POND:
PAVED/GRAVEL AREAS & STORAGE AREAS = 2.99 AC
REMAINING IMPERVIOUS AREA ASSUMED = 26.34AC
= 29.33 ACRES
PERCENT IMPERVIOUS DRAINAGE AREA FOR POND:
= 29.33 AC / 41.90 AC
= 70.0 %
REQUIRED STORAGE FOR 1-INCH OF RUNOFF FOR POND: (use Selracler Method)
= 0.05 + 0.009 (I)
= 0.05 + 0.009(70.0) = 0.68
= (1")(0.68)(1/12)(41.9)(43,560)
=103,426 CF (104,353 CF PROVIDED - SEE NEXT PAGE)
REQUIRED STORAGE FOR FOREBAY: 20% OF PERMANENT POOL VOLUME
= (0.2)(260,854)
= 52,170 CF (61,919 CF PROVIDED - SEE NEXT PAGE)
POND DEPTH SA/DA %
(FT)
5.5 4.76
POND SURFACE AREA (MIN.)
(S-9
IF POND DEPTH = 5.5 FT, MINIMUM SURFACE AREA = 78,482 SF
USED 90% TSS CHART TO SIZE POND
AREA @ ELEVATION 25.00 = 82,208 SF > 78,482 SF
78,482
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF
Rwisev 17421_24g9

WK DICKSON
Engineering 909 Market Street
Land Planning Wilmington, NC 28409
Surveying [phone]
POND NO. 3
STAGE - AREA - STORAGE FOR 1-INCH RUNOFF
ELEV.
AREA
STORAGE
TOT. STORAGE
(FT)
(SF)
(CF)
(CF)
NORMAL
25.00
82,208
-
POOL
42,092
25.50
86,158
42,092
44,074
26.00
90,137
86,166
18,187
9" RUNOFF
26.20
91,736
104,353
STAGE - AREA - STORAGE FOR FOREBAY
(SEE SHEET
C-1)
ELEV.
AREA
STORAGE
TOT. STORAGE
(FT)
(SF)
(CF)
(CF)
FOREBAYINV
21.00
10,214
-
11,336
22.00
12,458
11,336
13,816
23.00
15,173
25,152
16,716
24.00
18,259
41,868
20,052
BERM ELEV
25.00
21,844
61,919
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF

WK DICKSON
Engineering
Land Planning
Surveying
909 Market Street
Wilmington, NC 28409
[phone]
POND RELEASE TIME FOR CONTROL PIPE: POND 03
ELEV. -T-EFF.-ST0FZ-KGE-V0`L­.
RELEASED
-OUTFLOVV-RATE-
—RIELEA-S]E-THVUE-
(FT�—
(M--
(HOURS)-
26.2U-'
104353
!
18188-
0.518
9.8
.0-0-T 86165
26M
42092
44073
0.473
25.9
42092
0.334
35.0
!USED—ORIFIC-5-50UATMWTG-DETERMINE -OUTFLOW RATE --- — --
(2gFh)M-r2---
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF — I
TZ6yj C15 D 1 ?-/7,,?-19�

WK
DICK
SON
Engineers • P(gnners •Surveyors
Landscape Architects
December 22, 1999
NCDENR / DWQ
Linda Lewis
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: SW8 990923 CFCC — North Campus
1 lA c�7'f o Information Request dated 11/22/99
New Hanover County
WKD #90143.80 (1)
Dear Linda:
Following are your comments and requests for additional information as it pertains to the
referenced project. Our reply immediately follows in bold text.
The fore bays for pond numbers 2 and 3 have an excessive amount of volume. The
design volume should be close to 20%. The fore bay for pond #2 incorporates
around 25% of the volume while the fore bay for pond #3 contains around 31 % of the
volume. Please reduce the volume of these two fore bays.
The fore bay for pond #2 has been evaluated and the volume area now
represents approximately 20%. In reviewing the overall pond #2 surface area
we discovered that the fore bay area had been omitted from the total volume.
Corrections have been made and ratios adjusted.
Pond #3 has been evaluated and in response to the campus master plan and
the wetlands / water quality i erosive soil conditions we respectfuily request
that the fore bay volume remain as proposea. Please note that updated
calculations revealed the fore bay at 24%. This fore bay is proximal to the
proposed building pad wherein an 8' soil mound will be stockpiled on the
building foundation to surcharge the site. This material is to remain for several
months. As an extra precaution we would like to maintain the fore bay size at
closer to 24% to accommodate potential sediment build-up. In addition
wetlands and downstream water quality will be better protected.
2. Please provide the required location map on the set of plans.
The location map has been added.
909 Market Street 910.762.4200 Atlanta, GA Hickory, NC
Wilmington, North Carolina Fax [phone] Asheville, NC Raleigh, NC
28401 www.wkdickson.com Charlotte, NC Columbia, SC

