SW8950818_HISTORICAL FILE_19951103

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 q 50 8 18
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
I°1g61103
YYYYMMDD

�. §1j3tb of North Carolina
Department of Environment, , •
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr., Governor [D FEE N
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
November 3, 1995
Mr. Frank H. Kenan
Post Office Box 2729
Chapel Hill, North Carolina 27515-2729
Subject: Permit No. SW8 950818
Landfall Center Lots 5F & 5G
High Density Stormwater Project
New Hanover County
Dear Mr. Kenan:
The Wilmington Regional Office received the Stormwater Application for Landfall Center Lots 5F & 5G on August 4,
1995, with final information on November 9, 1995. 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 950818 dated November 3, 1995 to you.
This permit shall be effective from the date of issuance until November 3, 2005 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
ajudicatory 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,
ave Adkins
Regional Water Quality Supervisor
DA/arl: S:\WQS\STORMWAT\PERMIT\950818.NOV
cc: Rick Bond, P.E.
Alan Golden, New Hanover County Inspections
Beth Easeley
Linda Lewis
Wilmington Regional Office
Central Files
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

State Stormwater Management Systems
Permit No. SW8 950818
STATE OF NORTH CAROLINA
DEPARTMENT, OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF ENVIRONMENTAL MANAGEMENT
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
Frank Kenn
Landfall Center Lots 5F & 5G
New Hanover County
FOR THE
construction, operation and maintenance of stormwater management systems 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 Environmental Management and considered a part of this permit.
This permit shall be effective from the date of issuance until November 3, 2005 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.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable
parts of the permit.
2

State Stormwater Management Systems
Permit No. SW8 950818
DIVISION OF ENVIRONMENTAL MANAGEMENT
PROJECT DATA
Project Name:
Landfall Center Lots 5F & 5G
Permit Number:
950818
Location:
New Hanover County
Applicant:
Mr. Frank H. Kenan
Mailing Address:
Post Office Box 2729
Chapel Hill, North Carolina 27515-2729
Application Date:
August 4, 1995
Water Body Receiving Stormwater Runoff:
Mott Creek
Classification of Water Body:
"C Sw"
If Class SA, chloride sampling results:
N/A
Pond Depth:
7 feet
Permanent Pool Elevation:
23 MSL
Total Impervious Surfaces Allowed:
48,800 square feet
Offsite Area entering Pond:
N/A square feet
Green Area entering Pond:
3,485 square feet
Required Surface Area:
2,098 square feet
Provided Surface Area:
2,250 square feet
Required Storage Volume:
3,951 cubic feet
Provided Storage Volume:
3,913 cubic feet
Temporary Storage Elevation:
24.4 MSL
Controlling Orifice:
1" pipe
3

State Stormwater Management Systems
Permit No. SW8 950818
4. No homeowner/lot owner/developer shall be allowed to fill in, alter, or pipe any vegetative practices
(such as swales) shown on the approved plans as part of the stormwater management system without
submitting a revision to the permit and receiving approval from the Division.
5. The tract will be limited to the amount of built -upon area indicated in the supporting calculations and
per approved plans.
6. The permittee is responsible for verifying that the proposed plans do not exceed the allowable built -upon
area. Once the lot transfer is complete, the plan may not be revised without approval from the
permittee, and responsibility for meeting the built -upon area limit is transferred to the individual owner.
7. 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.
In addition, the Director may determine that other revisions to the project should require a modification
to the permit.
8. 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.
H. SCHEDULE OF COMPLIANCE
1. The permittee will comply with the following schedule for construction and maintenance of the
stormwater management system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and
operational for it's intended use prior to the construction of any built -upon surfaces except roads.
b. During construction, erosion shall be kept to a minimum and any eroded areas of the system will
be repaired immediately.
2. The facilities must be properly maintained and operated at all times. The approved Operation and
Maintenance Plan must be followed in it's entirety and maintenance must occur at the scheduled
intervals.
3. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted
stormwater system functions at optimum efficiency including, but not limited to:
El

State Stormwater Management Systems
Permit No. SW8 950818
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 will be available.
4. Records of maintenance activities must be kept and made available upon request to authorized personnel
of DEM. The records will indicate the date, activity, name of person performing the work and what
actions were taken.
5. Deed restrictions must be recorded which limit the built -upon area per lot to the amount as shown on
the Project Data Sheet, per Part I #2. The recorded statements must follow the form:
a. The allowable built -upon area is 48,800 square feet, inclusive of that portion of the right-of-
way between the lot line and the edge of pavement, structures, pavement, walkways of brick,
stone, or slate, but not including open wood decking."
b. "The covenants pertaining to stormwater regulations may not be changed or deleted without
concurrence of the State."
C. "Alteration of the drainage as shown on the approved plan may not take place without the
concurrence of the State."
6. 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. Mail the Certification to the
Wilmington Regional Office, 127 Cardinal Drive Extension, Wilmington, North Carolina, 28405,
attention Water Quality Section.
8. A copy of the approved plans and specifications shall be maintained on file by the Permittee for a
minimum of five years from the date of the completion of construction.
III. GENERAL CONDmONS
1. 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
Environmental Management 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.
5

State Stormwater Management Systems
Permit No. SW8 950818
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
enforcement action by the Division of Environmental Management, in accordance with North Carolina
General Statute 143-215.6(a) to 143-215.6(c).
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.
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 3rd day of November, 1995.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A:--Prestcd Howard, Jr., P.E., Director
Division of Environmental Management
By Authority of the Environmental Management Commission
Permit Number SW8 950818
0

State Stormwater Management Systems
Permit No. SW8 950818
Landfall Center Lots 5F & 5G
Stormwater Project No. 950818
New Hanover County
Engineer's Certification
1, , as a duly registered Professional Engineer 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 constniction was
observed to be built within substantial compliance and intent of the approved plans and specifications.
Signature
Registration Number
Date
7

