SW8930809_Historical File_19931025

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State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary Regional Manager
October 22, 1993
Mr. Joe Dunnehoo, P.E.
Prestige Engineering
101 Manatee Street
Swansboro, North Carolina 28584
Subject: ADDITIONAL INFORMATION
Stormwater Project No. 930809
Woodlands Subdivision
Carteret County
Dear Mr. Dunnehoo:
Upon further review of your now complete stormwater submittal, your calculations of total
impervious area for the roads appears to be deficient. I have calculated 55,324 square feet of road
impervious area. I have determined from the Submittal Form that you have calculated 50,065 square feet
of road. Since you did not provide a breakdown of your impervious area calculations, I cannot compare
the two and fmd the difference. Therefore, I am returning the Submittal Form so that the built-upon area
per lot allowance can be changed to 5,100 square feet per lot. Please make the change, initial and date,
and return to me. If you can defend your calculation of 50,065 square feet of road, please include the
breakdown of the calculations by road name. Enclosed is a copy of my calculation form and the original
Submittal form.
Sincerely,
Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\930809.00T
cc: (2) Linda Lewis
Central Files
127 Cardinal Drive Extension, Wilmington,N.C.28405-3845•Telephone [phone]• Fax [phone]
An Equal Opportunity Affirmative Action Employer

TOWN OF NEWPORT
MAYOR POST OFFICE BOX 98 BOARD OF COMMISSIONERS
DERRYL GARNER NEWPORT,NORTH CAROLINA 28570
J.ROGER NEWBY
CLERK 919-223-4749
BEVERLY MCCARVILL FAX [phone] SEYMOUR RUBIN
JACKIE WINBERRY
ATTORNEY VINCENT J.LASHAN
NELSON TAYLOR TIMOTHY O. MANN
14 October 1993
-' APPROVED
NoRnicARou IRGNMEN7AL
State of North Carolina OFENVM
4��
Department of Environment, QNISION QF ENVIRONMENTAL�� MANAGEt9MIENT
Health & Natural Resources
Division of Environmental Management StormwaterCedcationNo.
127 Cardinal Drive Extension
Wilmington, North Carolina 82405-3845 A
<
RE: Stormwater Project # 93089, Woodlands S/D, Carteret County
Gentlemen:
The Parks Division of the town Street Department will, generally, perform
inspections, removal of sediment accumulation, mowing, weed eating and
ditch maintenance as necessary but not less than one time per month, after
acceptance of the project by the town Board of Commissioners.
Should there be any questions, please do not hesitate to call.
Sincerely,
Agl`• Or NEWPORT
STORMNATER ER
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•
Derryl G rner 11
Mayor
OCT 191993
DG:m
-oi # 13080°(
OCT 1 g 1993
THE TOWN WITH OLD FASHIONED COURTESY

STATE o
i,r `
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL.MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary Regional Manager
October 12, 1993
Mr. Gary Mercer
2501 Front Street
Beaufort, North Carolina 28516
Subject: ADDITIONAL INFORMATION
Stormwater Project No. 930809
Woodlands Subdivision
Carteret County
Dear Mr. Mercer:
The Wilmington Regional Office received a Stormwater Submittal for the Woodlands Subdivision
on August 13, 1993 revised on October 4, 1993. A preliminary review of that information has
determined that the submittal for the subject project is not complete. The following information is needed
to continue the stonnwater review:
1. The amount of runoff allowed to leave the site untreated is unacceptable. All road runoff
must be treated in grassed swales with 5:1 side slopes prior to leaving the site.
2. The Operation and Maintenance Plan provided by the Town of Newport must include the
frequency and type of maintenance activities that will occur. Generally, inspections,
removal of sediment accumulation, mowing, etc. must be specified.
3. Please provide a detail of the 5:1 side slope grassed swales and note their locations on the
plans.
4. Please provide 3 copies of the overall site plan sheet that you had provided with the first
submittal. They will be a part of the approved plan once everything is settled.
127 Cardinal Drive Extension,Wilmington, N.C.28405-3845•Telephone [phone]• Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Mercer
October 12, 1993
Stormwater Project No. 930809
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to November 12, 1993, or the submittal
will be returned as incomplete. If you have any questions concerning this matter please feel free to call
me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STOP—MWAT\ADDINFO1930809.00T
cc: Mr. Joe Dunnehoo, P.E., Prestige Engineering
(2) Linda Lewis
Central Files
2

TOWN OF NEWPORT
MAYOR POST OFFICE BOX 98 BOARD OF COMMISSIONERS
DERRYL GARNER NEWPORT,NORTH CAROLINA 28570
J.ROGER NEWBY
CLERK 919-223-4749
BEVERLY MCCARVILL FAX [phone] SEYMOUR RUBIN
JACKIE WINBERRY
ATTORNEY VINCENT J. LASHAN
NELSON TAYLOR TIMOTHY O.MANN
30 September 1993
Reference: Woodlands Subdivision, situated at New Bern Street and
Carolina Avenue, Newport, North Carolina
It shall be the responsibility of the developer, Gary A. Mercer, to inspect
and maintain all water, sewer, and stormwater utilities and easements during
construction of the subdivision.
Once the roads have been inspected and verification has been that these roads
meet or exceed North Carolina Department of Transportation's Standards, then
these roads will be accepted in the Town of Newports Street System.
When all utilities including water, sewer and stormwater have been installed
and all necessary certifications have been signed and sealed by the Engineer
stating that these items have been installed as per the plans and specifica-
tions, then the Town of Newport will assume the responsibility of inspection
and maintenance.
The developer will warranty these improvements for a period of one year
after acceptance.
Town of rt, 1 Mcl�arvill To Clerk
STATE OF NORTH CAROLINA
CARTERET OF CARTERET
I, a Notary Public of the County and State aforesaid, certify that
Beverly McCarvill personally appeared before me this diay and
acknowledged the execution of the foregoing instrument.
Witness my hand and official seal, this thirtieth day of September 1993.
(13,14.1-rreal
Notaary
My commission expires: 4 / I
AF rnOVED jp\ IE C E n W i
ibi
NORTH CAROL' F NVIRONM:;NTAtw
MANAGE! o MISSION
DIVISION OF ENVIR NMENTAL MANAUEMEPIT OCT 0 4 1993
Date gs ,19 13
aerometer CertificationNo, 3 ; # c 3o SO9
"" .-... THE TOWN WITH OLD FASHIONED COURTESY

S44F )
D
STATE OF NORTH CAROLINA
DEHNR OCT 0 4 1993 IMOMEMEI,
127 CARDINAL DRIVE EXTENSION
WILMINGTON, NC 28405-3845 '11 �30$oa OCT 0 4 1993
30 September 1993
REFERENCE: Agreement to accept and maintain all roads, water,
sewer and stormwater utilities and easements
It shall be the responsibility of the developer, Gary A.
Mercer, to inspect and maintain all water, sewer, and stormwater
utilities and easements during construction.
Once the roads have been inspected and verification has been
made that these roads meet or exceed North Carolina Department of
Transportation's Standards, then these roads will be accepted in
the Town of Newport's Roadway System.
When all utilities including, water, sewer and stormwater
have been install and all necessary certifications have been
signed and sealed by the Engineer stating that these items have
been installed as per the plans and specifications, then the Town
of Newport will assume the responsibility of inspection and
maintenance.
The developer will warranty these improvements for a period
of one year after acceptance.
6:11 , 4W.40"--- d /
GARY A, ERCER DATE
STATE OF NORTH CAROLINA
COUNTY OF CARTERTET
I, a Notary Public of the County and State aforesaid,
certify that Gary A. Mercer personally appeared before me this
day and acknowledged the execution of the foregoing instrument.
,,LWitness my hand and official seal, this At day of
A4.. , 1993.
��P B. PFNR`- .emu
I�O�A,RY Notary Public
y co�si xpires: �'� 7-9W

.45r
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary Regional Manager
September 27, 1993
Mr. Gary Mercer
Mercer Building Company
2501 Front Street
Beaufort, North Carolina 28516
Subject: ADDITIONAL INFORMATION
Stormwater Project No. 930809
Woodlands Subdivision
Carteret County
Dear Mr. Mercer:
The Wilmington Regional Office received a Stormwater Submittal for the Northwoods Subdivision
on August 13, 1993, and a revision on September 24, 1993. A preliminary review of the revised
information has determined that the submittal for the subject project is still not complete. The following
information was previously requested on August 16, 1993 and is still required to continue the stormwater
review:
A. Notarized submittal authorization between the engineer and the person who will hold the
Certification of Compliance.
C�a�n, 2. A signed and notarized Operation and Maintenance Plan for the stormwater controls (ie.,
A '� grassed swales in this case.) The plan should cover regular inspections throughout the life
of the project, and provisions for repair of eroded areas.
3. Signed and notarized deed restrictions utilizing the correct wording that limits the allowable
built-upon area per lot, and stipulates that the affected homeowners may not fill in the
swales used to meet the density req uirements of the Sate of North Carolina.
4. Mr. Dunnehoo was given the option of filling out the revised submittal form which
includes a submittal authorization and deed restriction, however, this Office has not
received it. All submittals from now on must be accompanied by the new form.
127 Cardinal Drive Extension,Wilmington, N.C.28405-3845•Telephone [phone]• Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Mercer
September 27, 1993
Stormwater Project No. 930809
or 036)
�� �Y¢ 5. A cross-section of the roads including width, curb and gutter detail, right-of-way width,
4{7 and applicable street names.
'k
1% 6. A cross-section of the cul-de-sac including right-of-way and pavement radii and road width.
It was previously stated that New Bern Street and Nellie Street were allowing runoff to
c)Q w Ala' leave the site without passing through a 100' vegetated swale. The new plans do not
(IF
_ QN provide complete profiles of the streets, so it is impossible to determine if this situation
has been corrected.
jp AO'
& ` Please note that this request for additional information is in response to a revised plan review.
The requested information should be received by this Office prior to October 27, 1993, or the submittal
will be returned as incomplete. In your response letter, please address each item individually and what
you have done to correct it.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\930809.SEP
cc: (2) Linda Lewis
Mr. Joe Dunnehoo, P.E., Prestige Engineering
Mr. William Whaley, Carteret County Inspections
Central Files

