SW7050938_HISTORICAL FILE_20051207

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW y95 3�
DOC TYPE
El CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
YYYYMMDD

Albemarle Plantation Drainage Basin - High Density Stormwater Calculations 121512005
): f r a yx Sq u a r-<
Stormwater Management Calculations
Design Storm Event 1.0 in. rainfall event
Storm water Management 15A NCAC 211,1005 3 (b)
Soils Report Data
Soil Type* Roanoke Silt Loam
Infiltration Rate* (IR) 10.5 inlhr. =r
Seasonal High Water Table Elev. ** 4.50 ft. below existing grade RECEIVE L)
*Taken from the Soil Survey Manual, U.S. Dept. of Agriculture
**Data taken from On -Site Survey Data Collection DEC 0 7 G 0U3
Drainage Basin Area Data 1
On -site Drainage Area 27.39 ac. ®��-q A VYp���
Off -Site Drainage Area 0 ac.
Total Drainage Area 27.39 ac.
' Subarea �` 4 -'
,eu
,ems:+ ..:e escri lion "
«Area
FT a €
IFaetor' -
'h:'i'_`�i
pi
aAd �Im erviousR`
.4RV req(FT�) i.. 3
�I
Ad rii ervtorrs t °t
{
MR,
open space
538,173
0.00
0
0.00
buildings
84,749
1.00
84,749
1.95
walks
88,212
1.00
88,212
2.03
parking & drives
481,861
1.00
481,861
11.06
Total Drainage Area (ft`) 1,192,995
27.39
Calculated Impervious Coverage
654,822
15.03
Percent Impervious(I)
54.89
%
Rv = .05+ .009(I)
0.54
Required Pond Volume (ft3) (PV) _ (I "112")xR xDA I
53,685
ft 3
Proposed Pond Depth
4.0
SAIDA (Use SAIDA Table far 90% TSS Removal, 4.0' depth)
4.80%
Pond Area Required (SA) = DA x SAIDA
57,264
ft 2
Surface Area Provided @ Permanent Pool Elevation (SA pp)
58,816
ft 2
Surface Area Provided > Surface Area Req'd
YES
Existing Ground Elevation (approx.)
9.0
ft. msl (average)
Permanent Pool Elevation (approx.)
5.00
ft, msl
Depth of Temporary Pool Storage (PV/Sa pp)
1.00
A
Proposed Temp. Pool Elevation (TPe, ,)
6.00
ft. msl
Proposed Temporary Pool Surface Area (SA,p)
61,982
ft 2
Proposed Basin Outlet Elevation (0,1e1,)
7.00
ft. msl
Total Storage Volume Provided (SV)
60,399
ft 3
Storage Volume Provided>Storage Volume Req'd
YES
Forebay Calculations
Volume Provided @ Temp. Pool Elev.
193,339
ft 2
Forebay Volume Required = (20% of Total) =
38,668
ft 2
Forebay Volume Provided = (@ 3.0' Depth)
38,916
ft 2
Drawdown Calculations
Qdna d,, = (SV/Period of Time)
Total Storage Volume Provided
60,399 ft 3
451,816
gal.
Q = 11.79 d 2 h"' (h = 112 of the static head,
measured from the temp. pool elevation
to the cl of the
orifice)
Q 2iay =
0.350 cfs
156.94
gpm
Q May =
0.140 cfs
62.78
gpm
112 h. (112 static head from temporary pool to permanent pool for storm event)
0.50
Choose a circular outlet orifice
3
in
Calculate a 3" diameter orifice
Q=
75.03
gpm
Is'the drawdown period between 2-5 days
YES
Drawdown Period
6021.72
min.
Drawdown Period
4.18
days
Drawdown Period is < 5 days
O.K.

�� i � i �; �,,71�

RECEIVED
OCT - 4 2005
11. Stormwater Management Narrative:
The following developmental activities require a stomnwater management permit under Rule. 1003 of
the NCDENR Division of Water Quality Administrative Code for Stonnwatcr Management, 15A
NCAC 2H.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 a wet detention
pond. The intent of this application, to the maximum extent possible, is to employ best managerent
practices to manage runoff from surfaces associated with proposed developmental activities. The
project will consist of the construction of multiple buildings, utilities, parking, drives, a right of way,
and drainage infrastructure improvements to service the Albemarle Plantation Village Square
commercial development. The site is located to the east of the roadway intersection of Albemarle
Boulevard and Holiday Lane (NCSR 1429), North of Holiday Island, in the Bethel Township of
Perquimans County, North Carolina.
The proposed developmental activities are as follows;
a) Construction of 1.95 acres of proposed buildings.
b) Construction of 11.06 acres of proposed asphalt parking and drives, including the extension of
Albemarle Boulevard.
c) Construction of 2.03 acres of proposed concrete walks.
An on -site visit was conducted by Mr. David Meyer, L.S.S. of Protocol Sampling Service, Inc, on
September 20, 2005, to investigate existing groundwater profiles through soil borings to
determine the soils suitability for proposed stormwater management infrastructure. Based on the
investigation of the soil profiles, taken in the general vicinity of the proposed storrnwater pond
and denoted as soil boring B1 and B2 on the site plan, it was discovered that the static water
level greatly ranges from approximately 65" below the existing ground surface during the
growing season, to at or near the grounds surface in the winter months. It was also determined
that soils above a point 54" below the ground surface are primarily composed of clay, silt, and
loam and soils located below 54" are more composed of sand. The soil investigation provided the
useful information necessary in detennining the size, type, and location of stonnwater drainage
improvements for the associative developmental activities. The following is a summary of the
predominant soils found within the areas of investigation;
The soils encountered on the site reasonably match the soils mapped by the Soil Conservation
Service in the 1986 Soil Survey of Chowan and Perquimans County, North Carolina. The
primary soil mapped in and around the project area was (Ro) Roanoke Silt Loam, which is
described as being nearly level and poorly drained, found greatly through out Perquimans
County. The permeability of this soil is described as slow to very slow, with rates ranging from
0.06 to 0.2 inlhr near the surface. Based on a previous ground water study performed by Protocol
Sampling Service, Inc., in the same general area, in the same soil type, the penmeability rate of
the sandy soils located 55" below the ground surface was determined to be approximately 10.5
in/hr.
(Please rL'.ferenc e affLlG'{1ed soils re-I)ort provlLjL'( bly Duvld Mc yer, L &S, for more iqf )ri1 al on)