POND MAINTENANCE REQUMEMENTS
Project Name: Lqnh11 C-A-(- Project No.
ResponsibleParty:_Fgak 14, Ke �n Phone No. gjlq- 9L7 — g Z Z I
Address: _0 So,< ZZZ`l �-hWed - ,{/ �srs Z�Z�f
II.
III
Monthly, or after every runoff producing rainfall event, whichever comes
first:
A. Inspect the trash rack; remove accumulated debris, repair/replace if it
is not functioning.
B. Inspect and clear the orifice of any obstructions.
C. Inspect the pond side slopes and grassed inlet swales; remove trash,
and repair eroded areas before the next rainfall event.
D. The vegetated filter, will be checked for sediment accumulation, trash
accumulation, erosion and proper operation of the flow spreader
mechanism. Repairs/cleaning will be done as necessary.
Quarterly:
A. Inspect the collection system (ie. catch basins, piping, grassed swales)
for proper functioning. Accumulated trash will be cleared from basin
grates, basin bottoms, and piping will be checked for obstructions and
cleared as required.
B. Pond inlet pipes will be checked for undercutting, riprap or other
energy dissipation structures will be replaced, and broken pipes will
be repaired.
Semi-annually:
A. Accumulated sediment from the bottom of the outlet structure will be
removed.
B. The pond depth will be checked at various points. If depth is reduced
to 75% of original design depth or 3 feet whichever is greater,
sediment will be removed to at least the original design depth.
C. Grassed swales, including the vegetated filter
reseeded twice a year as necessary.
AUGif zapplicable awill be
0 4 1"5
rxoJ #
SU t7 8

POND MAINTENANCE REQUIREMENTS
PAGE
IV. General
A. Mowing of the side slopes will be accomplished according to the
season. Maximum grass height will be 6".
B. Cattails are encouraged along the pond perimeter, however they will
be removed when they cover more than 1/2 the surface area of the
pond.
C. The orifice is designed to draw down the pond in 2-5 days. If
drawdown is not accomplished in that time, the system will be
checked for clogging. The source of the clogging will be found and
eliminated.
D. All components of the detention pond system will be kept in good
working order. Repair or replacement components will meet the
original design specifications as per the approved stormwater plan.
V. Special Requirements:
W//q
I>-!✓)1,0Ic i KrnA_(I hereby acknowledge that I am the
financially responsible party for maintenance of this detention pond. I will perform
the maintenance as outlined above, as part of the Certification of Compliance with
Stormwater Regulations received for this project.
Signature: Date: /99S
C
I, / a Notary Public for the State of
CA;
ounty of am do hereby certify that
personally appeared before me this 4w,:L day of
19 �, and acknowledge the due execution of the
foregoing instrument. Witness my hand and official seal,
My commission expires

THE JOHN R. McADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
LETTER OF TRANSMITTAL
To: Ms. Linda Lewis
Division of Environmental Management
Water Quality Section
127 Cardinal Drive Extension
Wilmington- NC 28405-3845
Re: Landfall Center
Lots 5F and 5G
I am sending you the following item(s):
Date: November 8. 1995
"FEDERAL EXPRESS"
Job No: KNN-94010
•'I
�' _M
���DESCURCION
These are transmitted as checked below:
x As requested
For approval
For review and comment
Remarks:
Copy To:
PtUV 0 9 1995
D.EM
For your use PRO]
Signed:
'Rick Bo d, P.E.
Project Manager
a�
D

THE JOHN R. McADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
October 13, 1995
Ms. Linda Lewis
Division of Environmental Management
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
Re: Landfall Center Lots 5F and 5G
KNN-95000
Stormwater Project No. SW8 950818
Dear Linda:
OCT 1 61995
D.EM
PROJ#
Please find enclosed revised calculations and plans which address your comments
of October 3, 1995.
Specifically Sheet 7 is enclosed showing the pond depth, storage elevation, and
side slope. The 1" storage contour is 24.4', and this has been corrected on the
plan. I have changed the parking and landscaped area runoff coefficients to 0.95
and 0.20 respectively, although the use of 0.90 for parking areas is well
documented (among others by Dr. Malcolm in his "Elements of Urban Stormwater
Design"),
Linda, we urgently need swift approval on this plan to keep the project from being
delayed. Anything you can do to expedite the process would be greatly
appreciated. Please call me if you have any questions or require further
information.
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
Rick Bond, P.E.
Pr �e t /MJanage/
lrJ� j k
RB/pc
Enclosure
ECV9VE0
OCT 1 6 1995
DEM
PROJ

_1
'PROJECT:
JOB NUMBER
LOCATION:
DATE:
1. DRAINAGE AREA
LANDFALL CENTER LOTS 5F & 5G
KNN95000
NEW HANOVER COUNTY
10/12/95
Drainage Area 1.14 Acres
Impervious area 1.06 Acres
% Impervious 93 %
2. POND SURFACE AREA
STO IA,041ATER
OCT 1 61995 PROD # 57W F T56 s i 0p
Surface Area to Drainage Area Ratio (SA/DA) For Permanent Pool Sizing
90% Pollutant Removal Efficiency
SA/DA% FOR BASIN DEPTHS
Impervious% Permanent Pool Depths (feet)
5.5 6 6.5 7
90 5.90 5.20 4.60 3.90
100 6.60 5.80 5.10 4.30
For Depth= 7 feet SA/DA= 4.02%
Impervious %= 93.0 % SA= 1,996 square ft.
90% Pollutant Removal Efficiency
3. TIME OF CONCENTRATION
Use the Kirpich Eq. Tc= (L ^ 3 /H) ^ 0.385
128
L=Hydraulic length of watershed (ft)
H=Height of ridge above watershed
outlet (ft) •pW�e�n�°°
Tc=Time of concentration (min) r`•• SN CARO(
L= 300��`� �EESSIp�9,,�9
H= 3 r
Tc= 3.7 minutes - SEAL
17578
Use Tc = 5 minutes IWE�Q`
4 G.��.
/0

4. RUNOFF COEFFICIENT
Developed Conditions
Roof
Parking
Pavement
Grass
Composite "C" _
Area
C
CA
0.20
1.00
0.2
0.74
0.95
0.703
0.12
0.95
0.114
0.08
0.20
0.016
1.14
1.033
W01
5. RUNOFF VOLUME FOR WATER QUALITY
Detain 1" runoff from site for 2-5 days.
Runoff Volume = 1.14 acres * 1'712 * 43560 sf*C
Runoff Volume = 3,750 cf
6. POND STAGE -STORAGE FUNCTION
Since we will be working with pond volumes and depths above permanent
pool only, take the permanent pool elevation as the bottom of the pond.
CONTOUR CONTOUR
AREA
23
2371
24
3097
25
3808
26
4757
b= 1.30
Ks= 2517
S
Z
INCR
ACCUM
STAGE
In S
In Z
VOL
VOL
0
0
0
2734
2734
1
7.913521
0
3452.5
6186.5
2
8.730124
0.693147
4282.5
10469
3
9.256173
1.098612
7. BASIN WATER QUALITY DETENTION TIME
Low Flow Orifice Data
Zest
0.00
1.07
2.00
3.00
Dia.= 1.00 Estimated orifice area(sf)= 0.01
CL Elev.= 0.00 Estimated orifice dia.(in)= 1.07
Cd= 0.60

0
Storage Orifice Area=
Elev.= 1.36
Min.Det.
Hours= 48
Water Quality Stage z = (V/K� ^ 1 /b
TABLE 4
DETENTION OF 1" RUNOFF
STAGE STORAGE HEAD
(ft)
(cf)
(ft)
1.36
3750
1.36
-1.20
3189
1.20
1.00
2517
1.00
0.80
1884
0.80
0.70
1585
0.70
0.60
1297
0.60
0.40
767
0.40
0.20
312
0.20
0.00
0
0.00
TOTAL DRAWDOWN
TIME
z=
1.36
FLOW AVG FLOW
INC VOL
TIME
VOL
(cfs)
(cfs)
(cf)
(hr)
(cf)
0.031
0.030
561
5.25
561
0.029
0.028
672
12.03
1233
0.026
0.025
633
19.09
1865
0.023
0.023
300
22.76
2165
0.022
0.021
287
26.53
2452
0.020
0.018
531
34.51
2983
0.017
0.014
455
43.42
3438
0.012
0.006
312
58.17
3750
0.000
58.17 HRS.