Drtlitigt
Engineering and Land Surveying,P.A. •
101 Manatee Street
Cape Carteret
Swansboro,NC 28584
[phone]
FAX [phone]
22 September 1993
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT �
HEALTH AND NATURAL RESOURCESR.
WILMINGTON REGIONAL OFFICE
DIVISION OF LAND RESOURCES Bi SEA 1993
LAND QUALITY SECTION
127 CARDINAL DRIVE EXTENSION -».M.11
WILMINGTON, NC 28405-3845
REFERENCE: WOODLANDS, FORMERLY NORTHWOODS, FORMERLY SHE-NELLE
MANOR
Dear MS. LINDA LEWIS
I am sending you a new set of Construction Sequences and
Calculation sheets due to the number of changes that have been
made. I am sorry for the delay but many things had to be
adjusted and revised. Please destroy the old drawings and work
from these new drawings, thank you.
incHerely You ,
1
b4 -vj
\ JJOS F. DUNNEHOO PE/RLS
STORMWATEtI
SEP 2 4 1093
DIEarO
Water - Sewer- Structural - Storm Wafer and Sedimentation.Erosion Control Planning-Inspections
Environmental - & dArlslons - Wetlands - Monitoring Wells - Computer Drafting - Land Planning

PRESTIGE ENGINEERING AND LAND SURVEYING
101 MANATEE STREET ,CAPE CARTERET
SWANSBORO, NORTH CAROLINA 28584
PHONE [phone]
• 19 JULY 1993
REVISED 20 SEPTEMBER 1993 WATER
REFERENCE: GARY A. MERCER
% PRESTIGE ENGINEERING1.1
M
101 MANATEE STREET U II
CAPE CARTERET/SWANSBORO, NC 28584 �J
PHONE [phone] SEP 24 1993
CONSTRUCTION SCHEDULE 17 #
1. Obtain plan approval and other permits where needed.
2. Hold preconstruction conference at least one week prior
to any construction or filling.
3 . Place temporary gravel construction entrances and exits on the
entrance to Carolina Avenue and on Deep Creek Road
(NCSR-1166) .
4. Clear all road beds and bring them to grade if in cut
sections.
5. Construct sedimentation basin at end of New Bern Street to
intercept all water prior to it leaving project.
6. Clear lots 20, 21, 22, and 23 . Place all top soil on these
lots, then place silt fence on the low side of soil to prevent
all sediment from exiting area.
7 . Place all fill material from cut area onto road beds to be
filled or stock pile fill material on lots 20, 21, 22 and 23 .
Care should be taken to prevent fill from running into ditch
on south side of property.
8. Put 18 inch culvert in at STATION 1+81 on New Bern Street.
See calculation sheets to insure placement at proper grade.
Place 15 inch pipes at end of CUL-DE-SACS.
9. Protect all existing grass swales shown on plans thus allowing
for proper drainage. Cut new grades as shown on plans for
drainage ditches. Seed all disturbed areas as soon as land
is brought to grade (SEE VEGETATION PLAN) .
10. Remove all existing pipes that do not fall into the designed
drainage system and extend and repair those existing pipes
that will be used, if needed. Then reseed as needed.

11. Install catch basins at designated points.
12 . Place rip-rap or other outlet protection devices at end of
pipes number 3 and 4 as shown on plans.
13. Place excavated drop inlet- protection around each drop inlet
or catch basin.
14 . All erosion and sedimentation control practices will be
inspected weekly or after each rainfall which ever is less.
Any needed repairs will be done immediately.
15. Estimated time of construction and completion of above will
be approximately 120 to 180 days.
MAINTENANCE PLAN
1. All erosion and sediment control practices will be checked
for stability and operation following every runoff producing
rainfall, but in no case less than once every week. Any
needed repair will be done immediately to insure that all
structures are functioning as designed.
2 . The sedimentation that settles around basin will be clean out
when the sediment is 0. 25 feet deep. Gravel will be cleaned
and replaced when needed or when sediment pool does not drain
as designed.
3 . Sediment will be removed from behind the silt fence when it is
from 0. 25 to 0.5 feet high or when needed. Repairs will be
done to fence as needed to prevent sediment from leaving area.
4 . All seeded areas will be fertilized, reseeded as necessary,
and mulched according to the Vegetation Plan. Grass must be
maintained in a vigorous dense vegetative cover and mowed as
needed.
2

SEEDING SCHEDULE
SEED BED PREPARATION
Lime 2 Tons/ac.
10-10-20 1, 000 lbs. /ac.
0-20-0 500 lbs. /ac.
Straw Mulch 2 tons/ac. (after
seeding)
Asphalt Tack 200 gal. /ton of mulch
SEEDING MIXTURE
(February 1 - April 30)
Tall Fescue 50 lbs./ac.
Pensacola Bahiagrass 10 lbs. /ac.
Korean or Kobe Lespedeza (scarified) 50 lbs. /ac.
(May 1 - August 31)
Tall Fescue 50 lbs./ac.
Weeping Lovegrass 5 lbs. /ac.
Korean or Kobe Lespedeza (scarified) 50 lbs. /ac.
Browntop Millet 25 lbs. /ac.
(September 1 - January 31)
Tall Fescue 60 lbs. /ac.
Korean or Kobe Lespedeza (unscarified) 60 lbs. /ac.
Rye (grain) 25 lbs./ac.
For Slopes 2 : 1 or steeper add 30 lbs. /ac. Sericea Lespedeza and 15
lbs. Weeping Lovegrass
LANDSCAPING MIXTURE
(January 1 - March 31)
Common Bermuda grass (unhulled) 20 lbs. /ac.
(April 1 - July 31)
Common Bermuda grass (hulled) 12 lbs. /ac.
Hybrid Bermuda grass sprigs may be used.
3

NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is to construct 32 lots on
approximately 17.2 acres of land. '• Included in the project will be
the construction of about 2100 feet of road. Approximately 5.9
acres will be graded or cleared (2100 long X 60 wide) plus about
three (3) acre on high lots and along drainage ways. The total
disturbed area will be less than six (6) acres. This site is
located between Caroline Avenue and NCSR 1166 in Carteret County on
NCSR 1166 (See vicinity map) .- ..
SITE DESCRIPTION
The overall slope on this project is approximately 1%,
although some parts are flat while other parts have a slope of 3%.
There are drainage ditches along the western and northern edges of
the property. There is no OFF-SITE drainage. The site is mostly
open with pines vegetation on some lots and along the drainage
areas. All trees will remain except those in drainage area, and
the high spots on lots 20, 21,22,26 and 27 that interrupt drainage,
and those small pines in the proposed road's Right-of-Way. At the
present time there are existing ditches along the proposed road
bed, these ditches will be filled after roadbeds are brought to
grade. This project is laid out trying to match existing road beds
that have been previously graded.
ADJACENT PROPERTY.
Areas to the North is undeveloped with small patches of open
fields. The drainage area is intermittent and well stabilized with
trees, grass, and shrubs.
SOIL
The soil in this project is mapped as Lynchburg soil.
Lynchburg soils consists of poorly drained soils with erosion
hazard being slight. The soil is fine sandy loam.
All soil stripped from high lots will be placed on road beds
except the topsoil which will be replaced on stripped lots and
ditches. After road is completed this top soil will be spread
along ditches and the edge of the Right-of-Ways to aid in
establishing vegetation. Almost no water will be concentrated into
any one spot, therefore no runoff problem is anticipated.
PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES
LAND GRADING
The only grading that will have to be done is clearing small
4

growth in proposed Right-of-Way and cutting into the high lots.
All drainage easements will also be cleared and regraded as needed.
C9NSTRUCTION ROAD STABILIZATION
As soon as final grade is established at the entrance to the
A; project on New Bern Street, the road will be cross sloped so as to
1kdrain in an East-West direction into the existing ditches. This
will be accomplished by placing 6" of NC DOT standard size ABC
stone. At the entrance on NCSR 1166 the process will be to
intercept downhill drainage from the culvert that crosses the
proposed road, Nellie Street, to NCSR 1166. This construction
entrance will be cross drained into the existing ditches along NCSR
1166
SILT FENCE
As soon as lots are cleared and before top soil is brought in
the silt fence will be set in place. The projected area where all
top soil and other fill material will be wrapped with silt fencing.
DUST CONTROL
No dust problems are expected due to the small amount of
grading and the short period of time this area will be exposed to
the elements.
FABRIC DROP INLET PROTECTION
Place fabric barrier around structures as soon as they are
constructed. These will be located on Nellie Street over existing
pipe, at the end of Roy Court and Thomas Court.
DRAINAGE CALCULATIONS
The rational method will be used in all calculations
determining runoff. The coefficient of runoff that will be used
for developed property will be 0. 40. The charts from which
intensity is determined will be Greenville, NC.
CALCULATIONS FOR EACH DRAINAGE AREA
DRAINAGE AREA "A"
AREA IN ACRES = 0.34 ACRES
INTENSITY = 7. 0 INCHES PER HOUR
= 0.8
Q FOR AREA = 1.9 CFS
DRAINAGE AREA "B"
AREA IN ACRES = 0.34 ACRES
5

