SW8040416_HISTORICAL FILE_20040423

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW �G%J
r
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

State Stormwater Management Systems
Permit No. SWS O40416
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
Southstar Holdings, LLC
Ogden Walgreens #7919
New Hanover County
FOR THE
construction, operation and maintenance of an infiltration trench system 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 April 23, 2014, and shall be subject
to the following specified conditions and limitations:
1. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as
described on page 3 of this permit, the Project Data Sheet. The stormwater control has
been designed to handle the runoff from 56,000 square feet of impervious area. This
system meets the requirements of holding the 10 year - 10 minute event and infiltrating
the 25 year — 24 hour event. Therefore a vegetative filter is not required.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of this
permit, and per approved plans.
4. All stormwater collection and treatment systems must be located in either dedicated
common areas or recorded easements. The final plats for the project will be recorded
showing all such required easements, in accordance with the approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this project must
be directed into the permitted stormwater control system. A permit modification must be
submitted and approved prior to the construction of additional built -upon area from
outside of the approved drainage area.
2

State Stormwater Management Systems
Permit No. SW8 040416
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Ogden Walgreens 47919
S W 8 040416
Receiving Stream/River Basin
Stream Index Number:
Classification of Water Body:
Drainage Area, acres:
Ofsite, sq. ft.:
Offsite, sq. ft.:
Design Storm:
Total Impervious Surfaces, ft':
Building, ft':
Roads/Parking, ft
2:
Other, ft2.
Offsite, ft2:
Trench Dimensions, LxWxH,feet
Trench Bottom Elevation, FMSL:
Required Storage Volume, ft':
Provided Storage Volume, ft':
Bypass Elevation, FMSL:
New Hanover County
Mr. E. Blanton Hamilton, Jr.
Southstar Holdings, LLC
200 Providence Road, Suite 106
Charlotte, NC 28207
April 23, 2004
Burnt Mill Creek / Cape Fear
CPF23 18-74-63-2
"C S W"
1.56
67,800
none, per engineer
1"
56,000
15,200
39,200
1,600
0
Connected Trench System
128.17' x 30.48' x 4.38'
44.8
4,483
6,917
2@78.17' x6.33' x4.38'
44.8
System can hold the 10 year — 10 minute event and
infiltrate the 25 yr — 24 hour event, therefore no bypass
required.
t

State Stonnwater Management Systems
Permit No. SW8 040416
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built -upon surface.
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 slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device, now spreader,
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. 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.
6. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has been
installed in accordance with this permit, the approved plans and specifications, and other
supporting documentation. Any deviations from the approved plans and specifications
must be noted on the Certification. A modification maybe required for those deviations.
7. 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.
8. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the drainage
area.
e. Further subdivision, acquisition, or sale of all or part of the project area. The
project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a CAMA Major permit was
sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved
plan.
4

State Stormwater Management Systems
Permit No. SW8 040416
9. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans, prior to construction. If the proposed BUA exceeds
the amount permitted under this permit, a modification to the permit must be submitted
and approved prior to construction.
10. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of ten years from the date of the completion of construction.
11. At least 30 days prior to the sale or lease of any portion of the property, the permittee
shall notify DWQ and provide the name, mailing address and phone number of the
purchaser or leasee. An access/maintenance easement to the stormwater facilities shall be
granted in favor of the pennittee if access to the stormwater facilities will be restricted by
the sale or lease of any portion of the property.
12. The permittee must maintain compliance with the proposed built -upon area and ensure
that the runoff from all the built -upon is directed into the permitted system.
13. The Director may notify the permittee when the permitted site does not meet one or more
of the minimum requirements of the permit. Within the time frame specified in the notice,
the permittee shall submit a written time schedule to the Director for modifying the site to
meet minimum requirements. The permittee shall provide copies of revised plans and
certification in writing to the Director that the changes have been made.
14. The permittee must maintain the current permitted drainage area. No additional runoff
from outside of the permitted drainage area boundary may enter the permitted stormwater
facilities without first applying for and receiving a permit modification.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director. In the
event of a change of ownership, or a name change, the permittee must submit a formal
permit transfer request to the Division of Water Quality, accompanied by a completed
name/ownership change form, documentation from the parties involved, and other
supporting materials as may be appropriate. The approval of this request will be
considered on its merits and may or may not be approved. The permittee is responsible
for compliance with all permit conditions until such time as the Division approves the
transfer request.
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 penmittee grants DENR Staff permission to enter the property during normal business
hours for the purpose of inspecting all components of the permitted stormwater
management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of
a request for a permit modification, revocation and reissuance or termination does not
stay any permit condition.
5

State Stormwater Management Systems
Permit No. SW8 040416
Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address changes
within 30 days.
Permit issued this the 23rd day of April 2004.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
-1 Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
2

State Stormwater Management Systems
Permit No. SW8 040416
Ogden Walgreens #7919
Stormwater Permit No. SW8 040416
New Hanover County
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/weekly/full time)
the construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
7

State Stormwater Management Systems
' Permit No. SW$ 040416
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 outletibypass 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.
S. 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-DWQ Regional Office
New Hanover County Building Inspections

Date
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03020 Ogden Walgreens Type I// 24-hr 2 Yr Rainfall=4.50"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. - Page 1
HydroCADO 7.01 sln 000479 © 1986-2004 Applied Microcomputer Systems 4/14/2004 11:58:20 AM
Subcatchment S1: SITE AREA TO INFILTRATION SYSTEM
Runoff - 5.02 cfs @ 12.14 hrs, Volume= 0.294 af, Depth= 2.26"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type Ill 24-hr 2 Yr Rainfali=4.50"
Area (sf) CN Description
11,800 39 >75% Grass cover, Good, HSG A
56,000 98 Paved parking & roofs
67,800 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) _ (feet) (ftlft) (ftlsec) (cfs)
10.0 Direct Entry,
Pond P1: INFILTRATION BASIN
Inflow Area = 1.556 ac, Inflow Depth = 2.26" for 2 Yr event
Inflow -
5.02 cfs @
12.14 hrs,
Volume=
0.294 of
Outflow =
1.62 cfs @
11.89 hrs,
Volume=
0.293 af, Atten= 68%, Lag= 0.0 min
Discarded =
1.62 cfs @
11.89 hrs,
Volume=
0.293 of
Primary -
0.00 cfs @
11.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 45.82' @ 12.50 hrs Surf.Area= 0.118 ac Storage= 0.074 of
Plug -Flow detention time= 13.7 min calculated for 0.293 of (100% of inflow)
Center -of -Mass det. time= 13.4 min ( 763.1 - 749.7 )
#
Invert
Avail.Storage
Storage Description
1
44.80'
0.139 of
6.33'W x 810.00'L x 4.30'H Prismatoid
0.506 of Overall - 0.159 of Embedded = 0.347 of x 40.0% Voids
2
45.30'
0.154 of
47.8"W x 30.0"H x 6.25'L Cultec R-330x 144 Inside #1
3
45.30'
0.005 of
33.6"W x 20.0"H x 6.33'L Cultec R-180x 11 Inside #1
0.298 of Total Available Storage
#
Routing
Invert
Outlet Devices
1
Discarded
0.00'
0.019000 fpm Exfiltration over entire Horizontal area
2
Primary
48.40'
3.0' long x 3.0' high Sharp -Crested Rectangular Weir 2 End Contraction(s)
Discarded OutFlow Max=1.62 cfs @ 11.89 hrs HW=44.84' (Free Discharge)
t-1=Exfiltration (Exfiltration Controls 1.62 cfs)
Primary OutFlow Max=0.00 cfs @ 11.00 hrs HW=44.80' (Free Discharge)
t-2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

