SW7020207_HISTORICAL FILE_20020405

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

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PAGE 01
4417 N. Croatan tiwy. m PO, Uox 1066 ■ Kitty Hawk. NC: 27949
252-261-3266 0 Fax:[phone] m E,mail: bpq-inc(0in1erpath.com

04/05/2002 15:5 2522611760
i
BPG ING
PAGE 02
2, If this aldicittionits being submitted as a result of a renewal or modification to an existing permit, list the
oxiating r nit number SW7990422 and its issue date (if known)
3. Specify type of project (check one):
Low Itrisity X High Density Redevelop. General Permit Other
4- Additiona Project Requirements (check applicable blanks):
CAN A Major X Sediracritation/lErosion Control 404/401 Pernik NPDES Stour
inforimmi an required state permit can be obtained by contacting the Customer Service, Center at
1-877-62 4748
Ill. PROJEC11' 114FORMATION
I. In the spate provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to tw P pages) describing stormwater management for the project.
Storn water runoff from all inl trvious surfaces will flow overland into vegetative filters
that ill conveyflow, throw a velocitydissa ater into the wet detention basin
2. Stormwate r runoff from this project drains to the Minxes Creek/ Albemarle Sound River basin.
3. Total Proji 4t Area. 146.93 acres 4_ Project Built Upon Area: 55.10016
5. How many drainage areas does the project have? 2
6. Complete I he following information for each drainage area. if there are more than, two drainage areas in the project,
attach an a Iditional shot with the information for each area provided in the same Format as below,
e Area 2
Receiving tream Name
Minus Creek
Minxes Creek
Receiving tmam Class
SC
SC
Drainage rea
6.95 ac.
5.78 ac_
Existin I pervious' Area
0
0
Fro sed i pervious' Area
3.41 ac.
4.92 ac.
% Im Area (total)
49.06°l0
85.12%
i
9tnMame Jiro
Prospa 1
drat a Area 2
Future, 4n- ite 9uildin
42691 sf or .98 ac.
14,400 ar .33 ac_
On -Site S is
88347 sf or 2.03 ac.
14,760 sf or .34 ac.
On -Site P lag
included above
included above
Other On- to (gravel drivt9/araa)
17,538 sf or .40 ac.
t 84,995 sf or 4.25 ac.
�=5ite
0
0
% IM ervi s• Area (total)
148,576 sf or 3.41 ac,
214,145 sf or 4.92 ac,
*Impervio area is dOned as the built upon area including, but ppt limited to, buildings, roads, parking areas,
aidewpflu,,ravel areas, etc. (See associated calculations for a detailed description of the proposed 'impervious areas)
Form SWU•10t Version 3,99 Pagc 2 of 4

04105/2032 15: 5
• 9�71
2522611760
BPG INC
Albemarle Plantation Commercial Tract High Density Stormwater Calculations
PAGE 03
4/5/2002
11➢toiainrater
Omen StormrArea
StormnwaretM
Tots! D�
On-site Drain
Off -Site Drai
Total Drainag
Sof * Report
tat Calealations
1.0 im rainfall event
15A NG4C 2X.1005 3(b)
12.73 ac.
0 ac.
12.73 ac.
Soil Type' Roanoke
lnflltrat on Rat ' (11R) .6-2.0 in/hr.
Seasonal High Water Table Elev,"' 1.5 fr_ below existi►vggrrtde
*Taken from th Soil Survey Manual, U.S. Dept. of Agriculture
*"Data taken m On -Site Field Investigation
Rational MedJ Runoff Coefficients
Type of Surfa
e
C Facto
For all watertighlroof
surfaces
0,75
to
0,95
halt pav
Famoderiately
ants
0-80
to
0.95
Fcrete ps
mants
0.70
to
C.90
Fvel pave
nts
0.35
to
0.70
Ene ave
ant
0.15
to
0.25
Tne pe
t
0.25
to
0.60
';Forpervious
ails (heavy)
0.40
to
- 0.65
'pervious
ails, with turf
0.30
to
0.55
'htly pe
us Solis
0.15
to
0.40
'htly pe
s soils, with turf
0,10
to
0.30
'derately
rvious soils
0,05
to
0.20
'For moderately
kervious soils,w/ turf
0.00
to
0.10
-1-or slopes Tro I W to lI/a
Too # of Drm Imam 111mins
2
Drainage Basin ea 01
6.95 ac.
Drainage Basin Area #2
5.78 ac.
12.73 ac.
erifptiotr
Arta
FT'
Factor
®
Adj_ Imperviam
Area (FT 2)
Gravel !trkina & Drives
125 765
1.00
125.765
Off! Building11891
1.00
11,891
Maint Hance Yard
50,585
1:00
50,585
Storafwe Buildings-
30,800
1.00
30,800
Conc to Sidewalk
2,000
1.00
2,000
Mainten rice Buildings*
14,400
1,00
14,400
Gravel RN oat Storage Area
134,400
1.00
134 400
Proposea an Future ueveiopment
Imperrio Cu eragrr Total 369,841
AdjrctW] ima Coverap Total
369,841
2.89 ac.
0,27 ac.
1.16 ac_
0,71 ac.
0.05 ac.
0.33 ac_
3.09 ac.
8.49 ac.
8,49 ac.