Soil Boring 131- In Area of the Proposed Wet Detention Basin
Soil Series: Roanoke
Vegetation: Small pines
Existing Grade: +1- 9.0 feet from mean sea level
Apparent Water Table: 66" below existing grade (9-05)
Slope: 0-1 %
Depth Description
0"-7" dark grayish brown silt loam
7"-12" gray silty clay loam
12"-40" gray clay
40"-50" light brownish gray silty clay loam with pockets of sand
50"-72" gray strata ranging from sand to clay
Soil Boring 132- In Area of the Proposed Wet Detention Basin
Soil Series: Roanoke
Vegetation: Small pines
Existing Grade: +1- 10.0 feet from mean sea level
Apparent Water Table: 65" below existing grade (7-05)
Slope: 0-1 %
Depth Description
0"-7" dark grayish brown silt loam
7"-12" gray silty clay loam
12"-40" gray clay
40"-50" light brownish gray silty clay loam with pockets of sand
50"-72" gray strata ranging from sand to clay
(Please reference Attachment C, soils report provided by David Meyer, G.S.S., for more information)
(Please reference Village Square Stormivater plan .sheet Sl for boring locations)
The site can currently be described as being nearly level with slopes ranging between 0 and 2 percent.
The entire tract of land slopes eastward towards adjacent lowlands that drain to Minzies Creek. The
surface waters of Minzies Creek have been classified "SC". The majority of the land is wooded with
the exception of an existing dirt road, towards the center of the project, which runs somewhat parallel
to adjacent Holiday Lane. There are no "404" or "ACOE" jurisdictional wetlands located within the
limits of this project.

All developmental activities are to be designed in conformity with the requirements for appl [cation 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 asset forth. These requirements are
designed to control pollutants associated with stormwater runoff applicable to development of land for
residential, commercial, industrial, or institutional uses. The developmental activities described herein
were designed in compliance with the requirements as set forth for stompwater 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 stornwater 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, ISA NCAC 2H.1000.
Our design is based on the removal of 85% of TSS and the need to contain 1 inch of stormwater
runoff. To accomplish this, we have utilized a single 3-foot deep wet detention pond with grass swales
at both the inlet and outlet.
The project will consist of the construction activities previously listed in the "Proposed Development
Activities" section above. Based upon the nature of the tract of land, the site design will contain only
(1) drainage basin. Stormwater runoff from the proposed impervious surfaces will receive treatment
from the wet detention basin, the sodded inlet and overflow swales, as well as the drop inlets and pipe
conveyance network. Stormwater runoff from all proposed impervious surfaces will primarily sheet
flow overland and be collected and directed by curb and gutter to local drop inlets that are connected
to a pipe conveyance system. All drop inlets and culverts within the conveyance system have been
sized accordingly. (Please reference Attachment B, calculations showing drop inlet drainage areas
and design pipe flows and velocities for each block of the conveyance system.) Outfall from the
conveyance system will empty to a 50 lineal foot inlet swale, located at the projects eastern boundary,
that empties to the proposed wet detention pond located to the east of the proposed project. Rip -Rap
protection will be placed at the invert of all 36" primary conveyance pipe outlets, as well as at the
invert of the 8" overflow pipe outlet for the purpose of velocity dissipation an to aid in further
infiltration and sediment removal. The wet detention basin will collect sediment within its foerbay
prior to transitioning into the main pond section. The detention basin has been designed to
accommodate approximately 1.12" prior to flowing into a drawdown device located on the eastern end
of the pond. A vegetated emergency overflow swale is provided which will empty into low lands that
flow to adjacent Minzies Creek. This overflow swale is approximately 400 lineal feet in length with a
longitudinal slope of 0.6%, closing matching existing grade. Again, this detention pond is sized to
attain 85% TSS removal when utilized with the accompanying 50 fbot grassed inlet swale.
Vegetative buffers are described as passive best management practices that provide a small degree of
filtration and pollutant removal from stormwater runoff. The proposed inlet and overflow swales will
consist mainly as a broad, shallow, vegetative filters 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 by this method is
achieved through a minimum filtration length of over 30 linear feet. This practice is described as
passive in accordance with best management practices.

Rip -rap outlet protection is to be placed at the outlet of the 36" conveyance pipes into the inlet swale
as well as at the intersection of the overflow swale and S" drawdown pipe primarily for the purpose of
velocity dissipation. Also, a temporary check damn is to be placed within the overflow swalc just
before the pipe outlet during the construction of the wet detention basin and until the swale has been
lined with stable vegetation.
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. The area of all proposed impervious surfaces were utilized to compute the required storage
volume from the associated 1.0 inch rainfall storm event, (Please reference Attachment A, High
Density Stormwater Calculations). It is expected, that these measures will enhance the pollutant
removal efficiency and provide sufficient protection to the adjoining surface waters.
Vegetative filters have been designed in accordance with the "vegetative filter" definition defined in
Rule.] 002 of Subchapter 21-1 Procedures for 1 emlits: 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:
) Proposed impervious coverage of 54.59% over the total development area
2) Provision of drop inlets and culvert conveyances through out the asphalt parking,
drives, and Albemarle Blvd. to collect and transport stormwater runoff from all
impervious surfaces.
3) Provision of wet detention basin for temporary stormwater storage for the design
storm event in conjunction with 85% pollutant removal.
4) Provision of a vegetative inlet and emergency overflow swales to provide further
pollutant filtration before emptying into adjacent waters.
5) Provision of a temporary rock check damn to be placed within the overflow
swale during construction and stabilization to further dissipate flow velocities
before entering adjacent water.
An access easement has been set for the stormwater management basin for the purpose of operation
and maintenance.
1) A 10' wide access easement has been provided to, and around the perimeter of,
the wet detention basin.
2) Accumulated sediment within the basin shall be removed semi-annually or when
depth is reduced to 75% of the original design depth.
(See individual ever detention basin supplenientsforproper levels)

