SW7060533_HISTORICAL FILE_20120409

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOC TYPE
❑CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
�61/
WYYMMDD

I
13,116;J3111
rN" coasoal f- Xperto
April 6, 2012
Mr. Roger K. Thorpe
Environmental Engineer
NC Division of Water Quality
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
Re: 4244 — Coastal Accents — SW7060533
Dear Mr. Thorpe:
RECEIVED
APR - 9 2012
DWQ-WARO
am in receipt of the enclosed letter dated April 5, 2012 from The Division of Water
Quality regarding the Stormwater Management Permit for Coastal Accents.
I am sending this letter to inform you that Coastal Accents as of this date has not been
developed. If this project moves forward in the future, we will provide the requested
information upon completion,
If you have any question or concerns regarding this information, please do not hesitate to
contact me at 252-261-3266.
Sincerely,
BisseA PrAssioal Group
Bissell, P.E.
Cc: Mr. James M. Rose, Jr.
P.O. Box 1068 ■ 3512 N. Croatan Hwy. ■ Kitty Hawk, NC 27949
252-261-3266■ Fax: [phone] ■ E-mail:[e-mail]

N�
MC®ENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles Wakild, P. E. Dee Freeman
Governor Director Secretary
April 5, 2012
Mr. James M. Rose, Jr.
Grandy Express, LLC
P.O. Box 147
Harbinger, NC 27941
Subject: Failure to -Provide Certification
Stormwater Management Permit SV 7060533
Coastal Accents
Currituck County
Dear Mr. Rose:
This letter is to inform you of certain conditions of your stormwater permit that have not been
met. A.Division .of Water Quality file review confirms that a certification of completion has not been
submitted. Permit condition number II. 6 states "Upon completion of construction and prior to
operation of this permitted facility, a certification must be received from an appropriate designer for
the system installed certifying that the permitted facility has been installed in accordance with this
permit, the approved plans and specifications, and other supporting documentation. Mail the
Certification to the Washington Regional Office, 943 Washington Square Mall, Washington, North
Carolina 27889, attention Division of Water Quality"
Please'provide a copy of the certification or a statement that the project has not been
constructed to this Office at the letterhead address within 30 days of receipt of this letter. If you have
questions, please feel free to contact me at [phone].
Sincerely,
x-,v /C po>�
Roger K. Thorpe
Environmental Engineer
Washington Regional Office
Cc Bissell Professional Group
North Carolina Division of Water Quality Internet: un�c.ncuateruu�lia�.ore
943 Washington Square Mall Phone: [phone] One
Washington, NC 27889 FAX [phone] NorthCaro ina
An Equal 0pportun4/Affimta*e Action Employer — 50% RetydW10% Post Consumer Paper ( /Vat / jvi f /

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NCDENR
North Carolina Department of Environment and
Division of Water Quality
Beverly Eaves Perdue
Governor
Mr. James M. Rose, Jr.
Grandy Express, LLC
P.O. Box 147
Harbinger, NC 27941
Dear Mr. Rose:
Charles Wa€ciid, P. E.
Director
April 5, 2012
wall o
Natural Resources
Dee Freeman
Subject: Failure to Provide Certification
Stormwater Management Permit SW7060533
Coastal Accents
Currituck County
This letter is to inform you of certain conditions of your stormwater permit that have not been
met. A Division -of Water Quality file review confirms that a certification of completion has not been
submitted. Permit condition number II. 6 states "Upon completion of construction and prior to
operation of this permitted facility, a certification must be received from an appropriate designer for
the system installed certifying that the permitted facility has been installed in accordance with this
permit, the approved plans and specifications, and other supporting documentation. Mail the
Certification to the Washington Regional Office, 943 Washington Square Mall, Washington, North
Carolina 27889, attention Division of Water Quality"
Please provide a copy of the certification or a statement that the project has not been
constructed to this Office at the letterhead address within 30 days of receipt of this letter. If you have
questions, please feel free to contact me at [phone].
Sincerely,
X ;x;)�
Roger K. Thorpe
Environmental Engineer
Washington Regional Office
Cc Bissell Professional Group
North Carolina Division of Water Quality Internet: +r,r++.nc+ca[erqunlih.org
943 Washington Square Mall Phone: [phone] One
Washington, NC 27889 FAX [phone] NorthCarohna
An Equal OpportunitylAffirnta*e Action Employer - 50% Recyde&10% Post Consumer Paper Vatmlly