04/05/2002 15: 5
. I • 3471 lJ
2522611760
BPG INC
Albemarle Plantation Commercial Tract Higd Density Storkbwater Calculations
PAGE 04
4/5/2002
Total Project A
ra (0 Z)
�
Calculated 1
rvious Coverage
554,519
369,$41
12.73 ac.
8.49
Percent imperil
►usq)
C6-7 ✓
ac.
%
Rv = .05+ .00
(I)
0.65
Required Fond
otuMC (ft3) (PV) = (l'y12")xR , xl)A t
0 p49
fi a
Proposed Pond
Depth
4.0
Use S-41DA Tall
le for 65%a TSS Removal for a basin depth of 4')
SA/IM
4.1 %
by interpolation
Pout Area Req
fired (SA) = DA x SA/DA
<35
ft Y
Surface Area
ided @ Permanent Pool Elevation (SA OD
25 225
ft z
Surface Area
ided }Surface Area Req'd
YES
Existing Grou
Elevation (approx.)
11.0
fr. mull
Permanent Pool
Elevation (approx.)
9.5
ft, mil
Depth of TeMpi
rapy Pool Storage (PV/Sa 0)
1.16
ft. mst
Temporary Pooli
Elevation (approx)
10.0
fr.
Proposed Temp
wary Pool Stu face Ama (&1 �)
30,357
ft 2
Proposed Basin
Atom Elevation (TPo,„)
0.00
ft. msl
Total Storage V
fume Provided (SV)
30,050
ft 3
Storage Volume
vided>StorageVolumBReq'd
YES
Faftboy Cal
Otis
Volume Provid
@a Permanent Pool Elevation (V�)
86,202
ft z
Fombay lrolurne
equired = (15% of Perm. Pool Elevation) =
12,930
fr z
Forebay Volume�^rauided
. = (@ 3' Depth)--
Z2 822
fr
Drr' dmm Cai�tttiona
()*.wda,.. = (Sv eriod of Time)
Total Storage Va
Provided
30,050 ft 3
224,790
gal.
Q=11.79dahi
h = 112 of the sin
'c head measured from the temp, pool elevation to the cl of the oriflce
Q 2r -
0:174 cfs
78.08
8PM
Q M.y =
0.070 eft
31.23
vrn
Calculate a 2"4di�erer
orifice
Q=
47.16
gpm
Is the drawdod
between 2-S days
YES
Drawdown Pe
4766.53
min.
Drawdown Pe
3.31
days
Drawdown Pes
K 5 days
OX
Additional Sidra" Calculations
Hadn
. olume (PV)
Infiltration Swale(SW)
Area ofPon
Temp. Pools (sf) 30,357
Avg.Depth (in.) = 18
Area of Pond
Top of Slope = (sf) 32,708
Length (11) = 5010
Average Poo
Arca = Sum/2 (ft.) 31,533
Flow Area (ft)a 6.75
Average P
1 Depth = (ft-) 0.34
Volume (lt 3) = 33,K1,7.5
Sto ..
,- Volume
(Avg. Pool Are
"Pool De th W = 10 721
Additional Stn
ge Prorldvd ( ) 44,539
1.48 in. na 409 event