®®war .
TNe "O',golfyPer-W
Hand Delivered ❑ Over-Nite Mail Fx_I Faxed ❑ Mailed
To: Mr. Roger Thorpe Date: December 05, 2005
NCDENR
943 Washington Square Mall
Washington, NC 27889
Project: Albemarle Plantation
Village Square
Fitness Center
We Transmit:
Herewith: ❑x
FOR YOUR:
x approval
review & comments
use
other
Copies
Description
Project No.: 3471
2 Village Square -Revised set of plans/ calculations
2 Fitness Center- Revised set of plans/calculations
,�`E#Era,
DEC 0 7 2005
°°qr -VVA O
Date
12-5-05
12-5-05
Comments:
Roger,
On behalf of HPB enterprises and per your comment, BPG has revised the
proposed stormwater management plans for the Albemarle Plantation Village
Square and Fitness Center sites. Revisions include the removal of the
previously provided vegetative filters and in return, the deepening of the wet
detention basins to achieve 90% TSS removal. These revisions can be found on
both the plan and detail sheets for each site. I am also sending the appropriate
revisions to the stormwater calculations. Again, thanks for giving me a can
regarding these issues and if you have any more questions or concerns please
don't hesitate to contact me.
Regards,
Bissell Professional Group
David M. Klebitz
P.O. Box 1068 o 3512 N. Croatan Hwy. m Kitty Hawk, NC 27949
252-261-326613 Fax; 252-261-1760 in E-mail: [e-mail]

Tye Goastali`W'erts
Hand Delivered ❑ Over-Nite Mail ❑ Faxed ❑ Mailed
To: Mr. Roger Thorpe
NCDENR
943 Washington Square Mall
Washington, NC 27889
Project: Albemarle Plantation
Village Square
We Transmit:
Herewith: F]
FOR YOUR:
x approval
review & comments
use
other
Copies
Date: November 11, 2005
Proicet No.: 3471
NOV 16 2005
Description Date
2 Revised set of stormwater management plans 1141-5
Comments:
Roger,
On behalf of HPB enterprises and per your comment, BPG has revised the
proposed stormwater management plan for the Albemarle Plantation Village
Square site. Revisions include the addition of a vegetative filter with level
spreader locates on the outlet side of the proposed wet detention basin. These
revisions can be found on both the plan sheet and detail sheet. I am only
sending you the two sheets that reflect the changes stated above. If you would
like to get another set of the entire site plan or if you have any more questions
or concerns please don't hesitate to contact me.
Regards,
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]

Michael F. Easley, Governor
O�OF W A TFIT,
Mr. Elwood H. Perry, Jr.
H.P.B. Enterprises
201 Ocean Hwy S.
Hertford, NC 27944
Dear Mr. Pent':
William G. Ross Jr., Secretary
North Carolina DLpartrnent of Environment and Natural Resources
November8, 2005
Subject: Stormwater Review SW7050938
Albemarle Plantation —Village Square
Perquimans County
Alan W. Klimek, P.E. Director
Division of Water Quality
This office received a Coastal Stormwater permit application and plans for the subject project on
October 4, 2005. A preliminary review of your project indicates that before a State Stormwater permit can
be issued the following additional information is needed.
If a wet pond is designed to remove 85% Total Suspended Solids (TSS) a vegetated filter is also
required. The submitted design is for an 85% pond with a piped discharge. The pond should
either be redesigned to remove 90% TSS or a vegetated filter can be provided. If a vegetated
filter is proposed a distribution device should be used so the flow through the filter will be in a
diffuse manner so that runoff does not become channelized.
The above requested information must be received in this office prior to December 8, 2005 or
your applications will be returned as incomplete. The return of these projects will necessitate resubmittal
of all required items, including the application fees. If you need additional time to submit the required
information, please mail or fax your request for time extension to this office at the Letterhead address.
You should also be aware that the Stormwater Rules require that the permit be issued prior to
any development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North
Carolina General Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
If you have questions, please feel free to contact me at [phone].
Sincerely,
Roge K. Thorpe
Environmental Engineer
Washington Regional Office
cc: Bissel Professional Group
Washington Regional Office
Nc° nh Caroli
Natural
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service
Internet h2o.enr.state.nc.us 943 Washington Square Mali, Washington, NC 27889 1-877-623-6748
An Equal OpportunitylAffirmative Action Employer— 50% Recydedl10% Post Consumer Paper

"0 10! 1 a �
Tye Coastal fVCrts
Hand Delivered11 Over-Nite Mail D Faxed Mailed
To: Mr. William Moore Date: September 29, 2005
Water Quality Section
NCDENR RECEIVED
943 Washington Sq. Mall
Washington, NC 27889 OCT - 4 2005
Project: Albemarle Plantation
Village Square
We Transmit:
Herewith: F]
FOR YOUR:
x Approval
review & comments
Use
Other
Project No.: 3471 D Q-WARD
Copies Description Date
2 Site Development Plans 9-29-05
l Stornrnater Management Application w/ supplements 9-29-05
$420 Application Fee
Comments:
Bill,
On behalf of H.P.B Enterprises, BPG requests your review of the proposed
stormwater management plans for the Albemarle Plantation Village Square site
located in the Bethel Township, Perquimans 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 t/l�il U
P.O. Box 1068 ■ 3512 N. Croatan Hwy. ■ Kitty Hawk, NC 27949
252-261-3266■ Fax:[phone] E-mail:[e-mail]

4r d e#M3Y' hF.
P.O. Box 31133, Raleigh, NC 27622 • [phone] / Fax [phone]
September 27, 2005
Mr. David Ryan, P,E. Fri I
4
Bissell Professional Group, Inc.
Post Office Box 1068
Kitty Hawk, North Carolina 27949
Re: Soil Investigation
Storm Water Retention Pond — Village Square Shopping Center
Albemarle Plantation
Hertford, Perquimans County, North Carolina
Protocol Project 905-39
Bear Mr. Ryan:
The following Soil Investigation is submitted to assist in a site assessment for a proposed storm water
pond at the Village Square Shopping Center located within the Albemarle Plantation development south of
Hertford, Perquimans County, North Carolina.
SITE HISTORY AND PHYSICAL CHARACTERISTICS
The area is currently developed as the Albemarle Plantation, a world class golf and boating community
adjacent to the Albemarle Sound. Protocol Sampling Service, Inc. of Raleigh, North Carolina was hired to
perfonm a cursory investigation to identify the depth to seasonal high water table and if any restrictive layers are
present in the proposed location of the storm water basin for the Fitness Center and to determine if a permeable
subsurtace underlies the proposed storm water pond at the Village Square Shopping Center.
SOIL INVESTIGATION
The field survey was conducted on September 20, 2005. Two (2) soil borings were advanced to between
48 inches and 72 inches below the land surface (bls) with a hand auger at the revised location of the storm water
pond. Soil color was determined with a Mansell Soil Color Chart. The presence of fill or other disturbances, the
depth to the seasonal high water table, soil structure and consistence were noted. All boring locations were
marked in the Feld using the Site Plan with your predetermined boring locations as a guide. The borings were also
checked for reduced colors. an anaerobic smell or obvious soil wetness.
FINDINGS
• The soil was found to have a depth to seasonal high water table of less than 12 inches. Obvious signs of
prolonged saturation, reduced soil colors and redoximorphic features (mottling) were observed in both
borings.
• Hie static water table was measured in each borehole I hour after advancement. The water table was
found at a depth of 66.0 inches bis in soil boring # 1 and 65.0 inches bls in soil boring #2. it is common to
have a static water table surface below the surface in these soils in the growing season due to high rates
of evapotranspiration by surrounding plants and due to the sand layer that underlies these soils. Crayfish
holes and standing water wcrc evident throughout the site which indicates a relatively high water table in
this area.
DIRECT PUSH TECHNOLOGY (EARTHPROBE 200) • MONITOR WELL INSTALLATION • SO1L MAPPING
WETLAND DELINEATION • NC LICENSED WELL CONTRACTOR • NC LICENSED SOIL SCIENTIST • NGWA CERTIFIED WELL DRILLER

