SW8000408_Historical File_20000525

_-Stat+ of North Carolina
Department of Environment
and Natural Resources 1 •
Wilmington Regional Office
James B.Hunt,Jr.,Governor C D E R
Bill Holman, Secretary
Division of Water Quality NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NaURAL RESOURCES
May 25,2000
Mr. A. O. McCarley,Vice President
Barnards Creek, LLC
PO Box 1083
Wilmington,NC 28402
Subject: Permit No. SW8 000408
Barnards Creek Yacht Club
High Density Stormwater Project
New Hanover County
Dear Mr. McCarley:
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Bamards
Creek Yacht Club on May 17,2000. Staff review of the plans and specifications has determined that the project,
as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 211.1000. We are
forwarding Permit No. SW8 000408 dated May 25,2000,for the construction of Bamards Creek Yacht Club.
This permit shall be effective from the date of issuance until May 25,2010,and shall be subject to the conditions
and limitations as specified therein. Please pay special attention to the Operation and Maintenance requirements
in this permit.Failure to establish an adequate system for operation and maintenance of the stormwater management
system will result in future compliance problems.
If any requur;.�lnents,or limitations contained in this permit are unacceptable,you have the right to request an
juc►:.,�.� �.dtina �poo written request within thirty(30)days following receipt ofthis permit. This request must
ne in the form of a vwriui;it I.z - cc n f.,_i1 ing to Chapter 150B of the North Carolina General Statutes,and filed
with the Office of Administrative Hearings,P.O.Draw r 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 ce a'W(A Linda Lewis,or'
me at(910)395-3900.
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/arl: S:\WQS\STORMWAT\PERNUT\000408.MAY
cc: David Hollis, P.E.
Ed Brooks, DCM
Joanne Steenhuis,DWQ
Tony Roberts,New Hanover County Inspections
Beth Easley,New Hanover County Engineering
Linda Lewis
Wilmington Regional Office
Central Files
127 Cardinal Dr.Ext.,Wilmington,North Carolina 28405 Telephone [phone] FAX 910-3W2004
An Equal Opportunity Affirmative Action Employer 50%recycled/10%post-consumer paper

State Stormwater Management Syst6ins
Permit No. SW8 000408
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 ofNorth Carolina as amended,and
other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Barnards Creel, LLC
Barnards Creek Yacht Club
New Hanover County
FOR THE
construction,operation and maintenance of a wet detention pond in compliance with the provisions of 15A NCAC
21-1 .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 May 25,2010 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater described in the
application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on page
3 of this permit,the Project Data Sheet.The stormwater control has been designed to handle the runoff from
400,750 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 000408
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name: Barnards Creek Yacht Club
Permit'Number: SW8 000408
Location: New Hanover County
Applicant: Mr.A. O. McCarley,Vice President
Mailing Address: Barnards Creek,LLC
PO Box 1083
Wilmington,NC 28402
Application Date: May 17,2000
Name of Receiving Stream/Index#: Cape Fear River/(CFR 18-71)
Classification of Water Body: "SC"
If Class SA,chloride sampling results: N/A
Pond Depth,feet: 7.5
Permanent Pool Elevation, FMSL: 3
Drainage Area, acres: 9.2
Total Impervious Surfaces, ftz: 400,750
Offsite Area entering Pond, ftz: none,per Engineer
Required Surface Area,ftz: 14,427
Provided Surfacd Area, ftz: 27,970
Required Storage Volume, fV: 32,728
Provided Storage Volume, fV: 44,284
Temporary Storage Elevation,FMSL: 4.5
Controlling Orifice: 314 pipe
3

State Stormwater Management Systems
Permit No. SW8 000408
H. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in it's entirety,vegetated and operational for its
intended use prior to the construction of any built-upon surface.
2. During construction,erosion shall be kept to a minimum and any eroded areas of the system will be repaired
immediately.
3. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted
stormwater system functions at optimum efficiency.The approved Operation and Maintenance Plan must
be followed in its entirety and maintenance must occur at the scheduled intervals including,but not limited
to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon request to authorized personnel
of DWQ. The records will indicate the date,activity,name of person performing the work and what actions
were taken.
5. Decorative spray fountains will not be allowed in the stormwater treatment system.
6. The facilities shall be constructed as shown on the approved plans.This permit shall become voidable unless
the facilities are constructed in accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
7. Upon completion of construction,prior to issuance of a Certificate of Occupancy,and prior to operation of
this permitted facility,a certification must be received from an appropriate designer for the system installed
certifying that the permitted facility has been installed in accordance with this permit,the approved plans
and specifications, and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification.
8. If the stormwater system was used as an Erosion Control device,it must be restored to design condition prior
to operation as a stormwater treatment device, and prior to occupancy of the facility.
9. The following items will require a modification to the permit:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
A. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision,acquisition,or sale of the project area.The project area is defined as all property
owned by the permittee, for which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
10. The Director may determine that other revisions to the project should require a modification to the permit.
11. A copy of the approved plans and specifications shall be maintained on file by the Permittee for a minimum
of ten years from the date of the completion of construction.
4

State Stormwater Management Systems
Permit No. SW8 000408
12. Prior to the sale of any portion of the property,an access/maintenance easement to the stormwater facilities
shall be granted in favor of the permittee if access to the stormwater facilities will be restricted by the sale
of any portion of the property.
13. The permittee is responsible for verifying that the proposed built-upon area does not exceed the allowable
built--upon area.
14. The runoff from all built-upon area on the project must be directed into the permitted stormwater control
system.
15. The Director may notify the permittee when the permitted site does not meet one or more of the minimum
requirements of the permit.Within the time frame specified in the notice,the permittee shall submit a written
time schedule to the Director for modifying.the site to meet minimum requirements. The permittee shall
provide copies of revised plans and certification in writing to the Director that the changes have been made.
16. The permittee shall notify the Division of any mailing address changes within 30 days.
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.
7. 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.
Permit issued this the 25th day of May,2000.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Kerr T. Stevens,Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 000408
5

State Stormwater Management Systems
Permit No. SW8 000408
Barnards Creek Yacht Club
Stormwater Permit No. SW8 000408
New Hanover County
Designer's Certification
1, ,as a duly registered in
the State of North Carolina,having been authorized to observe(periodically/weekly/full time)the construction of
the project,
(Project)
for (Project Owner)hereby state that,to the best ofmy 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:
SEAL
Signature
Registration Number
Date
6

State Stormwater Management Systems
Permit No. SW8 000408
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of built-upon area.
3. All the built-upon area associated with the project is graded such that the runoff drains to the system.
4. The outlet/bypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of the system.
10. The permitted amounts of surface area and/or volume have been provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, and a forebay.
14. The overall dimensions of the system, as shown on the approved plans, are provided.
cc: NCDENR-DWQ Regional Office
Tony Roberts,New Hanover County Building Inspector
7

r .
Date Received Fee Paid Permit Number
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):
2. Print Owner/Signing Official's name d title person legally-responsible for facility and compliance):
A• d. M. -C"tee . WC e- Pres P►1_
3. Mailing Address for person listed in item 2 above:
City.Ot LryY t k1Qk53!% State: - Zip: rm40?_
Telephone Number: ( 5(0 ) 3�Z• �O�G�C�
4. Project.Name-(subdivision,facility,or establishment name-should be cons_istent with project name on
plans;'specifications,letters,operation and maintenance agreements,-etc.):
QL
u
5. Location of Project(street address):
2tce.v %?_C>a.0L 0_:F i s QtAenCe-
city: County: 1.3 146-yXmie t�*
6. Directions to project(from nearest major intersection): / l
2tl. -P t, 20a& `6n �i�l�e f'?�_�c�lG tit.G+2 ( T'�S'V�ykt M- -mKE L�►��
t
7. Latitude: '34c, [c)` Longitude:I O 64O �O of project
8. Contact person who can answer questions about the project: q
Name: ©• Telephone Number: (, dto ) i 2`«o-7©
II. PERMIT INFORMATION:
1. Specify whether project is(check one): u- New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4

- 2. If this application is being submitted as the result of a renewal or rriodification-to an existing permit,list the. • '
existing permit number and.its issue date(if known) s
t 3. Specify the type of project(check one):
Low Density /High Density Redevelop General Permit Other
4. Additional Project Requirements(check applicable blanks):
AMA Major 4/Sedimentation/Erosion Control V 404/401 Permit _NPDES Stormwater
Information on required state-permits cari be obtained by contacting the Customer Service Center at
1-877-623-6748.
-III. PROJECT INFORMATION
7.
- --
-- In-the_space provided below,summarizehow stormwater will be treated. Also attach a detailed_ narrative
- (on6to two pages)describing storm-water management for the project.
_ - -
- - -
2: --Stormwater runoff from this-project i}rairfs to.the:`:' ' A.
j Rive'r:basin:
3 Total Project Area: -- acres 4. Project Built Upon Area; /o
5 Haw many drainage areas does th�pro}ect_ aver - __ S =
6 Cb piete'the following information fgreach-dW age area_If1here are more than two drainage areas rn tl i ..
T�L project,attach an additional sheet with the infoa�aaon for eaeharea provided in the same forms ls at aelow
. .
"...s^'•h f.:� � --- -=t fin b '^wk4- y�.Ls+• _y � .. - �.,y..� _��� .
<
.'1-^fW .ter- e T .� v ... "...... :...'.�!�.•�. .. _ - ¢ice- •li_k-..� '
On
-Receiving Stream Name _.
-.Receiving Stream Class -
Drainage Area _
- , 2
Existing Impervious*Area
- Proposed Impervious*Area Q _71F S1& -
%-Impervious*Area(total)
e aous::SuusfacP Area r4- ea2",nage Area I Drainage Ar
. �..
On-site Buildings
On-site Streets 1 . 2- S -F
On-site Parking 5' O P
On•-site Sidewalks
Other on-site. nil
.�
Off-site �C `j 5r-
Total: .'Z Total:
Impervious area is defined as the built upon area.inciuding,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
-Form SWU-101 Version 3.99 Page 2 of 4

7. How was the off-site impervious area listed above derived?— I --`C�J �(TG_F
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
he following italicized deed restrictions and protective covenarits are required to be recorded for all
subdivisions,outparcels and future development prior to the sale of any lot. If lot sizes vary significantly,a
table listing each lot number,size and the allowable built-upon area for each lot must be provided as-an
attachment.
I.- Yhefollowhko, covenants are intended to en ure ongoing compliance with state stormwater management permit.
number 4,A )f QQ40 as issued by the Division of Water Quality. These covenants may
not changed or deleted urithout the consent of the State: -
2: No morrthan -T5a_ square feet of any Iot shall be eovered by structures or impervious materials._
= _ Imperuious.materids include asphalt,gravel;concrete,-brick,stone,slate or similar material but.do-not include_ wood _
decking-or the water surface of swimming pools.--.._
3. Swales shall not be filled in,piped;or altered except as.necessary to provide driveway crossings.
_- 4:_Buili-upon area-in excess of the permitted amount requires a state stormwater management permit modification prior to
-- -_ construction.
-- All permitted runoff from outparcels or futurerlevelopmentshall be directedd into the permitted stonnWate'r contrqi
system. These connections to the sformwater.cohtibl system shall be performed in a manner that mari_ita:ns t ie _
_ integrity and performance of the.system:as-permitted.
_ -
By-your-signature below,you certify that the recorded deed restrictions and protective covenants=foz thus proles
shall llidd&all the.applicable items rec�iui'ed=above;tfiat the covenants-will be binding on all parties=aftd -
- :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 theywill"be recorded prior to the sale of any lot:
V..: SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s)listed below must be submitted for
each BMP specified for this project. Contact the Stormwater and General Permits Unit at(919)733-5083 for the
status and availability of these forms.
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.SVOU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management-Practice Supplement
Form SWU-101 Version 3.09 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS -
Only complete application packages will be accepted and reviewed by the Division of Water Quality(DWQ).
^` A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
I. Please indicate that you have provided the following required information by initialing in the space
provided next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
H
• One copy of the applicable Supplement Form(s)for each BMP �"
• Permit application processing fee of$420(payable to NCDENR) VB-"
• Detailed narrative description of stormwater treatment/management X__H2[4
• 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,drainage features,collection systems,and stormwater control measures
-Wetlands delineated,or a note on plans that none exist
-Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations
- -Drainage areas delineated
-Vegetated buffers(where required)
i
VII. AGENT AUTHORIZATION -
If you wish to designate authority to another,individual or firm so that they may provide information on n your
behalf,please complete this section.
Designated agent(individual or firm): 6t-Qc- 5exAACeS
Mailing Address: c�. g A �fV�e�f
City: LM l State: �4C Zip: 2 E5 d®I
Phone: — Fax: ( g 3g,-3— 15 g,=. 3n, _
VIII. APPLICANT'S CERTIFICATION n
I,(print or type name of person listed in General Information,item 2) A-Q ,te
. 1 j lam-cck_U .ems
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of 15A
NCAC 2H.1000.
Signature: Date:
Form SWU-101 Version 3.99 Page-4 of 4