3471 Albemarle Plantation Commercial Tract High Density Stormwater Calculations 1/21/2002
Total Project Arecr (Jt ') 1 Z .7 7
554,316
Calculated Impervious Coverage
Percent Impeivioits(1) � • �.
305,291
55.1
Ry _ ' Ost .DOQ� `S
Rv = .05+ .009(1)
0.55
Required Pond Volume (ft3) (1'V) _ (1 "112")vR "xDA 1 1
25,207
Proposed Pond Depth 6 i - j3)(0103) (0(43 %')
4.0
Use SA/DA Table ft)r 85% T.S.S Removal for a basin depth. of 4')
SAI DA
3.4 %
Pond Area Required (SA) = DA x .SA/DA 0 jacr-
18,847
SatfaceAi-ea Provided @ Penrratietit Pool Elevcrtioti (SA,n) 4?K
25,825
Stuface Area Provided>StufaceArea Req'd YES
Existing Ground Elevation (approx.)
11.0
Permanent Pool Elevation (approx.)
9.5
Depth of Temporary Pool Storage (I'VISa pp)
0.98
T empormy foot Elevation. (approx.) .r
10.0
Proposed Temporary Pool Stu face Area (SA ,v) 30,357
Proposed Basin Bottom Elevation (77-'ere,.)
0.00
Total Storage Volume Provided (SV)
28,091
StorugeVolttme Provided>Storage Volume Req'd
YES
Forebay Calculations
12.73 ac.
7.01 tic.
ft 3 30 0*3 -Ff; ( ( ,VOL)
ji.
by interpolation 5 a,
It z
ft2 =
A msl
ft. »rsl
ntsl
ft.
2 5A- IWOV
t
fi. msl
Ir 3 h q'ej
'r 7W 31b v '
Sur face Area Provided a Permanent Pool Elevation (SA PP)
25,825
ft z
Forebay Volume Required = (20% of Perm.
Pool Elevation) -
5,165
f't 2
Forebay Volume Provided = (c@i 3'Depth)
y%
12,822
ft 2
Drawdown Calculations
Qd,a.d..,, _ (SV/Period of Time)
Total .Storage Volume Provider!
28,091 ft s
210,135
gal.
Q=11.79dzh112
h = 112 of the static !read, measured from the temp. pool elevation to the cl of the orifice
Q zr!«v =
0.163 cfs
72.99
8em
Q 5,try =
0.065 cfs
29.20
gpin
Calculate a 2" diameter orifice
Q=
47.16
gpnr
Is the drawdown period between 2-5 days
YES
Drawdown Period
4455.79
min.
Drawdown Period
3.09
clays
Drawdown Period is < 5 days
Q.K.
Additional Storage Calculations
Basin Volume (PV)
Infiltration Swale(SW)
Area of Pond Temp. Pool = (s1)
30,357
Avg.Depth (in.) = 18
Area of Pond Top of Siope = (st)
32,708
Length (U.) = 5010
Average Pool Area = Sum/2 (ft.)
31,533
Flow Area (ft'") = 6.75
Average Pool Depth = (ft.)
0.5
Volume (ft i) = 33,817.5
Storage Volume
(Avg. Pool Area * Pool Depth)(ft)=
15,766
Additional Storage Provided (ft) =
49,584
1.97 in. rainfall event
3 d 3s 7 Vb/
?"-I-

3471 Albemarle Plantation Commercial Tract High Density Stormwater Calculations
1 j2ll2002
Stormwater Management Calculations
Design Storm Event 1.0 in. rainfall event
Stormwater Management 15A NCAC 2H.1005 3(b)
Total Drainage Area
On -site Drainage Area 12.73 ac.
Off -Site Drainage Area •0 ac.
Total Drainage Area 12.73 ac.
Soils Report Data
Soil Type* Roanoke
Infiltration Rate' (IR) .6-2.0 in/hr.
Seasonal High Water Table Elev."* 1.5 f. below existing grade
*Taken from the Soil Survey Manual, U.S. Dept. ofAgriculture
**Data taken from On -Site Field Investigation
Rational Method Runoff Coefficients
TYPe of Surface
C Factor
For all watertight roof surfaces
0.75
to
0.95
For asphalt pavements
0.80
to
0.95
For concrete pavements
0.70
to
0.90
For gravel pavements
0.35
to
0.70
Eco-Stone pavement
0.15
to
0.25
Turfstone pavement
0.25
to
0.60
'For impervious soils (heavy)
0.40
to
0.65
'For impervious soils, with turf
0.30
to
0.55
*For slightly pervious soils
0.15
to
0.40
'For slightly pervious soils, with turf
0.10
to
0.30
'For moderately pervious soils
0.05
to
0.20
*For moderately pervious soils,wl turf
0.00
to
0A0
F-or slopes from 1 uio to �e io
Total # of Drainage Basins
Drainage Basin Area #1
Drainage Basin Area #2
2
6.95 ac. 3 3 a.e,
5.78 ac.
Description
Area
(FT z)
Factor
OO
Adj.Impervioas
Area (FT 1 }
Gravel Parking & Drives
125,765
0.70
88,036
Office Building
11,891
0.95
11,296
Maintenance Yard
50,585
0.70
35,410
Storage Buildings
30,800
0.95
29,260
Concrete Sidewalk
2,000
0.90
1,800
Maintenance Buildin s"
14,400
0.95
13,680
Gravel RN Boat Storage Area
134,400
0.70
94,080
On -site Green Area
158,650
0.20
31,730
Pond Surface Area
1 25,825
0.00
0
w f✓roposeo and ruture uevelopment
Impervious Coverage Total 554,316
Adjusted Impervious Coverage Total
3x9W(849 &C-)
305,291
RECE16
ED
v
FBA V1 2002
DWQ-WARD
2.02
ac.
0.26
ac.
0.81
ac.
0.67
ac.
0.04
ac.
0.31
ac.
2.16
ac.
0.73
ac.
see calculation below
12.73 ac.
7.01 ac.