The Goasial f x ertg
Hand Delivered 0 Over -Nits Mail E] Faxed Mailed
To: Mr. William Moore Date: May 18, 2006
Water Quality Section fA�
NCDENR r
943 Washington Sq. Mall
Washington, NC 27889 MAY 2 2 2006
Project: Coastal Accents, Grandy
We Transmit:
Herewith: El
FOR YOUR:
x Approval
review & comments
Use
Other
Project No.: 4244 DWQ-WARO
Copies Description Date
2 Stormwater management plans 5-18-06
1 Stormwater Management Application w/ supplement 5-18-06
Narrative, & Calculations
1 $420 Application Fee 5-18-06
Comments:
Bill,
On behalf of Grandy Express, LLC, BPG requests your review of the proposed
stormwater management plans for the Coastal Accents commercial site located
in Grandy, Currituck County, NC. If you have any comments or questions
pertaining to this information, please do not hesitate to contact me.
Sincerely,
Bissell Professional Group
David M. Klebitz
P.O. Box 1068 ■ 3512 N. Croatan Hwy. ■ Kitty Hawk, NC 27949
252-261-3266■ Fax:[phone] ■ E-mail:[e-mail]

II. Stormwater Management Narrative:
The following developmental activities require a stormwater management permit under Rule .1003 of
the NCDENR Division of Water Quality Administrative Code for Stormwater Management, 15A
NCAC 21-1.1000. Developmental activities will result in the project being permitted pursuant with Rule
.1005 (2) (d), High Density Projects, with proposed built -upon area of 30% or greater, with best
management practices being employed via; vegetative buffers, grassed swales, and wet detention
basins. The intent of this application, to the maximum extent possible, is to employ best management
practices for all pro�6sed developmental activities. The 2.00 ac. subject property is located on the west
side of US Highway 158, approximately 500 ft from the roadway intersection of Walnut Island Rd.,
(SRI 186), and US Highway 158 along Forbes Loop Rd. in Grandy, Currituck County, North Carolina.
The site is currently being utilized for the on -site ww disposal system that services the Grandy Express
Convenience store and gas station, located to the east on Hwy 15S. The proposed developmental
activities will consist of the removal of the existing ww disposal system and the construction of a
single 15,000 sq.fl. retail building with concrete sidewalks, asphalt parking & drives in association
with utility & drainage infrastructure improvements to service the Coastal Accents Commercial
development.
An on -site visit was conducted by David Meyer, L.S.S. of Protocol Sampling Service, Inc. to
investigate the existing groundwater profiles through on -site soil borings to be used in the
determination of suitability for wastewater disposal system and drainage improvements. Based
on the investigation of the soil profile taken in the approximate location of the proposed wet
detention basin it was discovered that the seasonal high water table is 30" below the existing
ground surface. The soil investigation provided the useful information necessary in determining
the size, type, and location of stormwater drainage improvements for the associative
developmental activities. The following is a summary of the predominant soils found within the
areas of investigation; (See attachment C for soils report)
The soils encountered on the site reasonably match the soils mapped by the Soil Conservation
Service in the 1988 Soil Survey of Currituck County, North Carolina. The soil mapped was the
Dragston Loamy Fine Sand, which is described as nearly level, somewhat poorly drained, and is
usually found in low ridges along streams that flow to the Currituck Sound. Subsurface
permeabilities range from 2.0 to 6.0 inches per hour and the seasonal high water table fluctuates
between 1 to 2.5 ft below the surface.
Soil Boring B5- Location of the Proposed Wet Detention basin
Soil Series: Dragston loamy fine sand
Vegetation: Mainly grassed
Existing Surface Elevation: 11.5' fmsl
Seasonal Hiah Water Table: 9.0' fmsl
Slope. 0-2%
Depth Description
0"-18" Brown Gray loamy sand
18"-30" Dark Gray sandy clay loam
30"-48" Gray sandy foams
MAY 2 2 20V6
DWQ-WARD

The sight was found to be primarily Hat, with slopes ranging between 0-1 percent. An existing .
drainage way runs from west to east along the southern property line to a point midway of the lot
where it then turns to the north and crosses through the middle of the site. An existing detention pond
that services the food Lion shopping center to the north borders the western boundary of the site.
Narrow wooded areas border both the western and southeml boundaries. The existing drainage for the
site primarily sheet flows to the nearest section of existing drainage ditch which is connected to a
culvert pipe that runs to the north across the food Lion site and empties to a drainage ditch that then
runs east under HWY 158 and out to the Dowdys Bay tributary that connects to the adjoining
Currituck Sound. The surface waters within Dowdys Bay have been classified "SC".
All developmental activities are to be designed in conformity with the requirements for application and
issuance of permits for stormwater management systems in pursuant with rules .1003 and .1005 in
accordance with G.S. 143-215.1 and 15A NCAC 2H .0200 as set forth. These requirements are
designed to control pollutants associated with stormwater ninoff applicable to development of land for
residential, commercial, industrial, or institutional uses. The I developmental activities described herein
were designed in compliance with the requirements as set to for stormwater management within
coastal counties Rule .1005, section 3, subparagraph B:
(i) Control systems must be infiltration systems, wet retention ponds, or alternative stormwater
management control systems designed in accordance with Rule .1008;
(ii) Control systems must be designed to control runoff over the entire drainage area generated by
one inch of rainfall.
Design of the active stormwater management measures are based on the design criteria indicated in
.1008(e) Wet Detention Pond Requirements, under the NCDENR Division of Water Quality
Administrative Code for Stormwater Management, 15A NCAC 2H.1000.
Design of the conveyance measures are based on the design criteria indicated in .1008(f) Design of
The project will consist of the construction of (t) 15,000 s.f. commercial building, concrete
sidewalks, asphalt drives and parking and utility and drainage infrastructure improvements service the
development. Based upon the nature and size of the tract, the site design will contain only (1) drainage
basin. Rainfall runoff from all the proposed parking & driveisurfaces, to the maximum extent possible,
will primarily sheet flow overland into a vegetative conveyance swale via concrete flumes or a system
drop inlets and culverts, ultimately discharging to the wet detention basin located along the projects
western boundary. Roof runoff associated with the building ) will be collected by a perimeter gutter
system that will also discharge to the vegetative conveyanceswale. Stormwater runoff from the
proposed impervious surfaces will receive treatment from the grassed lined swale and wet detention
basin. Pipe connections to vegetative conveyances will aid in the distribution and increase pollutant
removal efficiency of stormwater runoff in association with the allowance for additional stonmwater
storage capacity. Rip -Rap inlet protection will be placed at the basin inlet and all connection to the
vegetative conveyance swale for velocity dissipation an to aid in infiltration and sediment removal.
The wet detention basin will collect sediment within its forebay section prior to transitioning into the
main pond section. The detention basin will accommodate approximately 2.6" of stormwater storage
1