NCDENR / DWQ
December 22, 1999
Page 2 of 2
3. In the submitted set of calculations as well as on the set of plans, the bottom
elevation for pond #3 is given as 19.50 FMSL. However on page 1 of 4 of the Wet
Detention Basin Supplement form the bottom elevation for this pond is listed as 20.00
FMSL. I am requesting your permission to change what I believe is a simple typo on
the Supplement from 20.00 to 19.50 FMSL.
You have our permission to correct the bottom pond elevations as you have
noted above. Thank you.
4. There has been a little confusion on the numbers that are required to be entered on
page 3 of 4 of the Wet Detention Basin Supplement forms on all three ponds. The
sediment removal benchmarks should be measured from the permanent pool level
down to the bottom of the pond. I have copied your consultant Mr. Mark Hargrove on
the corrections and will be awaiting his verification in order for me to make the
necessary changes on your behalf.
Once again thank you for your review comments. We concur with your
numbers.
Please reference the project number above on all correspondence.
The reference project number will be shown on all correspondence (singular or
collective).
Please feel free to call if you should need anything else.
Very Truly Yours,
WK Dickson & Co., Inc.
fn IA�
Margaret A. Gray, ASLA
MAG/ams
cc: File
S:/projects/90148/admin/ncdenritr01.doc

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Division of Water Quality
November 22, 1999
Dr. Eric McKeithan, President
CFCC
411 South Front Street
Wilmington, NC 28401
V awA
NCDENR
NORTH CAROUNA DEPARTMENT OF
ENVIRONMENT AND NAruRAL RESOURCES
Subject: ACKNOWLEDGMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 990923
Cape Fear Community College
New Hanover County
Dear Dr. McKeithan:
The Wilmington Regional Office received a Stormwater Management Permit Application for Cape Fear
Community College on September 8,1999. A preliminary review of that ilifoinia ion has determined that the
application is not complete. The following information is needed to continue the stormwater review:
The fore bays for pond numbers 2 and 3 have an excessive amount of volume. The design
volume should be close to 20%. The fore bay for pond #2 incorporates around 25% of the
volume while the fore bay for pond 43 contains around 31 % of the volume. Please reduce the
volume of these two fore bays.
2. Please provide the required location map on the set of plans.
3. In the submitted set of calculations as well as on the set of plans, the bottom elevation for pond
#3 is given as 19.50 FMSL. However on page 1 of 4 of the Wet Detention Basin Supplement
form the bottom elevation for this pond is listed as 20.00 FMSL. I am requesting your
permission to change what I believe is a simple typo on the Supplement from 20.00 to 19.50
FMSL.
4. There has been a little confusion on the numbers that are required to be entered on page 3 of 4
of the Wet Detention Basin Supplement forms on all three ponds. The sediment removal
benchmarks should be measured from the permanent pool level down to the bottom of the pond.
I have copied your consultant Mr. Mark Hargrove on the corrections and will be awaiting his
verification in order for me to make the necessary changes on your behalf.
5. Please reference the project number above on all correspondence.
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

Dr. McKeithan
November 22, 1999
Stormwater Project No. SW8 990923
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 December 22, 1999, or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee. The Division is allowed 90 days from the receipt of a completed application to issue the
permit.
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. .
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Scott Vinson
Environmental Engineer
RSS/sav: S:1WQSISTORMWATIADDINFO1990923.NOV
cc: Wilmington Regional Office
Mark Hargrove, P.E.