ALBEMARLE PLANTATION
COMMERCIAL PHASE
BETHEL TOWNSHIP-PERQUIMANS COUNTY, NORTH CAROLINA
RECEIVED
NOTES & SUPPORTING CALCULATIONS ,
FEBr 1 '`2002
1. A. Project Name:
B. Developer:
C. Project Description:
D. Nearest Receiving Stream:
E. Classification of
Water Bodies:
F. Project Area:
Albemarle Plantation
Commercial Phase
1-111'13 Enterprises
c/o Mr. Elwood Perry
One Plantation Drive
Hertford, N.C. 27944
252-426-4653
DWQ-WARO
Roadway and Drainage
Infrastructure Improvements
Minzes Creek/Albemarle Sound
SC
6,400,376 ft.2 (146.93 ac.)
G. Proposed Impervious Coverage:
Gravel Parking & Drives =
Concrete Sidewalks =
Maintenance Yard =
Office Building =
Maintenance Buildings* —
Gravel R/V Boat Storage* —
Storage Buildings =
* includes all proposed and future development
Total Impervious Coverage:
125,765 ft.2 = 2.88 ac.
2,000 ft.2 = .04 ac.
50,585 ft.2 = .81 ac.
11,891 ft.2 = .27 ac.
14,400 ft.2 = .31 ac.
134,400 ft.2 = 2.16ac.
30,800 ft.2 = .67 ac.
369,841 ft.2 = 8.49 ac.
H. %o Impervious Coverage: 5 5. 1 %, (see cales.)

Stormwater Management Narrative:
RECEIVE®
FEB S"
- 2002
The following is a modification of the previously approved NCDENR Stormwater permit No.
SW7990422 for the Albemarle Plantation Commercial Phase. The proposed modification
provides for the addition of a U-Store-It Complex in conjunction with supplemental RN Boat
Storage area and improved Maintenance Facility. This project primarily consists of the
construction of gravel roadway and drainage infrastructure improvements to service the
development of the proposed office, storage complex and maintenance facility. The site is
located along Holiday Island Road (S.R. 1429), within the Albemarle Plantation residential
development, in Bethel Township, Perquimans County, North Carolina. The site is located
across the intersection of S.R. 1429 and S.R. 1347.
Site soils are mainly composed of Roanoke silty loams described as nearly level, poorly
drained surface soils over a loamy or clayey subsoil (as per Currituck County Soil Survey
Manual dated 1979). A site visit on 6/11/99 provided inconclusive evidence on the location
of the seasonal high water table. Soil borings sampled produced heavy clay layer, to a depth
of 52" plus, with no evidence of groundwater. This may be attributed to the inability for the
groundwater to penetrate the heavy clay layer located in the location of the proposed pond.
Therefore, a soil boring that was taken on 418I99, producing a water table depth of 18" from
the existing ground surface will be utilized for the approximate seasonal high water table,
(the location of the boring was in the proximity of the existing ditch running perpendicular to
the southern boundary line).
The site can be described as nearly level with existing drainage ditches located along the
northern and southern boundary lines. The site has recently been cleared and graded to
serve the future construction. Drainage swales have been constructed along the access road
to the site to serve as temporary stormwater measures for runoff from all impervious
surfaces.
All development 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
runoff applicable to development of land for residential, commercial, industrial, or institutional
uses. The developmental activities as described above have been designed in compliance
with the requirements as set forth in stormwater management within coastal counties Rule
.1005, section 3, subparagraph B:
W Control systems must be infiltration systems, wet detention ponds, or alternative
stormwater management control systems designed in accordance with Rule .1008;
(ii) Control systems must be designed to control runoff from all surface generated by
one inch of rainfall.

