NCG190064_COMPLETE FILE - HISTORICAL_20180418

STORMWATER DIVISION CODING SHEET
NCG PERMITS
PERMIT NO. IV C� I cqC)D
DOGTYPE .1� HISTORICAL FILE
0 MONITORING REPORTS
DOC DATE ❑ 3bl g 04
YYYYMMDD
ig

Energy, Min era I
and Land Resources
ENVIRONMENTAL Ot1AUTY
April 18, 2018
Bennett Brothers Yachts
Patricia Donovan Bennett
1701 J.E.L. Wade Drive
Wilmington, NC 28401
Subject:Request for Regulatory Relief from Monthly Monitoring
Bennett Brothers Yachts
Certificate of Coverage NCG190064
New Hanover County
Dear Ms. Bennett:
ROY COOPER
Governor
IMICHAEL S. REGA\
secretory
T 0 B Y VI]IN SO\
Director
The purpose of this letter is to inform you that the Division of Energy, Mineral and Land Resources
(DEMLR) is hereby granting your request for regulatory relief at the subject facility in the form of a
waiver from the Tier Two Monthly analytical monitoring for the Copper benchmark. Upon receipt of this
letter, Bennett Brothers Yachts. may resume semi-annual analytical monitoring for the remainder of the
current permit term. Your current permit is set to expire on May 31, 20120.
This decision applies only to the copper benchmark. A benchmark exceedance of any other parameter
listed in your permit will trigger the tiered response actions as described in the general permit. Please
keep in mind that benchmark exceedances are not limit violations or violations of permit conditions, -
however, you are obligated to follow the tiered response actions outlined in your permit.
The decision to grant your request for relief from Tier Two was based on a review of information
provided to DEMLR in a letter dated March 12, 2018 and previous discussions with you and concerning
exceedances of the benchmark values for Copper. The decision is based on the site inspection and the
efforts Bennett Brothers Yachts practices, not upon challenge of the benchmark limit set by the permit.
DEMLR is satisfied that Bennett Brothers Yachts has responded in accordance with the Tier One
requirements and other conditions of the NCG190000 General Permit. Please advise this office if a
significant sampling exceedance for copper occurs in the future.
You must notify this office in writing within five business days if you become aware of any significant
source of copper at your fatuity that has the potential to be exposed to stormwater. The relief granted
in this letter is contingent upon the current industrial practices at Bennett Brothers Yachts. If industrial
practices change, and copper becomes a significant stormwater exposure risk, DEMLR reserves the right
to withdraw this decision and reinstate the permit -specified tiered response or other actions that may
be warranted by the new circumstances.
State of Nonh Carolina I Environmental Quality I Energy, lvdaeral a.td Land Resources
127 Cardinal Drive $xt. Wilmington, NC 28401
919 707 9200 T

Bennett Brothers Yachts
NCG 190064
April 28, 2018
Please retain and append this letter to your Stonmvater Pollution Prevention Plan (SPPP) or permit. If ou
have any questions or concerns, please contact me at telephone number (910)796-73 13 or by email
[e-mail].
Sincerely,c i/
anvir
be
entalSpecialist
Division of Energy, Mineral and Land Resources
cc: WiRO file
Central Office Files, Julie Ventaloro
.A.

B -B * Y
BENNETT BRAS YACHTS
• ESTABLISHED 1986
March 12, 2018
Ms. Annette LtleaS, PE
Stormwater Permitting Unit
NCDEQ/ DEMLR
Mail Service Center 1617
Raleigh NC 27699-1617
Cape Fear Marina 34' 15.3' ,, • 77' 56.9' �v
1701 J.E.L. Wade Drive Wilmington, i:C 28401
r910.772.9277 r910.772.1642 1-hhy@hhpchts-coin
;•u-%v.hbvachts.corn
MAR 15 1018
RE: Petition to Reduce Frequency of Stormwater Discharge Analytical Monitoring
BENNETT BROTHERS YACHTS
NPDES General Permit NCG190064
Dear Ms. Lucas:
We are submitting this request for a waiver from the Tier Two monthly analytical monitoring at
the subject facility.
Since 2004, this facility has been collecting semi-annual Stormwater samples and analyzing for
metals. This facility has not been able to consistently reduce Copper below the Benchmark
Values (DMRs on file at NCDEQ/ DWR Central Files). While the metal concentrations have
bcen up and down over the past several years, and almost never below the BMV, there are no
additional feasible BMPs that can be implemented to consistently reduce Copper below the
Benchmark Value.
There are several reasons why Copper measurements will probably never be below the
benchmark value at our boatyard:
The BMV of' 0.005 pptn for Copper in stormwater discharges into saltwater bodies is
extreniely low.
• The General Permit allows discharges of potable water. The USI~PA has set an action
level of 1.3 ppm for Copper in potable water. It does not seem reasonable that one
allowable discharge (potable water) can have a much higher than Copper level than
another discharge(stormwater). It s not reasonable: to expect any permittee to treat
stormwater to a level cleaner than potable water with available and feasible technology.
a Research performed by Bentsen and Garber' (hilt s:;/forestemeiwork.com/storinwaler-
rnt��t�zinu`s��--��'�jte,ris��-stclrm�� atur-nlcint►r_eri�ent��v,�lt��1ti11:, _urh��n-��ir_i�c �c.�sitit�n-
' Bentsen, Stephen and Kellv Garber (2017 Nov -Dec) Evaluating Urban Air Deposition on an lndustrial Facility in
Seattle. Siormlvater, Vol. 18, No. 8.

Cage Fear Marina 34' 15.3' ,, • 77° 56.9` %v
1701 J.1:.1_. Wide Drive wilminginn, NC 28401
/ -- — r 910-7719277 r 910.772.1642 r bby<+bbvachLs. com
BENNETT BRAS YACHTS )s-\v%v.bbvachts.com
rs:Aa esearch66performed by Bentsen and Garber'(littM.-.://f(ii-esteriietwoi-k.com/storiiiwatei-
niaua zineisw- wat er/sw- st ormwale r-inanaiyemen tlevaILiatln�'-urban- air- deoositiC1n-
industrial-facility-Seattle/ has indicated that urban air deposition may account for a
sioniticant lead exceeding 0.00.5 ppm by a factor of 5 to 10 into stormwater discharges.
• Bennett Brothers Yachts is located near downtown Wilmington, an area that has a le(,acv
of boatyards with Copper usage in the form of boat bottom paint. Bottom paint residue
has been in the nearby environment for manv decades. Zinc has many sources including -
galvanized metal buildings, roofs. fencing,=. anodes, and galvanized boat trailers.
• Another source for Copper is frotli automotive brake pads'
(littps://forit•ass.wa.iJov/ec�,/pLiblications/docutiients/I 1 I00K 7.pdf). This facility is bound
by a major roadway, H`vy 74, and the Isabel Holmes Bridge which passes at the south
end of the property.
We believe our funds would be better spent maintainin, the implemented BMPs instead of on
expensive ai)atvtical monitoring costs. Monthly monitoring will not improve water duality.
BMPs currently installed include placing ground tarps under boats undergoing hull repair work.
Other implemented BMPs include maintaining a vegetative buffer along the on -site ditches and
bulkheads.
We are requesting a waiver from the monthly Tier Two monitoring effective immediately, We
Wi11 continue with the semi-annual analytical and qualitative monitoring and maintenance of
B%,lPs through the end of the cun•ent Permit term.
If you need to discuss this petition, you may contact me at the Bennett Brothers Yachts facility
(phone [phone]). If Nve do not receive a response from NCD1 Q/ DEMLR within 45 days
from the date of this letter, we will assume our request has been approVed.
r Bentsen, Stephen and Kelly Garber (2017 Nov -Dec) l-valuating Urban Air Deposition on an IndtiStrial Facility in
Seattle. Sto?-mwater, Vol. 18, No. 8.
Department of Ecology, State of Washington. 2011 December. Copper and Zinc Loading Associated with
Automotive Brake -Pad and Tire \year. Publication No. 1 1-10-087.

Energy, Mineral
and Land Resources
ENVIRONMENTAL QUALITY
February 1, 2018
Bennett Brothers Yachts, Inc.
Attn: Patricia Bennett, President
1701 Jel Wade Drive
Wilmington, NC 27401-2873
Subject: Compliance Evaluation Inspection f I
NPDES General Stormwater Permit NCGY40064
State Stormwater SW8 970403
Sennett Brothers Downtown North
New Hanover County
Dear Ms. Bennett:
ROY COOPER
Governor
MICHAEL S. REGANT
Secretary
TRACY DAVIS
Direclor
RFC VED
MAR 18 Z018
�trr� i r<,AL FILES
WR SECTION
RECEIVED
FEB 12 21316
LAND QUALITY SECTION
On January 25, 2018, Brian Lambe from the Wilmington Regional Office of the Division of Energy,
Mineral, and Land Resources (DEMLR), conducted a compliance evaluation inspection Bennett Brothers
Downtown North located in Jel Wade Drive, New Hanover County, North Carolina. The site drains to
Cape Fear River, which is currently classified as Class SC Waters in the Cape Fear River Basin.
The following observations were noted during the DEMLR inspection (please see the attached
addendum for additional information about your permit):
1) Stormwater Pollution Prevention Plan [SPPP
A Stormwater Pollution Prevention Plan (SPPP) has been developed, recorded, and properly
implemented.
Yes ® No ❑'
2) Qualitative Monitoring
Qualitative monitoring has been conducted and recorded in accordance with permit requirements.
Yes ® No ❑
3) Analytical Monitoring
Analytical monitoring has been conducted and recorded in accordance with permit requirements.
Yes ® No ❑
Other Observations:
Secondary containment in needed for used oil container and other chemicals stored outside.
Thank you for your assistance and cooperation during this inspection. Please be advised that violations
of the NPDES Stormwater General Permit may be subject to a civil penalty assessment of up to
$25,000`00 per day for each violation. If you have any questions, comments, or need assistance with
Wilmington Regional Office
127 Cardinal Drive Ext, Wilmington, NC 28403, Phone: [phone]

Bennett Brothers Dmvntown North f
February 1, 2019
Page 2 of 2
understanding any aspect of your permit, Tease do not hesitate to contact Dan Sams or me at (910)
796-7715.
The site also is permitted with State Stormwater permit SW8 970403, Bennett Brothers Yachts. You
inquired if you could install a fountain in the stormwater pond. The pond was not permitted to have a
fountain. In order to permit a fountain, you must meet the requirements set forth in 1997 which
require 30,000 cubic feet of volume in the permanent pool. I could not find any calculations in the file
which document the permanent pool volume. Upon permit renewal, you may consult with an engineer
if the pond meets this requirement. An engineer may also submit that the pond with a fountain meets
stormwater requirements, regardless of the 30,000 cuft.
Effective August 1, 2013, the State Stormwater program was transferred from the Division of Water
Quality (DWQ) to the Division of Energy, Mineral and Land Resources (DEMLR). All previous references
to DWQ will remain in older stormwater permits issued prior to August 1, 2013 until they are modified.
Please note that this letter references DEMLR as the Division responsible for issuance of the permit.
On August 5, 2009, the Governor signed Session Law 2009-406. This law impacted any development
approval issued by the former Division of Water Quality under Article 21 of Chapter 143 of the General
Statutes, which was current and valid at any point between January 1, 2008, and December 31, 2010.
The law extended the effective period of any stormwater permit that was set to expire during this time
frame to three (3) years from its current expiration date. On August 2, 2010, the Governor signed
Session Law 2010-177, which granted an extra year for a total of four (4) years extension. Accordingly,
the Division is herewith notifying you that the subject permit is now effective from the date of issuance
until June 23, 2017, which includes all available extensions.
Sincerely,
rian Lambe
Environmental Specialist
Land Quality Section
Attachments:
BiMS Inspection Checklist
CC: WiRO Files — Land Quality, Stormwater
Central Files — DEMLR

Compliance Inspection Report
Permit: NCG190064
SOC:
County: New Hanover
Region: Wilmington
Effective: 06/02/15 Expiration: 05/31/20 Owner : Bennett Brothers Yachts Inc
Effective: Expiration: Facility: Bennett Brothers - Downtown North
1701 Jet Wade Dr
Contact Person: Brian Donnelly
Directions to Facility:
System Classifications:
Primary ORC:
Secondary ORC(s):
On -Site Representative(s):
Related Permits:
Title: General Manager
Certification:
Wilmington NC 28401
Phone: [phone]
Phone:
Inspection Date: 01/2512018 Entry Time: 12'001`F.4 Exit Time: 01:OOPM
Primary Inspector: Brian P Lambe Phone:
Secondary Inspector(s):
Reason for Inspection: Routine Inspection Type:, Gompiiance Evaluation
Permit Inspection Type: Ship and Boat Building Stormwater Discharge COC
Facility Status: ® Compliant Not Compliant
Question Areas:
® Storm Water
(See attachment summary)
Page: 1

Permit: t`CG 190064 Owner - Facility; Bennett Brothers Yachts Inc
Inspection Date' OV2512018 Insptction Type : Compliance Evaluation Reason for Visit: Routine
Inspection Summary:
Met with Nis. Patricia Bennett, President of the company. Joel Rosen is the safety officer bul was not available. We
reviewed the SVVPPP and requirements of the permit. Sampling daia meets requirements
There is not a recycling system for the boat wash. Waste material is stored in barrels and hauled off. They utilize vacuum
sanding for bottom paint removal with drop tarps. Previously, a collection of used oil and chemicals were accumulating near
a shed. These have been removed Please remove old barrels that are not in use. Secondary containment is needed for
the used oil barrel. You will need at least the volume of the container,
Retated state stormwater permit is SW8 970403. This'permit was extended to a new expiration date from 2017 to 2021.
Ms. Bennett asked about a fountain in 'he stormwater pond When the permit was issued, 1997, the rule was 30,000 tuft
permanent {pool capacity. The permanent pool elevation is I! - I could not find any calculations equating the volume at 11.
All the talcs were showing capacity at stage storage elevations. If you would like a fountain, you would need to show the
30,000 or have an engineer state that the pond is functional with a fountain, upon rene,.val.
r
Page: 2

t
Permit: rJCG190084 Owner - Facility: Bennet,' Erothers Yachts Inc
Inspection Date: 01125/2018 Inspection Type : Compliance Evaluation Reason for Visit: Routine
Stormwater Pollution Prevention Plan
Yes No NA NE
Does the site have a Stormwater Pollution Prevention Plan?
®
❑ ❑ ❑
Does the Plan include a General Location (I)SGS) map?
®
❑ ❑ ❑
# Does She Plan include a "Narrative Description of Practices"?
®
❑ ❑ ❑
# Does the Plan include a detailed site map including outfall locations and drainage areas?
®
❑ ❑ ❑
# Does the Plan include a list of s+gnificant spills occurring during the past 3 years?
®
❑ ❑ ❑
# Has the facility evaluated feasible alternatives to current practices?
®
❑ ❑ ❑
# Does the facility provide all necessary secondary containment?
®
❑ ❑ ❑
# Does the Plan include a BMF1 summary?
®
❑ ❑ ❑
# Does the Pian include a Spill Prevention and Response Plan (SPRP)?
®
❑ ❑ ❑
k Does Itle Plan include a Preventative Maintenance and Good Housekeeping Plan?
®
❑ ❑ ❑
# Does the facility provide and document Employee Training?
®
❑ ❑ ❑
# Does the Plan include a list of Responsible Party(s)?
®
❑ ❑ ❑
# is the Plan reviewed and updated annually?
®
❑ ❑ ❑
# Does the Plan include a Stormwater Facility Inspection Program?
®
❑ ❑ ❑
Has the Stormwater Pollution Prevention Plan been implemented?
®
❑ ❑ ❑
Comment
Qualitative Monitoriag Yes No NA NE
Has the facility conducted its Qualitative Monitoring semi-annually? ® ❑ ❑ ❑
Comment:
Analytical Monitoring Yes No NA NE
Has the facility conducted its Analytical monitoring? ® ❑ ❑ ❑
# Has the facility conducted its Analytical monitoring from Vehicle Maintenance areas? ❑ ❑. ® ❑
Comment:
Permit and Outfalls Yes No NA NE
# Is a copy of the Permit and the Certificate of Coverage available at the site? ® ❑ ❑ ❑
# Were all outfails observed during the inspection? M ❑ ❑ ❑
# If the facility has representative outfall status, is it properly documented by the Division? ❑ ❑ ® ❑
# Has the facility evaluated aA illicit (non stormwater) discharges? ® ❑ ❑ ❑
Comment:
Pace: 3

B* -Y
BENNETT BRAS YACHTS
• L'STABLISHED 1986
15 d0o�
J\�aa� �cQ -
'Pke ;s a
Cape Fear Marina 34' 15.3' N • 77' 56.9' m'
1701 J.E.L. 'Wade Drive Wilmington, NC 28401
r 910.772.9277 1: 910.772,1642 e bbl�@bb),achts.com
wwwbbyachts.cotn
REC.FTvED
MAR 15 2005
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or on the front if space permits.
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UNITED STATES POSTAL SERVICE First -Class Maim ;
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r State of North Carolina
Dept. of Environment & Natural Resources O
127 Cardinal Drive Extension Q
l Wilmington, NC 28405
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December 15, 2004
CERTIFIED !MAIL 7004 0750 0000 5302 0843
RETURN RECEIPT REOUESTED
Mr. Brian Donnelly, General Manager
Bennett Brothers Yachts
1701 J.E.L. Wade Drive
Wilmington, North Carolina 28401
Dear Donnelly:
Michael F. Easley. Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Subject: NOTICE OF VIOLATION
NPDES Compliance Inspection Report
Bennett Brothers Yachts
COC Number NCG 190064
New Hanover County
Alan W. Klimek, P.E. Director
Division of Water Quality
The North Carolina Division of Water Quality conducted a recent inspection of Bennett Brothers Yachts
on December 8, 2004. This inspection was conducted to determine if the facility is operating in compliance
with the conditions and requirements specified in NPDES General Permit Number NCG190000.
Please find attached a copy of the Industrial Stormwater Inspection Report, which indicates the findings
of the inspection and a summary of compliance issues. The facility was found to be noncompliant with the
conditions of the permit. A Stormwater Pollution Prevention Plan has not been developed for the facility and
no monitoring has been done. Within ten (10) days of receipt of this notice please submit a letter that describes
the actions to be taken to achieve compliance and a schedule for accomplishing these actions.
If you have any questions concerning this report, please contact Mr. Ed Beck or me at the Wilmington
Regional Office, telephone number [phone].
Sincerely,
Rick Shiver
Regional Supervisor
Surface Water Protection Section
eb: ncg 190064ins.124
cc: Wilmington Regional Files
Central Files
Ed Beck
N l�of�`h Carolina
dVattrra!!y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office FAX [phone]
An Equal OpportunitylAtfrmalive Action Employer— 50% Recycledl10% Post Consumer Paper

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INDUSTRIAL STORMWATER INSPECTION REPORT
FACILITY:
Bennett Brothers Yachts
LOCATION/ADDRESS:
1701 J.E.L. Wade Drive
Wilmington, North Carolina 28401
CONTACT NAME/PHONE NUMBER:
Brian Donnelly, General Manager
[phone]
ADEQUACY OF SWPPP:
An SWPP has not been developed
VEHICLE/EQUIPMENT MAINTENANCE AREA:
A large shop building is available for repair and maintenance of boats. Much work is also done
on boats staged on the graveled surface of the yard. While vacuum assisted sanders and surface
planers are generally utilized, grinding and cutting activities with no utilization of containment
methods were observed being done by contractors unaffiliated with the boat yard. Evidence of
paint and hull material chips was observed on the ground.
VEHICLEIEQUIPMENT WASH AREA:
Pressure washing of boats is done on the graveled surface near the river bank where boats are
hauled for service. There is no means for containing the wash water to keep it from impacting
surface waters or ground waters.
TEMPORARY STORAGE OF WASTE MATERIALS:
Waste solvents and waste lubricants are stored in sheds with some functional secondary
containment, thus eliminating exposure to rainfall. Some drums of materials were observed
outside.
OUTDOOR STORAGE OF MATERIALS:
Paints and supplies are stored in a designated shed. Boats, boat building forms, and staging
equipment are stored outside. There was little evidence of oily material observed outside.
SPILL RESPONSE AND CLEANUP PROGRAM:
The facility has no containment boom or absorbent material on site and no contingency
relationship with a cleanup contractor.
ERROSION CONTROL ON SITE:
Much of the site is not paved but it is stabilized with gravel and slopes to the stormwater
treatment pond. The river banks are stabilized with vegetation but some sloughing occurs.
ILLICIT DISCHARGE ELIMINATION:
While there is no documentation of an illicit discharge detection and elimination program, �t
appears that this is not an issue at the site.
v

Y r
WASTEWATER TREATMENT FACILITIES:
The site has a stormwater treatment pond designed to meet the requirements of the State
Stormwater Program. This pond is managed and maintained by a contracted company. No other
treatment systems are operated on the site.
STREAM IMPACTS/RESULTS OF SAMPLING:
No sampling, either analytical or qualitative, has been done for the site. No stream impacts were
observed during the site visit.
SUMMARY:
A SWPPP has not been developed for the site and no monitoring has been done as required by
the permit. Actions must be taken immediately to bring the facility into compliance. The
method used for pressure washing of boat hulls containing antifouling paint must be evaluated
and an effective means must be employed to avoid adverse impacts to surface waters and
groundwaters.
Inspected by: Ed Beck
Date: December 15, 2004

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
William G. Ross Jr., Secretary
Alan W. Klimek, Director
February 20. 2004
Mr. Brian Donnelly
Bennett Brothers Yachts
1701 J. L-", L. Wadc Avenue
Wiimin'oton, North Carolina 28401
Subject: General Permit No. NCG 190000
Bennett Brothers Yachts
COC NCG 190064
New Hanover County
Derr Mr. Donnelly:
fn accordance with your application for discharge permit received on February 16, 2004, we are
forwarding herewith the subject certificate of coverage to discharge under the subject state - NPDES
general permit. This permit is issued pursuant to the requirements of North Carolina General Statute
143-215.1 and the Memorandum of Agreement between North Carolina and the US Environmental
Protection agency dated May 9, 1994 (or as subsequently amended).
If any parts, measurement frequencies, or sampling requirements contained in this permit are
unacceptable to you, you have the right to request an individual permit by submitting an individual
permit application. Unless such demand is made, this certificate of coverage shall be final and binding.
Please take notice that this certificate of coverage is not transferable except after notice to the
Division of Water Quality, The Division of Water Quality may require modification or revocation and
reissuance of the certificate of coverage.
This permit does not affect the legal requirements to obtain other permits which may be required
by the Division of Water Quality or permits required by the Division of Land Resources, Coastal Area
Management Act, or any other Federal or Local governmental permit that may be required.
If you have any questions concerning this permit, please contact Ken Pickle at telephone number
[phone] ext. 584.
Sincerely,
ORIGINAL SIGNED BY
WILLIAM G. MILLS
Alan W. Klimek. P. E.
cc: Wilmington Regional Office
Central Files
Stormwater and General Permits Unit Files
SwU-259-Ot ][K]i
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 Telephone [phone] FAX [phone]
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STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
GENERAL PERMIT NO. NCG190000
CERTIFICATE OF COVERAGE No. NCG190064
S'rORMWATER DISCHARGES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful standards and
regulations promulgated and adopted by the North Carolina Environmental Management Commission, and the
Federal Water Pollution Control Act, as amended,
Bennett Brothers Yachts
is hereby authorized to discharge stormwater from a facility located at
Berinett Brothers Yachts
1701 J. E, L_ Wade Avenue
Wihnington, North Carolina
New Hanover County
to receiving waters designated as Northeast Cape Fear River, a class SC Sw water in the Cape Fear River Basin
in accordance with the effluent limitations, monitoring requirements, and other conditions set forth in Parts 1, 11, I1I,
IV, V, and VI of Gcncral Permit No. NCG190000 as attached.
This certificate of coverage shall become effective February 20, 2004.
This Certificate of Coverage shall remain in effect for the duration of the General Permit.
Signed this day February 20, 2004. ORIGINAL SIGNED BY
WILLIAM G. MILLS
Alan W. Klimek, Director
Division of Water Quality
By Authority of the Environmental Management Commission

p

b�
Markers
Name: Discharge Site - NCG190064
Short Name: Dschrg
Coordinates: 0340 15' 07.9" N, 0770 56' 56.5" W
Comment: Bennett Brothers Yachts, subbasin 03-06-17, Cape Fear River Basin, New Hanover
County, Northeast Cape Fear River, class SC Sw, USGS quad J27SW

�0� WA
��RP
--�0 - -7
>_
Michael F. Easley, Governor
-��"--T---� William (3 Rsss Jr., Secretary
North Carolina Department of Environment and Natural Resources
October 20, 2003
Mr. Paul W. Bennett III, President
Bennett Brothers Yachts
1701 J.E.L. Wade Drive
Wilmington, North Carolina 28401
Subject: Site Visit
Bennett Brothers Yachts
New Hanover County
Dear Mr. Bennett:
Alan W. Klimek, P.E. Director
Coleen H. Sullins, Deputy Director
Division of Water Quality
A visit was made to Bennett Brothers Yachts on September 26, 2003, because it was
determined that the facility has not requested and received coverage under General Stormwater
Permit NCG190000. We discussed the permitting program and the need for the facility to be
covered under the General Permit. An application and related information was given to you.
The Notice of Intent, which is the application, must be submitted as soon as possible.
We discussed the activities at the facility and took a brief walk around the site. _Since the_
is directed to a stormwater detention pond which provides treatment prior to discharge to the
river. While this is a distinct benefit, activities on the site still require management. Several
areas that need improvement were noted. The shed that was to provide storage for waste and
bulk oil has been outgrown and drums of petroleum product are staged in the open with no
containment and no cover. An oily stain on the ground highlights the need to provide better
storage facilities. Waste and bulk petroleum storage should be done within a proper diked
containment area and should ideally be covered to reduce exposure to rainfall.
The other activity of concern is the use of pressure washing to remove marine growth
and incidental paint from the bottom of boat hulls. This is currently being done in an unconfined
area and the wastewater is allowed to discharge to the ground, potentially impacting
groundwater and surface water quality. Analysis of similar wastewater from other sites has
revealed extremely high concentrations of toxic heavy metals. A suitable system needs to be
developed and installed for collecting washwater to avoid environmental impacts.
W".
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] NEDEK3R

Mr. Paul W. Bennett III
October 20, 2003
Page Two
The issues discussed above should be addressed in the Stormwater Pollution
Prevention Plan which is required in the permit. Effective actions to resolve the issues must
then be taken to minimize the impacts to the environment. The Notice of Intent must be
submitted as soon as possible. Please call me if you wish to discuss this matter further.
Sincerely,
Edward Beck
Environmental Engineer
eb: BennettBrothers 103
--
Wilmington Regional Files
Central Files
- Ed Beck