prior to overflowing into the shallow vegetated outlet swale/drawdown device on the southern end of
the pond. The 30' vegetative overflow swale will deposit residual runoff into an existing vegetative
Swale that parallels the southern boundary and connects to the main drainage outlet described above.
Based on the system desigm, stormwater runoff from proposed impervious surfaces will receive
treatment in the form of vegetative buffers, gassed swales, and a wet detention basin. Vegetative
buffers will be provided, to the maximum extent possible, for pollutant filtration. The vegetative buffer
is described as a passive best management practice that provides a small degree of filtration and
pollutant removal from stormwater runoff. The vegetative conveyance swale consists mainly as a
broad, shallow, vegetative filter constructed with approximately 3:1 side slopes, Longitudinal slopes
are kept relatively flat, to provide for low velocity flow, thereby aiding infiltration and sediment
removal. Enhanced removal efficiency from stormwater conveyed into this measure is achieved
through a minimum filtration length of 60 feet. This practice' is also described as a passive in
accordance with best management practices.
The intent of the design is to provide adequate pollutant filtration measures from stormwater runoff
resulting from the proposed high -density development. Measures were designed, to the maximum
extent possible, to treat runoff from the associated development in accordance with best management
practices. Proposed impervious surface areas were utilized to compute the required storage volume
from the associated 1.0 inch rainfall storm event, Olease reference attachment ,4 for stormwater
management calculation.). It is expected, that these measures will enhance the pollutant removal
efficiency and provide sufficient protection to the adjoining'surface waters.
A Vegetative filter will be employed at the outlet of the wet 'detention pond via the existing 200 lineal
foot, naturally vegetated, ditch that runs along the souther property line. A level spreader will be
added to the ditch bringing the filter into accordance with the "vegetative filter" definition defined in
Rule .1002 of Subchapter 21-1 Procedures for Permits: Approvals, Stormwater Management Rules,
September 1, 1995.
Stormwater runoff from all impervious surfaces will receive a form of pollutant and sediment removal
as described in best management practices. The following information is in conformance with the
regulations as specified for high -density development:
1) Proposed impervious coverage of 55.67% over the total development area
2) Provision of vegetative conveyances along the outer periphery of asphalt drives
& parking to collect and transport stormwater runoff from all impervious
surfaces.
3) Provision of wet detention basins for temporary stormwater storage for the
design storm event in conjunction witht 85% pollutant removal.
4) Provision of a vegetative filter at the outlet of the wet detention pond to further
aid in pollutant and sediment removal.
An easement has been set for the stormwater management basin for the purpose of operation and
maintenance.
A drainage casement has been provided around the perimeter of the wet detention
basin. Access is provided through the parking & drive area.
1) Accumulated sediment within the basiim shall be removed semi-annually or when
depth is reduced to 75% of the original design depth.
(See individual wet detention basin supplements for proper levels)
i