STORMWATER CALCULATIONS
FOR
DIVISION OF WATER QUALITY
FOR
CAPE FEAR COMMUNITY COLLEGE
STORMWATER
E C E I V E
SEP 0 a 1999
D
PROD # � "4gog2 3
WILMINGTON, NORTH CAROLINA
ENGINEERS
WK DICKSON & CO., INC.
909 MARKET STREET
WILMINGTON, N.C. 28401
[phone]
SEPTEMBER 1, 1999

WK DICKSON
Engineering 909 Market Street
Land Planning Wilmington, NC 28401
Surveying [phone]
CAPE FEAR COMMUNITY COLLEGE
SEPTEMBER 1, 1999
STORMWATER NARRATIVE
Stormwater management for the Cape Fear Community College project will consist of constructing
three (3) detention ponds sized to achieve a 90% reduction in Total Suspended Solids. Each pond's
drainage area is assumed to be 70% impervious. The ponds are sized to handle runoff from future
impervious areas. The only impervious area proposed for this submittal is for the ABC stone to be
placed on the two road sections and the parking lots.
Pond No. 1 has been designed to treat runoff from 41.60 acres. All current and future runoff will be
directed to the forebay that is positioned across the gravel access road leading to the back of the
property and is connected to the main pond by twin 36-inch culverts. -
Pond No. 2 has been designed to treat runoff from 9.20 acres. This is the smallest of the three ponds,
and drains the least amount of area.
Pond No. 3 has been designed to treat runoff from 41.90 acres. There are two forebays for this pond.
One is located near the entrance of the main road and Blue Clay Road and the other forebay is located
near the parking lot on the east side of the building pad site. This forebay is connected to the main
pond by twin 30-inch culverts.
PROJECT:CAPE FEAR COMMUNITY COLLEGE SUBJECT: STORMWATER NARRATIVE JOB NO.: 90148.80
PREPARED BY: DATE: CHECKED BY: DATE: PAGE NO OF

WK DICKSON
Engineering
Land Planning
Surveying
909 Market Street
Wilmington, NC 28409
[phone]
CAPE FEAR COMMUNITY COLLEGE
POND NO. 1
TOTAL AREA DRAINING TO POND = 41.6 ac
TOTAL PROPOSED IMPERVIOUS SURFACE AREA DRAINING TO POND:
PAVED/GRAVEL AREAS & STORAGE AREAS = 2.68 AC
REMAINING IMPERVIOUS AREA ASSUMED = 26.44 AC
= 29.12 ACRES
PERCENT IMPERVIOUS DRAINAGE AREA FOR POND:
= 29.12 AC / 41.60 AC
= 70.0 %
REQUIRED STORAGE FOR 1-INCH OF RUNOFF FOR POND: (use Schueler Method)
= 0.05 + 0.009 (I)
= 0.05 + 0.009(70) = 0.68
= (1")(0.68)(1/12)(41.6)(43,560)
= 102,685 CF (104,265 CF PROVIDED - SEE NEXT PAGE)
REQUIRED STORAGE FOR FOREBAY: 20% OF PERMANENT POOL VOLUME
= (0.2)(515,398)
=103,080 CF (105,041 CF PROVIDED - SEE NEXT PAGE)
POND. DEPTH SA/DA %
(FT)
6.0 3.90
POND SURFACE AREA (MIN.)
(SF) .
IF POND DEPTH = 6.0 FT, MINIMUM SURFACE AREA = 70,672 SF
USED 90% TSS CHART TO SIZE POND
AREA @ ELEVATION 27.50 = 96,948 SF > 70,672 SF
70,672
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: A1N1L DATE: `t/dI CHECKED BY: DATE: PAGE NOJ_ OF g

WK DICKSON
Engineering 909 Market Street
Land Planning Wilmington, NC 28409
Surveying [phone]
POND NO.1
TAGE-AREA- STORAGE FOR 1-INCH RUNOFF
ELEV.
AREA
STORAGE
TOT. STORAGE
(F7)
(SF)
(CF)
(CF)
NORMAL
27.50
96,948
-
POOL
29,285
27.80
98,288
29,285
19,747
28.00
99,185
49,032
19,927
28.20
100,085
68,959
30,228
28.50
101,438
99,187
5,078
I" RUNOFF
28.55
101,665
104,265
STAGE - AREA - STORAGE FOR FOREBAY
ELEV.
AREA
STORAGE
TOT. STORAGE
(FT)
(SF)
(CF)
(CF)
FOREBAYINV
22.00
14,419
-
15,231
23.00
16,042
15,231
16,883
24.00
17,724
32,114
18,594
25.00
19,463
50,708
20,360
26.00
21,257
71,068
22,182
27.00
23,107
93,250
11,791
BERM ELEV 2-7.50
24,058
105,041
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: MOW DATE: A1ij",- CHECKED BY: DATE: PAGE NO Z- OF j_