INTENSITY = 7.0 INCHES PER HOUR
c = 0.8
Q FOR AREA = 1.9 CFS
DRAINAGE AREA "C"
•
AREA IN ACRES = 0.41 ACRES
INTENSITY = 7.0 INCHES PER HOUR
Q FOR AREA = 1. 1 CFS
DRAINAGE AREA "D"
AREA IN ACRES = 0.24 ACRES
INTENSITY = 7. 0 INCHES PER HOUR
Q FOR AREA = 0.7 CFS
DRAINAGE AREA "E"
AREA IN ACRES = 1.21 ACRES
INTENSITY = 7 . 0 INCHES PER HOUR
Q FOR AREA = 3 .4 CFS
DRAINAGE AREA "F"
AREA IN ACRES = 3 .75 ACRES
INTENSITY = 7. 0 INCHES PER HOUR
Q FOR AREA = 10.5 CFS
DRAINAGE AREA "G"
AREA IN ACRES = 0. 55 ACRES
INTENSITY = 7 . 0 INCHES PER HOUR
Q FOR AREA = 1.5 CFS
DRAINAGE DITCHES AND CULVERT CALCULATIONS
ALL DITCHES WILL BE CROSS SLOPED AT 5: 1 (H:V)
6

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: WOODLANDS SUBDIV
Comment: PIPE 1 RUNOFF FROM AREA "A" AT CB "A"
Solve For Actual Depth
Given Input Data:
Diameter 1.25 ft
Slope 0.0030 ft/ft
Manning's n. 0. 013
Discharge 1. 95 cfs
Computed Results:
Depth 0. 66 ft
Velocity 2 .95 fps
Flow Area 0. 66 sf
Critical Depth 0.56 ft
Critical Slope 0. 0055 ft/ft
Percent Full 52 .99 %
Full Capacity 3. 54 cfs
QMAX @.94D 3.81 cfs
Froude Number 0.72 (flow is Subcritical)
Open Channel Flow Module, Version 3 . 12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Mame: WOODLANDS SUBDIV
Comment: PIPE 2 RUNOFF FROM AREA "B" AT CB "B"
Solve For Actual Depth
Given Input Data:
Diameter 1.25 ft
Slope 0. 0030 ft/ft
Manning's n 0.013
Discharge 1.95 cfs
Computed Results:
Depth 0. 66 ft
Velocity 2.95 fps
Flow Area 0. 66 sf
Critical Depth 0.56 ft
Critical Slope 0. 0055 ft/ft
Percent Full 52. 99 %
Full Capacity 3 .54 cfs
QMAX @.94D 3.81 cfs
Froude Number 0.72 (flow is Subcritical)
Open Channel Flow Module, Version 3. 12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: WOODLANDS SUBDIV
Comment: PIPE 3 RUNOFF FROM AREAS "C" AND "E"
Solve For Actual Depth
Given Input Data:
Diameter 1.50 ft
Slope 0. 0030 ft/ft
Manning's n 0.013
Discharge 4 .50 cfs
Computed Results:
Depth 1.00 ft
Velocity 3 .60 fps
Flow Area. . . . 1.25 sf
Critical Depth 0.81 ft
Critical Slope 0.0056 ft/ft
Percent Full 66.56 %
Full Capacity 5.75 cfs
QMAX @.94D 6. 19 cfs
Froude Number. . . , 0. 68 (flow is Subcritical)
Open Channel Flow Module, Version 3 . 12 (c) 1990
Haestad Methods, Inca * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: WOODLANDS SUBDIV.
Comment: PIPE 4 RUNOFF FROM AREAS "F" AND "G"
Solve For Actual Depth
Given Input Data:
Diameter 1.50 ft
Slope 0.0100 ft/ft
Manning's n 0.013
Discharge 10. 50 cfs
Computed Results:
Depth 1.23 ft
Velocity 6.78 fps
Flow Area 1.55 sf
Critical Depth 1.25 ft
Critical Slope 0. 0098 ft/ft
Percent Full 81.93 %
Full Capacity 10.50 cfs
QMAX @.94D 11. 30 cfs
Froude Number 1. 03 (flow is Supercritical)
' Open Channel Flow Module, Version 3 . 12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Triangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: WOODLANDS SUBDIV.
Comment: DRAINAGE DITCH AT END OF PIPE FROM CB "A"
Solve For Depth
Given Input Data:
Left Side Slope 5.00:1 (H:V)
Right Side Slope 5.00:1 (H:V)
Manning's n 0.030
Channel Slope 0.0050 ft/ft
Discharge 1.95 cfs
Computed Results:
Depth 0.52 ft
Velocity 1.42 fps
Flow Area 1.38 sf
Flow Top Width 5.25 ft
Wetted Perimeter 5.35 ft
Critical Depth 0.39 ft
Critical Slope 0.0232 ft/ft
Froude Number 0.49 (flow is Subcritical)
Open Channel Flow Module, Version 3 . 12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Triangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: WOODLANDS SUBDIV.
Comment: DRAINAGE DITCH AT END .OE' PIPE FROM CB "B"
Solve For Depth
Given Input Data:
Left Side Slope 5. 00:1 (H:V)
Right Side Slope 5.00: 1 (H:V)
Manning's n 0.030
Channel Slope 0. 0050 ft/ft
Discharge 1.95 cfs
Computed Results:
Depth 0.52 ft
Velocity 1. 42 fps
Flow Area 1.38 sf
Flow Top Width 5.25 ft
Wetted Perimeter 5.35 ft
Critical Depth 0.39 ft
Critical Slope 0.0232 ft/ft
Froude Number 0.49 (flow is Subcritical)
Open Channel Flow Module, Version 3 . 12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Triangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: WOODLANDS SUBDIV.
Comment: DRAINAGE DITCH SOUTH OF'AREA "E"
Solve For Depth
Given Input Data:
Left Side Slope 5.00: 1 (H:V)
Right Side Slope .5. 00:1 (H:V)
Manning's n 0.030
Channel Slope 0. 0050 ft/ft
Discharge 3 .40 cfs
Computed Results:
Depth 0. 65 ft
Velocity 1. 63 fps
Flow Area 2.09 sf
Flow Top Width 6.46 ft
Wetted Perimeter 6.59 ft
Critical Depth 0.49 ft
Critical Slope 0.0215 ft/ft
Froude Number 0.50 (flow is Subcritical)
Open Channel Flow Module, Version 3 .12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Triangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: WOODLANDS SUBDIV.
Comment: DRAINAGE DITCH AT END OP PIPE 3
Solve For Depth
Given Input Data:
Left Side Slope 5.00: 1 (H:V)
Right Side Slope - • 5. 00:1 (H:V)
Manning's n 0.030
Channel Slope 0.0050 ft/ft
Discharge 5.20 cfs
Computed Results:
Depth 0.76 ft
Velocity 1.81 fps
Flow Area 2 .87 sf
Flow Top Width 7.58 ft
Wetted Perimeter 7.73 ft
Critical Depth 0.58 ft
Critical Slope 0.0203 ft/ft
Froude Number 0.52 (flow is Subcritical)
Open Channel Flow Module, Version 3 . 12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Triangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: WOODLANDS SUBDIV
Comment: DRAINAGE DITCH IN MIDDLE OF AREA "F"
Solve For Depth
Given Input Data:
Left Side Slope 5.00:1 (H:V)
Right Side Slope .. 5.00: 1 (H:V)
Manning's n 0.030
Channel Slope 0.0050 ft/ft
Discharge 10. 50 cfs
Computed Results:
Depth 0.99 ft
Velocity. . 2. 16 fps
Flow Area 4.87 sf
Flow Top Width 9.86 ft
Wetted Perimeter 10.06 ft
Critical Depth 0.77 ft
Critical Slope 0.0185 ft/ft
Froude Number 0.54 (flow is Subcritical)
Open Channel Flow Module, Version 3. 12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Triangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: WOODLANDS SUBDIV
Comment: DRAINAGE DITCH AT END OF PIPE 4
Solve For Depth
Given Input Data:
Left Side Slope 5.00: 1 (H:V)
Right Side Slope 5.00:1 (H:V)
Manning's n 0. 030
Channel Slope 0. 0030 ft/ft
Discharge 12. 00 cfs
Computed Results:
Depth 1. 14 ft
Velocity 1.84 fps
Flow Area 6. 51 sf
Flow Top Width 11. 41 ft
Wetted Perimeter 11. 64 ft
Critical Depth 0.81 ft
Critical Slope 0. 0182 ft/ft
Froude Number 0.43 (flow is Subcritical)
Open Channel Flow Module, Version 3. 12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

•
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
Sheet 1 of 2
MIN. 50'
41)14-011V.IFireri7170,'drall Tin?WIT
Q �i, a�rja ger •44114, ;.rj 00/i,1• •1+ '
• : 6..a •o"tii 'Yaip 11. •ei di•Iy MIN. 12
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MIN. %.:3

TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
Sheet 2 of 2
DEFINITION: A groveled area or pad located at points where vehicles enter and leave a construction sites.
DESIGN CRITERIA;Aggregate Size-Use 2-3 inch washed stone.
Dimensions of gravel pad-
thickness:6 inches minimum
Vidth: 12 ft. mininum or Full w dth at all points of the vehicular
entrance and exit area, whichever is greater
length: 50 Ft. moo
location- Locate construction entrances and exits to limit sediment from leaving the site and to provide For
maximum unity by oil construction vehicles. Avoid steep grades and entrances at curves in public roads.
Noshing- IF conditions at the site ore such that most of the mud and sediment ore not removed by vehicles
traveling over the gravel, the tires should be washed Vashig should be done on on area stabilized with
crushed stone that drains into a sediment trap or other suitable disposal area. A wash rack may also
be used to make woshig more convenient and effective.
MAINTENANCE:Maintain the gravel pad in a condition to prevent mud or sediment From leaving the construction
site. This may require periodic topdressing with 2-inch stone. After each rainfall, inspect any structure
used to trap sediment and clean it out as necessary. Immediately remove all objectionable materials stilled,
washed or tracked onto public roadways.
CONSTRUCTIIJI
SPECIFICATIONS: I. Clear the entrance and exit area of all vegetation, roots, and other objectionable material and
properly grade it,
2. Place the gravel to the specific grade and dimensions shown on the plans, and smooth it.
a 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.