03020 Ogden Walgreens Type I/124-hr 10 Yr Rainfall=7.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 2
HydroCAD® 7.01 s/n 000479 © 1986-2004 Applied Microcomputer Systems 4/14/2004 11:58:20 AM
Subcatchment S1: SITE AREA TO INFILTRATION SYSTEM
Runoff = 8.56 cfs @ 12.14 hrs, Volume= 0.501 af, Depth= 3.86"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 10 Yr Rainfall=7.00"
Area (sf) CN Description
11,800
39 >75% Grass cover, Good, HSG A
56,000
98 Paved parking & roofs _
67,800
88 Weighted Average
Tc Length
Slope Velocity Capacity Description
(min) (feet)
__(ft/ft) (ft/sec) (cfs)
10.0
Direct Entry,
Pond P1: INFILTRATION BASIN
Inflow Area = 1.556 ac, Inflow Depth = 3.86" for 10 Yr event
Inflow =
8.56 cfs @
12.14 hrs,
Volume=
0.501 of
Outflow =
1.62 cfs @
11.73 hrs,
Volume=
0.490 af, Atten= 81 %, Lag= 0.0 min
Discarded =
1.62 cfs @
11.73 hrs,
Volume=
0.490 of
Primary =
0.00 cfs @
11.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 47.19' @ 12.62 hrs Surf.Area= 0.118 ac Storage= 0.198 of
Plug -Flow detention time= 45.4 min calculated for 0.488 of (98% of inflow)
Center -of -Mass det. time= 42.1 min ( 790.1 - 748.0 )
#
Invert
Avail.Stora a
Storage Description
1
44.80'
0.139 of
6.33'W x 810.001 x 4.30'H Prismatoid
0.506 of Overall - 0.159 of Embedded = 0.347 of x 40.0% Voids
2
45.30'
0.154 of
47.8"W x 30.0"H x 6.25'L Cultec R-330x 144 Inside #1
3
45.30'
0.005 of
33.6"W x 20.0"H x 6.33'L Cultec R-180x 11 Inside #1
0.298 of Total Available Storage
#
Routing
Invert
Outlet Devices
1
Discarded
0.00'
0.019000 fpm Exfiltration over entire Horizontal area
2
Primary
48.40'
3.0' long x 3.0' high Sharp -Crested Rectangular Weir 2 End Contraction(s)
Discarded OutFlow Max=1.62 cfs @ 11.73 hrs HW=44.84' (Free Discharge)
L1=Exfiltration (Exfiltration Controls 1.62 cfs)
Primary OutFlow Max=0.00 cfs @ 11.00 hrs HW=44.80' (Free Discharge)
L2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

03020 Ogden Walgreens Type 11124-hr 25 Yr ►4ainfall=8.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 3
HydroCAD® 7.01 sln 000479 O 1986-2004 Applied Microcomputer Systems 4/14/2004 11:58:20 AM
Subcatchment S1: SITE AREA TO INFILTRATION SYSTEM
Runoff - 9.96 cfs @ 12.14 hrs, Volume= 0.583 af, Depth= 4.49"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 25 Yr Rainfall=8.00"
Area (sD _C_N Description
11,800 39 >75% Grass cover, Good, HSG A
56,000 _98_ Paved_pa_r_king & roofs
67,800 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) _(feet)_ (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Pond P1: INFILTRATION BASIN
Inflow Area = 1.556 ac, inflow Depth = 4.49" for 25 Yr event
Inflow =
9.96 cfs @
12.14 hrs,
Volume=
0.583 of
Outflow =
1.62 cfs @
11.69 hrs,
Volume=
0.499 af, Atten= 84%, Lag= 0.0 min
Discarded =
1.62 cfs @
11.69 hrs,
Volume=
0.499 of
Primary =
0.00 cfs @
11.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 48.10' @ 12.67 hrs Surf.Area= 0.118 ac Storage= 0.251 of
Plug -Flow detention time= 57.2 min calculated for 0.497 of (85% of inflow)
Center -of -Mass det. time= 40.5 min (788.1 - 747.6)
#
Invert
Avail.Stora a
Storage Description
1
44.80'
0.139 of
6.33'W x 810.001 x 4.30'H Prismatoid
0.506 of Overall - 0.159 of Embedded = 0.347 of x 40.0% Voids
2
45.30'
0.154 of
47.8"W x 30.0"H x 6.25'L Cultec R-330x 144 Inside #1
3
45.30'
0.005 of
33.6"W x 20.0"H x 6.33'L Cultec R-180x 11 Inside #1
0.298 of Total Available Storage
# Routinq Invert Outlet Devices
1 Discarded 0.00' 0.019000 fpm Exfiltration over entire Horizontal area
2 Primary 48.40' 3.0' long x 3.0' high Sharp -Crested Rectangular Weir 2 End Contraction(s)
Discarded OutFlow Max=1.62 cfs @ 11.69 hrs HW=44.84' (Free Discharge)
L1=Exfiltration (Exfiltration Controls 1.62 cfs)
Primary OutFlow Max=0.00 cfs @ 11.00 hrs HW=44.80' (Free Discharge)
L2=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)

03020 Ogden Walgreens Type 11124-hr 50 Yr Rainfall=9.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 4
HydroCADO 7.01 sln 000479 O 1986-2004 Applied Microcomputer Systems 4/14/2004.11:58:20 AM
Subcatchment S1: SITE AREA TO INFILTRATION SYSTEM
Runoff = 11.35 cfs @ 12.13 hrs, Volume= 0.665 af, Depth= 5.13"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 50 Yr Rainfall=9.00"
Area (sf) CN Description
11,800 39 >75% Grass cover, Good, HSG A
56,000 98 Paved parking & roofs
67,800 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (ftlsec) (cfs) _
10.0 Direct Entry,
Pond P1: INFILTRATION BASIN
Inflow Area = 1.556 ac, Inflow Depth = 5.13" for 50 Yr event
Inflow =
11.35 cfs @
12.13 hrs,
Volume=
0.665 of
Outflow =
3.46 cfs @
12.50 hrs,
Volume=
0.545 af, Atten= 69%, Lag= 22.1 min
Discarded =
1.62 cfs @
11.66 hrs,
Volume=
0.507 of
Primary =
1.84 cfs @
12.50 hrs,
Volume=
0.038 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 48.73' @ 12.50 hrs Surf.Area= 0.118 ac Storage= 0.281 of
Plug -Flow detention time= 56.2 min calculated for 0.543 of (82% of inflow)
Center -of -Mass det. time= 36.8 min ( 784.2 - 747.3 )
# Invert Avail.Storaae Storaoe Description
1 44.80' 0.139 of 6.33'W x 810.00'L x 4.30'H Prismatoid
0.506 of Overall - 0.159 of Embedded = 0,347 of x 40.0% Voids
2 45.30' 0.154 of 47.8"W x 30.0"H x 6.25'L Cultec R-330x 144 Inside #1
3 45.30' 0.005 of 33.6"W x Z0.0"H x 6.33'L Cultec R-180x 11 Inside*1
0.298 of Total Available Storage
#
Routing
Invert
Outlet Devices
1
Discarded
0.00'
0.019000 fpm Exfiltration over entire Horizontal area
2
Primary
48.40'
3.0' long x 3.0' high Sharp -Crested Rectangular Weir 2 End Contraction(s)
Discarded OutFlow Max=1.62 cfs @ 11.66 hrs HW=44.84' (Free Discharge)
L1=Exfiltration (Exfiltration Controls 1.62 cfs)
Primary OutFlow Max=1.83 cfs @ 12.50 hrs HW=48.73' (Free Discharge)
t--2=Sharp-Crested Rectangular Weir (Weir Controls 1.83 cfs @ 1.9 fps)