WK DICKSON
Engineering
Land Planning
Surveying
POND RELEASE
TIME FOR CONTROL PIPE: POND #1
ELEV.
EFF. STORAGE
VOL. RELEASED
OUTFLOW RATE
RELEASE TIME
(F7)
(CF)
(CF)
(CFS)
(HOURS)
28.55
104266
5078
0.727
1.9
28.50
99188
30228
0.709
11.8
28.20 i 68960
19927 0.593
28.00 : 49033
19748 0.501
9.3
---
10.9
27.80 29285
j
---
----
29285
0.388
20.9
27.50
' 0
TOTAL HOURS
55.0
DAYS
2.3
CONTROL PIPE:
THREE - 3
INCH ORIFICE HOLES
USED ORIFICE EQUATION TO DETERMINE OUTFLOW RATE
Q = Cd*A*(2gh)^1/2
909 Market Street
Wilmington, NC 28409
[phone]
PROJECT: CAPE FEAR COMMUNI Y COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: M10 DATE: R M CHECKED BY: DATE: PAGE NO 3 OF `�

INK DICKSON
Engineering 909 Market Street
Land Planning Wilmington, NC 28409
Surveying [phone]
CAPE FEAR COMMUNITY COLLEGE
POND NO. 2
TOTAL AREA DRAINING TO POND = 9.2 ac
TOTAL PROPOSED IMPERVIOUS SURFACE AREA DRAINING TO POND:
PAVED/GRAVEL AREAS & STORAGE AREAS = 0.76 AC
REMAINING IMPERVIOUS AREA ASSUMED = 5.68 AC
= 6.44 ACRES
PERCENT IMPERVIOUS DRAINAGE AREA FOR POND:
= 6.44 AC / 9.20 AC
= 70.0 %
REQUIRED STORAGE FOR 1-INCH OF RUNOFF FOR POND: (use Scheeler Method)
= 0.05 + 0.009 (I)
= 0.05 + 0.009(70) = 0.68
= (1")(0.68)(1/12)(9.2)(43,560)
= 22,709 CF (25,732 CF PROVIDED)
REQUIRED STORAGE FOR FOREBAY: 20% OF PERMANENT POOL VOLUME
= (0.2)(81,404)
=16,281 CF (17,154 CF PROVIDED)
POND DEPTH SA/DA %
(Fr.
�,
5.0 5.00
POND SURFACE AREA (,MIN.)
(SF)
IF POND DEPTH = 5.0 FT, MINIMUM SURFACE AREA = 21,266 SF
USED 90% TSS CHART TO SIZE POND
AREA id ELEVATION 25.00 = 31,061 SF > 21,266 SF
21,266
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: MA;W DATE: q i CHECKED BY: DATE: PAGE NOA OF

WK DICKSON
Engineering 909 Market Street
Land Planning Wilmington, NC 28409
Surveying [phone]
POND NO. 2
STAGE - AREA - STORAGE FOR 1-INCH RUNOFF
ELEV.
AREA
STORAGE
TOT. STORAGE
(FT)
(SF)
(CF)
(CF)
NORMAL
25.00
31,061
-
POOL
9,448
25.30
31,928
9,448
6,444
25.50
32,508
15,892
9,840
11-RUNOFF
25.80
33,091
25,732
STAGE - AREA - STORAGE FOR FOREBAY
ELEV. r_AREA ­
STORAGE'i
TOT. STORAGE
(FT)
7
(SF)
(CF)
(CF)
FOREBAYINV
21.00
2,827
3,151
22.00
3,474
3,151
3,826
23.00
4,178
6.977
4,558
24.00
4,938
11,535
5,347
.BERM ELEV
25.00
5,755
16,882
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: M Vd DATE: jLijj2_ CHECKED BY: — DATE: — PAGE NO_ 5-OF I