1 -
Permit No;
_ (to be provided by.DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETEYHO1V BASI1V SUPPLEMENT-
This form may be photocopied for use as an original =
DWQ Stormwater Manag went Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin`
supplement for each basin_,- design calculations, and plans and specifications showing all basin and outlet
structure details. -
I. - PROJECT INFORMATION
Project Name: 6 S Cre=�_ `C C,64-4 Cl-_ -
Contact Person:, .-d:_- CLt_ftP L4 Phone Number.- '1Q7 1 Zr G6-70
For proje-cts with multiple:basuis,specify which basin this-worksheet applies to
elevations
Basin Bottom Ekvatio '-cJ ft. (floor of the basin.--
Permanent Pool ft. (elevation of the onpce)
Temporary Pool me-xitdu - ft. (elevation of the discha` e s lu).-e-Qverflow)
_ - _ - -
areas ` - -
.Permanent Pool-.Surface a--;?.-,- 76 sq. ft. (water surface area auhe,#rtf ce elevation)
Drainage Area - . `Z.v7 ac. (on-site and off site drai4age7olhe-basin)
Impervious Area - = ti `o a.& (on-site and off-site-drai�a_ge to-t-le.basin)
volumes
Permanent Pool Volume eo, 0 CO Cu. ft. (combined volume of tre basin and forebay)
Temporary Pool Volume 24 cu. ft. (volume detained above the permanent pool)
Forebay Volume 00 cu. ft. (approximately 20% of total volume)
1 �' ICE, 40d G�
Other parameters (�p_5-�- �j 36 GOD L-�
SA/DA1 .CO ( urface area to drainage area ratio from DWQ table)
Diameter of Orifice
in. (2 to 5 day temporary pool draw-dawn required)
Design Rainfall in.
Design TSS Removal 2 Z% (minimum 85% required)
Form SY U-102 Rev 3.99 Page 1 of 4

Footnotes: r
When using the Division SA/DA tables,the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious%and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
2 In the 20 coastal counties,the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90%TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
H. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an-agent in the Stormwater Management Permit
Application Form,the agent may initial below. If a requirement has not been met, attach justification.
Applicants_-Initials
75 tps W a. The permanent pool depth is between 3 and 6.feet(required minimum of 3 feet).
ID514 _ b. The forebay volume is approximately equal to 20% of the basin volume.
-� c. The temporary pool controls runoff from the design storm event.
d. T he temporary pool draws down in 2 to 5 days.
If required, a 30-foot vegetative filter is provided-it the outlet(include non-erosive flow
calculations)
f. The basin length to width ratio is greater than 3:L.
M W g. The basin side slopes above the permanent pool are no steeper than 3:1.
914 h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
ZGL4 i. Vegetative cover above the permanent pool elevation is specified.
a j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
- 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
�rnr6
to
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The.wet detention basin system is defined as the wet detention basin,pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does u does :aot incorporate«vegetated filter at the outlet.
This system (check one) 0 does "oes not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

r
Maintenance activities shall be performed as follows:
4. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation,erosion, trash accumulation,
vegetated cover,and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative,
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system(i.e-. catch basins,piping, swales, riprap, etc.)quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth(see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet detention basin or stream,etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into.accumulated sediments.
'When the permanent pool depth reads feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads�3 t feet in-the forebay, the sediment shall be removed
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation -�
Sediment Re oval EL-2-`p 75 0 r�
-------------- - Sediment Removal Elevation �C. 75%
Bottom Ele gtion"45 % -------------------------------_------------ -------
Bottom Elevation 4 25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 399 Page 3 of 4
F

r
7. All components of the wet detention basin system shall be maintained in good working order.
1
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
}Print name: A . ©. m 9z i hem
Address: 1?(=> 5gyx 5 Q_)'An l".QA•a.. 1.K S5402.
Phone: (a 70
Signature: AM
-
Date: � lU
Note: The legally responsible party should not be a-homeowners association unless more than 50%of the lots have been sold and
a resident of the subdivision has been named the president.
a Notary Public for the State of Nn 1'I'Yl.l dy0li na" ,
County of N�1,� �1�1/'P.� , do hereby certify that
_ personally appeared before ire this day OJL Anyl , and acknowledge the due
)execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official-seal,
CA tij -
�pTAq` �-
m
0
AvB1`G �2
tipA COv�`
SEAL
rMy commission expires
Form SWU-102 Rev 3.99 Page 4 of 4

Hanover Design Services, P.A.
k _ _ MEOW-;
Land Surveyors, Engineers, Land Planners �+
May 16, 2000 MAY 11 NOD
Ms. Linda Lewis, Environmental Engineer
Department of Environment and Natural Resources '
Division of Water quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Barnards Creek Yacht Club, SW8 000408, New Hanover County
Dear Linda:
Attached please find four copies of the Plan, revised as follows:
o Dimensions added to the buildings and parking areas.
o Additional dimensions were added to the pond as requested. Irregular ponds like this one are
usually designed to follow some irregular physical feature (in this case the wetlands line) and to
provide a more attractive appearance than a 3:1 rectangle. We design and stake the pond contours
using digital CAD files and total stations. I have computed the surface area to the nearest square
foot, and have sealed the Plan as a Professional Engineer. I am also a licensed Land Surveyor and
the State of North Carolina considers me qualified to determine areas. Perhaps your verification
would be more easily accomplished with an electronic or manual measuring device such as a
planimeter7 The plan is to scale.
0 1 have revised Section III, #7 to NA as directed. There is no offsite area entering pond.
0 Thank you for added Mr. McCarley's title.
0 I added the impervious areas in square feet as requested.
0 1 relocated the outlet box as directed.
0 A note was added that all roof drainage to be directed to paved areas or catch basins as requested.
o The orifice was revised to 2-1/2' as requested.
0 The forebays were adjusted as requested.
As always, if you have any questions or comments, please feel free to call or fax me. Thanks for your
consideration in this matter; I look forward to your response.
Sincerely,
David S. Hollis, PE, PLS
Attachments
xc: Mr. A.O. McCarley
6759112.doc
319 Walnut Street Wilmington,NC 28401 [phone]

DETENTION POND ANALYSIS FILE NAME: S:1WQSIPOND1000408.WK1
PROJECT#: SW8 000408 REVIEWER:
PROJECT NAME: Barnards Creek Yacht Club DATE: 09-May-2000
Deceiving Stream: Cape Fear River Class: SC Chlorides: n/a
Drainage Basin: Cape Fear Index No. 18-71
Site Area 11.90 acres
Drainage Area >' 4a0Q ' square feet needs to be verified
Area in Acres 9.20 acres
IMPERVIOUS AREA Rational C-list beside
each item below in El to E20
Building 130680.00 square feet 0.98
Asphalt 52270.00 square feet 0.98
Gravel 217800.00 square feet 0.98
square feet
square feet
square feet
TOTAL € : Ik Cc= 0.98
% IMPERVIOUS 100.00% Des. Depth 7.5 TSS: 90
SURFACE AREA CALCULATION
Rational ? 1.00 If Rational i� !sed put a
SA/DA 3.60% "1" in box E26. If not, leave it blank.
Req. SA 14427 square feet
Prov. SA ;square feet [From plan Contours]
VOLUME CALCULATION Perm. Pool Volume= 90000
Req. Forebay Volume= 18000
Bottom -4.50 MSL Provided Volume= 20000
Perm. Pool 3i MSL Percent=
Design Pool 4.50 MSL
Design SA 31075 square feet Des. Storm >'` 1€ap inches
Req. Volume >:: '';: cubic feet Rv= 0.95
Prov. Volume cubic feet SA @ _
Elevation=
ORIFICE CALCULATION
Avg. Head = 0.69 ft
Flow Q2, cfs 0.189 Area, in 6.83
Flow Q5, cfs 0.076 Area, in 2.73
No. of Orifices 9 Diameter, i -
2
ete in. <>3fI< Are
a
ea 7.069 in
cf = _Q, s 0.196 Drawdown «'� J days
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines.

DETENTION POND ANALYSIS FILE NAME: S:1WQSIPONDI .WK1
PROJECT#: SW8 REVIEWER:
PROJECT NAME: DATE: 09-May-2000
Receiving Stream: _ Class: Chlorides: _
Drainage Basin: Index No.
Site Area acres
Drainage AreaOR
l square feet needs to be verified
Area in Acres 7.60 acres
IMPERVIOUS AREA Rational C-list beside
each item below in E15 to E20
331056.00 square feet 0.98
square feet
square feet
square feet
square feet
square feet
TOTAL 3n Cc= 0.98
% IMPERVIOUS 100.00% Des. Depth 7.5 TSS: 90
SURFACE AREA CALCULATION
Rational ? 1.00 If Rational is used put a
SA/DA 3.60% "1" in box E26. If not, leave it blank.
Req. SA 11918 square feet
Prov. SA ` ' '; >square feet [From plan Contours]
VOLUME CALCULATION Perm. Pool Volume=
Req. Forebay Volume= 0
Bottom -4.50 MSL Provided Volume= 13000
Perm. Pool . MSL Percent=
:.:> ::::
Design Pool 4.50 MSL
Design SA 17370 square feet Des. Storm ;°°;: 3L inches
:.....................
Req. Volume cubic feet Rv= 0.95
Prov. Volume :: ' ':' `:''° .48
cubic feet SA @ _
Elevation=
ORIFICE CALCULATION
Avg. Head = 0.75 ft
Flow Q2, cfs 0.156 Area, in 5.40
Flow Q5, cfs 0.063 Area, in 2.16
No. of
• 2
Orifices ices
iameter, in a Are -
0.000
Q, cfs = 0.000 Drawdown = > ` :; ;»';;<::<€ E ' days
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines.

DETENTION POND ANALYSIS FILE NAME: S:1WQSIPONDI .WK1
PROJECT#: SW8 REVIEWER:
PROJECT NAME: DATE: 09-May-2000
Receiving Stream: Class: Chlorides: _
Drainage Basin: Index No.
Site Area acres
Drainage Area ± 1€square feet needs to be verified
Area in Acres 1.60 acres
IMPERVIOUS AREA Rational C-list beside
each item below in El to E20
69696.00 square feet 0.98
square feet
square feet
square feet
square feet
square feet
TOTAL :` i Cc= 0.98
% IMPERVIOUS 100.00% Des. Depth 7.5 TSS: 90
SURFACE AREA CALCULATION
Rational ? 1.00 If Rational is used put a
SA/DA 3.60% "1" in box E26. If not, leave it blank.
Req. SA 2509 square feet
Prov. SA ;' „] square feet [From plan Contours]
VOLUME CALCULATION Perm. Pool Volume=
Req. Forebay Volume= 0
Bottom -4.50 MSL Provided Volume= 7000
Perm. Pool MSL Percent=
Design Pool 4.50 MSL
Design SA 15420 square feet Des. Storm :.: ( inches
. .....................
Req. Volume : ' cubic feet Rv= 0.95
Prov. Volume : ' 'I cubic feet SA @ _
Elevation=
ORIFICE CALCULATION
Avg. Head = 0.75 ft
Flow Q2, cfs 0.033 Area, in 1.14
Flow Q5, cfs 0.013 Area, in 0.45
No. of Orific
es Diameter, 2
e , in. Area - 0,000 in
Q, cfs = 0.000 Drawdown = ' :'':' ': 1 days
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines.

