SW8980531_HISTORICAL FILE_19980914

STORMWATER DIVISION CODING SHEET
POST-CONSTRUCTION PERMITS
PERMIT NO. SW8 et,Ky53 I
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE l qq4 OR l y
YYYYMMDD

State of North Carolina
Department of Environment
and Natural Resources 4Z12
Wilmington Regional Office —►��-
James B. Hunt, Jr., Governor NICULINK
Wayne McDevitt, Secretary NORTH CAROLINA DEPARTMENT OF
Division of Water Quality ENVIRONMENT AND NATURAL RESOURCES
September 14, 1998
Mr. Jeffrey L. Zimmer, Administrator
ZPNO.48, LLC
111 Princess Street
Wilmington, NC 28402
Subject: Permit No. SW8 980531
Eckerd's #2166 R
High Density Commercial Stormwater Project
New Hanover County
Dear Mr. Zimmer:
The Wilmington Regional Office received the Stormwater Management Permit Application for Eckerd's t/2166 R on May
14, 1998, with final information on July 13, 1998. 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 980531 dated September 14, 1998, for the construction of Eckerd's #2166 R.
This permit shall be effective from the date of issuance until September 14, 2008, and shall be subject to the conditions and
limitations as specified therein. Please pay special attention to the Operation and Maintenance requirements in this permit.
Failure to establish an adequate system for operation and maintenance of the stormwater management system will result
in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an
adjudicatory hearing upon written request within thirty (30) days following receipt of this permit. This request must be
in the form of a written petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed with the
Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 276 1 1-7447. Unless such demands are made this
permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact Linda Lewis, or me at
[phone].
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/arl: S:\WQS\STORMWAT\PERMIT\980531.SEP__
cc: Jimmy Fentress, P.E.
Tony Roberts, New Hanover County Inspections
Herb Fox, P.E., City of Wilmington Engineering
Beth Easley, New Hanover County Engineering
Linda Lewis
- t mtngton Regional Office
Central Files
127 Cardinal Dr.Ext.,Wilmington,North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer - 50% recycled/10°/ post-consumer paper -

State Stormwater Management Systems
Permit No SWS 980531
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
ZPNO.48, LLC
Eckerd's #12166 R
New Hanover County
FOR THE
construction, operation and maintenance of a detention pond 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 September 14, 2008 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater described in the application and
other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on page 3 of this
permit, the Project Data Sheet. The stormwater control has been designed to handle the runoff from 53,239 square
feet of impervious area.
-- -Approved plans and specifications for-this project are incorporated byreference and'are enforceablE parts of the"
permit.
4. The tract will be limited to the amount of built-upon area indicated on page 3 of this permit, and per approved
plans.
_ _

September 14, 1998
Mr. Jeffrey L. Zimmer, Administrator
ZPNO.48, LLC
III Princess Street
Wilmington, NC 28402
Subject: Permit No. SW8 980531
Eckerd's #2166 R
High Density Commercial Stormwater Project
New Hanover County
Dear Mr. Zimmer:
The Wilmington Regional Office received the Stormwater Management Permit Application for Eckerd's#2166 R on May 14,
1998, with final information on July 13, 1998. 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 980531 dated September 14, 1998, for the construction of Eckerd's #2166 R.
This permit shall be effective from the date of issuance until September 14, 2008, and shall be subject to the conditions and
limitations as specified therein. Please pay special attention to the Operation and Maintenance requirements in this permit.
Failure to establish an adequate system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an
adjudicatory hearing upon written request within thirty (30)days following receipt of this permit. This request must be in the
form of a written petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this permit shall be
final and binding.
If you have any questions, or need additional information concerning this matter, please contact Linda Lewis, or me at(910)
395-3900.
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/arl: S:\WQS\STORMWAT\PERMIT\98053LSEP
cc: Jimmy Fentress, P.E.
Tony Roberts, New Hanover County Inspections
Herb Fox, P.E., City of Wilmington Engineering
Beth Easley, New Hanover County Engineering
Linda Lewis
Wilmington Regional Office
Central Files

State Stormwater Management Systems
Permit No. SW8 980531
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
ZPNO.48, LLC
Eckerd's #2166 R
New Hanover County
FOR THE
construction, operation and maintenance of a detention pond 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 September 14, 2008 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater described in the application and
other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on page 3 of this
permit, the Project Data Sheet. The stormwater control has been designed to handle the runoff from 53,239 square
feet of impervious area.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts of the
permit.
4. The tract will be limited to the amount of built-upon area indicated on page 3 of this permit, and per approved plans.
2

State Stormwater Management Systems
Permit No. SW8 980531
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name: Eckerd's #2166 R
Permit Number: 980531
Location: New Hanover County
Applicant: Mr, Jeffrey L. Zimmer, Administrator
Mailing Address: ZPNO.48, LLC
III Princess Street
Wilmington, NC 28402
Application Date: May 14, 1998
Water Body Receiving Stormwater Runoff: Greenfield Lake
Classification of Water Body: "C Sw"
If Class SA, chloride sampling results: n/a
Pond Depth, feet: 5
Permanent Pool Elevation, FMSL: 34.7
Total Impervious Surfaces, ft': 53,239
Outparcels, ft' n/a
Future, ft' n/a
Offsite Area entering Pond, ft': n/a
Required Surface Area, ft': 3,805
Provided Surface Area, ft': 4,422
Required Storage Volume, ft3: 4,320
Provided Storage Volume, ft': 4,386
Temporary Storage Elevation, FMSL: 35.6
Controlling Orifice: I"_pipe
3

State Stormwater Management Systems
Permit No. SW8 980531
5. All runoff from all of the built-upon area on the project must be directed into the permitted stormwater control
system.
6. The permittee is responsible for verifying that the proposed built-upon area does not exceed the allowable built-upon
area.
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.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
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.
II. SCHEDULE OF COMPLIANCE
I. The stormwater management system shall be constructed in it's entirety, vegetated and operational for its intended
use prior to the construction of any built-upon surface except roads.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the system will be repaired
immediately.
3. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted stormwater
system functions at optimum efficiency. The approved Operation and Maintenance Plan must be followed in its
entirety and.maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request to authorized personnel of DWQ.
The records will indicate the date, activity, name of person performing the work and what actions were taken.
5. Decorative spray fountains will not be allowed in the ponds.
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.
4

State Stormwater Management Systems
Permit No. SW8 980531
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation of this
permitted facility, a certification must be received from an appropriate designer for the system installed certifying
that the permitted facility has been installed in accordance with this permit, the approved plans and specifications,
and other supporting documentation. Any deviations from the approved plans and specifications must be noted on the
Certification.
8. 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.
9. Prior to the sale of any portion of the property, an access/maintenance easement to the stormwater facilities shall be
granted in favor of the permittee if access to the stormwater facilities will be restricted by the sale of any portion of
the property.
III. GENERAL CONDITIONS
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 Water Quality accompanied by
an application fee, documentation from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not be approved.
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to enforcement
action by the Division of Water Quality, in accordance with North Carolina General Statute 143-215.6A to 143-
215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with any and all statutes, rules,
regulations, or ordinances which may be imposed by other government agencies(local, state, and federal)which have
jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance conditions, the
Permittee shall take immediate corrective action, including those as may be required by this Division, such as the
construction of additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property for the purpose of inspecting all components of the
permitted stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a permit
modification, revocation and reissuance or termination does not stay any permit condition.
Permit issued this the 14th day of September, 1998.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. Preston Howard, Jr., P.E., Director
Division of Water Quality
5

State Stormwater Management Systems
Permit No. SW8 980531
By Authority of the Environmental Management Commission
Permit Number SW8 980531
Eckerd's #2166 R
Stormwater Permit No. SW8 980531
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,
(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.
Noted deviations from approved plans and specification:
SEAL
Signature
Registration Number
Date
6

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3961-A Market Street
WILMINGTON, NC 28403
REDEIVED
DATE � � JOB NO.
[phone] JUL 1 ATTENTION ,t� L
TO BYZ_ RE: K C.
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WE ARE SENDING YOU ❑ Attached I Under separate cover via the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES DATE NO. DESCRIPTION
THESE ARE TRANSMITTED as checked below:
xFor approval ❑ Approved as submitted ❑ Resubmit copies for approval
XFor your use ❑ Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
e any C&V 7��"C�3�
COPY TO
SIGNED:
If enclosures are not as noted,kindly notify us at once.