Engineering
Land Planning
Surveying
WK DICKSON
909 Market Street
Wilmington, NC 28409
[phone]
POND RELEASE
TIME FOR CONTROL PIPE: POND #2
ELEV.
EFF. STORAGE
VOL. RELEASED
OUTFLOW RATE
RELEASE TIME
(FT)
(CF)
(CF)
(CFS)
(HOURS)
25.80
25732
9840
0.094
29.1
25.50
15892
6444
0.074
24.1
25.30
9448
9448
25.00
- -- -- - _r
0.058
45.6
TOTAL HOURS
DAYS
98.8
4.1
CONTROL PIPE:
2
INCH ORIFICE HOLE
I
IUSED ORIFICE EQUAT ION TO DETERMINE
OUTFLOW RATE
Q = Cd*A*(2gh)11/2
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: 1411V4 DATE: IRLLLM CHECKED BY: DATE: PAGE NO_ OF I

WK DICKSON
Engineering 909 Market Street
Land Planning Wilmington, NC 28409
Surveying [phone]
CAPE FEAR COMMUNITY COLLEGE
POND NO. 3
TOTAL AREA DRAINING TO POND = 41.9 ac
TOTAL PROPOSED IMPERVIOUS SURFACE AREA DRAINING TO POND:
PAVED/GRAVEL AREAS & STORAGE AREAS = 2.99 AC
REMAINING IMPERVIOUS AREA ASSUMED = 26.34AC
= 29.33 ACRES
PERCENT IMPERVIOUS DRAINAGE AREA FOR POND:
= 29.33 AC / 41.90 AC
= 70.0 %
REQUIRED STORAGE FOR 1-INCH OF RUNOFF FOR POND: (use Schueler Method)
= 0.05 + 0.009 (I)
= 0.05 + 0.009(70.0) = 0.68
= (1")(0.68)(1/12)(41.9)(43,560)
=103,426 CF (104,353 CF PROVIDED - SEE NEXT PAGE)
REQUIRED STORAGE FOR FOREBAY: 20% OF PERMANENT POOL VOLUME
= (0.2)(190,798)
= 38,160 CF (59,465 CF PROVIDED - SEE NEXT PAGE)
POND DEPTH SAJAA. %
(FT)
5.5 4.76
POND SURFACE A.RFA. (MIN.)
(SF)
IF POND DEPTH = 5.5 FT, MINIMUM SURFACE AREA 78,482 SF
USED 90% TSS CHART TO SIZE POND
AREA @ ELEVATION 25.00 = 82,208 SF > 78,482 SF
78,482
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: Mn%r1 DATE: 11 jj1e,9CHECKED BY: DATE: PAGE NOS OF

Engineering
Land Planning
Surveying
WK DICKSON
909 Market Street
Wilmington, NC 28409
[phone]
POND NO.3
STAGE - AREA - STORAGE FOR 1-INCH RUNOFF
ELEV.
AREA
STORAGE
TOT. STORAGE
(F7)
(SF)
(CF)
(CF)
NORMAL
25.00
82,208
-
POOL - ! 42,092
--- -
25.50 _! 861158 42,0927
44,074
26.00
-------i -
90,137
1
1 18,187
86,166
1 " RUNOFF 26.20
91,736
104,353
STAGE - AREA - STORAGE FOR FOREBAY
(SEE SHEET
C-1)
ELEV.
AREA
STORAGE
TOT. STORAGE
FOREBAY/NV
21.00
10,214
-
11,317
22.00
12,419
11,317
13,591
_
23.00
14,763
24,908
- - --r
16,005
_
_ 24.00 17,247
18,552
BERM ELEV 25.00 19,857.
40,913
59,465
_
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: M A2 & DATE: 9LijjL CHECKED BY: DATE: PAGE NO 9 OF -1