State of North Carolina
Department of Environment ,
and Natural Resources 4 5VA
•
Wilmington Regional Office 1�V• � IN
r
James B.Hunt,Jr., Governor C D E R
Bill Holman, Secretary
Division of Water Quality NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AiiD NATURAL ResOURCES
May 9,2000
Mr. A.O. McCauley, Vice President
Barnards Creek LLC
PO Box 1083
Wilmington,NC 28402
Subject: ACKNOWLEDGMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 000408
Barnards Creek Yacht Club
New Hanover County
Dear Mr.McCauley:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Barnards Creek Yacht Club on April 6, 2000. 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. Please provide dimensions for the buildings,parking areas and walks.
2. The dimensions provided for the pond don't really help in determining the surface area. For
each dimension shown,there must be one or two more to clarify where along the pond that
dimension is to be provided.For example, how is one supposed to know exactly where the
50'measurement shown near the narrow part of the main pond is to be provided? Please
provide tangent lengths, curve lengths,radii, etc.,for each line and curve of the figure
created by the permanent pool contour.
3. Page 2 of the application shows no offsite areas,yet page 3 indicates that 9.2 acres of area
will drain to the pond. It is assumed that this will be offsite area, since it is shown in the
space which is to be used to list the offsite drainage area to the pond. The pond is designed
for a drainage area of 9.2 acres only. If it is your intention that there are 9.2 acres of offsite
area and 9.2 acres of onsite impervious area,then please design the pond for a total of 18.4
acres. Section III, item#7 is the place to list offshe drainage that is routed to the pond.If all
the drainage into the pond is generated by runoff which is on site,please do not confuse the
issue by filling in numbers in that section of the application-simply put "N/A". This is not
the place to indicate how much drainage is routed around the pond, or how much onsite
drainage area is routed to the pond.
4. Your title as Vice President of Barnards Creek LLC was not included in Section I, item 42 of
the application. Since it was provided on the wet pond supplement, I have taken the liberty of
writing it on the application. Please advise your engineers that the title of the applicant is
necessary to ensure that the application is being signed by the proper official.
5. Please report the impervious areas in square feet on the application.
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. McCauley
May 9, 2000
Stormwater Project No. SW8 000408
6. In order to ensure that short-circuiting is not a problem, please demonstrate that each half of
the pond up to the outlet structure meets the design requirements. It appears that areas 9 and
10 (1.6 acres)will drain to the west side forebay, and areas 1-7 (7.6 acres)will drain to the
east side forebay, so your calculation would demonstrate that for each of those independent
areas,the amount of surface area,volume and L:W ratio provided in the pond from each
forebay up to the outlet structure is sufficient for that area. Based on preliminary estimates,
surface area and volume appear to be sufficient,however,the east side pond does not meet
the 3:1 L:W, while the west side has excess length. Please relocate the outlet structure farther
west, on the other side of the 50' dimension line,to increase the flow path for the side of the
pond treating the larger area closer to 3:L.
7. Please note that all roof drainage must either be directed onto the paved areas, or into the
catch basins.
8. The 3" orifice specified is a little too large. It appears that the volume provided'(44,250 cf)
has been used to determine the size rather than the minimum required volume of 32,730 cf.
Please revise. As discussed at the workshops last year, orifice sizing is now based on the
minimum 1" volume required,not the volume provided in the pond.
9. Please demonstrate how the 20,000 cubic feet of forebay volume was distributed. Based on
percentage of the drainage area,the east forebay should receive about 82% of that 20,000, or
16,400. It is currently designed for 13,000 cubic feet.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to June 9, 2000, 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 need additional time to submit the information,please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90
days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action
pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents
that need to be revised have been sent to the engineer or agent. All original documents must be returned or
new originals must be provided. Copies are not acceptable. If you have any questions concerning this
matter please feel free to call me at(910) 395-3900.
Sincerely,
4�a'r� '
Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\ADDINFO\000408.MAY
cc: Linda Lewis
David Hollis, P.E.

STORMWATER MANAGEMENT CALCULATIONS
And Water Quality Cakulations
for
BARNARDS CREEK YACHT CLUB
"A Marine Oriented Storage Condominium"
T'.
PREPARED FOR RECEI�vT P—D
-APR 0 6- 2000
PRor#) QDc.'YJ=
Barnards Creek LLC
PO Box 1083
Wilmington, NC 28402
910-392-6670
1�1/111111�/fIf
`�,. ,��.CAR01/%
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a� SEAL 's
= 007 =
David S. Hollis, PE PIS h r}E
Hanover Design Services, PA °•.,�� S. b 1����
ReHIp11\
314 Walnut Street
Wilmington, NC 28401

RIVER ROAD BOAT STORAGE - '
Additional Calculation Summary for DWQ
WATER QUALITY C❑NSIDERATIONS -
Impervious area calculations : See Project Data Sheet
• No offsite areas drain to pond
STREETS= 1 . 2 acres
BUILDINGS = 3 . 0 acres
GRAVEL AREAS = 5 . 0 acre
TOTAL IMPERVI❑US = 9 . 2 acres
TOTAL AREA DRAINING TO POND = 9 , 2 acres
• Retention of first 1 ' of run-off :
11 , 9 acres total - 9 . 2 .acres impervious = 2 . 7 acre green area
NOTE WELL : GREEN- AREA DOES NOT DRAIN TO POND
SA REQUIRED ; 9 . 2 x 0 , 98._/ 9 . 2 = 0 .98, or 100%
At 7 . 5 ' depth, -90% -TSS.-r-eMova l , from chart - SA factor
9 . 2 x 0 , 01 x 3 , 6 0,-*-33-'a_ores = 14, 430 sf SA REQUIRED
At E l ev . = 3 . 0 SA= =- 0 =64 acres = 27, 970 sf SA PR❑V I:DEDY---- :.
VOLUME REQUIRE-D �9. 2'_xc-0-.;`98) x 1/12 = 0 . 75 acre-f
- = 32,730 cf REQU I RED =_STQc,E -rtT
At E l ev - = •4-- 44, 25 0 cf PR❑V I DEI� TI3RAGE_" -
77.
Average head from Storage_.e l evat i on to or i f i ce
4 . 5 - 3 . 0
3' PVC drain - to draw=dnw.n_ pon d - _ - -
Orifice equat 1 on-i Q CAQgb)-^1/2
Q = 0.­6< .:049.X64. 4 X 0. 75)^1/2
T = _2.1-G,2i0­0: :sec: .= 2:5 days ❑KAY -
FOREBAY REQU I REMENTST,_ -
M i n i rlum capacity-- = -9-0,.QoO-`.X- .20% = 18, 000 cf
Prov I+ded capac i ty = 2.0, 0.0 0 cf
Forebay @ =1"-__ 13, 0 0 d' cf ±
ForebaY @ 8-_ 7_, .000 cf
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DRAINAGRAREAS: �• �.� s
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5 0.7-acres
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9 0.7 acre ��114 '�i1
10 0.9 acre
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- H Head an feel
8 Ce. Entrance loss coefficient
D Diameter of pipe in teat
6 12 �•� n •. Monning's roughness coefficient
L Length of culvert in feet _
5 Q + Design discharge rate in cfs
4
FHWA HEAD FOR
CONCRETE PIPE CULVERTS
FLOWING FULL
NOM 0QWH K
BRIDGE DIVISION HYDRAULIC MANUAL
4

1900 35 ]
800
700
600 30
500 .�
Paved 4
400 zz 25
:D 0 .8
600
Bare 20 w
200 Soil - .� (-
Poor uj z
Grass
-=\Surface a
w- :Av:e rage _.4 _ :5 - -.
.Grass - c� _ - -� w-
z: I�O Surface
-
iL 8cy Dense - - �/ o
Grass Z -Z �.
W 70 �. _ ... 5.0 U a
60 � � - /. � 10 �
� LLJ
�
0 5 0 i ? _ v 2-4 or: w
_ -
40 10 0
- - ; - -
I- _ -3 0
z
w
J I 8 71
t
7 I
10 6
OVERLAND FLOW TIME
REPRINTED WITH PERMISSION FROM ODATA BOOK FOR CIVIL ENGINEERSO VOL. I- DESIGN
2Mo EDITION (1951)' BY E. E.SEELYE

._� .
:.;a,
-
i 4
14(FT.)
500
400
:SooEXAMPLE Zoo
Height = 100 Ft. 150
200 Length=3,000 F1.
wTime of concenlrc lion=l4Min. too
—J .— 150
F--
80
0 i00 L(FT_
W. 10,000 50
_ 50
_m �_ z 40
-F
H40 - 30
Z - g:...
Q - 1 _._. 25
j
Q :
- 060_ _ a
- - - Noto• `- z 20
- :2Q Use nomograph Tc for natural 21000
basins with well defined channels;p: 1 500 Z
�- for overland flow on bore _
oarth,ond for mowed gross road_- 11 - -=- t o00 to
cn: �� --side channels. z o a
AD
_For overland f low, grassed.sur.-- -.tsJ -
-_. . faces-, multiply Tc by 2.
0 5 For overland flow, concrete or - Soo 5
�4. os halt surfaces -multi! 1 T- :E_ _ - a
_ by_0.4. 00-
_ -: For concrete-channels y - 3
Toby 0. 200
2 Z
; 150
Based on study by P.Z_Kirpich,
Civil Enginecring,VO1-t0, No-6, Junc 19 d0, p�362
1 T-9-18

Table 2-2a--Runoff curve numbers for urban nrcasl
Curve numbers for
Cover description hydrologic soil group—
Average percent
Cover type and hydrologic condition impervious are12 A B C D
Fully developed urbalL areas Negetation. established)
Open space (lawns, parks, golf courses, cemeteries,
etc.)': -
Poor condition (grass cover < 50%) .............. G8 79 86 89
Fair condition (grass cover 50% to 75%)........... 49 69 79 84
Good condition(grass cover > 75%) .............. 39 61 74 80
Impervious areas:
Paved parking lots.-roofs, driveways, etc.
(excluding right-of wayj. .................. . ...... 93 98 98 98 _
Streets and roads: -
Paved; curbs and storm sewers (excluding -
right ......................... - 98 98 98 _ 98--
Paved; open ditches(including_right-of-way)-• •.•.-- 33 _89_ 9L -93-
Gr-avel4including right-o[.��•ay) . 7G 85 __ 89 91-
Dirt(including right�o�-gray) ..................: . . - 72 32 87 89 -
Western desert urban areas:
- N_ atural.desert landscaping(pervious areas only)4... - - 63: 77 35 _ 3.3_ - -
- - Artificial-desert landscaping(impervious weed
barrier, desert shrub.with 1-to 2-inch sand
or gravel mulch and basin borders). .............. 96 96 96 96
Urban districts:
Commercial and business:. ....................... .85 $9 92 94 95
Industrial:. ....................................... 72 81 83 91 93
Residential districts bg average lot size: _
113 acre'brles9-(town houses)... ............... 65 77. - 90 92 -
-1/4 acre_ . .... .....:......:.................. 38 fir 75 83 87
- 113 acre. ............ .............. .... 30 57 7.L 81 86 - -
11Z acre ..................... . :..._. ... `25 54 70_ 30 to
1 acre . ...... .. .................. ........: 20 51 63 �r9_ 8f-
2 acres ............ ........ 12 46 _ 65 ice 8.2
Developing ui-bau areas
Newly graded areas(pervious areas only,
no vegetations......... t' 77 8G 91 94
................. ........
Idle lands (CN's are determined using corer types
similar to those in table 2-2c).
'Average runoff condition.and 1. =OILS.
211te acenkKe percent iml)ereioas area shown was aced to develup the cxrmpcisite CN's.Utter:r.cumptiuit e are as fulitows:inyx rt•irus are:c<
are directly connected to Ube drainage system.intpervinus areas h;4 e a CN or'mi.and perciuus areas are ctrasidemil equivalent lu open
space in gaud lipi ttictgic cunclition.CN's for other crmibinaGotts of anxlitians may Ix computed using figure''24 ar'L-4.
shown arc equivalent to Lltt*e oil Irtelure-Campusite CN's may be atmputed fur tidier amttiiratitens of ulKn sitace vrcer tvise.
'CunyHt.ile CN s far natural desert 1ancLscaping shruld be completed ruing figures 4 24 ter 2 It mud cool the imperr ious area perccrlagc WN
Arl. =93):rill Elie pervious area CN.The per victus:area CN's:r a asuntccl eciuivalent to desert ztnrh in juicer hydrtdcogic ctaulitinn.
X'om;xeiide CN'r to ase far the clesiorn of lenq;rrarr- aneasures chtring grading and antstr actiren should Ix c uuputed tesiug figure 2-:1 or'_'-1.
se bacl un the c(egr•ee of development(impervious area percentage)and the CN's fir the newly graded pervious are:cx.
(210-VI-TR-55, Second Cd., June 198G) �-5

Table 2-2c.--1{unoff curve numbers for other agricultural lands'
Curve numbers for
Cover description hydrologic soil group—
Hydrologic
Cover type condition A B C D
Pasture, grassland, or range—continuous Poor 63 79 86 39
forage for grazing.z Fair 49 69 79 84
Good 39 61 74 80
Meadow—continuous grass, protected from 30 58 71 78
grazing and generally mowed for hay.
Brush-brush-weed-grass mixture with brush Poor 43 67 77 1%
the major element.' Fair 35 5O 70 77
Good 430 43 -6.5 73
Woods—grass combination (orchaix( Poor- 57 73_ 82 3(i
orAree fdrm)s Fair 43 '65 _ 76, _34-
Good_ 32 o3.. rl 19.-
Wooils.5. ' Poor 4'y GG — 17 _`- '3
-Fair _ _ 36 = (i0 . _ 73-._ 79-
Good _ _ °30 55 _7Q 17
Farmsteads=buildings, lanes, driveways, — 59 74 � . 84
and surrounding lots:
'Aver we rtrneff.coridition.and 17 zz U&
=f'om <5qr.'-gr nmd alver or he:teily gr mi lvith-no_mulch.
Fair: :)Q to 7aq.>_rYtun :u d Cover nttt helMilt I(INU(l.
(itNKI: ->7iix l itiunil iyver and i'rKhtle.uC only ucra ciumdly gi;tze<I.
<atp lt:rtltllltl Ctlyel.
Firir. 50 to=r::`i ground cuter.
- (;'KK(; >i:7w ground cover. -
"'Actual-cure nuriiber is le`<than tN use CN-=30 for ruttoff ctimputatimm,
$-AN— Await here ctniiputed fur ait;ts-with Mn wottds and aM gnL.;s(Inutture)diver..other t unbitriduns of condide ns nrtc he cul"Limti-tl"
frtan the C.N.<_fur and pasture.
r-AKa: Forest litter.snl:tll UYe<.and Isrij h are dcglrtived by heavy grazigr;or reguhn-httn1111g.
Fair: 4\4Kltls are,cued but not but-tied.and come furt-L litter covets the suit.
GrKKh. WtrtKls:uY linitected fltmi gntzim; and litter and bntsh adctluately curer the AIR.
f
2
(210-VI-TR-55, Second Ed., June 1986).