Aw
Aea\ STROUD ENGINEERING, P.A.
IVCONSULTING ENGINEERS
3961-A MARKET STREET
WILMINGTON,NC 28403
[phone]
July 13, 1998 SOWMWATER
NCDEHNR
Division of Water Quality n E C E I V E D
Attn: Ms. Linda Lewis
127 Cardinal Drive JUL 1 31998
Wilmington, NC 28405 D E
�7
PAOJ # . (2s— 1
Re: Additional Information Request for Eckerd's #2166R,
Stormwater Project No. SW8 980531
Dear Linda,
Pursuant requests cited in your letter dated July 9, 1998 we have revised our plan and
calculations. 1 will address each item in the order noted in the aforementioned letter.
1. The pond dimensions have now been revised to provide 4422 square feet exceeding the
required surface area of 3810 square feet at the 34.7 permanent pool elevation. The vegetated
shelf is now shown beginning one foot below the permanent pool and ending at the
permanent pool elevation.
2. The orifice has been resized to insure drawdown of the required storage volume in not less
than 2 days. (See detail sheet)
3. There are no wetlands on this site. A note has been added on the plan to this effect.
4. The pond is now located in a access/drainage easement.
I hope that this addresses all of your initial concerns. Upon review of the additional
information please call me such that we may pick up any more requests or the permit. We wish to
hand deliver a copy to the city in order to expediate the building permit.
Thank You,
ames H. Fentress, Jr. PE
JHF/di
Pile cAjhf\wp\ecklewis.wpd
107 COMMERCE ST HESTRON PLAZA TWO
SUITE B 3961-A MARKET ST. 151-A HWY.24
GREENVILLE, NC 27858 WILMINGTON, NC 28403 MOREHEAD CITY, NC 28557
[phone] [phone] [phone]

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WILMINGTON, NORTH CAROLINA 28403 CALCULATED BY DATE
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State of North Carolina
Department of Environment
and Natural Resources46
Wilmington Regional Office +��'
or
sII. —®
James B. Hunt, Jr., Governor �®E R
Wayne McDevitt, Secretary NORTH CAROLINA DEPARTMENT OF
Division of Water Quality ENVIRONMENT AND NATURAL RESOURCES
July 9, 1998
Mr. Jimmy Fentress, P.E.
Stroud Engineering
3961-A Market Street
Wilmington, NC 28403
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 980531
Eckerd's //2166R
New Hanover County
Dear Mr. Fentress:
The Wilmington Regional Office received a Stormwater Management Permit Application for Eckerd's
1/2166R on May 14, 1998. A preliminary review of that information has determined that the application is
not complete. The following information is needed to continue the stormwater review:
1. The pond dimensions shown do not provide the needed permanent pool surface area. My
calculation shows that 3,590 square feet is provided at 34.7, 5,037 square feet is provided at
35.5, and 5,566 square feet is provided at 35.65. Please verify and provide additional area
at 34.7 to meet the required 3.,810 square feet. In order to facilitate this, the 6:1 vegetated
shelf may be relocated completely under the permanent pool.This is the preferred design.
2. Based on the pond dimensions provided, my calculation of the volume indicates that the 1.25"
orifice specified is too large for the volume stored between 34.7 and 35.65. Drawdown is
occurring in less than 2 days. It is possible that by increasing the surface area at 34.7, the
volume will increase sufficiently to allow the use of the 1.25".
3. Delineate all wetlands on site, or note on the plans that none exist.
5. Locate the pond in an access/drainage easement.
127 Cardinal Dr.Ext.,Wilmington,North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-consumer paper

Mr. Fentress
July 9, 1998
Stormwater Project No. SW8 980531
----------------------------------------------
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 August 9, 1998, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely, 'J--
'e l G
Ms. Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\ADDINFO\980531.JUL
cc: Linda Lewis
Central Files
127 Cardinal Dr.Ext.,Wilmington,North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-consumer paper

STROUD ENGINEERING, P.A.
3961-A Market Street �f44CG�3 OL 4G3L^Q[ti]�G�]044LQd
WILMINGTON, NC 28403
DATE JOB NO.
[phone]
ATTE TION .
TO RE:
�` C�
WE ARE SENDING YOU 't`7�Attached ❑ Under separate cover via _—' the following items:
> /I
❑ Shop drawings ❑ Prints I Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order ❑
COPIES DATE NO. DESCRIPTION
MAY 14 1998
c �9__ aye �
THESE ARE TRANSMITTED as checked below:
For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑\For your use ❑ Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
For review and comment ❑
❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
k caw
COPY TO
SIGNED:
/f enclosures are not as noted, kindly notify us a e.

RECEIVED
�q
MAY 14 1998
BY:
NEW HA OVER COUNTY
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Date Received FeePaidermit um er
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State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
ZPN0.48 LLC
2. Print Owner/Signing Official's name and title (the person who is legally responsible for the facility and
its compliance): �^
ZPN0.48, LLC Secy�L. Z.lirim�
3. Mailing Address for person listed in item 2 above:
111 Princess Street
City. Wilmington, State; NC Zip: 28402
Telephone Number. ( 910 ) 763-4669
4. Project Name (subdivision, facility,or establishment name-should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
ECKERDS 112166R
5. Location of Facility (street address):
17th Street and Dawson Street
Gly: Wilmington Cotntty New Hanover
6. Directions to facility (from nearest major intersection):
Project located at the major intersection of 17th Street and Dawson Street.
7. Latitude: 34° 13' 45" Longitude: 770 55' 30" of facility
8. Contact person who can answer questions about the facility:
Rod Young Telephone Number: ( 910 1 763-4669
H. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
S
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list
the existing petmitnumber and its issue date(if known)
Form SWU-101 January 1998 Page 1 of 4

3. Specify the type of project(check one):
_Low Density X High Density _Redevelop _General Permit _Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major X Sedimentation/Erosion Control _404 Permit
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages)describing stormwater management for the project.
Stormwater will be treated using a wet detention pond.
2. Stormwater runoff from this project drains to the Cane Fear River basin.
3. Total Project Area: 1.8 acres 4: Project Built Upon Area: 67.9
5. How many drainage basins'does the project have? I
6. Complete the following information for each drainage basin. If there are more than two drainage basins in
the project, attach an additional sheet with the information for each basin provided in the same format as
below.
Basin Iiifortnatiori` ;Draina'eBasiii$1Draiiia" `='Basin%2y
aM.54-5-
Receiving Stream Name GREENFIELD LAKE
Receiving Stream Class SW
Drainage Basin Area 1.80 Ac.
Existing Impervious' Area 70567
Proposed Im ervious'Area 53239
% Impervious*Area (total) 67.9
'lap—envious„',SurfaieArea ��„,. Draina Bastnbl-� ,,,r � Dratna"'e£Basiri•2 ,,,
On-site Buildings 11, 195
On-site Streets —0—
On-site Parking 39,596
On-site Sidewalks 2,448
Other on-site
Off-site _0_
Total: E= 53239 E_
" Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
7. How was the off-site impervious area listed above derived? N/A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded.
Form SWU-101 January 1998 Page 2 of 4

By your signature below,you certify, that the recorded deed restrictions and protective covenants for this project
s shailinclude all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or
deleted without concurrence from the State,and that they will be recorded prior to the sale of any lot.
VI. AGENT AUTHORIZATION
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section:
Designated agent(individual orfirm): STROUD ENGINEERING, P.A.
Mailing Address, 3961-A MARKET STREET
City: WILMINGTON State: NC Zip: 28403
Phone: 910 ) 815-0775 Fax ( 910 ) 815-0593
VII. SUBMITTAL REQUIREMENTS
This application package will not be accepted by the Division of Water Quality unless all of the applicable
items are included with the submittal.
1. Please indicate that you have provided the following required information by signing your initials in the
space provided next to each item.
Applicant's Initials
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP (see Attachment A)
• Permit application processing fee (see Attachment A)
• Two copies of plans and specifications including:
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications,including:
-Development/Project name
-Engineer and firm
-Legend
- North arrow
- Scale
-Revision number &date
- Mean high water line
-Dimensioned property/project boundary.
-Location map with named streets or NCSR numbers
- Original contours, proposed contours,spot elevations,finished floor elevations
- Details of roads,parking, cul-de-sacs, sidewalks,and curb and gutter
-Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage basins delineated
- Vegetated buffers (where required)
V. APPLICANT'S CERTIFICATION
I,(print or type name of person listed in General Information,item 2) Sert(l? lA L �'VY)(1 W
certify that the information included on this permit application form is correct, thAt the project will be
constructed in conformance with the approved plans, that the deed restrictions in accordance with Attachment
A of this form will be recorded with all required permit conditions,and that to the best of my knowledge the
proposed project c plies with the requirements of 15A NCAC 2H .1000.
Signature Date:
Tide: G
Form SWU-101 January 1998 Page 3 of 4

ATTACHMENT A
I. Deed Restriction Language
The following statements must be recorded for all low density projects and for all projects that involve the
subdivision and selling of lots or outparcels:
1. No more than _ square feet of any lot, including that portion of the sight-of-way between the
edge of pavement and the front lot line, shall be covered by impervious structures including
asphalt, gravel, concrete, brick, stone, slate.or similar material but not including wood decking or
the surface of swimming pools. This covenant is intended to insure continued compliance with the
stormwater permit issued by the State of North Carolina. The covenant may not be changed or
deleted without the consent of the State.
2. . No one may fill in, pipe, or alter any roadside swale except as necessary to provide a minimum
driveway crossing.
NOTE: If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot
number, size and the allowable built-upon area for each lot.
For commercial projects that have outparcels or future development the following statements must also be
recorded:
3. The connection from the outparcel or future area into the stormwater system must be made into the
forebay such that short-circuiting of the system does not occur.
4. All built-upon area from the outparcel or future development must be directed into the permitted
stormwater control system.
5. Built-upon area in excess of the permitted amount will require a permit modification prior to
construction.
r• ,
For curb outlet systems,the following statement in addition to items 1 and 2 above must be recorded:
6. No one may pipe,fill in or alter any designated 100 foot long grassed Swale used to meet the
requirements of NCAC 2H .1008(g).
2. Supplement Forms
The applicable supplement form(s) listed below must be submitted for each BMP specified for this project:
Form SWU-102 Wet Detention Basin Supplement .
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWU-108 Neuse River Basin Nutrient Management Strategy Supplement
3. Permit Application Fees (check made payable to NCDENR and submitted to the appropriate Regional
Office)
Type of Permit New, Modification,or Timely Renewal Without,
Late Renewal Modification
Low Density $225 n/a
High Density $385 $225
Other I i $225 n/a
Director's Certification $350 n/a
General Permit $50. n/a
Form SWU-101 January 1998 Page 4 of 4 .