LC;
MAY 2 2 2006
DWQ-WARQ

Wet Detention Basin
Coastal Accents
5/17/2006
Stormwater Management Calculations
Design Storm Event
Storrnwater Management 15A NCAC 211.1005 3(b)
Soils Report Data
LO in. rainfall event
Soil Type * Dragston loamy fine sand
Infiltration Rate* (IR) 6.0 in/hr.
Seasonal High Water Table Elev. ** 9.0 ft. finsl
*Taken front the Soil Sunny Manual, U.S. Dept. of Agriculture
**Data taken front Out -Site Sunny Data Collection
Drainage Basin Area Data I
On -site Drainage Area 87189.23 ft.
Off -Site Drainage Area 0 ft.
Total Drainage Area 87189.23 ft.
a
MAY 2 2 2006
®Q-VUARQ
2.00 ac.
0.00 ac.
2.00 ac.
Subarea
Description`
Area
T`
(F)
Factor
©
Adj. Impervious
Area (FT`)
Adj. Impervious
`Area'(Ac.)`
Building
15,000
1.00
j 15,000
0.34
Parking
30, 962.0
1.00
1 30,962
0.71
Concrete walks
2,579.0
1.00
1 2,579
0.06
Green Open Space
1 38,648.2 1
0.00
i 0
0.00
Total Drainage Area (ft') 87,189.2
2.00
Calculated Impervious Coverage
48,541
1.11
Percent Intpemious(1)
55.67
%
Rv = .05+ .009(I)
0.55
Required Pond Volume (f13) (PV) = (1 "112")xR ,.xDA u
3,996
f t
Proposed Pond Depth
3.50
ft.
SAIDA (UseSAIDA Table for 85% T.SS Removal, 3.5'depth)
4.20%
Pond Area Required (SA) = DA x SAIDA
3,662
ft `
Surface Area Provided a Permanent Pool Elevation (SA nr)
4,252
ft `
Surface Area Provided > Surface Area Req'd
YES
Existing Ground Elevation (approx.)
11.50
ft. nu'1
Permanent Pool Elevation (approx.)
9.00
ft. ntsl
Depth of Temporary Pool Storage (1'VISapr)
2.00
ft.
Proposer! Temp. Pool Elevation (TPeu,.,,)
11.00
ft. /list
Proposer( Temporary Pool Surface Area (SA +n)
6,283
f i -
Proposed Basin Outlet Elevation (0,1,1,)
11.00
ft, nnsl
Total Storage Volume Provided (SV)
10,535
ft'
Storage Volume Provided>Storage Vohone Req'd
YES
Forebay Calculations
Volume Provided @ Perm. Pool Elev.
5,906
ft3
Forebay Volume Required = (20% of Total) =
1,181
ft3
Forebay Volume Provided = (@ 3.00' Depth) =
1,323
ft3
Drawdown Calculations Qd,;,.d.. = (SV/Period of Time)
Total Storage Volume Provided 10,535 ft'
78,804
gal.
Q = 11.79 d ` h"- (h = 112 of the static head, measured front the temp. pool elevation
to the cl of the orifice)
Q 2day = 0.061 cfs
27.37
gpnn
Q 5day = 0.024 cfs
10.95
g1wn
112 h: (112 static head from temporary pool to permanent pool for storm event)
1.00
Choose a circular outlet orifice
1.00
in
Calculate a 1.5" diameter orifice Q=
11.79
gpnt
Is the drawdown period between 2-5 days
YES
Drawdown Period 6684,00 mint. =
4.64
days
Drawdown Period is ¢ 5 days
O.K.
,��` A OI
•�• °°e •set
i
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��illa Rdgw41' ^��,

MAY 2 2 2006
DWQ-WARD

1
4244 Tributary Drainage Analysis
10 yr Design Storm Event — Rational Method
Drainage Analysis Overview:
As part of the proposed development of the Coastal Accents site, an existing drainage ditch that runs from
south to north across the center of the project area will need to be substituted with a culvert pipe(s). To
appropriately determine the size of an adequate culvert to replace the existing drainage feature a drainage
tributary analysis has been completed to estimate upstream runoff quantities during a I Oyr storm event. The
following upstream runoff quantity combined with proposed post development on -site runoff quantity,
previously determined in attachment A, will provide the necessarylinformation needed to appropriately size
the proposed culvert substitution. Using the Rational Method the following is a conservative
approximation of the runoff associated with an estimated 200 acrejupstream tributary.
Calculation of Required Input Information:
Weighted runoff Coefficient
Description Area (ac) Curve Number
Approximate Wooded Area 41.0 .15
Approximate Impervious Area 4,0 .85
Approximate Sandy Soil Flat Lawn 150.0 .075
Total: 195.0
Weighted Coe ff. 0.11
Time of concentration Calculator
Sheet Flow
Description ..................... GRASS (GOOD CONDITION) TYPE C SOIL
Manning's n ..................... 0.24
Flow Length ..................... 300.0000 ft
Two Yr, 24 hr Rainfall .......... 4.3000 in
Land Slope ...................... 0.0090 ft/ft
Computed Sheet flow time .............. ......... > 0.68 hrs
Channel Flow
Description,,. .................. GRASS SWALE
Avg. Flow Area .................. 16.667 ft2
Avg. Wetted Perimeter ........... 11,00 ft
Flow Length ..................... 3552,0000 ft
Channel Slope ................... 0.001 ft/ft
Manning's n ..................... 0.0175
Avg. Hydraulic radius ........... 1.51388 ft
Avg. Velocity ................... 3.54 fps
Computed Channel flow time .....................> 0.2787 hrs
Total Time of Concentration .........................> 0.9587 hrs 1.0 hour
Peak Discharge Rate Rational Method: Upstream Tributary
Given Input Data:
Description ................................... 4244 Tributary
Frequency ..................................... 10 years
Time of Concentration/Duration....... 1.0 hour '
Rainfall intensity, i ....................... 2.750 in (from duration curves 1-fatteras/Raleigh)
Drainage area, A ............................ 195 ac
Weighted Runoff Coefficient, C ......... 0.11
Computed Results: I
Peak discharge rate, Qp = C*I*A 4 59.0 efs I