1,
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nulnnmla 1 Iull�Illlnllnllullulnnimpp{ •e1.1n1.1u1m1u11ut1u1n1u1u1u1lVWN ■i►I /-�ll' ►�
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uunnummunnrs,I�nuunnunms�ri�i Mr=�H ii Ifs�unll�'uuel, I
unnuunutnnlr;nljl 1=luu�amu�►i■ 1 , lnl. to !�. �f„0 13 dam
unuuuunnln7uul I� I IIndIIlHllp■■■■ ■T�I�l� _�.r.•l�"
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lu:nmunn�i■■■rs .rul 1 „ icy'
11111'llll���� ,,,loll I• � rll
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IL 11 I ;�� ® /.d/, �. ®• ► �{riO���I�IU��
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1 1 1 11 11
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. ,
SEWER PIPES
Enter up to 10 pipes.
Enter Ueturn> only for flowraLe and diameter, to end.
FLOWRATE DIAMETER FRICTION SLOPE VELOCITY
(CFS) ( IN) (FT^1/6) (%) (FPS)
_________________________________
1 . l0 12. 00 0. 0120 0. 08 1 . 40
2. 30 12. 00 0.0120 0. 36 2. 93
5' 10 18. 00 9. 0120 Q' 20 2. 89
11 . 00 18. 00 0. 0120 0, 6. 22
4. 00 18. 00 0, 012C 3. L 2. 26
19. 40 24. 00 0. 0120 0. 63 6. 18
6 . 80 18. 00 0. 0120 0, 36 3. 85
�1 . 80 30.00 0. 0120 0. 51 6. 48
32. 70 30. 00 0'0120 0. 54 6. 66
5. 10 18. 00 0.0120 0. 20 2. 09
`
_
0hift > <prt �Sc> print <Return> repeat `' ' Apace Gar> bacY to menu
------------_--------_--------------
--------------------
_______________________
� - SEWER PIPES
Enter up to 10 pipes.
Enter <Return> only for flowrate and diameterto end.
FLOWRATE DIAMETER FRICTION SLOPE VEL
OCITY
LOCITY
(CFS> ( IN) (FT^1/6) (%) (FPS)
--------------_____`-____________________-____
9. 10 `i8.'o i 0. 0120 0. 64
`
. ^
-
` - -

MIN— OVER DESIGN SERVICES, PA
LAND SURVEYORS, ENGINEERS, LAND PLANNERS
319 WALNUT STREET, WILMINGTON, NC 28401
SHEET OF
Cal CI TE�D C�-►�-� �= Cr.�Q
rn
l m an .
Ob 28D �.Co7
4;S = i 079 4¢250 t^02
5� 0 52- 15-0 (pbocPs - t,58
Z5 US 450
Co- ® (5Q CKDD 116-15
(2

******************80-80 LIST OF INPUT DATA FOR TR-20
HYDROLOGY******************
JOB TR-20 FULLPRINT SUMMARY
TITLE 001 Barnards Creek Yacht Club 2-yr, 10-yr AND 100-yr PRE-DEVELOPED
TITLE 000 PRE-DEV, FILENAME 6759PRE.TXT
6 RUNOFF 1 01 1 .014 60. .5 1 0 0 1 0
ENDATA
7 INCREM 6 0.050
7 COMPUT 7 01 01 0. 5.0 1.0 2 2 01 01
ENDCMP 1
7 COMPUT 7 01 01 0. 7.0 1.0 2 2 01 02
ENDCMP 1
7 COMPUT 7 01 01 0. 10.0 1.0 2 2 01 03
ENDCMP 1
ENDJOB 2
p*******************************END OF 80-80
TR20 XEQ 04-03-00 15:00 Barnards Creek Yacht Club 2-yr, 10-yr AND 100-yr
PRE-DEVELOPED JOB 1 PASS 1
REV PC 09/83 (.2) PRE-DEV, FILENAME 6759PRE.TXT
PAGE 1
EXECUTIVE CONTROL OPERATION- INCREM
RECORD ID -
+ MAIN TIME INCREMENT = .05 HOURS
EXECUTIVE CONTROL OPERATION COMPUT
RECORD ID
+ FROM STRUCTURE 1
+ TO STRUCTURE 1
STARTING TIME _ .00 RAIN DEPTH = 5.00 RAIN DURATION= 1.00
RAIN TABLE NO.= 2 ANT. MOIST_ . COND= 2
ALTERNATE NO.= 1 - STORM NO.= 1 MAIN TIME INCREMENT = .05
HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH= 1
AREA= .01-SQ MI INPUT RUNOFF CURVE= 60. TIME OF
CONCENTRATION= .50 HOURS
INTERNAL--HYDROGRAPH TIME INCREMENT= .0476 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK
ELEVATION(FEET)
12.23 8.62
(RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = .87 WATERSHED INCHES, 7.85 CFS-HRS,
.65 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 1,
ADDED TO OUTPUT HYDROGRAPH FILE -----

EXECUTIVE CONTROL OPERATION ENDCMP
RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 1
1
TR20 XEQ 04-03-00 15:00 Barnards Creek Yacht Club 2-yr, 10-yr AND 100-yr
PRE-DEVELOPED JOB 1 PASS 2
REV PC 09/83( .2) PRE-DEV, FILENAME 6759PRE.TXT
PAGE 2
EXECUTIVE CONTROL OPERATION COMPUT
RECORD ID
+ FROM STRUCTURE 1
+ TO STRUCTURE-1
STARTING TIME .00 RAIN DEPTH = 7.00 RAIN DURATION= 1.00
RAIN TABLE NO.= 2 ANT. MOIST. COND 2
ALTERNATE NO.= 1 - STORM NO.= 2 MAIN TIME INCREMENT'= .05
HOURS
OPERATION RUNOFF -.STRUCTURE 1-
OUTPUT HYDROGRAPH= 1
AREA= .01 SQ. MI INPUT RUNOFF CURVE= 60. TIME OF
CONCENTRATION= .50 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0476 HOURS
PEAK TIME(HRS.) PEAK DISCHARGE(CFS) PEAK
ELEVATION(FEET)
12.22 18.75
(RUNOFF)
RUNOFF VOLUME ABOVE- BASEFLOW = 1.8.6 WATERSHED INCHES, 16.76 CFS-HRS, -
1.39 ACRE-FEET; BASEFLOW .00 CFS
- -- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE _1, STORM -2,
ADDED TO OUTPUT HYDR06RAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP
RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 2
1
TR20 XEQ 04-03-00 15:00 Barnards Creek Yacht Club 2-yr, 10-yr AND 100-yr
PRE-DEVELOPED JOB 1 PASS 3
i

REV PC 09/83(.2) PRE-DEV, FILENAME 6759PRE.TXT
PAGE 3
EXECUTIVE CONTROL OPERATION COMPUT
RECORD ID
+ FROM STRUCTURE 1
+ TO STRUCTURE 1
STARTING TIME _ .00 RAIN DEPTH = 10.00 RAIN DURATION= 1.00
RAIN TABLE NO.= 2 ANT. MOIST. COND= 2
ALTERNATE NO.= 1 STORM NO.= 3 MAIN TIME INCREMENT = .05
HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH= 1
AREA= .01 SQ MI INPUT RUNOFF CURVE= 60. TIME OF
CONCENTRATION= .50 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0476 HOURS
PEAK TIME MRS) PEAK DISCHARGE(CFS) PEAK
ELEVATION(FEET)
12.20 36.36
(RUNOFF)
-RUNOFF VOLUME ABOVE BASEFLOW -3..66 WATERSHED INCHES, 33.03 CFS-HRS-,
2.73 ACRE-FEET; BASEFLOW = - .00- CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 3i
ADDED TO OUTPUT HYDROGRAPH FILE --
EXECUTIVE CONTROL OPERATION ENDCMP
RECORD ID
+.= COMPUTATIONS COMPLETED FOR PASS 3
EXECUTIVE CONTROL OPERATION ENDJOB
RECORD ID
I- -
TR20 XEQ 04-03-00 15:00 Barnards Creek Yacht Club 2-yr, 10-yr AND 100-yr
PRE-DEVELOPED JOB 1 SUMMARY
REV PC 09/83(.2) PRE-DEV, FILENAME 6759PRE.TXT
PAGE 4
SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL
INSTRUCTIONS IN THE ORDER PERFORMED

(A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS)
VALUES INDICATES A FLAT TOP HYDROGRAPH
A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST
POINT. )
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION
PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME -------------------------
RUNOFF --------------------------------------
. ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION
AMOUNT ELEVATION TIME RATE RATE
(SQ MI) (HR) (HR) (IN) (HR)
(IN) (FT) (HR) (CFS) (CSM)
ALTERNATE 1 STORM 1
STRUCTURE 1 RUNOFF .01 2 2 .05 .0 5.00 24.00
.87 --- 12.23 8.62 615.7
ALTERNATE 1 STORM 2
STRUCTURE 1 RUNOFF . 01 2 , 2 . 05 .0 7.00 24.00
1:8.6 --- 12.22 18.75 v --1339.5
ALTERNATE 1 STORM 3
STRUCTURE- 1 RUNOFF .01 2 -2 ..05 .0 10.00 24.00
3:66 --- 12.20 36.36 2596.9
1 - -
TR20 XEQ 04-03-00 15:00 Barnards Creek Yacht Club 2-yr, 10-yr AND 100-yr
PRE-DEVELOPED JOB 1 SUMMARY
REV PC 09/83(.2) PRE-DEV, FILENAME 6759PRE.TXT
PAGE 5:
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS
AND ALTERNATES
XSECTION/_- DRAINAGE
STRUCTURE AREA STORM NUMBE_RS... . . . . . . . .
ID (SQ MI) 1 2 3
0 STRUCTURE 1 .01
ALTERNATE 1 8.62 18.75 36.36
LEND OF 1 JOBS IN THIS RUN

HANOVER DESIGN SERVICES, PA
LAND SURVEYORS, ENGINEERS,.LAND PLANNERS
319 WALNUT STREET,WILMINGTON, NC 28401
SHEET OF
awuey (o nps n-ur, t�Tpax uj gaa
�50 if-, Al(r
6.7
r.- 4.15
Ilex?A
.S �51f2i9i
Fill
C
419

******************80-80 LIST OF INPUT DATA FOR TR-20
HYDROLOGY******************
JOB TR-20 FULLPRINT SUMMARY
TITLE 001 Barnards Creek Yacht Club 2-YR, 10-YR, AND 100-YR BASIN ROUTING
TITLE 000 ULTIMATE ZONING, FILENAME 6759SWM.TXT
3 STRUCT 02
8 3.0 0.0 0.00
8 4.0 0.1 0.67
8 4.5 0.2 1.02
8 5.0 4.3 1.38
8 5.5 7.6 1.75
8 6.0 37.7 2.23
8 6.3 83.1 3.5
9 ENDTBL
6 RUNOFF 1 01 1 .01 98. .3 1 0 0 1 0
6 RESVOR 2 02 1 2 3.0 1 1 0 1 0
ENDATA
7 INCREM 6 0.050
7 COMPUT 7 01 02 0. 5.0 1.0 2 2 01 01
ENDCMP 1
7 COMPUT 7 01 02 0. 7.0 1.0 2 2 01 02
ENDCMP 1 ,
7 COMPUT 7 01-- 02 0.- 10.0 1. 0 2 2 .. 01 .03
ENDCMP 1 --- -
ENDJOB 2
0* *******END OF 80-80
LIST*******,t***************-*********
TR20 XEQ 04-03-00 -16,31 Barnards Creek Yacht Club 2-YR, 1_0-YR,-. AND 100-
YR BASIN ROUTING JOB 1 PASS 1
REV PC 09/83(.2) ULTIMATE ZONING, FILENAME 6759SWM.TXT
PAGE 1
EXECUTIVE CONTROL OPERATION INCREM
RECORD ID
+ MAIN TIME INCREMENT = .05-HOURS
EXECUTIVE CONTROL OPERATION COMPUT
RECORD ID
+ _ FROM STRUCTURE 1
+ _. TO STRUCTURE 2
STARTING-TIME = - .00 RAIN DEPTH = 5.00 RAIN DURATION= 1.00
RAIN TABLE NO. -2 - ANT_. MOIST. COND= 2
ALTERNATE NO.= 1 STORM NO.= 1 MAIN TIME INCREMENT = .05
HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROCRAPH= 1
AREA= .01 SQ MI INPUT RUNOFF CURVE= 98. TIME OF
CONCENTRATION= .30 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0400 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK
ELEVATION(FEET)