POND MAINTENANCE REQUIR IUvIMNTS
Project Name: ECRERDS 112166R Project No. ,tJD�Q/{U53�
Permittee: zPNO.48, LLC Phone No. (910) 763-4669
Address: III PRINCESS STREET WILMINGTON, NORTH CAROLINA 28402
I. Monthly, or after every ninoff 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. If a pump is used as the drawdown
mechanism, pump operation will be checked. A log of test runs of the pump will be kept
on site and made available to DBM personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair eroded
areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the 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.
II. Quarterly:
A. Inspect the collection system (ie. catch basins, piping, grassed swales) for proper
fimctioning. 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.
M. Semi-annually:
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The forebay depth will be checked at various points. Sediment removal is required when
the depth is reduced to 75% of the original forebay design depth of 4 1.
C. Grassed swales, including the vegetated filter if applicable, will be reseeded twice a year
as necessary. W
STORM
ATER
E C E I V E
MAY 141998 D
M�-nGe- R-e -- D E M
PROJ N

POND MAINTENANCE REQUIREMENTS
PAGE 2
---------------------------------------------------------
IV. Annually:
A. The pond depth will be checked at various points. Sediment removal is required when the
depth is reduced to 75% of the original design depth or Y, whichever is greater. Design
depth is 5.0 ', measured vertically from the orifice down to the pond's bottom.
Sediment must be removed to at least the original design depth.
V. 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. The best time to cut them is at the end
of the growing season, in November. Environmentally sensitive chemical for use in killing
cattails can also be used. Contact your nearest Agricultural Extension Agent.
C. The orifice/pump is designed to draw down the pond in 2-5 days. If drawdown is not
accomplished in that time, the orifice will be replaced with a larger or smaller orifice.
Slow drawdown may be attributed to a clogged system. 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. If previously approved components are determined to be ineffective, the
component must be redesigned and/or replaced.
VI. Special Requirements:
I, �i hereby acknowledge that I am the financially
(please print or type 6ine clearly)
responsible party for maintenance of this detention pond. I will be responsible for the performance of the
maintenance as outlined above, as part of the Stormwater Management Permit received for this project.
Signature: Date: 5 I lg
DA/arl: :\WQS\ST RMWAT\FORMS\O&M-POND.FOR

DRAINAGE DESIGN
FOR
ECKERD STORE # 2166R
MAY 14, 1.995
a CLIENT: ZPNO.47, LLC `
' 11.1 PRINCESS ST.
WILMINGTON, NORTH R6I IN�i� Bkf ER
E C E I V E
MAY 1 41998 D
PROJ # 053(
S STROUD ENGINEERING, P. A.
3961 A MARKET STREET
WILMINGTON, NORTH CAROLINA 28403 gnnrnrrr
(910) 815-0775 0%%It 0 C+ARO
•Q 9'
;°• SEAL f=
1 : �? 20643 �

Eckerd Store
#2166R
Stormwater Detention Design
1. Objective: Design a stormwater detention pond system to satisfy both the City and the
State stormwater detention requirements.
2. Site Specifics: Site consists of 1.8 acres located between 16th and 17th Street and fronting
Dawson Street. Site is presently developed as a Dairy Queen and a Wachovia Bank. As existing the
site is approximately ninety percent impervious. As proposed the site will be sixty-eight percent
impervious.
3. Design Constraints: Both the City and the State require that this site be viewed as if
presently undeveloped.There is no consideration given for redevelopment.The site will have to meet
the regulations just like any new development. The most practical outlet for the site will mandate the
site grading requirements.
4. Itinerary: The State stormwater requirements will be calculated and designed first. Then
the City requirements will be evaluated.

JOB
STROUD ENGINEERING, P.A. SHEETNO._ of
3961 A Market Street
WILMINGTON, NORTH CAROLINA 28403 CALCULATED By —� DATE l 1 8
[phone]
CHECKED BY DATE
SCALE
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JOB _
STROUD ENGINEERING, P.A. SHEET NO.
3961 A Market Street
WILMINGTON, NORTH CAROLINA 28403 CALCULATED BY DATE
[phone] CHECKED BY DATE
SCALE
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STROUD ENGINEERING, P.A. SHEET NO. OF
3961 A Market Street CALCULATED BY 6\G DATE
J 1�
WILMINGTON, NORTH CAROLINA 28403
[phone] CHECKED BY DATE
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STROUD ENGINEERING, P.A. SHEETNO.- OF
3961 A Market Street E
WILMINGTON, NORTH CAROLINA 28403 CALCULATED BY- DATE
[phone] CHECKED BY DATE
SCALE
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JOB �.•LG'i
STROUD ENGINEERING, P.A. SHEET NO. L� OF
3961 A Market Streeter
WILMINGTON, NORTH CAROLINA 28403 CALCULATED v DATE
[phone]
CHECKED BY DATE
SCALE
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JOB" —C 1--- -- — I:—.-
STROUD ENGINEERING, P.A. SHEET NO. OF
3961 A Market Street
WILMINGTON, NORTH CAROLINA 28403 CALCULATED BY— DATE
[phone] CHECKED BY DATE
SCALE
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DIMENSIONLESS HYDROGRAPH COORDINATES
PROJECT: ECKERD'S STORE NO.2166R
OWNER: ZPNO.47,LLC
ENGINEER: STROUD ENGINEERING,P.A.
DATE:MAY 13,1998
QP(cfs) 9.4
Tp(min.) 32.5
-------------------
1 Q
0
0 0.00
4 0.35
8 1.34
12 2.82
16 4.59 0
20 6.37
24 7.90
28 8.96 a
32 9.39 Q
36 9.13 m
40 8.22 Ur
44 7.02 O
48 5.98 w z_
52 5.10 0 o 2
56 434 } O w
60 3.70 = t
64 3.15
68 2.69 >
72 2.29 O
76 1.95 L.L
80 1.66 z_
84 1.42
88 1.21
92 1.03
96 0.88
100 0.75
104 0.64
108 0.54 0
112 0.46 o m m v a o
116 039 .(Sd0)MOIdNI
120 0.34
124 0.29
e

Outlet Structure File : ECKERD STR
POND-2 Version: 5 . 20 SIN:
Date Executed: Time Executed:
*******************************************
DETENTION POND OUTLET DEVICE FOR THE ECKERD
*******************************************
***** COMPOSITE OUTFLOW SUMMARY ****
Elevation (ft) Q (cfs) Contributing Structures
-------------- ------- ------------------------
34 . 70 0 . 0
34 . 80 0 . 0 1
34 . 90 0 . 0 1
35 . 00 0 . 0 1
35 . 10 0 . 0 1
35 . 20 0 . 0 1
35 . 30 0 . 0 1
35 .40 0 . 0 . 1
35 . 50 0 . 0 1
35 . 60 0 . 0 1
35 . 65 0 . 0 1 +2
35 . 70 0 . 1 1 +2
35 . 80 0 . 2 1 +2
35 . 90 0 .4 1 +2
36 . 00 0 . 7 1 +2
36 . 10 1 . 0 1 +2
36 . 20 1 . 3 1 +2
36 . 30 1 . 6 1 +2
36 . 40 2 . 3 1 +3
36 . 50 2 . 5 1 +3
36 . 60 2 . 8 1 +3
36 . 70 3 . 0 1 +3
36 . 80 3 . 2 1 +3
36 . 90 3 .4 1 +3
37 . 00 3 . 6 1 +3
37 . 10 3 . 8 1 +3
37 . 20 4 . 2 1 +3 +4
37 . 30 5 . 5 1 +3 +4
37 . 40 7 . 3 1 +3 +4
37 . 50 9 . 4 1 +3 +4
37 . 60 11 . 8 1 +3 +4
37 . 70 14 . 4 1 +3 +4
37 . 80 17 . 3 1 +3 +4
37 . 90 0 . 0