� M"' cT'�Crt-� _ � F�•.''„�-iand '`?'�.xxi'�'T"� �' �.` _'�. : rti �+• i ' ` rti�t 4 `.'''. -,;ram � ,�.+i #. bu t. - •-t�- .
dalth=Natural Resources._
Wilmingen Segiorial Offi a
Division of -Water Quality =T
_. _. - _.:.._-. �ia-��� 3���iiT' _ �::_Ii'C�:l L ti Tt-spa-�i�.rs� p.�5•�."��s r-�:,.. . �c_ _. _ � .
James B. Hunt, 've Jr';'(i0mor 'PK
Jonathan B.
A. Preston Howard, Jr , P.E:;-Director-..
June 23', 1997
Mr. Paul Bennett, President.
Bennett Brothers Yachts, Inc.
8118 Market Street
Wilmington, NC 28405
Subject: Permit No. SW8 970403
Bennett Brothers Yachts
High Density Commercial Stormwater Project
New Hanover County
Dear Mr_ Bennett:
The Wilmington Regional Office received the Stormwater Management Permit Application for Bennett Brothers Yachts on
April 7, 1997, With final information, on June 5, >1997.:.Staff review of the plans and specifications has determined that the
project, as proposed, will comply with the Stormwater Regulations'set forth in Title 15A NCAC 2H.1000. We are forwarding
Permit No. SW8 970403 dated June 23, 1997, for the construction of Bennett Brothers Yachts.
This permit shall be effective from the date of issuance until June 23, 2007, 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 sormwater management system will result in future
compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an adjudicatory
hearing upon written request within thirty (30) days following receipt of this permit. This request must be in the form of a
written petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of Administrative
Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and binding.
If you have any questions, or need additional information'concerning this matter, please contact Linda Lewis, or me at (910)
395-3900. _..
Sincerely,
Rick Shiver, P.G.
Acting Regional Water Quality Supervisor
RSSlarl: S:IWQSISTORMWAnPERMIT1970403.]UN
cc: a! David Hollis; P.E.
Tony Roberts, 'New Hanover County Inspections
Beth Easley, New Hanover County Engineering
WilmingtonRegional Office
,...,... t.
Central Hiles
127 Cardinal Drive Extension;"Wilr0ington,`N C: 28405-3845a Telephone [phone] • Fax [phone]
An E"-,Opportunity.Affinn_e' Action Employer

-
__ • _ _.�_ - _ v - . _ __ - - _ _ _ T
`STATE OF NORTH CAROLINA
_ DEPARTM M OF -ENVIRONMENT, HEALTH AND NATURAL RESOURCES -
DIVISION OF WATER QUALITY
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as amended,
and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Bennett Brothers Yachts, Inc.
Bennett Brothers Yachts
New Hanover County
- ' FOR THE
construction, operatiota aud'maintenance-of °a. -detention: pond in compliance with the provisions of 15A NCAC
2H .1000 (hereafter referred to as 'the ' "stormwater rules") and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until June 23, 2007 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nat = 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 217,900 square
feet of impervious area,..,...
3. Approved: -plans ancf specifications for=tms proj_eit-are incviporated by reference and are enforceable parts of the
permit

D IVLSION OF -WATER QUALM
-SEIEET CTZATA
Wfih6tt.Bro'thers Yachts
Project Nam
Permit Number: 970403
Location: New Hanover County
Applicant:
Mailing Address:
Mr. Paul Bennett, President
Bennett Brothers Yachts, Inc.
8 118 Market Street
Wilmington, NC 29405
Application Date: April 7, 1997
Water Body Receiving Stormwater Runoff: Cape Fear River
Classification of Water. Body: "C"
If Class SA, chloride�"results _ ,' ffiN/A
Pond Depth: 7.5 feet
Permanent Pool Elevation: 11 MSL
Total Impervious Surfaces Allowed: 217,800 square feet
Offsite Area entering Pond: None, per Engineer
Required Surface Area: 7,079 square feet
Provided Sp face -Area:- 9,960 square feet
Required Storage. Volume,: .17,696 cubic feet
Provided Storage Volume; R, 27,230 cubic feet
Temporary
2" pipe Controlling Orifice:
3

_. a ! -r ♦ p� ¢ a-S.,:l, t� .t � .'Rti..� is i m - s- .-�_-•.s..-:- �—.-._.._� ._ _ m_
.*f'-T.-L rew� � :J � � +14:5 ��l.y� � ry w�..` t.F,'G'a T� T�`L"^�r.� L� �1 .-• r-6--- .' ` t —3 .ifr 't" � ,1;�
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!w�M `i:+.�y #....`'rf ic:, }•fr�_ •ly�+ L 1 f x c "� r wS?:j f�:�:.',:M,it rqs ,^ • t-rr .*.7•"� - = -"ti•� •� '3'"." """"Ja
n _
4: - The tract will be limited w the amount of built upon area indicated on page 3 of this permit, and per approved plans.
5. The permittee is responsible,for.:yerifying that -the proposed built upon area does not exceed the allowable built -upon
area.
6. The following items will require a modification to the permit:
a. Any revision to the approved plans, regardless of size.
b. Project name change.. • •
C. Transfer of:ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivisiomof:;the project area;
f. Filling m;,:altering;; or piping: of, ay_yegetative..conveyance shown on the approved plan.
In addition, the Director may, determine that other revisions to the project should require a modification to the permit.
7. 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 Wodifying the site to meet minimum requirements. The permittee shall provide copies of revised plans
and certification in writing to the Director that the changes have been made.
II. SCHEDULE OF COMPLIANCE
1. The permittee will comply with, the following schedule for construction and maintenance of the stormwater management
system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and operational for it's
intended use. -,prior to the construction of any built -upon surface except roads.
b. During construcon, _erosion sha3l;.be;loept:.to a:minimum and any eroded areas of the system will be repaired
immediately.-,. �-; �?=• � � . , '. - _ - .
2. The permittee shall at ail 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.
cr - -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 strueture-must be, available at all times.
3. Records of. maintenance. activities. must bekrpt 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 talmn.
4. This perrni;b=gr_ njddable unlers.theIacilities are,:constructed in accordance with the conditions of this permit,
t,
the approyed�•plans andy-specifications sandptiler; supporting data.

5 jq
Upon completzan;of ec}nstruction;.;prior to issuance of a=Certificate of Occupancy, and Pnor to operation of this
permitted farillity, a _certification must be received from aa'aPPropriate-designer for the system installed certifying that
the permitted facility bas'beeri installed' in accordance with this permit - the approved plans aiii specifications, and other
supporting. documentation: -.-Any 4eviations-'from the' approved plans and specifications must be noted on the
Certification.
6. A copy of the approved plans and specifications shall be maintained on file by the Permittee far a minimum of ten years
from the date of the completion of construction.
IIh GENERAL CONDITIONS _
1. This permit is not ,transferablo,.i n�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
a3fapplicatian-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 DEHNR Staff permission to enter the property for the purpose of inspecting all components of
the permitted'storniwater-management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a permit
modification, revocation and reissuance or -termination does not stay any permit condition.
Permit issued this the 23rd day of June, 1997.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. Preston Howard, Jr., P.E., Director
Division of Water. Quality
By Authority of, the Environmental Management Commission
Permit Nuimbr,9W8-970443
^��'I,o'it ra';•�.s.:`'".r1`�_'��ati.{?L C�ii4:j•�_�r•;j•.1•;:fG�,','�:7i;.;f .r`_5.: .
l� — _. _ -- .. _•—.. � -.... ten.^ .... .... ..... _... . ,... � , , 'f - - .. ,

} ► c x-+ _ = -_ rr. ° - t+ s -}� �s rc _ -- State SGDrmwatft MeaBgrme�i'jjlste 3s
3ti rat?. _-. "l.g =5—�..�-•i zA-r �.r.+kt;�....�. v''-fii �''�` �'- .r�r 7s.�•�•� _•r ..,� "_
.�� ✓-. r a. ..-"f +x.....'�C.�—`wsar+a�K�n..Tn.:r-e.rw�s-. i K..ra.,: .aw.: ►3A-....�'�• r- _ . i
Bennett Brothen YgChU = 4 1 -
Stormwat6c Permit No. SW8
New Hanover County :
Engineer's Certification
_as a duly registered Professional Engineer in the State of North Carolina,
having been authorized to observe (periodically/weekly/full time) the construction of the project,
{Project)
for (Project Owner) hereby state that, to the best of my abilities, due care and
diligence was used in the observation of the project construction such that the construction was observed to be built within
substantial compliance and intent of the approved plans and specifications.
Noted deviations from approved plans and specification:
SEAL
Signature
Registration Number
Date

NORTH�CAARO_ LINA:,�S'TORMWATER`MANA.G
I. GENERAL INFORMATION -: - -- -� - - - -
1. Project Name �vt,a k _&VatelaLfs VCI-C
2. Location, directions ,to pk6ject Qrklude Coiuity'Address; -State Road) Attach map.
Jf■1 .. 1+.. `f� /1. -_ _gyp /}�+/,/
I F �• `f lrf�-✓++...Lit Ve- � dS-t16- l{.•{." ti
EMENT PERMIT APPLICATION
Vic .
3. Owner's Name Bynlfoo � Yac 'S i KC,. Phone G gin — (7��3 2
4. Owner's Mailing Address L4 ± �f
city c.t_� v+fix State G Zip g5
5. Application date 3 25 • �7 �S-B"7 �'� Fee enclosed -36-5 �
6. Nearest Receiving Stream CL��s-� ��y Class
t
7. Projectdescription
II . PERMIT INTFO RAIATIO ICI ::
1. PermitNo.{fabefelledinbrDEM) 5W O q ! % 403
IsE_5
aq,nL�Q
2. Permitl`ype -�, New Renewal Modification (existing Permit No.)
3. Project Type: Low Density %/betention Infiltration Other: Redevelop General Dir Cert
4. Other StatefFederal Permits/Approvals Required (ateck appropriarc blanks)
CAMA Major ✓ SedimentationfErosion Control �� 404 Permit ✓
f
III. BUILT UPON AREA (PL=, set Ncic 2fuo s d u .Iov for appiw-bk dc.s� l -uj LS
a.T1Se.4 9• S •c�7
Drainage Drainage Breakdown of Im ious Area
Basin Basin (Plea= m&aue bdow dre &=gn Lmpervw— aria)
Classificatiop
Allowable Impervious Area'
Total Project Ai ca `"t"7749.
,7
Proposed Impervious Area, OS
% Impervious Area.
IV. STORMWATER TREATMENT,. Pesc-bc how dw runa %ill a. ff,=d) _
Buildings 2 S
Streets_ iV A
�'l�cts�eaL -
Parld4sw_._ I G coo S
vnI Odier t�� 0 5 CS��•
Totais 2- ( 7 g 00 6 -

'">~-„�r'•r�w.r1_rirrT�a-.2�1$dd:cef *1?^•rrz. c`.n 7�-«ta-�'` . '-* "'_-""'_.. -r. ..
z iF » r
V. DEED RES_TMCTfONS,AND-PROTECTIVE COVENANTS -
Deed ;restrictions -and -protective covenants.are. required to be recorded for all low density projects aad ail
subdivisions_p"rior to"-f3ie_sa'le. of any _lot,,Please see Attachment A for the specific items that must be recorded
for the type of projeci� applied ,for . �?
By your signature below,: you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. OWNER'S CERTIFICATION
r
I, pv et., =p(oc.�� , certify that the information included on this permit
_ _ _ (Please print or type name clearly)
application form is correct, that the project will be constructed in.conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000.
1 authorize the ow named person or firm to submit stormwater plans on my behalf..
/Authorized'Agent Signature and Title
VU. AGENT AUTHORIZATION (MUSTBE coMPLEIED)
Person or firm name
`D�%� SeAAA
Date
tee, r-1 Ls
Mailing Address
City k)JT t� State UC Zip Vs 4-0 Phone 5 4 5- Boo Z.—
Please submit application, fee, plans and calculations to the appropriate Regional Office.
cc: ApplicantMMORCentiiff Files �• a . _
ST
APR 0 7 1997

B�3TIC:;
Project Name: - -
Ya LLks_ 1vLC_ Project No.
Responsible Party: �Q —80.L'tw_. Phone No.
Address: 8t i 4111aG_Uf
Wc� [h•c �-{-�vc � �•9 C 2c`34��
I. Inspect monthly, or after every runoff producing rainfall event,. whichever comes first
A. Remove debris from the trash rack.
B. Check and clear the orifice of any obstructions. If a pump is used as the drawdown
mechanism; pump'operation will be checked. A log of test.runs of the pump will be kept
on -site and made available to DEM personnel upon request.
C. Check 'the- pond side'slopes;-reri�ove trash, and repair eroded areas before the next rainfall
event.
,D. _ _ If thepond is operated with a vegetated filter, the filter will be checked for sediment
accumulation, erosion and proper operation of the flow spreader mechanism. Repairs will
be made as necessary.
II. Quarterly
A. Inspect the collection system (ie. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleared from basin grates, basin bottoms, and
piping will be checked for. obstructions.
B. Pond inlet.pipes will be checked for undercutting, riprap will be replaced, and broken
pipes will be repaired.
C_ Grassed;swales,:including.the vegetated filter if applicable; will be reseeded twice a year
as necessary. ' Fide d areas wd'be repaired immediately.
M. Every 6 months
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The pond depth will be checked at various points. If depth is reduced to 75 % of original
design depth, sediment will be removed to at least the original design depth.

__.— —_ — _ '�- _ n _
i l_"
D NiATNTENANCE kR , ..... _. -
„2
N. General
A. Mowing of the side slopes will be accomplished according to the season. Maximum grass
height will be 6" .
B. Cattails are encouraged along the pond perimeter, however they will'be. removed when they
cover more than 1/2 the surface area of the pond.
1 Ca _ The orifice is designed to draw down the pond in 2-5 days. If drawdown is not
accomplished in that tune, the system will be checked for clogging. The source of the
clogging will be found and eliminated-
D. All components -of tlle.detention pond system will be kept in good working order. Repair
or replacement components will meet the original design specifications as per the approved
stormwater plan.
V. Special Requirements
I, , hereby aclmowledge that I am the financially
responsible party for maintenance of this detention pond. I will perform the maintenance as outlined
above, as part of the Certification of Compliance with Stormwater Regulations received for this project.
Signature: Dam--- g
l ....r, m ],l C A _ kid Q , a Notary Public for the S fate of
County of �1J do hereby certify that l.V . al
personally appea=d. before me this QL—- day of , 191-7 , and aclmowledge the
due execution of the foregoing instrument. Wan 'Witness my hand and official seal,
SEAL
My commission expires,
DA.larl: S:1WQSlSTORMWATIFORMSIOS:M-POh'D.FOR

. — _ � _—.f _ _ _ •SST. ; �� tiq ! ea.a`.. — � � a. —_ = _ r — -- _ _ _ _ _ _ — —' _ � -- — __ .. _ .- _ ._— - �.,.—_ _ . .
STORMWATER MANAGEMENT & EROSION CONTROL CALCULATIONS
. -----_ _ -- - -- for Y --= --
BENNETT BROTHERS YACHTS, INC.
prepared for
Paul Bennett
- Hanover --Des-i.gn - Services, P.A.
+�
N
319 .Walnut Street SIQ,y
Wilmington, NC 28401
SEAL
20007
wN
v

'-
EROSION AND SEDIMENT CONTROL PLAN
BENNET BROTHERS YACHTS
for Paul Bennett
March, 1997
NARRATIVE
NOTE: To .be..reviewed. in conjunction with "Sediment Control and
Water Quality Plan' -..'
.Site Plan prepared for Bennett Brothers
Yachts, Inc.", Hanover Design Services, P.A., Drawing No. 4372ESC-
DH.
PROJECT DESCRIPTION -
The purpose of this project is to construct a boat and
yacht repair facility 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.paking lot, culverts, utilities, and land
grading associated with this development.'
-- The site is bordered on the north by wooded Hilton
Street, on the west by the Cape Fear River, on the south by
future Smith Creek Parkway, and on the east by J. E. L. Wade
Drive, as. per the approved Preliminary Plan. The project is
located -in the City of Wilmington, in New Hanover County, and
is approxiriiate-ly 15:.4 acres in size, of which about 10.0 acres
are proposed to, be disturbed. The site is low over much of its
area and has steep to rolling topography.
SOILS -
The soil in the project area is primarily Kureb Urban
(Ku); soils that are well drained, moderately rapidly
permeable, with'.'an erosion "K" factor of 0.10. The hydrologic
classification of the soil is A. Due to the topography and the
amount of proposed impervious, sheet flow parking lots and a
channel storm sewer system will be the primary means of
stormwater. transport, to a- proposed on -site drainage
pond/basin, as per plan 4372ESC-DH.
(Soils Map attached) -

r. . '� �'Ry.• _ ':. �' _.=_- '.� h_ _ter._•,, m �I' —_-
lilghtsyrill¢
:w
U :.31
,.�..-
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" : t D LAND x1Lc Ur A
�,.-P��� ✓T' �•_ sty .....;� �Z.:�_• =
•:i
� i�y �,� '' "y,' __ '•? 'i;'d !• a +•
ie
^r, a i:'s 3Ri v
171,
.' �, �� '9A.k. ,yes. p�. �:`':• � 'G� `s—,•Fr- �-r �
� �. ' i .. �:.�,�?.•- ' - • ...,� .- . �, _:.�.,. .mot :v.� • _ _
aiJ�t �n y�. �s�e ��. I+•.,t�,.,_ tCi'�v �L 4
r t tt i - r-,y S�-- ' ;- �` ip„'C" Y•' 4 +X •J ✓� 4.� - d '�" �?; - y ^ _ v
r�,=,�+- � . �x • ate. '
44
� f ynZ "may �• � a
Ku 4C
y ' - ~r .
Joins sheet 18)

7
PLANNED EROSION AND.•,.SEDIMEN.T-CONTROL PRACTICES -
.1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
Practice -6.06
;.Shall.be:.nstalled at. the entrance of the proposed
proje_ct':tle exstng:._roadway. Drainage should be away
from tile;.;:=road,,�and,,-Sedimentation will be controlled with
down stream'practice.s.`,:'During wet weather it may be necessary
to was :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 activities 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 del1ineate'�'and' protect- `low areas , and around any temporary.
stockp -Ye_`.•;areas: asi-necessary- :t,6 prevent any graded interior
areas.;.from eroding.,onto.aIdjacent lands or roadway, or into
inlets:, -
4. INLET PROTECTION (TYPICAL AT ALL INLETS)
Practice 6.52
Storm'' `sewer inlet barriers of silt fencing and gravel
inlet.....protection .'are. to be constructed to help prevent
sedimenrom,,entering' the storm sewer system.
5. OUTLET. -;STABILIZATION'';,:
' Prractice }tb :4i F'` r
rr' lf N t4. fii o r- sr
:�L•;, ,=,'.t Riprap aprons will be located at the downstream end of
all di sc}art}e pi-pes..4to prevent s'cbur. .
� � � f ! „� } � fie.' ? •,
r s r f K j �'�j',�p te`i•c't-r. x _S s:. _,
s, 7

5.--CON STRUCTION."ROAD STABILIZATION - "---
Practice.:680
7.
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 remaindeir.of.building construction.
SEDIMENT _BASIN'
Practice
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.

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L 44'.l'[`r'�� 4r. i.}T�'3+
c + L _ �i�t �i .1y..`_a`r• . ^� ram.-. _ ..i.
i Wit;, tea, _ ��, �^
- -•- - - _c:tti t �—n,"�fi�-T.�{�+ �G�•.r' �_'-` r-cam.•' '-�_ -,� - _ - _ '_ .' .- _— _---= -
CONSTRUCTION SCHEDU_Lt, "-
Indicated on Plan
1. Obtain'approval-of Plan and any necessary permits, and hold a
pr-e--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 a's'.shown bn Plan prior to clearing and
grubbing. site.-"'
5. Constructs -.:ditches -and any other sediment control Practices
shown,' prior to rough "grading roadways and site, 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 rainfall, and repaired as necessary.
9. Upon completion of building construction, some of the roadway
and parking' areas are to be paved and all areas permanently
vegetatively,'stabilizea. After site stabilization, temporary
measures are..to.be removed and the Sediment Basin cleaned to
its original. design- contours, if necessary, and riser
structures;: orfaces opened, so as to function as a stormwater
management- %`.water: -:quality retention pond.

1'1H 11V L ra1V HiV 4 r+ t' L�iiY . .
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 2' be -low weir opening. Riser structure to be cleaned
if excess water above design surface no longer drains
properly.
3. Sediment-.to_=be,-remove,d'-from. swales when they are approximately
SQL __filled ; ar... sediment. level is within 11 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
barrier.
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 Manua' l".;.-.Sectibn. 6.,11,. latest version.
. - - - _ - - ., �Lx Z. .�4r' � i. 1•h 1. �� S'.L `Ii `r � � � - - -

Definition,
rTa�r /r1 q/N r[ ei r ► � � /
Rt�Tl�!!/'`TIAtU GtUTQA>A1�crcv��
A.graveled area or pad located at points where vehicles enter and leave a con-
struction site.
Purpose To.provide a.buffer area where vehicles can drop their mud and sediment to
- avoid transporting it onto public roads, to control erosion from surface runoff,
and to help control dust..
Conditions Where
Wherever traffic will be leaving a construction site and moving directly onto a
J Practice Applies'
public road or other paved off -site area. Construction plans should limit traffic
to p'roperly consaucted entrances.
Design Criteria
Aggregate Size--Use-2-3 inch washed stone.
Dimensions or gravel pad —
Thickness: 6 inches minimum
Width: 12-ft minimum or full width at all points of the vehicular
entrance and exit area, whichever is greater
Length: 50-ft minimum
- - - -
Location --Locate construction entrances and exists to limit sediment from
leaving the site and w provide for maximum utility by all construction vehicles '
(Figure 6.06a). Avoid sheep grades and entrances at curves in public roads.
ova
NNG
50 /)7'
6" min
2-3 `
c
coarse aggregate
Figure 6 t16a C:raml esttrahcele* keeps edunent from leaving the contra on site (modtied from Va SWCC).
__.'- 6.06.1

21
zc•i:
-r' •.,:.'�; �,s"' 'L 1w� r,SyyJ 1...,) .-+T'- ..-. �. ray t -�+,
-Yi✓ 'a n •*.Y ;_`.' } 4- s t' _ 1. r _ sa ..--[r.�
n ``f 1 {,tTt�e �� ,.n 4 %-4=' n, . •I _ _ _ - � Y.L.
Was6tng —'If & didons at the site are such that most of the mud and sediment —
are not removed by vehicles traveling over the gravel. the fires should be
washed. Washing should be done on an area stabilized with crushed stone that
drains into a sediment trap or other suitable disposal arts. A wash rack may also
be usid to make washing more converdent and effective.
Construction x. Clear the entrance and exit area of all vegetation, roots, and other objec.
Specifications liottablc inatcrial and properly grade is,
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 leav-
ing the. construction site. This may require periodic topdressing with 2-inch
stone. After each rainfall, inspect any strucntre used to trap sediment and clean
it out as necessary. Immediately remove all objectionable materials spilled,
washed, or tracked onto public roadways.
References Runoff Conveyance Measures
6.30, Grass -lined Channels
Sediment Traps and Barriers
6.60, Temporary Sediment Trap

c� -::_Definition
Purpose
-- ,c.; - ' r i y - - w ■ ........,+ --- r �r-�3J w�+�FV aLd� -
Re .haping the ground surface to planned grades as determined by engineering
stirirc}r evaluatian'and layout.
To provide -more suitable topography for buildings, facilities, and other land
uses, io'.conuol surface runoff, and to minimize soil erosion and sedimentation
both.during and after consmtcdon.
-Conditions Where This practice is applicable where grading to a planned elevation is necessary
Practice Applies and practical for the proposed development of a site and for proper operation of
sedimentation control practices.
Planning Fitting'a proposed development to the natural configurations of an existing
Considerations landscape reduces the erosion potential of the site and the cost of installing
erosion and sedimentation control measures. It may also result in a more
desirable and less costly development.
Before grading begi_ns,'-decisions must be made on the steepness of cut -and -fill
slopes; how they will be protected from runoff, how they will be stabilized, and
howthey'will.be maintained. The grading plan establishes drainage areas,
directs drainage patterns, and affects runoff velocities.
Thegradirig"plan forms the basis of the erosion and sedimentation control plan.
Key, -.considerations that affect erosion and sedimentation include deciding
which slopes art to be graded, when the work will start and stop, the degree and
length of finished slopes, where and how excess material will be wasted, and
where borrow is needed.
Leaving undisturbed temporary and permanent buffer zones in the grading
~ - - - operation may provide an effective and low-cost erosion control measure that
will help reduce runoff velocity and volume and off -site sedimentation. In
developing the grading plan, always consider how to take advantage of undis-
turbed water disposal outlets before storm drains or other constructed outlets
are installed.
Design Criteria :Base the. rad.ing plan and installation upon adequate surveys and soil investiga-
tions. In the plan. show disturbed areas, cuts, fills, and finished elevations of the
~ ' surface to be graded. Include in the plan all practices necessary for controlling
- erosion on. the graded site and minimizing sedimentation downstream. Such
practices may include, but ate not limited to, sediment basins, diversions. mul-
- clung;vegetation, vegetated and lined waterways, grade stabilization structures,
?atzd'surface and subsurface drains. The practices may be temporary or per-
manent; depending upon the treed after construction is completed.
• f _ f -- � Th
r ` z
-
6�2.1 -

Table 6.02a
Spacing Gulde for Slope
Breaks
the'gsng plan consider the fallowing as a minimum:. J
Malec provision to intercept and conduct all surface runoff to storm drains,
protected outlets, or to stable watercourses to minimize erosion on newly graded
slopes:'
Use slope breaks, such as diversions or benches, as appropriate, to reduce the
length 'of'cut-and=fill slope to limit sheet and rill erasion and prevent gullying.
A spicing'guide. is shown in Table 6.02a.
Slope'
Spacing (ft)
Sleep Slopes 2:1
20
.:`
3:1
35
4:1
45
Long Slopes 15-25%
50
10-15%
80
6--100/0
125
:. 3--6%
200
<3%
300
Stabilize all graded areas with vegetation, crushed stone, riprap, or other ground
cover as soon as grading is completed or work is interrupted for 30 working
days or more. Use mulch to stabilize areas temporarily where final grading must
be delayed.. The finished cut -and -fill slopes, which are to be vegetated with grass
and legumes, should not be steeper than 2:1. Slopes to be maintained by tractor
or other equipment should not be steeper than 3:1. Slopes in excess of 2:1 may.
warrant vines, special vegetation, or retaining waits. Roughen the surface of all
slopes during the construction operation to retain water, increase infiltration,
and facilitate vegetation (Practice 6.03, Surface Roughening).
Do. not place cuts or fill so close to property lines as to endanger adjoining
property without adequately protecting such properties from erosion, sedimen-
- - - - .. tation siipgage, subsidence, or other damages.
,.:-.
Provide subsurface drainage to intercept seepage in areas with high water tables
;.: that, would affect sIopc stability or bearing strength or create undesirable wet-
ness.
Do not place fill adjacent to a channel bank where it can create bank failure or
result in deposition of sediment downstream.
Show all borrow and disposal areas in the grading plan, and ensure they are ade-
quately drained and stabilized.
Provide stable channels and Roadways to convey all runoff from the developed
area to an adequm uxttlefwithout causing increased erosion oroff-site sedirnen-
taum.
6.02.2

a� �.f -Yis i xr�ra :flf"s^x( ��'^ r- s 3 .;� � Y". ,� jiS�•���r�a--e-"i' �, t_ ,�
x.�.,,a.... -- - -�� x�'r - i� �f -; - �sE-i:�-z�.r.• Jr •Sb�s s��7i'F"'��.� �r�',� �i �C�J,y�6:'.= °..12� �L=-`".,�W"'-� x---��r.�r"_"T�,.�", '.s��' --� _rt`�'.=. _ -��_"
* ` 'Prachce'Statrdardr and 5pecifcahorts
r.. -
- -
—_ - - _. ,iw. . :? $1 `'C;.i- ~.err _ - — -'_ -- _..` —_' � - _- - .•
Construction 1. Const uet and maintain all erosion and sedimentation control practices and - -
Specifications measures in accordance with the approved sedirnentarsoncontrol plan and con-
smidtion schedule.
Z Remove good topsoil from area to be graded and filled, and prrserve it for
use in finishing the grading of all critical arras.
3. Scarify areas to be topsoiled to a minimum depth of 2 inches before placing
topsoil (Practice 6.04, Topsoiling).
4. Clearand grub areas to be filled to remove trees, vegetation, roots, or other
objectionable'materiai that would affect the planned stability of the fill.
S. Ensure diarfill material is free of brush, rubbish, rocks, logs, stomps, build-
ing 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
Y - materials into fill slopes.
8. Do not place fill on a frozen foundation, due to possible subsidence and slip-
page.
9. Keep diversions and other water conveyance measures fret 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
meastres on all graded arras when work is to be interrupted or delayed for 30
_
working days or longer....
M Show topsoil stockpiles, borrow areas, and spoil areas on the plans, and.
make sure they are adequately protected from erosion. Include final stabiliza-
tion of these areas in the plan. .
Maintenance
Periodically check all graded area and the supporting erosion and sedimenta-
1 - - — ---
lion control practices, especially afterheavy rainfalls. Promptly remove all se-di-
ment fr6m diversions and ,od= water -disposal practices. If washouts or breaks
occur; repair them itnmeiattly. Prompt maintenance of small eroded areas
before theyI become significant gullies is an essential part of an effective erosion
and: sediiiientati6 i o = plan.
ef
ecaRerences :awns
Chaptcr'5 Overyicw of Erosion and Sedimentation Control Practices

Definition
rn
iL
{� � .Y Lk -i _ �.-ram^:.,-•��,G+4 r- ,.�' _ L z`' '�..-
Y`
_• �, : Practice Standards and Sped cations
SEDIMENT FENCE (SILT FENCE)
ktemQorary; sediment barrier consisting of Filter fabric buried at the bottom
stretched, and supported by posts.
Purpose To retain sediment from small disturbed areas by reducing the velocity of sheet
flows to allow sediment deposition.
Conditions Where Below small disturbed areas less than 1/4 acre per 100 ft of fence.
Practice Applies
Where runoff can be stored behind the sediment fence without damaging the
fence or the submerged area behind the fence.
Do not install sediment fences across streams, ditches, or waterways.
P I a n n i n g . A sediment. fence is a permeable barrier that should be planned as a system to
Considerations retain sediment on the construction site. The fence retains sediment primarily
by. retarding flow and promoting deposition. In operation, generally the fence
becomes clogged with fine particles, which reduce flow rate. Thiscauses a pond
to develop more quickly behind the fence. The designer should anticipate pond-
ing and provide sufficient storage areas and overflow outlets to prevent flows
from overtopping the fence. Since sediment fences are not designed to withstand
high heads, locate them so that only shallow pools can form. Tie the ends of a
sediment fence into the landscape to prevent flow around the end of the fence
before the pool reaches design level. Provide stabilized outlets to protect the
fence system and release stormflows that exceed the design storm.
Deposition occurs as the storage pool forms behind the fence. The designer can
direct flows to specified deposition areas through appropriate positioning of the
fence or by providing an excavated area behind the fence. Plan deposition areas
at accessible points to promote routine cleanout and maintenance. Show deposi-
tion areas in the erosion and sedimentation control plan. A sediment fence acts
as a diversion if placed slightly off the contour. This may be used by the design-
er to control shallow, uniform flows from small disturbed areas and to deliver
sediment -laden water to deposition arras.
Sediment fences serve no function along ridges or near drainage divides where
��- -- - :these is litr.'d—itovement of water. Confining or diverting runoff unnecessarily
.with a sediment fence may taeaie erosion and sedimentation problems that
would not otherwise occur.
Design"Criteria' ",-Ensure that the drainage area is no greater than I/4 acre per 100 ft of fence.
Make the fence stable for the I0-yr peak storm runoff.
-: Where all runoff is to be stored behind the fence, ensure thatthe maximum slope.
'length behind a sediment fence does not exceed the specifications shown in
Table 6_67a.