8. POND STAGE -DISCHARGE FUNCTION
Design principal and emergency spillways based on the orifice and weir
equations.The principal spillway is sized to pass the 10 year
storm. The emergency spillway shall pass the 100 year storm.
Orifice Eq. Q=CdA(2gH) ^ 0.5
Weir Eq. Q=CLH ^ 1.5
TABLE 2
OUTLET STRUCTURE DESIGN PARAMETERS
PRINCIPAL SPILLWAY RISER
L/Dia
BARREL
H
EMERGENCY WEIR
Dim.=
24
Dia.=
18
Dim. =
50
Inv Elev=
24.40
Inv Elev=
22.90
Inv Elev=
26.00
Cwr =
3.33
Cdb =
0.60
Cwr =
3.33
Cdr =
0.60
Cdr =
0.60
CL Elev =
24.4
Orifice
Orifice
Orifice
Area(rect)=
0.00
Area=
1.77
Area(rect)=
Area(dia)=
3.14
Area(dia)=
Weir
Pipe CL
Weir
Length=
6.28
Elev=
23.65
Length=
10.00
TABLE 3
POND STAGE -DISCHARGE
STAGE PRINCIPAL SPILLWAY BARREL PRIN.SPILL.EMER. SPIL TOTAL
(weir) (orifice) DISCH. DISCH. DISCH.
(ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
24.40
0.00
0.00
7.37
0.00
0.00
0.00
25.00
9.72
11.72
9.89
9.72
0.00
9.72
25.50
24.14
15.87
11.57
11.57
0.00
11.57
26.00
42.35
19.13
13.04
13.04
0.00
13.04

9. POND ROUTING
Soil
To "C"
The SCS dimensionless unit hydrograph for the 24 hour storm
will be used for routing and runoff volume computations.
A small watershed hydrograph formulation method developed
by H. Rooney Malcolm will be used for pond routing.
Runoff Volume
Use SCS methods
Q= (P-0.2S) ^ 2
P+0.8S
S= 1000/CN — 10
Area (ac) Cover Description
1.06 Parking lots, roofs
0.08 Open space
1.14 Composite CN 96.32
Q = Runoff depth (in)
P = Precipitation depth (in)
S = Ultimate soil storage (in)
CN = Curve NUmber
CN CA
98 103.88
74 5.92
P10= 7.1 in 10 year storm precipitation
P100= 10.2 in 100 year storm precipitation
S= 0.38 in
Q10= 6.66 in 10 year storm runoff depth
Q100= 9.75 in 100 year storm runoff depth
V10 = Q10*A V10= 7.59 ac—in = 27563 cf
V100 = Q100*A V100= 11.12 ac—in = 40368 cf

Developed Condition Peak Discharges
Use Rational Method to calculate peak discharges
Qe = CiA
C= 0.91
i10 =
8.1
i100 =
10.0
Qe10 =
8.4 cfs
Qe100 =
10.3 cfs
Time to Peak
A= 1.14ac
Tp = V/(1.39Q)
Tp10= 2370 s = 39 min
Tp100= 2811 s = 47 min

10 Year Storm
0 STAGE ELEV
24.4
Time to peak
39 min
Peak discharge
8.4 cfs
Time Step
3 min
180
sec
TIME INFLOW
STORAGE
STAGE
OUTFLOW
PRINCIPAL SPILLWAY
BARREL
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(weir)
(orifice)
(cfs)
(cfs)
(cfs)
0
0.00
0
0
0.00
0.00
0.00
0.00
3
0.12
21
24.4
0.08
0.08
2.41
7.49
6
0.47
105
24.5
0.53
0.53
4.45
7.78
9
1.03
93
24.5
0.46
0.46
4.25
7.75
12
1.77
195
24.5
1.09
1.09
5.64
8.02
15
2.64
317
24.6
1.91
1.91
6.81
8.30
18
3.60
449
24.7
2.85
2.85
7.78
8.57
21
4.60
584
24.7
3.87
3.87
8.62
8.82
24
5.57
716
24.8
4.89
4.89
9.32
9.04
27
6.46
838
24.8
5.87
5.87
9.90
9.24
30
7.23
945
24.9
6.75
6.75
10.37
9.40
33
7.82
1033
24.9
7.47
7.47
10.73
9.53
36
8.21
1096
24.9
8.00
8.00
10.98
9.61
39
8.36
1133
24.9
8.31
8.31
11.12
9.67
42
8.28
1142
24.9
8.39
8.39
11.15
9.68
45
7.97
1123
24.9
8.23
8.23
11.08
9.65
48
7.45
1077
24.9
7.84
7.84
10.91
9.59
51
6.78
1006
24.9
7.25
7.25
10.62
9.49
54
6.14
922
24.9
6.55
6.55
10.27
9.36
57
5.56
848
24.8
5.95
5.95
9.95
9.25
60
5.04
779
24.8
5.39
5.39
9.62
9.14