Total estimated peak discharge rate into proposed clulvert:
Peak discharge from tributary ............................ 59.0 cfs
Peak discharge from proposed development............ 0.85 cfs
Peak discharge from adjoining pond overflow ......... 5.0� cfs
Total peak discharge ............................. 64.85 cfs
l
Proposed culvert sizing: Mannings formula for circular pipe flowing full
Given Input Data:
Flow rate ......................................
32.5 cfs (half of peak discharge rate, 65 cfs)
Slope .......................................
0.002 ft/ft
Manning's n.................................
0.012
Computed Results:
Pipe Diameter .............
36 in.
Flowrate ........................
32.3141 cfs
Area ............................ 7.0686 ft2
Wetted Area .....................
7.0686 ft2
Wetted Perimeter ................
113.0973 in
Perimeter .......................
113.0973 in
Velocity ........................
4.5715 tps
Hydraulic Radius ................
9.0000 in
Percent Full ....................
100.0000 %
Full flow Flowrate ..............
32.3141 cfs
Full flow velocity ..............
4.5715 fps
Critical Information
Critical depth ..................
27.0559 in
Critical slope ..................
0.0045 ft/ft
Critical velocity ...............
7.8857 fps
Critical area ...................
5.7983 ft2
Critical perimeter ..............
74.6605 in
Critical hydraulic radius
....... 11.1833 in
Critical top width ..............
36.0000 in
Specific energy .................
3.5033 ft
Minimum energy ..................
3.3820 ft
Fronde number ...................
0.6131
Flow condition .................. Subcritical
Drainage Analysis Summary:
Various methods have been utilized to determine the combined peak point discharge from both the
upstream tributary and proposed on -site development. The resulting peak discharge rate is then utilized to
determine the appropriate culvert sizes needed to replace an existing ditch that currently runs through the
proposed development area. It was determined that the estimated combined peak point discharge at the inlet
of the proposed culverts would be 65 cfs. Installing a single culvert capable of handling this quantity of
runoff is unpractical and thus (2) parallel culverts shall be installed.�Calculations show that the combination
of (2) 36" concrete culvert pipes will adequately handle the estimated 65cfs runoff generated from a 10-yr
storm event.

MAY 2 2 2006
DVUQA^JARO
i

i
PROTOCOL SAMPLING SERVICE� INC.
�% national �
P.O. Box 31133, Raleigh, NC 27622 * [phone] / Fax [phone]
CERTIFIE4
c.w.a.
May 5, 2006
Mr. David Ryan, P.E.
Bissell Professional Group, Inc.Post Office Office Box 1068 `r 7:.
Kitty Hawk, North Carolina 27949
Re: Storm Water Retention Basin Soil Investigation i MAY 2 2 2006
Proposed Grandy Express
Grandy, Currituck County, North Carolina ` ����
Protocol Project #06-24 I}
Gear Mr. Ryan:
The following Soil Investigation is submitted to assist in a site assessment for a proposed storm water
retention basin system located adjacent to the existing Food Lion Shopping Center, Grandy, Currituck County,
North Carolina.
SITE HISTORY AND PHYSICAL CHARACTERISTICS
I
The tract is currently developed with a gasoline relaillconvenient store and is adjacent to the Food Lion
Shopping Center in Grandy, North Carolina. Protocol Sampling Service,�lnc. of Raleigh, North Carolina was hired
to Pei -form .a_curs9ry uiv,estifation to: identify, the depth ,to seasonal high water table and if any restrictive layers are
present across the site Lo order to.detennine the opt mum location for the storm water basin.
SOIL INVESTIGATION I
The field survey was conducted on Wednesday March 15, 2006. Five (5) soil borings were advanced to
between 48 inches and 72 inches below the land surface (b.ls) with a handlauger throughout the site. Soil color was
determined with a Munsell Soil Color Chart. The prese'nce-of fill or other disturbances, the depth to the seasonal
high water table, soil structure and consistence were noted (Soil Profiles — attached). Ali boring locations were
marked in the field using the Site Plan as a guide. The borings were also checked for reduced colors, an anaerobic
smell or obvious soil wetness.
FINDINGS
• The soil was found io have a depth to seasonal high water table of20 to 30 inches from east to west across
the site. No obvious sign of prolonged saturation above 20-inches' (perched water) was observed across the
site. }.
• The static water table was measured in each borehole 1 hour after (advancement. The water table was found
at depths ranging from 30 to 40 inches bIs in the east and west portions of the site, respectively,
• The estimated infiltration rate at through the subsurface which conitams a sandy loam texture is expected to
exceed 1 irich/hour. !I
i
Recommend ati its `
The storin water retention basin should be.located in the area of soil boring 5 at the rear of the site where
the greatesf depth to the seasonal. high water table was cncounte icd. The findings and recommetidations
I
DIRECT PUSH TECHNOLOGY (EARTHPROBE 200) • MONITOR WELL INSTALLATION • SOIL MAPPING
WETLAND DELINEATION • NC LICENSED WELL CONTRACTOR • NC LICENSED SOIL SCIENTIST • NGWA CERTIFIED WELL DRILLER
,I
I