Conclusions
• The proposed storm water pond should be excavated to a depth of at least 54 inches bls. At this depth the
underlying permeable sand layer should be reached which will readily transmit the storm water from the
pond into the subsurface and eventually to the nearest line sink.
• In previous ground water studies performed on this project, the subsurface transmissivity values were
determined to range between 419.2 ftz/day and 445.8 ftz/day in an aquifer assumed to be 20 feet thick.
Specific yield for a water table aquifer in this geologic setting ranges between 0.10 to 0.30 (Groundwater
and Wells, Driscoll, 1986). This range is estimated from the site Iithologic descriptions.
Ground water seepage velocity (v) is calculated from the formula V = k (1)/n where k refers to the
hydraulic conductivity l refers to the hydraulic gradient and n equals the effective porosity of the aquifer.
Because these parameters call vary within the aquifer, the resultant velocities can also change. Using an
average K value of 21 ft/day, an assumed horizontal gradient of 0.002 ft. /ft. (based on measurements
from the original spray field), and an effective porosity of .25, a reasonable estimate of average seepage
velocity would be 0.168 ft/day or 60 fl/year through the proposed storm water pond.
'rile findings and recommendations presented herein are based on the site conditions observed during
performance of the field survey on September 20, 2005.
Please cal I me at [phone] if you have any questions or need further assistance.
Sincerely,
Protocol
Sampling Service, Inc.
V W
David E. Meyer, L.S.S.
President
'r
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Official Series Description - ROANOKE Series
Page 1 of 4
LOCATION ROANOKE VA+AL GA NC SC TN
Established Series
JHW-DLJ, Rev. MHC
09/2004
ROANOKE SERIES
MLRA(s): 136
MLRA Office Responsible: Raleigh, North Carolina
Depth Class: Very Deep
Drainage Class: Poorly drained
Permeability: Slow to very slow
Surface Runoff: Slow too very slow
Parent Material: Formed in clayey fluvial sediments
Slope: 0 to 2 percent
Mean Annual Air Temperature (type location): 58 degrees F.
Mean Annual Precipitation (type location): 46 inches
TAXONOMIC CLASS: Fine, mixed, semiactive, thermic Typic Endoaquults
TYPICAL PEDON: Roanoke silt loam - on a 1 percent slope in a pasture. (Colors are for moist soil.)
Ap--O to 7 inches; dark grayish brown (I OYR 4/2) silt loam; weak fine granular structure; friable,
slightly sticky, slightly plastic; many fine roots; strongly acid; abrupt smooth boundary. (5 to 9 inches
thick)
Btg1--7 to 12 inches; gray (1 OYR 5/1) silty clay loam; moderate fine subangular blocky structure;
friable, slightly sticky, slightly plastic; many fine and medium roots; few faint clay films on faces of
peds; few medium prominent yellowish brown (I OYR 5/8) irregularly shaped masses of iron
accumulation; few fine flakes of mica; very strongly acid; clear smooth boundary.
Btg2--12 to 20 inches; gray (1 OYR 5/1) clay; moderate medium and coarse angular blocky structure;
finn, moderately sticky, moderately plastic; few medium and large roots; few faint clay films on faces of
peds; few medium prominent brownish yellow (I OYR 6/8) irregularly shaped masses of iron
accumulation; few fine flakes of mica; very strongly acid; gradual smooth boundary.
Btg3--20 to 40 inches; gray (N 6/0) clay; moderate coarse prismatic structure parting to weak medium
subangular blocky; firm, moderately sticky, moderately plastic; few medium and large roots; common
medium prominent yellowish brown (I OYR 5/4) irregularly shaped masses of iron accumulation;
common faint clay films on faces of peds; 2 percent quartz gravel; few fine flakes of mica; very strongly
acid; gradual smooth boundary. (Combined thickness of the Btg horizon is 25 to 50 inches.)
BCg--40 to 50 inches; light brownish gray (2.5Y 6/2) silty clay loam with a few pockets of sand; weak
fine subangular and angular blocky structure; firm, slightly sticky, slightly plastic; many medium
distinct pale yellow (2.5Y 7/4) and many medium prominent yellowish brown (I OYR 5/6) irregularly
shaped masses of iron accumulation; 2 percent quartz gravel; common fine flakes of mica; very strongly
acid; gradual smooth boundary. (0 to 20 inches thick)
file://C:1Documents and Settingsldavek.BPGINC\Local SettingslTemplOfficial Series Des... 7/25/2005