03020 Ogden Walgreens Type 1/1 24-hr 100 Yr Rainfall=10.00"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 5
HydroCADO 7.01 s/n 000479 01986-2004 Applied Microcomputer Systems 4/14/2004 11:58*20 AM
Subcatchment S1: SITE AREA TO INFILTRATION SYSTEM
Runoff = 12.74 cfs @ 12.13 hrs, Volume= 0.747 af, Depth= 5.76"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Type III 24-hr 100 Yr Rainfall=10.00"
Areas CN Description
11,800 39 >75% Grass cover, Good, HSG A
56.000 98 Paved r)arkina & roofs
67,800 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) _
10.0 Direct Entry,
Pond P1: INFILTRATION BASIN
Inflow Area = 1.556 ac, Inflow Depth = 5.76" for 100 Yr event
Inflow =
12.74 cfs @
12.13 hrs,
Volume=
0.747 of
Outflow =
5.46 cfs @
12.40 hrs,
Volume=
0.609 af, Atten= 57%, Lag= 15.6 min
Discarded =
1.62 cfs @
11.61 hrs,
Volume=
0.515 of
Primary =
3.84 cfs @
12.40 hrs,
Volume=
0.095 of
Routing by Stor-Ind method, Time Span= 11.00-15.00 hrs, dt= 0.01 hrs
Peak Elev= 48.94' @ 12.40 hrs Surf.Area= 0.118 ac Storage= 0.291 of
Plug -Flow detention time= 51.8 min calculated for 0.608 of (81 % of inflow)
Center -of -Mass det. time= 32.3 min ( 779.4 - 747.1 )
_#
Invert
Avail.Storage
Storage Description
1
44.80'
0.139 of
6.33'W x 810.00'L x 4.30'H Prismatoid
0.506 of Overall - 0.159 of Embedded = 0.347 of x 40.0% Voids
2
45.30'
0.154 of
47.8"W x 30.0"H x 6.25'L Cultec R-330x 144 Inside #1
3
45.30'
0.005 of
33.6"W x 20.0"H x 6.33'L Cultec R-180x 11 Inside #1
0.298 of Total Available Storage
#
Routing
Invert
Outlet Devices
1
Discarded
0.00'
0.019000 fpm Exfiltration over entire Horizontal area
2
Primary
48.40'
3.0' long x 3.0' high Sharp -Crested Rectangular Weir 2 End Contraction(s)
Discarded OutFlow Max=1.62 cfs @ 11.61 hrs HW=44.84' (Free Discharge)
L1=Exfiltration (Exfiltration Controls 1.62 cfs)
Primary OutFlow Max=3.83 cfs @ 12.40 hrs HW=48.94' (Free Discharge)
L2=Sharp-Crested Rectangular Weir (Weir Controls 3.83 cfs @ 2.5 fps)

CULTEC, Inc.
878 Federal Road
P.O. Box 280
Brookfield, CT 06804
PREPARED FOR:
(COMPANY NAME)
(ADDRESS)
(CITY, STATE ZIP)
(PHONE)
(FAX)
(800) 4-CULTEC
[phone]
Fax [phone]
www.cultec.com
[e-mail]
CULTEC SYSTEM CALCULATIONS
G -R O \., .3E.0
PROJECT INFORMATION:
Ogden Walgreens
Gordon Rd. @ Market St.
Wilmington, NC
INPUT
Please fill in your parameters
Restrictive Horizon (ft):
6
Paved? (t=no, 07res)
0
Wheel Load'. (1=H2O, 0=H10)
1
Storage Required (ft3)
7800
Limiting Dimension (ft)
32
ENGINEER:
Larry Sneeden
Andrew & Kuske
902 Market Street
Wilmington, NC 28401
910-343-9653
910-343-9604
a hie- he Insraend "ndar thw¢n naramerers9
40OHD
400
EZ 24HD
EZ 24
28QHD
YES
NO
YES
NO
YES
330HD
330
10OHD
100
280
YES
NO
YES
NO
NO
180HD
180
75HD
75
YES
NO
YES
NO
125H0
125
FDC-4HD
FDC-4
YES
NO
YES
NO
Model name
Approx.
Unit
Count
# of Rows
wide
# of Units Long
Total #of I
Chambers
Needed
Storage
Provided (ft3
Bed Area
Needed (fl2j
Bed Width
(ft)
Bed Length
(ftt
Min mum
Bed Depth
(ft),
Volume of
Stone Needed
(ft3)
Rechar erT" 40OHD Heavy Duty H2O
115
6
19
114
8115.32
3673.75
30.48
120.53
4.46
6131.76
Rechar erT" 400 Standard Duty K10
-
-
-
-
-
-
-
Rechar erT" 330HD Heavy Duty H2O
120
6
20
120
8140.42
3906.62
30.48
128.17
4.38
6282.97
Rechar er'" 330 Standard Duty H10
--
--
-
-
--
--
Recharge T" 28OHD Heavy Duty H2O
137
7
19
133
7958.03
4056,88
29,83
136.00
4,30
5656.22
Rechar erT" 280 Standard Duty H10
--
-
-
-
--
--
--
-
-
--
Rechar erT" 18OHD Heavy Duty H2O
261
10
25
250
7854.73
5160.00
32.00
161.25
3.38
5909.48
Rechar erT" 180 Standard Du H10
--
-
-
--
--
-
-
--
--
Contactor® 125HD Heavy Duty H2O
373
12
30
360
7907.88
6096.00
32,00
190,50
3.00
7170.36
Contactor® 125 Standard Du H10
--
--
-
--
--
--
--
--
--
COntactorO 1DOHD Heavy Du H2O
350
10
34
340
7975.79
8272,00
32.00
258.50
2.72
8050.70
Contactor@ 100 Standard Duty H10
--
--
--
-
--
--
Contactor®75HDHeavy Duty H2O
499
12
40
480
7870.85
8088.00
32.00
252.75
2,54
7641.12
ContactorO75 Standard D H10
--
--
-
--
--
-
--
--
COntaclorqDEZ-24HD Heavy Du H2O
658
19
34
646
7950.80
8699.32
131,71
274.34
2,72
9240.89
Contactor® EZ-24 Standard Duty H10
-
-
--
--
--
i --
--
-
ContactorQD Field Drain C-41-ID Heavy Du H2O
33D
7
45
315
7818.87
10870.20
30.00
362.34
2.38
8915,34
ContactorO Field Drain C-4 Standard Du H10
-
__
-
--
--
This calculator program is for estimation purposes only and should not take the place of a comprehensive engineering design.
Ali calculations take into consideration a r'stone border at 40% volume capacity surrounding bed.
Reconfiguring the bed layout may effect actuel storage provided.
Contact Cuitec Technical Assistance at 800-428-5832 or 203-775-4416 for further assistance.
Copyright (C) 2002 CULTEC, Inc. All rights reserved,