100 Year Storm
Time to peak
Peak discharge
Time Step
47 min
10.3 cfs
3 min
180 sec
TIME
INFLOW
STORAGE
STAGE
OUTFLOW PRINCIPAL SPILLWAY
BARREL
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(weir)
(orifice)
(cfs)
(cfs)
(cfs)
0
0.00
0
0
0.00
0.00
0.00
0.00
3
0.10
19
24.4
0.07
0.07
2.29
7.48
6
0.41
93
24.5
0.46
0.46
4.24
7.75
9
0.91
84
24.5
0.41
0.41
4.08
7.72
12
1.58
174
24.5
0.95
0.95
5.41
7.97
15
2.40
287
24.6
1.70
1.70
6.56
8.24
18
3.33
413
24.6
2.59
2.59
7.54
8.50
21
4.33
546
24.7
3.57
3.57
8.39
8.75
24
5.36
682
24.8
4.62
4.62
9.14
8.99
27
6.39
815
24.8
5.68
5.68
9.80
9.20
30
7.37
943
24.9
6.72
6.72
10.36
9.39
33
8.26
1059
24.9
7.69
7.69
10.84
9.56
36
9.02
1161
25.0
8.55
8.55
11.23
9.70
39
9.63
1245
25.0
9.27
9.27
11.53
9.82
42
10.06
1309
25.0
9.83
9.83
11.76
9.90
45
10.29
1351
25.0
9.96
10.19
11.90
9.96
48
10.31
1411
25.0
10.03
10.72
12.10
10.03
51
10.13
1462
25.1
10.10
11.16
12.27
10.10
54
9.75
1468
25.1
10.10
11.22
12.29
10.10

0
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
October 2, 1995
Mr. Rick Bond, P.E.
The John R. McAdams Company
Post Office Box 14005
Raleigh, North Carolina 27709
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 950818
Landfall Center Lots 5F and 5G
New Hanover County
Dear Mr. Bond:
The Wilmington Regional Office received previously requested additional information for Landfall
Center Lots 5F and 5G on September 18, 1995. A preliminary review of that information has determined
that the submittal for the subject project is not complete. The following information is needed to continue
the stormwater review:
1. Sheet C-7 was not indluded with the submittal package. The pond depth, storage elevation,
and side slope note must be shown.
2. It appears from the revised plan sheets that the 1" storage contour is at 23.4, which will
yield insufficient storage. The calculations appear to suggest that this elevation should be
24.4, which will also, unfortunately, yield insufficient storage volume. The runoff
coefficient you assigned to the parking areas and the grassed areas is too low. Asphalt
surfaces use C=0.95 and landscaped areas use C=0.2. Please revise.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Bond
October 2, 1995
Stormwater Project No. SW8 950818
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 November 2, 1995, or the submittal will
be returned as incomplete.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\950818.00T
cc: UnR_LeWiS)
Central Files

SEP 1 8 1995 iJ
---------------------------
THE JOHN R. McADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709 yyy�����PP11 p R p ^y�ppp���
[phone] FAX [phone] T¢ j'y tl"vf�` UATER
September 15, 1995 fCi�r: 7h C Fi11 !9�
Ms. Linda Lewis
Division of Environmental Management
Water Quality Section
127 Cardinal Drive Extension
Wilmington, North Carolina 28405-3845
Re: Landfall Center Lots 5F and 5G
Stormwater Project No. SW8 950818
KNN-95000
Dear Linda:
SEP 1 8 1995
DEIVI
RRoi Sw 8 95G r3 l7
We have revised the above referenced plans and supporting calculations per your
comments of August 28 as follows:
1. The narrative statement regarding the lots served by the existing pond has been
corrected.
2. The 3:1 slope requirement has been added to the detail on Sheet C-7.
3. Please see subheading 4 in the calculations.
4. The 1" storage contour has been added and delineated.
,/ 5. The pond has been revised to meet the 90% removal criteria by increasing the
pond depth and surface area thereby eliminating the need for the vegetative
filter.
6. The inlet piping from CB-21 has been moved to reduce the risk of short
circuiting.
7. Pond dimensions have been added to Sheet C-3, and Sheet C-2 has all of the
other dimensioning.
Please feel free to call me if you have any questions.
Sincerely,
T OHN R. McADAMS COMPANY, INC.
Rick Bond, P.E.
Project Manager
RB/pc
cc: Jack Graham

STORM WATER MANAGEMENT
and
EROSION CONTROL REPORT
for
LANDFALL CENTER EXPANSION
August, 1995
SEP 1 8 1995 UD
DEM
VROJ #
THE JOHN R. McADAMS COMPANY, INC.
Consulting Engineers
Research Triangle Park, North Carolina 27709

NARRATIVE
This erosion control plan is submitted for the Landfall Shopping Center Expansion
project in New Hanover County at the intersection of eastwood Road and Military
Cutoff Road.
The project consists of the expansion of the Landfall Shopping Center with
additional retail space and associated parking, drives, storm drainage, landscaping,
and utilities.
The existing water quality pond will receive runoff from Lots 5A, 513, 5C, 5D, and
5E. A new water quality pond will be constructed for Lots 5F and 5G. Each pond
is designed to retain the first inch of runoff from the drainage areas for a minimum
of 48 hours and each will pass the 100 year storm without overtopping its banks.
This phase of the project will disturb approximately 7.85 acres.
Initial erosion control measures will include three temporary gravel construction
exits, silt fence, and the pond on Lot 5G. After initial measures are in place, the
site will be rough graded and storm drainage with inlet protection will be installed.
All denuded areas will be vegetatively stabilized within 30 days.

LANDFALL CENTER EXPANSION
1. RUNOFF COEFICIENTS
CB8
Cover
Area
C
CA
Type
(ac)
roof
0.00
1.00
0.00
parking
0.26
0.90
0.23
pavement
0.00
0.95
0.00
grassed
0.02
0.10
0.00
Totals
0.28
0.24
Composite C
=
0.84
CB9
Cover
Area
C
CA
Type
(ac)
roof
0.00
1.00
0.00
parking
0.28
0.90
0.25
pavement
0.06
0.95
0.06
grassed
0.06
0.10
0.01
Totals
0.40
0.32
Composite C = 0.79
i
Cover
Area
C
CA
Type
(ac)
roof
0.00
1.00
0.00
parking
0.22
0.90
0.20
pavement
0.04
0.95
0.04
grassed
0.01
0.10
0.00
Totals
0.27
0.24
Composite C = 0.88

CB11
Cover
Area
C
CA
Type
(ac)
roof
0.00
1.00
0.00
parking
0.25
0.90
0.23
pavement
0.00
0.95
0.00
grassed
0.00
0.10
0.00
Totals
0.25
0.23
Composite C
=
0.90
Cover
Area
C
CA
Type
(ac)
roof
0.00
1.00
0.00
parking
0.25
0.90
0.23
pavement
0.00
0.95
0.00
grassed
0.04
0.10
0.00
Totals
0.29
0.23
Composite C
=
0.79
CB13
Cover
Area
C
CA
Type
(ac)
roof
0.00
1.00
0.00
parking
0.18
0.90
0.16
pavement
0.00
0.95
0.00
grassed
0.01
0.10
0.00
Totals
0.19
0.16
Composite C
=
0.86