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TEMPORARY SEDIMENT TRAP
Sheet 2 of 3
Definition: A small, temporary ponding basin formed by an enbanknent or excavation to capture sediment.
Design Criteria: Ensure drainage area for a sedinentotion.trap does not exceed 5 acres.
Storage capacity- Keep the minimum volume of the sediment trap at 1600 cubic ft/acre based on disturbed
area draining into the basin, Measure volume below the crest elevation of the outlet. The
volume of a natural sediment trap may be satisfactory approximated by the equation.
volume (cubic ft) = 0.4 x surface area (square Ft) x maximum pool depth (Ft)
Trap cleanout- Remove sediment From the trap and restore the capacity to original trap dimensions
when sediment has accumulated to one-half the design depth.
Trap efficiency- Keep the surface area peek flow as large as possible. Research by Barfield and Clor (1985)
indicates that use of the following equation will give trap efficiency of 15% For most
Coastal Plain and Piedmont soils:
surface area at design Flow (acres) (0.01) peak inflow rate (cis)
Embankment- Ensure that embankments for temporary sediment traps do not exceed 5 Ft in height measured
at the center line from the original ground surface to the top of the embankment, Additional
Freeboard nay be added to the embankment height to allow flow through a designated bypass
location. Construct embankments with a minimum top width of 5 Ft and side slopes of 2:1 or
flatter. Machine compact embankments.
Excavation- Where sediment pools are formed or enlarged by excavation, keep side slopes at 2:1 or Flatter
for safety.
Outlet section- Construct the sediment trap outlet using a stone section of embankment located at the low
point in the basin. The stone section serves two purposes: (1) the top section serves os o
• nonerosive spillway outlet for Flood Flows, and (2) the bottom section provides a means of
dewatering the basin between runoff events.
Stone size- Construct the outlet using well-graded stones with a d50 size of 9 inches (class B erosion control
stone is recommended) and a naxinum stone size of 14 inches. Al-Ft thick layer of 1/2-3/4 inch
aggregate (N.C. DOT 151 washed stone is recommended) should be placed on the inside Face to
reduce drainage flow rate,
Side slopes- Keep the side slopes of the spillway section at 2:1 or Flatter. To protect the embankment,
keep the sides of the spillway at least 21 inches thick.
Depth- Keep the crest of the spillway outlet a minimum of 1:5 Ft below the settled top of the embankment,
Protection From piping- Place filter cloth on the Foundation below the riprap to prevent piping. An
alternative would be to excavate a keyway trench across the riprop Foundation
and up the sides to the height of the dam,

TEMPORARY SEDIMENT TRAP
•
Sheet 3 of' 3
Construction Specifications 1: Clear, grub, and strip the area Under the embankment of all vegetation and root not. Remove
all surface soil containing high amounts of organic ratter and stockpile or dispose of it properly
Haul all objectionable material to the designated disposal area,
2: Ensure that fill material for the embankment is Free of roots, woody vegetation, organic matter,
and other objectionable material. Place the fill in lifts not to exceed 9 inches and machine compact
it. Over fill the embankment 6 inches to allow for settlement.
3: Construct the outlet section in the embankment. Protect the connection between the riprap
and the soil from piping by using Filter Fabric or a keyway cutoff trench between the riprap
structure and the soil.
Place the filter Fabric between the riprap and soil, Extend the Fabric across the
spillway foundation and sides to the top of the dam; or
: excavate a keyway trench along the centerline of the spillway foundation extending
up the sides to the height of the dam, The trench should be at least 2 ft deep
and 2 ft wide with 1:1 side slopes,
4: Clear the pond area below the elevation of the crest of the spillway to Facilitate sediment
cleonout.
5: All cut and fill slopes should be 2:1 or Flatter.
6: Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3 Ft
and maximum side slopes of III that extend to the bottom of the spillway section,
1: Construct the minimum Finished stone spillway bottom width, as shown on the plans, with 2:1 side slopes
extending to the top of the over filled embankment. Keep the thickness of the sides of the spillway
outlet structure at a minimum of 21 inches. The weir must be level and constructed to grade to
assure design capacity.
8:Material used in the stone section should be a well-graded mixture of stone with a d50 size of 9
inches (class B erosion control stone is recommended) and a maximum stone size of 14 inches. The
stone may be machine placed and the smaller stones worked into the voids of the larger stones.
The stone should be hard, angular, and highly weather-resistant.
9: Ensure that the stone spillway outlet section extends downstream past the toe of the embankment
until stable conditions are reached and outlet velocity is acceptable For the receiving stream.
Keep the edges of the stone outlet section Flush with the surrounding ground and shape the
center to confine the outflow stream.
10: Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow will not
damage the embankment.
11: Stabilize the embankment and all disturbed areas above the sediment pool and downstream From the
trap immediately after construction.
12: Show the distance From the top of the spillway to the sediment cleanout level (one-half the
design depth) on the plans and mark it in the field,

Sheet 1 of 2
SEDIMENT FENCE (SILT FENCE>
Definition Atemporary sediment barrier consisting of' filter fabric buried
at the .bottom,stretched,and supported by posts..
Design Criteria - Ensure that the drainage area is no greater than 1/4
acre per 100 ft of fence.Make the fence stable for the 10 yr peak storm
runoff.Where all runoff is to be stored behind the fence, ensure that the
maximum slope length behind a sediment fence does not exceed the specifi-
cations are shown on sheet 2 of 2.
Construction Specifications - MATERIALS)
1. Use a synthetic filter fabric or a pervious
sheet of potypropytene,nyton, polester,or polyethylene yarn,which is certified
by the manufacturer,
2.Ensure that the posts for sediment fences
are either 4-inch diameter pine.,2-inch diameter oak,or. 1.33 lb/linear ft steel
with a minimumlength
3.For reinforcement of' standard strength filter
fabric,use wire fence with a minimum 14 gauge and a maximum mesh spacing of
6 inches.
Construction -1,Construct the sediment barrier of standard strength or
extra strength synthetic filter fabrics.
2.Enure that the height of the sediment fence does not ex-
ceed 18 inches above the ground surface.
3.Construct the filter fabric from a continuous roll cut to
length of the barrier to avoid joints.When joints are necessary,securly fas-
tenthe filter cloth only at a support post with overlap to the next post.
4.Support standard strength filter fabric by wire mesh fasten-
ed securely to the upslope side of the posts using heavy duty wire staples
at least 1 inch long,or tie wires.Extend the wire mesh support to the bottom
of the trench.
5.When a wire mesh support fence is used,space posts a maximum
of 8 ft apart.Support posts should be driven securely into the ground to a
minimum of 18 inches.
6.Extra strength filter fabric with 6-ft 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 tine of posts and upslope from the barrier.
8.Backfill the trench with compacted soil or gravel placed over
the filter fabric.
9.Do not attach filter fabric to existing trees.
Maintence- Inspect sediment fences at least once a week and after each rainf(
Make any required repairs immediatety.Should the fabric of a sediment fence
collapse,tear,decompose or become ineffective,replace it promptly.Replace burlap
every 60 days.Remove sediment deposits as necessary to provide adequate stot
volume for the next rain and reduce pressure on the fence.Remove all fencing
materials and unstable sediment deposits and bring to grade and stabilize it af-
the contributing drainage area has been properly stabilized.

Sheet 2 of' 2
maximum slope length and slope for for sediment fence
SLOPE SLOPE LENGTH
<2% 100
2 to 5% 75
5 to 10% 50
10 to 20% 25
>20% 15
Spesifications for sediment fence fabric
Physical Property Requirements
Filtering efficiency 857.-min
tensile strength- at standard strength
20% max elongation 301b/lin In
extra strength
50tb/lin In
slurry flow rate 0,3 gal/sq ft/min
Installation detail of' sediment fence
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SHEET 1 OF 4
DESIGN FOR OUTLET STABILIZATION STRUCTURES
DEFINITION A. structure designed 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.
DESIGN CRITERIA' The criteria for design o f riprap outlets are'
Capacity--10 year,peak runoff or the design
discharge of..the water conveyance structure,
whichever is greater.
Ta/Iwa ter depth--Determine the depth of
tailwa ter immediately below the pipe outlet
based on the design discharge plus other
contributing flows. If the tailwa ter 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 ta/wa ter condition. If the
to/Iwa ter depth /s grea ter than half the pipe
diameter, It is classed as a maximum tailwa ter
condition. Pipes that outlet onto broad flat
areas with no defined channel may be assumed to
have a .minimum ta/lwa ter condition unless site
condition indicate otherwise,
Apron size--The apron length and width can be
determined according to the tailwa ter condition,
IF the water conveyance structure discharges
directly into a well-defined channel, extend the
apron across the channel bottom and up the
channel banks to an elevation of 0,5 Ft above
• the maximum ta/lwa ter depth or to the top of the
bank, whichever is less.
Determine the maximum allowable velocity For the
receiving stream, and design the riprap apron to
to reduce Flow to this velocity before flow
leaves the apron. Calculate the apron length
required to meet stable conditions downstream,
whichever /s greater.
Grade--Ensure that the apron has zero grade.
There should be no over fall at the end of the
apron/ that is, the elevation of the top of the
riprap at the downstream end should be the same
as the eleva tion of the bottom of the receiving
channel or the adjacent ground if there is no
channel,
Alignment--The apron should be s traigh t
throughout its entire length, but if a curve is
necessary to align the apron with the receiving
stream, locate the curve in the upstream section
of riprap.