CULTEC, Inc.
(800) 4-CULTEC
873 Federal Road
[phone]
P.O. Box 280
Fax [phone]
Brookfield, CT 06804
www.cultec.com
custservice@cu Itec.com
CULTEC SYSTEM CALCULATIONS
the toilowing table contains Cultec specifications used in all calculations
Model name
Design
Unit
Height
(ft)
Design Unit
Volume (tt3)
Chamber
Length
Adjustment (ft)
Chamber
Lay-up
Length (ft)
Design Unit
Width (ft)
Stone
Border
Excess jft)
H10 Min.
Cover (ft)
Paved H2O
Min. Cover
(ft)
Unpaved
H2O Min.
Cover (ft)
Unamber
Volume per
Linear Foot
(ft311t)
Rechar erTM 40OHD Heavy Duty H2O
3.21
m9al
1.3
6.17
4.83
1.61
0.75
1.25
1.4161
7,96
Rechar erTM 400 Standard Duty H10
3.21
10.981
1.3
6.17
4,83
14
0.75
10000
100001
7.96
Recha 330HD Heavy Duty H2O
3,051
10.35
1.17
6.25
4.83
1,5
0.75
1.333
1.5
7.44
_qerTM
Rechar erTM 330 Standard Duty H10
3D5
10.35
1.17
6.25
4,83
1.5
0.75
10000
10000
7A4
Rechar erTM 28OHD Heavy Duty H2O
2.8
8.12
1
7
4
1.83
0.75
1.5
1.166
6.08
Rechar erTM 280 Standard Duty H10
2.6
8A2
1
7
4
1.83
0.75
10000
10000
6.06
Rechar erTM 18OHD Heavy Duty H2O
2.21
4.72
1
6,33
3
2
075
1,1666
1.333
3.45
Rechar erTM 180 Standard Duty H10
2.21
4.72
1
6.33
3
2
0.75
10000
10000
3.45
ContactorV 125HD Heavy Duty H2O
2
3.34
1
6.25
2.5
21
0.75
t
1A666
2.22
CDntactorO 125 Standard Du H10
21
3.34
1
6.251
2.5
21
0.75
100001
10000
2.22
Contactor® 10OHD Heavy Duty H2O
1 1.55
2.97
1.5
7.5
3
21
0.75
1.16661
1.333
1.86
Conlactor(D 100 Standard Duty H10
1.55
2.97
1.5
7.5
3
2
0.75
100001
10000
1.86
C ontactorO 75HD Heavy D uV H2O
1.54
2.5
0.75
6,25
2.5
2
o.75
1
1.1666
1.6
CDntactortrU75 Standard Duty Hi
1.54
2.5
0.75
6.25
2.5
2
0.75
10000
10000
1.6
Contactoro EZ-24HD Heavy Duty H2O
1.55
1.48
0.34
8
1.59
1.5
0,75
1.166
1.5
0.82
Contactor@) EZ-24 Standard Duty H10
1.55
1.48
0,34
a
1.59
1.5
0.751
10000
10000
0,82
ContactorO Field Drain C-4HD HeavyDu H2O
1.21
2.95
0.34
B
a
z
o.75
L1666
1.5
tss
Conlactor,$t Field Drain C 4 Standard Out H10
1.21
2.95
0.34
8
4
2
0.75
10000
t4000
1.68
This calculator program is forestimation purposes only and should not take the place of a comprehensive engineering design.
All calculations take into consideradon a 1'stone border at 40% volume capacity surrounding bed.
Reconfiguring the bed layout may effect actual storage provided.
Contact Cultec Technical Assistance of 800-428-5832 or 203-775-4416 for further assistance.
Copyright (C) 2002 CULTEC, Inc. All rights reserved.

CULTEC, Inc.
878 Federal Road
P.O. Box 280
Brookfield, CT 06804
PREPARED FOR:
(COMPANY NAME)
(ADDRESS)
(CITY, STATE ZIP)
(PHONE)
(FAX)
(800) 4-CULTEC
[phone]
Fax [phone]
www.cultec.com
[e-mail]
CULTEC SYSTEM CALCULATIONS
S 1 s 1�. f �
PROJECT INFORMATION:
Ogden Walgreens
Gordon Rd. @ Market St.
Wilmington, NC
INPUT
Please Till in your parameters
O
Restrictive Horizon ow
6
Paved? (1=no, 0-yes)
0
Wheel Load: (1=1-112O, 0=1,110)
1
Storage Required (ft3)
900
Limiting Dimension (ft)
8
ENGINEER:
Larry Sneeden
Andrew & Kuske
902 Market Street
Wilmington, NC 28401
910-343-9653
910-343-9604
a hie 1n hn InctallnA ,roll., ffinnnram f-7
40OHD
400
EZ 24HD
EZ 24
28OHD
YES
NO
YES
NO
YES
330HD
330
100HD
100
280
YES
NO
YES
NO
NQ
18OHD
180
75HD
75
YES
NO
YES
NO
125HD
125
FDC-4HD
FDC4
YES
NO
YES
NO
Model name
Approx.
Unit
Count
r1 of Rows
wide
0 of Units Long
I otal 0 of
Chambers
Needed
storage
Provided M3
Bed Area
Needed (ft2)
Bed Width
(rt)
Bed Length
(tt)
Minimum
Bed Depth
(ft),
Volume or
Stone Needed
(n3)
Rechar erT" 40OHD Heavy Outy H2O
13
1
11
11
908,96
450.51
6.33
71,17
4.46
895.53
Rechar erT" 400 Standard Dyy H10
--
-
--
-
--
Rechar erT" 330HO Heavy Duty H2O
13
1
12
12
943.20
494.82
6.33
78A 7
4.38
942.48
Rechar erT" 330 Standard Duty H10
-- I
--
--
Rechar erT" 280HD Heavy Du H2O
15
1
13
13
948.66
548.02
5.83
94,00
4.30
975.10
Rechar er' 280 Standard Duty H10
--
--
--
--
--
--
Rechar erT" 18OHD Heavy Duty H2O
30
2
13
26
947.66
682.32
800
85.29
3.38
933.23
Rechar erT" 180 Standard Duty H10
--
--
--
--
--
--
--
-
-
--
ContactorO 125HD Heavy Duty H2O
43
2
18
36
950.98
808.50
7.00
115.50
3.00
1113.06
Contactor(D126 Standard Du H10
--
--
--
--
--
--
-
-
--
--
ContactorO 104HD Heayy Duty H2O
40
2
17
34
936.14
1048,00
8.00
131.00
2.72
1144.52
ContactorO 100 Standard Duy H10
--
--
-
-
-
--
-
-
--
--
ContactorO 75HD Heavy Du H2O
57
2
23
46
909.15
1025.50
7,00
146.50
2.54
1116.87
Contactoa 75 Standard Duty H10
--
-
-
-
--
--
--
--
-
--
ContaclorQD EZ-24HD Heavy Du H2O
76
4
17
68
943.68
1087.35
7,86
138.34
2.72
1238.20
ContaclorV £Z-24 Standard Duty H10
--
-
I --
--
--
--
--
--
--
--
ContactorO Field Drain C-4HD Heavy Duty H2O
38
1
29
29
916.12
1406.04
6.00
234.34
2.38
1310.98
Contactorb Field Drain C-4 Standard Duty H10
-
-
-
--
I -
--
--
--
--
--
This calculator program is for estimation purposes only and should not take the place of a comprehensive engineering design.
All calculations take into consideration a 1'stone bonier at 40% volume capacity surmunding bed.
Reconfiguring the bed layout may effect actual storage provided.
Contact Cultec Technical Assistance at 800-428-5832 or 203-775-44 15 for further assistance.
Copyright (C) 2002 CULTEC, Inc. All rights reserved.