CB14
Cover
Area
C
CA
Type
(ac)
roof
0.00
1.00
0.00
parking
0.20
0.90
0.18
pavement
0.00
0.95
0.00
grassed
0.06
0.10
0.01
Totals
0.26
0.19
Composite C
=
0.72
CB15
Cover
Area
C
CA
Type
(ac)
roof
0.00
1.00
0.00
parking
0.28
0.90
0.25
pavement
0.02
0.95
0.02
grassed
0.04
0.10
0.00
Totals
0.34
0.28
Composite C
=
0.81
CB16
Cover
Area
C
CA
Type
(ac)
roof
0.00
1.00
0.00
parking
0.19
0.90
0.17
pavement
0.05
0.95
0.05
grassed
0.03
0.10
0.00
Totals
0.27
0.22
Composite C
=
0.82

CB17
Cover
Area
C
CA
Type
(ac)
roof
0.03
1.00
0.03
parking
0.17
0.90
0.15
pavement
0.02
0.95
0.02
grassed
0.04
0.10
0.00
Totals
0.26
0.21
Composite C
=
0.79
CB18
Cover
Area
C
CA
Type
(ac)
roof
0.03
1.00
0.03
parking
0.06
0.90
0.05
pavement
0.02
0.95
0.02
grassed
0.06
0.10
0.01
Totals
0.17
0.11
Composite C
=
0.64
CB19
Cover
Area
C
CA
Type
(ac)
roof
0.02
1.00
0.02
parking
0.31
0.90
0.28
pavement
0.02
0.95
0.02
grassed
0.01
0.10
0.00
Totals
0.36
0.32
Composite C =
0.89

CB20
Cover
Area
C
CA
Type
(ac)
roof
0.04
1.00
0.04
parking
0.14
0.90
0.13
pavement
0.01
0.95
0.01
grassed
0.01
0.10
0.00
Totals
0.20
0.18
Composite C
=
0.88
CB21
Cover
Area
C
CA
Type
(ac)
roof
0.03
1.00
0.03
parking
0.19
0.90
0.17
pavement
0.01
0.95
0.01
grassed
0.01
0.10
0.00
Totals
0.24
0.21
Composite C
=
0.88
CB22
Cover
Area
C
CA
Type
(ac)
roof
0.02
1.00
0.02
parking
0.16
0.90
0.14
pavement
0.01
0.95
0.01
grassed
0.01
0.10
0.00
Totals
0.20
0.17
Composite C
=
0.87

CB23
Cover
Area
C
CA
Type
(ac)
roof
0.06
1.00
0.06
parking
0.09
0.90
0.08
pavement
0.01
0.95
0.01
grassed
0.02
0.10
0.00
Totals
0.18
0.15
Composite C = 0.85

LOCATION WILMINGTON SHEEI 1 of
PROJECT LANDFALL CENTER DATE
JOB NO. KNN94010 BY RB
DESIGN STORM 10 YEAR CHECKED BY
INLET
AREA
CA
C
TIME
OF CONC.
INT
"r
Q
(cfs)
PIPE n =
Inverts
0.013
L
S
Dia. (in)
Vfull
From
To
Sub
Total
Sub
Total
Sub
Com
Inlet
Pipe
Total
(ac)
(ac)
(min)
(min)
(min)
(in/ o
(ft)
(fps)
From
To
Req
Nom
CB8
C69
0.28
0.28
0.23
0.24
0.84
0.84
-
-
5
8.1
1.90
24.00
23.79
140
0.0015
13.5
15
1.55
CB9
CB10
0.40
0.68
0.31
0.55
0.79
0.81
-
-
5
8.1
4.46
23.59
23.35
120
0.0020
17.6
18
2.52
CB 10
CB 15
0.27
0.95
0.23
0.79
0.88
0.83
-
-
5
8.1
6.38
23.15
22.70
120
0.0037
17.9
18
3.61
CB 11
CB 12
0.25
0.25
0.22
0.23
0.90
0.90
-
-
5
8.1
1.82
24.30
24.05
140
0.0018
12.8
15
1.48
CB 12
CB 13
0.29
0.54
0.22
0.45
0.79
0.84
-
-
5
8.1
3.67
23.80
23.75
120
0.0020
16.4
18
2.08
CB13
CB 14
0.19
0.73
0.16
0.62
0.86
0.85
-
-
5
8.1
5.00
23.65
23.35
120
0.0025
17.6
18
2.83
CB 18
CB 14
0.17
0.17
0.10
0.11
0.64
0.64
-
-
5
8.1
0.88
24.30
23.80
160
0.0031
8.83
12
1.12
0.90
0.73
CB 14
CB 15
0.26
1.16
0.18
0.91
0.72
0.79
-
-
5
8.1
7.39
23.25
22.70
120
0.0046
18.2
18
4.18
2.11
1.70
CB 15
CB 16
0.34
2.45
0.27
1.98
0.81
0.81
-
-
5
8.1
16.0
22.50
21.80
120
0.0058
23.3
24
5.09
CB 17
CB 16
0.26
0.26
0.20
0.21
0.79
0.79
-
-
5
8.1
1.66
23.30
23.00
95
0.0032
11.1
12
2.11
2.71
2.18
CB16
CB2
0.27
2.98
0.22
2.40
0.82
0.81
-
-
5
8.1
19.4
21.60
21.25
155
0.0023
29.9
30
3.96
CB19
CB20
0.20
0.20
0.17
0.17
0.87
0.87
-
-
5
8.1
1.40
23.85
23.70
60
0.0025
10.9
12
1.79
CB20
CB21
0.20
0.40
0.17
0.35
0.88
0.88
-
-
5
8.1
2.83
23.45
23.20
125
0.0020
14.8
15
2.31
CB22
C621
0.36
0.36
0.32
0.32
0.89
0.89
-
-
5
8.1
2.59
23.50
23.20
110
0.0027
13.5
15
2.11
0.76
0.67
CB21
FES
0.24
1.00
0.21
0.88
0.88
0.88
-
-
5
8.1
7.14
23.10
22.80
25
0.0120
15.0
15
5.81
C823
FES
0.18
0.18
0.15
0.15
0.85
0.85
-
-
5
8.1
1.23
23.90
23.00
80
0.0112
7.90
12
1.57
OS
MH24
0.00
0.00
0
0.00
0.85
-
-
5
8.1
8.4
22.90
22.31
70
0.0084
17.0
18
4.75
MH24
MH25
0.00
0.00
0
0.00
0.85
-
-
5
8.1
8.4
22.21
21.30
108
0.0084
17.0
18
4.75
MH25
FES
0.00
0.00
0
0.00
0.85
-
-
5
8.1
8.4
21.20
20.85
42
0.0083
17.1
18
4.75
CB24
CB3
0.17
0.17
0.14
0.14
0.85
0.95
-
-
5
8.1
1.30
23.90
23.00
80
0.0112
8.06
12
1.66
CB25
CB4
0.08
0.08
0.06
0.07
0.85
0.95
-
-
5
8.1
0.61
24.50
23.63
150
0.0058
6.88
12
0.78