Outlet Structure File : ECKERD STR
POND-2 Version: 5 . 20 SIN:
Date Executed: Time Executed:
DETENTION POND OUTLET DEVICE FOR THE ECKERD
Outlet Structure File : ECKERD STR
Planimeter Input File : ECKERD VOL
Rating Table Output File : ECKERD PND
Min. Elev. (ft) = 34 . 7 Max. Elev. (ft) = 37 . 9 Incr. (ft) _ . 1
Additional elevations (ft) to be included in table :
35 . 65
SYSTEM CONNECTIVITY
Structure No. Q Table Q Table
---------- --- ------ -------
ORIFICE 1 -> 1
WEIR-VR 2 -> 2
ORIFICE 3 -> 3
WEIR-VR 4 -> 4
Outflow rating table summary was stored in file :
ECKERD PND
i

Outlet Structure File : ECKERD STR
POND-2 Version: 5 . 20 SIN:
Date Executed: Time Executed:
DETENTION POND OUTLET DEVICE FOR THE ECKERD
>>>>>> Structure No . 1 <<<<<<
(Input Data)
ORIFICE
Orifice - Based on Area and Datum Elevation
El elev. (ft) ? 34 . 72
E2 elev. (ft) ? 37 . 9
Orifice coeff . ? 0 . 6
Invert elev. (ft) ? 34 . 72
Datum elev. (ft) ? 34 . 72
Orifice area (sq ft) ? 0 . 009

Outlet Structure File : ECKERD STR
POND-2 Version: 5 . 20 SIN:
Date Executed: Time Executed:
DETENTION POND OUTLET DEVICE FOR THE ECKERD
>>>>>> Structure No. 2 <<<<<<
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
E1 elev. (ft) ? 35 . 65
E2 elev. (ft) ? 36 .4
Weir coefficient? 3
Weir elev. (ft) ? 35 . 65
Length (ft) ? 1
Contracted/Suppressed (C/S) ? S
c

Outlet Structure File : ECKERD STR
POND-2 Version: 5 . 20 SIN:
Date Executed: Time Executed:
DETENTION POND OUTLET DEVICE FOR THE ECKERD
>>>>>> Structure No. 3 <<<<<<
(Input Data)
ORIFICE
Orifice - Based on Area and Datum Elevation
E1 elev. (ft) ? 36 .4
E2 elev. (ft) ? 37 . 9
Orifice coeff . ? 0 . 6.
Invert elev. (ft) ? 35 . 65
Datum elev. (ft) ? 36 . 03
Orifice area (sq ft) ? 0 . 75

Outlet Structure File : ECKERD STR
POND-2 Version: 5 . 20 SIN:
Date Executed: Time Executed:
DETENTION POND OUTLET DEVICE FOR THE ECKERD
>>>>>> Structure No. 4 <<<<<<
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
E1 elev. (ft) ? 37 . 00
E2 elev. (ft) ? 37 . 9
Weir coefficient? 3
Weir elev. (ft) ? 37 . 15
Length (ft) ? 8
Contracted/Suppressed (C/S) ? C

POND-2 Version: 5 . 20 SIN: Page 1
EXECUTED: 05-13-1998 18 : 08 :45
*******************************************************
* *
* DETENTION POND ROUTING FOR ECKERD STORE NO. 2166R
* 5/4 " DIA. ST. OUTLET & 1 ' X 0 . 75 ' CITY OUTLET
* *
*
* *
Inflow Hydrograph: ECKERD HYD
Rating Table file : ECKERD PND
--- -INITIAL CONDITIONS----
Elevation = 34 . 70 ft
Outflow = 0 . 00 cfs
Storage = 717 cu-ft
INTERMEDIATE ROUTING
GIVEN POND DATA COMPUTATIONS
---------------------- ----- --- ----- ------
ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0
(ft) (cfs) (cu-ft) (cfs) (cfs)
----- ---- --------- -- -------- ------------ -------------
34 . 70 0 . 0 717 6 . 0 6 . 0
34 . 80 0 . 0 1, 103 9 . 2 9 . 2
34 . 90 0 . 0 1, 508 12 . 6 12 . 6
35 . 00 0 . 0 1, 931 16 . 1 16 . 1
35 . 10 0 . 0 2 , 373 19 . 8 19 . 8
35 . 20 0 . 0 2 , 834 23 . 6 23 . 6
35 . 30 0 . 0 3 , 315 27 . 6 27 . 6
35 . 40 0 . 0 3 , 816 31 . 8 31 . 8
35 . 50 0 . 0 4 , 338 36 . 1 36 . 1
35 . 60 0 . 0 4 , 875 40 . 6 40 . 6
35 . 65 0 . 0 5 , 147 42 . 9 42 . 9
35 . 70 0 . 1 5, 423 45 . 2 45 . 3
35 . 80 0 . 2 5, 981 49 . 8 50 . 0
35 . 90 0 .4 6 , 550 54 . 6 55 . 0
36 . 00 0 . 7 7 , 129 59 . 4 60 . 1
36 . 10 1 . 0 7, 719 64 . 3 65 . 3
36 . 20 1 . 3 8 , 320 69 . 3 70 . 6
36 . 30 1 . 6 8 , 932 74 . 4 76 . 0
36 .40 2 . 3 9, 554 79 . 6 81 . 9
36 . 50 2 . 5 10, 188 84 . 9 87 .4
36 . 60 2 . 8 10, 833 90 . 3 93 . 1
36 . 70 3 . 0 11, 489 95 . 7 98 . 7
36 . 80 3 . 2 12 , 156 101 . 3 104 . 5
36 . 90 3 . 4 12 , 835 107 . 0 110 .4
37 . 00 3 . 6 13 , 525 112 . 7 116 . 3
37 . 10 3 . 8 14 , 227 118 . 6 122 .4
37 . 20 4 . 0 14 , 940 124 . 5 128 . 5
37 . 30 4 . 1 15 , 665 130 . 5 134 . 6
37 . 40 4 . 3 16 , 401 136 . 7 141 . 0
37 . 50 4 . 5 17, 150 142 . 9 147 . 4
37 . 60 5 . 7 17, 909 149 . 2 154 . 9
--- ------------------------- -- --------- -- - - -- -----------

EXECUTED 05-13-1998 17 : 58 : 32 Page 2
DISK FILES : ECKERD HYD ECKERD PND
INTERMEDIATE ROUTING
GIVEN POND DATA COMPUTATIONS
------------------------------ -- ---------- --------------
ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0
(ft) (CIS) (cu-ft) (CIS) (CIS)
----- - --- ------ -
37 . 70 8 . 0 18 , 682 155 . 7 163 . 7
37 . 80 10 . 8 19, 466 162 . 2 173 . 0
------------------------------ --------------------------
Time increment (t) = 4 . 0 min.

POND-2 Version: 5 . 20 SIN: Page 3
EXECUTED: 05-13-1998 17 : 58 : 32
-d File : ECKERD PND
_ow Hydrograph: ECKERD HYD
Uucflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
- ----------------- ----------------------------------- -------------------
TIME INFLOW I1+I2 2S/t - 0 2S/t + 0 OUTFLOW ELEVATION
(min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft)
- ------- --------- --------- --- --- - -- -- --------- -- ------- - - ---------
0 . 0 0 . 00 -- --- 6 . 0 6 . 0 0 . 00 34 . 70
4 . 0 0 . 35 0 . 4 6 . 3 6 . 3 0 . 00 34 . 71
8 . 0 1 . 34 1 . 7 8 . 0 8 . 0 0 . 00 34 . 76
12 . 0 2 . 82 4 . 2 12 . 2 12 . 2 0 . 00 34 . 89
16 . 0 4 . 59 7 .4 19 . 6 19 . 6 0 . 00 35 . 09
20 . 0 6 . 37 11 . 0 30 . 5 30 . 5 0 . 00 35 . 37
24 . 0 7 . 90 14 . 3 44 . 7 44 . 8 0 . 08 35 . 69
28 . 0 8 . 96 .16 . 9 60 . 0 61 . 5 0 . 78 36 . 03
32 . 0 9 . 39 18 . 4 74 . 6 78 . 3 1 . 87 36 . 34
36 . 0 9 . 13 18 . 5 87 . 5 93 . 1 2 . 80 36 . 60
40 . 0 8 . 22 17 . 4 98 .4 104 . 8 3 . 21 36 . 81
44 . 0 7 . 02 15 . 2 106 . 6 113 . 6 3 . 51 36 . 96
48 . 0 5 . 98 13 . 0 112 . 2 119 . 6 3 . 71 37 . 05
52 . 0 5 . 10 11 . 1 115 . 6 123 . 3 3 . 83 37 . 12
56 . 0 4 . 34 9 . 4 117 . 3 125 . 1 3 . 89 37 . 14 �
60 . 0 3 . 70 8 . 0 117 . 5 125 . 3 3 . 90 1 37 . 15 T
64 . 0 3 . 15 6 . 9 116 . 7 124 . 4 3 . 87 37 . 13
68 . 0 2 . 69 5 . 8 114 . 9 122 . 5 3 . 80 37 . 10
72 . 0 2 . 29 5 . 0 112 .4 119 . 9 3 . 72 37 . 06
76 . 0 1 . 95 4 . 2 109 . 4 116 . 7 3 . 61 37 . 01
80 . 0 1 . 66 3 . 6 106 . 1 113 . 1 3 .49 36 . 95
84 . 0 1 . 42 3 . 1 102 .4 109 . 2 3 . 36 36 . 88
88 . 0 1 . 21 2 . 6 98 . 6 105 . 1 3 . 22 36 . 81
92 . 0 1 . 03 2 . 2 94 . 7 100 . 9 3 . 07 36 . 74
96 . 0 0 . 88 1 . 9 90 . 8 96 . 6 2 . 93 36 . 66
100 . 0 0 . 75 1 . 6 86 . 9 92 . 4 2 . 76 36 . 59
104 . 0 0 . 64 1 . 4 83 . 2 88 . 3 2 . 55 36 . 52
108 . 0 0 . 54 1 . 2 79 . 6 84 . 4 2 . 39 36 . 44
112 . 0 0 . 46 1 . 0 76 . 3 80 . 6 2 . 14 36 . 38
116 . 0 0 . 39 0 . 9 73 . 7 77 . 1 1 . 73 36 . 32
120 . 0 0 . 34 0 . 7 71 . 4 74 .4 1 . 51 36 . 27
124 . 0 0 . 29 0 . 6 6.9 . 3 72 . 0 1 . 38 36 . 23