- s.-yYYa. a_r.:r-'�r-"� ,.a'.-ca.� Yam" --... ��-ry�,,s •,.--3"-�:�.'_J.. -,, _ }i '
- - �--e•, �_� Yam- .�-x. 'C' ., r'�.",.._,... --_.- — - - - -
_
Ensure that the depth of impounded water does not exceed 1.5 ft at any point
along�ihe fence.
Table 6.62a
`. M_aiiFn&6 Slope Length and
Slope for which Sediment
Fence is Applicable
Construction
Specifications
Table 6.62b
Specifications For
Sediment Fence Fabric
6.62.2
if nonerosive outlets are provided, slope length may be increased beyond that
shown in Table 6.62a, but runoff from the area should be determined and by-
pass capacity and erosion potential along the fence must be checked. The
yelocity-of the flow at the outlet or along the fence should be in keeping with
Table,8.05d,•Appendiz 8.05.
Slope
Slope Length (ft)
2%
100
2 to 5%
75
5to1W/o
50
10 to 20%
25
>20%
is
Provide a riprap splash pad or other outlet protection device for any point where
flow may overtop the sediment fence, such as natural depressions or swales_ En-
sure that the maximum height of the fence at a protected, reinforced outlet does
not exceed 1 ft and that support post spacing does not exceed 4 ft.
The design life of a synthetic sediment fence should be 6 months. Burlap is only
acceptable for periods up to 60 days.
MATERIALS
I. Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon,
polyester, or polyethylene yarn, which is certified by the manufacturer or sup-
plier as, conforming to the requirements shown in Table 6.62b.
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to
provide a 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 pine, 2-inch
diameter oak, or I.33 lb/linear ft steel with a minimum length of 4 fL Make sure
that steel posts have projections to facilitate fastening the. fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.
Physical Property Requirements.
Filtering Efficiency 85% (min)
Tensile Strength at. Standard Strength -
_ ).Elongation 30 Mn in (min)
Extra Strength -
So Win in (min)
Sliarty Flo+niRate 0.3 gai/sq ftlmin (min)

_ ^—`i --• -� _.�;� -ems ;,4.*��.�F���:, _� u1�� '�.
-'^--ram- r
Practice Standards and Specifications
a r
CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength synthetic
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 filter fabric from a continuous roll cut to the length of the bar-
rier to avoid joints. When joints are necessary, securely fasten the filter cloth
only at a support post with overlap to the next post.
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 I inch long, or
Ue.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 in-
ches.
6. Extra strength filter fabric with 6-h 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. Backfill the trench with compacted soil or gravel placed over the filter fabric.
9. Do not attach filter fabric to existing trees.
Maintenance
Inspecrsedimem 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 become in-
effective, replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume -for
the next rain and to reduce pressure on the fence. Take care to avoid undermin-
ing the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area
to grade and stabilize it after the contributing drainage area has been properly
'stabilized_ .
LL
• _ Z , , 4 _1 . S",
{ f .[ y , ... }Ili, f3 r S _ - .. - J iJ
�, 6.623

"xTa-e-•r•�--s. 'p4�r!':T'.""'r'r't-�•sy--�'�S; la'-zt',+,'=3'C"".'"' .� ��:a-c+{ne'�-- Y M ..� t -c -
j -7.3•-5,yyr.`.�-i-:"d- "r",-�. w_.. -�T...��-1 ~- ,--,.-•>v-_ "'.`�
f•�-,+��+-s�s��
ar �,c^ �s�
i.._tx
-`4•s'�'�•sra.--_,��..nGi�s j•r• -7C
�-3F Y"^ `3.��'$:i ��t =•Y TG
'Y'F> 1 �.L"�t•��s�,sWi - d
--..+��+i Y- F � -++t
uw _aAq-w.�raxu+M ��l _� - 4 � .i F
•�-�-- -'��-•-i--rw".}:_:_...t_wII'�"��t2'-�-firSi...+t`+CI�ti:YY e_7-.kw'-_•i-. _.� ___�..:y__��"�� __ _ ��..
iyl�1a
F' .r.+�..c.l�}4•
__ �...
_._..tx ![ TSc-'+."a-.TY -- --'_fir . `�w-. tsi�'4 , �.1 _ �Y i _ .l" ���{. ~ .. •
5_ - -
Figure 6.62a Installation deiail of a sediment; . =•av - '
fence_
M -
Backfill min 8"
trick layer of gravel
V-trench
t`Il�
Extension of fabric and wire
into the trench
Compacted fill
Filter fabric
jE E1
4 i
ReferenceS Rui{offCbluroiMCOSflres .
6.20;,Tentporary Diversions
Outlet Protection
6.41, Outlet Stabilization Structure
_ :_. Sediment Traps and Barriers
6.60., Temporary Sediment Trap
6.61. Sediment Basin'
Appel
8.03, Estimating Runoff
6.62.4

1
�Gl�
Definition .A chan'Rel with vegetative lining constructed to design cross section and grade
for conveyance of runoff.
Purpose To convey and dispose of concentrated surface runoff without damage from
erosion, deposition, or flooding.
Conditions Where This practice applies to construction sites where:
Practice Applies
• concentrated runoff will cause damage from erosion or flooding;
a vegetative lining can provide sufficient stability for the channel cross
section and grade;
• slopes are generally less than 5%;
space is available for a relatively large cross section.
Typical uses include roadside ditches, channels at property boundaries, outlets
for diversions, and other channels and drainage of low areas.
Planning LOCATION
Considerations Generally, channels should be located to conform with and use the natural
drainage system. Channels may also be needed along development boundaries,
roadways, and backlot lines. Avoid channels crossing watershed boundaries or
ridges.
Plan the -course of the channel to avoid sharp changes in direction or grade. Site
development should conform to natural features of the land and use natural
drainageways rather than drastically reshape the land surface. Major recon-
figuration of the drainage system often entails increased maintenance and risk
of failure.
Grass -lined channels must not be subject to sedimentation from disturbed
areas.
:An established grass -lined channel resembles natural drainage systems and,
therefore, is usually preferred if design velocities are below 5 fusee. Velocities
up 6.6 ft/sec can be'safely used under certain conditions (Table 8.05a, Appen-
dix 8.05). _
Establishment of a dense, resistant vegetation is essential_ Construct and veg-
etate grass -lined channels early in theconstruction schedule before grading and +
paving increase the rate of runoff.
Geotextile fabrics or special mulch protection such as fiberglass roving or straw
aizd netting provide stability until the vegetation is fully established. These
protective liners must be used whenever design velocities exceed 2 fusee for
bare soil conditions" Itmay also be necessary to divert water from the channel
unut vegetation is established or to line the channel with sod. Sediment traps
inay�be needed at channel inlets and outlets. -,

sue,-+.-'.t.- `ice .-.g � --r•-aY •�®k'r- - �.a - l `ii ..u-.j i�'c, -Y� _- = r•`. -. � - - _-_:.._� -.,�., �:«
�a Fv r{i..�t � �. •i`:7r <`r +yl ;,( or+1�'2' i is
Y-shaped grass Channels generally apply where the quantity of water is small,
such as in short reaches along roadsides. The V-shaped cross section is least
desirable because it is difficult to stabilize the bottom where velocities may be
high.
Parabolic grass channels are often used where larger flows are expected and
space is available. The swble-like shape is pleasing and may best fit site condi-
tions.
Trapezoidal grass channels are used where runoff volumes are large and slope
is low so that velocities are nonerosive to vegetated linings.
Subsurface drainage, or riprap channel bottoms, may be necessary on sites that
are subject to prolonged wet conditions due to long duration flows or high water
tables (Practice 6.81; Subsurface Drain and Practice 6.31, Riprap-lined and
Paved Channels).
OUTLETS .
Outlets must be stable. Where channel improvement ends, the exit velocity for
the design flow must be nonerosive for the existing field conditions. Stability
conditions beyond the property boundary should always be considered (Prac-
tice 6.41, Outlet Stabilization Structure).
AREA
Where urban drainage ama exceeds 10 acres, it is recommended that grass -lined
channels be designed by an engineer experienced in channel design.
Design Criteria Capacity —As a minimum, grass -lined chanrieLs should carry peak runoff from
the 10-yr storm without eroding. Where flood hazard exists, increase the
capacity according to the potential damage. Channel dimensions may be deter-
_ _ mined by using design tables with appropriate retardance factors or by
Manning's formula using an appropriate "n" value. When retardance factors are
used, the capacity is usually based on retardance "C" and stability on retardance
"D" (References: Appendix, 8.05).
Velocity —The allowable design velocity for grass -lined channels is based on
soil conditions, type of vegetation, and method of establishment (Table 8.053,
Appendix 8.05).-
If design velocity of a channel to be vegetated by seeding exceeds 2 ft/sec, a
temporary 'channel liner is required. The design of the liner may be based on
peals flow from a 2-yr storm. If vegetation is established by sodding, the per-
missible velocity for established vegetation shown in Table 8.05a may be used
and no temporary liner is needed. Whether a temporary lining is requried or not
persrtanentchannel linings mustbe stable for the 10-yr storm. A design approach
based on erosion resistance of various liner materials developed by the Federal
Highway Administration is presented in Appendix 8.05.
Crasi section -The channel shape may be parabolic, trapezoidal, or V-shaped,
depending on need and site conditions (Figure 6.30a).
630.2 `

• s _ _. s F 4 ..--- �3 r�-y si' - ., ti sr x � tr-en•e^^. � " �.- � _ �.,. ,.
•� ss.--�S-'a,�T..g ?Z'., -z.. 7 ys- .-.n I-s---` ,..a ...�...y-y '��--�a-�-rne.a.. -x ax .�a-_r �.-a; s -cs� . ;
�q rc} t, - .r. -- - �e•.c- -- a ��� _iY �-i�rx ;:s � a-=�-a+a�r--r.xe..: movie. �•--•r"z � .._.a-- .+-'!: '
�Prachice Standards and Specifications '
Figure 6.30a Cross section geometry of
�tria0gular, parabolic, and trapezoidal ,;:-;:.: Triangular "W
charnels.
T
e
x-section area ( A = Zc? _
top width (T) =2dz Z — d
Parabolic
T
d
x=section.area (A) = 213 Td
V,5A
top width (T) =
d
Trapezoidal
T
b e
x-section area (A) = bd + Z02 Z = e
top width {T) = b + 2dz d
Hydraulic grade' liue`E:tamine the design water surface if the channel sys-
tem becomes complex.
'Side slopes -Grassed. channel side slopes generally are constructed 3:1 or flat
ter to aid in the establishment of vegetation and for maintenance. Side slopes of
V-shaped channels arc usually constructed 6:1 or flatter along roadways for
. .
Depth and 'width—m he channel depth and width are proportioned to sheet the
needs'of'drainage, sotl conditions. erosion control, carrying capacity and site
conditions: Cons�iscf channels a minimum of 0.2 ft larger around the periphery
to allow for soil bulldng during seedbed preparations and sod buildup.
rr
Grade--Eidw a uniform or gradually increasing grade is prefeed to avoid
scdim ntadjon. Whore the grade is excessive, grade stabM7ation struciura may
' be "required or channel linings of riprap or paving should be considered (Prat'
cite 6.82, Grade Stabilization Srrucnrre).
630-3

.,-. • - .. _ "i`�i.'-'if#S..-ii+':r.r-"-'ria'I'—�7y„",f"`i�'-.�tryr`N s �-�-^_ _ — }� _ _ _ __ _ —
_ > c�
Drainage —Install subsurface drains in locations with high water tables or
seepage problems that would inhibit establishment of vegetation in the channel.
Stone channel bottom lining may be needed where prolonged low flow is an-
ticipated:
Outlets —Evaluate the outlets of all channels for carrying capacity and stability
and protect them from erosion by limiting the exit velocity (Practice 6.41. Out.
let Stabilization -Structure).
Sedimentation protection —Protect permanent grass channels from sediment
produced in the watershed, especially during the construction period. This can
be -accomplished by the effective use of diversions, sediment traps, protected
side inlets, and vegetative filter strips along the channel.
Construction 1. Remove all trees, brush, stumps, and other objectionable material from the
Specifications ..foundation area and dispose of properly.
2. Excavate the channel and shape it to neat fines 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 sufficent to withstand anticipated velocities during
the establishment period (Appendix 8.05).
Maintenance' During the establishment period, check grass -lined channels after every rain-
fall. After grass is established, periodically check the channel; check it after
every heavy rainfall event. Immediately make repairs. It is particularly impor-
tant to check the channel outlet and all road crossings for bank stability and
evidence of piping or scour holes. Remove all significant sediment accumula-
tions to maintain the designed carrying capacity. Keep the grass in a healthy,
vigorous condition at all times, since it is the primary erosion protection for the
channel (Practice 6.11, Permanent Seeding).
References Surface Stabilization
6.11. Permanent Seeding
6.12, Sodding
6.14, Mulching
Outlet Protection
6.41; Outlet Stabilization Structure
`: <• ?. ;'.. .: Other Related Practices
Subsurface Drain
1.6.82; Grade Stabilization Structttra
630.4

•. M. _ F - .,;c.r.. i� � .,r—�_�___ �- � cr •_,��c. a..-.-ems.,_-.F� � �1.� »� ,�._. '�` �.,L .-x.5-- � -� ,,.,
.-r�Ka" _
... =v6t L''� �i e ^.''
•-+..Fa-+s'� =� �-.-' r �r'^`.�-•yam--2�-„'�---�� ^-y _— x - -r
Practice Staridardr and Specifications
-_ _
6.50 .-.- •-. : ..
_:-�eflnitl0 n ,An-eaXcavated area in'the approach to a storm drain drop inlet or curb inlet.
Purpose " To trap sediment at th -approach to the storm drainage systems. This practice
allows use of -permanent stormwater conveyance at an early stage of site
development.
Conditions Where Where storm drain drop inlets are to be made operational before permanent
Practice Applies stabilization of the disturbed drainage area. This method of inlet protection is
applicable where relatively heavy flows are expected and overflow capability
is needed (Figure 6.50a). Frequent maintenance is required and temporary flood-
ing in the excavated area will occur. This practice can be used in combination
with other temporary inlet protection devices such as Practice 6.51, Fabric Drop
Inlet Protection and Practice 6.52, Block and Gravel Net Protection.
Side slope 2:1
-. Excavated area (as required)
.- v
' 2
I
Excavated depth,
min 7 ' --max 2 ' (t�
below top of inlet
ejlt' Accumulated
a ",11=1
sediment
1�Weep holes a "
for .a j��lll�t��,. Gravel —supported by
dewatering �11lII� hardware cloth to allow
ft =ff drainage and restrict
sediment movement.
11111--fiUMM
Flow
NZ
'X� Flow
Flow
Figure 6.Ma Excavated drop inlet'protection.
6.50.1

Z' i vv ', 4,
_ --c+��.^ -...F: zz.,s- _ ^"—�.-r^`�—''�t-.�N �'-,I• "s
F� azt_�`1_�' t -_ _ __
Design Cntefia-' Limit the drainage area to 1 acre. Keep the minimum depth at 1 ft and the max-
imum'depLh of 2 ft as measured from the crest of the inlet structure.
Maintain, side;slopes around the excavation no steeper than 2:1.
Keep the minimum volume of excavated area around the drop inlet at ap-
proximately 35 yd3/acre disturbed.
Shape the basin to fit site conditions, with the longest dimension oriented toward
the longest inflow area to provide maximum trap efficiency.
Install provisions for draining the temporary pool to improve trapping efficien-
cy for small storms and to avoid problems from standing water after heavy rains.
Construction 1. Clear the area of all debris that might hinder excavation and disposal of spoil.
Specifications
2. Grade the approach to the inlet uniformly.
3. Protect weep holes by gravel.
4. When the contributing drainage area has been permanently stabilized, seal
weep holes, fill the basin with stable soil to final grading elevations, compact it
properly, and stabilize -
Maintenance Inspect, clean, and properly maintain the excavated basin after every storm until
the contributing drainage area has been permanently stabilized. To providesatis-
factory basin efficiency, remove sediment when the volume of the basin has
been reduced by one-half. Spread all excavated material evenly over the sur-
rounding land area or stockpile and stabilize it appropriately.
----------References Inlet Protection
651, Fabric Drop Inlet Protection (Temporary)
6.52, Block and Gravel Inlet Protection (Temporary)

6.52
Practice Standards and Specifications `-
Definition A sediment control barrier formed around a storm drain inlet by the use of stand-
_.- - aid concrete block ano'gravel.
Purpose
; To.help prevent sediment from entering storm drains before stabilizing the con-
tributing watershed. This practice allows early use of the storm drain system.
Conditions Where Where storm"drain iniets are Lobe made operational before permanent stabiliza
Practice Applies tron of the disturbed drainage area This method of inlet protection applies to
both drop inlets and curb inlets where heavy {lows are expected and an over-
flow capacity is necessary to prevent excessive ponding around the structure.
Shallow temporary flooding after rainfall should be expected, however.
This practice must not be used near the edge of fill material and must not
divert water away from the storm drain.
Design Criteria Keep the drainage area no greater than I acre unless site conditions allow for
frequent removal and adequate disposal of accumulated sediment.
Keep:the height of the barrier at least 12 inches and no greater than 24 inches
Do not use Mortar. Limit the height toprevent excess ponding and bypass flow
Recess the first course of blocks at least 2 inches below the crest opening of the
storm drain for Lateral support. Support subsequent courses laterally if needed
by placing a 2 x'4-inch wood stud through the block openings that are perpen-
dicular 'to the block course needing support. Lay some blocks on their side in
the bottom sow for dewatering the pool (Figure 6.52a).
Place gravel just below the top of the blocks on slopes of 2:1 or flatter. Place
hardware cloth or comparable wire mesh with 1/2-inch openings over all block
openings to hold gravel in place.
Gravel doughnut --As an optional design, the concrete blocks may be omitted
and the entire structure made of gravel and stone. A structure made entirely of
stone is commonly called a `gravel doughnut-" In this case, keep the stone slope
toward the inlet at 3:1 or flatter to help prevent stone from being washed into
the drop inlet (Figure 6.52b). A minimum 1-ft wide level area set 4 inches below
the drop inlet crest will add further protection against the entrance of material.
Stone on the slope toward the inlet should be 3 inches or larger for stability, and
:l inch orsinallcr, on the slope away from the inlet to control flow rate. Wire
mesh with.2-inch openings may be placed over the drain grating but must be in-
spcctcd;frequent3y tQ avoid blockage by trash.
- .:The top elevation of thestructure must beat least 6 inches lower than the ground
edcvaU davvnslopc fiuin the inlet. It is important that all storm flows pass over
t i,..
'the sauctuie and into' the storm drain and not. past the structure. Temporary
diking balow'tlie structure maybe necessary to prevent bypass flow. Material
may be excavated from inside the sediment pool for this purpose.
652.1

Dc
Matering
Concrete block
0.
(ids••
_ -.,r ~+ •y��•1. per. .� ••�, ..1 � :.
21
i►�i:� f rr,r���rM��ri��7 �.
• � •• �r •'��s i~i1YI �:
�• tea.-'�� � •�;r��•�I��'r�/r!, �� �♦ •�}�
��rail r'/�•�•r�iri��/I a1t'�/r �• �1 �' � ••
• - gravel
Temporary sediment Wire screen Dewaterin
pool 9
1 ' min _ 1$"
2 max.:,,
T
r'��i�=Ir'A.o=• Drop inlet
Sediment with grate
Figure.6.52a Block and gravel drop irdet protection.
Construction L Layone block on each side of the structure on its side in the bottom row to
Specifications allow pool drainage. "Ihe foundation should be excavated at least2 inches below
the crest of the storm drain. Place the bottom row of blocks against the edge of
the storm drain for lateral support and to avoid washouts when overflow occurs.
If needed, give lateral support to subsequent rows by placing 2 x 4 wood studs
through block openings.
2. e� fit hardwarz cloth or comparable wire mesh with 1/2-inch open-
_ - irigs;ovcr'a11 block apeitings to hold gravel in place. '
- _ 3.. Use clean gravel, 3/4 to 1/2-inch in diameter. placed 2 inches below the top
of the blaon a.2.1 stter lope or flaand smooth it t
ck o an even gra,cle; DOT #57
_ r f v�iasitert stasie is recommended. _ r_ ,
__-

Temporary
sediment pool
1 ' min 2:1 slope
r2 ' X'--- - --�
Fine gravel
face (1.' .min lli= 3." f
thickness) stone''
Figure 6.52b Gravel drop inlet protection (gravel donut).
ndSpeciftcaoPractice Stanadans
-
- -
3:1 slope
Wire mesh
(optional) ,
4. If only stone and gravel are used, keep the slope toward the inlet no steeper
than 3:1. Leave a minimum 1-ft wide level stone area between the structure and
around the inlet to prevent gravel from entering inlet. On the slope toward the
inlet, use stone 3 inches in diameter or larger. On the slope away from the inlet
use 112 - 3/4-inch gravel (NCDOT #57 washed stone) at a minimum thickness
ofIft.
Maintenance Inspect the barrier after each rain and make repairs as needed.
Remove sediment as necessary to provide adequate storage volume for sub-
sequeni rains.
f - - - - - - - When the contributing drainage area has been adequately stabilized, remove all
materials and any unstable soil, and either salvage or dispose of it properly.
-Bring the disturbed area to proper grade, then smooth and compact it. Ap-
propriately stabilize all bare areas around the inlet.
References wet Protection
6.50, Excavated Drop Inlet Protection (Temporary)
6.51, Fabric Drop Inlet Protection (Temporary)
North Carolina Deptartment of Transportation
Standard Specifications for Roads and Structures

_,c _-�•-r�-�e� .�-� 'r ' ,,.�; '7 w"y.;� '-s �'-:.•r-� -__ - _ ter.,
.ram Ti _`-�-�.^•_z Ke'^ t-1- �r._,.n,�z ,.#��Y_:-'F-eef,�� "� -r�-" F.e =-:s-r �'ir�a-�".�r��s- - �= � '�-,�s.-ate. � t,.� -
Qll­
- - r s v Praiclice Standards and Specif cations
- __ ._._._ _ _ - � _ _ - .. 3s�^ram i ..h.[ •.aMi <—.-�F � - a.:.ii _ c _ _ _-- _" _ -' _- -_ - � _. _ -
--6.51 - - - = .-.- -• . ..
® Definition- .A fabric .' 'arilaround inlet. .: to porary . b- ez�placed aro d a drop i t.
Purpose . To help prevent sediment from entering storm drains during construction opera-
Gons: This practice allows early use of the storm drain system.
Conditions Where Where storm drain inlets are to be made operational before permanent stabiliza-
Practice Applies tion of the disturbed drainage area. This method of inlet protection is effective
where the inlet drains a small, nearly level area with slopes generally less than
5% and where shallow sheet flows are. expected. The immediate land area
around the inlet should be relatively flat (less than 1%) and located so that ac-
cumulated sediment can be easily removed.
This practice must not be used near the edge of {ill material and must not
divert water over cut or fill slopes,
Design Criteria Ensure that drainage areas do not exceed 1 acre per inlet.
Keep the 'maximum height of fabric above the crest of the drop inlet at 1.5 ft.
This height allows a shallow temporary desilting pool to form behind the fabric
but limits the pressure against the fabric if overtopping occurs. The selected
height of the top of the barrier should allow overflow into the drop inlet and not
let overflow bypass the inlet to unprotected lower areas.
For fabric barriers, use stakes with a minimum length of 3 ft, and space them a
maximum of 3 ft apart, and securely drive them into the ground.
Drive the stakes close to the drop inlet so that overflow will fall directly into the
structure and not on unprotected soil.
f To attach the fabric, make a frame around the stakes a maximum of 1.5 ft above
the top of the drop inlet This will serve as a stable crest for overflow during
rainfall.
Ensure that both fabric and supporting stakes are sufficiently strong to holda
1.5 ft head of water without failure (Figure 6.51 a).
lmproved peiforinance`and sediment storage volume can be obtained by ex-
cavating the "area (Practice.6:50, Excavated Drop Net Protection).
Construction 1. As synthetic'fabric, use a pervious sheet of nylon, polyester, or ethylene
yarn --,extra strength (50 lb/1 inch minirnum)-­that contains ulnviolet ray in -
Specifications
h ibitors and stabilizers. Fabric should be sufficiently porous to provide adequate
drainage of the temporary sediment pool. Burlap may be used for short-term ap-
plication's. It iiiust be replaced every 60 days.
2- Cut fabric from a continuous roll to eliminate joints.
651.1 -