t
12.07 28.80
(RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 4.00 WATERSHED INCHES, 25.81 CFS-HRS,
2.13 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 1,
ADDED TO OUTPUT HYDROGRAPH FILE ---
OPERATION RESVOR STRUCTURE 2
INPUT HYDROGRAPH= 1 OUTPUT HYDROGRAPH= 2
SURFACE ELEVATION= 3. 00
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK
ELEVATION(FEET)
12.50 5.74
5.22
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT =
.05 HOURS DRAINAGE AREA .01 SQ.MI.
3.50 DISCHG .00 .01 .01 .01 .01 .01
.01 .01 .01 .01
4.00 DISCHG .0i .01 .01 . 01 .01 .01
.01 .01 .01 .01-
4.50 DISCHG .01_ .01 .ni .01 .01 ..01
.01 .01 .01 .01-
5.00 DISCHG ._O1 .-01 .01 .01 .01 - 01
.01 .01 .01 .0.1.
5.50 DISCHG .01 = .01 .01 .01 .01 .02
.02 .02 .02 .02
6.00 DISCHG .02 .02 .02 . 02 .02 .02
.02 .02 .02 . .02
6.50 DISCHG .02 .02 .02 .02 .02 .02
.02 .02 .02 .02
7.00 DISCHG .02 .02 .02 .02 .02 .02
.03 .03 .03 .03.
7.50 DISCHG :03 :03 .03 .03 .03 .03.
.03 .03 .03 .03.--
8..00 DISCHG .03- - ..03 .03 . 03 .03 _03
.03 .03 .03 .03.
8.50 DISCHG - ;03 . _ .03 .03 .04 .04 _ .-04
.04 .04 .09 .. .04
9.00 DISCHG .04 .04 .04 .04 .04 .04-
.04 .04 .04 -.04 - -
9.50 DISCHG .04 .04 .05 .05 .05 .05
.05 .05 .05 .05
10.00 DISCHG .05 .05 .05 .05 .05 .05
.05 .06 . 06 .06
10.50 DISCHG .06 .06 .06 .06 .06 .06
.06 .06 .07 .07
1.1.00 DISCHG .07 .07 .07 .07 .07 .07
.08 .08 .08 .08
11.50 DISCHG .08 .08 .09 .09 .09 .10
.11 .13 .14 .17
12.00 DISCHG .20 1.34 2.59 3.69 4.50 5.00
5.33 5.54 5.66 5.72

12.50 DISCHG 5.74 5.73 5.69 5.64 5.57 5.50
5.42 5.34 5.26 5.17
13.00 DISCHG 5.08 4.99 4.90 4.80 4.71 4.62
4.53 4.43 4.34 4.24
TR20 XEQ 04-03-00 16:31 Barnards Creek Yacht Club 2-YR, 10-YR, AND 100-
YR BASIN ROUTING JOB 1 PASS 1
REV PC 09/83 (.2) ULTIMATE ZONING, FILENAME 6759SWM.TXT
PAGE 2
13.50 DISCHG 4.13 4.02 3.92 3.81 3.71 3.61
3.52 3.42 3.33 3.24
14.00 DISCHG 3.16 3.07 2.99 2.91 2.84 2.76
2.69 2.62 2.55 2.49
14.50 DISCHG 2.42 2.36 2.30 2.24 2.19 2.13
2.08 2.02 1.97 1.92
RUNOFF VOLUME ABOVE BASEFLOW = 1.80 WATERSHED INCHES, 11.64 CFS-HRS,
.96 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 2, ALTERNATE 1, STORM 1,
ADDED TO OUTPUT HYDROGRAPH FILE
EXECUTIVE CONTROL OPERATION ENDCMP
RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 1
1
TR20.. XEQ 04-03-00 16:31 Barnards Creek Yacht Club 2-YR, 10-YR, AND 100-
YR- BASIN ROUTING JOB 1 PASS 2-
. ,REV PC 09/83(.2) ULTIMATE ZONING,. FILENAME 6759SWM.TXT
PAGE 3
EXECUTIVE CONTROL OPERATION COMPUT
RECORD ID
+ FROM STRUCTURE 1
+ TO STRUCTURE 2
STARTING TIME _ .00 RAIN DEPTH = 7.00 RAIN DURATION= 1.00
RAIN TABLE NO.= 2 ANT. MOIST. COND= 2
ALTERNATE NO.= 1 STORM NO.= 2 MAIN TIME INCREMENT = .05
HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH= 1

AREA= .01 SQ MI INPUT RUNOFF CURVE= 98. TIME OF
CONCENTRATION= .30 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0400 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK .
ELEVATION(FEET)
12.07 40.44
(RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 5.69 WATERSHED INCHES, 36.73 CFS-HRS,
3.04 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 2,
ADDED TO OUTPUT HYDROGRAPH FILE ---
OPERATION RESVOR STRUCTURE 2
INPUT HYDROGRAPH= 1 OUTPUT HYDROGRAPH= 2
SURFACE ELEVATION= 3.00
PEAK TIME(HRS) PEAK DISCHARGE_(CFS) PEAK
ELEVATION(FEET)
12.29 18.63
5.68-
TIME(HRS). FIRST HYDROGRAPH POINT .00 HOURS TIME INCREMENT =
.05 HOURS DRAINAGE AREA = .01 SQ.MI.
- 2:50 "DISCHG .00 .00 .01 .01 .01 .01
01 -=. .61 .01 .01
3.00 - DISCHG .01 .01 .01= .01 .01 .01
.01 .01 .01 .01
3.50 DISCHG .01 .01 .01 .01 .01 .01
.01 .01 .01 .01
4.00 DISCHG .01 .01 .01 .01 .01 .01
.01 -.01 .01 .02
4.50 - DISCHG .02 . 02 .02 .02 .02 .02
.02 .-02 .02 . 02
5.00:- DISCHG .02 .02 -.02. .02 .02 .02
.02 .02 .02 .02
6.-,50- DISCHG .02 .02 .02 .02 .02 .03
.03 .0-3 - .03 .03
6..OG- DISCHG .03 .03 .03 .03 .03 .03
.03 .03 .03 .03
6.50 DISCHG .03 .03 _.03 .0.3 .03 .03
.03 - -.03 .04 .04
7.00 DISCHG .04 .04 .04 .04 .04 .04
.04 .04 .04 .04
7.50 DISCHG .04 .04 .04 .04 .04 .04
.04 .05 .05 .05
8.00 DISCHG .05 .05 .05 .05 .05 .05
.05 .05 .05 .05
8.50 DISCHG .05 .05 .05 .05 .06 .06
.06 .06 .06 .06
9.00 DISCHG .06 .06 .06 .06 .06 .06
.06 .06 .07 .07
9.50 DISCHG .07 .07 .07 .07 .07 .07
.07 .07 .07 .07

10.00 DISCHG .08 .08 .08 .08 .08 .08
.08 .08 .08 . 08
10.50 DISCHG .09 .09 .09 .09 .09 .09
. 09 .10 .10 .10
11.00 .DISCHG .10 .10 .11 .11 .12 .12
.12 .13_ .13 .14
11.50 DISCHG .14 .15 .15 .16 .17 .19
.33 1.14 2.12 3.33
12.00 DISCHG 4.66 5.89 7.12 11.48 16.13 18.26
18.61 17.92 16.70 15.24
12.50 DISCHG 13.75 12.31 11.00 9.84 8.83 7.96
7.54 7.43 7.31 7.19
13.00 DISCHG 7.06 6.94 6.81 6.68 6.55 6.43
6.30 6.17 6.05 5.93
13.50 DISCHG 5.80 5.68 5.56 5.45 5.33 5.22
5.11 5.00 4.89 4.78
1
TR20 XEQ 04-03700 16:31 Barnards Creek Yacht Club 2-YR, 10_-YR, AND 100-
YR BASIN ROUTING JOB 1 PASS 2
REV PC 09/83(.2) ULTIMATE ZONING, FILENAME 6759SWM.TXT
PAGE 4
14.00 DISCHG 4:68 4.58 4.48 4.38 4.28 4.16
4.05 3.91 3.8.3 - 3.73
14.50 DISCHG 3.63 3.53 3.44 3.34- _ 3-.-25. 3.17
3.08 3.00 27-.92 2.85
RUNOFF VOLUME ABOVE..BASEFLOW = 3.34 WATERSHED INCHES, 21.58 CFS-HRS,
1.78 ACRE-FEET; BASEFLOW = .00 CFS -
--- HYDROGRAPH FOR STRUCTURE 2, ALTERNATE 1, STORM 2,
ADDED TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL _OPERATION ENDCMP
RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 2
1
TR20 XEQ 04-03-00 16:31 Barnards Creek Yacht Club 2-YR, 10-YR, AND 100-
YR BASIN ROUTING JOB 1 PASS 3
REV PC 09/83(.2) ULTIMATE ZONING, FILENAME 6759SWM.TXT
PAGE 5
EXECUTIVE CONTROL OPERATION COMPUT
RECORD ID

+ FROM STRUCTURE 1
+ TO STRUCTURE 2
STARTING TIME _ .00 RAIN DEPTH = 10.00 RAIN DURATION= 1.00
RAIN TABLE NO.= 2 ANT. MOIST. COND= 2
ALTERNATE NO.= 1 STORM NO.= 3 MAIN TIME INCREMENT = .05
HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH= 1
AREA= .01 SQ MI INPUT RUNOFF CURVE= 98. TIME OF
CONCENTRATION= .30 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0400 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK
ELEVATION(FEET)
12.07 57.86
(RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 8.23 WATERSHED INCHES, 53.12 CFS-HRS,
4.39 ACRE-FEET; BASEFLOW _= .00 CFS
--- HYDROGRAPN FOR STRUCTURE 1, ALTERNATE 1, STORM 3,
ADDED TO OUTPUT HYDROGRAPH-FLLE_ ---
OPERATION RESVOR STRUCTURE- -2
INPUT HYDROGRAPH= 1 OUTPUT HYDROGRAPH= 2
SURFACE ELEVATION=- 3._00
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK_
ELEVATION(FEET)
12.21 38.81
6.01
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT "=-
.05 HOURS DRAINAGE AREA .= .01 SQ.MI.
1.50 DISCHG .00 .06 .00 .00 .00 .00
.00 .00 .00 Al
2.00 DISCHG .01` .01 .01 .01 .01 .01 .
.01 .01 .01 .01 -
2.50 DISCHG ..01 .01 .01 .01 ..01 - .01-
.01 .01 .01 .01
3.00 DISCHG .01 .01 .01 .01 .01 Al
.02 .02 .02- _ .02
3.50 DISCHG .02 .02 .02 .02 .02 .02
. 02 .02 .02 .02
4.00 DISCHG .02 .02 .02 .02 .02 .62
.02 .02 .03 .03
4.50 DISCHG .03 .03 .03 .03 .03 .03
.03 .03 .03 .03
5.00 DISCHG .03 .03 .03 .03 .03 .03
.04 .04 .04 .04
5.50 DISCHG .04 .04 .04 .04 .04 .04
.04 .04 .04 . 04
6.00 DISCHG .04 .04 .04 .05 .05 20:5
.05 ,05 .05 .05

r
6.50 DISCHG .05 .05 . 05 .05 .05 .05
.05 .06 .06 .06
7.00 DISCHG .06 .06 .06 .06 .06 .06
.06 .06 .06 .06
7.50 DISCHG .06 .01 .07 .07 .07 .07
.07 .07 .07 .07
8.00 DISCHG .07 .07 .07 .07 .08 .08
.08 .08 .08 .08
8.50 DISCHG . 08 .08 .08 . 08 .08 .09
.09 .09 .09 .09
9.00 DISCHG .09 .09 .09 .09 .09 .10
.10 .10 . 10 .10
9.50 DISCHG .10 .11 .11 .11 .11 .12
.12 .12 .12 .13
10.00 DISCHG .13 .13 .13 . 14 .14 .14
.14 .15 .15 .15
10.50 DISCHG .16 .16 .16 .17 .17 .17
._18 .18 .19 .19
11.00 DISCHG .20 .20 .40 .59 .79 .98
1.17 1.36 1.55 1.74
11.50 DISCHG 1.94 2.1-5 2.41 2.77 3.28 3.92
4.62 5.38 6.35 7. 60
12.00 DISCHG 17.10 25,.88 33.04 37.69 38.76 38.43
3.6.59 33.31 29.80 26.36 -
12..50 DISCHG 23.17 20.31_ 17.82 15.68 13.87 12.34_
11.05 9.97 9.06 8.28
TR20 XEQ 04-03-00 16:31 Barnards .Creek Yacht Club 2-YR, 10-YR, AND 100-
YR BASIN ROUTING JOB 1 PASS 3
REV PC 09/83( .2) ULTIMATE ZONING, FILENAME 6759SWM.TXT
PAGE 6
13.00 DISCHG 7.61 7.51 _. 7.42 7.32 7.22 7.11
7.00 - 6.90 6.79 6.68
13.50 DISCHG 6.57 6.46 = --6.35 6.24 6.13 6.02
5..91 , 5.81 5.70 5.60
14.00 DISCHG 5.49 5.39 5.29 5.19 5.09 5.00
4:91 ' 4.81 4.72 4.63 _
14.50 DISCHG 4.55 4�46 4.37 4.29 4.18 4.08 -
3.98 3.88 3.79 3.70
RUNOFF VOLUME ABOVE BASEFLOW = 5.74 WATERSHED INCHES, 37.03 CFS-HRS■
3.06 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 2, ALTERNATE 1, STORM 3.,
ADDED TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP
RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 3