POND-2 version: 5 . 20 SIN: Page 4
EXECUTED: 05-13-1998 17 : 58 : 32
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File : ECKERD PND
Inflow Hydrograph: ECKERD HYD
Outflow Hydrograph: OUT HYD
Starting Pond W. S . Elevation = 34 . 70 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 9 . 39 cfs
Peak Outflow = 3 . 90 c f s
Peak Elevation = 37 . 15 ft
***** Summary of Approximate Peak Storage *****
Initial Storage = 717 cu-ft
Peak Storage From Storm = 13 , 855 cu-ft
---------------
Total Storage in Pond = 14 , 572 cu-ft
Warning: Inflow hydrograph truncated on right side .
c

POND-2 Version: 5 . 20 SIN: Page 5
Pond File : ECKERD PND
Inflow Hydrograph: ECKERD HYD
Outflow Hydrograph: OUT HYD
EXECUTED: 05-13-1998
Peak Inflow = 9 . 39 cfs 17 : 58 : 32
Peak Outflow = 3 . 90 cfs
Peak Elevation = 37 . 15 ft

Flow (cfs)
0 . 0 1 . 0 2 . 0 3 . 0 4 . 0 5 . 0 6 . 0 7 . 0 8 . 0 9 . 0 10 . 0 11 . 0
------ ----- ----- ----- ----- ----- I ----- I ----- I ----- I --- -- I ----- I -
0 . 0 -
x*
4 . 0 -
x
8 . 0 -
x
12 . 1 - x
*
16 . 1 - x
x
20 . 1 - x
x In
24 . 1 - x (/
x
28 . 1 - x V *
x
32 . 2 - x x **
36 . 2 - x h
x
40 . 2 - x
x
44 . 2 -
x
48 . 2 - x * /
* V
52 . 3 -
x l
56 . 3 - x I
x* (�
60 . 3 - *x
* x
64 . 3 - * x N
* x
68 . 3 - * x
* x
72 . 4 - * x
* x
TIME
(min)
x File : OUT HYD Qmax = 3 . 9 cfs
* File : ECKERD HYD Qmax = 9 . 4 cfs

JOB
STROUD ENGINEERING, P.A. SHEET NO. OF
3961 A Market Street CALCULATED BY DATE
WILMINGTON, NORTH CAROLINA 28403
(910) 815•0775 CHECKED BY DATE
SCALE
.
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DIMENSIONLESS HYDROGRAPH COORDINATES
PROJECT: ECKERD'S STORE NO.2166R
OWNER:ZPNO.47,LLC
ENGINEER: STROUD ENGINEERING,P.A.
DATE: MAY 13,1998
Qp(cfs) 11.7
Tp(min.) 36.5
l Q N
0 0.00
4 0.34
8 133
12 2.85
16 4.72 0
20 6.73
24 8.63
28 10.20
32 11.27 Q
36 11.69 °D
40 11.44 Ur
44 10.52 O
48 9.19 Z
52 7.97 w
56 6.91 g
60 5.99 = f
64 5.20
68 4.51 >
72 3.91 O
76 339 LL
80 2.94 Z
84 2.55
88 2.21 0
92 1.92 N
96 1.66
100 1.44
104 1.25
108 1.08 0
112 0.94 o a0 c o
116 0.82 (SdO)MOIdNI
120 0.71
124 0.61

POND-2 Version: 5 . 20 SIN: Page 1
EXECUTED: 05-14-1998 08 : 26 : 40
**********************************************************************
*
* DETENTION POND DESIGN FOR FIFTY YEAR STORM AT ECKERD' S STO. 2166
* OVERFLOW WIER SET AT 37 . 15 ELEV.
*
*
*
**********************************************************************
Inflow Hydrograph: ECKRD50 .HYD
Rating Table file : ECKERD PND
----INITIAL CONDITIONS----
Elevation = 34 . 70 ft
Outflow = 0 . 00 cfs
Storage = 717 cu-ft
INTERMEDIATE ROUTING
GIVEN POND DATA COMPUTATIONS
------- - -- - -- -- -------------- - ----------- ---------------
ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0
(ft) (cfs) (cu-ft) (cfs) (cfs)
- -------- --------- ---------- ------------ -------------
34 . 70 0 . 0 717 6 . 0 6 . 0
34 . 80 0 . 0 1, 103 9 . 2 9 . 2
34 . 90 0 . 0 1, 508 12 . 6 12 . 6
35 . 00 0 . 0 1, 931 16 . 1 16 . 1
35 . 10 0 . 0 2 , 373 19 . 8 19 . 8
35 . 20 0 . 0 2, 834 23 . 6 23 . 6
35 . 30 0 . 0 3 , 315 27 . 6 27 . 6
35 . 40 0 . 0 3 , 816 31 . 8 31 . 8
35 . 50 0 . 0 4 , 338 36 . 1 36 . 1
35 . 60 0 . 0 4 , 875 40 . 6 40 . 6
35 . 65 0 . 0 5, 147 42 . 9 42 . 9
35 . 70 0 . 1 5 , 423 45 . 2 45 . 3
35 . 80 0 . 2 5, 981 49 . 8 50 . 0
35 . 90 0 . 4 6 , 550 54 . 6 55 . 0
36 . 00 0 . 7 7, 129 59 . 4 60 . 1
36 . 10 1 . 0 7 , 719 64 . 3 65 . 3
36 . 20 1 . 3 8 , 320 69 . 3 70 . 6
36 . 30 1 . 6 8 , 932 74 . 4 76 . 0
36 . 40 2 . 3 9, 554 79 . 6 81 . 9
36 . 50 2 . 5 10, 188 84 . 9 87 .4
36 . 60 2 . 8 10, 833 90 . 3 93 . 1
36 . 70 3 . 0 11, 489 95 . 7 98 . 7
36 . 80 3 . 2 12, 156 101 . 3 104 . 5
36 . 90 3 .4 12, 835 107 . 0 110 .4
37 . 00 3 . 6 13 , 525 112 . 7 116 . 3
37 . 10 3 . 8 14, 227 118 . 6 122 . 4
37 . 20 4 . 2 14 , 940 124 . 5 128 . 7
37 . 30 5 . 5 15, 665 130 . 5 136 . 0
37 .40 7 . 3 16, 401 136 . 7 144 . 0
37 . 50 9 .4 17, 150 142 . 9 152 . 3
37 . 60 11 . 8 17, 909 149 . 2 161 . 0
------------- -------- --------- ------ ----------------- ---

EXECUTED 05-14-1998 08 : 26 :40 Page 2
DISK FILES : ECKRD50 .HYD ECKERD PND
INTERMEDIATE ROUTING
GIVEN POND DATA COMPUTATIONS
---------- --- ----------------- --------------------------
ELEVATION OUTFLOW STORAGE 2S/t 2S/t + 0
(ft) (cfs) (cu-ft) (cfs) (cfs)
--------- --------- --------- - -
37 . 70 14 . 4 18, 682 155 . 7 170 . 1
37 . 80 17 . 3 19, 466 162 . 2 179 . 5
Time increment (t) = 4 . 0 min.
c