CULTEC, Inc.
(800) 4-CULTEC
878 Federal Road
(203) 775-44%
P.Q. Box 280
Fax [phone]
Brookfield, CT 06804
www.cultec.com
[e-mail]
CULTEC SYSTEM CALCULATIONS
the follovrin tahle contains Cu11ec specifications used in all calculations
Model name
es gn
Unit
Height
(ft)
Design Unit
Volume (ft3)
Chamber
Length
Adjustment (ft)
Chamber
Lay-up
Length (ft)
Design Unit
Width (ft)
Stone
Border
Excess (ft)
H10 Min.
Cover (ft)
Paved H2O
Min, Cover
(ft)
Unpaved
H2O Min.
Cover (ft)
Chamber
Volume per
Linear Foot
(ft31ft)
Rechar erT" 40OHD Heavy Duty H2O
3.21
10.98
1,3
6.17
4.83
1.5
0.75
1.25
1.416
7,96
Rechar erT" 400 Standard Duty H10
3.21
10.98
1.3
6.17
4.83
1.5
0.75
10000
10000
7,96
Rechar erT" 330HD Heavy Duty H2O
3.05
10.35
1.17
6.25
4.83
1.5
0.75
1.333
15
7.44
Rechar erT'" 330 Standard Duty H10
3.05
10.35
1.17
6251
4.83
1.5
0.75
10000
to000
7.44
Rechar erT" 28DHD Heavy Du H2O
2.B
8.12
1
7
4
1.83
0.75
1.5
1.166
608
Rechar erT" 280 Standard Du H10
2,8
8.12
1
7
4
1.83
0.75
10000
10000
6.08
Rechar erT" 18OHD HeavyDU H2O
2.21
4.72
1
6.33
3
2
0.75
1.1666
1.333
3.45
Rechar erT" 180 Standard Du H10
2.21
4.72
1
6.33
3
2
0.75
10000
10000
3.45
Contactor(D125HD HeavyDu H2O
2
3.34
1
6.25
2.5
2
0.75
1
1.1666
2.22
ContactorO 125 Standard Du H10
2
3,34
1
6.25
2.51
21
0.751
100001
100001
2.22
COntaClorlD 100HD KeaDuty H2O
1.55
2.97
1.5
7.5
31
2
0.75
1AG661
1.3331
1 Ze
Contactors 100 Standard Duty H10
1.55
2.97
1.5
7.5
3
2
0.75
100001
10000
1.85
ContactoKID 75HD Heavy Duty H2O
1.54
2.5
0.75
6.25
2.5
2
0.75
1
1.1666
1.6
COntactorlD 75 Standard Duty H10
1.54
2.5
0.75
6.25
2.5
2
0.75
10000
10000
1.6
ContactorlD EZ-24HD Hea Du H2O
1.55
1.48
0.34
8
1.59
1.5
0.75
1,166
1.5
0.82
Contactor® EZ-24 Standard Duty H10
1.55
1.48
0.34
8
1.59
1.5
0.75
10000
10000
0.82
Contactor(!) Field Drain Ci-4HD Heavy Duty H2O
1.21
2.95
0.34
6
4
2
0.75
1.1666
1.5
1.68
Contactors Field Drain C-4 Standard Du H10
1,21
2.95
0.34
a
��41
21
0.751
10000
IG0001
1.68
This calculator program is for estimation purposes only and should not take the place of a comprehensive engineering design.
All calculations take into consideration a 1' stone border at 40% volume capacity surrounding bed.
Reconfiguring the bed layout may effect actual storage provided.
Contact Cultec Technical Assistance at 8D0-42B-5832 or 203-775-4416 for further assistance.
Copyright (C) 2002 CULTFC, Inc. All rights reserved.

CULTEC, Inc.
i 878 Federal Road
P.O. Box 280
Brookfield, CT 06804
PREPARED FOR:
(COMPANY NAME)
(ADDRESS)
(CITY, STATE ZIP)
(PHONE)
(FAX)
(800) 4-CULTEC
[phone]
Fax [phone]
www.cultec.com
[e-mail]
CULTEC SYSTEM CALCULATIONS
SrN+; utS r-6\-y 1 a .40
INPUT
Please fill in your parameters
Restrictive Horizon (ft):
Payed? (1=no,0=yes)
Wheel Load: (1=H20,0=H10)
Storage Required (ft3)
Limiting Dimension (ft)
6
0
1
450
7
PROJECT INFORMATION:
Ogden Walgreens
Gordon Rd. @ Market St.
Wilmington, NC
ENGINEER:
Larry Sneeden
Andrew & Kuske
902 Market Street
Wilmington, NC 28401
910-343-9653
910-343-9604
ahlo kn he Inele IIs.1 iiniln• H�ees narn.nels.a]
40OHD
400
EZ 24HD
EZ 24
28OHD
YES
NO
YES
NO
YES
33OHD
330
100HD
100
280
YES
NO
YES
NO
NO
18OHD
180
75HD
75
YES
NO
YES
NO
125HD
125
FDC-4HD
FDC•4
YES
NO
YES
NO
Model name
Approx.
Unit
Count
# of Rows
Wide
#or Units Long
Total N o
Chambers
Needed
Storage
Provideditt3
Bed Area
Nceded (92)
Bed Width
V0
Bed Length
(11)
mum
Bed Depth
iflp
alume of
Stone Needed
(M)
Rechar erTM 40OHD Heavy Duty H2O
6
1
6
6
510.81
255,23
6.33
40.32
4.46
514.25
Rechar erTM 400 Standard Duty H10
-
--
--
--
--
--
--
-
Rechar erTM 330HD Heavy Duty H2O
6
1
6
6
486.45
257.44
6.33
40.67
4.38
497.49
Rechar erTM 330 Standard Du H10
RechargerTM 28OHD Heavy Duty H2O
7
1
6
6
450,35
262.35
5.83
45,00
4.30
473.14
Rechar erTM 280 Standard Duy H10
--
--
--
--
--
--
-
Rechar erTM 18OHD Heavy Duty H2O
15
1
11
11
467.09
363.15
5.00
72.63
3.38
558.89
Rechar erTM 180 Standard Duty H10
--
-
--
-
-
-
--
-
--
-
ContactorO 125HD Heavy Duty H2O
21
2
9
18
485.23
414.75
7.00
59.25
3.00
575,31
ContactorlD 125 Standard Duty H10
--
--
--
--
--
--
--
--
--
Contactor@ 1 OOHItLan Duty H2O
20
1
14
14
454.57
542.50
5.00
108.50
2,72
642.79
Contactor® 100 Standard Duty H10
-
--
--
--
--
--
-
--
-
--
ContactorD 75HD Heavy Duty H2O
28
2
12
24
480.70
544.25
7.00
77.75
2.54
595.75
Contactor® 75 Standard Duty HID
--
--
--
--
--
--
--
--
--
--
Contactor® EZ-24HD Heavy Duty H2O
38
3
11
33
482.16
566.43
6.27
90.34
2,72
660.65
Contactor® EZ-24 Standard Duty H10
--
--
--
--
--
--
--
--
--
-
ContactorO Field Drain C-411D Heavy Duty H2O
19
1
15
15
477.30
734.04
6.00
122.34
2.38
686.02
ContactorV Field Drain C-4 Standard Duty H10
-
--
-
I --
I --
--
-
-
--
--
This cafculatorprogram is forestimadon purposes only and should not take the place of a comprehensive engineering design.
All calculations take into consideration a 1' stone border at 40% volume capacity surrounding bed.
Reconfiguring the bed layout may effect actual storage provided.
Conlact Cultec Technical Assistance at 800-428-5832 or 203-775-4416 forfurther assistance.
Copyright (C) 2002 CULTEC, tnc. All rights reserved.