'.1=`. ='r' --�{.•.:'-�',-7 e"iiiSc�-��.r � -'� i.�t--��i•>':Z,,.. �t�1r�v,!'r�t)f}";iti.?s. 'Aaia d� Ssr1�_*?-_ �-�' _ — e - .,...• _ �. _
.F r "3 a�-...'-f ! ^�' ""a•'`.� 3.2 ik ice---.3yt9 s r }%Ga-S t'�3 ``' *`'s`S' - '3�''T� - y,--x "" :f ' _
T-!i-i: c�-k..-1 ��'-'ate. T".�. :l G.,-..`. i+i'•_..�f t-Ji'L r .a'_L
- S ri•f��5 -."U r �i~ �.•' ^Y24 `-�.t'c'T""`,i mcS. w>.,:.: ,�. f¢-•• -� �'-:K
r t r c .� _.. -r-
r t r
77,
Stake
2 x 4 wood frame 1f
.3'
min
I I I I
f I
V v
Drop inlet --
with grate
Frame
Gather
excess
n! rnrrlPry
Figure 6.51 a Installation of fabric and supporting frame tar inlet. protection.
Buried fabric
I,
�F
min
IIIIIIII1117
3. Forstakes; use 2 x 4-inch wood (preferred) or equivalent metal with a min
imam length of 3 ft.
4. Space stakei evenly around the perimeter of the inlet a maximum of 3 ft 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.
7. Fasten fabric securely to the stakes and frame. Joints must be overlapped to
the next stalte.
8. 'Tlie'top;'of, the` frame: and -fabric must be well below the ground elevation
;t { downslope from,,, a drop inlet:to., eep runoff from bypassing the inlet. It^may
-be necessary io btiild''a ternporary dike on the down slope side of the structure .. _
A cI i .. ;

:-
M?'_Sr
— — i _'�"�T_„__w.�.,�Yiry. ��t .� +��re��'w�� �-�'�s�i�"i �'� �,w,,, _ i.,Sfi ., -�•� _,�-�-�_�---�- " ,... _ _ _ �� -
-Standar-ds and Siecifications
- ' to prevent bypass flow. Material from within the sediment pool may be used for
diking. —
Maintenance, Inspect the fabric barrier after each rain and make repairs as 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. Bring the
disturbed area to the grade of the drop inlet and smooth and compact it. Ap-
propriately stabilize all bare areas around the inlet.
References Inlet Protection
6.50, Excavated Drop Inlet Protection (Temporary)
6-52, Block and Gravel Inlet Protection (Temporary)
6.513

a ^aL�.. �+, !. _
Y �'Ga"+•+s^i-1
...' . r.. � td •, �' -va.. _ r; a .jai ._ L4 _ -
ri^ 's'::�.Y�Z..'fii:i. -`'4' '.�°rir1Y'L tea'. • •-..:—c ^^, --i'^Y (-y.*....- `Y"- .i�. `' i- .3 J T; .
'-'r - -+.-t - -e r � x ri �r-x��•-�ss-+s- r. ,art ��.7�-^t� ,.r ,'3 i � �. ,�. ,. I 4 �r--�•-- ?
=.-.=_-_
.x'v--_a:--
J.-�� � 7 r. te( L''� —..��, ^-- � — •_ '- �� —
Standards arid Spedfieaka_
_�,
^Y;Y ;-. yPraehce r _ .
_
12-1
Ed
A designed
Definition s' kt= to control erosion at the outlet of a channel or conduit.
Purpose To prevent erosion at the outlet of a.channel or conduit by reducing the velocity
of flow and dissipating the energy.
Conditions Where This practice applies where the discharge velocity of a pipe, box culvert, diver -
Practice Applies"In,openchannel,orotherwaterconveyancestructureexceedsthepermissible
velocity of the receiving channel or disposal area.
Planning The outlets of channels, conduits, and other structures are points of high erosion
Considerations potential, because they frequently carry flows at velocities that exceed the al-
lowable limit for the area downstream. To prevent scour and undermining, an
outlet stabilization strucmm is needed to absorb the impact of the flow and
reduce the velocity to non-crosive levels. A riprap-lined apron is the most com-
monly used practice for this purpose because of its relatively low cost and ease
of installation. The riprap apron should be extended downstream until stable
conditions are reached even though this may exceed the length calculated for
design velocity control.
Riprap-stilling basins orplunge pools reduce flow velocity rapidly. They should
be considered in lieu of aprons where overfalls exit at the ends of pipes or where
high flows would require excessive apron length. Consider outer energy dis-
sipators such as concrete impact basins or paved outlet structures where site con-
ditions warrant, (Figure 6.41a).
Design Criteria Design procedures for riprap outlet structures are presented in Appendix 8.06.
The criteria for design of riprap outlets are:
Capacity-10-yr, peak runoff or the design discharge of the water conveyance
structure, whichever is greater.
Tailwater depth—Detemtine the depth of tailwater immediately below the
pipe outlet based on the design discharge plus other contributing flows. if the
tailwater depth -is less than half the diameter of the outlet pipe and the receiving
stream is sufficiently wide to accept the divergence of flow, it is classed as a
minimum tailwater eoadition. If the tailwater depth is greater than half the
pipe-dSarneter, it is classed as a maximum tailwater condition. Pipes that out-
let onto broad flat arras with no defined channel may be assumed to have a min-
imurn -tailwate'r condition unless site conditions indicate otherwise (Figure
6.41b}.
Apron size The apron length and width can be determined according to the
tailwater condition. If the water conveyance structure discharges directly into
a well-defined channel, extend the apron across the channel bottmn and up the
charutel.banks to an elevation of 0S ft above the maximum taslwater depth or
to the top of the bank, whichever is less (Fgum 6.41c).
6ALI -

--- M
the allowable veloci eceiving and design
Deter� e ty for the r
_:.the riprap-apron i6reduceflow to this velocity before flow leaves the apron.
Calculate die apron l6rigth'forvelocity control or use the length required to meet
-liable'c�o'ndiuons*'downsucam, whichever is greater.
Grade --Ensure that the apron has zero grade. There should be no over&N at
the end of the apron; that is, the elevation of the top of the riprap at the
downstrearn end should be the same as the elevation of the bottom of theTweiv-
ing channel or the adjacent ground if them is no channel.
Alignment —The apron should be straight throughout its entire length, but if a
curve is necessary to align the apron with the receiving Sur -am, locate the curve
in the upstream section of riprap.
Materials --Ensure that riprap consists of a well -graded mixture of stone.
Larger stont'should predominate, with sufficient smaller sizes to fill the voids
between the stones. Tice diameter of the largest stone size should be no greater
than 1.5 times the dso size.
Minimum
V Tailwater < 0.5 do
ER
Maximum
Tailwater � 0.5 do
do
Figure 6.41 b Stage 06wing maximum and rrir'd-rium Wwater cord ore_
R
&41.i

Pipe Outlet to
No Well-defined hanne
Section
Plan
La
Pipe Outlet to Well-defined
Channel
Filter
-. blanket
Flgum &41e A ip
rap_aul4et wotAction {modified froiii Va SWCC).-.
jz
17.
Notes
1. La is the length of the riprap
apron.
2. d W 1.5 times the maximum
stone diameter but not less
than 6".
3. In a well-defined channel ex-
tend the apron up the channel
banks to an elevation of 6"
above the maximum tailwater
depth or to the top of the bank,
whichever is less.
4. A filter blanket or filter fabric
should be installed between
the riprap and soil foundation.
- =- =

..�,_, ,._ - +L, 47.a'•-..,�..0 1,.,.; ii: !t'.,.7t{-.,t ;. �, 1"`Ys" .-3.F - .•..:'Sr.-`—"',�"'r^,-z°Y •�,....t<,.,L, ~ - n =
'�•
--=i`�'w_._�i,�_,...._�� i- i. '•+a..�-- �*� t 'c s 7 ,r'�-. �` r "•�{:a»�- .TC ti e 'n'yrt;a�- .+ ...>i... �.- ��.s� - .r-n.><�`-F.--'."'-a,4 �... �_
,Thickness —Make the minimum thickness of riprap 1.5 times the maximum _
stone diameiri.
Stone quality —Select stone for riprap from field stone or quarry stone. The
stone should be hard. angular, and highly weather -resistant_ The specific gravity
of the individual stones should be at least 2-5.
Filter --Install a fetter to prevent soil movement through the openings in the
riprap. The filter should consist of a graded gravel layer or a synthetic filter
cloth. Design filter blankets by the method described in Practice 6.15, Riprap.
Construction 1. Ensure that the subgrade for the filter and riprap follows the required lines
_-Specifications 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 damages
extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging the fil-
ter.
5. The minimum thickness of the riprap 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 wet! graded.
7. Construct the apron on zero grade with no overfall at the end. Make the top
of the riprap at the downstream end level with the receiving area or slightly
below it.
8. `Ensure that the apron is property aligned with the receiving stream and
preferably straight throughourits length. if a curve is needed to fit site condi-
tions, place it in the upper section of the apron.
9. Immediately after construction. stabilize all disturbed areas with vegetation
(Practices 6.10, Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance . ' irt_si'=Vriprap outlet:stiiicuu>~s after heavy rains to see if any erosion around or
thc'riprap.lras taken place or if stones have been dislodged. Immediately
make all needed repairs to prevent further damage.
. -. v 6.41S

Fa-Stav- ds and SpecifzcMdns
- l � .- �� i'-? 4 } s -ci*•T Syr 's` ..�-T'.,.4_ _�—. � rr ..w.:....•.. 4j.y �, t��
CRS
Definition The stabilization of temporary construction access routes, on -site vehicle trans-
portation routes; and construction parking arras.
Purpose' . To'controi�erosion on temporary construction routes and parking areas.
Conditions Where :AlI.tiaffic routes and parking areas for temporary use by construction traffic.
Practice Applies
Planning Improperly planned and maintained construction roads can become a continual
Considerations erosion problem. Excess runoff from roads causes erosion in adjacent areas, and
an unstabilized road may become a dust problem. Construction vehicle traffic
routes are especially susceptible to erosion because they become compacted and
collect and convey runoff water along their surfaces. Rills, gullies, and trou-
t blesome muddy areas form unless the road is stabilized.
During wet weather, unstabilized dirt roads may become so muddy they are vir-
tually unusable, generating sediment and causing work interruption. Proper
grading and stabilization of construction routes often saves money for the con-
tractor by improving the overall efficiency of the construction operation while
reducing the erosion problem.
Situate construction roads to reduce erosion potential, following the natural con-
tour'of the terrain. Avoid steep slopes, wet or rocky areas, and highly erosive
soils.
Controlling surface runoff from the road surface and adjoining areas is a key
erosion control consideration. Generally locate construction roads in areas
where seasonally high water tables are deeper than IS inches. Otherwise sub-
surface drainage may be necessary. Minimize stream crossings and install them
properly (Practices 6.70, Temporary Stream. Crossing and 6.71, Permanent
Stream Crossing).
When practical, install permanent paved roads and parking areas and use them
for construction traffic early during the construction operation to minimize site
disruption...:' -
Design Criteria Road grade —A maximum grade of 10% to 12% is recommended, although
grades up t6-159'a are possible for short distances.
Road`width ' 14 ft minimum for one-way traffic
20 ft minimum for two-way traffic
Side slope,of road embankment-2.1 or flatter.
:;. 1)itcli'6pa60-Roadside ditch and culvert capacities—l0-yr peak runoff.

j..
Stone sui face: -Use a 6'inch cottrse of "ABC" or "base course" or larger as
specified. in. N.C., Depaitrrient of Transportation Standard Specifications for
Roads'andStitictures... � .
Permanent road standards --Design standards are available from the N.C.
Department of Transportation Division of Highways District Engineer. Follow
these specifications for all permanent roads.
Construction 1. Clear roadbed and parking areas of all vegetation, roots, and other objec-
Specifications tonable 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 cuffs and fills at 2:1 or flatter for safety and stability and to facilitate es-
tablishrri6t' of vegetation and maintance,
6. Spread a 6-inch course of "ABC" crushed stone evenly over the full width
of the road and smooth to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, install subsur-
face drains or geotextile fabric cloth before placing the crushed stone (Practice
6.81, Subsurface Drain).
8. Vegetate all roadside ditches, cuts, fills, and other disturbed areas or other-
wise appropriately stabilize as soon as grading is complete (References: Sur-
face Stabilization).
4. Provide appropriate sediment control measures to prevent off -site sedimen-
tation.
Maintenance Inspect 'construction roads and parking areas periodically for condition of Sur-
1ace. Topdress with new gavel 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:treaiedl immediately.
References Surface Siabriizadon
- ' _ 6.10 Temporary Seeding
-- — _ - - 6.11, Permanent Seeding
Runoff Control Measures
,,6.20; Temporary Diversions
y6.23, Right -:Of -Way Diversions (Water Bars)

��c Yr s �*8 Y"v=#qs-=g.Srg;-,^!<�.�r ,iyras `.-:,C t�} 3 s• -
'Y'w' rt •i "'s'a�-�' `°,:: ay`'5.r . 'yam x?,-.�,--.3w- 3 c.:..ry. 7 ": "i e;.r.; = •.- •F-.- - T _, 4�.
� -f �. 2 `` �., a+-c-:iaa ',:�• •�i-S�'i - .i x:•�ti���+.w,���� �€. � a a1 �: 'c s,-^c —S"'•a �ri+-� -a -..-t -.-�. � ;—� � % -
�i-�r.-c
�'. "�'rt ..w�..� .w � f iY++• .+u,rk`L"i _.�.�"��-L''.w... � � ....� tea.. ,,,- .;r...i - _ " �`� _ �
t z =
cds and S eci cations
-Practie�Standar P f - -
Cd6-eyaitce Measures
6.30, Grass -lined Channels
6.31,-Riprap-lined and Paved Channels
Other Related Practices
6.81, Subsurface Drain
6.84, Dust Control .
North Carolina Department of Transportation
Standard Specifications for Roads and Structures

Pracitce Sicutdirrds and Spect
L_.
60°� Definition An earthen anbard=ent suitably located to capture sediment.
451N
Purpose To retain sediment on the c onstnsction site and prevent sedimentation in off -site
streams, lakes, and dtainageways.
Conditions Where Special limitation —This practice applies only to the design and installation of
Practice Applies sediment basins where failure of the structure would not result in loss of life,
damage to homes or buildings, or interruption of use of public roads or utilities.
Regardless of haaard classification, structures larger than 15 ft or higher, and
having a maximum storage capacity of 10 acre-ft or more arc subject to the N.C.
Dam Safety Act -
Sediment basins are needed where erosion control measures are not adequate to
prevent off -site sedimentation. Specific criteria for installation of a sediment
basin are as follows:
Keep the drainage area less than 100 acres.
• Ensure that basin location provides a convenient concentration point for
sediment -laden flows Emm the area served.
• Ensure that basin location allows access for sediment removal and proper
disposal under all weather conditions.
• Keep the basin life limited to 3 years, unless it is designed as a permanent
structure.
• Do not loc= sediment basins in perennial streams.
Planning Select key, locations for sediment basins during initial site evaluation_ Install
Considerations basins before any site grading takes place within the drainage area.
Select basin sites to capture sediment from all areas that are not treated ade-
quately by other sediment traps. Always consider access for cleanout and dis-
posal of the trapped sediment. Locations where a pond can be formed by
constructing a low* dam across a natural swale are generally preferred to sites
that require excavation. If practical, divert sediment -free runoff away from the
basin.
Sediment trapping efficiency is primarily a function of sediment particle size
and the ratio of basin surface area to inflow rate. Therefore. design the basin to
have a large surface area for its volume. Figure 6.61a shows the relationship be-
tween the ratio of surface area to peak inflow rate and trap efficiency observed
by Barfield and Clar (1985).
Sediment basins with an expected We greater than 3 years should be designed
as pmmaitent swictiarm1n these uses, the strocitme should be designed by a
qualified professional engineer ezperiatced in the design of dams. Perinanem
poilaand artificial lakes are beyond the scope of this practice standard. USDA
4.
6.61.1' _ r

100
90
D
U
Z
w 80
U
U-
is
W
Z 70
a
a
Q
CC
1-
60
.•
LOAMY SAND
CLAY LOAM.
A
0
SILT LOAM
W
11 X x 10 YR STORM
x LEGEND
SILT LOAM SOIL
0.5 XOV o
I.OXOV x
2,OXOV ❑
3.OXOV a
• LOAMY SAND
ALL VOLUMES
A CLAY LOAM
ALL VOLUMES
AC/CES
z
SURFACE AREA /PEAK DISCHARGE
Figure 6.61 a Graph showing the relationship between die ratio of surface area to peak inflow rate and trap effitiency.
(source: Sariiefd and Clar)
Soil Conservation Service Practice Standard Ponds Code No. 378 provides
criteria,for design of permanent ponds.
Design Criteria Drainage areas --limit drainage areas to 100 acres.
Design basin life ---Ensure a design basin life of 3 years or less.
Dam height —Limit dam heighu to 15 ft. Dams 15 ft or higher and with storage
volume of 10 acre-ft or more are govenxd by the N.C. Darn Safety ACL Height
— - --- -- - of a dam is mm=- d from fhe top of the darn to the lowest point at the
- downstream we. Volume is measured to the top of the dam.
Basin locations-- Select arras that
=.provide.capaciy for storage of sediment from as much of the planned dis-
''' 'tu cd 3Mt,as piacticc l;
4 .. exch3dde-runoff from undisturbed 8where practiCa,
provide access for sediment removal throughout the life of dx project;
:t _

_ - — _ - _ — �.-. -• -,- Y y..t_...!-._ : -,Ty;, 3� #- S- r ear �t r. �`�=�T•_ a / aaa.-wYV v �.=1��...- J , �WlN _..
-- _ - - _ ;„r x. -mac .�� •,t � � c•= ' -� _- 3.�-.'..�z..::.:�.� ?.-�_� -
Surface area-Recem studies (Barfield and Ciar. 1985) indicate that the fol-
lowing relationship between surface area and peak inflow rate gives a trapping
efficiency greater than 75% for most sediment in the Coastal Plain and Pied-
mont regions:.
A = 0.41 q
Where A is basin surface aria in acres and q is peals inflow rate in cfs. Area is
--" measured at design capacity of the principal spillway.
Basin shape-•-Fnsure that the flow length to basin width ratio is greater than
2:1 to'improve trapping efficiency. This basin shape may be attained by site
selection, excavation, or installing baffles. Length is measured at the elevation
of the principal spillway.
Storage volume —Ensure that the sediment storage volume of the basin, as
measured to the elevation of the crest of the principal spillway, is at least 1,800
ft3/acre. for the disturbed area draining into the basin (1800 (3 is equivalent to
1/2 inch of sediment per acre of basin drainage area). Where possible, the en-
tire drainage basin is used for this computation, rather than the disturbed area
alone, to help ensure adequate trapping efficiency.
Remove sediment from the basin when approximately one-half of the storage
volume has been filled.
Spillway capacity —Tine spillway system must carry the peals runoff from the
10-yr storm with a minimum 1 ft freeboard in the emergency spillway. Base
runoff computations on the disturbed soil cover conditions expected during
the effective life of the structure.
Principal spillway ---Construct the principal spillway with a vertical riser con-
nected to a horizontal barrel that extends through the embankment and outlets
beyond the downstream we of the dam, or an equivalent design.
• Capacity—E=ure a minimum capacity of 0.2 cfs/acre of drainage area,
with the water surface at the emergency spillway crest elevation.
Sediment cleanout elevation —Show the distance from the top of the riser to
the pool level when the basin is 50% fulI. This elevation should also be marked
in the field with a permanent stake set at this ground elevation (not the top of
the stake).
Crest elevation —Keep the crest elevation of the riser a minimum of 1 ft below
the c=elevation of the emergency spillway.
Riser and Darrel —Keep the minimum barrel size at 8 inches for corrugated
metal pipe,or 6 itches for smooth wall pipe to facilitate installation and reduce
poteiitial.for failure from blockage. Ensure that the pipe is capable of withstand -
mg tine maximum external loading without yielding. buckling, or cracking. To
F improve the efficiency of the principal spillway system. make the cross-section-
sl aiiea bf cite tear at least 1.5 times that of the barrel-

-- - -�
Pipe Coiinecdflns—Easurc th�l all conduit c;onncctiotts are watcrtighL-- -
Rod and. lug type connector bands with gaskets are preferred for corrugated
metal pipe to assure watertightness under maximum loading and internal pres-
_ surr—' Do not use dimple (universal) connectors under any circumstances.
Basin dewatering—Many new techniques are available for dewatering sedi-
ment basins. A single hole placed just above the sediment cleanout level will
dewater the basin slowly and not interfere with trap efficiency.
The size of the dewatering hole may be approximated as follows:
Ao= Asx-,/-2h
T x Cd x 20,428
where:
AD = surface area of the dewatering hole, ft2
As . = surface area of the basin, ft 2
h = head of water above the hole, ft
Cd = coefficient of contraction for an orifice, approximately 0.6, and
T = detention time or time needed to dewater the basin, hours (recom-
mended 10 hours).
NOTE: Perforating the riser with multiple holes with a combined surface area
equal to Ao is acceptable. Perforated risers that dewater the basin rapidly may
interfere with -sediment trapping.
The basin may also be dewatered by perforating the lower half of the riser with
1(2-inch holes with a spacing of approximately 3 inches in each outside valley.
Cover the perforated section with 2 ft of lei - 3/4-inch gravel. Use NCDOT
Standard #57, or #5 washed stone when it is available.
It is important that a suitable trash guard be installed to prevent the dewatering
holes from becoming clogged.
• -Trash guard --Install a trash guard on the top of the riser to prevent trash
and other debris from clogging the conduit_ A combination anti -vortex
device and trash guard improves the efficiency of the principal spillway
and protects against trash intake.
• Protection against piping —Install at least one watertight anti -seep collar
with a minimum projecuon of 1.5 ft around the barrel of principal spillway
conduits, 8 inches or larger in diameter. Locate the anti -seep collar slight-
ly 'downstrearn from the dam center line. A properly designed drainage
diaphragm installed around the barrel may be used instead of an anti -seep
collar when it is appropriate.
• .Protection against flotation --Secure the riser by an anchor with buoyant
weight greater than 1.1 times the water displaced by the riser.
Outlet— Protect the outlet for the barrel against erosion.
'Dcharge velocities must be within allowable limits for the receiving stream -
(References: Oudet Protection).
6.61.4

..Table 6.61a
Acceptable Dimensions for
Basin Embankment
Emergency spillway- Consmxi the entuc flow arta of the emergency spill-
way in undisitu'bed soil (not fill). Make the cross section trapezoidal with side
slopes of 3:1 or flatter. Make the control section of the spillway straight and at
least 20 ft Tong. -The inlet portion of the spillway may be curved to improve
alignment; but eruure that the outlet section is straight due to supercritical now
in this portion-
- Capacity —The minimum design capacity of the emergency spillway
must. be the peak rate of runoff from the 10-yr storm, less any reduction
illway. In no case should freeboard of the
due w flow in the principal sp
emergency spillway be less than 1 ft above the design depth of flow.
Velocity Ensure that the velocity of flow discharged from the basin is
nonerosive for the existing conditions. When velocities exceed that allow-
able for the receiving areas, provide outlet protection (References: Outlet
Protection).
Embankment —
Cut -off trench —Excavate a trench at the centerline of the embankment.
Ensure that the trench is in undisturbed soil and extends through the length
of the embansanent to the elevation of the riser crest at each end. A min-
imtun of 2 ft depth is recommended_
• Top width —The minimum top width of the dam is shown in Table 6.61a.
• Freeboard —Ensure that the minimum difference between the design
water elevation in the er. ergency spillway and the top of the sealed em-
bankment is 1 ft.
• Side slopes• —Make the s:de slopes of the impoundment structure 2.5:1 or
flatter (Figure 6.61b).
• Allowance for setdement—Increase the constructed height of the fill at
least 10% above the design height to allow for settlement.
• Erosion protection—Stabifiw all areas disturbed by construction (except
the lower 1R of the sediment pool) by suitable means immediately after
completing the basin (References: Surface Stabilization).
Design information included in the Appendices may be used to develop
final plans for sediment basins (References: Appendices).
Trap eflciency--Improve sediment basin trapping efficiency by employing
the following considerations in- the basin design:
Surface area —In the design of the settling pond, allow the largest surface
aria possible. Studies of Barfield and Clar (1985) indicate that surface
area (n aaes) should be larger than 0.01 times the peak inflow rate in cis.
Length. —Maximize the length -to -width ratio of the basin to prevent short
circuiting, and eni= use of the entire design sealing area.
Fill Height Minimum Top Width
. less than 1Oft 8.0 ft
`.1 o feet to 1s it 10.0 ft
a
6.619

- - `s;
7 '.-�.r `,..mow.. .,K.. .,.,,L, - ---•:•,- y
-_'Emergency spillway .
Riser pipe for principal.
.. � spillway„ � � �•_ : .. - r
Trash rack Freeboard 1' min
Embankment stabilized
Drainage holes ll1 = 1 1 with vegetation
with gravel I i f I{i i— f Il"-�I ' r If I ]wi
r " II , I IWI fit Un if it _ f„ 2.5:1 slope max
�n yl��lltt�JlJtr j AM, B- -' Anti -seep K J
Anti- IilT I ffIII Selected till collar
flotation . Principal
block Placed in layers p Stabilized
and compacted spillway Cut-off trench, outlet
barrel 2' deep
Figure 6.61 b Section through embankment and basin controls.
Inlets —Locate the sediment inlets to the basin the greatest distance from
the principal spillway.
Dewatering—Allow the maximum reasonable detention period before; the
basin is completely dewatered--at least 10 hours.
• Inflow rate —Reduce the inflow velocity and divert ail sediment -free
runoff.
Construction 1. Site preparations --Clear, grub, and strip topsoil from areas under the em-
Specifieations bankment to remove trees, vegetation, roots, and other objectionable material.
To facilitate sediment cleanout and restoration, clear the pool area of all brush,
trees, and other objectionable materials. Stockpile all topsoil or soil containing
organic matter for use on tht: outer shell of the embankment to facilitate vegeta-
uive estabiishmenL Place temporary sediment control measures below the basin
as needed.
2. Cut-off trench --Excavate a cut-off =rich along the centerline of the earth
Ell embankment- Cut the trench to stable soil material, but in no case make it
less than, 2 ft. deep. The cutoff [ranch must extend into both abutments w at least
the elevation of the riser cresL- Make the minimum bottom width wide enough
to permit operation of excavation and compaction equipment but in no case. less
- than 21t Make side slopes of the trench no steeper than 1:1. Compaction re-
quirements are the same as those for the embankment Keep the trench dry
during backfiiling and compaction operations.
3. Embankment --Take fill material fmm the approved areas shown on the -
plans. It should be clean mineral soil, fire of roots, woody vegetation, rocks,
and other objectionable material. Scarify arras on which fill is to be placed
before placing fill. The fill material must eontain suf kient moisture so. it can
be formed by hand into a ball without crwnbling. If water can be squeezed out
of the mil, it is too wet for primer com"paetion: Place fill mairrial in 6 to &inch
conunuous layers over the entire length of the fill area and d compact rG Com- �:

� :3�:.,•�'x i`ro S4Y,.�s •..tsy'�w c i'' a Mom-'_' — -- - '�'`
__ i • �N�.7_"Y,-a.:�T _ -
J.-> - h �, PractieeStandards and Speciftcatons' _
pac>yon may be obtained by routing the construction hauling equipment over the
fill so that the entire surface of each layer is traversed by at least one wheel or
tread tuck of.the heavy equipment, or a compactor may be used. Construct the
embaiildnent to an elevation 10% higher than the design height. to allow for set-
tHng. .
1 - - ---- - -' 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 soil. Do not use pervious material such as
sand, gravel, or gushed 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 embank-
ment- Care must be taken not to raise the pipe from firm contact with its
foundation when compacting under the pipe haunches.
Place a minimum depth of 2 ft of hand -compacted backfdl over the pipe spillway
before crossing it with construction equipment. Anchor the riser in place by con-
crete 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 the 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 rap efficiency (References: Runoff Control
Measures and Outlet Protection).
7. Erosion control —Construct the structure so that the disturbed area is mini-
mized. 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 consm' Etion (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 211 state and local requirements.
Maintenance Check sediment bisins afterperiodsof significant runoff. Remove sediment and
restore the basin to its original dimensions when sediment accumulates to one-
half the design depot.
- Check the embankment, spillways, and outlet for erosion damage, and inspect
ft embaii anent for piping and settlement- Make all necessary repairs im-
mediately, Remove all trash and other debris from the riser and pool area.

ace'Standards`andSpecifcatYo � - - . -�-�w
6. is
F10HAHY SEEDING.
--- - TS-. Definition Planting.rapid-growing annual grasses, small grains, or legumes to provide in-
itiaL temporary cover for erosion control on disturbed areas.
Purpose To.tetnporariIy-stabilizc denuded area that will not be brought to final grade
for a period of more than 30 working days.
Temporary seeding controls runoff and erosion until permanent vegetation or
other erosion control measures can be established. In addition, it provides
residue for soil protection and seedbed preparation and reduces problems of mud
and dust production from bare soil surfaces'during construction.
Conditions Where On any cleared, unvegetated, or sparsely vegetated soil surface where vegeta-
Practice Applies .. tive cover is needed for less than I year. Applications of ties practice include
diversions, dams, temporary sediment basins, temporary road banks, and top-
soil stockpiles.
Planning
Considerations
Specifications
Annual plants, which sprout and grow rapidly and survive for only one season,
are suitable for establishing initial or temporary vegetative cover. Temporary
seeding preserves the integrity of earthen sediment control structures such as
dikes, diversions, and the banks of dams and sediment basins. It can also reduce
the amount of maintenance associated with these devices. For example, the fre-
quency of'sediir e' m basin cleanouts will be reduced if watershed areas, outside
the active construction zone, are stabilized.
Proper seedbed preparation, selection of appropriate species, and use of quality
seed are as important in this practice as in Practice 6.11. Permanent Seeding_
Failure to follow established guidelines and recommendations carefully may
result in an inadequate or short-lived stand of vegetation that will not control
erosion.
Temporary seeding provides protection for no more than 1 year, during which
time permanent stabilization should be initiated.
Complete grading before preparing seedbeds and install all necessary erosion
controi practices, such as dikes, waterways and basins. Minimize steep slopes
,becaitse;,they make seedbed 'preparation difficult and increase the erosion
hazard:: If soils become compacted daring 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, and uniform. Where hydroseeding methods
are used. the surface may be left with a more irregularsurface of large clods and
stones. .
Liming ---Apply lime aeoording to soil test recommendations, if the pH (acidity)
of the soil is not known,'aa application of ground agricultural limestone at the
6.10.1

-- - - - rate of.I to 1 IR tons/acrz on coarse -textured soils and 2-3 tons/acre on fine
textured soils is usually SnfflCient. Apply limestone uniformly and incorporate
into the top 4-6 inches of soil Soils with a pH of 6 or higher need not be limed.
FertillzeiLl3ase application rates on soil tests. When these are not possible,
apply a 10-10-I0 grade fertilizer at 700-1.000 lb/acrc. Both fertilizer and lime
should be incorporated into the top 4-6 inches of soil. If a hydraulic seeder is
used; -do normix seed and fertilizer more than 30 minutes before application.
Surface roughea ing—If recent tillage operations have resulted in a loose sur-
_face, additional roughening may not be required except to break up large clods.
If rainfall causes the surface to become sealed or crusted, loosen it just prior to
seeding by disking, raking, harrowing, or other suitable methods. Groove or fur.
row slopes steeper than 3:1 on the contour before seeding (Practice 6.03. Sur-
face Roughening).
PLANT SELECTION
Select an appropriate species or species mixture from Table 6.10a, for seeding
in late winter and early spring, Table 6.I0b for summer, and Table 6.10c for fall.
In the Mountains, December and January seedings have poor chances of suc-
cess. When it is necessary to plant at these times, use recommendations for fall
and a securely tacked mulch.
SEEDING,
Evenly apply seed using a cyclone sender (broadcast), drill, culdpacker seeder,
or hydroseeder. Use seeding rates given in Tables 6.10a-6.10c. Broadcast seed-
ing and hydrosceding arc appropriate for steep slopes where 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 mort than lf2 inch. Broadcast seed must be covered by racing 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. conditions (Prac-
'tice 6.14. Mulching). Harsh site conditions include:
- seading•in fall for winter cover (wood fiber mulches are not considered
adequate for this use),
• slopes steepu than 3:1,
excessively, hot or dry weather,
adverse'9tiils (shallow; cocky, or high in clay or sand). and
- _-- - — - - _ areas regmvmg concentrated flow. - - - • - M1-w
If the area to be mulched is subject to concentrated waterflow, as in channels.
anchor mulch with netting (Practice 6.14, Mulching)- -

�4
Maintenance Reseed and mulch arras where sae&ing =ermce is P=, o-r-whm-erosion 7—
occu:rs, as soon as possible. Do not mow. Protect from traffic as much as pos-
sible.
References site Preparation
6.03, Surface Roughening
6.04, Topsoiling
Surface StabiRintion
6.11, Permanent Seeding
6.14, Mulching
Appendix
8.02, Vegetation Tables

- — Table 6.7 Qa .:
Temporary Seeding .
Recommendations for Late
Winter and Early Spring
Seeding mixture .'
-Species Rate (Iblacxe)
Rye (grain) 120
Annual lespedeza (Kobe in
Piedmont and Coastal Plain,
Korean in Mountains) so
Omit annual lespedeza when duration of temporary cover is not to extend
beyond June.
Seeding dates
Mountains —Above 2500 ft: Feb. 15 - May 15
Below 2500 ft: Feb. 1 - May 1
Piedmont —Jan. 1 - May 1
Coastal Plain --Dec. 1 - Apr. 15
Sall amendments
Follow recommendations at soil tests or apply 2.000 lb/acre ground agricul-
tural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphah, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertike if growth is not fully adequate. Reseed, refertilize and mulch im-
mediately following erosion or other damage.
6.10.4

Na
_ --- �,•.,-.x _�-T . _ � --ter..,=, �--+ -' .�c�' c -
-..n. Big,
.�s-
ce 5landards a_nd"Specifrcatio==�
_ Table fi_10b = -
-- -
Temporary Seeding
Seeding mixture
Recommendations for
Species Rate (I6lacre)
Summer
German millet 40
In the Piedmont and Mountains, a small -stemmed Sudangrass may be
substituted at a rate of 50 lb/acre.
Seeding dates
Mountains —May 15 - Aug. 15
Piedmont --May 1 -Aug. 15
Coastal Plain —Apr. 15 - Aug. 15
Soil amendments
Folbw recommendations of soil tests or apply 2.000 lb/acre ground agricul-
tural limestone and 750 lb/acre 10-10-10 fertilizer.
MulchApply
4,000 lb/acre straw, Anchor straw by tacking with asphaft, netting,
or a mulch anchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch im-
mediately following erosion or other damage.
610.5

.:.�:.`'-, ; =, -•• =-tom.. '�,-..i-- •--•--- _,_ -r
Table 6.10C-` = _-- - -
s.
Temporary Seeding Seeding'mxture
Recommendations for Fail species Rate (Ib/acre)
-''Rro (gin). 120
Seeding dates
Mountains —Aug. 15 - Dec. 15
- - - Coastal Plain and Piedmont —Aug. 15 - Dec. 30
Soil amendments -
Follow soil tests or apply 2,000 lb/acre ground agricultural limestone and
1,000lb/acre 10-10-10fertilizer.
Mulch
Apply 4,000 Ib/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 refenilize 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 S0 Ib/acre Kobe (Piedmont and Coastal
Plain) or Korean (Mountains) lespedeza in late February or early March.
6.10.6

;4- --
; : -'75 _ -
Practice Standards and Specificaliorrs
Definition Controlling runoff and erosion on disturbed areas by establishing perennial
vegetative cover with seed.
Purpose To reduce erosion and decrease sediment yield from disturbed areas, and to per-
manently stabilize such areas in a manner that is economical, adapts to site con-
didoos, and allows selection of the most appropriate plant materials.
Conditions Where Fine -graded areas on which permanent, long-lived vegetative cover is the most
Practice Applies practical or most effective method of stabilizing the soil. Permanent seeding
may also be used on rough -graded areas that will not be brought to final grade
for a year or more.
Areas to be stabilized with permanent vegetation must be seeded or planted
within 30 working days or 120 calendar days after final grade is reached, unless
temporary stabilization is applied.
Planning Vegetation controls erosion by protecting bare soil surfaces from raindrop im-
Co nsiderations pact and by reducing the velocity and volume of overland flow.
The most common and economical means of stabilizing disturbed soils is by
seeding grasses and legumes. The advantages of seeding over other means of
establishing plants include the smaller initial cost, lower labor input, and greater
flexibility of method. The disadvantages of seeding include:
potential for erosion during the establishment stage,
the need to reseed areas that fail to establish,
• seasonal limitations on suitable seeding dates, and
• a need for water and appropriate temperatures during germination and
early growth.
The probability of successful plant establishment can be maximized -through
good planning, knowledge of the soil characteristics (Table 6.1 la), selection of
suitable plant materials for the site, good seedbed preparation, adequate liming
and fertilization, and timely planting and maintenance.
SELECTING PLANT MATERIALS
Climate, soils, and topography are the major factors affecting the suitability of
plants for a particular site. All three of these factors vary widely across North
Camlina, with the most significant contrasts occurring among the three major
- — --�- — physiographic regions of the stat—Mountains, Piedmont, and Coastal Plain
- (Figure 6.1 la) -
To simplify'plant selection, a Key to Permanent Seeding Mixtures is presented
inTable6.1.1b. To find seeding specifications for a specific site, follow this key
through the'different steps —region, slope, soil, and maintenance level -to the
'appropriate seeding iiumbcr. Seeding mixtures recommended here are dcsigncd
_ �� .- , - ;, taw
.-for general -use -and are well proven in practical Feld situations (Tables 6.1lc

Table 6.11a
Suitability of Soil for Establishment of Low -maintenance Vegetation
Criteria
Suitability
Limiting Factors
Good
Fair
Poor
pH
5.6-7.8
4.5-5.5.
<4.5
Too acid: possible
Al, Mn, Fe toxicity
Available
>.10
.05-.10
<.05
Too dry
water capacity
Texture
I,sil,si
scl, sicl
sc, sic
Too high in clay
sl
cl
c
Is
s
Too high in sand
Coarse (3.10 in)
<15%
15-35
>35
Lg. stones restrict
fragments3.-._ >10-in)
<3%
3-10
>10
tillage; droughty
Depth to
40
20-40
<20
Insufficient
bedrock (in-)
rooting depth
Salinity (msohos/cm)
8-16
>16
Excess salt
'inAn.
2Sandy clay loam (scl), silty clay loam (sicl),
clay loam (d), sandy loam (si), silt loam (sil), loamy sand (Is), sandy
clay (sc), silty clay (sic), clay (c), sift (si), sand (s), and loam (1).
3Percent by weight.
Source: National Soils Handbook, USDA-SCS, 1983.
Coastal Plain
Mountains Piedmont Upper Middle Lower
.i
Tam
A
-.Sand Hills
a
t
Figure 6.11 a Major physiographic regions of North Carolina differing in climate, soils and topography.
6-11-2
Tidewater
l

z ' -_ -_ � -":� 'f-"�-�--s=F�.c- 's`:^�'-,� � �'R��=. x-- r'Li'�"�c":�,.-1: �-,�.- ,�a; ? � - - _ —_ — r= i.... � e "�.r. y �. +y,.. .���.-.s•.. ^�"t'
-y=r
Practice Standards and Spet rfrations -
through 6.11 v). They are designed to produce maximum stabilization and min-
imize the amount of maintenance and repair required.
Land use is a primary consideration in planning permanent seedings. For this
purpose land use, whether trsidential, industrial, commercial, or recreational,
can be divided into two general categories-
• High -maintenance areas are mowed frequently, limed and fertilized
regularly, and either (1) receive intense use (e.g., athletic fields) or (2) re-
quire maintenance to an aesthetic standard (e.g., home lawns). Grasses '
used for these situations are long-lived perennials that form a tight sod
and are fine -leaved and attractive in appearance. They must be well -
adapted to the geographic area where they are planted and able to endure
the stress of frequent mowing. Sites where high -maintenance vegetative
cover is desirable include homes, industrial parks, schools, churches, and
recreational are -as -
Low -maintenance areas are mowed infrequently or notat all, and do not
receive lime and fertilizer on a regular basis. Plants must persist with lit-
tle maintenance over long periods of time. Grass and legume mixtures are
favored for these sites because legumes are a source of soil nitrogen.
Mixed stands are also more resistant to adverse conditions. Sites suitable
for low -maintenance vegetation include steep slopes, stream or channel
banks, some commercial properties, and "utility" turf areas such as road -
banks.
SEEDBED PREPARATION
The soil on a disturbed site must be amended to provide an optimum environ-
ment for seed germination and seedling growth. The surface soil must be loose
enough for water infiltration and root penetration. The pH (acidity or alkalinity)
of the soil must be such that it is not toxic and nutrients are availably ---prefera-
bly between 6.0 and 6.5. Sufficient nutrients --added as fertilizer —must be
present -
it is as important to add lime as to add fertilizer. Lime is used primarily as a pH,
or acidity, modifier, but it also supplies calcium and magnesium, which are im-
portant plant nutrients. By increasing soil pH it also makes outer nutrients more
available to plants. At the same time, it prevents aluminum toxicity by decreas-
ing the solubility of soil aluminum. Many soils in Notch Carolina are high in
aluminum, which stunts plant growth.
After seed is in place, it must be protected with a mulch to hold moisture and
modify temperature extremes, while preventing erosion during seedling estab-
lishment.
STEEP SLOPES
The operation of equipment is restricted on slopes steeper than 3:1. severely
limiting the quality of the seedbed that can be prepared. The soil cannot be suf-
fciently worked, and ameridrnents cannot be thoroughly incorpomted-
Provisions for establishment of vegetation on steep slopes can be made during
ffuial grading. In construction of fill slopes, for example, the 1ast4-6 inches might
be ]cfi uncomp'actcd. A loose, rough seedbed is essential. Large clods and stones _ -

provide irregularities that hold seeds and fertilizer. Cut slopes should be rough-
ened (Practice 6,03, Surface Roughening).
Where steepness prohibits the use of farm machinery, seeding methods are =
limited to broadcast or hydroseeding. with hydroseeding giving the most de-
pendable results. Vegetation chosen for these slopes must not require mowing
or other intensive maintenance. Using a hydraulic seeder, seed, fertilizer, wood
fiber mulch, and a tacking agent can be applied in one operation.
Good'mulching practices are critical to protect against erosion on steep slopes.
When using straw, anchor with netting or asphalt. On slopes steeper than 2:1,
jute, excelsior, or synthetic matting may be required to protect the slope.
Specifications SEEDBED REQUIREMENTS
Establishment of vegetation should not be attempted on sites that are unsuitable
due to inappropriate soil texture (Table 6.1la), poor drainage, concentrated
overland now, 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 re-
quirements as a growth medium. The existing soil should have these criteria:
Enough fine-grained (silt and clay) material to maintain adequate mois-
ture and nutrient supply (available water capacity of at least .05 inches
water to I 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- Clovis and stones may be 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 to foster vegetation special amendments are required.
The soil conditioners described below may be beneficial or, preferably, topsoil
may be applied in accordance with Practice 6.04, Topsoiling.
SOIL CONDITIONERS
In order to improve -the structure or drainage characteristics of a soil, the fol-
lowing materials may be added. These amendments should only be necessary
.where sons nave limitations that make them poor for plant growth or for fine
telishment (see Chapter 3. Vegetative Considerations).
iedstab
Peat —Appropriate types ar+e sphagnum moss peat, hypnum moss peat, reed-
' sedge peat, orpeat humus, all from frrsh-water sow res. Peat should be shredded
:and conditioned.in, storage piles for at least 6 months after excavation.
`_Sand —clean and'free of tonic materials. w

a.. t-�.' � �==�+-� - -�< �t "�'r.. .. w..:,ri""�:�_� itf�j u�-��M �'-�''�y'�'_s�r'`s�--srr_r— �_4�7:rs�•��•`_-��- _.T � - - -.�_� -�
_ practice Standards and Specifications -
Veriiiiculite�-ltoi iculturai grade and fire of toxic substances.
Rotted manure —stable or eaule 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 regula-
tions.
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.
Litre and fertilizer needs should be determined by soil tests. Soil testing is per-
formed free of charge by the North Carol ina Department of Agriculture soil test-
ing 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 com-
mercial laboratories.
When soil tests are not available, follow rates suggested on the individual
specification sheet for the seeding mix chosen (Tables 6.1Ic through 6.11v).
Application rates usually fall into the following ranges:
• Ground agricultural limestone:
Light -textured, sandy soils: 1-1 1R tons/acre
Heavy -textured, clayey soils: 2-3 tons/acre
• Fertilizer
Grasses: 800-1200 lb/acre of 10-10-10 (or the equivalent)
Grass-Iegume mixtures: 800-1200 lb/acre of 5-10-I0 (or the equivalent)
Apply lime'aad fertilizer evenly and incorporate into the top4-6 inches of soil
by disking or other suitable means. Operate machinery on the contour. When
_ using a hydroseeder, apply lime and fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Complete seedbed preparation by breaking up Imp clods and raking into a
smooth, uniform surface (slopes less than 3:1). Fill in or level deprt ions that
can collect water. Broadcast sued into a freshly loosened seedbed that has not,
been sealed by rainfall_
-'4.

T
❑ f �t.er- TY+ �. {r sas' c- c'.'_3 3. s...'-.++1.- z =r
�+_ rYT� .�rt� � `5' .s � � s e _ •r -
`Figure 6:1115-Label' displayed on all North
Carolina certified seed.
SEEDING
Seeding dates given in the seeding mixture specifications (Tables 6.11 c through
6.11y) are designated as "best" or "possible". Seedings properly carried out
within the "best" dates have a high probability of success. It -is also possible to
have satisfactory establishment when seeding outside these dates. However, as
you deviate from then, the probability of failure increases rapidly. Seeding on
the last date shown under "possible" may reduce chances of success by 30-50'yo.
Always take this into account in scheduling land -disturbing activities.
Use certified seed for permanent seeding whenever possible. Certified seed is
inspected by the North Carolina Crop Improvement Association. It meets
published North Carolina Standards and should bear an official "Certified Seed"
label figure 6.11b).
0
Seee n ff s Centurw .re ft M . tt" or so" ­,. ."
trroe",eerm"ier..a...e...o.er.a...ctwa...c...t" tK
_gr baftd tneNam" CAM4cmow.pp.vr...r^s.w: t.
.r.a w er,. erWo a
time anyo- [enrt.c.t pn name...eo..r, Or
M-, Neea O&W,r.teen+.eM to- me."re.Ta1r �..ean.ne
.w Z prgew u.. e± V. i..
GROWN IN NORTH CAROLINA
Net Wt. Lbs........
Pure seed .... (%) ..
tnen Matter... (Kt ..
Other Croy... (%I ..
Weed Seed...
Germination..
Harp yeed.... (%i ..
Test bate..........
Nox. weed/Ib......
Lot No..
Cent P40
Kind ...
vane y
Vero" .
Labeling of non -certified seed is also requited by law. l..abels contain important
information on seed purity. germination, and presence of weed seeds. Seed must
meei State"standaids for content of noxious weeds. Do not accept seed contain-
ing "prohibit;esd" noxious weed seed.
Inoculate legume seed with the Rhizobium bacteria appropriate to the species
of legume (Chapter 3. Vegetative Considerations).
ripply seed uniformly -with a cyclone seeder, drop -type spreader, drill cut- ,
tipacker sceiler, or hydnDseeder on a firm, friable seedbed.
,< "zt',

Figure 6.11c Suggested pattern for
broadcasting seed and fertilizer
(source: NCAES Bulletin AG-69).
=Tract rcesS[andaT�s and $pecications
When using a drill or cultipacker seeder, plant small grains no more than I inch
deep; grasses and legumes no more than 1/2 inch. Equipment should be cali-
brated in the field for the desired seeding rate.
When using broadcast -seeding methods, subdivide the area into workable sec-
tions and determine the amount of seed needed for each section. Apply one-half
the seed while moving back and forth across the area, making a uniform pat-
tern; then apply the second half in the same way, but moving at right angles to
the first pass (Figure 6.1 lc).
Seeding Pattern
Cover broadcast seed by raking or chain dragging; then firm the surface
with a roller or cultipacker to provide good seed contact.
Mulch all plantings immediately after seeding (Practice 6.14, Mulching).
HYDROSEEDING
Surface roughening is particularly important when hydroseeding, as a rough-
ened slope will provide some natural coverage for lime, fertilizer, and seed: The
surface should not be compacted or smooth. Fine seedbed preparation is not
necessary for hydroseeding operations; large clods, stones, and irregularities
provide cavities in which seeds can lodge.
Rate of wood fiber (cellulose) application should be at least 2,000 lb/acre.
Apply legume inoculants at four times the recommended rate when adding in-
oculant to a hydrvsecder slurry.
If a machinery breakdown of 1/2 to 2 hours occurs, add 50% more seed to the
tank, based on the proportion of the slurry remaining. This should compensate
for damage to seed. Beyond 2 hours, a full rate of new seed may be necessary.
Lime is not normally applied with a hydraulic seeder became it is abrasive. 11 ,
`.can be blown. onto slapm�:
slopes in dry for. "f : - r

�,t �r ems-
-- -`- - c e _�_.z - — t-- - -
Figure 6.11d Proper placement of grass
sprigs. Each sprig should have at least one
node (modified from NCAES Bulletin AG-69).
SPRIGGING,
Hybrid Bermudagmss cannot be grown from seed and must be planted vegeta-
tively. Vegetative methods of establishing common and hybrid Bermudagrass,
cendpedegrass, and Bahiagrass include sodding, plugging and sprigging (Chap-
ter 3, Vegetative Considerations). Sprigs are fragments of horizontal stems
which include at least one node (joint). They are normally sold by the bushel
and can either be broadcast or planted in furrows using a uactor-drawn tobac-
co or vegetable transplanter.
Furrows should be 4 6 inches deep and 2 ft apart. Place sprigs about 2 ft apart
in the row with one end at or above ground level (Figure 6.1 Id).
Soil Surface
2
I
Correct Incorrect
Broadcast sprigs at the specified rate (Tables 6.1 lr and 6.1 IS). Press into the
top 112-2 inches of soil with a cultipacker or with a disk set nearly straight so
that the sprigs are not brought back to the surface.
IRRIGAT1ON
Moisture is essential for seed germination and seedling establishment. Sup-
plemental irrigation can be very helpful in assuring adequate stands in dry
seasons or to speed development of full cover. It is a requirement for fine turf
establishment and should beusedelsewhere when feasible. However, irrigation
is rarely critical for low -maintenance vegetation planted at the appropriate time
of the year.
Water application rates must be carefully controlled to prevent runoff. Inade-
quate or excessive amounts of water can be more harmful than no supplemen-
tal water..: -
Maintenance Generally, a stand of vegetation cannot be determined to be fully established
until soil cover has been maintained for one full year from planting. Inspect
seeded areas for failure and make necessary repairs and reseedings within the
same season, if possible.
Reseeding --If a stand has inadequate cover, re-evalumte choice of plant mate-
rials and quantities of time and fertilizer. Re-establish the stand after seedbed
pmparauon or over -seed the stand. Consider seeding temporary, annual species
if the time of year is not appropriate for permanent seeding (Practice 6.10. Tem-
porary Seeding)_

i�.�ax.� '=a-�.�.:J:.^G.}'. _ i - "'`gyp=,•A. �°§
•aa ' aFi-r;.:4--•,r s w�-'�'-- _ _ fi 7 -xx. r _: _ - - - ... - - _ - �.:
Practice Standards and Speciftcritions - —
Y_
1f vegetation fails to grow, soil be must tested to determine if acidity or nutrient
imbalance is responsible.
Fertilization- On the typical disturbed site, full establishment usually requires
refertilization in the second growing season. Fine turf requires annual main-
tenance fertilization (Table 6.12b). Use soil tests if possible or follow the
guidelines given for the specific seeding mixr= (Tables 6.11c through 6.11v).
References Site Preparation
6,03, Surface Roughening
6.04, Topsoaing
Surface Stabilization
6.10, Temporary Seeding
6.12, Sodding
6.14, Mulching
Appendix
8.02, Vegetation Tables
Chapter 3, Vegetative Considerations
USDA Soil Conservation Service
National Soils Handbook

Table 6.11b
Key '. to Permanent Seeding Mixtures Based on Site Characteristics
Region and Site Characteristics'
Seeding
Table
Number
(6.11)
i. Mountains
A. Steep slopes (steeper than 3:1); low maintenance
1: Average soils . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . 1 M
c
2. Cold saes or rocky, rough, dry soils . . . . . . . . . . . . . .
. . . . 2M or
d
. . . . . . . . . . . . .. . . . .
. . . . 7M (trees)
i
8. Gentle slopes (3:1 or less)
1. Low maintenance
T --a---Average soil : . . . . . . . . . . . . . . . . . . . . . . . . . . . 3M
e
b. Rough, rocky, dry soil . . . . . . . . . . . . . . . . . . . .
. . . 2M or
d
. . . . . . . . . . . . . . . . . . . . . . . . . . .
. . 7M (trees)
i
2. High maintenance
a. Full sun, soils with good moisture retention . . . . . . . . .
. . . 4M
t
b. Full sun, drought -prone soils ..... .... . . .. . . . .
. . . SM
g
c. Sun or semi -shade, minimum -care lawns . . . . . . . . . .
. . . 6M
h
C. Grass -lined channels . . . . . . . . . . . . . . . . . . . . . . . .
. . • gM
ll. Piedmont
A. Low maintenance
1. Steep slopes or stony, shallow or dry soils - . .. . . .. ..
. . 1 P
k
2. Gentle slopes with average or better soils . . . . . . . . . . .
. . . 2P
l
B. High maintenance (slopes less than 3:1)
1. Cool sites; soils with averae or better moisture retention
. . 3P
m
2. Warm sites; dry, poor soils? . . .... . .... . . . . . .. .
. . . 4P or 3CP
n, r
C. Grass -lined channels
1. Soils with average or better moisture retention . . . . . . . . . .
. . . SP or 8M
o, j
2- Full sun, drought -prone soils . . . . . . . . . . . . . . . . . .
. . . 7CP
v
lil. `coastal Plain
A Well- to poorly -drained soils with good water -holding capacities
1. Low maintenance . .. ......... . . ... ... . . . .
.. .1CP
p
2. High maintenance . . . . . . . . . . . . . . . . . . . . . . . .
. . . 2CP
q
B. Well -drained sandy hams to excessive we (-drained sands
1-- g maintenance, fine turf ...... ..... .. . . . .. ..
.. 3CP
r -�
2. Low- to medium -care lawns . ..... .. . . ..... . . . .
. .. 4CP
s ./
3. Lowmaintenance . ..... . . ............ ....
... SCP
t
C. Intertidal zones of estuarine shorelines, dredged
material, and graded areas in salt water . . . . . . . . . . . . . .
. . . 6CP
u
D. Grass -lined char . .. .... ...... ....
..7CP
v -_
E. Coastal sands exposed to sah spray
and/or wind erosion . . . . . . . . . . . . . . . . . . . . . . . . .
. . . see Table 6.16a
' Refer to Table 6.11 a for soil suitability limitations,
S

'j11ja�C i.-.._S_ .aL ,..-_ {S'^'L-:•'�''-. - C-w�-�+.—+___— d_'..<'Fw't+ - ..4'3'� _ `:.!. -.t" -'+r_ ].. �L' : _
s� Y i r.+ - ;'1-3'—�.a- .rsr .xx =T-- x•s'.
fir-r•�may.-.
•..v`,��v��'�rw.,. x�+.V.. x`""�. a. 'k:..s : a�} e� '� *.. .�Y'r .., ..K�F_-+y_ tl�.i Y •.. .r..-....._�....-.,��`x-...., �-2`...—u�s�_� �'�� �_-- �._-:---�=�
Practice :Standards dnd Specifications
Table 6.11 s
Seeding No. 4CP for: Seeding mixture
Well -Drained Sandy Loams to . Spectess Rate
Dry-San-ds;-Coastal Alain and Centipedegrass 10-20 lb/acre (seed) or Y
Eastern Edge of Piedmont; 33 bu/acre (sprigs)
Low- to Medium -Care Lawns
r-
Seeding dates
Mar. - June
(Sprigging can be done through July where water is available for irriga-
tion.)
Soil amendments
Apply rime and fertilizer according to soil tests, or apply 300 lb/acre 10-10-
10.
Sprigging
Plant sprigs in furrows with a tractor -drawn transplanter, or broadcast by
hand.
Furrows should be 4•6 inches deep and 2 tt apart. Place sprigs about 2 ft
apart in the row with one end at or above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs into the top 1/2-2 in-
ches 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-20 lblacre nitrogen in spring with no phos-
phorus. Gentipedegrass cannot tolerate high pH or excess fertilizer.
'Refer to Appendix 8.02 for botanical names.
4
"tares
6.11-27

J_.
`.'Table 6.11i
Seeding No.-5CP for:
Well -Drained Sandy Loarns to
Dry Sands; Low Maintenance
Seeding notes
1. Where a neat appearance is desired, omit sericea.
2_ Use common Bermudagrass only on isolated sites where it cannot be-
come a pest. Bermudagrass may be replaced with 5 lblacre cen-
tipedegrass.
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 fertilizer.
Mulch
Apply 4,000 lb/acre grain straw or equivalent cover of another suitable
mulch. Anchor by tacking with asphalt, roving, or 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. with 50lb/acre nitrogen. Repeat as growth re-
quires. May be mowed only once a year. Where a neat appearance is
desired, omit sericea and mow as often as needed.
t Refer to Appendix 8.02 for botanical names.