POND-2 Version: 5 . 20 SIN: Page 3
EXECUTED: OS-14-1998 08 : 26 :40
i File : ECKERD PND
low Hydrograph: ECKRD50 .HYD
Outflow Hydrograph: OUT HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
-- ---------------- -- ------ ---------------------------------- - -----------
TIME INFLOW I1+I2 2S/t - O 2S/t + O OUTFLOW ELEVATION
(min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft)
- - - -- - -- --------- --------- ------------ ----------- --------- ---------
0 . 0 0 . 00 ----- 6 . 0 6 . 0 0 . 00 34 . 70
4 .0 0 . 34 0 . 3 6 . 3 6 . 3 0 . 00 34 . 71
8 . 0 1 . 33 1 . 7 8 . 0 8 . 0 0 . 00 34 . 76
12 . 0 2 . 85 4 . 2 12 . 2 12 . 2 0 . 00 34 . 89
16 . 0 4 . 72 7 . 6 19 . 7 19 . 7 0 . 00 35 . 10
20 . 0 6 . 73 11 . 5 31 . 2 31 . 2 0 . 00 35 . 39
24 . 0 8 . 63 15 . 4 46 . 3 46 . 5 0 . 13 35 . 73 j
28 . 0 10 . 20 18 . 8 63 . 1 65 . 1 0 . 99 36 . 10 J
32 . 0 11 . 27 21 . 5 79 . 8 84 . 6 2 .40 36 .45 j
36 . 0 11 . 69 23 . 0 96 . 5 102 . 8 3 . 14 36 . 77 W
40 . 0 11 .44 23 . 1 112 . 2 119 . 6 3 . 71 37 . 05 n
44 . 0 10 . 52 22 . 0 123 . 8 134 . 2 5 . 17 37 . 27 IL
48 . 0 9 . 19 19 . 7 129 . 1 143 . 5 7 . 20 37 . 39
52 . 0 7 . 97 17 . 2 130 . 5 146 . 3 7 . 88 37 . 43
56 . 0 6 . 91 14 . 9 130 . 1 145 .4 7 . 66 37 . 42
60 . 0 5 . 99 12 . 9 128 . 8 143 . 0 7 . 08 37 . 39
64 . 0 5 . 20 11 . 2 127 . 2 140 . 0 6 .40 37 . 35
68 . 0 4 . 51 9 . 7 125 . 5 136 . 9 5 . 70 37 . 31
72 . 0 3 . 91 8 . 4 123 . 7 133 . 9 5 . 13 37 . 27
76 . 0 3 . 39 7 . 3 121 . 8 131 . 0 4 . 61 37 . 23
80 . 0 2 . 94 6 . 3 119 . 8 128 . 1 4 . 16 37 . 19
84 . 0 2 . 55 5 . 5 117 . 3 125 . 3 3 . 98 37 . 15
88 . 0 2 . 21 4 . 8 114 . 5 122 . 1 3 . 79 37 . 10
92 . 0 1 . 92 4 . 1 111 . 3 118 . 6 3 . 68 37 . 04
96 . 0 1 . 66 3 . 6 107 . 7 114 . 8 3 . 55 36 . 98
100 . 0 1 . 44 3 . 1 104 . 0 110 . 8 3 . 42 36 . 91
104 . 0 1 . 25 2 . 7 100 . 1 106 . 7 3 . 28 36 . 84
108 . 0 1 . 08 2 . 3 96 . 2 102 . 5 3 . 13 36 . 76
112 . 0 0 . 94 2 . 0 92 . 3 98 . 2 2 . 98 36 . 69
116 . 0 0 . 82 1 . 8 88 .4 94 . 0 2 . 83 36 . 62
120 . 0 0 . 71 1 . 5 84 . 6 89 . 9 2 . 63 36 . 54
124 . 0 0 . 61 1 . 3 81 . 1 86 . 0 2 .45 36 .47
----------------- --------------------- --------------- ---------- --------
c

POND-2 Version: 5 . 20 SIN: Page 4
EXECUTED : 05-14-1998 08 : 26 :40
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File : ECKERD PND
Inflow Hydrograph: ECKRD50 .HYD
Outflow Hydrograph: OUT HYD
Starting Pond W.S . Elevation = 34 . 70 ft
***** Summary of Peak Outflow and Peak Elevation *****
Peak Inflow = 11 . 69 cfs
Peak Outflow = 7 . 88 cfs
Peak Elevation = 37 . 43 ft
***** Summary of Approximate Peak Storage *****
Initial Storage = 717 cu-ft
Peak Storage From Storm = 15, 893 cu-ft
---------------
Total Storage in Pond = 16 , 610 cu-ft
Warning : Inflow hydrograph truncated on right side .
e

POND-2 Version: 5 . 20 SIN: Page 5
Pond File : ECKERD PND
Inflow Hydrograph: ECKRD50 .HYD
Outflow Hydrograph: OUT HYD
EXECUTED: 05-14-1998
Peak Inflow = 11 . 69 cfs 08 : 26 : 40
Peak Outflow = 7 . 88 cfs
Peak Elevation = 37 . 43 ft

Flow (cfs)
0 . 0 1 . 5 3 . 0 4 . 5 6 . 0 7 . 5 9 . 0 10 . 5 12 . 0 13 . 5 15 . 0 16 . 5
x*
x
8 . 0 - x
x
12 . 1 - x
x
16 . 1 - x
x
20 . 1 - x
x
*
24 . 1 - x
x *
28 . 1 - x J
x /1
32 . 2 - x oa
36 . 2 - x U
x U
40 . 2 - x I
x
44 . 2 -
x \
x
48 . 2 -
x
' . 3 - x
x
*
56 . 3 -
x
60 . 3 - x [�
64 . 3 - x�\ ** U
68 . 3 ' - x \ *
x * O
72 . 4 -
*x
76 .4 - *x W
* x
TIME
(min)
x File : OUT HYD Qmax = 3 . 9 cfs
* File : ECKRD50 .HYD Qmax = 11 . 7 cfs
b
r 7

SOIL EROSION AND SEDIMENTATION CONTROL PLAN
ECKERD STORE 2166R
DEVELOPER
ZIMMER DEVELOPMENT COMPANY
II I PRINCESS STREET
WILMINGTON, NC 28402
ENGINEER
STROUD ENGINEERING, P.A.
3961-A MARKET STREET
WILMINGTON, NC 28405
.aQ SEALy9�
j 20643 -
��y : r�
FENTP %%%%'
JAMES H. FENTRESS,JR.
C--) 9E�t)
DATE

EROSION CONTROL PLAN
ECKERD STORE 2166R
A. GENERAL
1. Description of Work
The work proposed includes disturbing 1.8 acres of soil to construct a Drug Store.
2. Description of Site
The site is 1.80 acres located in the southeastern quadrant of the intersection of Dawson and
Seventeenth Streets in Wilmington,New Hanover County,North Carolina. According to
the New Hanover County Soil Survey, soils on the site consists of Leon-Urban Land
Complex Soils. These soils are sandy with a high rate of percolation. Runoff from the site
is currently routed to catch basins(maintained by the City of Wilmington) in the Rights-of-
Way of Dawson, Sixteenth, and Seventeenth Streets. Post development runoff will be routed
to an on-site stormwater detention for sediment removal before release to the City's
stormwater system.
3. Purpose of Land Disturbing Activity
The proposed activity is to facilitate construction of the pond, utilities, and buildings on the
property.
4. Method of Runoff Calculations
The rational formula was used to calculate the pre-development and post development runoff
rates. The runoff coefficient for the pre-development condition was assumed to be 0.9 and
for the post-development condition a coefficient of 0.8 was used.
Pre-development Rate
Q= C I A where C = 0.9
I= 7.5 in.
A= 1.8 ac.
Q = 12.2 cfs
Post-development Rate
Q = CIA where C = 0.8
I = 7.5 in.
A = 1.8 ac.
Q = 10.8 cfs

EROSION CONTROL PLAN
ECKERD STORE 2166R
5. SEQUENCE OF ACTIVITIES
The site will first be cleared of existing buildings and structures. The owner will then
construct as shown on the attached site plan.
6. REVEGETATION OF DISTURBED SOILS
All disturbed, exposed soils shall be stabilized in accordance with the attached seeding
schedules within thirty days of the initial disturbance.

PERMANENT SEEDING SCHEDULE
SEED BED PREPARATION
Lime ------------------------------------------------------------------ 2 Tons /Ac.
10-10-20 ------------------------------------------------------------- 1,000 lbs./Ac.
0-20-0 ---------------------------------------------------------------- 500 lbs/Ac.
StrawMulch -------------------------------------------------------- 2 Tons/Ac.
(After seeding)
Asphalt Tack -------------------------------------------------------- 200 gal./ton of mulch
SEEDING MIXTURE
(February 1 - April 30)
TallFescue ------------------------------------------------------ 50 lbs./ Ac.
Pensacola Bahiagrass ------------------------------------------ 10 lbs./Ac.
Korean or Kobe Lespedeza (scarified) ---------------------- 50 lbs./Ac.
(May 1 - August 31)
Tall Fescue ------------------------------------------------------ 50 lbs./ Ac.
Weeping Lovegrass -------------------------------------------- 5 lbs./Ac.
Korean or Kobe Lespedeza (scarified) ---------------------- 50 lbs./Ac.
Browntop Millet ----------------------------------------------- 25 lbs./Ac.
(September 1 - January 31)
Tall Fescue ----------------------------------------------------- 60 lbs./ Ac.
Korean or Kobe Lespedeza(unscarified) ------------------ 60 lbs./Ac.
Rye rain - -------------------------------------- 25 lbs./Ac.
For slopes 2:1 or steeper add 30 lbs. /ac. Sericea Lespedeza and 15 lbs. Weeping Lovegrass