OULTEC, Inc.
878 Federal Road
P.O. Box 280
r Brookfield, CT 06804
(800) 4-CULTE=C
[phone]
Fax [phone]
www.cultec.com
[e-mail]
CULTEC SYSTEM CALCULATIONS
the following table contains Cultec specifications used in all calculations
Model name
esrgn
Unit
Height
(ft)
❑esign Unit
Volume (ft3)
Chamber
Length
Adjustment (ft)
Chamber
Lay-up
Length (ft)
Design Unit
Width (ft)
Stone
Border
Excess (ft)
H10 Min.
Cover (ft)
Paved H2O
Min. Cover
(ft)
Unpaved
H2O Min.
Cover (ft)
am er
Volume per
Linear Foot
(ft31ft)
Rechar erT" 400HO Heavy Duty H2O
3,21
10.98
1.3
6,17
4.83
1.5
0.75
1.25
1.416
7.96
Rechar erT° 400 Standard Dtity H10
3.21
10,98
11
6.17
4.83
1.5
0.75
10000
10000
7.96
Rechar erT" 330HD Heavy Duty H2O
3.05
10.35
1.17
6.25
4.83
1.5
0.75
11333
1.5
7.44
Rechar erTM' 330 Standard DU H10
3.05
10.35
1.17
6.25
4.83
1.5
0.75
10000
10000
7.44
Rechar erTM' 28OHD Heavy Duty H2O
2.8
8.12
1
7
4
1.83
0.75
15
1 A66
6,08
Rechar erT" 280 Standard Duty H10
2.81
8.12
1
7
4
1.83
0.75
10000
10000
6.08
Rechar erT" 180HD Heavy Duty H2O
2.21 1
4.72
1
6.33
3
2
0.75
1.1666
1.333
3.45
Rechar erT" 180 Standard Duty H10
2.21
4.721
1
6.33
3
2
0.75
10000
10000
3.45
Contactor¢? 125HD Heav Du H2O
2
3.34
1
6.251
2.5
2
0.75
1
1.1666
Z22
ConlactorlD 125 Standard Du H10
2
3.34
1
6.25
2.5
2
0.75
10000
l0000l
2.22
ContactorV 100HD Heavy Duty H2O
1.55
2.97
1.5
7.5
3
2
0.75
1.1666
1.333
1.86
Contactor$ 100 Standard Duty H10
1.55
2.97
1.5
7.5
3
2
0.75
10000
100001
1.86
ContactorlD 75HD Heavy Duty H2O
1.541
2.5
0.75
6.25
2.5
2
0,75
1
1,1666
1.6
Contactor® 75 Standard Duty H10
1.54
2 51
0.75
6,25
2.5
2
0.75
10000
10000
1.6
Contactor® EZ-24HD Heavy Duty H2O
1.55
1,48
0.34
B
1.59
1.-51
0.75
1.166
1.5
0.82
ContactorD EZ-24 Standard Duty H10
1.55
1.48
0.34
8
1.591
1.5
0.751
10000
10000
0.82
ContactorO Field Drain C-4HD Heavy Duty H2O
1.21
2.95
0.34
8
4
21
0,75
1A666
1.5
1.68
Contactor® Field Drain C-4 Standard Duty H10
1,21
i 2.95
0.34
8
41
21
0.751
10000
10000
1.68
This calculator program is for esdmaiion purposes only and should not take the place of a comprehensive engineering design.
All calculations take into consideration a ]'stone border at 40% volume capacity surrounding bed.
Reconfiguring the bed layout may effect actual storage provided.
Contact Cultec Technical Assistance at 800-428.5832 or 203.775.4416 for further assistance.
Copyright (C) 2002 CULTEC, Inc. All rights reserved.

j2.PAAe,vJ q /Z,3 / o q
NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS, INC.
902 MARKET STREET • WILMINGTON, NC 28401
PHONE [phone] + FAX [phone]
April 14, 2004
Ms. Laurie Munn, Environmental Engineer
NC DENR Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: State Stormwater Express Permit Submittal
Ogden Walgreens #7919
Wilmington, NC
NKT Project No. 03020
Dear Ms. Munn:
J. PHILLIP NORRIS, P.E.
JOHN A. KUSKE, 111, RE.
JOHN S. TUNSTALL, P.E.
J.A. KUSKE, P.E. OF COUNSEL
Enclosed are two (2) sets of plans for the subject project, one (1) set of
calculations, one (1) copy of the Double Ring Infiltrometer Testing report by
S&ME, Inc., one (1) copy of the Subsurface Soils report by S&ME, Inc., one (1)
copy of a memo from Larry Sneeden, Jr., P.E. referencing a soils infiltration
investigation meeting he had at the subject site, one (1) copy of the USGS map
of the site (8 '/2 x 11), the original Division of Water Quality Stormwater
Management Permit application, the original SWU-103 supplement form, one (1)
copy of the stormwater narrative and a $4,000.00 check for the express permit
review fee.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,_
NORRIS, KUSKE, & TUNSTALL
CONSULTING ENGIN ERS, INC.
C. Lawrence Sneeden, Jr., P.E.
CLSlasn
RECEIVJ.:J1J
APR -16 2'J' 4
pear# DWe0404L
03020 04-14-04-s-sw-Itr
Enclosures
CC' Cameron Weaver 1 NC DENR Express Division
Blanton Hamilton, Jr. 1 Southstar Holdings, LLC

STORMWATER SYSTEM NARRATIVE
WALGREENS #7919
6861 MARKET STREET
WILMINGTON, NORTH CAROLINA
For
Southstar Holdings, LLC
200 Providence Road, Suite 106
Charlotte, NC 28207
[phone]
V%Wh ,rs_+,,
. T'1 �JPn.
a�
` '.AL
• a
•
• �0972
r iI/ •r• �! f9�� c•y !!!\ � �
%P� �`�ustiNlli`
April 2004
Prepared by:
RECEIVED
APR 16 2004
DWQ
PROJ #
NORRIS, KUSKE, & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] — (Fax)
NKT Project No. 03141

M
NARRATIVE
DESCRIPTION:
The site is a 1.41-acre tract located in the southwest quadrant of the intersection of
Market Street (US Hwy 17) and Gordon Road (SR 2048). The tract is bounded by
residential and commercial uses to the west, commercial uses to the south, and right-of-
way to the north and east. The site vegetation ranges from bare earth to dense
undergrowth to large hardwoods. A portion of the site was a convenience store that will
be demolished. There are no regulated wetlands on this site. The site is on a ridge that
drains to Smith Creek (C-Sw).
The project is new development consisting of clearing, grading, and construction of
a 14,490 sf drug store, parking areas, stormwater management system and utilities.
Design impervious for the site is computed at 81 %. Approximately 0.42 acres adjacent to
the site will be disturbed to provide for a shared driveway and turning lanes and drives
within the right-of-way. An erosion control permit will be required from New Hanover
County.
STORMWATER MANAGEMENT MEASURES:
The site is proposed as high density with infiltration for the treatment system. The
infiltration system is sized to store a 2-inch storm and will have no discharge off -site in a
25-year storm. There is no direct discharge from impervious surfaces to a watercourse,
except for pavement within the right-of-way draining to a piped system.
The grading contractor and developer will provide maintenance during
construction. The property owners association will provide maintenance after completion.