THE JOHN R. McADAMS COMPANY, INC.
P O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
2 p QQ PAGE
J R McA JOB NO. DATE ✓� ` BY KN CHECKED BY_
CLIENT PROJECT
SUBJECT
OF
(Date)
I, U ;
y,o
�cr �9 vry 3 - Zone
iJJ G Cl I k' p ea p 5- l I x S' L x l 3 r TA
2, L-8 23 fa DES
V /0 = /, 57 Fp5
USG CL / lhip Rap
3, AM 7S tp F-Es
Pip e (0 = /8 ''
Vio = 4, 7S -601
S' kv x. S' L r / 3" Th ,
0-rc CL l .9'„o Wap S't,l x S' L x / 3'' Th ,

PROJECT:
JOB NUMBER:
LOCATION:
DATE:
1. DRAINAGE AREA
LANDFALL CENTER LOTS 5F & 5G
KNN95000
NEW HANOVER COUNTY
09/12/95
Drainage Area 1.18 Acres
Impervious area 1.12 Acres
% Impervious 95 %
2. POND SURFACE AREA
Surface Area to Drainage Area Ratio (SA/DA) For Permanent Pool Sizing
85% Pollutant Removal Efficiency
SA/DA% FOR BASIN DEPTHS
Impervious% Permanent Pool Depths (feet)
5.5 6 6.5 7
90 5.90 5.20 4.60 3.90
100 6.60 5.80 5.10 4.30
For Depth= 7 feet SA/DA= 4.10%
Impervious %= 94.9 % SA= 2,107 square ft.
90% Pollutant Removal Efficiency
3. TIME OF CONCENTRATION
Use the Kirpich Eq. Tc= (L ^ 3 /H) ^ 0.385
128
L=Hydraulic length of watershed (ft)
H=Height of ridge above watershed
outlet (ft)
Tc=Time of concentration (min)
L= 300
H= 3
Tc= 3.7 minutes
Use Tc = 5 minutes

4. RUNOFF COEFFICIENT
Developed Conditions
Area
Roof
0.17
Parking
0.89
Pavement
0.06
Grass
0.06
Composite "C" _
C
1.00
0.90� Nv 64- in 2V;n Z
0.95 Ina{ ( pirjha5c��°�L
0.10
0.88
(see storm drainage calculations)
5. RUNOFF VOLUME FOR WATER QUALITY
Detain 1" runoff from site for 2-5 days.
Runoff Volume = 1.18 acres * 1712 * 43560 sf*C
Runoff Volume = 3,769 cf
6. POND STAGE -STORAGE FUNCTION
Since we will be working with pond volumes and depths above permanent
pool only, take the permanent pool elevation as the bottom of the pond.
S
Z
CONTOUR
CONTOUR
INCR
ACCUM
STAGE
In S
In Z
Zest
AREA
VOL
VOL
23
2288
0
0
0
0.00
24
2971
2629.5
2629.5
1
7.874548
0
1.06
25
3767
3369
5998.5
2
8.699264
0.693147
2.00
26
4617
4192
10190.5
3
9.229211
1.098612
3.00
b=
1.31
Ks=
2424
7. BASIN WATER QUALITY DETENTION TIME
Low Flow Orifice Data
Dia.= Estimated orifice area(sf)= 0.01
Estimated orifice dia.(in)= 1.07
1.00
CL Elev.=
0.00
Cd=
0.60

Storage Orifice Area=
Elev.= 1.40
M in. Det.
Hours= 48
Water Quality Stage z = (V/I) ^ 1 /b
TABLE 4
DETENTION OF 1" RUNOFF
STAGE STORAGE HEAD
(ft)
(cf)
(ft)
1.40
3769
1.40
1.30
3416
1.30
1.20
3077
1.20
1.00
2424
1.00
0.80
1811
0.80
0.60
1243
0.60
0.40
732
0.40
0.20
296
0.20
0.00
0
0.00
TOTAL DRAWDOWN
TIME
z=
mm
1.40
FLOW AVG FLOW
INC VOL
TIME
VOL
(cfs)
(cfs)
(cf)
(hr)
(cf)
0.031
0.031
353
3.22
353
0.030
0.029
339
6.43
693
0.029
0.028
652
13.01
1345
0.026
0.025
613
19.86
1958
0.023
0.022
568
27.06
2526
0.020
0.018
512
34.75
3037
0.017
0.014
436
43.29
3474
0.012
0.006
296
57.29
3769
0.000
57.29 HRS.

8. POND STAGE -DISCHARGE FUNCTION
Design principal and emergency spillways based on the orifice and weir
equations.The principal spillway is sized to pass the 10 year
storm. The emergency spillway shall pass the 100 year storm.
Orifice Eq. Q=CdA(2gH) ^0.5
Weir Eq. Q=CLH ^ 1.5
TABLE 2
OUTLET STRUCTURE DESIGN PARAMETERS
PRINCIPAL SPILLWAY RISER
UDia
BARREL
H
EMERGENCY WEIR
Dim. =
24
Dia.=
18
Dim.=
50
Inv Elev=
24.40
Inv Elev=
22.90
Inv Elev=
26.00
Cwr =
3.33
Cdb =
0.60
Cwr =
3.33
Cdr =
0.60
Cdr =
0.60
CL Elev =
24.4
Orifice
Orifice
Orifice
Area(rect)=
0.00
Area=
1.77
Area(rect)=
Area(dia)=
3.14
Area(dia)=
Weir
Pipe CL
Weir
Length =
6.28
Elev=
23.65
Length=
10.00
TABLE 3
POND STAGE -DISCHARGE
STAGE PRINCIPAL SPILLWAY BARREL PRIN.SPILL.EMER. SPIL TOTAL
(weir) (orifice) DISCH. DISCH. DISCH.
(ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
24.40
0.00
0.00
7.37
0.00
0.00
0.00
25.00
9.72
11.72
9.89
9.72
0.00
9.72
25.50
24.14
15.87
11.57
11.57
0.00
11.57
26.00
42.35
19.13
13.04
13.04
0.00
13.04