Official Series Description - ROANOKE Series Page 2 of 4
2Cg--50 to 72 inches; gray (5Y 6/1) strata ranging from sand to clay; massive; many gray and green iron
depletions and yellow irregularly shaped masses of iron accumulation; some strata contain up to 40
percent quartz gravel; few fine flakes of mica; very strongly acid.
TYPE LOCATION: Halifax County, Virginia; 2 miles north of Clover, 100 yards from the Southern
Railroad on east side of highway VA-600.
RANGE IN CHARACTERISTICS:
Solum Thickness: 40 to 60 inches
Depth to Bedrock: Greater than 60 inches
Depth to Seasonal High Water Table: 0 to 12, November to May
Soil Reaction: Extremely acid to strongly acid in the solum unless limed, and extremely acid to slightly
acid in the Cg or 2Cg horizon
Other Features: particle -size control section has more than 30 percent silt; flakes of mica range from few
to common in most pedons; quartz gravels make up 0 to 10 percent of the solum and 0 to 50 percent of
the C horizon
A or Ap horizon:
Color --hue of I OYR to 5Y, value of 2 to 6, and chroma of 0 to 2; where value is 2 or 3 it is less than 6
inches thick
Texture --fine sandy loam, loam, silt loam, clay loam, or silty clay loam
Eg horizon (if it occurs):
Color --hue of 1 OYR to 5Y or is neutral, value of 4 to 7, and chroma of 0 to 2
Texture --fine sandy loam, loam, silt loam, clay loam, or silty clay loam
BA or BE horizon (if it occurs):
Color --hue of 1 OYR to 5Y or is neutral, value of 4 to 7, and chroma of 0 to 2
Texture --loam, silt loam, clay loam, or silty clay loam
Redoximorphic features (if they occur) --iron masses in shades of brown, yellow, or red and iron
depletions in shades of olive or gray
Btg horizon:
Color --hue of 1 OYR to SY or is neutral, value of 4 to 7, and chroma of 0 to 2
Texture --clay loam, silty clay loam, silty clay, or clay.
Redoximorphic features --iron masses in shades of brown, yellow, or red and iron depletions in shades of
olive or gray
BCg horizon (if it occurs):
Color --has hue of 1 OYR to 5Y or is neutral, value of 4 to 7, and chroma of 0 to 2
Texture --clay loam, silty clay loam, sandy clay loam, sandy clay, or clay; some pedons have pockets or
strata of coarser textures
Redoximorphic features (if they occur) --iron masses in shades of brown, yellow, or red and iron
depletions in shades of olive or gray
Cg or 2Cg horizon:
Color --hue of 1 OYR to 5Y or is neutral, value of 4 to 7, and chroma of 0 to 2
Texture --commonly stratified ranging from sand to clay in the fine -earth fraction
COMPETING SERIES:
file:/ICADocuments and Settingsldavek.BPGINC\Local SettingsUemplOfficial Series Des... 7/25/2005

Official Series Description - ROANOKE Series
Page 3 of
in same family;
Chickahominy soils-- have a solum thickness of more than 60 inches
Gertie soilsoccur on terraces and low lying flats of the Lower/Middle/Upper Coastal Plain
Pooler soils-- have a solum thickness of more than 60 inches
In the similar active family;
Worsham soils -occur on piedmont uplands along drainageways, heads of drains, and depressions
GEOGRAPHIC SETTING:
Landscape: Piedmont
Landform: Terraces of the Piedmont Plateau
Elevation: 250 to 750 feet above mean sea level
Parent Material: formed in clayey fluvial sediments
Mean Annual Air Temperature: 56 to 62 degrees
Mean Annual Precipitation: 42 to 48 inches
Frost Free Period: 175 to 260 days
GEOGRAPHICALLY ASSOCIATED SOILS:
Altavista soils --moderately well drained soils (seasonal high water table 18 to 30 inches) in fine -loamy
family on higher landscapes
Augusta soils --Somewhat poorly drained soils (seasonal high water table 12 to 18 inches) in fine -loamy
family on higher landscapes
Chewacla soils --somewhat poorly drained soils (seasonal high water table 6 to 24 inches) in fine -loamy
family on floodplains
Congaree soils --Well to moderately well drained soils (seasonal high water table 30 to 48 inches) that
lack argillic horizons and are on floodplains and at the base of slopes
Dogue soils --moderately well drained soils (seasonal high water table 18 to 30 inches) on higher
landscapes
State soils --well drained soils (seasonal high water table 48 to 72 inches) in fine -loamy family on higher
landscapes
Wehadkee soils --poorly drained soils (seasonal high water table 0 to 12 inches) in fine -loamy family on
floodplains
DRAINAGE AND PERMEABILITY:
Agricultural Drainage Class: Poorly drained
Permeability: Slow to very slow
USE AND VEGETATION:
Major Uses: Mostly in woodland
Dominant Vegetation: Where wooded --red maple, sweetgum, black gum, sycamore, willow oak, white
oak, river birch, yellow -poplar, bald cypress, water tupelo and scattered loblolly pine. Where cultivated-
-corn, soybeans, small grain, and pasture.
DISTRIBUTION AND EXTENT:
Distribution: Piedmont Plateau in Virginia, Alabama, Georgia, Maryland, North Carolina, and South
Carolina
Extent: moderate
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Halifax County, North Carolina, 1916.
file://C:1Documents and Settingsldavek.BPGIN CILocal SettingslTemplOfficial Series Des... - 7/25/2005

Official Series Description - ROANOKE Series
Page 4 of 4
REMARKS: The Gertie series has been established by correlation in City of Chesapeake, Virginia to
represent these soils on the Coastal Plain. Roanoke soils are restricted to terraces of the Piedmont .
Diagnostic horizons and features recognized in this pedon are:
a. Ochric epipedon - the zone from 0 to 7 inches (Ap horizon).
b. ArgilIic horizon - the zone from 7 to 40 inches (Btg horizon).
ADDITIONAL DATA:
TABULAR SERIES DATA:
SOI-5
Soil Name Slope
Airtemp
FrFr/Seas
Precip Elevation
VA0074
ROANOKE
0- 2
57- 65
175-260
38- 54 250- 750
VA0198
ROANOKE
0- 2
57- 65
175-260
38- 54 250- 750
SOI-5
FloodL
FloodH Watertable
Kind
Months Bedrock
VA0074
NONE
COMMON 0-1.0
APPARENT
NOV-MAY 60-60
VA0198
FREQ
-
APPARENT
- 60-60
SOI-5
Depth
Texture
3--Inch No-10 Clay%
VA0074
0-7
FSL
0-0
80-100 10-18
VA0074
0-7
SIL L
0-0
85-100 10-27
VA0074
0-7
SICL CL
0-0
85-100 27-32
VA0074
7-12
CL SICL
0-0
85-100 20-35
VA0074
12-50
C SIC CL
0-0
85-100 35-60
VA0074
50-72
SR S C
0-5
35-100 5-50
VA0198
0-7
SIL L FSL
0-0
85-100 10-27
VA0198
0-7
SICL
0-0
85-100 27-35
VA0198
7-50
C SIC CL
0-0
85-100 35-60
VA0198
50-72
SR SC C
0-5
35-100 5-50
SOI-5
Depth
-pH-
O.M.
Salinity
Permeability
VA0074
0-7
3.5-5.5
1.-3_
0-0
2.0-6.0
VA0074
0-7
3.5-5.5
.5-2.
0-0
0.6-2.0
VA0074
0-7
3.5-5.5
.5-1.
0-0
0.06-0.2
VA0074
7-12
3.5-5.5
0..5
0-0
0.06-0.2
VA0074
12-50
3.5-5.5
0-.5
0-0
0.06-0.2
VA0074
50-72
3.5-5.5
0-.5
0-0
0.06-20
VA0198
0-7
4.5-5.5
.5--3.
0-0
0.6-2.0
VA0198
0-7
4.5-5.5
.5-1.
0-0
0.2-0.6
VA0198
7--50
4.5-5.5
0-.5
0-0
0.06-0.2
VA0198
50-72
4.5-5.5
0-.5
0-0
0.06-20
National Cooperative Soil Survey
U.S.A.
-CEC-
Shrink-Swell
LOW
LOW
MODERATE
MODERATE
MODERATE
MODERATE
Low
MODERATE
MODERATE
MODERATE
file:HC:\Documents and Settingsldavek.BPGINC\Local Settings\Temp\Official Series Des... 7/25/2005