SHEET 2 OF 4
•
Ma terials--Ensure that riprap consists of a well
graded mixture of stone. Larger stone should be
predominate, with sufficient smaller sizes to
fill the voids between the stones. The diameter
of the largest stone .size should be no grea ter
than 1.5 times the d50 size.
Thickness—Make the minimum thickness of riprap
1.5 times the maximum stone diameter.
Stone quality--Selec.t stone for riprap from
field stone or quarry stone, The stone should be
hard angular, and highly wea ther-resistant. The
specific gravity of the Individual stones should
be at least 2.5,
Filter--Install a filter to prevent soil
movement through the openings in the riprap. The
filter should consist of a graded gravel layer
or a syn the tic filter cloth, Design filter
blankets by the method described in Practice
6.15,Riprap.
CONSTRUCTION
SPECIFICATIONS, 1. Ensure that the subgrade For the filter and
riprap Follows the required lines and grades
shown in the plan. Compact any fill required in
the subgrade to the density of the surrounding
undisturbed material. Low areas in the subgrade
on undisturbed soil may also be filled by
Increasing the riprap thickness.
e 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 jo►nts should overlap a
minimum of 1 Ft. IF the damage is extensive,
replace the entire Filter cloth.
4. Riprap may be placed by equipment, but take
care .to avoid damaging the filter.
5. The minimum thickness of the 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 well 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.

SHEET 3 OF 4
8. Ensure that the apron Is properly aligned
with the receiving stream and preferably
straight throughout its length, If a curve
is needed to fit site conditions, place It in
the upper section of the apron,
9. Immediately after construction, s to bilize all
disturbed areas with vegeta tion.
'AINTENANCE' Inspect riprap outlet structures a f ter heavy
rains to see if any erosion around or below the
riprap has taken place or If stones have been
dislodged Immediately make all needed repairs
to prevent further damage.

SHEET 4 OF 4
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SECTION FILTER FABRIC
NOTES
1. L /s the length of the riprap 5. For riprap protection use class
apron. A or class B erosion control
2. d=1.5 times the maximum stone stone,
diameter but not less than 6` 6. Apron to be placed level with
3. In a well-defined channel extend the top surface of riprap a t
the apron up the channel banks same level as surrounding land
to an eleva tion of 6' above the surface-- no overran should
maximum toil wo ter depth or to exist,
the top of the bank, whichever
is less.
4. A fitter blanket or filter fabric
should be installed between the
riprap and soil Foundation.

Excavated Drop Inlet
DEFINITION- An excavated area in the approach to a drain drop inlet or curb inlet
PURPOSE- To trap sediment at the approach to a storm drainage system, this practice
allows use of permanent stormwater conveyance at an early stage in site development.
DESIGN CRITERIA- Limit the drainage area .to less than one acre. Keep the minimum
depth at 1 ft, and the maximum depth of two ft, as measured from the crest of
the inlet structure.
Maintain side slopes around the excavation no steeper than 211.
Keep the minimum volume of the excavated area around the drop inlet
at approximately 35 cu.yds./acre disturbed
Shape the basin to fit site conditions, with the longest dimensions
oriented toward the longest inflow area to provide maximum trap
efficiency,
Install provisions for draining the temporary pool to improve trapping
efficiency for small storms and to avoid problems from standing
water after heavy rains.
MAINTENANCE- Inspect, clean, and property maintain the excavated of ter every storm
until the contributing drainage area has been permanently stabilized, To provide
satisfactory basin efficiency, remove sediment when the volume of the basin has
been reduced by one-half. Spread all excavated material evenly over the
surrounding land area or stockpile and stabilize it appropriately,
CONSTRUCTION SPECIFICATIONS- 1, Clear the area of' all debris that might
•
hinder excavation and disposal of spoil.
2. Grade the approach to the inlet uniformly,
3, Protect weep holes by gravel,
4 When the contr►buting drainage area has been
permanently stabilized,seal weep holes,fill the
basin with stable soil to final grading elevation,
compact it properly, and stabilize.

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VI

stAir
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary Regional Manager
August 16, 1993
Mr. Joseph Dunnehoo, P.E.
Prestige Engineering
101 Manatee Street
Swansboro, North Carolina 28584
Subject: ADDITIONAL INFORMATION
Stormwater Project No. 930809
Northwoods Subdivision
Carteret County
Dear Mr. Dunnehoo:
The Wilmington Regional Office received a Stormwater Submittal for the Northwoods Subdivision
on August 13, 1993. A preliminary review of that information has determined that the submittal for the
subject project is not complete. The following information is needed to continue the stormwater review:
SUBMITTAL PACKAGE
q.j,¢ /1. North Carolina registered Professional Engineers seal
sh'II need 2. Notarized submittal authorization. The authorization you provided is between Mr. Mercer
and Nellie Gamer. It must be between you and the person applying for the Stormwater
Certification.
Sh'I l need 3. Signed and notarized Operation and Maintenance Plan for the upkeep of the grassed swales,
including inspection interval, repair of eroded areas and mowing.
SJ l need 4. Signed and notarized deed restrictions utilizing the correct and acceptable wording as noted
on the revised submittal form enclosed.
5. You may elect to fill out the enclosed revised submittal form and forego the necessity of
providing separate authorization and deed restrictions. In the future, all submittals not using
the new form will be returned.
127 Cardinal Drive Extension,Wilmington, N.C.28405-3845 •Telephone [phone]• Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Dunnehoo
August 16, 1993
Stormwater Project No. 930809
PLANS
5};I Ihoed 1. Cross-section of the road with curb and gutter detail, road width, right-of-way width, and
applicable street names.
Sh'I I need 2. Cross-section of the cul-de-sac, including road and right-of-way radii, and approach road
width.
3. Because this density project is utilizing curb and gutter, the road runoff must be treated
in 100' long grassed swales with 5:1 side slopes, < 5% longitudinal slope, and non-erosive
• a Z4 velocity for the type of grass specified. The swales are required prior to the runoff entering
waters of the State, including the perimeter ditches. Therefore, pipes 1 and 2 must provide
the 100' swales prior to entering the ditch.
4. The profiles of New Bern Street and Nellie Street indicate that runoff is allowed to leave
nok `^� 5 ,19)" the site without benefit of passing through a 100' vegetated swale. This is not acceptable.
if,
`� All road runoff must be directed to a 100' grassed swale prior to entering another water
Of' AO
tlit body.
d et
5. The Sedimentation and Erosion Control Plan shows pipe #3 just long enough to reach
de— under the right-of-way, however, the plan and profile sheets show the pipe extending for
or 90' between Lot 19 in Northwoods and Lot 6 in She-Nelle Manor. Which is correct?
CALCULATIONS
1. In addition to the drainage areas and flowrates you have calculated, please provide velocity
rod` calculations based on the allowable velocity for the particular grass specified to show that
f c .2 the anticipated velocity is non-erosive.
Please find enclosed copies of the submittal requirements, Stormwater Rules with Directives, and
a revised submittal form. Please familiarize yourself with these requirements so that consistency within
the density submittals can be achieved and maintained, and so that these information request letters can
be kept to a minimum. Please note that when using the revised submittal form, it is not necessary to
provide separate submittal authorization or deed restrictions.
2

Mr. Dunnehoo
August 16, 1993
Stormwater Project No. 930809
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to September 16, 1993, or the submittal
will be returned as incomplete.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
G O
66CA'`"4"J-
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\930809.AUG
cc: (2) Linda Lewis
Central Files
3

i
• NEWPORT INSURANCE AGENCY
Complete Insurance Service
P.O. Box 160 ,�rw^,�,a«•'n........... ..... «•
NEWPORT, NORTH CAROLINA CQ P‘ .
223-4637
June. 29, 1993 •
• • .
Town of Newport Planning Board
Newport
North Carolina 28570
Attention: Robert W. Chambers
Dear Sir,
•
Gary A. Mercer, Mercer Building Company, has my authority to
represent me and to proceed with his plans , on acres recently
purchased from me and located along New Bern Street in Newport,
N. C.
Sincerely, '
•
Agile C. Garner
CC: Gary A. Mercer
•
County of Carteret,
State of North Carolina;
Sworn to and subscribed before me this the 29th day of June, 1993.
My commission expires: /,_ a- q51:4/
Not ry Public
STORM WATER
AECEIIVLihi
AUG 1 .3 1993
ti
' 'Oj # 93 0q
•

PRESTIGE ENGINEERING AND LAND SURVEYING
101 MANATEE STREET ,CAPE CARTERET
SWANSBORO, NORTH CAROLINA 28584
PHONE [phone]
19 JULY 1993
REFERENCE: GARY A. MERCER
STaa WATER
% PRESTIGE ENGINEERING U [
101 MANATEE. STREET U I'
CAPE CARTERET/SWANSBORO, NC 28584
PHONE [phone] AIIr 1 3 1993
DEM
CONSTRUCTION SCHEDULE 'Oj # q30 8OcI
1. Obtain plan approval and other permits where needed.
2 . Hold preconstruction conference at least one week prior
to any construction or filling.
3 . Place temporary gravel construction entrances and exits on the
entrance to Carolina Avenue and on Deep Creek Road
(NCSR-1166) .
4. Clear all road beds and bring them to grade if in cut
sections.
5. Construct sedimentation basin at end of New Bern Street to
intercept all water prior to it leaving project.
6. Clear lots 20, 21, 22, and 23. Place all top soil on these
lots, then place silt fence on the low side of soil to prevent
all sediment from exiting area.
7. Place all fill material from cut area onto road beds to be
filled or stock pile fill material on lots 20, 21, 22 and 23 .
Care should be taken to prevent fill from running into ditch
on south side of property.
8. Put 18 inch culvert in at STATION 1+81 on New Bern Street.
See calculation sheets to insure placement at proper grade.
9. Protect all existing grass swales shown on plans thus allowing
for proper drainage. Seed all disturbed areas as soon as land
is brought to grade (SEE VEGETATION PLAN) .
10. Remove all existing pipes that do not fall into the designed
drainage system and extend and repair those existing pipes
that will be used, if needed. Then reseed as needed.
11. Install drop inlets and catch basins at designated points.