EXECUTIVE CONTROL OPERATION ENDJOB
RECORD. ID
1
TR20 XEQ 04-03-00 16:31 Barnards Creek Yacht Club 2-YR, 10-YR, AND 100-
YR BASIN ROUTING JOB 1 SUMMARY
REV PC 09/83 (.2) ULTIMATE ZONING, FILENAME 6759SWM.TXT
PAGE 7
SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL
INSTRUCTIONS IN THE ORDER PERFORMED
(A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS)
VALUES INDICATES A FLAT TOP HYDROGRAPH
A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST
POINT.-)
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION
PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME -------------------------
RUNOFF ------ -----
ID" OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION
AMOUNT - ELEVATION TIME RATE RATE '
(SQ MI) (HR) '-(HR) (IN) (HR)
(IN) -(FT) (HR) (CFS) (CSM)
ALTERNATE 1 STORM 1
STRUCTURE -1 RUNOFF .01 2 2 .05 .0 5.00 24. 00
4.00 --- 12.07 28.80 2880.0
STRUCTURE 2- RESVOR .01 2 2 .05 0 5.00 24.00
1.60 _ 5:22 12.50 5.74 574..-1
ALTERNATE 1 STORM 2
STRUCTURE 1-. RUNOFF. .01 2 2 .-05- .0 7.00 24.00
5.69 _ --- 12.07 40.44 4043.8
.STRUCTURE- 2 --RESVOR .01 2 2 .05 .-0 7.00 24.00
3-.34 - - 5.68 12.29 18.63 1862.8
ALTERNATE 1 STORM 3
STRUCTURE 1 RUNOFF .01 2 2 .05 .0 10.00 24.00
8.23 --- 12.07 57.86 5786.3
STRUCTURE 2 RESVOR .01 2 2 .05 .0 10.00 24.00
5.74 • 6.01 12.21 38.81 3880.6
1

TR20 XEQ 04-03-00 16:31 Barnards Creek Yacht Club 2-YR, 10-YR, AND 100-
YR BASIN ROUTING JOB 1 SUMMARY
REV PC 09/83(.2) ULTIMATE ZONING, FILENAME 6759SWM.TXT
PAGE 8
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS
AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS. . . . . . . . . .
ID (SQ MI) 1 2 3
0 STRUCTURE 2 .01
ALTERNATE 1 5.74 18.63 38.81
0 STRUCTURE - 1 .01
ALTERNATE 1 28. 80 40.44 57.86
LEND OF 1- JOBS IN THIS RUN

HA- NOVER DESIGN SERVICES, PA
LAND SURVEYORS, ENGINEERS, LAND PLANNERS
319 WALNUT STREET, WILMINGTON, NC 28401
SHEET OF
I"
i

EROSION CONTROL CALCULATIONS
for
BARNARDS CREEK YACHT CLUB
prepared for
Barnards Creek LLC
RECEIVED
APR 0 6 2000
_ WQ -
PROJ# �I ) CD�
p CARp�
N x
�FESSIpz", I
SEAL
Hanover Design Services, P.A. 2OWt
319 Walnut Street
Wilmington, NC 28,101 MD efi

EROSION AND SEDIMENT CONTROL PLAN
Barnards Creek Yacht Club
for Barnards Creek LLC
March, 2000
NARRATIVE
NOTE: To be reviewed in conjunction with "Sediment Control
and Water Quality Plan of Barnards Creek Yacht Club", Hanover
Design Services, P.A. , Drawing No. 6759ESC1-DH.
PROJECT DESCRIPTION -
The purpose of this project is to construct a marine
oriented boat storage condominium and the associated
development infrastructure. The Erosion and Sediment Control
Plan is- to. identify measures to be implemented. to control
erosion during construction of the roadway, utilities, and
land grading associated with this development.
- The -site is bordered on the north by industrial, on the
west by the -Cape Fear River, on the east by. - River -Road and
the south by . Barnards Creek, as per the- attached. ESC- Plan.
The project -is located in New Hanover County, -near-.the City
of . Wilmington, and is approximately 11 .9 acres- in- size, of
which about 10. 6 acres are proposed to be disturbed. The
site has. rolling to flat topography.
SOILS -
The so ls . in the project area are primar*-ly: Baymeade
and Dorovdn, = also "Borrow Pit" (Be, Do and: SPY, sands that
are poorly_- drained, rapidly permeable,. with .-.erosi_on "K"
factors of 0 .- 10. The hydrologic classification of the soil
is .A and D. Due to the topography and the amount of. proposed
impervious, reverse crown roadway sections-..and a drop inlet
system will--be the -primary means of stormwater -transport, to
a proposed - on=site drainage pond/basim, as per plan
6759ESC1-DH.
(Soils Map attached)

HANO
CAROLINA - SHEET NUMBER 22 S19 UTSTFEET pA
WILMINOTON NO 2M J
(Joins sheet 18) 161 ann FEET
_ AY 0�5 t 4 r5•1 r W
Kr oUr
1> �
4 4�• jr 421 m
! t Wa
z Ur s „ ;�„ n r �rf z •_ Ur
f43�UT6 W.MNGTQN ;
� l
} .dry" ••
xT �S 1 ice! a •�
; .d
i Be
Wa
Vie•
�ePa,i >rt
kr
Ur
y ra t` Rm• - -
�•- „ra ....�- Ur JO N e`
c
BpUr
L Kr
r w No
r
Ur
M
JC
Bp
s� �Cr
JO
Nh
TM i$ t
=T -
(Joins inset)

PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
1 . TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice 6 . 06
Shall be installed at the entrance of the proposed
project from the existing roadway. Drainage should be away
from the road and Sedimentation will be controlled with
downstream practices. During- wet weather it may be necessary
to wash truck tires at this location.
2. LAND GRADING
Practice 6. 02 = -
Grading should be limited- to areas as shown on the -
Plans. Cut and fill slopes shall be 3: 1 or flatter except
where specifically- indicated. Care shall be taken during,_ ..
land grading activitie-s not to damage existing trees that -
are identified as "to be preserved" .
3. SEDIMENT FENCE
Practice 6. 62
Sediment fencing should be - installed as shown on the
Plan, to delineate. and -protect. low areas, and around any-
temporary stockpile areas as -necessary to prevent any graded
interior areas from eroding -onto adjacent_ lands or roadway,
or into wetlands.
4. OUTLET STABILIZATION
Practice 6.41
Riprap aprons will be located at the downstream end of
all discharge pipes to prevent scour.
5. CONSTRUCTION ROAD STABILIZATION
Practice 6. 80

Upon reaching final grade and after utilities have been
installed, parking areas are to be stabilized by placing
sub-base course of approved stone, as shown in the typical
street cross-section detail on the Plan, to reduce erosion
and dust during the remainder of building construction_.
6. SEDIMENT BASIN
Practice 6. 61
The Sediment Basin is to be constructed first (see
Construction Schedule) and is the primary Practice to
prevent sediment from leaving the site. Detailed design and
spillway configurations are specified in the CALCULATIONS
section of the narrative. The PVC outlet is to be blocked
during sedimentation function (or not installed) until
entire watershed is permanently stabilized and pond is
converted to permanent stormwater management detention /
retention function.

CONSTRUCTION SCHEDULE -
Indicated on Plan
1 . Obtain approval of Plan and .any necessary permits, and hold
a pre-construction conference prior to commencing any work.
2 . Flag work limits and stake-out roadway, primary ditches, and
Sediment Basin for preliminary grading.
3. Install Gravel Construction Entrances .
4 . Install Sediment Basin as shown on Plan prior to clearing
and grubbing site.
5. Construct ditches and any other sediment control Practices
- . shown-, -prior to rough grading -roadways -and-.s-ite, stockpiling
material and topsoil as necessary.
6. ---Install utilities in roadway, establish- final road grades
and- stabilize road and parking areas with stone base course.
7. Final- grade building sites, install non-municipal utilities
as needed, and vegetatively stabilize areas where building
construction is not imminent.
8 .- All ... erosion and sediment control Practices are to be
inspected weekly and after any . rainf.al_l, and repaired as
.necessary.
9. Upon completion of building construction,- the roadways are
to -_be -paved and all areas permanently vegetatively
_ stabilized. After site stabilization, temporary. measures are
to -be removed and the Sediment- Basin cleaned to its original
design contours, if , necessary, and riser structures or
orifaces opened, so as to function as a stormwater
management / water quality retention pond.

MAINTENANCE PLAN -
Indicated on Plan
1 . All measures to be inspected weekly and after any rainfall
event and needed repairs made immediately.
2 . Sediment Basin to be cleaned out when the level of sediment
reaches 5. 6' below water level. Riser structure to be
cleaned if excess water above design surface no longer
drains properly.
3 . Sediment to be removed from swales . when they are
approximately 50% filled or sediment level is within 1 ' of
top of swale bank.
4 . Sediment- to be removed from behind _the _ any"-Silt Fence and
Inlet- protection devices when it becomes 0..�5' deep.- Fencing
and inlet protection to be repaired as -needed to. maintain a
ba-rri.er. - _
5. All seeded areas shall be fertilized, mulched, and re-seeded
as necessary, according to specifications provided, to
maintain a suitable vegetative cover.
VEGETATIVE PLAN -
1 . Permanent vegetation to be established in accordance with
"North Carolina. Erosion and Sediment Control -Planning and
Design Manual", Section 6.11, latest version.

Temporary Gravel Construction Entrance/Exit
Specification# 6.06
Construction Specifications
1. Clear the entrance and exit area of all vegetation,roots and other objectionable material and
properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans and smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable outlet. -
4 Use geotextile fabrics because they improve stability of the foundation in locations subject to
seepage or high water table.
Maintenance
Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction
site. This may require periodic topdressing with 2-inch stone. After each rainfall,inspect any
structure used to trap sediment and clean it out as necessary.Immediately remove all
- - _objectionable materials spilled,washed,or tracked onto.public roadways. - - -
= ---

Permanent Stream'Crossing
Specification# 6.71
Construction Specifications
1.Keep clearing and excavation of the stream banks and bed and approach
sections to a minimum.
2.Divert all surface water from the construction site onto undisturbed areas
adjoining the stream.Line unstable stream banks with riprap or otherwise
appropriately stabilize them.
-_ I Keep stream crossing at right angles to the stream flow.This is particularly
important when culverts are used. -
4.Align road approaches with the centerline of the crossing for a minimum -
distance of 30 feet. Raise bridge abutments and culvert fills a minimum of 1
ft above the adjoining approach sections to prevent erosion from surface
runoff and to allow flood flows to pass around the structure. _.
_ 5.Ensure that bypass channels necessary to dewater the crossing site are stable - - -
before diverting the stream.Upon completion of the crossing,fill,compact, -
and stabilize the bypass channel appropriately.
6:Install protective ground covers-to provide perrnarient.erosion protection and
nnprove visual quality but not interfere Wi li driver site_distance from = -
roadway-
7 _
-Ensure that permanent measures needed#o.:control�Drosioh;from road water =
-- - - funoff(such as riprap and paved channels;,javed;ilumes,oc f iprap outlet
- protection)meet all construction requiremenq for those practices.
Maintenance
Inspect permanent stream crossings periodically and after major storms to check
for channel blockage,erosion of abutments, channel-degradation,riprap -
displacement,slope failure, and piping.Make all needed repairs immediately to
prevent further damage to the installation.

Grass-Lined Channels
Specification# 6.30
Construction Specifications
1. Remove all trees,brush,stumps,and other objectionable material from the foundation area
and dispose of properly.
2. Excavate the channel and shape it to neat lines and dimensions shown on the plans plus a 0.2
ft overcut around the channel perimeter to allow for bulking during seedbed preparations and
sod buildup.
3. Remove and properly-dispose of all excess soil so that surface water may enter the channel
freely.
4. The procedure used to establish grass in the channel will depend upon the severity.of the
conditions and selection of species. Protect the channel with mulch or a temporary-liner
sufficient to withstand anticipated velocities during the establishment period(Appendix
8.05). _
-Maintenance.
.During the establishment:period,check grass-lined channels.after-every rainfall.•`Atter.grass is
established,periodically check-the-channel;check it after every heavy rainfall event.Immediately _
make repairs. It is.particularlx�important to check the channel outlet and all roa4upstings for
bank stability and evidence of piping-'dr scour holes. Remove all significant sedifti6t -- -
accumulations to mamtain_the designed carrying capacity.-Keep-the grass.in a heal*vigorous - -
condition at all times,since it lithe primary erosion protection for the channel(Practi.ee-6.11.;= -
Permanent Seeding);

Construction Road Stabilization
�} Specification# 6.80
Construction Specifications
1. Clear roadbed and parking areas of all vegetation,roots and other objectionable material
2. Ensure that road construction follows the natural contours of the terrain if it is possible.
3. Locate parking areas on naturally flat areas if they are available. Keep grades sufficient for
drainage but generally not more than 2 to 3%.
4: Provide surface drainage,and divert excess runoff to stable areas'by using water bars or
turnouts(References:Runoff Control Measures).
5. Keep.cuts and fills at 2:l'or flatter for safety and stability and to facilitate establishment of
vegetatiori_and maintenance.
6. Sprea �a b-inch course of"ABC"crushed stone evenly over the-full width of the.road and
smooth to avoiddepressions.
_ 7. Mere seepage-areas or seasonally wet areas must be crossed,install.subsurface drains or
geotext le uric cloth before placing the crushed stone(Practice-6.8 1,Subsurface Drain).
8 -- Vegetate all roadside ditches,cuts,fills and other disturbedareas-or otherwise appropriately
-stabil;ze As_soowas-gra_dmg is complete(References: Surface S*ili�atiQnf
9 Pro de Ppropnate sediment control measures to prevent-off-.site sedimentation.
2.
Maintenante - — - _ - - -
Inspect construction.roads and parking areas periodically for condition-of surface. Topdress with
new gravel as-needed.-Check road ditches and other seeded areas for erosion and sedimentation
after runoff-producing rains. Maintain all vegetation in a healthy,vigorous condition. Sediment-
producing areas should be treated immediately.