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Table 6.11 r
Seeding No. 3CP for: Dry
Sands to Sandy i_oams; High
Maintenance, Fine Turf
6.11.26
Seeding mixture
Speclest Rate (bu/1,000 ft2}
Tdway or Tdway 11 Minimum: 3
hybrid Bermudagrass Rapid cover. 10
Seeding notes
1. Sprig or sod (Practice 6.12, Sodding). Moisture is essential during ini-
tial establishment. Sod must be kept well watered for 2-3 weeks, but can
be planted earlier or later than sprigs.
2. Common Bermuda can be seeded or sprigged but does not produce a
high -quality turf. It is also less cold tolerant than the hybrids, more weed
prone, and a pest in flower beds and specimen plantings.
Planting dates
Apr. - July
Soil amendments
Apply lime and fertilizer according to soil tests, or apply 3,000 lblacre
ground agricultural limestone and 500 lb/acre 10-10-10 fertilizer, or 50
lb/acre nitrogen from turf -type slow -release fertilizer. Add 25-50 lblacre
nitrogen at 2- to 3-week intervals through midsummer.
Sprigging
Plant sprigs in furrows with a tractor -drawn transplanter, or broadcast by
hand.
Furrows should be 4-6 inches deep and 2 ft apart. Place sprigs about 2 ft
apart in the row with one end at or above ground level (Figure 6.11d).
Broadcast at rates shown above, and press sprigs into the top 1/2-2 in-
ches of soil with a dish set straight so that sprigs are not brought back
toward the surface.
Mulch
Do not mulch.
Maintenance
Water as needed and mow to 3/4- to 1-inch height. Topdress with 40
lb/acre nitrogen in Apr., 50 lb in May, 50 lb in June. 30 lb in July, and 25=
50 lb in Aug.
Refer to Appendix 8.02 for botanical names.

•� t - -sir'-�•�.;rt- tr
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- -�._ � � �_ --� T,-_r ,-� -�-Z-�... w+,. ....-•..+�1+... �...JM'-�.«...per _ _ � _- - _- _ - _ .. . .
___- - _ _ Practice Standards and Specifcat ons
Table 6.11v
Seeding No. 7CP for:
Grass -lined Channels;
Coastal Plain, Lower
Piedmont, and Dry Soils in
the Central Piedmont
Seeding dates
Coastal Plain: Apr. -July
Piedmont: Apr. 15 -.tune 30
Soil amendments
Appty lime and fertilizer according to soil tests, or apply 3.000 Ib/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 not 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- Relertilize the following Apr. with 50 lblacre nitrogen.
'Refer to Appendix 8.02 for botanical names.

ENVIRONMENTAL ASSESSMENT
YACHT MANUFACTURING, SERVICE FACILITY
AND MARINA
BENNETT BROTHERS YACHTS
CORBETT TRACT
NORTHEAST CAPE FEAR RIVER
NEW HANOVER COUNTY NORTH CAROLINA
MAY 1996
LAND MANAGEMENT GROUP, INC.

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_
• r� ��� Viz' 'f'ABTsE,OFCONTENTS
ti;Cry:':=,��ls;.•;?�=�:��;`�=' .,;y;f ..� -. i.. ._. .i'. _ .r _
PAGE
L
PURPOSE-.
I
IL
PERMITTING PROCESS
I
III.
CURRENT CONDITIONS
I
IV.
NEED
2
V.
ALTERNATIVE ANALYSIS
3
A. No -Build Alternative
3
B. Constructioq of:a; Yacht.Production. Facility without
Wate,rfrpnt-.Development
3
C. Applicants: Preferred Alternative -
3
VL
ENVIRONMENTAL' --CONSEQUENCES
5
A. Changes :in -Land _Use
5
B. Estuarine Resources
5
Nekton
5
Benthos
5
C. Wetlands
6
Proposed Changes
6
Impacts
6
r D._ - _.-_Prime or Unique Agricultural Lands
6
E. Public Lands
6
F. Scenic and Recreational Areas
6
Proposed Changes
7
Impacts . ..
7
G. Areas of:Ambeological..or Historical Value
7
H. Air -Quality,= :.•
7
Proposed Changes
7
Impact :, • .. =. �.. ;,,
7
L Water Resources _
7
_
Proposed,.C4anges
8
Impacts:-] r - , :...
8
J. Groundwater Quality
8
K. Introduction of Toxic Substances
8
Proposed. Changes ;
8
Imparts
8
L. Noise:Levels -
8
- " L
tia'Iwt Fr L•Y# ly f r- r
.
r

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M
-``TABLE'OF;CONTENTS
PAGE
M. Wafes•.SePipiies:
9
N.':"_ Shellfish; Fisb`and Their Habitats ' '`
9
Prriposed=Changes.. =
9 -
Inrpts`
9
O. Wildlife --and Tl eiJr.Habitats '
9
P. Euii phication'of-Re'ceiving Waters
10
Q. Cumulative -Impacts
10
R. Compliance with Environmental Requirements
I 1
- - - - Federal
I 1
State
1 I
North Carolina Environmental Policy Act
I 1
S. Notification
12
Riparian Landowners
12
Public Notice
12
Environmental Assessment Submittal
12
T. Point of Contact
12
U. Findings
12
V. Sources of Information
12

:i.ORB .CE_TT:_TRACT
:NORTHEAST: CAPE -FEAR RIVER
NEW; HAND.yER COUNTY, NORTH CAROLINA
MAY 24, 1996
L PURPOSE. The purpose of this Environmental Assessment (EA) is to provide the North
Carolina Department of Environment, Health and Natural Resources and associated agencies with
a decision making tool to determine if.the yacht manufacturing and service facility on the 19.63
acre Corbett Tract along the northeast Cape Fear River in New Hanover County proposed by
Bennett Brothers Yachts, Inc. is of sufficient impact to the environment as to require the
preparation of,an Environmental Impact Statement (EIS). If an EIS is not warranted, a Finding
of No Significant_ Impact, .;(FONSI),.will -be issued prior to approval of a CAMA Major
Development Permit � .
`'pis'—�•. ,-
M EEPNfrI i'ING'-PROCESS::.A _C.AMA Major Development Permit Application will be
submitted to the..North ,! aro.lina Div_ision.of.:Coastal Management and the U.S. Corps of Engineers
for review. 'The ,,state review .of this. permit application is coordinated by DCM. Other
commenting state agencies,include the. Divisions of Environmental Management, Water Resources,
Marine Fisheries, Environmental Health, Archives and History, Community Assistance as well as
the Wildlife Resources Commission, the Department of Administration and the Department of
Transportation. Federal review is coordinated by the Army Corps of Engineers. Commenting
Federal Agencies include the Environmental Protection Agency, National Marine Fisheries Service,
and the Fish and Wildlife Service.
DCM also reviews applications for compliance with local regulations and for consistency with
county and municipal land use plans.
IIL CURRENT.CONDrnoNS. ,The,,pT9ject site is situated immediately north of the Highway
117/133�,bridge.on.the easterrn :bark-,of;the.N.ortheast.. e, Fear River. The tract is bordered by
the Highway;1>1.7/133 and CS C transportation rights.,of-way on the south the Highway 117/133
right of way andwf'E�L Vl�ade Dr�Ae-on toe east, the City'of Wilmington Sweeney Water Plant on
the north and:the Northeast Cape Eear:Riveraon,,the west. The north -south length of the property
is approximately,225.while�the�:east,west dimensions range from approximately 650' near the
a r,
sQCtth -end:
_ '.i•s riti. ^f w?4GL'v �r�:'. ]. �s . ._.

_Theprop qy
are present 4R
slope
�`steeplyjow.rd the_river., Elevations of roughly 35 to 40'
ttent ,of J E L Wade;Drive and Highway 117/133. An average
wesi5 cbrriinonori3the tract.
1'4wi�•-y#�h�
The property is;icurtently;i ;l ` ode'd-�witli!eaks-:in.jhe vegetation near a soil road and old
building/foundation. iocatiors.;Past usage of the property included a lumber company, sawmill and
ice house. It is=.evi&a1"from,old aerial, -photography and land use records that the businesses were
served by railway.and"water traffic. Remnants of rail spurs and riverfront pilings are still visible
on the site. Past environmental work on the property indicates no above ground or underground
storage tanks to Abe -located-on, the 4ract.
-'-- -----
Trees on the tract include sycamore, red maple, loblolly pine, sweetgum, magnolia, pecan and wild
cherry. Other. yegetation .. includes privet, wax myrtle, greenbriar, grapevine, ironwood,
honeysuckle, yaupon; poison ivy, Virginia creeper and phragmites. Coastal species present include
spartina alternijlora, spartina cynosuriodes and cladium jamaicense. The coastal marsh fringe
along the Northeast Cape Fear River ranges in width from zero to 120'. In general, the marsh
width increases as you move south along the shoreline. There are 7.72 acres of wetlands on the
tract. Coastal marsh, totals., .: 7 acres: and :the: remaining. 3.75 acres is 404 wetlands.
Water depths within- the.:Maintained•shipping.channel adjacent to the property range from -30' to -
42' mlw. The approximate --distance' from• the, shoreline to the -30' mlw contour is 125' at the
northern end of;the;tract •200=.•mlw_at,'•the_middle and 340' at the southern end of the tract.
The waters adjacent to the subject tract are designated as SC swamp waters by the North Carolina
Division of Environmental Management. SC swamp waters are suitable for aquatic life
propagation and survival, fishing, wildlife and secondary recreation. These waters are also
classified as Primary Nursery Area for juvenile fin fish and crustaceans by the North Carolina
Division of Marine Fisheries.
The City of Wilmington. relates that the property is currently zoned for light manufacturing under
applicable zoning regulations. All CAMA areas of Environmental Concern and land located within
the 100 year flood plain are classified as "Conservation". The tract will be serviced by city water
and sewer service.
IV. NEED.' -,:The applicant -Mr-­Paul-Bennett; proposes to construct a yacht production, repair,
and sales .facility=with-=an assoGiated':d"eep wafer,."marina containing 30 individual slips and
approximately`-1';240'`of.-side=to docicageparallelling-the river channel. The primary function of
the planned boa ts'lips'will'be for:`dockage`4s•saciated with the yacht repair and service business.
It is likely that`some doc[t`age will':_tie'availal le fog ttansient traffic as space warrants. In addition,
a 1 Z $' x 30''pile'sipparted hail!-out'slip lwiI!' be'coristructed for use with a large travel lift. This
will allow'for'tioafs�io'be-'placed�on'land'for needed repair and service work as well as allowing
the launch of 'completed production yachts.
Env ironm ental 'A ssessment , 2
Bennett Brothers_ -Yachts: -Corbett =Tract;.•Northeast_Cape Fear River
�"fir':.•,-"�'T�'">;ff��}L�''

.- i••x_�,� ^x cry.=v�r-.
-;.{�45•x1.- �-'-.?-�_T� :'f-ter`.'
Build=Alternative: FTh'e.NoBuild Alternative would leave the tract in its current
condition witliouti�proy ding a>valVible'opportunity for awater-dependent enterprise. This
enterprise;world"hell tsfotm the,:City.'s"Riverfront into more of a pleasure boating area
with an'empliasis on'water access'and'ihe public's enjoyment of this scenic and recreational
resource. The No -Build Alternative would also deprive the applicant of a site well suited
for this type of business. Available waterfront tracts along the river in Wilmington without
either serious environmental clean-up concerns from the past activities or restrictive prices
are rare. The applicant has researched many potential locations prior to selecting this tract.
B. Construction of a Yacht Production Facilitv Without Waterfront Development.
Bennett Brothers%Yachts currently has a plant located on Highway 17 north of Ogden,
North Carolina. This facility lacks the access to water and launching new yachts is
difficult and.expensive as a result., The applicant needs waterfront property with the ability
to launch and retrieve new boats as well as to perform maintenance and repair work on
other. yachts seekirig high qualityservice. Docking facilities are required for boats needing
only in-water:work;or; Await ing,hauI out.for'other work as well as docking for completed
boats awaiting:owiicrs,or captains:;%r departure.
C. A661icant's:Preferre'd -Alternative. The applicants' proposed project will involve the
r ' construction of an' upper and lower yard area. The upper yard area will be near street level
and have outdoor space for servicing boats hauled out at the lower yard and transported
by travel lift up the long inclined roadway. The upper yard will feature a 20,600 square
foot production building for construction of new yachts. Included in this building will be
shops and offices for carpenters and designers and craftsman involved with boat
productions and custom work. A parts storage area will be located in the north end of the
production building.
A sales office with a footprint of approximately 5,250 square feet will be built south of the
production building overlooking the lower roadway and waterfront. This will contain
offices for .new yachts sales, yacht brokerage and service work.
The lower,'yard will.,feature`the haul out slip and outdoor space to be utilized for shorter
term maintenance"and_repair_work., -ost.of the lower yard, upper yard and lift roadway
will"be:storie.,covered for•lift'support_ -The-long inclined lift roadway enables the travel lift
to access;the ,upper _yard while'operaung within its slope safety tolerance. To necessitate
f., ,. ,.,
the gentle`iiicline"."for'the travel lift Ae' distance from the haul out slip to the upper yard
is roughly l2;r. 000';Iinea_r feef with .the road folded along the hillside.
Vehicle --parking spaces will be located at the production building and sales building.. -
These spaces will be or`the -use of employees and customers.
Environmental Assessment.,
Bennett Brothers 'Yachts `Corb,
-� sJ-
3
ttT,ract;_IVoitheast Cape Fear River

- '
` As; part of the LAMA= Major{.Permitting-;pro_ cess,. an :engineered-stormwater:plan will _be --
submitted'`for1approval by�NC-DEMrantl the City of Wilmington Engineering Department.
Any required retention A-81—will;be,constructed in upland areas per the engineered plan.
A sediinentatio.n`Viand: erosion'!coritrol`:plari"R ill be submitted for approval by the New
Hanover' :Couinty Engineering•Department.. The sloping nature of the existing topography
and the .contouring-of..the final site grade will demand careful planning here. Street runoff
currently•1.has: eroded- several .areas on. -the property and produced sedimentation
accumulations'.within'wooded-areas on the tract.
The marina area will consist of elevated boardwalks leading from the lower yard via ramps
to the floating dock system which will feature both individual slips and side -to dockage.
A total of 30 individual slips are proposed. Twenty slips will be 90' long and 30' wide.
Ten slips will be 100' long with six of these 30' wide and four 40' wide. All slips will be
r at least -85' from the maintained river channel. The lift slip will be constructed of two
elevated concrete piers 118' long running from the washdown pad in the lower yard to the
proposed outer limit of the floating dock system. This lift slip will be 30' wide. The
marina will also feature 1,240' linear feet of side -to dockage south of the individual slips.
The total floating dock spine length will be 1,165' south of the lift slip and 570' north of
the lift skip.' The width of the -dock spine and access piers will be 8' while the individual
slip fingers..will, be .4' wide: -:,-An. 8'. access width is require for golf cart usage in moving
equipment to"and"from the slips. .
Utilities will extend from shore'to boat slips via a built-in chase system within the floating
docks. The wooden floating dock system will feature encapsulated foam floatation and a
secured timber outboard" waler. All wood will be treated and all fasteners will be of
corrosion resistant materials. Pilings for securing the floating dock system and mooring
lines will be placed a the ends and midway points of the individual slip fingers. Pilings
will also be placed along the floating dock spine. All pilings will be of the treated wood
or reinforced concrete.
In an effort to clean up the shoreline and enhance navigation safety, many of the old
existing pilings will be removed from the water. It is likely that this will be accomplished
_ by -a barge mounted crane. Pilings will be placed on shore for possible secondary usage
or hauled off.
The water alb-iig the"riverfroitt is naturally deep in the proposed dockage areas and lift area,
therefore :requiring:"no- dredging .,for ;large yachts being moored or serviced.
The marina will feature 'a portable waste pump out system to service yacht holding tanks.
The marina policy will be_to allow no'overboard discharge of waste. This will be enforced
by the owner..,.Restrooms will be available to marina patrons.
Environmental Assessment 4
Bennett Brothers,Yachts;_.Corbett Tract; Northeast Cape Fear River

_ L" ! .' •T ... _ —ice
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_
Fueling facilities -will consist'of above-groufid_tariks with block retaining walls on shore
and fuel -dispensers: on .the. dock:system.--,Fire extinguishers will be mounted on the docks
along with large-,watervumps-capable;of utilizing river water to fight fires through coiled
fire hoses.
VL ENVIRONMENTAL CONSE UENCES. -'
A..,__ _ Changes -in Land -Use.- ;Theproject,site is currently not utilized for any on -going
commercialor:industrial -activity. The proposed development of the tract would be
permitted:by.right within the. current zoning classification of Light Manufacturing (LM).
The operation:of•the, proposed yacht manufacturing, service, and marina components of the
project will have a positive impact on local businesses who will act as suppliers to this
industry. Local employment will benefit as well as the public's access to the river's
recreational and scenic areas.
B. Estuarine Resources,
Nekton Migratory, permanent resident and estuarine -dependent species inhabit this
area of the Northeast Cape Fear River. The distribution of various species here
changes in response to climatic conditions within the river basin. An increase in
precipitation .levels in the headwaters areas will produce a lowering of salinity
levels,in-this portion of the river. Reduced salinities will shift the movement of
stenohalipe,:species:.further.downstre.am while having a more limited effect on the
euryhaline species- r Periods .of reduced rainfall has the same influence in the
upstream direction. Some of the more common free swimming species that are
known -to inhabit "the area include striped bass, catfish, Atlantic and shortnose
l `- sturgeon; .:American shad,, -mullet, flounder, menhaden, anchovy, spot, eels,
;largemouth bass, puppy drum, croaker, sunfish, and bluegill. Crustaceans include
penaeid shrimp and blue crab. The bottlenose dolphin has also been observed near
the area. No impact to nekton species is anticipated.
The waters along the project site have been designated as primary nursery by the
North Carolina Division of Marine Fisheries. Primary nursery areas are waters in
which juvenile fin fish and shrimp develop and where the physical and chemical
characteristics of the substrate and waters support their growth.
Benthos. Bottom dwelling species are relatively limited in their mobility through
their habitat. '.Sediment types,, salinity and water quality all effect the range and
pbpulatidn"of"berithic'species: Since no dredging is planned with this development,
:=:effects',onahe benthic..com:munity;.will,be insignificant.
Environmental Assessmeirt; =-_ -- = 5
B?nnett-Bmthers-Yac_hts; Corbett Tract; Northeast Cape Fear River

areas serve to filter runoff, stabilize the soil and retain nutrients on site. Wildlife habitat
value is somewhat.lim.ited due to past disturbances.
Coastal wetland is present in a fringe ranging from zero to 250' wide along the riverfront.
Coastal species here include Spartina alternijlora, Spartina cynosuroides and Cladium
jamaicence. The widest expanse of coastal marsh is at the far southern end of the property.
This marsh area experiences regular and occasional flooding by estuarine waters. Coastal
marshes serve as highly productive areas which nourish estuarine waters with nutrients.
These nutrients:act'as:the basis'of the food -chain which in turn supports marine organisms
on which-inan'.depends.in the form of fish, shellfish and crabs. Coastal marshes also serve
as foraging and ref ige,sites for birds and other wildlife. Humans benefit from the aesthetic
and recreational'...values;providedgY y,ltbe;marsh.
Proposed Changes. _ In order to construct the lift roadway from the lower yard to
the upper yard area while_ maintaining the required gradual incline, the roadway
must be folded against the hill as tightly as possible without creating unacceptable
sloping between the upper and lower segments of the roadway. The proposed
roadway plan is the product of this alignment. Wetland impact has been
minimized to totally avoid coastal marsh areas. Two small pockets of 404 wetland
will be filled to allow for the proposed lift roadway. These filled pockets
encompass 5,285 square feet. An additional 5' average roadbed slope brings the
total wetland fill to 6,325 square feet or 0.145 acres.
Impacts. Wetland fill has been minimized by the proposed roadbed alignment.
Coastal marsh impact has been avoided totally. An area equalling 1.88% of the
tract's;wetlands-will be disturbed.by the project. These impacts are considered to
be; insignificant.-
l D: - -----Prime or -.Uni ue A ricultriral -Lands. 'No agricultural land .exists within the
boundaries-. of•the'.proposed project:
E. Public°Land .,,,_-No:.public :lands are, located above mean high water within the
boundaries .of;the..proposed: project. .
F. Scenic and Recreational Areas. The Northeast Cape Fear Fiver offers excellent
scenic and recreational opportunities to the public. From the project site southward, the
downtown Wilmington waterfront area offers historical and cultural amenities all within
walking,distance .of the riverfront. Across from Wilmington lies the battleship North
Carolina which is a major tourist attraction and memorial. North of the project site the
Environmental Assessment .: s 6
Bennett Brothers.'Y.-chts �Co'rbett`,Tract,.;Northeast. Cape Fear River
i
. 4,Y J
w�' rl +fS i` 1Z'l'+•( .?) ,t 1-+.u1CII . �,
k-

;Proposed,ChangesTI?e-proposed: site development will enhance the public's
opportun.ities.rto. enjoy ;the _resources.'of the Northeast Cape Fear River and
.-"-connectin ,;water bo4ies::: l3oat .owners_will enjoy a new, safe mooring location
from,;.which-;to..expe:rience_:downtown .Wilmington and nearby attractions. The
scenic_values.of-the project site:will,be substantial due to the construction of a new
floating dock isystem,.clean.new sales and manufacturing buildings and the presence
of high. quality- sai I ing:yachts in wet slips or in the yard. The view from the facility
out, across -the -,river will -be -very appealing.
Impacts. The proposed project will greatly improve the scenic and recreational
opportunities, for the public.
G. Areas of Archeological or Historical Value. Historical or prehistorical sites have
neither been Iisted nor discovered within the project area. The expanse of the project site
has been repeatedly disturbed during past business activities as described above.
H. Air Oualitv. The Wilmington Regional Office of the North Carolina Department
of Environment; -Health and Natural. -Resources has jurisdiction over the air quality in this
region. 11.has been determined that the ambient air quality for New Hanover County is in
compliance .withjhe;.National Ambient -.Air" Quality Standards.
Proposed Changes.. -The proposed construction will not create a significant adverse
effect on, the- current air quality of New Hanover County. Any air quality impacts
from .the operation of construction equipment will be short-term and minor.
elevation of airborne pollutants should be insignificant and represent the level of
a small on -going construction site inland. During the operation of the proposed
yacht manufacturing and service facility, compliance with air quality standards will
be required at the state and local level.
Impacts. Considered to- be insignificant.
L Water Resources. As stated above, the Northeast Cape Fear River at this site is
designated as SC swamp waters by the North Carolina Division of Environmental
Management. The North Carolina Division of Marine Fisheries has also classified this area
1 of -the .river-:as,Primary,Nursery.
Accord ing*toy,fhe�,kNationalIOcean,Service Tide: Tables, the Wilmington tide station
experiences'a��itiean,,'tidal rarige'of 4 l" ni;d`a spring tide range of 4.5' with a mean tide level
of 2.2'.•= Tidal'currents-can approach 4 knots in the maintained river channel.
. � -'_l:. "'4'i%T pw.••k.�y-: r�;;4i'�s= r ;•tivx:i ;�1 �r, .. . — - '
Environmental Assessment 7
Bennett Brothe'rs Yachts;"Corbett Tract; Northeast Cape Fear River