RECEIVED
OCT - 4 2005
DWQ-WARO

Albemarle Plantation Pipe and Inlet Sizing
9/29/2005
Culvert and Drop Inlet Sizing
1. Determine minimum slope of pipe runs
n = 0.012 , for FIDPE
V = 3.0 fps, minimum self scouring velocity
s = form of mannings equation
Djinj
s;min .
15
0.002775
18
0.0021 661
0.0017718
21
24
0,0014829
27
0.0012674
30
0,0011013
33
0.0009698
36
0.0008636
maximum slope due to grading
2. INLET CONTROLS, lowest flow governs design
g = 32.2 ft/sec -2
standing water = 3.0 in
mimum cover = 1.0 ft
A. inlet control, (grate as orifice)
Q = orifice equation
Cd = 0.6 , typical discharge coefficient
A = 3.1 ft - 2, (30 holes) x (0.125) x (0.823'), NCDOT STD. 840.03
h = 3.0 in
Q = 7.4632138 cfs
B. pipe tinder inlet control, (entrance as orifice)
Q = orifice equation
Cd = 0.59 , coefficient for square -edged entrance
A = diameter of pipe, ft ^ 2
h = depth from allowable ponding elevation to pipe invert, ft
Din`.
Aft72f
hft
Qcfs
15
1.2270508
1.875
7.95533
18
'1.7669531
2
118314
16.5994
21
2.4050195
2.125
24
3.14125
2.25
22.3094
27
3.9756445
2.375
29.0091
30
4.9082031
2.5
36.7441
33
5.9389258
2.625
45.5583
36
7.0678125
2.75
55.494

Albemarle Plantation Pipe and Inlet Sizing
9/29/2005
C pipe flowing just full control
Q = form of mannings equation, flowing just full
varying constant
D in
slope:.
-Q jcfsj,j
sloe
�Q; cis
15
0.002775
3.69579
0.002
3.1375488
18
0.0021761
5.32194
0.002
5,1020003
7.6960034
21
0.0017718
7.24375
0.002
24
0.0014829
9.46122
0.002
10.987792
27
0.0012674
11.9744
0.002
:15.042401
30
0.0011013
14.7832
0.002
19.922193
33
0,0009698
17.8876
0.002
25.687251
36
0.0008636
21.2877
0.0015
28.055484
3. Determine maximum drainage area per inlet
controlling flow rate
Using 18" pipe as a minimum diameter with it slope of 0.002
controlling flow rate, Q = 5.1 cfs, from :18" pipe flowing full calculations above.
C = 0.95 , average runoff coefficient for each inlets drainage area
rainfall intensity, is = 7.5 in/hr, based on 10 year, 5 minute duration storm in Raleigh
A = Q/(C* ia) = 0.71579 acres or 31179.789 sf per inlet
maximum drainage area per drop inlet = 0.72 acres
Do to very flat site conditions, individual inlet drainage areas will be limited by grading and thus
be smaller than the maximum drainage area determined above.

Albemarle Plantation Pipe Sizing 9/29/2005
Village Square Northwestern Block
Determine pipe sizing for northwestern block
n = 0.012
I = 7.5 in/hr
Cc = varies
s = 0.002 , unless otherwise noted
Branch #1
I
inlet
I
pipe
I
total
I
I
I
11
I
Segment
from
to
Areas
total area
time
time
time
I
Cc
Q
sloe
siz'e]
V, full
Len gth
Flow time
inlets
acre
min
min
min
in/hr
cfs
ft/ft
in
ft/sec
ft
min
L1
L2
1
0.25
5
0
5
7.5
0.9
1.688
0.002
12
2.18
175
1.34
L2
L3
2
0.59
5
1.34
6.34
7.5
0.74
3.275
0.002:
15
2.57
202
1.31
L3
M1
3
1.00
5
2.65
7.65
7.5
0.77
5.775
0.002
3 ' 19
2.97
176
0.99
Branch #2
from
to
Areas
total area
inlet
time
pipe
time
total
time
I
Cc
Q
sloe
: isize
V, full
Length
Segment
Flow time
inlets
acre
min
min
min
in/hr
cfs
ft/ft
in
ft/sec)
I (ft
min
L1
L2
1
0.33
5
0
5
7.5
0.9
2.228
0.002
. 13
2.34
135
0.96
L2
L3
2
0.9
5
0.96
5.96
7.5
0.93
6.278
0.002''
�`19
3.03
117
0.64
L3
MI
3
1.29
5
1.61
6.61
7.5
09
8.708
0.002
'. `-22
3.29
162
0.82
Branch #3
from
I to
I Areas
total area
inlet
time
pipe
time
total
time
I
Cc
Q
sloe
size"
V, full
Length
Segment
Flow time
inlets
acre
min
min
min
in/hr
cfs
ft/ft
in
ft/sec)
I (ft
min
Ll
L2
1
0.34
5
0
5
7.5
0.5
1.275
0.002.
`11.
2.03
233
1.91
L2
L3
2
0.84
5
1.91
6. 1
7.5
0.57
3.591
0.002
; 16
2.63
.190
1.20
L3
M3
3
1.09
5
3.11
8.11
7.5
0.59
4.823
0.002
18
2.94
108
0.63
Main Line
from
to
Areas
total area
inlet
time
I pipe
time
total
time
I
Cc
Q
slope
. size ]
V, full I
Length
Segment
Flow time
inlets
acre
min
min
min
in/hr
cfs
ft/ft
' in
ft/sec
ft
min
M1
M2
7
2.73
5
3.63
8.6339
7.5
0.82
16.79
0.002-
28
3.8736
140
0.60
M2
M3
8
3.15
5
4.24
9.24
7.5
0.81.
19.14
0.002
,.;,,,30
4.00
118
0.49
ML
outlet
11
4.24
0
4.73
4.73
7.5
0.75
23.85
0.0015
' 34
3.90
560
2.46