Engineering
Land Planning
Surveying
WK DICKSON
909 Market Street
Wilmington, NC 28409
[phone]
POND RELEASE
TIME FOR CONTROL PIPE: POND #3
ELEV.
EFF. STORAGE
VOL. RELEASED
OUTFLOW RATE
RELEASE TIME
(FT)
(CF)
(CF)
(CFS)
(HOURS)
26.20
104353
_
18188
0.518
L 9.8
44073
0.473
25.9
25.50
42092
42092
0.334
35.0
25.00
0
TOTAL HOURS
70.6
DAYS
2.9
CONTROL PIPE:!
TWO - 3
INCH ORIFICE HOLES
USED ORIFICE EQUATION TO DETERMINE OUTFLOW RATE
Q = Cd*A*(2 h)^1/2
PROJECT: CAPE FEAR COMMUNITY COLLEGE SUBJECT: POND CALCULATIONS JOB NO.: 90148.80
PREPARED BY: WNH DATE: R t% CHECKED BY: DATE: PAGE NO `�' OF

WK
DICK
SON
Engi eers • Plquners • Surveyors
Landscape Architects
September 8, 1999
SE;�(j''�
SsMMIJ
Ms. Linda Lewis
N.C. Department of Environment,
Health, and Natural Resources
Division of Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405
Re: NCDWQ Permit Submittal
Cape Fear Community College
New Hanover County
WK Project No. 90148.80
Dear Ms_ Lewis:
7SEP 0 1
L
ny'.
OTiTA mi
'' I
� � in
The enclosed plans and calculations are for the proposed Cape Fear Community
College located off of NC 132 on Blue Clay Road. The site is a ± 140 acre site
that will be developed in different phases. The first phase of development consist
of a rough grading package that will prep the site for the start of constructing the
first building that is planned for the beginning of year 2000. The plans submitted
to you are for the rough grading package that will be bid separately from the
construction of the first building. However, the rough grading package has an
option of placing 6-inch ABC stone on main entrance road Road "A", Road "B",
and the two parking lots. The contractor will only place the stone once a permit
has been received from your office. The rough grading package consists of
constructing three (3) storm .water retention ponds that are sized to handle storm
water runoff from drainage areas that are 70% impervious. The three (3) different
ponds are all assumed to have drainage areas which are 70% impervious. The
actual imperviousness proposed for this phase: of the project is the ABC stone on
the roads and parking areas. A n nodifi. ation will be submitted which actually
details the impervious area for the building, roads, sidewalk, etc. for the first phase
of the development. The drainage areas shown for each of the ponds are for
permitting the first phase. As future phases are constructed, the drainage
boundary for each of the ponds may change. Revised calculations and
modifications to the permit will be submitted for any and all future phases of the
project. The drainage boundaries shown were developed after considering
ultimate build -out of the proposed site.
909 Market Street 910.762.4200 Atlanta, GA Hickory, NC
Wilmington, North Carolina Fax [phone] Asheville, NC Raleigh, NC
28401 www.wkdickson.com Charlotte, NC Columbia, SC

Enclosed please find the following items:
• original and a copy of the completed storm water application for the referenced
project
• $420.00 application fee
• two (2) copies of the calculations
• two (2) copies of plans:
C-1.01, "Site Plan Layout & Legend", dated 8/27/99
C-2.01, "Existing Topography", dated 8/27/99
C-2.02, "Site Plan Layout w/ Drainage Areas", dated 8/27/99
C-3.01, "Layout", dated 8/27/99
C-3.02, "Layout", dated 8/27/99
C-3.03, "Layout", dated 8/27/99
C-4.01, "Grading, Drainage & Erosion Control", dated 8/27/99
C-4.02, "Grading, Drainage & Erosion Control", dated 8/27/99
C-4.03, "Grading, Drainage & Erosion Control", dated 8/27/99
C-4.04, "Storm Water Pond Layouts", dated 8/27/99
C-6.01, "PS — Site Plan & Details
C-8.01, "Misc. Site Details, dated 8/27/99
C-8.02, "Misc. Site Details, dated 8/27/99
C-8.03, "Misc. Site Details, dated 8/27/99
• storm water narrative
If you need additional information please feel free to call.
Very truly yours,
WK DICKSON & CO., INC.
.N,
4146--c
Mark N. Hargrove, P.E.
Encl.: As noted above.
cc: Jack Claywell, AIA — Boney Architecture