herein are based on the site conditions obsen, cd duri Ii performance of the field survey on March
presented �
15, 2006.
Please call me at [phone] if you have any questions or need further assistance.
Sincerely, II
Protocol Sampling Service, Inc.
David E. Meyer, L.S.S. r ,
President
t _ rr
2

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MAY 2 2 2006
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4244 Vegetative Filter Design Calculations
Existing 200 lineal foot vegetative channel to be used as vegetative filter.
Channel stability calculations: 4
Peak Q 10 yen, storm event
Filter Grade
Soil Type:
Vegetation:
Permissible Velocity:
Retardance Class
Existing channel dimensions:
Side Slope (Z):
Base width (b):
Depth (d):
Cross Sectional Area(A)=bd+Zd2
Top Width (T)= b+2dZ
Hydraulic Radius® = bd+zd2
b+2d(z2+ 1)1/2
5 cfs
0.1%
5/11/2006
Dragston Laomy Fine Sand (Easily Erodible)
[Natural grasses and bushy growth
3.0 fps Conservative Approximation
"C" uncut (Figure 8.05c, pg. 8.05.07)
Based on 6" 10" avg. length
2.5 to 1 (Horizontal to Vertical)
7
3.5
55.125 ft2
24.5 ft. I
2.13
I
VR: VN,,,,s,,;t,i„*Hydraulic radius: 6.40
Mannings "n" 0.034 (Figure 8;05c, pg. 8.05.07)
Design Velocity = 1.49/n*R^(2/3)*S^(1/2) 2.3 fps
Design Flow (Q): Q=AV 126.6 cfs i
Design Velocity < Permissible Velocity YES
Design Flow > Peak Q10yearstormeuent YES
Design Data referenced front Erosion c& Sediment Control Manual, State of North Carolina
Division of Land Resources, Land Quality Section Title I5A, Chapter 4 of NC Administrative Code
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1

Appendices
I
i
Step 10. For grass -lined channels once the appropriate channel dimensions
have been selected for low retardance conditions, repeat steps 6 through 8 using
a higher retardance class, corresponding to tall grass. Adjust capacity of the
channel by varying depth where side conditions permit.
NOTE 1: If design velocity is greater than 2.0 ft/sec., a temporary lining
may be required to stabilize the channel until vegetation is established.
The temporary liner may be designed for peak flow from the 2-yr storm.
If a channel requires temporary lining, the designer should analyze shear
stresses in the channel to select the liner that provides protection and
promotes establishment of vegctation. For the design of temporary liners,
use tractive force procedure.
NOTE 2: Design Tables —Vegetated Channels and Diversions at the end
of this section may be used to ' design grass -lined channels with parabolic
cross -sections.
Step 11. Check outlet for carrying capacity and stability. If discharge velocities
exceed allowable velocities for the receiving stream, an outlet protection struc-
ture will be required (Table 8.05d, pg. 8.05.9).
I
Sample Problem 8.05a illustrates the; design of a grass -lined channel.
I
less than 2"
E■EM■"WRI
Ike►►_001111M•
m0ME©4101�i�l��C�i
:::���
■�■�111111■�■■■■1::1■�
.4 .6 a 1.0 I2 4 6 a 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's n related to velocity, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a multiply Vp x Hydralulic Radius (4.50,54=2.43), then enter the product of VR and extend a
straight line up to Retardance class "D", next project a straight line to the left to determine a trial manning's n.
I
Rev. 12P3 8.05.7
1