TEMPORARY SEEDING SCHEDULE
FOR LATE WINTER AND EARLY SPRING
SEEDING MIXTURE
Rye (grain) -------------------------------------- 120 lbs./Ac.
Annual lespedeza (Kobe in
Peidmont and Coastal Plain,
Korean in Mountains) ---------------------- 50 lbs./Ac.
Omit annual lespedeza when duration of temporary cover is not to extend beyond June.
SEEDING DATES
Mountains- Above 2500 ft: February 15 -May 15
Below 2500 ft: February 1 - May I
Peidmont- January 1 - May I
Coastal Plain- December 1 - April 15
Soil amendments-
Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural limestone and 750
lb/acre 10-10-10 fertilizer.
Mulch-
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool.
A disk with blades set nearly straight can be used as a mulch anchoring tool.
MAINTENANCE
Refertilize if growth is not fully adequate. Reseed, Refertilize and mulch immediately following
erosion or other damage.
c:\tah\pwl 34\wp\eroplan.wpd

JUTS
STROUD ENGINEERING, P.A. SHEET NO. I OF
3961 A Market Street
WILMINGTON, NORTH CAROLINA 28403 CALCULATED DY DATE
[phone]
CHECKED BY DATE
SCALE
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e2
STROUD ENGINEERING, P.A. SHEET NO. OF
3961 A Market Street
WILMINGTON, NORTH CAROLINA 28403 CALCULATED BY M I DATE
[phone]
CHECKED BY DATE
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STROUD ENGINEERING, P.A. SHEET NO. OF
3961 A Market Street
WILMINGTON, NORTH CAROLINA 28403 CALCULED ATev MT DATE 3'Z4
[phone]
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STROUD ENGINEERING, P.A. SHEET NO. 4 OF
3961 A Market Street
WILMINGTON, NORTH CAROLINA 28403 CALCULATED BY J DATE 3 " 24 --95
[phone]
CHECKED BY DATE
SCALE
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L
8 SOIL SURVEY
thick. The underlying layer, to a depth of 89 inches, is La—Lakeland sand, 1 to 8 percent slopes. This exces-
brownish yellow sand in the upper part and pale brown sively drained soil is on broad, long ridges on uplands.
sand in the lower part. Areas generally are large in size and irregular in shape.
Included with this soil in mapping are small areas of Most of the acreage is forested. The rest is used for re-
Lakeland, Baymeade, Rimini, and Leon soils. Some small sidential and industrial sites. The native vegetation on the
areas of soils that are generally at an elevation of less higher elevations is dominantly turkey oak, bluejack oak,
than 25 feet are also included. These soils have mixed and sand post oak. Some scattered longleaf pine, dwarf
mineralogy. myrtle, and huckleberry trees are also in these areas.
The organic-matter content of the surface layer is very Typically the surface layer is grayish brown sand 2
low. Permeability is rapid, available water capacity is inches thick. The underlying layer, to a depth of 80
very low, and shrink-swell potential is low. Reaction is inches, is sand that is yellowish brown in the upper part
neutral to very strongly acid throughout, unless this soil and brownish yellow in the lower part.
is limed. The seasonal high water table is at a depth of Included with this soil in mapping are small areas of
more than 6 feet. Kureb, Baymeade, and Wakulla soils.
Very low available water capacity and rapid permeabili- The organic-matter content of the surface layer is very
ty are the main limitations in the use and management of low. Permeability is very rapid, available water capacity
this soil. This soil is very droughty. Irrigation, soil condi- is low, and shrink-swell potential is very low. Reaction is
tioners, and fertilizer are needed if lawn grasses, shrubs, medium acid to very strongly acid throughout where this
and trees are to be established. Capability subclass VIIs; soil is not limed. The seasonal high water table is at a
woodland group 5s. depth of More than 6 feet.
Ku—Kureb-Urban land complex, 1 to 8 percent Low available water capacity, leaching of plant
slopes. This mapping unit consists of areas of Kureb soils nutrients, and soil blowing are the main limitations in the
and Urban land that are too small and too intermingled to use and management of this soil. The soil is , very
be mapped separately. About 30 to 40 percent of the acre- droughty. Irrigation, soil conditioners, and fertilizers are
age is Kureb soils, and about 30 to 35 percent is Urban needed if grasses, shrubbery, and trees are established.
land. The percentage of Urban land in the mapped areas Capability subclass IVs; woodland group 3s.
is greatest near towns and around shopping centers. Le—Leon sand. This nearly level, poorly drained soil is
Typically, the surface layer of a Kureb soil is dark gray on rims of depressions, on smooth flats, and in indefinite
sand 3 inches thick. The subsurface layer is light gray patterns on the uplands and stream terraces. Areas are
sand 23 inches thick. The underlying layer, to a depth of irregular in shape and are 5 to 250 acres in size. Most of
89 inches, is brownish yellow sand in the upper part and the acreage is forested. The rest is used for residential
pale brown sand in the lower part. and industrial sites. The native vegetation consists of lon-
The urban land consists of areas where the original soil gleaf pine, pond pine, sweetbay, water oak, winterberry,
has been cut, filled, graded, or paved so that most soil gallberry, bracken, and, in the more nearly open areas, a
properties have been altered to the extent that a soil se- dense cover of pineland three-awn and creeping blueber-
ries is not recognized. These areas are now used for ry.
shopping centers, factories, municipal buildings, apart- Typically the surface layer is very dark gray sand 3
ment complexes, or parking lots, or for other purposes inches thick. The subsurface layer is light gray sand 13
where buildings are closely spaced or soil is covered with inches thick. The subsoil is dark reddish brown sand 24
pavement. Slope is generally modified to fit the site needs inches thick. The underlying layer, to a depth of 64
and commonly ranges from 0 to 5 percent. The extent of inches, is light gray sand.
site modification varies greatly. Many areas are relatively The organic-matter content of the surface layer is very
undisturbed, but in the process of smoothing, high areas low. Permeability is rapid in the surface layer, moderate
have been cut down and low areas have been filled. to moderately rapid in the subsoil, and very rapid in the
Included in mapping are small areas of Lakeland, underlying layer. Available water capacity is low, and
Baymeade, Leon, and Rimini soils. A few small areas of shrink-swell potential is very low. Reaction is strongly
soils that have slopes greater than 8 percent are also in- acid throughout, where this soil has not been limed. The
eluded. seasonal high water table is at or near the surface.
Runoff from Urban land is greater than that from A seasonal high water table and leaching of plant
Kureb soils, because of the impervious cover of buildings, nutrients are the main limitations in the use and manage-
streets, and parking lots. ment of this soil. Most lawn grasses, shrubs, and trees are
Very low available water capacity and rapid permeabili- easily established and maintained. Some soil conditioners
ty are the main limitations in the use and management of and liberal amounts of fertilizer may be needed in most
this unit. It is very droughty. Irrigation, soil conditioners, areas. Capability subclass IVw; woodland group 4w.
and fertilizer are needed if lawn grasses, shrubs, and Lo—Leon-Urban land complex. This mapping unit is
trees are established. Capability subclass not assigned; on rims of depressions, on smooth flats, and in indefinite
'Cureb part in woodland group 5s, Urban land part not patterns on the uplands and stream terraces. It con-
placed in a woodland group. sists of areas of Leon soils and Urban land that are