Fabric Drop Inlet Protection(Temporary)
Specification# 6.51
Construction Specifications
1. As synthetic fabric,use a pervious sheet of nylon,polyester,or ethylene yarn—extra strength
(501b/1 inch minimum)that contains ultraviolet ray inhibitors and stabilizers. Fabric should
be sufficiently porous to provide adequate drainage of the temporary sediment pool. Burlap
may be used for short-term applications. It must be replaced every 60 days.
2. Cut fabric from a continuous roll to eliminate joints.
3. For stakes;use,2 x 4 inch wood(preferred)or equivalent metal with a minimum length of 3ft.
4. ..Space-stakes-evenly around the perimeter of the inlet a maximum of_3A.apart,-and securely
drive them into the ground,approximately 18 inches deep.
-.5. -To provide needed stability to the installation,frame with 2 x 4-inch wood strips around the
=crest of the overflow area at a maximum of 1.5 ft above the drop inlet-crest.
6. -Place the-bottom 12 inches of the fabric in a trench and backfill the trench with at-least 4
inches of crushed stone,or 12 inches of compacted soil.
Y-7:: Fasten fabric securelyto the stakes and frame. Joints must be overlapped.�to:the next stake..-
" -- 8 -The top of the.fiame and-fabric must be well below the-ground_elevation downslope from the
=drop inlet to keep runoff from bypassing the inlet. It maybe nece sari►-to build-a temporary
:dike on_the down slope side of the structure to prevent bypass flow: Material`from within the
- ,edurieritp601 may be used for diking.
-= Maintenance-
Inspect the fabric barrier after each.rain and make repairs at needed.
Remove sediment from the pool area as necessary to provide adequate_storage volume for the
next rain.Take care not to damage or undercut the fabric during sediment removal.-
When the contributing drainage area has been adequately stabilized,remove all-materials and any
unstable sediment and dispose of them properly. Being the disturbed area to the grade-of the drop
inlet.and smooth and compact it. Appropriately stabilize all bare areas around the inlet.

Outlet Stabilization'Structure
Specification# 641
Construction Specifications
1 Ensure that the subgrade for the filter and riprap follows the required lines and grades shown
in the plan. Compact any fill required in the subgrade to the density of the surrounding
undisturbed material. Low areas in the subgrade on undisturbed soil may also be filled by
increasing the riprap thickness.
2. The riprap and gravel filter must conform to the specified grading limits shown on the plans.
- 3. Filter cloth,when used,must meet design requirements and be properly protected from
- = punching or tearing during-installation.-Repair.any damage by removing the riprap and
placing another piece of filter cloth over the damaged area. All connecting joints should
- overlap a minimum of 1 ft. If the damage is extensive,replace the entire filter cloth.
-4. Riprap may be placed by equipment,but take care to avoid damaging the filter.:
5. The minimum thickness of the riprmg should be 1.5 times the maximum stone diameter.
6. Riprap may-be field stone or-rough quarry stone. It should be hard,angular,-highly-weather-- _
resistant and well graded. - - -
7. Construct the apron on zero grade with no roverfall-at the end. Make the top of the riprap at -
_ = the downstream end.level with_the receiving are or.slightly below it. -
q"- f 7 : S. Ensure that the apron is properly aligned.with the receiving stream and preferably straight
throughout its length. If a curve is needed to fit site conditions,place it in the upper section
of the apron. - - - -
9. Immediately after construction,stabilize all disturbed areas with vegetation(Practice 6.10, _. s
Temporary Seeding,and 6.11,P_ermanenf Seeding).-
Maintenance
Inspect riprap outlet structures-after heavy rains to see if any erosion around or below the riprap
has taken place or if stones.have been dislodged. Immediately make all needed repairs.to-prevent-
further damage. -

Land Grading
Specification# 6.02
Construction Specifications
1. Construct and maintain all erosion and sedimentation control practices and measures in
accordance with the approved sedimentation control plan and construction schedule.
2. Remove good topsoil from areas to be graded and filled,and preserve it for use in finishing
the grading of all critical areas.
3. Scarify areas to be topsoiled to a minimum depth of 2 inches before placing topsoil(Practice.
6.04,Topsoiling). -
4. Clear and grub areas to be filled to remove trees,vegetation,roots,or other objectionable
material that would affect the planned.stability of the fill.
5. Ensure that fill material is free of brush,rubbish,rocks,logs,stumps,building debris,and
other materials inappropriate for constructing_stable fills. _
6. Place all fill in layers not to exceed-9.inches in thickness,and compact the layers as required
to reduce erosion,slippage;-settlement,or other related problems.
- 7. Do not incorporate frozen material or soft,mucky;or highly compressible materials into fill
_ slopes. - -- -
S. Do not place fill on a frozen foundal"ion :due to possible subsidence and slippage.
ry -
_ 9. Keep diversions and other watgr_'copveyarice measures free of sediment during all phases of
development.
10. Handle seeps or springs encountered during-construction in accordance with approved - -
methods(Practice 6.81,Subsurface Drain).-
11. Permanently stabilize all graded areas immediately after final grading is completed on each
area in the grading plan.Apply temporary stabilization measures on all graded areas when
work is to be interrupted or delayed for 30 working days or longer.
12. Show topsoil stockpiles,borrow areas,-and-spoil areas on the plans, and make sure they are
adequately protected from erosion.Include final stabilization of these areas in the plan.
Maintenance
Periodically check all graded areas and the supporting erosion and sedimentation control
practices,especially after heavy rainfalls.Promptly remove all sediment from diversions and
other water-disposal practices.If washouts or breaks occur,repair them immediately.Prompt
maintenance of small eroded areas before they become significant gullies is an essential part of an
effective erosion and sedimentation control plan.
1

Sediment Fence(Silt Fence)
Specification 662
Construction Specifications
MATERIALS
1. Use a synthetic filter fabric or a pervious sheet of polypropylene,nylon,polyester,or
polyethylene yarn,which is certified by the manufactures~or supplier as conforming to the
requirements shown in Table 6.62b..
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to provide
minimum of.6 months of expected usable construction life at a temperature range of 0 to
120°F. -
2.Ensure that-posts for-sediment fences are either 4-inch diameter piney 2-inch diameter oak, or
1.33Ib/linear ft steel with a minimum length of 4 ft.Make sure that steel posts have
projections to facilitate fastening the fabnc.-
3.For reinforcement of standard strength filter fabric,use_wire fence with a minimum 14 gauge
- and'a maximum mesh spacing of 6 inches.
Table 6:62b
Specifications For_ - -
11 Sediment Fence Fabric
Physical Propert - = Requirements -
Filtering-Effciericy = 85%(mm)
Tensile Strength at.` Standard Strength
20%(max:)Eldngation. " 301b/lin in(mini)
Extra Strength-
50 lb/lin in.(nun) - -
Slurry Flow Rate 0.3 gal/sq ft/min(min)
CONSTRUCTION
1. Construct the sediment-barrier of standard strength or extra strengthsynthetic filter fabrics:
2. Ensure that the height of the sediment fence does not exceed 18 inches above the ground
surface. (Higher fences may impound volumes of water sufficient to cause failure of the
structure.)
3. Construct the fitter fabric from a continuous roll cut to the length of the barrier to avoid
joints.When joints are necessary,securely fasten the filter cloth only at a support post with
overlap to the next post.

i 4. Support standard strength filter fabric by wire mesh fastened securely to the upslope side of
the posts using heavy duty wire staples at least 1 inch long,or tie wires.Extend the wire mesh
support to the bottom of the trench.
5. When a wire mesh support fence is used,space posts a maximum of 8 ft apart. Support posts
should be driven securely into the ground to a minimum of 18 inches.
6. Extra strength filter fabric with 6ft post spacing does not require wire mesh support fence.
Staple or wire the filter fabric directly to posts. <<
7. Excavate a trench approximately 4 inches wide and 8 inches deep along the proposed line of
- posts and upslope from the barrier(figure 6.62a). =
8: ..BacKillthe trench with compacted soil or gravel placed over-the_filterfabric. -
9. Do not attach filter fabric to existing trees.
Mainfenance = -
Inspect.sediment fences at least once a week and after each rainfall.Make any required
repairs immediately. --
Should the fabric of a sediment fence collapse,tear,decompose or be_com6-ineffective,
l replace it promptly:Replace burlap every 60 days.
4l i Ovo: esliment deposits as necessary to provide adequate s brage volume for the next rain
and to a ucc#f6ssure on the fence.Take care to avoid undern mg"the fen a during cleanout.
;_Re materials and unstable sediment deposits and brij.the area tcy grade and
stabilize it-atter"the-contributing drainage area has been properly stabilized.-

Sediment Basin
} Specifications# 661
Constguetiora Specifications
1. Site preparations—Clear,grub and strip topsoil from areas under the embankment to remove
trees,vegetation,roots and other objectionable material. Delay clearing the pool area until
the dam is complete and then remove brush,trees and other objectionable materials to
facilitate sediment cleanout. Stockpile all topsoil or soil containing organic matter for use on
the outer shell of the embankment to facilitate vegetative establishment. Place temporary
sediment control measures below the basin as needed. -
2.- Cut-off trench—Excavate a cut-off trench along the centerline of the earth fill embankment.
.Cut the trench to stable soil material,but in no case make it less than-2 ft.deep. The cut-off
trench must extend into both abutments to at least the elevation of the riser crest. Make the
minimum bottom width wide enough to permit operation of excavation and compaction
equipment but in no case less than 2 ft. Make side slopes of the trench no steeper than 1:1.
-Compaction requirements are the same as those for the embankment. -Keep the trench dry
during backfilling and compaction operations.
3. Embankment=Take fill material from the approved areas shown on the plans. It should be
clean-mineral"soil,free of roots,woody vegetation,rocks and other,objectionable material.
_ Scarify areas on which fill is be placed before placing fill.h6 f ll material mush contain
- sufficient_moisture so it can be formed by hand into a ball without crumbling: If water can be
squeezed out ofthe-ball,it is too wet for proper-oompacton.Place fill material-in-6 to 8-inch
Y - -continuous layers over the entire length of the f ll.area aril then compact it.. Compaction may
-_ be obtained by routing the construction hauling egtupinent over the fill so that the entire
,surface of each layer is traversed by at least.one wheel 9rread tuck of the heavy equipment,
or a compactor may be used. Construct the embanlanent to.an elevatio_n.1:0%o higher than the
=- = design:height to allow for settling. -
4 Conduit spillways—Securely attach the riser to the barrel or barrel stub to make a-watertight
structural connection:- Secure all connections between barrel:sections by approved watertight
assemblies. Place the barrel and riser on a firm, smooth foundation of impervious soih Do
not use pervious.material such as sand,gravel, or crushed stone as backfill around the pipe
or-anti-seep collars._ Place the fill material around the pipe spillway in 4-inch layers.and
compact it under and around the pipe to at least the same density as the adjacent
embankment. Care must.be taken no to raise the pipe from firm contact with-its foundation
when compacting under the pipe haunches.
Place a minimum depth of 2ft..of hand-compacted backfill over the pipe spillway before
crossing it with construction equipment. Anchor the riser in place by concrete or other
satisfactory means to prevent flotation. In no case should the pipe conduit be installed by
cutting a trench through the dam after the embankment is complete.
S. Emergency spillway—Install the emergency spillway in undisturbed soil.The achievement of
planned elevations,grade,design width, and entrance and exit channel slopes are critical to
the successful operation of emergency spillway.