4244 Vegetative Filter Design Calcullations
i 5/1112006
Proposed vegetative overflow swale.
Channel stability calculations:
Peal{ Q 10 year storm event
Filter Grade
Soil Type:
Vegetation:
Permissible Velocity:
Retardance Class
Existing channel dimensions:
Side Slope (Z):
Base width (b):
Depth (d):
Cross Sectional Area(A)=bd+Zd2
Top Width (T)= b+2dZ
Hydraulic Radius® = bd+zd2
b+2d(z2_+ 1) 1/2
1 cfs I
0.1%
Dragston Laomy Fine Sand (Easily Erodible)
Bermudagrass
5.0 fps i (Table 8.05a, pg. 8.05.04)
"D" cut (Table 8.05c, pg. 8.05.08)
1
3 to 1 (Horizontal to Vertical)
4
1
7 ft2 i
10 ft.
0.68
I
VR: Vpermitisible*Hydraulic radius: 3.39
Mannings "n" 0.04 (Figure 8.`05c pg 8.05.07)
Design Velocity = 1.49/n*RA(2/3)*S^(1/2) 0.9 fps ;
Design Flow (Q): Q=AV 6.4 cfs
Design Velocity < Permissible Velocity YES
Design Flow > Peak Q10yearstormeueni YES
Design Data referenced from Erosion & Sediment Control Manual, Stale of North Carolina
Division of Land Resources, Land QualitySection Title 15A, Chapter 4 of 'NC Administrative Code
I
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Table 8.U5a
Maximum Allowable Design Velocities'
for Vegetated Channels
I
Typical Soil
Grass Lining
Permissible Veloci.ty3
Channel Slope Characteristics
I
for Established Grass
Application
Lining (ftlsec)
0-5% Easily Erodible
Bermudaglrass
5.0
Non -plastic
Tall fescue
4.5
(Sands & Silts)
Bahiagrass
4.5
Kentucky bluegrass
4.5
Grass -legume mixture
3.5
Erosion Resistant
Bermudagrass
6.0
Plastic
Tall fescue
5.5
(Clay mixes)
Bahiagrass
5.5
Kentucky bluegrass
5.5
Grass-legui a mixture
4.5
5-10% Easily Erodible
Bermudagrl ss
4.5
Non -plastic
Tall fescue 1
4.0
(Sands & Silts)
Bahiagrassl
4.0
Kentucky bluegrass
4.0
Grass -legume mixture
3.0
Erosion Resistant
Bermudagrass
5.5
Plastic
Tall fescue
5.0
(Clay Mixes)
Bahiagrass
5.0
Kentucky bluegrass
5.0
Grassdegu 4 e mixture
3.5
>10% Easily Erodible
Bermudagr ass
3.5
Non -plastic
Talllescue I
2.5
(Sands & Silts)
Bahiagrass i
2.5
Kentucky bluegrass
2.5
Erosion Resistant
Bermudagrass
4.5
Plastic
Tall fescue I
3.5
(Clay Mixes)
Bahiagrass i
3.5
Kentucky bluegrass
3.5
Source: USDA-SCS Modified
NOTE: Permissible Velocity based on 10-yr storm peak runoff
Soil erodibility based on resistance to soil movement from concentrated flowing water.
313efore grass is established, permissible velocity is determined by the type of temporary liner used.
Selecting Channel To calculate the required size of an open channel, assume the design flow is
uniform and does not vary with time. Since actual flow conditions change
Cross -Section throughout the length of a channel, subdivide the channel into design reaches,
Geometry and design each reach to carry the appropriate capacity.
The three most commonly used channel cross -sections are " V"-shaped, par-
abolic, and trapezoidal. Figure 8.05b gives mathematical formulas for the area,
hydraulic radius and top width of each of these shapes.
i
}
8.05.4

0
Table 8.05c I
Retardance Classification for Vegetal Covers
I
Retardance
Cover
Condition
I
A
Reed canarygrass
I
Excellent stand, tall (average 36")
Weeping lovegrass
Excellent stand, tall (average 30")
I
B
Tall fescue
I
Good stand, uncut, (average 18")
Bermudagrass
Good stand, tall (average 12")
Grass -legume mixture
(tall fescue, red
fescue, sericea
lespedeza)
Good stand, uncut
Grass mixture
(timothy, smooth
bromegrass or
orchardgrass)
Good stand, uncut (average 20")
Sericea lespedeza
Good stand, not woody, tall (average 19")
Reed canarygrass
Good stand, cut (average 12-15")
Alfalfa
Goad stand, uncut (average 11 ")
I
C
Tall fescue
Good stand (8-12")
Bermudagrass
Good stand, cut (average 6")
Bahiagrass
Good stand, uncut (6-8")
Grass -legume mixture -
summer (orchardgrass,
redtop and annual
Good stand, uncut (6-8")
lespedeza)
Centipedegrass
Very dense cover (average 6")
Kentucky bluegrass
Good stand, headed (6-12")
Redtop
Good stand, uncut (15-20")
I
D
Tall fescue
Good stand, cut (3-4")
Bermudagrass
Good stand, cut i2.5") _
_
Bahiagrass
Good stand, cut (3-4")
Grass -legume mixture --
fall -spring (orchard -
grass, redtop, and
annual lespedeza)
Good stand, uncut (4-5")
Red fescue
Good stand, uncut (12-18")
Centipedegrass
Good stand, cut (3-4")
Kentucky bluegrass
Good stand, cut (3-4")
I'
E
Bermudagrass
Good stand, cut (1.5")
Bermudagrass
Burned stubble
Modified from: USDA-SCS, 1969. Engineering Field Manual.
8.05.8