ANDREW & KUSKE CONSULTING ENGINEERS, INC.
Memorandum
To: Blanton Hamilton, Tribeck Properties
From: Larry Sneeden
Date: April 8, 2003
Re: Soil Infiltration Investigation
Project: Market & Gordon
A&K # 03020
I visited the Market & Gordon site last Friday with representatives of DENR to look at the
suitability of site soils for an infiltration system. We found soils to have a depth to seasonal
high water table of 40 inches in the depression. The ground elevation at that point was 46
MSL, giving you an SHWT elevation of 42.7 +/-. This finding will allow open infiltration
basins or below grade trenches to be used on your site.
By copy of this memo, we are requesting S&ME to proceed with infiltration rate testing at
boring locations 1 & 4 as shown in their 3/25/03 report.
Cc: Linda Lewis, DENR
Mike Behen, S&ME
Jack Kilbourne, MWM
902 MARKET STREET WILMINGTON, NORTH CAROLINA 28401-4733
9101343-9653 FAX [phone]

APR- 16-03 1 3 :'S1 FROM = S&ME W I LMI NIGTONI
ID=910793995FI
PAGE 1/5
n rj
� k
3
Tribek Properties
200 Providence Road, Suite 106
Charlotte, North Carolina 28207
Attention: Mr- Blanton fi=ilton
April 16, 2003 Since 197
3
p Three Decades ... Three Reasons
We listen. We respond. We solve.
Reference: Double Ring Iafiltrometer Testing
Proposed Walgreen's Site
Market Street @ Gordon Road
Wilmington, North Carolina
S&ME Job Number 1063-03-608
Dear Mr. Hamilton:
As requested, S&ME personnel have recently conducted two double -ring
infiltrometer tests of the suriicial soils at the subject site at the approximate locations shown in
Figure 1. Specifically, our representatives performed the following work items on April 12, 2003:
1. Advanced one hand -angered boring near each inf0trometer test
location in order to visually classify the in -place soils. A Munsell
Soil Color Chart as used to define the hue and chroma of the
recovered soil samples.
2. Conducted two double -zing infiltrormieter tests at a depth of 12
inches below the existing ground surface. This testing was
conducted m general accordance with American Society for
Testing and Materials (ASTM) procedure -D-3385 entitled,
"Infiltration Rate of Soils in Field Using Double -Ring
Infiltrometer".
Based on our deld classifications of the excavated soils at the hand -angered boring
locations, the in -place soils at. Location 1 generally consist of silty fine sands which extended to a
depth of about 7 feet. Slightly silty fine to medium sands were then sampled from a depth of 7 feet
to the completed boring depth of 7-3 feet below the existing ground surface. At Location 4, the 10-
inch thick surficial layer of silty fine sand was underlain by slightly silty fine sands that extended to
a depth of about 9 feet. Silty fine sands were there noted from a depth of 9 feet to the completed
Ming depth of 10 feet.
S&ME, Inc. I (9101 7w99945
6409 Amsterdcm Way, Building B-3 [phone] fox
Wilmington, North Carolina 28405

APR-16-03 13:SI FROM:S&ME WILMINGTON ID=91079999se PAGE 2/5
Tribek Properties April 16, 2003
S&ME Job Number 1063-03-608 Page Two
Water was encountered at a depth of approximately 7 feet below the existing ground
surface at location 1, whereas no water was encountered in the borehole at location 4. The site
water level will fluctuate with climatic and seasonal conditions, however, and may be higher or
lower at other times of the year.
The rneas ed infiltration rates at location 1 ranged from about 7.5 to 11.5 inches per
hour with an average infiltration rate of approximately 9 inches per hour. At location 4, the
measured infiltration rates ranged from about 15 to 22 inches per hour with an average infiltration
rate of approximately 18 inches per hour. A summary of the field test results is presorted in Tables
1 and 2.
S&ME appreciates the opportunity to provide our services during this phase of the
project. Should you have any questions after reviewing this letter, or if we can be of additional
assistance, please do not hesitate to contact us at your convenience.
Very truly yours,
S&ME, INC.
C. Richard Conncl.L II
Senior Engineering Technician
Michael W. Behen, P.E.
Senior Geotechnical Engineer
CRC:MWBIjns
Attachments
Fax: Andrew & Kuske Consulting Engineers, Mr. Lary Sneeden

APR- 16-03 1 3 : 51 FROM : 5&ME W I LM I NGTON I D : 91 07999556
0
PAGE 3/5
00
Double Ring Infiltrometer Testing
Proposed Walgreen's Site
Market Street @ Gordon Road
Wilmington, North Carolina
S&ME Job Number 1063-03-608
Vocation: 1
Date of Test: April 12, 2003
Depth of Test Below Site Grade: 12 inches
Depth of Water in Rings: 61/4 inches
Inner Diameter of Twer Ring: i 13/4 inches
inner Diameter of Outer Ring: 221/z inches
Depth to Groundwater: 7 feet
Average Infiltration Rate: 9 inches per hour
SOIL PROFILE
Depth
Value/
Location Inches
Hue
Chroma
Soil Description
1 0-72
2.5 Y
3/1
Very Dark Gray Fine SAND - Some Silt (Some
Cemented)
72-84
2.5 Y
2.5/1
Black Fine SAND - Some Silt (Heavily Cemerted)
84-88
2.5 Y
6/1
Gray Fine to Medium SAND - Trace of Silt
Water was encountered at a depth of approximately 7 feet below the existing ground surface_

APR-1G-03 13:51 FROM:S&ME WILMINGTON ID:9107999958
PAGE 4/5
TABLE 2
Double Ring Infiltrometer Testing
Proposed Walgreen's Site
Market Street @ Gordon Road
Wilmington, North Carolina
S&ME Job Number 1063-03-608
Location: 4
Date of Test: April 12, 2003
Depth of Test Below Site Grade: 12 inches
Depth of Water in Rings: 6'/2 inches
inner Diameter of Inner Ring: 11 Y4 inches
Inner Diameter of Outer Ring: 22'/z inches
Depth to Groundwater: No water was encountered to depth investigated.
Average Infiltration Rate: 18 inches per hour .
SOIL PROFILE
Depth
Value/
Location Inches
Hue
Chroma
Soil Description
4 0-10
2.5 Y
3/1
Very Dark Gray Fine SAND - Some Silt
10-72
2.5 Y
4/4
Olive Brown Fine SAND - Trace of Silt
72-82
2.5 Y
6/4
Light Yellowish Brown Fine SAND - Trace of Silt
82-91
10 YR
4/2
Dark Grayish Brown Fine SAND - Trace of Silt
91-108
10 YR
5/1
Grayish Brown Fine SAND - Trace of Silt
108-120
10 YR
2/1
Black Fine SAND - Some Silt
No water was encountered to depth investigated.

n 1
1
a
K1W b"I
IIN. 45.55
• V i
Note: Site plan drawing provided to SWE by Andrew & Kuske Consulting Engineers.
LEGEND
A Approximate Location. of Infiltration Test
E
rr
3
z
c�
0
z
PROJECT SCALE: Not to Scale & I &M
PROPOSED WALGREEN'S SITE m
J 0 B NO.: 1063-03-608
WILKIWTON, NORTH CAROLINA S E F 1G NO'. X In
cn