6. Inlets—Discharge water into the basin in a manner to prevent erosion. Use diversions with
outlet protection to divert sediment-laden water to the upper end of the pool area to improve
basin trap efficiency(References:Runoff Control Measures and Outlet Protection).
7. Erosion control---Construct the structure so that the disturbed area is minimized. Divert
surface water away from bare areas. Complete the embankment before the area is cleared.
Stabilize the emergency spillway embankment and all other disturbed areas above the crest of
the principal spillway immediately after construction(References: Surface Stabilization).
8. Safety—Sediment basins may attract children and can be dangerous. Avoid steep side slopes,
and fence and mark basins with warning signs if trespassing is likely. Follow all state and
local requirements.
Maintenance
Check sediment basins after periods-of significant runoff. Remove sediment and restore the"basin
to its original dimensions-when sediment.accumulates to one-half the design depth. -
Check the embankment,spillways,and-outlet for-erosion damage, and inspect-the embankment = =
for piping and settlement. Make,all neee_ssary repairs immediately. Remove all trash and'other
debris from the riser and pool,area.
1

Temporary Seeding
Speaffrcation# 6.10
Specirications
Complete grading before preparing seedbeds and install all necessary erosion control
practices, such as dikes,waterways and basins. Minimize steep slopes because they
make seedbed preparation difficult and increase the erosion hazard. If soils become
compacted during grading, loosen them to a depth of 6-8 inches using a ripper, harrow, or
chisel plow.
Seedbed Preparation _
Good seedbed.preparation is essential to successful plant establishment. .A good-seedbed
is well-pulverized;loose arid uniform. Where hydroseeding methods-are used,--the--.-..
surface may be lift with a more irregular surface of large clods and stones. -
Liming-Apply lime according-#o soil test.recommendations. If the pH(acidity)'of the-
soil is not known, an application f-ground agricultural limestone at the rate of 1 to 1.'/�
tons/acre on coarse-textured.soilsLLand 2-3 tons/acres on fine-textured soils is usually . = -
sufficient. Apply-limestone-uniformly and incorporate into the top 4-6 inches of soil
Soils with a pH of 6 0 highier__need not be_limed.
Fertilizer-Base-application rates on soil tests. When these are not possible,_apply a10-
10-10 grade fertilizer at700-rOQO lb.1acre. Both fertilizer and lime'should-be _ - -
incorporated into'the-top 4-6-inches of soil: If a hydraulic seeder is used, do-not mix-seed
and fertilizer more thai30 minutes before application.
Surface roughening-If recent-tillage operations have resulted in a loose surface;
additional roughening may not be-re qui red except to break up large clods. If rainfall'
cuses the surface to become sealed or crusted, loosen it just prior to seeding by disking;
raking, harrowing, or other suitable methods, Groove or furrow slopes steeper than 3:1 on
the contour before seeding(Practice-6:03,-Surface Roughening).
Plant Selection
Select an appropriate species or species mixture from Table 6.1Oa, for seeding in late
winter and early spring, Table 6.1Ob for summer, and Table 6.1Oc for fall..

Seeding
Evenly apply seed using a cyclone seeder(broadcast), drill, cultipacker seeder, or
hydroseeder. Use seeding rates given in Table 6.10a-6.10c. Broadcast seeding and
hyroseeding are appropriate for steep slopes wher equipment cannot be driven. Hand
broadcasting is not recommended because of the difficulty in achieving a uniform
distribution.
Small grains should be planted no more than 1 -inch deep, and grasses and legumes no
more than t/2-inch. Broadcast seed must be covered by raking or chain dragging, and then
lightly-firmed with a roller or cultipacker. Hydroseeded mixtures should include a wood
fiber(cellulose) mulch.
Mulching
The use-of an appropriate mulch will help ensure establishment-under normal conditions
and is essential to seeding success under harsh site condition(Practice 6.14,Mulching).
Harsh-site conditions include: r
-seeding in fall for winter cover(wood fiber mulches are not considered adequate for this
use),
- -slopes..iteeper than-3:1,
excessively:hbi or dry weather, -
- -. adverse-sotls(shallow;rocky, or high-in_clay_or sand),.-and
-areasxeceiving-concentrated flow. - -
If the aiea tabe`mulched is subject to concentrated waterflow,-ag-incharirels, anchor
mulch with'netting practice 614,Mulching). - -- -
Table 6.10c
Temporary. Seeding Recommendation for Fall
Seeding mixture
Species-Rye(grain)
Rate(lb/acre) - 120 - -
Seeding dates-Coastal Plain and Piedmont-Aug I5 -Dec.30
Soil amendments-Follow soil tests or apply_2,000 lb./acre ground agricultural limestone
and 1,000 lb/acre 1040-10 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-Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March, if it is necessary to extend temporary cover beyond June 15,
overseed with 50 lb/acre Kobe(Piedmont and Coastal Plain)

Table 6.10a
Temporary Seeding Recommendation for Late Winter and Early Spring
Seeding mixture
Species-Rye(grain), Annual lespedeza(Kobe in Piedmont and Coastal Plain
Rate(lb/acre)- 120
Omit annual lespedeza when duration of temporary cover is not to extend beyond rune
Seeding dates-Coastal Plain—Dec. 1 — Apr. 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 4,000lb/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
`achoring tool.
.'1Viaritenance-Refertilize if growth is not fully adequate: Reseed refertilize and mulch
immediately following erosion or other damage.
Table 6,10b
-Temporary Seeding Recommendations for Summer .
_ -
Seedit mixture -
- . _ -._-_Species=German-millet =
`- Ra @bjacre)-40 _
r$eedmg dates-Coastal Plain-Apr. 15-Aug. 15 -
-Soil amen dments-Follow recommendations of soil tests-_or apply 2 000 lb/acre ground
agriltural>_imestone and 7501b/acre 10-10-10 fertilizer -
Mulch=Apply 4,000 lb/acre straw. Anchor straw by:_tackirig th.asphalt, netting or a
mulch:anchoring tool. A disk with blades set nearly straight can be used as a much
anchpnWtool. -
Maintenance-Refertilize if growth is not fully adequate. Reseed, refertilize and much
-immediately following erosion or other damage.

Permanent Seeding
Specifications# 6.11
Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable due to
inappropriate soil texture(Table 6.I la),poor drainage,concentrated overland flow, or steepness
of slope until measures have been taken to correct these problems.
To maintain a good stand of vegetation,the soil must meet certain minimum requirements as a
growth medium. The existing soil should have these criteria:
-Enough fine-grained(silt and clay)material to maintain adequate moisture and nutrient
supply(available water capacity of at least.05 inches water to 1 inch of soil).
-Sufficient pore space to permit root-penetration.
-Sufficient depth of soil to provide an adequate root zone. The depth to rock or impermeable
layers such as hardpans should be.12 inches or more, except on slopes steeper than 2:1
where the addition of soil is not feasible.
-A favorable pH range for plant growth;usually 6.0-6.5.
-Freedom from large roots,branches,stones,large clods of earth,or trash of any kind. Clods
arid-stones maybe left on slopes steeper than 3:1 if they are to be hydroseeded.
If-any of the`above criteria-are not met-i.e.,if the existing soil is too coarse;dense,--shallow or
- - acidic tohster vegetation--special amendments am required. The-soil_conditioners described-.
below may be_beneficial or,preferably; tolssoil may be applied in accordance with-Practice 6.04,
Topsoiling.
-Soil.Conditioners - - -
- In oider to improve the structure or drainage-characteristics of a soil;the following material may
-_ - be added. These amendments should-only be necessary where soils have limitations that make
them poor for plant growth or for fine turf establishment(see Chapter.3,Vegetative
Considerations):
Peat-Appropriate types are sphagnum moss peat,hypnum moss peat,reedsedge peat,or peat
humus, all from-fresh-water sources. Peat should be shredded and conditioned in storage piles for
at least 6 months after excavation.
Sand-clean and free of toxic materials
Vermiculite-horticultural grade and free of toxic substances.
Rotted manure-stable or cattle manure not containing undue amounts of straw or other bedding
materials.
Thoroughly rotted sawdust-free of stones and debris. Add 6 lb. Of nitrogen to each cubic yard.
Sludge-Treated sewage and industrial sludges are available in various forms:these should be used
only in accordance with local, State and Federal regulations.

Species Selection
Use the key to Permanent Seeding Mixtures (Table 6.1 lb)to select the most appropriate-seeding
mixture based on the general site and maintenance factors. A listing of species,including
scientific names and characteristics,is given in Appendix 8.02.
Seedbed Preparation
Install necessary mechanical erosion and sedimentation control practices before seeding,and
complete grading according to the approved plan.
Lime and fertilizer needs should be determined by soil tests. Soil testing is performed free of-
charge by the North Carolina Department of Agriculture soil testing laboratory. Directions, .
sample cartons,and information-sheets are available through county. Agricultural extension-
offices or from NCDA Because the NCDA soil testing lab requires 1-6 weeks for sample turn-
around, sampling must be planned-well in advance of final grading.Testing is also done by :
commercial laboratories. -
When soil test are not available,follow rates suggested on the individual specification-sheet.fox
the seeding mix chosen(Tables_6:llc through 6.1 lv).Applications rates usually fall into the-.
following ranges: -
-Ground agricultural limestone
Light textured,saridy.so Ili;l=i%tons/acre _
Heavy textured,-.clayey soils 243 tons/acre
-Fertilizer: -
Grasses 800-1200.4bi.. of_10=1ff-30(or the equivalent)
Grass-legume miXtutes -300=12004b/acre of 5-10-10 (or the equivalent)
Apple lime and fertilizer evenly and incorporate into the top 4-6 inches of soil by disking of other `~_ -
suitable means. Operate machinery on the contour.. When using a hydroseeder,apply lime and
fertilizer to a rough,loose surface. 7.
Roughen surfaces according to Practice 6.03,Surface Roughening. _
Complete seedbed preparation by breaking up large clods and raking into a smooth,uniform =
surface(slope less than_3:1) Fill in or level depressions than can collect water. BroadcaA.seed-.
into a freshly loosened seedbed-that has-not been sealed by rainfall. -

Table 6.11s
Seeding No. 4CP for:
Well-Drained Sandy loams to Dry Sands,Coastal Plain and Eastern Edge of Piedmont;
Low to Medium-Care Lawns
Seeding mixture
Species-Centipedegrass
Rate- 10-20 lb/acre(seed)or 33 bu/acre(sprigs)
Seeding dates-Mar. -June
(Sprigging can be done through July where water is available for irrigation.)
Soil amendments-Apply lime and fertilizer according to soil test,or apply 300 lb/acre 10-10-10.
Sprigging=Plant sprigs in.furrows with a tractor-drown transplanter, or broadcast by hand.
Furrows should be 4-6 inches deep and 2ft apart.Place sprigs about 2 ft.apart in the row with-one
end at or above ground level(Figure 6.1 ld).
Broadcast at rates-shown above, and press sprigs into the top 1 %:inches of soil with a disk set
straight so that sprigs are not brought back toward the surface.
Mulch-Do not mulch ._
Maintenance_=Fertilize_very sparingly-201b/acre nitrogen in spring with no phosphorus.
Centipedegrass cannot#olerate high pH or excess fertilizer. -
`Refer to Appendix 9.02 for botanical names -

Table 6.1lt
Seeding No. 5CP for.
Well-Drained Sandy Loams to Dry Sands;Low Maintenance
Seeding mbdure
Species Rate(lb/acre)
Pensacola Bahiagrass 50
Sericea lespedeza 30
Common Bermudagrass 10
German millet 10 <<
Seeding notes
1.Where a neat appearance is desire,omit sericea
2.Use common Bermudagrass only on isolated sites where it cannot become a pest.
Bermudagrass may be replaced with 5 lb/acre centipedgrass:
Seeding dates-Apr. 1 -July 15
-Soil amendments -Apply lime and fertilizer according to soil tests,-or apply 3,000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilize .
- Mulch Apply 4,000 lb/acre grain straw or equivalent cover of another suitable mulch. Anchor by
tacking_with asphalt,roving and netting or by crimping with a mulch anchoring tool. A disk with
_`blades set nearly straight can be used as a mulch anchoring tool.-_
-- Maintenance-Refertilize the following Apr.with50 lb/acre nitrogen Repeat as growth requires.
May�emov_ed-only once a year. Where a_neat app 'earance is,desire _omit sencea and now as
= otten-as needed.

Table 6.11v
Seeding No. 7CP for:
Grass-lined Channels;
Coastal Plain,Lower Piedmont and Dry Soils in the Central Piedmont
Seeding Mixture
Species-Common Bermudagrass
Rate-40-80(1/2 lb/1,000 ft)
Seeding dates-Coastal Plain; Apr-July
Soil.amendments -Apply lime and fertilizer according to soil tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch-"Use jute, excelsior matting,or other effective channel lining material to cover the bottom
of channels and ditches. The lining should extend above-the-highest calculated depth of flow. On
--_channel side slopes above this height,and in drainages not requiring temporary linings, apply
4,000 lb/acre grain straw and anchor straw by stapling netting-over the top.
'Mulch and anchoring materials must be allowed to wash down slopes where they can clog
drainage devices.
- Maintenance-A minimum of 3 weeks is required for establishment. Inspect and repair mulch
- frequently. Refertilize the following Apr.with 50 lb/acre i4tr6gen.

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