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-.... t .;,, s ?ramr„�,L,.���At;'` L s.lrY:..if:'i,• �p..5i-�'4�S:h}�1 _•�.... -' - '"4 �s_
_Tr - :yam`-ca,..a-7'!„'T�.'-+R Zr-',,..-," +{�'- �'s�q-z-� •s,t---[---r ! _-•-. :--- —�
^•r=�ea't _,�- afS�JrOyt.C'Y�liits'-.."a�.f S!" t'"Y{l i iC i.d-.{'� A.,"`r-3 x- -
�sd�" , > 1 ?. -
�rztom'
-
- 42 .s..I<,t ��. �`-J�x x "r - - --- - - - -- -
�''t}jkrz-
Salinitfesva:w>�tli'tdal cycles, and �•freshr;water head from upstream precipitation.
Repotted aveiage� saliiiitytiwalues of `4 ta:'S ,ppt with predominant values less than 10 ppt
reflecf.=thedyiamic;esiurairie.exchange :within the river.
- .
Water depth in the areas of proposed boat slips are substantial with a steep drop off along
aline marked :by T!p, apt_pilings.- The southern side -to dock will extend just waterward
of this drop off to accommodate deep draft vessels. The individual slips are also planned
over sufficient natural water depths to avoid any dredging within the Primary Nursery
Area.
Proposed Changes. Installation of the floating dock system and construction of the
lift slip secured in place by pilings is the only activity proposed within the water
body.;
Impacts.;,-With�no;.proposed,dredging-associated with this project, impacts will be
limited,_to piling installation only. This is considered to be insignificant.
J. Groundwater. The proposed project will be served by city water and sewer
systems which reduces the potential for impacts to groundwater on site. Stormwater
retention ponds, may-_ intercept the local watertable, however any impacts here would be
minimal and insignificant.
K. Introduction of Toxic Substances. There is currently no evidence of the discharge
of toxic substances to the air, ground or water on the project site.
Proposed Changes. The proposed facility will feature above ground fuel tanks with
retaining walls to minimize potential site contamination in the event of fuel
leakage.
A concrete.-washdowm-pit will *be installed landward of the lift slip for boat hull
cleaning.. All water here is ,filtered and recycled through the pump system.
Acciirnuiated;particulates will -be transported to an appropriate toxic waste site by
a contract -service.
Any ; chemical waste- byproducts from the manufacturing and repair service
including resins; solvents, and petroleum products will also be removed from the
site-by_;a'contract `service. `
Impacts. Considered to be insignificant.
L. Noise"Level. 'The'proposed project is not anticipated to elevate noise levels above
ambient -conditions:
Environmental Assessment ' _ g
Bennett Brothers,Yachts; Corbett -Tract Northeast -Cape Fear River
` nf;.�- +•�tirj�'rr%r�yf i�L?� i '�::r'. ��,ir'd4k� i'�.,Ai� tiS�,-l-� v_:r;^-��. .
'�F¢t �f,C,.y�i�'i���S'i'�i�"�s!#r'-Y ���s��wl`��- }♦ t-°t� rt� ;y-:
c_s

-•--^.......t+--n. -r4- r_. .. w•.�.+•--�..w_r-+,-z,—r-� y-_..s a-.3-aFn�-R.`
�. -_'�'".-`t�:vvy'',^'`'�_�'•fEn"r�• =�r'`_ � `a_�Yr �i�M c ,.��ra�{�+�.sr �'��,�i �i,::=�'i �: - - _ S - _ - __ ?. _ _ �....'�� �fi:��j-_Ti
.,..rv_ c-. .y,-'-r;^•.�_ �,,. L � �'-�r+�•� `i�� �*.`.yC'.' Y"a_ :7�} �... _ ir----F. � y � - _ _ �r..f�_�.._.
-('iiF Tt.i a� l
- -_ - M' r= Waterr�Suiiyl s's'r Water`r�viII r be "supplied '" to the project site by the City" of-
it--
lfilligt6iWI-s. , � JF AmAil
Shillfsh Fish aid TheirHabitats. As discussed above, the site waters are classified
ees:'.And% therefore, -.are not suitable for shellfish harvesting for human
consumption. 'Shellfish populations along this portion of the river are unknown at present.
Fish populations and landings of various species in this area is currently unknown.
Plnapos4tha"ngei.�"'Both shelIfishing and fish habitat will not be significantly
disturbed by.the proposed project. Activities within these habitats will be limited
to old piling extraction and new piling installation.
Impacts. No significant impacts to shellfish, fish or their habitats are anticipated
in association with this project.
O. Wildlife and Their Habitats. The U.S. Fish and Wildlife Service and the National
Marine Fisheries Service have provided the following list of animal and plant species
which ocould`:be.-piesent. it th'e ='area of ihe'•ptoposed project:
Mammals -
Easter cougar (Felis-concolor)
- -Fir-back-whale -(Balaenoptera phvsalus)
Humpback whale (Megaptera novaeangliae)
Right- whale •(Eubaleana--glacialis)
Sei whale (Balaenoptera borealis)
Sperm whale (Physeter catodon) .
West Indian manatee (Trichechus manatus)
Birds
Arctic-peregrine:.4alcon (Falco peregrinus -tundrius)
Bald eagle (Haliaeetus leucocephalus)
Piping:plover (Charadrius melodus)
Red -cockaded, odpecker; (Pico ides. borealis)
Roseate tern (Sterna. dougallii).
r
Wood=storks (Mycteria.americana).:
Environmental Assessment
Bennett Brothers::Yachts;;'Coi' eb :Tract;:'W6iiheast'Cape Fear River
�• .r, L.. ::;:_ wsle i4"_±� - �•:! q tit Jo• - -
Endangered
Endangered
Endangered
Endangered
Endangered
Endangered
Endangered
Threatened
Endangered
Threatened
Endangered
Endangered
Endangered

—'�:•r=*-- -`-^�'n x z�;J �a. tP! �'+1'�tl'"t t `!ifi (. .,�w Z.�`.::�...: t k _} .:�: T-.` ' � - ;.. %x s`: � �.. ;� � r .,..��.� - - ._
�--�-.�-.r..i �� 7 .-•F.�.- Ft � n-�sv. � ti'. � 's�.� .•u}. N � rr _ r � �..p 4 _:-�s �•� v��.
{:%akll"+#a(
,, 1 �f
r- -- �.a'iy .-•-'� — 4 ".: g?f�- - --z.-� s,
"`��-,��---'^'r•-e---r- �`--�'�ixv,�.'f.-�'-ram ``�`�yr,�_��tr E F� n t� '�--�5"i—a.'�-�Y � � -' .--�� w
-blip j•;! jWX V-'7sC ki er^e 7/�F'i -
yw
American 'alligator "eA11igat6r `m ississippiensis) Threatened/SA
Green sea turtle (Celonia mydas) Threatened
Hawksbill--sea:ttirtle-(Eretinochelys imbricata) Endangered
Kemp's ridley. sea turtle (Lepidochelys coriacea) Endangered
Leatherback sea turtle (Dermochelys coriacea) Endangered
Loggerhead sea•turtle (Caretta camtta) Endangered
Fishes
Shortnose-'sturgeon.(A'cipenser'brev'iristrum)' � Endangered
Plants
Coolev's-.meadowrue (Thalictrum cooleyi) Endangered
Rough -leaved ioosestrife (Lysimachia asperulaefolia) Endangered
Seabeach amaranth (Amaranthus pumilis) Threatened
* The American alligator is listed as threatened only under similarity of appearance.
Section 7 consultation is not required.
As with any plant or animal species, their presence is determined by the availability of
suitable habitat'for existence. The existing site and future development project offer no
suitable -habitat' for the listing of endangered and threatened species.
P. - .Eutiv[itiicatio'n'of Receiving Waters:. The proposed project will not elevate nutrient
levels in-th6:adjacent'-,waters of:the'Northeast'Cape Fear River. No eutrophication is
anticipated:''
(�. Cumulative` I[r pacts:.`-The:proposed water -dependent project will not add to the
cumulat,ive' negative -iriipacts 'to the' environment of the surrounding area. The careful
planning of this project has largely avoided impacts by requiring no dredging within the
Primary NurseryArea, requiring no coastal marsh excavation or fill and minimizing 404
fill to only OA45 acmes as -required by the travel lift roadway alignment. Positive impacts
include local employment opportunities, scenic and recreational opportunities forthe public
Environmental Assessment v,iz..=•- , -. 10
Bennett Brothers.Yachts,sCorbett�:Tract;-,Northeast-Ca Fear River
w . _,.. .
� 'i4 F;!�•7 ;y.`�.'!: �ir'iioi�� �l.+fl '•?='.:t:�riy_ . a .. .. . .. - �_ 7. _
Y'
� � - r ��h.�1GF=�r'1th`'t��l�`.`�.i� �'inr:�it•.�".'rFc* �57�' � n�-� - ._sr � .

and the faddition;of,a,-.high-iquality, ;reputable' business to the rwerfront community of
downtown•�W�Immgtori: :1,, , , F� ... •. -: -: - - _ - - - - --_ - - —
R. Compliance with Environmental Requirements.
Federal. Review of the CAMA Major Development Permit application by federal
agencies is coordinated by the Army Corps of Engineers. The Corps will review
the application for compliance with section 10 of the Rivers and Harbors Act of
1899 which covers construction, dredging, filling and other work in navigable
waters. The Corps will also review the application for compliance with section 404
of the Clean Water. Act which covers the discharge of dredged or fill material into
any.,waters or wetlands. .
Distributiov` o'f applications..Js .:hand led by the Corps to the National Marine
Fisheries. Service and -the; U.S.`�Fish...and Wildlife Service for their review and
comment. 'Comments -from-'these agencies are received and considered by the
Corps prior -to any permit issuance.
r - - -State.. The Division of Coastal Management coordinates the review process for all
relevant state agencies. State authorizations required include the Coastal Area
Management Act, Dredge and Fill Act; Water Quality Certification; and Easement
in Public Trust Areas.
Application copies are distributed by DCM to state agencies which include the
Divisions of Environmental Management, Environmental Health, Archives -and
History and Community Assistance, as well as the Wildlife Resources Commission,
the Department of Administration and Department of Transportation. DCM
receives comments from these state agencies for consideration prior to any permit
issuance::.: -•
North-. Carolina Environmental Policy Act. The proposed project involves the use
of public lands below mean -.high water and therefore requires compliance with the
NCEPA. -This Environmental Assessment is being submitted as documentation for
such compliance. Based on the assessment of impacts by the proposed project, a
Finding of No Significant Impact (FONSI) will be issued or an. Environmental
Impact;Statement (EIS) will be required prior to permit issuance.
_ _Prior to the construction of the proposed docking facility, the applicant will apply
.:for.. and receive an easement in the State-owned, submerged land from the
Department, of.Administration's State Property Office as required under NCGS 146-
12(e).
Envimnmental•`Assessmentr
Bennett BrothrsrYachts;=t-�drbettlTract 'Northeast,=Cape Fear River
�--.�;u,d -' r.i;�i4� ��•� r {+. is 4? fT �:'1i3. . fi� r � ,.�, .
11
i
o
3
4, ,z

," � iY ,�s� t!t•a.��z tl�r ( ���jc'..t_.'::c� 1ri.i11'v�!'�q`::�"r_':yji:< •�r_��,.•�- _
i`.�� ,..—.�.-- 7 1� r ?1rr f r� _ � L.ti7.=rvv�. �c'�a_�{•�:� s •� �'��`T _.r.."'yLa�"`�`—..Si ""�+�:.�_ - - T,w:,f=—�— _ ,% •e.
?''
.x. =i '? 7 r3 c t �J 7 .y .�. a frT- r i^ Z--r—.-r-s� c. •- .x.';--�'z
s }' ':�. t"•� {:.. T i r �.t y f x. +.-�' 1�. �e.�i...ww: r �+..' _ w w�. ..4.c �""T� r_ >+`l"ic.*Y•I' ei�1Aas i` r err 7t t
_.'.._..-. •,__... _..-.. ..-- fix. '�.�� - � ���y' -��iYF f': �•15�� tSs L...rv.�'Y � -...-V`V '..t-c-�• .�-�f- - -- -- .
S. Notif "o-' . ,
Riparian Landowners. As required, all riparian landowners will receive copies of
the -LAMA, Major Development Permit application materials. Copies are sent by
certified mail..,_Riparian,landowners have 30 days in which to submit written
comments to DCM."
Public Notice. ' ' DCM will . issue a notice of application for CAMA Major
Development Permit -in the local newspaper as part of their review process.
Environmental Assessment Submittal. This EA is being submitted to Mr. John
Parker -'the --Division;.of.Coastal Management office in Raleigh, North Carolina for
circulation. to commenting agencies.
The CAMA Major Development Permit application will be submitted to the
Division of Coastal Management District office in Wilmington, North Carolina and
to the U.S. Army Corps of Engineers Regulatory Branch at the district office in
Wilmington, North Carolina.
T. Point of Contact. Any comments or questions regarding this EA should be sent to
Steve Morrison, Land Management Group, Inc., P.O. Box 2522, Wilmington, North
Carolina 28402. Telephone contact is [phone].
U. Findings. The proposed project is not expected to significantly affect the quality
of the environment. In this case an Environmental Impact Statement is not warranted. if
this determination is confirmed by DCM, a Finding of No Significant Impact (FONSI) will
be issued prior to the project beginning.
V...;r.:.Soumes .of -Information.
. -. -. - _ : is -� :. • .. . ,
North Carolina Administrative Code. Title 15A DEHNR, Chapter 7, Coastal Management.
City of Wilmington Planning Department, Personal Communication.
Wilmington -New Hanover County Land Use Plan.
City -of Wilmington Zoning Code 19-35, 19-38.
NCDEM,-Water -Quality .Section, DEHNR - Wilmington Regional Office, Personal
Communication.
US Fish and Wildlife. Service and the National Marine Fisheries Service, Endangered and
Threatened Species Information, by reference.
Env ironmenial:Assessment 12
Bennett Bi6.ihirs`Yachts;JCorbett Tract; Northeast Cape Fear River

Wetland T,raanmg Insttfute [ F<<eld Guide for SWetland Delineation, 1987, Corps of Engineers
Manual.,..
DEHNR„ Division -.of Environmental -Management. Classifications and Water Quality
Standards Assigned to the Waters of the Cape Fear River Basin.
-Ne%Hanover County Planning Department, Aerial Topo Map, Personal Communication.
North Carolina Administrative Code. Title 15 A EHNR-Departmental Rules Subchapter
1C. Compliance with North Carolina Environmental Policy Act.
USDA, Natural Resource Conservation Service. Soil Survey of New Hanover County,
North Carolina.
US Department of Commerce, NOAA, National Ocean Service. High and Low Water
Predictions East .Coast of North 'and South America.
Environmental Risk Information and Imaging Services, Herndon, Virginia. Sanborn
Mapping and Geographic Information Service. Maps dated 1893 to 1973.
USDA, Historic SCS Aerial Photography. 1949, 1956, 1966.
US Geological Survey, EROS Data Center, Sioux Falls, South Dakota. NHAP Infra -red
Aerial Photography 1983.
-US Army Corps of Engineers, Navigation Branch, Wilmington District Office. Channel
Alignment and Bathymetry Northeast Cape Fear River, January 1996.
Environmental Assessment
Bennett Brothers .Yachts; Corbett Tract; Northeast Cape Fear River
13

�^.•� � - � �.._ �--�,� ��.-."--x=,ate`- :�;�- �'-_• -_
STORM SEWER AND
- - DRAINAGE CALCULATIONS T -
for
-- BENNETT BROTHERS YACHTS, INC.
prepared for
- - --- Paul Bennett
Hanover Design Services, P.A.
319 Walnut Street ,e�����u�uhi�
Wilmington, NC 28401 CARO( •.,,
fa�EE5S 79 ' 91.10
• SEAL
s 20007 •
•
. 2 -57

M�ftLj
W-M Effirds =
SOME, -
VOW
FJIF
A LO CA =a Wa

.X—�_ .'t ��" 1?S+.i'7Y11Sw .`.� i t itl.'`�}:F.i-�•r• _ ♦ ie_�_ _
t.+ - I_ -ue f[e""f!-!"^,s..ili.-t`�•.++r l 'w14:Y +`Wr�y:�� I _ - _ _ .x_
BENNETT BROTHERS YACHTS - Paul Bennett
Additional Calculation Summary for D.W.Q. -
WATER QUALITY CONSIDERATIONS -
Impervious' area calcs: See Project Data Sheet
SOME GRASS AREAS DRAIN TO POND
_ UNPAVED PARKING.& STORAGE = 181,800 sf
PARKING and SIDEWALKS etc. = 16,000 sf
BUILDING AREA 20,000 sf
TOTAL IMPERVIOUS = 217,800 sf = 5.00 acres
TOTAL AREA DRAINING TO POND = 7.50 acres
* Retention of first 1" of run-off:
7.50 acres total - 5.00 acres impervious
SA REQUIRED: 5.00 x 0.98 + 2.50 x 0.20 / 7.50 = 0.72 USE 75%
At 7.5'
depth,
90% TSS
removal, from
chart
- SA factor = 2.55
7.50 x
0.01 x
2.55 =
0.191 acres -
8350
sf SA REQUIRED
At
Elev.=
11.0 -
0.229 acres =
9960
sf SA PROVIDED
Factor of Safety = 1.2
VOLUME REQUIRED. (5 .--0 - 'x 0.98 + 2.5 x 0.20) x 1 / 12 =
19,600 cf REQUIRED STORAGE
Elev. = 13.00 - 27,225 cf PROVIDED STORAGE
Factor of Safety = 1.2
Average head from storage elevation to CL oriface -
13.0 - 11.0 /2 = 1.0'
* 2"..PVC-�drain to drawdown pond:
Oriface_„Eq'n: Q = CA(2gh) "1/2
r Q = 0.6(.022)(64.4 X 1.0)"1/2
BAR ' _ = 0.105 cf s
••.•���� ,....,,e yT = 259, 285. sec. = 3.0 days OKAY
oFEssro
SEAL = `
2�007.... '
,V �a

ji� U I L- Kj REGkQEEOCEi, JO
IMP %
10%
'.9
.-
8
7
--6.
5
0
0
0
0
0
20%
1.7
1.3
1:2
1.1
1.0
.9
.8
.7
.6
30%
2.5
2.2--
--1-.9'-
1.8
1.6
1.5
1.3
1.2
1.0
.9
40%
3.4.
3.0
-2.:6
2.4
2-1
1.9
1-6
1.4
1.1
1.0
50. % - -
-4:2 ---
3;7
3. 3
3.0
2.7
2-4
2-1
1.8
1.5
.1.3
60%
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70%
-6.0
5.2
4.5
4.1
3.7
3.1
2.9
2.5
2.1
1.8
80%
6,8
6.0
5.2
4-7
4.2
3,7
3.2
2.7
2.2
2.0
7.5
6.5
5.8
5-3
4.8
4.3
1 .8
3.3
2.8
1.3
100 %
8.2
7,4
6.8
6.2
5.6
5.0
4.4
1 3.8
3.2
2.6
4 0'. 4.5' 5.0' 5 5' 6 0' 6 5' 7 5y
90% TSS RMOVAL
NO VEGETATED FILTER RE, QLMED
DEPTH
3"
3.5'
4'5'-"
:5.0'
5-5'
6:*0'
6.5'
7.0'
7.5,
DAP %
10%
1.3
1.0
..S 1
.7
.6
.5
.4
.3
.2 1
.1
26%
2.0
1.8
1.7
1.5
1A
1.2
1.0
.9
.6
30%
3.5
3.0
2.7
2.5
2.2
1.9
1.6
1.3
1.1
.8
40%
4.5
4.0-,
1 375
3.1
1 2.8
2.5
2.1
1.8
1.4
1.1
50%
5.6
5.0'
4.3
3.9
3.5
3.1
2.7
2-3
1.9
1-5
60%
7.0.
6.0
5.3
4.8
4.3
3.9
3.4
2.9
2.4
1.9
70%
8"1 -
F.7.0-.
6.'0
5..5
5.0
:4.5
3.9
3.4
80%
9.4
-8.0
-7.0
6.4
1 5.7
5.2
t 4.6
4.0
3.
90%
10.3
7.9
-7. .'2
6.5
5.9
5.2
4.6
3.9
1,3.3
100%
12.
-3
-7.3
6.6
5.8
5.1
3 . 6�
Note: The required surface area calculated from the tables is to be provided at the e--va-. t-ion. - -

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-- ******************80-80 LIST OF INPUT DATA FOR TR-20
HYDROLOGY******************
JOB TR-20 FULLPRINT SUMMARY
TITLE 001 BENNETT BROTHERS 10-YR, 50- AND 100-YR PRE -DEVELOPED
CONDITION
TITLE 0 O PRE-DEV FILENAME 4372PRE.T20
6 RUNO 01 1 .013 50. .17 1 0
0 1 0
ENDATA
7 INCREM 6 0.050
7 COMPUT 7 01 01 0. 7.0 1.0 2 2
01 01
ENDCMP 1
7 COMPUT 7 01 01 0. 9.0 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
1
TR20 XEQ 03-26-97 09:08 BENNETT BROTHERS 10-7R, 50- AND
100-YR PRE -DEVELOPED CONDITION JOB 1 PASS
1
REV PC 09/83(.2) PRE-DEV, FILENAME 4372PRE.T20
PAGE 1
EXECUTIVE CONTROL OPERATION INCREM
RECORD ID
+ MAIN TIME INCREMENT =
.05 HOURS - .

,71
EXECUTIVE;CONTROL- ,.OPERATION 1 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.= 1 MAIN TIME
INCREMENT = '.05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH= 1
__--__.__.-AREA= .01 "SQ•'MI INPUT RUNOFF CURVE= 50. TIME
OF•CONCENTRATION= .17 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0227 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS)
PEAK ELEVATION(FEET)
12.04 17.50
(RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 1.12 WATERSHED INCHES,
9.40 CFS-HRS, .78 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 03-26-97 09:08 BENNETT BROTHERS 10-YR, 50- AND
100-YR PRE -DEVELOPED CONDITION JOB 1 PASS
2
REV PC 09/83(.2) PRE-DEV, FILENAME 4372PRE.T20
PAGE 2
EXECUTIVE CONTROL OPERATION COMPUT
+
RECORD ID
FROM STRUCTURE 1
STRUCTURE 1 -
STARTING .TIME `.'00 RAIN DEPTH = 9.00
TO
RAIN

DURATION=` 1=: 00 = RAIN -'.TABLE •.NO,._ 2: ANT. MOIST.- COND= 2-
ALTERNATE ;NO.==1 STORM NO. 2 MAIN TIME
-- .. -
INCREMENT .05 HOURS
OPERATIONRUNOFF STRUCTURE 1
- - OUTPUT HYDROGRAPH= 1
•AREA= .01 SQ MI INPUT RUNOFF CURVE= 50.
OF CONCENTRATION= '-.17•,HOURS
INTERNAL"HYDROGRAPH TIME INCREMENT= .0227 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS)
PEAK ELEVATION(FEET)
12.03 31.44
(RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 2.04 WATERSHED INCHES,
17.14 CFS-HRS, 1.42 ACRE-FEET; BASEFLOW = .00 CPS
--- HYDROGRAPH FOR STRUCTURE. 1,_
ALTERNATE 1, STORM 2, ADDED TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP
FOR PAiSS-----2-- -
1
TR20 XEQ 03--26-97 09:08
100-YR PRE -DEVELOPED CONDITION
3
REV PC 09/83(.2)
��:-,..�..�-s:�•=.t-� ass
TIME
RECORD ID
COMPUTATIONS COMPLETED
BENNETT BROTHERS 10-YR, 50- AND
JOB 1 PASS
PRE-DEV, FILENAME 4372PRE.T20
PAGE
EXECUTIVE CONTROL OPERATION COMPUT
RECORD ID
+ FROM STRUCTURE 1
+ TO
STRUCTURE 1, s
STARTING TIME' `...'_00 RAIN DEPTH = 10.00
RAIN
DURATIOhT-=� L a.4': ,RAIN •TABLE NO . ='. 2 ANT. MOIST. COND= 2
ALTERNATE NO.= 1 STORM NO.= 3 MAIN TIME
INCREMENT = ..05'HOURS
OPERATION RUNOFF STRUCTURE 1
3

_OUTPUT: HYDROGRAPH=
- -AREA= -.101 SQ MI
-OF•CONCENTRATION= 17- HOURS
=INTERNAL'.-HYDROGRAPH TIME INCREMENT=
INPUT RUNOFF CURVE= 50. -TIME - --
.0227 HOURS
PEAK'-TIME(HRS) PEAK DISCHARGE(CFS)
- PEAK ELEVATION(FEET)
12.03 39.03
(RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 2.56 WATERSHED INCHES,
21.51 CFS-HRS, 1.78 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1,
ALTERNATE 1, STORM 3, ADDED TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP
RECORD ID
+ COMPUTATIONS COMPLETED
FOR PASS 3
EXECUTIVE CONTROL OPERATION ENDJOB
1
TR20 XEQ 03-26-97 09:08
100-YR PRE -DEVELOPED CONDITION
SUMMARY
REV PC 09/83(.2)
RECORD ID
BENNETT BROTHERS 10-YR, 50- AND
JOB 1
PRE-DEV, FILENAME 4372PRE.T20
PAGE
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
4

IN �._(FT) (HR)
(CSM)
ALTERNATE 1 STORM 1
STRUCTURE----l- RUNOFF .01
7.00 24.00 1.12 ---
1346.5
ALTERNATE 1 STORM 2
STRUCTURE I RUNOFF .01
9.00 24.00 2.04 ---
2418.1
ALTERNATE 1 STORM 3
STRUCTURE 1 RUNOFF .01
10.00 24.00 2.56
3002.5
1
2 2 .05 .0
12.04 17.50
2 2 .05 .0
12.03 31.44
2 2 .05 .0
12.03 39.03
TR20 XEQ 03-26-97 09:08 BENNETT BROTHERS 10-YR, 50- AND
100-YR PRE -DEVELOPED CONDITION JOB I
SUMMARY
�RFV _PP_09_/83(.2) PRE-DEV, FILENAME 4372PRE.T20
PAGE 5
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES
FOR ALL STORMS AND ALTERNATES
XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
ID (SQ MI) 2 3
0 STRUCTURE 1 .01
ALTERNATE 1
LEND OF I JOBS IN THIS RUN
( 17-50 ( 31.44
39.03

******************80-80 LIST OF INPUT DATA FOR TR-20
HYDROLOGY******************
JOB TR-20 FULLPRINT SUMMARY
TITLE 001 BENNE ERS 10-YR, 50-YR AND 100-YR BASIN ROUTING
TITLE 00 TIMATE ZONING, FILENAME 4372SWM.T20 *Revised 5-7-97
CT 02
3 STR 77
8 11.0 0.0 0.00
8 12.0 0.1 0.28
8 13.0 0.2 0.63
8 14.0 6.5 1.00
8 15.0 13.9 1.42
8 16.0 50.0 1.87
9 ENDTBL
6 RUNOFF 1 01 1 .01 85. .08 .1 0
0 1 0
6 RESVOR 2 02 1 2 11.0 1 1
0 1 0
ENDATA
7 INCREM 6 0.050
7 COMPUT 7 01 02 0. 7.0 1.0 2 2
01 01
ENDCMP 1
7 COMPUT 7 ol 02 0. 9.0, 1.0 2 2
ol--
ENDCMP. 1
7 COMPUT'7 01- 62 0. 10.0 1.0 2 2
01 03
ENDCMP.1
ENDJOB 2
OF 80-80

s
-i{r�s'+�.��_, .r.� '•..�. _- .:`c L".�1 -s��_ r�-r. -L :r�'tic'"'+�`31`-=.�.-t--:"w ._.f=• ^. •r?.i�._. 5= `
-- f c *xr m Fsr� -- _ - •,-..-. r- —t. z •ae "`-s,. f.'e`. -.;r- r -- - _ -
TR20 XEQ 05-07--97 16:25 BENNETT BROTHERS 10-YR, 50-YR AND
100-YR BASIN ROUTING.. JOB 1 PASS
REV PC 09/83(.2)- ULTIMATE ZONING, FILENAME -
4372SWM.T20 *Revised 5-7-97
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 = 7.00 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= 85. TIME
OF-CONCENSRATION= .08 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0107 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS)
PEAK ELEVATION(FEET)
11.98 46.31
(RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 4.27 WATERSHED INCHES,
27.55 CFS-HRS, 2.28 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`TELEVATION 11.00
PEAK.TIME(HRS) PEAK DISCHARGE(CFS)
PEAK ELEVATION(FEET)