NEW HANOVER, NORTH CAROLINA
too small and too intermingled to be mapped sepa- Wetness is the main limitation in the use and man,
' ment of this soil. Most lawn grasses, shrubs, and trees
rately. About 35 to 45 percent of the mapping unit is
Leon soils, and about 30 to 50 percent is Urban land. easily established and maintained. Capability subs
The percentage of Urban land is greater near towns. IIw; woodland group 2w.
Typically, the surface layer of a Leon soil is very dark Ly—Lynn Haven fine sand. This nearly level, po
gray sand 3 inches thick. The subsurface layer is light drained soil is in broad, almost level to flat or del)
gray sand 13 inches thick. The subsoil is dark reddish sional areas on uplands. Areas are irregular in shape
brown sand 24 inches thick. The underlying layer, to a small to large in size. Most of the acreage is forested.
depth of 64 inches, is light gray sand. rest is used for residential and industrial sites. The na
Urban land consists of areas where the original soil has vegetation consists of longleaf pine, pond pine, red ma
been cut, filled, graded, or paved so that most soil proper- water oak, American cyrilla, greenbrier, fetterbush,
ties have been altered to the extent that a soil series is pineland three-awn.
not recognized. These areas are used for shopping cen- Typically, the surface layer is black fine sand 18 in,
ters, factories, municipal buildings, apartment complexes, thick. The subsurface layer is gray fine sand 6 im
or parking lots, or for other purposes where buildings are thick. The subsoil is 34 inches thick. It is sand tha
closely spaced or soil is covered with pavement. Slope is black in the upper part, black and (lark brown,in the r
generally modified to fit the site needs. The extent of site dle part and dark brown and brown in the lower p
modification varies greatly. Many areas are relatively The underlying layer, to a depth of 75 inches, is )
undisturbed, while other areas have been cut or filled. brown sand in the upper part and light brownish 1'
Included in mapping are small areas of Seagate, On- sandy loam and dark greenish gray sandy clay in
slow, Rimini, Murville, Lynn Haven, Kureb, Lakeland, and lower part.
Baymeade soils. Included with this soil in mapping are small area:
The runoff of the Urban Land part of this mapping Murville, Leon, and Torhunta soils.
unit is greater than that of the Leon soils because of the The organic-matter content of the surface layer is
impervious cover of buildings, streets, and parking lots. Permeability is rapid in the surface layer and mode'
A seasonal high water table and leaching of plant and moderately rapid in the subsoil. Available w.
nutrients are the main limitations in the use and manage- capacity is low, and shrink-swell potential is very
ment of this complex. Most lawn grasses, shrubs; and Reaction is strongly acid to extremely acid througl
trees are easily established and maintained. Some soil `"'here this soil has not been limed. Unless this soil is
conditioners and liberal amounts of fertilizer may be tificially drained, the seasonal high water table is a
needed in most areas. Capability subclass not assigned; is freq e frequently
face during periodsferi heavy rainfall:This
Leon part in woodland group 4w, Urban land part not is frequently flooded for brief periods.
placed in a woodland group. seasonal high water table is the main lawn
ga
thee use and management of this soil. Most lawn gra)
Ls—Lynchburg fine sandy loam. This nearly level,
shrubs, and trees are fairly easily established and m
somewhat poorly drained soil is on broad, smooth flats on
t twined. Some shrubs and trees, such as camellias and b
he uplands. Areas are small in size and irregular in
wood, may be unsuited because of wetness. Capab
shape. Most of the acreage is used for residential or in- subclasses VIIw, where ponded, and IVw, where drai
dustrial sites. The rest is mainly forested. The dominant woodland group 3w.
native vegetation consists of longleaf pine, loblolly pine, Mp—Mine Pits. Mine Pits consists of strip mine
water oak, willow oak, red maple, waxmyrtle, short gall- the northern part of the county where soil material
berry, tall gallberry, and sweet pepperbush. been removed to a depth of 10 to 30 feet and the undr
Typically, the surface layer is grayish brown fine sandy ing marl has been removed to a depth of 20 to 70
loam 6 inches thick. The subsoil, to a depth of 64 inches, is Active mining is still underway:
very pale brown sandy clay loam in the upper part. The Some areas are covered with water, and other a
middle part is mottled, brownish yellow, light gray, and are continually pumped to keep the water level
yellowish red sandy clay loam, and the lower part is mot- enough for mining operations. Some areas are part
tled, light gray, brownish yellow, reddish yellow, and yel- filled with water and covered with native vegetation,
low clay loam. as typha, sedges, and other annual weeds and grasses.
Included with this soil in mapping are small areas of Reclamation of these areas is planned so that they
Rains, Stallings, Onslow, Woodington, and Wrightsboro be used for recreation and as wildlife habitat. A fe•
soils. these areas have been reclaimed and put to practical
The organic-matter content of the surface layer is low. Capability subclass and woodland group not assigned.
Permeability is moderate, available water capacity is Mu—Murville fine sand. This nearly level, very p(
medium, and shrink-swell potential is low. Reaction is drained soil is in flat or slightly depressional areas. A
strongly acid or very strongly acid throughout if this soil are irregular in shape and range from small to very 1;
has not been limed. The seasonal high water table is 1.5 Most of the acreage is forested. The rest is used for
feet from the surface. sidential and industrial sites. The native vegetation is
i

H (n)
500 Tc(min)
200
100
100 L(ft)
10000
Fk8 50
MP/eo E o
50 5000
40 4voo C jU
> N (D
00 30 c
ro 0 Z0
c - z0 o zo oo
O L
R O)
N S C = O
o m ro 10
m 10 E 1000 E
0
N E
o 'x
E ro
0 5 g 500 5 T
.. 4
rn
3
Z
100
1
Note:
Use nomograph Tc for natural basins with well-defined channels,for overland
flow on bare earth, and for mowed-grass roadside channels.
For overland flow;grassed surfaces, multiply To by 2.
For overland flow,concrete or asphalt surfaces, multiply Tc by 0.4.
For concrete channels, multiply Tc by 0.2.
i
Figure 8.03a Time of concentration of small drainage basins. f
8.03.4

A �
Appendices
20
15
10 Wilmington
8
0
6
t
L 4
° peri
'Oa,
2 yews
r
s°
0.8
0 0.6
Cr
04
0.2
0.1
5 10 20 40 60 2 3 4 6 8 12 18 24
Minutes Hours
Duration
lure 8.03b Rainfall intensity duration curves—Wilmington.. ..
20
15
to
Hatteras
0
4
c 0 yedr c 2 I ?S S
d 1
0.8
0.6
m 0.4
tt
0.2
I I
i
0.1
5 10 20 . 40 60 2 3 4 6 8 12 18 24
Minutes Hours
Duration
. figure 8.03c Rainfall intensity duration curves—Hatteras.
8.03.5

gpe ]TW
Outlet = De + 0.41-a 120 -;i
pipe
damete
aLb) L �{� III ,
r (
I•
110
Tai w Me
: n
u I
100 ' r Ill II i 11i
I uI I I I
90 .. ,; 'I !II1 jlllg .'I .I .il, I,
I I' I Ili
�QQ 10 , , �1
p , � Ill` ill I II Il i _p R .."' DI CI fl I j
`.� Tf
roc°' 60 r l +
l R
\ccJ�50 __ ,r . I li{ III II. til li 1 '
40Nil _I ti0 Dti v 'L.
" a.,r I III ' Illy-1
--
} .F _
3o a I .
F;,
1. ,1 'I 20 I 2 N
10 �L yno+
a - a
s
3 h 5 10 20 5o dlp 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(Tw 2 0.5 diameter).
8.06.4

ENGINEERING a FAqunES APPLICATION FOR PERMIT FOR A 2Z-58
+�,�o�T•�oL LAND-DISTURBING ACTIVITY 5ije uumber
UNDER THE CONDITIONS SET-FORTH BY
• THE NEW HANOVER COUNTY Fee Paid
SOIL EROSION AND SEDIMENTATION CONTROL ORDINANCE
��MOIITN4�
Date
Applicant: Zimmer Development Applicant's Agent: Stroud F.nginPAring PA
Address: 111 Princess Street Address: i461 - A M rk.t_S-t.re.at
Wilmington NC 98401 Wilmington. NC 28403
Telephone Number: (910) 763-4669 Telephone Number:. (910) 256-7875
Total Acres of Land Disturbance: 1.8 Acres Purpose of Development: Drug Store Construction
Location and Description of Land Disturbance:
Wilmingtan;l7th and Dawson Streets; Demolition of existing structures and
rnnstrurrinn of drug story parking and pond
STATEMENT OF FINANCIAL RESPONSIBILITY
Land owner(s) of Record Person or firm(s) financially responsible for the
land-disturbing activity. If not a North Carolina
resident you must have a N.C. agent(List Below)
Name:_Sca attachmei2t Name: Zimmer Development
Address: Address: I I I Prinrass StrPrf
Wilmington. NC 28401
Telephone Number: Telephone Number: (910) 763-4669
Location of deed(s) or instrument(s): County New Hanover 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, partner, attorney-in-
fact, or other person of authority to execute instruments for the-financially responsible person if not an individual.) 1 agree to
provide corrected information should there be any change in the information provided herein.
Date: March. 31 199R Name (Type or rint) Jeffrey L. Zimmer
Title: President Signature:
pv
I,__ (2aM14r) C• -ni blAn I a Notary Public of the County of ALil State of North
Carolina, hereby certify that _AWA J L- 2i M"_A" appeared personally before me this day and be-
ing duly sworn acknowledged that the abov form was executed by him.
Witness my hand and notarial seat tits clay oiCL� , 193P�
Seal Notary ( �/�
My commission expires
WCC

LAND OWNERS OF RECORD
Lot 1 (current Dairy Queen property)
Clyde F. And Nancy L. Whisenant
3706 Castle Hayne Road
Castle Hayne, NC 28429
Deed Book 9901 Page 0192 (Lot 1)
Lots 2, 3, and 4 (current Wachovia property)
Wachovia Bank & Trust Company
Corporate Tax Dept. 3rd Floor East
Winston-Salem, NC 27150-0001
Deed Book 0573 Page 0276 (Lot 2)
Deed Book 1066 Page 0234 (Lot 3)
Deed Book 0719 Page 0168 (Lot 4)

' e3
I I 3 Or-
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_ J 12,11,97 10-12 E 910 762 1999 Z1Xf1ER t ZIMnER 03 I
f C N 15O t,.r-�- ►,
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6
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65 STREET
WRIGHT
9D 6F
• 165 1 ` m
' 1
N
(:1.
, 66
Ir.' r _ l,JljlvliGa�.frt1 rrl99 f I
Ir: .a..
14
z! zorl ' I l'J 1
I 1 .Cr'•�a! i I
T-
rJ' Iss
. r ^119
—
I
3 2 1
I
MAP PREPARED BY MAP PREPARED FOR MAPP
CLT NEW HANOVER STATE & co TY LINE SPECIAL DIST;'C'
BALANCED COUNTY TOWNSHIP LINE TAX PAYE9
GOVERNMENTAL NORTH CAROLINA 1.1"'CIr;L IISE ....M.a TAX PAYER I.D T.:
SERVICES M
nIGRWaY.ROAD 6 STREET R/W TAX PAYER 10. P
I- .. RAILROAD R/W f:-MF.TER'.C'IJRC=.`.