9. POND ROUTING
The SCS dimensionless unit hydrograph for the 24 hour storm
will be used for routing and runoff volume computations.
A small watershed hydrograph formulation method developed
by H. Rooney Malcolm will be used for pond routing.
Runoff Volume
Use SCS methods
Q= (P-0.2S) -2
P+0.8S
S= 1000/CN — 10
Q = Runoff depth (in)
P = Precipitation depth (in)
S = Ultimate soil storage (in)
CN = Curve NUmber
Soil Area (ac) Cover Description CN
1.12 Parking lots, roofs 98
To "C" 0.06 Open space 74
1.18 Composite CN 96.78
CA
109.76
4.44
114.2
P10=
7.1 in
10 year storm precipitation
P100=
10.2 in
100 year storm precipitation
S=
0.33 in
Q10=
6.72 in
10 year storm runoff depth
Q100=
9.81 in
100 year storm runoff depth
V10 = Q10*A
V10= 7.92 ac—in = 28766 cf
V100 = Q100*A
V100= 11.58 ac—in = 42026 cf

Developed Condition Peak Discharges
Use Rational Method to calculate peak discharges
Qe = CiA
C= 0.88
i10 =
8.1
000 =
10.0
Qe10 =
8.4 cfs
Qe100 =
10.4 cfs
Time to Peak
A= 1.18ac
Tp = V/(1.39Q)
Tp10= 2460 s = 41 min
Tp100= 2912 s = 49 min

10 Year Storm
0 STAGE ELEV
24.4
Time to peak
41 min
Peak discharge
8.4 cfs
Time Step
3 min
180
sec
TIME INFLOW
STORAGE
STAGE
OUTFLOW
PRINCIPAL SPILLWAY
BARREL
(min)
(cfs)
(cu ft)
(ft)
(cfs)
(weir)
(orifice)
(cfs)
(cfs)
(cfs)
0
0.00
0
0
0.00
0.00
0.00
0.00
3
0.11
20
24.4
0.08
0.08
2.41
7.49
6
0.44
98
24.5
0.53
0.53
4.44
7.78
9
0.96
82
24.5
0.43
0.43
4.14
7.73
12
1.66
178
24.5
1.04
1.04
5.57
8.01
15
2.48
288
24.6
1.81
1.81
6.70
8.28
18
3.40
409
24.7
2.71
2.71
7.65
8.53
21
4.37
533
24.7
3.68
3.68
8.48
8.78
24
5.32
657
24.8
4.67
4.67
9.18
9.00
27
6.21
773
24.8
5.63
5.63
9.77
9.19
30
7.00
877
24.9
6.51
6.51
10.25
9.36
33
7.64
965
24.9
7.27
7.27
10.63
9.49
36
8.11
1033
24.9
7.86
7.86
10.91
9.59
39
8.36
1077
24.9
8.25
8.25
11.09
9.66
42
8.40
1098
24.9
8.43
8.43
11.17
9.68
45
8.22
1093
24.9
8.38
8.38
11.15
9.68
48
7.82
1063
24.9
8.12
8.12
11.03
9.63
51
7.24
1009
24.9
7.65
7.65
10.82
9.56
54
6.59
935
24.9
7.01
7.01
10.50
9.45
57
5.99
860
24.9
6.37
6.37
10.17
9.33
60
5.45
792
24.8
5.80
5.80
9.86
9.22

100 Year Storm
Time to peak 49 min
Peak discharge 10.4 cfs
Time Step 3 min
TIME INFLOW STORAGE
(min) (cfs) (cu ft)
0
0.00
0
3
0.10
18
6
0.39
87
9
0.86
74
12
1.49
160
15
2.26
262
18
3.14
376
21
4.10
498
24
5.10
624
27
6.11
749
30
7.08
870
33
7.97
982
36
8.77
1082
39
9.43
1168
42
9.93
1236
45
10.25
1285
48
10.38
1340
51
10.32
1406
54
10.06
1445
180 sec
STAGE OUTFLOW PRINCIPAL SPILLWAY BARREL
(ft)
(cfs)
(weir)
(orifice)
(cfs)
(cfs)
(cfs)
0
0.00
0.00
0.00
0.00
24.4
0.07
0.07
2.30
7.48
24.5
0.46
0.46
4.24
7.75
24.5
0.38
0.38
3.98
7.70
24.5
0.92
0.92
5.34
7.96
24.6
1.63
1.63
6.46
8.22
24.6
2.47
2.47
7.42
8.47
24.7
3.40
3.40
8.26
8.71
24.8
4.41
4.41
9.00
8.94
24.8
5.44
5.44
9.65
9.15
24.9
6.45
6.45
10.22
9.35
24.9
7.42
7.42
10.71
9.52
24.9
8.29
8.29
11.11
9.66
25.0
9.05
9.05
11.44
9.78
25.0
9.66
9.66
11.69
9.88
25.0
9.94
10.09
11.86
9.94
25.0
10.01
10.60
12.06
10.01
25.1
10.10
11.20
12.28
10.10
25.1
10.15
11.55
12.41
10.15

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
August 22, 1995
Mr. Rick Bond, P.E.
The John R. McAdams Company
Post Office Box 14005
Research Triangle Park, North Carolina 27709-4005
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 950818
Landfall Center Lots 5F and 5G
New Hanover County
Dear Mr. Bond:
The Wilmington Regional Office received a Stormwater Submittal for the Landfall Center Lots 5F
and 5G on August 4, 1995. A preliminary review of that information has determined that the submittal
for the subject project is not complete. The following information is needed to continue the stormwater
review:
1. The narrative statement is incorrect. The existing pond will provide stormwater control for
Lots 5A, 5B, 5C, 51), and 5E. The new pond is for lots 5F and 5G.
2. Please add a 3:1 slope requirement to the outlet detail.
3. Please break down the impervious areas into buildings, parking, and concrete.
4. Please delineate and label the 1" storage contour.
5. The vegetated filter is not a swale. Please see the enclosed detail. The existing "vegetated
filter" for the old'pond was allowed to remain, since it had been permitted that way.
6. Please relocate the inlet piping from CB-21 to enter the pond at the narrow part. Short-
circuiting is a concern.
7. Please add dimensions of the pond, buildings, sidewalks, parking spaces, and aisles.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Bond
August 22, 1995
Stormwater Project No. SW8 950818
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 September 22, 1995, or the submittal will
be returned as incomplete.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\950818.AUG
cc: 4Linda-Lewis_
Central Files

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THE JOHN R. McADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709
[phone] FAX [phone]
LETTER OF TRANSMITTAL
To: Ms. Linda Lewis
Division of Environmental Management
Water Quality Section
127 Cardinal; Drive Extension
Wilmington, North Carolina 28405-3845
Re: Landfall Center
Lots 5F and 50
I am sending you the following item(s):
Date: August 1, 1995
�To1A1`4i-&/ATER
ECEOWEU
AUG 0 4 1995
DEM
PROD
Job No: KNN 95000
COPIES
DATE
NO.
DESCRIPTION
3
Sets of Plans
3
Calculation Packa es
1
Pond Maintenance A reement
1
Application
These are transmitted as checked below:
As requested For approval
For review and comment
For your use
Remarks: Linda: Landfall Center is on a fast track schedule with this project.
They want to have shops open by Spring 1996. Anything you can:'do to
help expedite the permit would be greatly appreciated.
Copy to: J-ack Grit �tl1m
Signed:
Rick Bond, PE
Project Manager