12. Place rip-rap or other outlet protection devices at end of
pipes as shown on plans.
13 . Place excavated drop inlet protection around each drop inlet
or catch basin.
14. All erosion and sedimentation control practices will be
inspected weekly or after each rainfall which ever is less.
Any needed repairs will be done immediately.
15. Estimated time of construction and completion of above will
be approximately 120 to 180 days.
MAINTENANCE PLAN
1. All erosion and sediment control practices will be checked
for stability and operation following every runoff producing
rainfall, but in no case less than once every week. Any
needed repair will be done immediately to insure that all
structures are functioning as designed.
2 . The sedimentation that settles around basin will be clean out
when the sediment is 0.25 feet deep. Gravel will be cleaned
and replaced when needed or when sediment pool does not drain
as designed.
3 . Sediment will be removed from behind the silt fence when it is
from 0.25 to 0.5 feet high or when needed. Repairs will be
done to fence as needed to prevent sediment from leaving area.
4 . All seeded areas will be fertilized, reseeded as necessary,
and mulched according to the Vegetation Plan. Grass must be
maintained in a vigorous dense vegetative cover and mowed as
needed.
2

SEEDING SCHEDULE
SEED BED PREPARATION
Lime 2 Tons/ac.
10-10-20 1, 000 lbs. /ac.
0-20-0 500 lbs. /ac.
Straw Mulch 2 tons/ac. (after
seeding)
Asphalt Tack 200 gal./ton of mulch
SEEDING MIXTURE
(February 1 - April 30)
Tall Fescue 50 lbs./ac.
Pensacola Bahiagrass 10 lbs./ac.
Korean or Kobe Lespedeza (scarified) 50 lbs. /ac.
(May 1 - August 31)
Tall Fescue 50 lbs. /ac.
Weeping Lovegrass 5 lbs. /ac.
Korean or Kobe Lespedeza (scarified) 50 lbs. /ac.
Browntop Millet 25 lbs./ac.
(September 1 - January 31)
Tall Fescue 60 lbs. /ac.
Korean or Kobe Lespedeza (unscarified) 60 lbs./ac.
Rye (grain) 25 lbs. /ac.
For Slopes 2: 1 or steeper add 30 lbs. /ac. Sericea Lespedeza and 15
lbs. Weeping Lovegrass
LANDSCAPING MIXTURE
(January 1 - March 31)
Common Bermuda grass (unhulled) 20 lbs. /ac.
(April 1 - July 31)
Common Bermuda grass (hulled) 12 lbs. /ac.
Hybrid Bermuda grass sprigs may be used.
3

NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is to construct 32 lots on
approximately 17.2 acres of land. Included in the project will be
the construction of about 2100 feet of road. Approximately 5.9
acres will be graded or cleared (2100 long X 60 wide) plus about
three (3) acre on high lots and along drainage ways. The total
disturbed area will be less than six (6) acres. This site is
located between Caroline Avenue and NCSR 1166 in Carteret County on
NCSR 1166 (See vicinity map) .
SITE DESCRIPTION
The overall slope on this project is approximately 1%,
although some parts are flat while other parts have a slope of 3%.
There are drainage ditches along the western and northern edges of
the property. There is no OFF-SITE drainage. The site is mostly
open with pines vegetation on some lots and along the drainage
areas. All trees will remain except those in drainage area, and
the high spots on lots 20,21,22, 26 and 27 that interrupt drainage,
and those small pines in the proposed road's Right-of-Way. At the
present time there are existing ditches along the proposed road
• bed, these ditches will be filled after roadbeds are brought to
grade. This project is laid out trying to match existing road beds
that have been previously graded.
ADJACENT PROPERTY
Areas to the North is undeveloped with small patches of open
fields. The drainage area is intermittent and well stabilized with
trees, grass, and shrubs.
SOIL
The soil in this project is mapped as Lynchburg soil.
Lynchburg soils consists of poorly drained soils with erosion
hazard being slight. The soil is fine sandy loam.
All soil stripped from high lots will be placed on road beds
except the topsoil which will be replaced on stripped lots and
ditches. After road is completed this top soil will be spread
along ditches and the edge of the Right-of-Ways to aid in
establishing vegetation. Almost no water will be concentrated into
any one spot, therefore no runoff problem is anticipated.
PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES
LAND GRADING
The only grading that will have to be done is clearing small
4

growth in proposed Right-of-Way and cutting into the high lots.
All drainage easements will also be cleared and regraded as needed.
CONSTRUCTION ROAD STABILIZATION
As soon as final grade is established at the entrance to the
project on New Bern Street, the road will be cross sloped so as to
drain in an East-West direction into the existing road side
ditches. This will be accomplished by placing 6" of NC DOT
standard size ABC stone. At the entrance on NCSR 1166 the process
will be to intercept downhill drainage from the culvert that
crosses the proposed road, Nellie Street, to NCSR 1166. This
construction entrance will be cross drained into the existing
ditches along NCSR 1166.
SILT FENCE
As soon as lots are cleared and before top soil is brought in
the silt fence will be set in place. The projected area where all
top soil and other fill material will be wrapped with silt fencing.
DUST CONTROL
No dust problems are expected due to the small amount of
grading and the short period of time this area will be exposed to
the elements.
FABRIC DROP INLET PROTECTION
Place fabric barrier around structures as soon as they are
constructed. These will be located on Nellie Street at Station
2+30 over existing pipe.
DRAINAGE CALCULATIONS
The rational method will be used in all calculations
determining runoff. The coefficient of runoff that will be used
for developed property will be 0.40. The charts from which
intensity is determined will be Greenville, NC.
CALCULATIONS FOR EACH DRAINAGE AREA
DRAINAGE AREA "A"
AREA IN ACRES = 0.34 ACRES
INTENSITY = 7. 0 INCHES PER HOUR
Q FOR AREA = 0.95 CFS
DRAINAGE AREA "B"
AREA IN ACRES = 0.34 ACRES
INTENSITY = 7.0 INCHES PER HOUR
5

Q FOR AREA = 0.95 CFS
DRAINAGE AREA "C"
AREA IN ACRES = 0.41 ACRES
INTENSITY = 7.0 INCHES PER HOUR
Q FOR AREA = 1. 14 CFS
DRAINAGE AREA "D"
AREA IN ACRES = 0.24 ACRES
INTENSITY = 7.0 INCHES PER HOUR
Q FOR AREA = 0.67 CFS
DRAINAGE. AREA "E"
AREA IN ACRES = 1.21 ACRES
INTENSITY = 7 .0 INCHES PER HOUR
Q FOR AREA = 3 .38 CFS
DRAINAGE EA "F"
AREA IN ACRES = 2.64 ACRES
INTENSITY = 7.0 INCHES PER HOUR
Q FOR AREA = 7. 39 CFS
DRAINAGE AREA "G"
AREA IN ACRES = 0.55 ACRES
INTENSITY = 7.0 INCHES PER HOUR
Q FOR AREA = 1.54 CFS
DRAINAGE DITCHES AND CULVERT CALCULATIONS
ALL DITCHES WILL BE CROSS SLOPED AT 3 : 1 (H:V)
6

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: NORTHWOODS SUBDIVISI
Comment: PIPE 1 RUNOFF FROM AREA "A"
Solve For Actual Depth
Given Input Data:
Diameter 1.25 ft
Slope 0.0050 ft/ft
Manning's n 0.013
Discharge 0.95 cfs
Computed Results:
Depth 0.39 ft
Velocity 2.94 fps
Flow Area 0. 32 sf
Critical Depth 0.38 ft
Critical Slope 0.0052 ft/ft
Percent Full 30.95 %
Full Capacity 4.57 cfs
QMAX @.94D. . . . . e 4.91 cfs
Froude Number 0.98 (flow is Subcritical)
Open Channel Flow Module, Version 3.12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: NORTHWOODS SUBDIVISI
Comment: PIPE 2 RUNOFF FROM AREA "B"
Solve For Actual Depth
Given Input Data:
Diameter 1.25 ft
Slope 0.0050 ft/ft
Manning's n 0.013
Discharge 0. 95 cfs
Computed Results:
Depth 0. 39 ft
Velocity 2.94 fps
Flow Area. . . 0. 32 sf
Critical Depth 0.38 ft
Critical Slope 0.0052 ft/ft
Percent Full 30.95 %
Full Capacity 4.57 cfs
QMAX @. 94D. . . . . o 4.91 cfs
Froude Number 0.98 (flow is Subcritical)
Open Channel Flow Module, Version 3. 12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: NORTHWOODS SUBDIVISI
Comment: PIPE 3 RUNOFF FROM AREA "C" AND "E"
Solve For Actual Depth
Given Input Data:
Diameter 1.50 ft
Slope 0.0020 ft/ft
Manning's n 0.013
Discharge 4 .53 cfs
Computed Results:
Depth 1. 18 ft
Velocity 3 .03 fps
Flow Area 1.50 sf
Critical Depth 0.82 ft
Critical Slope 0.0056 ft/ft
Percent Full 78.93 %
Full Capacity 4 .70 cfs
QMAX @.94D 5. 05 cfs
Froude Number 0.48 (flow is Subcritical)
Open Channel Flow Module, Version 3 . 12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: NORTHWOODS SUBDIVISI
Comment: PIPE 4 RUNOFF FROM AREA "F" AND "G"
Solve For Actual Depth
Given Input Data:
Diameter 1.50 ft
Slope 0.0075 ft/ft
Manning's n 0.013
Discharge 9.61 cfs
Computed Results:
Depth 1.33 ft
Velocity 5.82 fps
Flow Area 1.65 sf
Critical Depth 1.20 ft
Critical Slope 0.0088 ft/ft
Percent Full 88.33 %
Full Capacity 9. 10 cfs
QMAX @.94D 9.79 cfs
Froude Number 0.78 (flow is Subcritical)
Open Channel Flow Module, Version 3 .12 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

•
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
Sheet 1 of' 2
MIN, 50'
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TEM-PURARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
Sheet 2 of' 2
DEFINITION: A graveled area or pad located at points where vehicles enter and leave a construction sites.
DESIGN CRITERIA: Aggregate Size-Use 2-3 inch washed stone.
Dimensions of gravel pod- 't.•4`
Thickness:6 inches minimum
Vdth: 12 ft. minimum or full width at all points of the vehicular ,
entrance and exit area, whichever is greater
Length 50 ft;minimum
twor itgote sttitritel ffotroffitS Ore* 4.010 1001 tree IffeOliee site ant 00 Firi*
isvpitinVill by off cunstkelieleffadee.Mid ifferfredis end.etr nc e s at cif pulAlg roots.
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tr cote* st Ili site ors-ad that lost of apj end sedintit ere not reragg Verities
trearting'iner the gravel, the tires slanutd be washed Vesting shout!,be done on on ar en stabilized-014
crushed stone the *sins into a 4ectiment trap or other suitable (Argil area. A wait rack nay alsa.
be used to make wag hare convenient and effective.
•
NAINTENAKE: Manton the grovel pad in a condition to prevent mud or sediment from leaving the coattruction
site. This nay refire perioilc topdressing with 2-Inch stone. After each rainfall, inspect any structure
used to trap sediment and clean it out as necessary. immediately remove all objectionable materials spilled,
lashed, or tracked onto public roadways,
•
CONSTRUCTION
SPECIFICATIONS: I. Clear the entrance and exit area of all vegetation, roots, and other objectionable material and
properlylitge•it
... 2,Place the gravel to the specific grade and dimensions shown on the plans, and smooth it,
3.Provide *linage to carry water to a sediment trap or other suitable outlet.
4.Use geotextile fabrics because they improve stability of the foundation in locafions subject
to seepage or high water table.