MAR-25-03 09:58 FROM:S&ME WILMINGTON ID:9107999958 PAGE 1/5
03()� ()
z_
.,
!PAP,,
Tribek Properties
200 Providence Road, Suite 106
Charlotte, North Carolina 28207
Attention, Mr. Blanton Hamilton
March 25, 2003
Reference_ Subsurface Soils
Proposed Walgreeds Site
Market -Street @ Gordon Road
Wilmington, North Carolina
S&ME Job Number 1063-03-608
Dear Mr. Hamilton.:
Since 1973
Three Decades ... Three Reasons
We listen. tfre respond. K sore.
As requested, S&ME personnel have advanced four hand-augered borings at the
subject site at the approximate locations shown in Figure 1. The borings were advanced to
depths ranging from about 7.3 to 9 feet below the existing ground surface. Our representative
visually classed the recovered soil samples using a MunselI Soil Color Chart, and measuired
the depth to water, if any, in each borehole upon completion of the field work.
The subsurface soils encountered at the boring locations generally consisted of
silty sands, slightly silty sands, or clayey sands that extended to the maximum completed boring
depth of 9 feet. At Location 1, however, some lenses of cemented sands (known locally as
"hardpan") wcrc encountered within the upper 7 feet of the in -place soils. "Hardpan" soils are
relatively impermeable and restrict the gravity flow of surface waters through the subsurface
soils. No "hardpan" was noted at Locations 2, 3, or 4.
Water was measured upon completion of the field work at Location 1 at a depth
of approximately 7 feet. No water was observed in the boreholes at Locations 2, 3, and 4. The
depth to water will fluctuate with climatic and seasonal changes, however, -and might be higher at
other times of the y=. In addition, the presence of cemented sands at Location 1 suggests that a
perched water condition would develop in that area after periods of heavy or extended rainfall -
Based on the information provided in the U.S. Department of Agriculture's
publication entitled, "Soil Survey of New Hanover Co=y, North Carolina", the depth to the
seasonal high water table exceeds six feet. It is our opinion that the seasonal high water table at
Location 1 could occur at a depth less than sic feet due to the presence of "hardpan"_ We
recommend that a preliminary assessment of the seasonal high water table be obtained from the
appropriate regulatory personnel before an infiltration system is designed.
5&ME, Inc. i [phone]
1 6409 Amsterdam Way, Building M i [phone] fax
Wilmington, North Carolina 28405 ww xs r;n�,�om

MAR-25-03 09:59 FROM:9&ME WILMINGTON ID-9107993956 PAGE 2/5
I
Tribek Properties
March 25, 2003
Page Two
We appreciate having the opportunity to provide our services during this phase of the
project. If you have any questions after reviewing this letter, please do not hesitate to contact us at
your convenience.
Very truly yours,
S&ME, INC.
C. Richard Connell, Il
Senior Engineering Technician
Michael W. Behen, P.E.
Senior Geotechnical Engineer
CRC:MWB/jn,s
Attachments
Fax: Andrew & Kuske Consulting Engineers, Mr. L=y Sneeden

MAR-25-e3 09:59 FROM:S&ME WILMINGTON ID-9107999950 IMAGE 3/5
TABLE I
Subsurface Conditions
Proposed Walgreen's Site
Market Street @ Gordon Road
Wilmington, North Carolina
Job Number 1063-03-608
Depth
Value/
Location (Inchesl
Hue
Chroma
Soil Description
1 0-72
2.5 Y
3/1
Very Dark Gray Fine SAND - Sorne Silt (Some Cemented)
72-84
2.5 Y
2.5/1
Black Fine SAND - Some Silt (Heavily Cemented)
84-98
2.5 Y
6/1
Gray Fife to Medium, SAND - Trace of Silt
Water was encountered at a depth of approximately 7 feet below the existing ground surface.
Depth
Value/
Location(Inches)
Hue
Chroma
Soil Description
2 0-24
2.5 Y
3/1
Very Dark Gray Fine SAND - Some Silt with Rock
24-36
2.5 Y
3/2
Very Dark Grayish Brown Fine SAND - Some Silt
36-48
2.5 Y
4/1
Dark Gray Fine SAND - Trace of Silt
48-53
2.5 Y
511
Gray Fine SAND - Trace of Silt
53-78
2.5 Y
2.5/1
Black Fine SAND - Some Silt
78-84
10 YR
2/2
Very Dark Brown Fine SAND - Some Silt and Clay
84-96
10 YR
4/2
Dark Grayish Brown Fine SAND - Some CIay
96-108
2.5 Y
3/1
Very Dark Gray Fitre SAND - Some Silt
No water was encountered to depth investigated.

MAR-25-03 09:S9 FROM:S&ME WILMINGTON ID:9107999950
r
TABLE 1 (Continued)
Subsurface Conditions
Proposed Walgreen's Site
Market Street @ Gordon Road
Wilmington, North Carolina
Job Number 1063-03-608
PAGE 4/5
Depth
Value)
Location Inches
Hue
Chroana
Soil_ Description
3 0-10
2-5 Y
311
Very Dark Gray Fine SAND - Some Silt
10-14
2.5 Y
4/2
Dark Grayish Brown Fine SAND - Some Silt with Clay Lumps
14-20
2.5 Y
4/1
'Dark Gray Fine SAND - Trace of Silt
20-24
10 YR
4/3
Brown Fine SAND - Trace of Silt
24-84
10 YR
4/4
Dank Yellowish Brown Fine SAND - Trace of Silt
84-120
2.5 Y
3/1
Very Dark Gray Fine SAND - Some Silt
No grater was encountered to depth investigated.
Depth
Value/
Location Inches
Hue
Chroma
Soil Description
4 0-10
2.5 Y
3/1
Very Dark Gray Fine SAND - Some Silt
10-72 •
2.5 Y
4/4
Olive Brown Fine SAND - Trace of Silt
72-82
2.5 Y
6/4
Light Yellowish Brown Fine SAND - Trace of Silt
82-91
10 YR
4/2
Dark Grayish Brown Fine SAND - Trace of Silt
91-108
10 YR
511
Grayish Brolxn Fine SAND - Trace of Silt
108-120
10 YR
2/1
Black Fine SAND - Some Silt
No water was encountered to depth investigated.

Note: Site plan drawing provided to S&M8 by Andrew & Kuske Consulting Engineers personnel..
LEGEND
O 1 Approximate Boring Location
PROJECT
PROPOSED VALGREEN'S SITE
WILMINGTON, NORTH CAROLINA
SK A L E . Not to Seal
J 05 NO., 1063-03-608
FAG NO 1

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fed States Geological Survey
photogrammetric methods from aerial
Planimetry derived from imagery taken 1997
;y control current as of 1970
to compiled from NOS Chart 833SC(1971)
ended for navigational purposes.
11983 (NAD 83). Projection and
a] Transverse Mercator, one 18
arohna Coordinate System Of 1983
' 1927 (NAD 27) is shown by dashed
f the shift between ]!AD 83 and
ersections are obtainable from
NADCON software
I which only landmark buildings are shown
MI•? .�
GN
By, °
151 MILS 1 - 35,
28 MILS
UTM GRID AND 2n00 MAGNETIC NORTH
DECLINATION AT CEItiTER OF SHEET
50 • -4u '41 '42
SCALE 1:24 000
0,5 0 KILOMETERS I
1000 O METBS 1000 pp
D, 5 0
MILES
moo o mop aaa �oaa _ a000 �IOo soon �-� 7RRo sooR�,�oo
FEET i
N 3¢ 1 S r¢¢ CONTOUR INTERVAL 5 FELT
\v 7NATIONAL GEODETIC VERTICAL DATUM OF 1929
7"�F' ¢f3�'
THIS MAP COMPLIES WITH NATIONAL MAP ACCURACY STANDARDS

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