Albemarle Plantation Pipe Sizing 9/29/2005
Village Square Northeastern Block
Determine pipe size for northeastern block.
n = 0.0120
1 = 7.5 in/hr
C = 0.95
s = 0.002 , unless otherwise noted
Branch #1
from
to
Areas
total area
inlet
time
pipe
time
totalv.
time
I
Cc
Q
sloe
size.
V, full
Length
Segment
Flow time
inlets
acre
min
min
min
in/hr
cfs
ft/ft
in ,,
ft/sec
ft
min
L'I
L2
1
0.29
5
0
5
7.5
0.95
2.066
0.002
13
2.2943
100
0.73
L2
L3
2
0.55
5
0.726
5.73
7.5
0.95
3.919
0.002:
e16
2.6924
105
0.65
L3
L4
3
0.88
5
1.376
6.38
7.5
0.95
6.27
0.002:
19
3.03
125:i
0.69
L4
L5
4
1.01
5
2.064
7.0644
7.5
0.95
7.196
0.002
2�0
3.13
160
0.85
L5
L6
5
0.13
5
2.915
7.92
7.5
0.95
0.926
0.002
9
1.88
55
0.49
L6
L7
6
1.46
5
3.403
8.40
7.5
0.95
10.4
0.002.,;,l.,24
3.44
170
0.82
L7
MH
7
1.63
5
4.228
9.23
7.5
0.95
11.61
0.002
24.50
3.53
40
0.19
Branch #2
from
to
Areas
total area
inlet
time
pipe
I time
total
time
[
I Cc
Q
sloe
:size°
V, full
I Len gth
Segment
blow time
inlets
acre
min
min
min
in/hr
cfs
ft/ft
in
ft/sec
ft
min
L1
L2
1
0.28
5
0
5
7.5
0.95
1.995
0.002
' 13
2.27
92
0.67
L2
L3
1
0.58
5
0.674
5.6742
7.5
0.95
4.133
0.002
: 17
2.73
100
0.61
1-3
1-4
3
0.88
5
1.285
6.29
7.5
0.95
6.27
0.002
' 19
3.03
95
0.52
L4
L5
4
1.17
5
1.808
6.8079
7.5
0.95
8.336
0.002
, .i; 22
3.25
172
0.88
L5
L6
5
1.45
5
2.69
7.69
7.5
0.95
10.33
0.002
23
3.43
100
0.49
L6
L7
6
1.71
5
3.175
8.18
7.5
0.95
:1.2.1.8
0.002
.25
3.58
105
0.49
L7
MH
7
2.04
5
3.665
8.66
7.5
0.95
14.54
0.002
27
3.74
120
0.54
Main Line
from
to
Areas
total area
inlet
time
pipe
time
total
time
I
Cc
Q
slope
,s'i�c�°�
V, full
Length
Segment
Flow time
inlets
acre
min
min
min
in/hr
cfs
ft/ft
in
ft/sec
ft
min
MH joutlet 1 141 3.67
0
4.42
9.421 7.51
0.95 26.15
0.0015
`.: '%:351
3.88481
560
2.40

Albemarle Plantation Pipe Sizing W29/2005
Village Square Southwestern Block
Determine pipe size for southwestern block.
n = 0.{}12
I = 7.5 in/hr
Cc = varies
s = 0.002 , unless otherwise noted
Branch #1
from
to
Areas
total area
inlet
time
pipe
time
total,
time
I
Cc
Q
sloe
:,size.
V, full
Len nth
Segment
Flow time
inlets
acre
min
min
min
in/hr)
I (cfs
ft/ft
in)
(ft/sec)
(ft
min
Ll
L2
1
0.34
5
0
5
7.5
0.5
1.275
0.002
�� .1 '1
2.03
230
1.89
L2
L3
2
0.84
5
1.89
6.89
7.5
0.57
3.591
0.002
, . 16
2.63
190
1.20
1-3
M 1
3
1.09
5
3.09
8.09
7.5
0.59
4.823
0.002:`''
18
2.84
206
1.21
Branch #2
from
to
Areas
total area
inlet
time
pipe
time
total
time
I
Cc
Q
slope
:'size
V, full
Length
Segment
Flow time
inlets
acre
min
min
min
in/hr
cfs
ft/ft
in
ft/sec
ft
in
LI
L2
1
0.33
5
0
5
7.5
0.9
2.228
0,0021
13
1 2.34
135
0.96
L2
L3
2
0.9
5
0.96
5.96
7.5
0.93
6.278
0.002
19
3.03
117
0.64
L3
M2
3
L29
5
1.61
6.61
7.5
0.9
8.708
0.002
22
3.29
165
0.84
Branch #3
inlet
pipe
total
Segment
from
to
Areas
total area
time
time
time
1
Cc
Q
slope
;'size;
V, full
Len Lth
Flow time
inlets
acre
min
min
min
in/hr)
I (cfs
ft/ft
in
ft/sec
ft
ntin
1_1
L2
1
0.25
5
0
5
7.5
0.9
1.688
0.002
' "`12
$
175
1.34
L2
L3
2
0.59
5
1.34
6.34
7.5
0.74
3.275
0.002
`' 15
1
2.572.1
200
1.29
L3
ML
3
1
5
2.63
7.63
7.5
0.77
5.775
0.002
,+• :1
2.97
75
0.42
Main Line
from
to
Areas
total area
inlet
time
pipe
time
total
time
I
Cc
Q
sloe
size,
V, lull
Length
Segment
Flow time
inlets
acre
min
min
min
in/hr
cfs
ft/ft
in '
ft/sec)
I (ft
min
M1
M2
4
1.51
5
4.30
9.2979
7.5
0.64
7.248
0.002
",:21
3.1399
140
0.74
M2
ML
8
3.24
5
5.04
10.04
7.5
0.75
18.23
0.002
29
3.95
160
0.67
ML
outlet
11
4.24
0
5.72
5.72
7.5
0.75
23.85
0.002
i'' ..32
4.23
70
028