.4
t
m
.08
.06
.04
.02
.I
Appendices
I
I
Step 10. For grass -lined channels once the appropriate channel dimensions
have been selected for low retardance conditions, repeat steps 6 through 8 using
a higher retardance class, corresponding to tall grass. Adjust capacity of the
channel by varying depth where site conditions permit.
NOTE 1: If design velocity is greater than 2.0 ftlsec., a temporary lining
may be required to stabilize 'the channel until vegetation is established.
The temporary liner may be designed for peak flow from the 2-yr storm.
If a channel requires temporary lining, the designer should analyze shear
stresses in the channel to select the liner that provides protection and
promotes establishment of vegetation. For the design of temporary liners,
use tractive force procedure.
NOTE 2: Design Tables —Vegetated Channels and Diversions at the end
of this section may be used tolldesign grass -lined channels with parabolic
cross -sections.
Step 11. Check outlet for carrying capacity and stability. If discharge velocities
exceed allowable velocities for the receiving stream, an outlet protection struc-
ture will be required (Table 8.05d, pg. 8.05.9).
i
Sample Problem 8.05a illustrates th I design of a grass -lined channel.
i
4
I
.
r
■',.,,1'I
I,�',,,
�11■
M
MENEM
No
Ill
"M
04mma\-w
MEMO
�
MEMMS21.4111=1
Sim►
401111i
O
br�
06•12R
I q
.2 .4 6 .8 1.0 12 4 6 e 10 20
I
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's n related to velocity, hydraulic radius, and vegetal retardanee. .
Note: From Sample Problem 8.05a multiply Vp x Hydralulic Radius (4,5x0.54=2.43), then enter the product of VR and extend a
straight lineup to Retardance class T", next project straight line to the left to determine a trial manning's n.
Rev. t21D 1 8.05.7

IIc i ®Lf 1'
�ili�� 1Eli 1111l111l;! II�i19111Ei1
COASTAL ACCENTS
GRANDY LYPRH3S

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT 1���'SV1ictrcl �-�
��zslG�
No person may Initiate any land -disturbing activity on one or more 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 Natural Resources. (Please type or print and, if the question is not,applicablefor.'.the
e-mail and/or fax information unavailable, place N/A in the blank.) ° llo;%� il�- 9 V L 0
Part A. MAY 2 5 2006 ,
1. Project Name Coastal Accents
2. Location of land -disturbing activity: Currituck County , City or Township
Highway/Street Jorbes Loop Road Latitude 36.14 N I Longitude 75.52 W
3. Approximate date land -disturbing activity will be commenced:_ June 2006,
1
4. Purpose of development (residential, commercial, Industrial, etc) Commercial
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas 2.46 ac.
6. Amount of fee enclosed: $ 150.00 The application fee of $50.00 per acre (rounded
up to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $450).
7. Has an erosion and sedimentation control plan been filed? Yes No Enclosed X_
8. Person to contact should sediment control issues arise during land -disturbing activity.
i
Name James M. Rose Jr. E-mail Address �Illyog'y (AV �l -
Telephone [phone] Cell # 252-202-1292 1 Fax # _252-475-1630�
9. Landowner(s) of Record (attach accompanied page to list additional oIwners):
Grandy Express, L.L.C. 252-429-1128 252-475-1630
Name Telephone Fax ##
P.O. Box 147 7578 Caratoke Hwy.
Current Mailing Address Current Street Address
Harbinger NC 27941 Jarvisbur 1 N FF &79_4T—r�i
City State Zip City Stat
10. Deed Book No. 826 Page No. 412 Provide a dopy of the most current d.
E�A 9 It], % a06 �
Part B.
1. Person (s) or firms (s) who are financially responsible for the land -disturbing a, tivity Piovrde i3 'obi�p'�ehens ve
list of all responsible parties on an attached sheet): EGKNAL OFFICE
Grandy Express, L_.L.C.
Name E-mail Address
P.O. Box 147 _7578 _Caratoke Hwy.
Current Mailing Address Current Street Address
Harbinger NC 27941 Jarvisburg, NC 27947
City State Zip City State Zip
Telephone [phone] Fax Number 252-475-1630

2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the Registered Agent.
Name E-Mail Address
I
Current Mailing Address
City
Telephone
Current Street Address
City i State Zip
Fax Number
l
(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:
_James M. Rose Jr. MGR:Member
Name of Registered Agent E-Mail Address
P:O. Box 147 _ _ - _ 7578_Car atoke_Hwy.
Current Mailing Address Current Street Address
Harbin er NC 27941 Jarvisbur"g NC 27947
City State Zip City State Zip
Telephone [phone] Fax Number 252-475-1630
The above information is true and correct to the best or 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 instruments for the
Financially Responsible Person). I agree to provide corrected ' fo i ation should tLpre be any change in the
information provided herein.
James M. Rose Jr.
T r ri e tl or AutYio y�
Sign e Date
State
Zip
a Notary Public of the County of C . ..
State of North Carolina, hereby certify that
appeared personally before me this day and being duly sworn acknowledged that the above form was
executed by him. j
Witness my hand and notarial seal, this f S day of it �'I ' , 20 � L
Notary ) +
My commission expires( J
-:�)—L / C"
01-06