- T�T
J2 -Il
Wzy
TIME(HRS)'
FIRST
HYDROGRAPH
POINT =
INCREMENT
= .05 HOURS
DRAINAGE
AREA =
6.00
DISCHG
-
.00
.00
.00
.01
.01
.01
.01
6.50
DISCHG
.01
.01
.01
.01
.01
.01
.01
7.00
DISCHG
.01
.01
.01
.01
.01
.01
.01
7.50
DISCHG
.01
.01
.02
.02,
.02
.02
.02
8.00
DISCHG
.02
.02
.02
.02
.02
.02
.02
8.50
DISCHG
.03
.03
.03
.03
.03
.03
.03
9.00
DISCHG
.03
.03
.04
.04
.04
.04
.04
9.50
DISCHG
.04
.04
.05
.05
.05
.05
.05
10.00
DISCHG
.05
.06
.06
.06
.06
.07
.07
10.50
DISCHG
..07
.07
. r -^-.
Off -
.08
.09
.09
11.00
DISCHG
.10
.10
13.51
.00 HOURS TIME
.01 SQ.MI.
.00 .00
.01.
.01
.01
.01
.01
.01
.01
.02
.02
.02
.02
.02
.02
.03
.03
.03
.03
.04
.04
.05
.05
.05
.06
.06
.07
.07
.08
.09
.10
.10
.11 .11 .11 .12 .12 .12
11.50 DISCHG .13 .14 .15 .16
.18 .20 1.37 3.45 5.96 8.55
12.00 DISCHG 11.06 12.91 13.49 13.27
12.89 12.51 12.11 11.65 11.18 10.72
12.50 DISCHG 10.30 9.89 9.49 9.10
8.73 8.39 8.06 7.73 7.40 7.10
13.00 DISCHG 6.81 6.54 6.28 6.03
5.79 5.57 5.36 5.15 4.95 4.76
13.50 DISCHG 4.59 4.42 4.26 4.10
3.94 3.80 3.67 3.54 3.41 3.30
14.00 DISCHG 3.19 3.09 2.98 2.89
2.79 2.71 2.63 2.54 2.46 2.39
14.50 DISCHG 2.32 2.25 2.18 2.12
2.05 2.00 1.94 1.89 1.84 1.80
RUNOFF VOLUME ABOVE BASEFLOW = 2.91 WATERSHED INCHES,
18.80 CFS-HRS, 1.55 ACRE-FEET; BASEFLOW = .00 CFS
1
• `i s
TR20 XEQ 05=07-97-16:25-
100-YR BASIN ROUTING
1
REV PC 09/83(.2)
4372SWM.T20 *Revised 5-7-97
PAGE 2
BENNETT BROTHERS 10-YR, 50-YR AND
JOB 1 PASS
ULTIMATE ZONING, FILENAME

HYDROGRAPH FOR STRUCTURE 2,
ALTERNATE 1` =STORM 1, -*ADDED'; TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP
FOR PASS 1
1
.TR20 XEQ 05-07-97 16:25
100-YR BASIN ROUTING
2
REV PC 09/83(.2)
4372SWM.T20 *Revised 5-7-97
PAGE 3
RECORD ID
COMPUTATIONS COMPLETED
BENNETT BROTHERS 10-YR, 50-YR AND
JOB 1 PASS
ULTIMATE ZONING, FILENAME
EXECUTIVE CONTROL OPERATION COMPUT
RECORD ID
+ FROM STRUCTURE 1
+ TO
STRUCTURE 2
STARTING TIME _ .00 RAIN DEPTH = 9.00 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= 85. TIME
OF CONCENTRATION= .08 HOURS
"INTERNAL.HYDROGRAPH TIME INCREMENT= .0107 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS)
PEAK ELEVATION(FEET)
11.98 61.80
(RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 5.89 WATERSHED INCHES,
38.03 CFS-HRS, 3.14 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1,
ALTERNATE 1,-STORM 2, ADDED TO OUTPUT HYDROGRAPH FILE ---

OPERATION'RESVORF' -STRUCTURE 2
INPUT HYDROGRAPH= 1
SURFACE ELEVATION=
PEAK TIME(HRS)
PEAK ELEVATION(FEET)
12.06
15.62
OUTPUT HYDROGRAPH= 2
11.00
PEAK DISCHARGE(CFS)
36.23
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME
INCREMENT = .05 HOURS DRAINAGE AREA = .01 SQ.MI.
5.00 DISCHG .00 .00 .00 .01
.01 .01' .01 .01 .01 .01
5.50 DISCHG .01 .01 .01 .01
.01 .01 .01 .01 .01 .01
6.00 DISCHG .01 .01 .01 .01
.01 .01: .01 .01 .02 .o2
6.50 DISCHG .02 .02 .02 .02
.02 .02 .02 .02 .02 .02
7.00 DISCHG .02 .02 .02 .02
.03 .03 .03 .03 .03 .03
7.50 DISCHG ..03 .03 .03 .03
.03 .03 .03 .04 .04 .04
8.00 DISCHG .04 .04 .04 .04
.04 .04 .04 .04 .05 .05
8-. 50--_.,-.DISCHG .05 .05 .05 .05
.05• .05 .06 .06 .06 .06
9.00 DISCHG .06 .06 .06 .06
.07 .o7 .07 .07 .07 .07
9.50 DISCHG .08 .08 .08 .08
.08 .08 .09 .09 .09 .09
10.00 DISCHG .09 .10 .10 .10
.10 .10 .11 .11 .11 .11
10.50 DISCHG .11 .12 .12 .12
.12 .13 .13 .13 .14 .14
11.00 DISCHG .14 .15 .15 .16
.16 .16 .17 .17 .18 .18
11.50 DISCHG .19 .20 1.04 . 2.23
3.44 4.60 6.19 8.81 12.02 19.34
12.00 DISCHG 30.67 36.07 33.80 28.10
23.10 19.32 16.37 13.88. 13.36 12.86
12.50 DISCHG 12.39 11.94 11.49 11.04
10.63 10.24 9.86 9.48 .9.10 8.74
13.00 DISCHG 8.41 8.09 7.77 7.46
7.17 6.90 6.65 6.40 6.16 5.94
13.50 'DISCHG 5.73 5.53 5.33 5.14
4.96 4.79 4.63 4.47 4.32 4.18
14.00 DISCHG 4.04 3.92 3.79 3.67
3 5- _._ 3.T5 3.35 3.25 3.15 3.06 _-
_-14.50 DISCHG '2.'97 2.89 2.80 2.72
2.64 • 2.57,.., 2.50 .-,.-2.44 2.38 2.32

28. 90-CFS-HRS -.. = 2.39 - ACRE-FEET,•
TR20 XEQ 05-07-97 16:25
100-YR BASIN ROUTING
2
REV PC 09/83(.2)
4372SWM.T20 *Revised 5-7-97
PAGE 4
BASEFLOW = =.00 _CFS -
BENNETT BROTHERS 10-YR, 50-YR AND
JOB 1 PASS
ULTIMATE ZONING, FILENAME
--- HYDROGRAPH FOR STRUCTURE 2,
ALTERNATE 1, STORM 2, ADDED TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP
FOR PASS 2
1
TR20 XEQ 05-07-97 16:25
100-YR BASIN ROUTING
3
REV PC 09/83(.2)
4372SWM.T20 *Revised 5-7-97
PAGE 5
RECORD ID
COMPUTATIONS COMPLETED
BENNETT BROTHERS 10-YR, 50-YR AND
JOB 1 PASS
ULTIMATE ZONING, FILENAME
EXECUTIVE CONTROL OPERATION COMPUT
1 -- ----- - 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= 85. TIME
OF CONCENTRATION. ::' ,087HOURS -

- -x = - - ��p �.9^_ »ti- r r--�_-= -- -- --� ----i-,t--�c+i-e-5._-.--ii- ..sue; _.�•.c=�� b:w - _ -
-
- = INTERNAL � HYDROGRAPH -TIME: INCREMENT= .,'=: 0107= HOURS
PEAK'TIME(HRS) PEAK-DISCHARGE(CFS)
PEAK ELEVATION(FEET)
11.98 69.50
(RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 6.72 WATERSHED INCHES,
43.34-E-Fs-HRG; 3.58 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1,
ALTERNATE 1,-STORM 3, ADDED TO OUTPUT HYDROGRAPH FILE ---
OPERATION RESVOR STRUCTURE 2
INPUT HYDROGRAPH= 1 OUTPUT HYDROGRAPH= 2
SURFACE ELEVATION= 11.00
PEAK TIME(HRS) PEAK DISCHARGE(CFS)
PEAK ELEVATION(FEET)
12.05 45.28
15.87
TIME(HRS)
FIRST
HYDROGRAPH
POINT =
.00 HOURS
TIME
INCREMENT
- .05 HOURS
DRAINAGE
AREA =
.01
SQ.MI.
4.50
DISCHG
.00
.00
.00
.00
.00
.01
.01
.01
.01
.01
5.00
DISCHG
.01
.01
.01
.01
.01
.01
.01
.01
.01
.01
5.50
DISCHG
.01
.01
.01
.01
.01
.01
. 01
.02
. 02
1
__.01'
6.00
_
DISCHG
.02
.02
.02
.02 -
.02
.02
.02
.02
.02
.02
6.50
DISCHG
.02
.02
.02
.03
.03
.03
.03
.03
.03
.03
7.00
- DISCHG
.03
.03
.03
.03
.03
.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
.06
.06
.06
.06
8.50
DISCHG
.06
.06
.06
.07
.07
.07. .- .
.07
.07
.07
.07
9.00
DISCHG
.08
.08
.08
.08
.08
.08.
.09
.09
.09
.09
9.50
DISCHG
.09
.10
.10
.10
.10
.10
.11
.11
.11
.11
10.00
DISCHG
.11
.11
.12
.12
.12
:12 '' : ;
.12 .
.13
.13
.13
10.50
DISCHG
.. -
, :.' ::13
.14
.14
.14
.15
.15
.15
.16
.16'
.16
11.00
DISCHG
.17
.17
.18
.18
.19
.19
.20
.34
.68
1.01
'�1I:�a0`--
-DISCHG
1.31
1.83
2.81
4.07 _

-L y( �t
�- t. r .Y'�^: � � -�` S}} "` �•++� �.' l �[l(:fzT� t4=�+�`i'-:"'z.�.�"'"3t s-#.y�t 'T�--_S Y � _j ,F[} >-
-b-y
12.00
DISCHG _s--=41.11=_--45=..2.8_ =--=='--41:37 = 34.90
27.68
22.93 19.27 16.17 � 13.83-- 13.35
12.50
DISCHG 12.90 12.46 12.02 . 11.58
11.17
10.19` IO.41 10.03 9.64 9.28
13.00
DISCHG 8".94 8.62 8.29 7.98
7.68
7.40 7.14 6.88 6.62 6.39
13.50
DISCHG 6.17 5.97 5.76 5.56
5.37
5.19 5.02 4.85 4.69 4.54
14.00
DISCHG 4.41 4.27 4.14 4.01
3.89
3.78 3.67 3.57 3.46 3.36
14.50
DISCHG 3.27 3.18 3.09 3.00
2.91
2.83 2.76 2.69 2.63 2.57
RUNOFF
VOLUME ABOVE BASEFLOW = 5.28 WATERSHED INCHES,
34.08 CFS-HRS, 2.82 ACRE-FEET; BASEFLOW .00 CFS
1
TR20 XEQ 05-07-97 16:25 BENNETT BROTHERS 10-YR, 50-YR AND
10-8-YR--BASIN--ROUTING JOB 1 PASS
3
REV PC 09/83(.2) ULTIMATE ZONING, FILENAME
4372SWM.T20 *Revised 5-7-97
PAGE 6
--- HYDROGRAPH FOR STRUCTURE 2,
ALTERNATE 1, STORM 3, ADDED TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP
FOR PASS 3
EXECUTIVE CONTROL OPERATION ENDJOB
1
TR20 XEQ 05-07-97 16:25
100-YR BASIN ROUTING
REV PC 09/83(.2)
4372SWM.T20 *Revised 5-7-97
PAGE 7
RECORD ID
COMPUTATIONS COMPLETED
RECORD ID
BENNETT BROTHERS 10-YR, 50-YR AND
JOB 1 SUMMARY
ULTIMATE ZONING, FILENAME

r4 ,r - yy-'... '-�;, r'^rts+^.c- 4.*.:sh•3�.?'C'�'- ,7 t-"m,.,-"".-.-r-r a 7; z.:ti ^-s. a -_..� - , st_ _ _
"' ` "5".x.'.' -`°�:.-Ts-..ct - Y''...':s"�'°�''"'``-r"'3�, _'`•-'t"'��.«"'''} ^ -'`': �C._"Fi..,'.ti".YJ`2„3C""-- -' r- �e•�.-r..y..-...Cc,
�` rrr,�.t�+ 5r�`;F -- Ei'� s� �� -'�L• �-���i��sr�i_-'s�:�• a::�`-ter:UZ
..:... S. wit. � _. � �°#x "r-•�,; "�.Y<asj+..7'S,+'"..�`�1 .-•--.. '�-...w �..:j,-w....."�" y«�.-.:+.- ra-�.�r+,«; �,-.+.« .,..�. v.. x.+'>aa K`-a �' A L_n:
�.'��---c..--.•„x __ _ Fes. - � - ---- - - - _ - _ `Z-^�;,-.x � - - -
...ea
SUMMARY- TABLE ' 1;;,=,-SELECTED, 'RESULTS OF STANDARD AND EXECUTIVE
:
CONTROL 'INSTRUCTIONSj.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
_w_--r------------------------------
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
7.00 24.00 4.27 --- 11.98 46.31
4630.7
STRUCTURE 2 RESVOR .01 2 2 .05 .0
7.00 24.00 2.91 14.95 12.11 13.51
1350.7
ALTERNATE 1 STORM 2
STRUCTURE 1 RUNOFF .01 2 2 .05 .0
9.00 24.00 5.89 --- 11.98 61.80
6180.3 __ _
STRUCTURE 2 RESVOR .01 2 2 .05 .0
9.60 24.00 4.48 15.62 12.06 36.23
3622.8 w__-^
ALTERNATE
1 STORM 3
STRUCTURE....1 ,
RUNOFF -; .0
2 2
.05 .0
10.00 24.00
.6.72 ---
11.98
69.50
6950.2
STRUCTURE 2
RESVOR .01
2 2
.05 .0
10.00 24.00
5.28 15.87
12.05
45.28
4528.4
1
TR20 XEQ 05-07-97 16:25 BENNETT BROTHERS 10-YR, 50-YR AND
100-YR BASIN ROUTING JOB 1 SUMMARY
REV PC 09/83(.2) ULTIMATE'ZONING, FILENAME
s

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-4372SWM._T20�*Revised:5 7=97, _
PAGE
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 13.51 36.23 45.28
0 STRUCTURE 1 .01
ALTERNATE 1 46.31 61.80 69.50
LEND OF 1 JOBS IN THIS RUN
_ -WJ

James B. Hunt, Jr., Governor '
Jonathan B. Howes, Secretary
A. Preston Howard, Jr.,' P.E., Director
June 23, 1997
Mr. Paul Bennett, President
Bennett Brothers Yachts, Inc.
8118 Market Street
Wilmington, NC 28405
C
NR
Subject Permit No. SW8 970403
Bennett Brothers Yachts
High Density Commercial Stormwater Project
New Hanover County
Dear Mr. Bennett:
The Wilmington Regional Office received the Stormwater Management Permit Application for Bennett Brothers Yachts on
April 7, 1997, with final information on June 5, 1997. Staff review of the plans and specifications has determined that the
project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding
Permit No. SW8 970403 dated Tune 23, 1997, for the construction of Bennett Brothers Yachts.
This permit shall be effective from the date of issuance until June 23, 2007, and shall be subject to the conditions and limitations
as specified therein. Please pay special attention to the Operation and Maintenance requirements in this permit. Failure to
establish an adequate system for operation and maintenance of the stormwater management system will result in future
compliance problems.
If any parts, requirements, or limitations mined in this permit are unacceptable, you have the right to request an adjudicatory
hearing upon written request within thirty (30) days following receipt of this permit. This request must be in the form of a
written petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of Admini%irative
Hearings, P.O. Drawer 27447, Raleigh, NC 27511-7447. Unless such demands are made ti:�is.permit shall be final and binding.
If you haV-e-any Veg ions; -or need additional information concerning this matter, please contact Linda Lewis, or me a (910)
395-3900:
Sincerely,
Rick Shiver, P.G.
*" Acting Regional Water Quality Supervisor
RSSlarl: S:1WQSISTORMWATIPERNUT1970403.JUN
cc: David Hollis, P.E.
Tony Roberts, New Hanover County Inspections
Beth Easley, -,New Hanover County Engineering
Linda -Lewis:.
Wilmington Regional Office
Central Files
r
127 Cardinal Drive Extension, Wilmington, I.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer 4..

_ _ _ _ _ _ - _- _ _ I✓aaaaaiiva Yaa iiS Va-aaav w.aa aa _ - - _ - __ — __
- - - - - - �DEPAR1WHM OF ENvIItUNAMENr, HEALTH AND NATURAL RESOURCES
DIVYSxON' OF' WATER QUALrry
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as amended,
and other applicable Laws, Rules, and Regulations
• 0• : • iat• �: • • �r •
Bennett Brothers Yachts, Inc.
Bennett Brothers Yachts
New Hanover County
N-:00)1V:1el
construction, operation and maintenance of a detention pond in compliance with the provisions of 15A NCAC
2H .1000 (hereafter referred to as the "stormwvater 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 June 23, 2007 and shall be subject* to the following
specified conditions and limitations:
L 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 hag n approved for the management of stormwater runoff as described on page 3 of this
permit, the Project Data Sheet. The.storrawater.control has been designed to handle the runoff from 217,800 square
feet of impervious area.
3. A,pprav-am-d specifications for this project are incorporated by reference and are enforceable par% of the
---permit.

HNLZ
Ziff
D11TWON'OF:WAr= QU,4JL=-
PROJECT DATA: SE[EET
Project Name:
Bennett Drolhers Yachts
Permit Number:
970403
Location:
New Hanover County
Applicant:
Mr. Paul Bennett, President
Mailing Address:
Bennett Brothers Yachts, Inc.
8118 Market Street
Wilmington, NC 28405
Application Date:
April 7, 1997
Water Body Receiving Stormwater Runoff- Cape Fear River
Classification of Water Body:
"C?r
If Class SA, chloride sampling results:
N/A
Pond Depth:.
7.5 feet
Permanent Pool Elevation:
11 MSL
Total Impervious Surfaces Allowed:
217,800 square feet
Offsite Area entering Pond:
None, per Engineer
Required Surface Area:
7,078 square feet
Provided. Surface Area:
9,960 square feet
Required Storage Volumc:
17,696 cubic feet
Provided Storage Volume:
27,230 cubic feet
Temporary Storage Elevation:
13 MSL
Controlling Orifice:
2" pipe

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4 The trail will be limited to the amount of bW11t UDon' area indicated an page 3 of this permit; and`per. apprrn►ed plans."
5. The permittee is -responsible for `verifying that the proposed built-upm atea_doe5 aot exc eed "the allowable built -upon
area.
6. The following items will require a modification to the permit
a. Any revision to the approved plans, regardless of size.
b. Project name change.
Transfer- of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision of the project area.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
In addition, the Director may determine that other revisions to the project should require a modification to the permit.
7. The Director may notify the permittee when the permitted site does not meet one or more of the minimum requirements
of the permit. Within the time frame specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee shall provide copies of revised plans
and certification in writing to the Director that the changes have been made.
II. SCHEDULE OF COMPLIANCE
1. The permittee will comply with the following schedule for construction and maintenance of the stormwater management
system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and operational for it's
intended use prior to the construction of any built -upon surface except roads.
b. During construction, erosion shall be kept to a minimum and any eroded areas of the system will be repaired
--
2. 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 pmcture must be available at all times.
3. 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.
4. 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.

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5. -_ Union cotripletton -of °construction,priortossuan`c _of a Certificate bf Occupancy;; and prior to'operatton of:this
- V pettnitted fac�ity; a certification must be received from an appropriate designer%r the sysnem installed certifyitig that
. -the penmittied facdity bas been iiislalled in acoardance�'-withthis permit; =thc approved plans -and specificati(ins,'and otlier
supporting. documentation._ Any deviations from the approved plans and specifications must be noted on the
Certification. :
6. 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..
M. 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. Y
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 DEHNR Staff permission to enter the property for the purpose of inspecting all components of
the permitted stormwater management facility.
6. Tire permit may be modified, revoked and reissued or terminated for cause. The filing of a request for a permit
modification, revocation and reissuance or termination does not stay any permit condition.
Permit issued this the 23rd day of Tune, 1997.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
4J 40V
A. Preston Howard, Jr., P, ., Director .
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 970403

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y
Beinneft Bothers Yachts _ , -- -- - _ -
Stormwater` Permit•N :�'§ 970403 = a
New Hanover - _ - = _
Engineer's Certification
I, _ , as a duly registered Professional Engineer in the State of North Carolina,
having been authorized to observe (periodically/weekly/full time) the construction of the project,
_ -- — {project)
for (Project Owner) hereby state that, to the best of my abilities, due care and
diligence was used in the observation of the project construction such that the construction was observed to be built within
substantial compliance and intent of the approved plans and specifications.
Noted deviations from approved plans and specification:
SEAL
Signature
Registration Number
Date

1. P�oj�r-1� _a vtz�t 3vz� s � �-t� . t V1 c .
2. Location, directions to project (nclude County, Address, State Road) Attach map. K"4_3-
3. Owner's Name _JLZA�au YaeC � S vtC. Phone 6 BG 'Z
4. Owner's Mailing Address f M av
City State K4G Zip Zcg `rr0S7
5. Application date 3 - 2S - (:aN`7 Fee. enclosed S �(D
6. Nearest Receiving Stream C`Ge�y �Lt�y Class 53
7.Projectdescription -_t
IL -TER INTFORAIATION
Permit No.(Tobefeikdi.byDEM) a) 9 l ! () ` _03
2. Permit Type New Renewal_
3, Project Type: Low Density ✓�etention
r
Modification (existing Permit -No.)
Infiltration Other: Redevelop General Dir Cert
4. Other State/Federal Permits/Approvals Required pwcx app -op iau blanks)
LAMA Major ✓ Sedimentation/Erosion Control _� 404 Permit ✓
U1. BUILT UPON AREA (Plmrc s« NCAC 2H-1005 d„Y Jomfor apph=bu d&aijy Emia) t_s
�e.cnse 9- 8 •c.:N7
Drainaze Drainage Breakdown of Im ious Area
Basin Basin (Pkwz i, &caw bdow dk design unpervrnut J
Classification Z5 E3
Allowable Impervious Area
Told Project Area 17,
Proposed Impervious Area 5, O o4:6�_5
% Impervious Area
z IV. STORMWATER'TREATMENT, (Drscrbe how itie ►u„c� u+u b� ,rcasud)
J
Buildings 2 o 000 5
41
Streets
g� w
VR I Odierre—fit �S 5' r2
Totals 2 t 7 8 �O

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V - 4 DEED RFS`TRiCTIONS =AND PROTECTIVE COYENANZ'S
Deed restrictions' and protective covenants are required to be recorded for all low density projects and all
subdivisions prior.:tp -th -sale of an' i Iot, ' Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. OWNER'S CERTIFICATION
—tie, LOa� l�veg tdjac.--t, certify that the information included on this permit
(Pleare print or type name clearly)
appTi lion for is correct, that the project will be constructed in.conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 1.5A NCAC 2H.1000.
1 authorize the ow named person or firm to submit stormwater plans on my behalt..
Owner/Authoriz gent Signature and Title Date �r
VII. AGENT AUTHORIZATION (mvsrBE COMPLE7W)
�
Person or firm name PE QLS
Mailing Address
Cityl/c, �IW t nr�t State UG Zip ' t Phone 4 a Z
V
Please submit application, fee, plans and calculations to the appropriate Regional Office.
cc: Applicant/wiROU"Central Files
ST
WiAulety
RE��VF,ID
APR 0 7 1991

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LB
Project Name: _8Vo�a.L.,5 YO C" IvLC Project No,
Responsible Party: t-a d Phone No.
Address: VVJn J (cQ_t- S4veQA
I. Inspect monthly, or after every runoff producing rainfall event,. whichever comes fast
A. Remove debris from the trash rack.
B. Check and clear the orifice of any obstructions. If a pump is used as the drawdown
mechanism, pump operation will be checked. A log of test.runs of the pump will be kept
on site and made available to DEM personnel upon request.
C. Check the pond side slopes; remove trash, and repair eroded areas before the next rainfall
event.
D. If the pond is operated with a vegetated filter, the filter will be checked for sediment
accumulation, erosion and proper operation of the flow_ spreader mechanism. Repairs will
be made as necessary.
A. Inspect the collection system Cie. catch basins, piping, grassed swaies) for proper
functioning. Accumulated trash will be cleared from basin grates, basin bottoms, and
piping will be checked for. obstructions.
B. Pond inlet pipes will be . checked for undercutting, riprap will be replaced, and broken
pipes will be repaired.
C_ Grassed swales, including the vegetated filter if applicable, will be reseeded twice a year
as necessary. Eroded area will be repaired immediately.
M. Every 6 months
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The pond depth will be checked at various points. If depth is reduced to 75% of original
design depth, sediment will be removed to at least the original design depth.
r-
i w

"`•r_
IV. Generale
A. Mowing of the side slopes will be accomplished according to the season. Maximum grass
height will be 6".
n; -r--Cesare encouraged along the pond perimeter, however they will be removed when they
cover more than 1/2 the surface area of the pond.
C. The orifice is designed to draw down the pond in 2-5 days. If drawdown is not
accomplished in that tune, the system will be checked for clogging. The source of the
clogging will be found and eliminated.
D. All components of the detention pond system will be kept in good worl&g order. Repair
or replacement components will meet the original design specifications as per the approved
stormwater plan.
V. Special Requirements
hereby acknowledge that I am the fu=ciaUy
responsible party for maintenance of this detention pond. I will perform the maintenance as outlined
above, as part of the Certification of Compliance with Stormwater Regulations received for this project.
Signature: mate: - -g
I, }_ � rn A C' _ IL Lu _, a Notary Public for the State of
County of , do hereby certify that w .
personally appeared before, me this QL day of ESL , 1 ja and aclonowledge the
due execution of the foregoing instrument. Witness my hand and official seal,
SEAT.
- - My commission expires-�3��L
DAfarl: S:IWQSISTORMWATIFORMSIO&M-POND.FOR