X. DIVISION OF ENVIRONMENTAL MANAGEMENT
DENSITY ENGINEERED
PROJECT DATA
Project Name Lund fail Cealf
Location (County,
Owner's Name FrwA i 4, K oan
Address, State
MailingAddress {!O Boa 27 ` 11 C A/.4cl ffill ABC Z%S/,S'— Z%Z�/
Phone Number 4Iq - qG 7 - S 221 Submittal
Description (include map and appropriate drawings) EX /JG-r S I on 91'� 5�ht3MPLI
41�
Name of Water Body Receiving Stormwater Runoff
Classification of Water Body se If SA waters, engineered system, and distance is <0.5
miles, attach report of chloride sampling results mg/1
State/Federal Permits/Approvals Required (Check appropriate blanks)
CAMA Major
404 Permit
Other (SDeCifV)
CALCULATION OF BUILT UPON AREA
Sedimentation/Erosion Control
DEM/DHS Sewage Disposal_
Built upon area means that portion of a development that is covered by impervious or partially pervious cover
including buildings, pavement, recreation facilities, gravel, etc., but not including wood decking. If the project
includes areas draining to different water classifications, please note them separately below.
Subwatershed Subwatershed
Classification SC p o w
Built upon area I , 1 2 at,
Total Project Area I ,? 3 ac,
% Built upon Area (05 7e
Allowable B/U Area
Is the Project B/U Area < the Allowable B/U Area?V65 (If no,
% Built upon area = (built upon area / total project az a) + 100
an engineered system is required.)
Built upon area limits for projects to meet density: SA waters --- 25%, Other ---30%
STORMWATER COLLECTION SYSTEM
Describe how the runoff will be treated WG% d-cfen-6 on PonA
ECEoWEU
AUG 0 4 1995
D E M
Sw8g5v 818

{SUFFER AREA
Is the built upon area at least 30 feet from mean high water of all surface waters? VLT 5 If no, please
provide a description
(Note: Only boat ramps, public roads, public bridges, and walkways to water related facilities are allowed
within 30 feet of the mean high water line if the project is intended to meet stormwater control
requirements through density limits.)
DEED RESTRICTIONS AND PROTECTIVE COVENANTS
%r- Lots SF ana( 6G
By my signature below, I certify that the r rded deed restrictions and protective covenants for this project
shall limit the allowable built -upon to 48T square feet inclusive of rightof-way,
structures, pavement, walkways or patios of brick, stone, or slate, not including wood decking, state that
the covenants will be binding on all parties and persons claiming under them, that they will run with the
land, and that benefits may be enforced by the State of North Carolina, therefore, the covenant cannot be
changed or deleted without consent of the State.
CERTIFICATION
4 F/-.n k 44, kcAaA certify that the information included on this
submittal form is correct, that the project will be constructed in conformance with this information, and
that to the best of my knowledge, the proposed project complies with the requirements of 15 NCAC
2H.1003 (b). I authorize the below named person or firm to submit stormwater plans on my behalf, and
agree to abide by the deed restriction statement above.
Date
Owner's Signature
Provide authorized person or firm name and address below:
'n1a J_Mn k. AlcAAgms Company r rnc,
F 0, Box 1¢006'
eG/ch TR"Ic, I dCG 27z0Y- 400S
I,Z=4 , allotary Public for theState of a�
County o do hereby certify that cr, _ personally
appeared before me thisoVlVcL day of 19f-16: , and acknowledges the due execution
of the foregoing instrument. Witness my hand an official seal,
My commission expires �i�co / 7 o2000
DIVISION OF ENVIRONMENTAL MANAGEMENT SIGN -OFF
Regional Office
q Qcov C6
Date / Individual Evaluating F
et 19 9r
Date Regional Water Quality
cc: Applicant/WiRO/Bradley Bennett/Central Files

i
ENGINEERING 3 FACILITIES
APPLICATION
FOR
PERMIT
- FOR
ALAND—DISTURBING ACTIVITY
';:.,;;...:._;'..._:...MER:THE..CONDITIONS._SET-FORTH BY ...
:-THE NEW HANOVER COUNTY
.r�: r. .• _:= SOIL�EROSION'AND-SEDIMENTATION CONTROL ORDINANCE
1iiJ�2 0
File Number
Fee Paid
Date
Applicant: nti '7 LIaA Applicant''s Agent: _ ll�l:�1/I i. 6/AM
Address:_pd n nx 2-! 2�% Address: P6 Olam'
l'1�i;nr Af /j . AkG 275/5_. ej M:-!l h(G Z75 -7 Zy
Telephone Number: C%/q& j - 822/ Telephone Number: '7 L9 - 4G 7- 8 ZZ /
Total Acres of Land _ Disturbance- Purpose of Development:S/IQ JINIG Cr/L iC('• LxMit.<_rp /)
Location and Description of Land Disturbance: .
TA Cd-1 n v� 74 TA 'a M,lrf-ary e. -f -ai� lPoad
(/ vin�p 1/1 0')Gs )�JQ_n /4/1Ids,C p/na
Approximate Start Up Date:p bq,5� Approximate Completion Date: 8/1(
STATEMENT OF FINANCIAL RESPONSIBILITY
Land owner(s) of Record Person or-firm(s) financially responsible
for
the land -disturbing activity
Name: /' �( ^ /�I.(,N Name: 36 h n 6".2thrm
Address: Po Box 2-72-9- Address: Pa 66A 2729
7_ZS1S Z?Zi c / hS7/ . N C 2ZsrS- Z7 Zf
Telephone Numb'
Telephone — g 2Z I
Location.of'deed(s) or,instrument(s): County&Gu A74dVCr ,Book Page
. :... .. '--`.=_•.':.,-. : county �' .- 'Book Page
The above information is true. and correct to the best of my knowledge and belief and was
provided.by:me while under. oath.:' -',(This form must be -signed by the financially responsible
-person if an individual and by an *officer,, director, partnek, attorney -in -fact, or other
person of -authority- to �execute,anstrumsnts for the -financially responsible person if not
an.-indivppidual.)
Date: 'V/�'-/qS �. - Name'(Type or Print) Vo ii/) P �jsvi wvu�
Title:
_.,.Signature• �-✓