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TEMPORARY SEDIMENT TRAP
Sheet 2 of 3
Definition: A small, temporary ponding basin formed by an embankment or excavation to capture sediment,
Design Criteria: Ensure drainage area For a sedimentation trap does not exceed 5 acres.
Storage capacity- Keep the minimum volume of' the sediment trap at 1800 cubic ft/acre based on disturbed
area draining into the basin. Measure volume below the crest elevation of the outlet. The
volume of a natural sediment trap may be satisfactory approximated by the equation.
volume(cubic ft) = 0,4 x surface area (square Ft) x maximum pool depth (f t)
Trap clennout Remove sediment From the trap and restore the capacity to original trap dimensions
when sediment has accumulated to one-half the design depth,
Trap efficiency- Keep the surface area peek flow as large as possible. Research by Barfield and Clar (1985)
indicates that use of the following equation will give trap efficiency of 75% for most
Coastal Plain and Piedmont soils:
surface area at design Flow (acres) (0.01) peak inflow rate (cfs)
Embankment- Ensure that embankments for temporary sediment traps do not exceed 5 ft in height measured
at the center line From the original ground surface to the top of' the embankment. Additional
freeboard may be added to the embankment height to allow flow through a designated bypass
location. Construct embankments with a minimum top width of 5 ft and side slopes of 2:1 or
flatter. Machine compact embankments.
Excavation- Where sediment pools are formed or enlarged by excavation, keep side slopes at 2:1 or flatter
for safety.
Outlet section- Construct the sediment trap outlet using a stone section of embankment located at the low
point in the basin. The stone section serves two purposes: (1) the top section serves as a
• nonerosive spillway outlet for flood Flows, and (2) the bottom section provides a means of
dewatering the basin between runoff' events.
Stone size- Construct the outlet using well-graded stones with a d50 size of 9 inches (class B erosion control
stone is recommended) and a maximum stone size of' 14 inches. Al-ft thick layer of 1/2-3/4 inch
aggregate (N.C. DOT P57 washed stone is recommended) should be placed on the inside Face to
reduce drainage flow rate.
Side slopes- Keep the side slopes of the spillway section at 2:1 or flatter. To protect the embankment,
keep the sides of the spillway at least 21 inches thick.
Depth- Keep the crest of the spillway outlet a minimum of 1:5 Ft below the settled top of the embankment.
Protection from piping- Place filter cloth on the Foundation below the riprap to prevent piping. An
alternative would be to excavate a keyway trench across the riprap foundation
and up the sides to the height of the dam.

TEMPORARY SEDIMENT TRAP
Sheet 3 of 3
Construction Specifications 1, Clear, grub, and strip the area under the embankment of all vegetation and root not. Remove
all surface soil containing high amounts of' organic matter and stockpile or dispose of it properly
Haul all objectionable material to the designated disposal area,
2: Ensure that F0l material For the embankment is free of roots, woody vegetation, organic matter,
and other objectionable material. Place the Ill in lifts not to exceed 9 inches and machine compact
it. Over Fill the embankment 6 inches to allow for settlement.
3: Construct the outlet section ill the embankment, Protect the connection between the riprap
and the soil From piping by using filter fabric or a keyway cutoff trench between the riprap
structure and the soil.
Place the Filter Fabric between the riprap and soil, Extend the Fabric across the
spillway Foundation and sides to the top of the dam; or
excavate a keyway trench along the centerline of the spillway Foundation extending
up the sides to the height of the dom. The trench should be at least 2 Ft deep
and 2 ft wide with 1:1 side slopes.
4: Clear the pond area below the elevation of the crest of the spillway to facilitate sediment
cleanout.
5: All cut and fill slopes should be 2:1 or flatter.
6: Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3 ft
and maximum side slopes of 1:1 that extend to the bottom of the spillway section.
7: Construct the minimum Finished stone spillway bottom width, as shown on the plans, with 2:1 side slopes
extending to the top of the over filled embankment. Keep the thickness of the sides of the spillway
outlet structure at a minimum of 21 inches. The weir must be level and constructed to grade to
assure design capacity.
B:Material used in the stone section should be a well-graded mixture of stone with a d50 size of 9
inches (class B erosion control stone is recommended) and a maximum stone size of 14 inches. The
stone may be machine placed and the smaller stones worked into the voids of the larger stones.
The stone should be hard, angular, and highly weather-resistant.
9: Ensure that the stone spillway outlet section extends downstream past the toe of the embankment
until stable conditions are reached and outlet velocity is acceptable for the receiving stream.
Keep the edges of the stone outlet section flush with the surrounding ground and shape the
center to confine the outflow stream.
10: Direct emergency bypass to natural, stable areas. Locate bypass outlets so that Flow will not
damage the embankment.
II: Stabilize the embankment and all disturbed areas above the sediment pool and downstream From the
trap immediately after construction.
12: Show the distance from the top of the spillway to the sediment cleanout level (one-half the
design depth) on the plans and mark it h the field.

Sheet 1 of 2
SEDIMENT FENCE (SILT FENCE)
• Definition - Atemporary sediment barrier consisting of filter fabric buried
at the .bottom,stretched,and supported by posts..
Design Criteria - Ensure that the drainage area is no greater than 1/4
acre per 100 ft of' fence.Make the fence stable for the 10 yr peal< storm
runoff.Where all runoff is to be stored behind the fence, ensure that the
maximum slope length behind a sediment fence does not exceed -the specifi-
cations are shown on sheet 2 of 2.
Construction Specifications - MATERIALS)
1. Use a synthetic filter fabric or a pervious
sheet of polypropylene,nylon, polester,or polyethylene yarn,which is certified
by the manufacturer.
2.Ensure that the posts for sediment fences
are either 4-inch diameter pine,2-inch diameter oak,or 1.33 lb/linear ft steel
with a minimumlength
3,For reinforcement of standard strength filter
fabric,use wire fence with a minimum 14 gauge and a maximum mesh spacing of'
6 inches.
Construction -1.Construct the sediment barrier of standard strength or
extra strength synthetic fitter fabrics.
2.Enure that the height of the sediment fence does not ex-
ceed 18 inches above the ground surface.
3.Construct the filter fabric from a continuous roll cut to
length of' the barrier to avoid joints.When joints are necessary,securly fas-
tenthe filter cloth only at a support post with overlap to the next post.
4.Support standard strength filter fabric by wire mesh fasten-
ed securely to the upslope side of the posts using heavy duty wire staples
at least 1 inch long,or tie wires.Extend the wire mesh support to the bottom
of' the trench.
5.When a wire mesh support fence is used,space posts a maximum
of 8 ft apart.Support posts should be driven securely into the ground -to a
minimum of 18 inches.
6.Extra strength filter fabric with 6-ft post spacing does no-t
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
ack fii the trench with ine of posts and upslope from the compacted soil or gravel pier.
lacedover
8.Back
the filter fabric.
9.Do not attach filter fabric to existing trees.
Maintence- Inspect sediment fences at least once a week and after each rainf(
Make any required repairs immediately.Should the fabric of a sediment fence
collapse,tear,decompose or become ineffective,replace it promptly.Reptace burlap
every 60 days.Remove sediment deposits as necessary to provide adequate stor
volume for the next rain and reduce pressure on the fence.Remove all fencing
materials and unstable sediment deposits and bring to grade and stabilize it af-
the contributing drainage area has been properly stabilized.