Albemarle Plantation Pipe Sizing 9/29/2005
Village Square Southeastern Block
Determine pipe size for south eastern block
n = 0.0 120
I = 7.5 in/hr
C = 0.95
s = 0.002 , unless otherwise noted
Branch #11
from
to
Areas
I total area
inlet
I time
pipe
time
total
time
I I
I Cc
Q
Slope
I `'size J
V, full
I Len gth
Segment
Flow time
inlets
acre
min
min
min
in/hr
cfs
ft/ft
in
ft/sec
ft
min
Ll
L2
1
0.33
5
0
5
7.5
0.95
2.351
0.002
' 3 13
2.3696
105
0.74
L2
L3
2
0.59
5
0.739
5.74
7.5
0.95
4.204
0.002
17
2.7401
100
0.61
L3
L4
3
0.88
5
1.347
6.35
7.5
0.95
6.27
0.002
1,19
3.03
175
0.96
LA
L5
4
1.16
5
2.31
7.31
7.5
0.95
8.265
0.002
1 122
3.24
92
0.47
L5
Lb
5
1.46
5
2.783
7.78
7.5
0.95
10.4
0.002
24
3.44
100
0.48
L6
L7
6
1.76
5
3.267
8.27
7.5
0.95
12.54
0.0021
2S
3.60
95
0.44
L7
M H
7
2.05
5
3.707
8.71
7.5
0.95
14.61
0.002
.27
3.74
55
0.25
Branch #2
from
to
Areas
total area
inlet
time
pipe
time
total
time
I
Cc
Q
sloe
size.
V, full
Length
Segment
Flow time
inlets
acre
min
min
min
in/hr
cfs
ft/ft
in
ft/sec
ft
min
Ll
L2
1
0.13
5
0
5
7.5
0.95
0.926
0.002
9
1.88
160
1.42
L2
L3
1
0.26
5
1.42
6.4205
7.5
0.95
1.853
0.002
":12
2.23
55
0.41
L3
L4
3
0.58
5
1.831
6.83
7.5
0.95
4.133
0.002
17
2.73
170
1.04
LA
L5
4
0.75
5
2.87
7.8695
7.5
0.95
5.344
0.002
1:?`'18
2.91
120
0.69
L5
L6
5
1.08
5
3.557
8.56
7.5
0.95
7.695
0.002,
21
3.19
105
0.55
L6
L7
b
1.34
5
4.106
9. I l
7.5
0.95
9.548
0.002
, .,! 23
3.36
100
0.50
L7
MH
7
1.62
5
4.601
9.60
7.5
095
11.54
0.002
.24
3.53
165
0.78
Main Line
from
to
Areas
total area
inlet
time
pipe
time
total
time
I
Cc
Q
sloe
-size
V, full
Length,
Segment
Flow time
inlets
acre
min
min
min
in/hr
cfs
ft/ft
in `:
ft/sec
ft
min
MF-I joutlet 1 141 3.671 01 5.381 10.381 7.51 0.95126.151 0.0021 331 4.32731 501
0.19

;1 .: -� 16)' VN".
FINANCIAL RESPONSIBILITY/OWNERS HIP. FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate a 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. Jotebnof
Environment, Health, andNatural Resources. (please type or pint and
not applicable, place NIA in the blank).
PART A.
Project Name: Albemarle Plantation - Village Square
SEP 2 6 2005
II
�•� � LEP 3 Z005 _...-
wASH4NGiON RLG10;gkl Gr
2. Location of land -disturbing activity: County Perquimans
Cityor Township Bethel , and Highway/Street Holiday Lane (NCSR 1429)
3. Approximate date land -disturbing activity will be commenced: October 2005
4
Purpose of development (residential, commercial, industrial, etc Commercial
5. Total acreage disturbed or uncovered ( including off -site borrow and waste areas):
26.48 acres
6. Amount of fee enclosed $ 1350
7. Has an erosion and sedimentation control plan been filed? Yes No X
8. Person to contact should sediment control issues arise during land -disturbing activity
Name: Woody Perry [phone]
9. Landowner(s) of Record (Use blank page to list additional owners):
H.P.B. Enterprises SEE ATTACHED FOR ADDITIONAL
Name(s)
201 Ocean Hwy. S.
Current Mailing Address Current Street Address
Hertford NC 27944
City State Zip City State Zip
10, Recorded in Deed Book No 125 Page No. 146
PART B.
1. Person(s) or firm who are financially responsible for this land -disturbing activity
(use a blank page to list additional persons or firms):
H.P.B. Enterprises
Name of Person(s) or Firm(s)
201 Ocean Hwy S.
Mailing Address Street Address
Hertford NC 27944
City State Zip
[phone]
Telephone
City State Zip
Telephone

PE2
UI��`j
2. (a) If this Financially Responsible Party is not a resident of North Carolina
name and address of a North Carolina Agent 2005 "
' a
Name
LAaN!D ®UALIV'HCI1U'�
Mailing Address
City State Zip
Telephone
Street Address
City State Zip
Telephone
(a) If this 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
H PP-�- En4-r-r 0Ci4r'S
Name `
A0 1 5 .
Mailing Add ss ��� ^^ Street Address
City state zip. City
14au- tad
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 attomey-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 information should there be any change in the information
provided herein.
Type or print name
Signature
Skate Zip
Pn(�,,- . .
Title or Authority
Date
I, }�a C CC I i 't N _ , a Notary Public of theCounty of�
State of North Carolina, hereby certify that [� j 1,�]bd d 4 . PQ ✓ r
appeared personally before me this day and being duly sworn acknowledged that the
above form was executed by him
Witnesses my hand and notoriai seal, this (-o" day of )20 Q `7
Seal Notary
My Commision Expires 00 �p � �02!3

i , -
List of Additional Land Owners Within Project Limits
Landowner(s) of Record (Use blank page to list additional owners):
Congregational Development Foundation, Inc.
Name(s)
1307 Glenwood Ave.
Current Mailing Address
Raleigh NC 27605
City State Zip
D.B. .212 Page: 117
Gossman, F. Joseph Bishop of The Roman Catholic Diocese
Name(s)
715 Nazareth St.
Current Mailing Address
Raleigh NC 27605
City State Zip
D.B. 212 Page: 122
i FSEP 2 3 2005 I
IAND .L1T(SfCifJPd
WASNii`4I.;TON REGIONAL OFHCE i