Sheet 2 of' 2
maximum slope length and slope for for sediment fence
• SLOPE SLOPE LENGTH
<2% 100
2 to 5% 75
5to10% 50
10 to 20% 25
)20% 15
Spesifications for sediment fence fabric
Physical Property Requirements
Filtering efficiency 85%-min
tensile strength at standard strength
20% max elongation 301b/lin in
extra strength
501b/lin in
slurry flow rate 0.3 gal/sq Ft/min
Installation detail of sediment Fence
l• s-.
compacted �OI�►4•4., +l4.'M'
fill OOI`j00I3+40I`�0
lieu/%% ///%//1/i = : ►1At„6
11il �111=ll 11 -1 1, l ll. I 1
f I I I—I I 1171-V-
-L I-I 11 III 1 -ll'I—II 1=j!`-III=1
ii—W---min=DU=W=m—m-1— 9
filter fabric
Backfill min 8'
thick layer of gravel
14'
TNeinfilt eireva:r _ow* _ 1 I
111 AL-Latiip "00- —III—II
I i_TI— —1H If—I
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V-trench Ijltll-lL...II
Extension of fabric and wire into
the trench filter fabric
III
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III III III III III III III a-
III III III III II III II - WIRE

SHEET 1 OF 4
DESIGN FOR OUTLET STABILIZATION STRUCTURES
DEFINITION A structure designed to control erosion at the ou tle t
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.
DESIGN CRITERIA' The criteria for design of riprap outlets are'
Capacity--IO.year,peak runoff' or the design
discharge of the wa ter conveyance structure,
whichever is grea ter.
To/Iwo ter depth--Determine the depth of
tailwa ter immediately below the pipe outlet
based on the design discharge plus other
contributing Flows. IF the tailwa ter 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 tailwa ter condition. If the
tailwa ter depth is grea ter than half the pipe
diameter, It is classed as a maximum tailwa ter
condition. Pipes that outlet onto broad flat
areas with no defined channel nay be assumed to
have a minimum tailwa ter condition unless site
condition Indicate otherwise,
Apron size--The apron length and width can be
determined according to the tailwa ter condition,
If the water conveyance structure discharges
directly Into a well-defined channel, extend the
apron across the channel bottom and up the
channel banks to an elevation of 0.5 Ft above
• the maximum tailwa ter depth or to the top of the
bank, whichever is less.
Determine the maximum allowable velocity For the
receiving stream, and design the riprap apron to
to reduce Flow to this velocity before flow
leaves the apron. Calculate the apron length
required to meet stable conditions downstream,
whichever /s greater,
Grade--Ensure that the apron has zero grade.
There should be no over fall at the end of the
apron; that Is, the eleva tion of the top of the
riprap at the downstream end should be the same
as the elevation of' the bottom of the receiving
channel or the adjacent ground if there 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
stream, locate the curve in the upstream section
of riprap.

SHEET 2 OF 4
Ma terials--Ensure that riprap consists of a well
graded mixture of stone. Larger stone should be
predominate, with sufficient smaller sizes to
fill the voids between the stones. The diameter
of the largest stone size should be no grea ter
than 1.5 times the a!50 size.
Thickness--Make the minimum thickness of riprap
1.5 times the maximum stone diameter.
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 25,
Fil ter--Install a Filter to prevent soil
movement through the openings in the riprap. The
filter should consist of a graded gravel layer
or a syn the tic filter cloth, Design filter
blankets by the method described in Practice
6.15,Riprap.
CONSTRUCTION
SPECIFICATIONS! L Ensure that the subgrade For the fitter and
riprap follows the required lines and grades
shown /n the plan. Compact any Fill required in
the subgrade to the density of the surrounding
undisturbed material. Low areas in the subgrade
on undisturbed soil may also be filled by
increasing the riprap thickness.
2. The riprap and gravel Filter must conform to
the specified grading limits shown on the plans.
3. Filter cloth, when used, must meet design
requirements and be properly protected From
punching or tearing during installation. Repair
any damage by removing the riprap and placing
another piece of filter cloth over the damaged
area. All connecting joints should overlap a
minimum of 1 ft. If the damage is extensive,
replace the entire Filter cloth,
4. Riprap may be placed by equipment, but take
care to avoid damaging the Filter.
5. The minimum thickness of the 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
wea ther-resistant and well graded.
7, Construct the apron on zero grade with no
overlall at the end. Make the top of the riprap
at the downstream end level with the receiving
area or slightly below it,

SHEET 3 OF 4
8, Ensure Ma t the apron /s properly aligned
with the receiving stream and preferably
straight throughout its length, If a curve
is needed to fit site conditions, place It in
the upper section of the apron.
9. Inriedia tely after construction, stabilize all
disturbed areas with vegetation,
ilAINTENANCEI Inspect riprap outlet structures after heavy
rains to see if any erosion around or below the
riprap has taken place or /f stones have been
dislodged Inriedia tely make all needed repairs
to prevent Further darlage.

SHEET 4 OF 4
L 4
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SECTION FILTER FABRIC
NOTES
1. L /s the length of the riprap 5. For riprap protection use class
apron. A or class B erosion control
2 d=1.5 times the maximum stone stone.
diameter but not less than 6. 6. Apron to be placed level with
3. In a well-defined channel extend the top surface of riprap at
the apron up the channel banks same level as surrounding land
to an elevation of 6' above the surface-- no overfall should
maximum ta/lwa ter depth or to exist.
the top of the bank, whichever
is less.
4, A Filter blanket or filter fabric
should be installed between the
riprap and soil foundation.

Excavated Drop Inlet
DEFINITION- An excavated area in the approach to a drain drop inlet or curb inlet
PURPOSE- To trap sediment at the approach to a storm drainage system. this practice
allows use of permanent stormwater conveyance at an early stage in site development.
DESIGN CRITERIA- Limit the drainage area to less than one acre. Keep the minimum
depth at 1 ft and the maximum depth of two ft as measured from the crest of
the inlet structure.
Maintain side slopes around the excavation no steeper than 211.
Keep the minimum volume of the excavated area around the drop inlet
at approximately 35 cu.yds./acre disturbed
Shape the basin to fit site conditions, with the longest dimensions
oriented toward the longest inflow area to provide maximum trap
efficiency.
Install provisions for draining the temporary pool to improve trapping
efficiency for small storms and to avoid problems from standing
water after heavy rains.
MAINTENANCE- Inspect, clean, and properly maintain the excavated after every storm
until the contributing drainage area has been permanently stabilized. To provide
satisfactory basin efficiency, remove sediment when the volume of the basin has
been reduced by one-half. Spread all excavated material evenly over the
surrounding land area or stockpile and stabilize it appropriately.
CONSTRUCTION SPECIFICATIONS- 1. Clear the area of all debris that might
hinder excavation and disposal of spoil.
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 elevation,
compact it properly, and stabilize.

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FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate any land-disturbing activity on one or more contiguous acres as covered by the Act
before this form and an acceptable erosion and sedimentation control plan have been completed and approved
by the Land Quality Section,N.C. Department of Environment,Health, and Natural Resources. (Please type or
print and, if question is not applicable,place N/A in the blank.)
Part A.
1. Project Name Northwoods
2. Location of land-disturbing activity: County Carteret ,City
or Township Newport t , and Highway Street Deep Run Roacj (NCS 1166)
3. Approximate date land-disturbing activity will be commenced: August 1 1994 -
4..Purpose of development (residential,commercial, industrial,etc.) : R e i d e n s a,1. U i v i�,
5.Total acreage disturbed or uncovered{including oft-site botrost and waste !1 r 9
6.Amount of fee enclosed$7Q.4 0 STORMTER It 1,
VGA
� Y No X
7.H�fi an erosion and sedrmgntatron c�ntrolplan�gtt<tiled . �qs �--�*�UG 1 3 1493
F
8. Nilson to contact should sediment control issue,(We during Land-disturb$g activity, D E M
piercer Building Co, '� # 930809
Nop"e ,,ary Mex cer Tet0phorig 91
9.Lqpdowner(s)of Record( Use blank page to Mt additional owners.):
Nellie C. • Garner Nellie C. Garner
Name (s)
P. 0. Box 160 462 Howard Blvd .
Current Mailing Address Current Street Address
Newport, NC 2$570 Newport; NC 28570
City State Zip. City State Zip
10. Recorded in Deed Book No. 563 Page No. 442 .
Part B.
1.Person(s)or firms(s)who are financially responsible for this land-disturbing activity(Use the blank page to list
additional persons or firms):
Mercer Building Co. Mercer Building Co .
Gary A. Mercer Gary A. Mercer
Name of Person (s)or Firm(s)
2501 Front Street 2501 Frnnt Street
Mailing Address . Street Address
Beaufort , NC 28516 . Beaufort , NC 28106
City . ,Stale Zip City State j . Zip
• [phone] • Telephone [phone]z36
Telephone - ,

2. (a) li the Financially Responsible Party is not a resident of North Carolina give name and street address of
a North Carolina Agent. .
Name
Mailing Address Street Address '
City Slate Zip , City Slate Zip
Telephone t Telephone
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the certificate of assumed name. If the Financially Responsible Party Is a
Corporation give name and street address of the Registered Agent.
.S .
Gary A. Mercer
Name of Registered Agent
,
2501 Front Street 2501 Front Street ,
Mailing Address Street Address
Beaufort, NC 28516 Beaufort, NC 28516
City Stale Zip City State Zip
[phone] (919) 72R-66t6
Telephone Telephone .
The above information is true and correct to the best of my knowledge and belief and was provided by me
under oath. (This form must be signed by the financially responsible person if an individual or his attorney-in-
fact or if not an individual by an officer, director, partner,or registered agent with authority to execute instru-
ments for the finanacialiy responsible person). I agree to provide corrected Information should there be any
change in the information provided herein.
Gary A. Mercer Pc /44C'4- ' ''a'y Ca
•
Type or print name Title or Authority
Sign ' Date
July 9, 1993
I, Vicki B. P e n r y , a Notary Public of the County of C a r t e r e t
State of North Carolina, hereby certify that Gary A. Mercer
appeared personally before me this day and being duly sworn acknowledged that the above form was exe-
cuted by him.
r
�\�4% 8. pea, my hand and notarial seal,this 9 t h day of July , 199 3
NOTARY Seal yr
olary My.t� k 0fl r°s
PUBLIC My commission expires •tir g

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' rt ti t
Engineering and Land Surveying,P.A.
101 Manatee meet
Cape Carteret
Swansboro,NC 28584
[phone]
FAX [phone]
NOTICE
Mr. Mercer has requested all permits and
correspondence be sent to him % Prestige
Engineering at above address .
‘`.�� CAR004,, ,
4.• '°°°
•!O SSIOA .°°°'.� r..a?,�
�.••�0�� % ..Jos ph F. Dunnehoo , P.E.
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STORM AT
ER
Am 1 3 1993
'oT # 9 8oq
Water - Sewer- Structural- Storm Water and Sedimentation.Erosion Control Planning-inspections
Envkonmentat- SubdArblons - Wetlands - Monitoring Wells - Computer Drafting - Land Planning