II. Stormwater Management Narrative (con't):
Stormwater runoff from all impervious surfaces will sheet flow into roadway swales before
eventually routed and discharged into the proposed stormwater detention pond. The
proposed swales consist mainly of broad, shallow, vegetative filters constructed with
approximately 3:1 side slopes. Longitudinal slopes are kept relatively flat, (0.1 % - 0.2%
slope), to provide for low velocity flow, thereby aiding infiltration and sediment removal.
Enhanced removal efficiency from stormwater runoff will be achieved through a minimum
filtration length of 100 feet before being deposited into the detention pond.
Vegetative filters have been designed in accordance with the "vegetative filter" definition
defined in Rule .1002 of Subchapter 2H Procedures for Permits: Approvals, Stormwater
Management Rules, September 1, 1995.
The site has been divided into (2) drainage basins to clearly define the path of the
stormwater runoff (please refer to plan sheet 3471comml for the delineation of the proposed
drainage basins).
Basin # 1 (Proposed Residence and Gravel Drive)
The 6.95 acre area delineated as Basin #1 of the Commercial Phase consists of the
following: proposed construction of gravel drives and parking with associated drainage
infrastructure to serve the development of a proposed office building and U-Store-It
Complex.
To manage stormwater runoff from the proposed roadway and building construction, rainfall
will sheet flow from the proposed impervious surfaces to the roadway and parking lot perimeter
drainage swales. Stormwater runoff will gravity flow primarily to the north, (see drainage flow areas for
detailed routing on plan sheet 3471comml), whereupon it will connect with an adjacent drainage swale,
by way of HDPE poly culverts, bordering the proposed commercial development drive. Stormwater will
drain through this swale section in an easterly direction until it is deposited through a flow control baffle
measure into the stormwater detention basin, (reference drawing 3471comml & 2 for detailed drainage
flow and detail sections). The remaining portion of runoff will be conveyed through the commercial drive
along the southern portion of the site. Drainage will be channeled, through several culvert pipes, in an
easterly direction prior to being transmitted in a northerly direction within the roadway drainage swale
network. Runoff will finally be conveyed across the commercial drives and into the wet detention basin
by way of a flow baffle control measure, (see drainage flow areas for detailed routing on plan sheet
3471comml).
Basin # 2 (Proposed Gravel Parking & Drive
The 5.78 acre area delineated as Basin #2 of the Commercial Phase is comprised of the
construction of a of gravel drives with associated drainage infrastructure to serve the
development of the RN Boat Storage Complex in conjunction with the proposed
Maintenance Facility.
To manage stormwater runoff from the proposed commercial development, rainfall will sheet flow
from all proposed impervious surfaces to the perimeter drainage swales located along the north
and south sides of the proposed development. Stormwater runoff will gravity flow to the west,
whereupon it will change direction and flow in a northerly direction, through several poly culvert
pipes, until it is deposited through a flow control baffle measure into the proposed stormwater
detention basin, (see drainage flow areas for detailed routing on plan sheet 3471comml).

Stormwater Management Narrative (con't):
Stormwater runoff from all impervious surfaces will be collected and conveyed into a wet
detention basin. The following details the design of the wet detention basin:
1) Designed with a temporary pool designed to detain the runoff volume from the
first inch of rain over all impervious surfaces.
a) Required storage from all impervious surfaces = 25,207ft2
b) Provided storage from all impervious surfaces = 28,091 ftz
2) Provision of adequate pond surface area to exceed the minimum requirements
a) Required permanent pool surface area = 18,847 ftz
b) Provided permanent pool surface area = 25,824 f:2
3) Designed for removal of 85% Total Suspended Solids,
4) Average permanent pool depth of 4 feet.
5) Provide a forebay volume equivalent to 20% of the total basin volume
a) Required forebay volume = 5,165 W
b) Provided forebay volume = 12,822 fO
6) Provide an inlet structure to minimize turbulence using baffles
7) Provide a vegetative shelf around the perimeter of the basin at a slope of 6:1
8) Provide pond side slopes of no steeper than 3:1
The following measures will be provided to control the conveyance of stormwater from the
wet detention basin:
1) Provide an outlet device for the release of the temporary pool over a period of
3 days.
2) A 4" diameter emergency drain is provided to drain the temporary pool in less
than a 24-hour time period.
3) Provide an emergency swale spillway for flood protection
4) Provide an emergency riser spillway for flood protection

I

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Perquimans County, North Carolina - Property Values
Page 1 of 1
Perquimans County, North Carolina
Property Values and Property Cards
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Name & Address Parcel Desc Values
ALBEMARLE PLANTATION Map: 2-0082-0014K Land: $13,800.00
PROPERTY Pin: Land Use:
OWNERS ASSOCIATION INC Account: 260958 Irnprv:
128 LAKESIDE DRIVE Acres: 5.26 Bldg:
HERTFORD, NC 27944 Sale Year: 2013 Total Taxable Value:
GRAHAM WHITE Sale Price: $21999
HOLIDAY LANE
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!?very Reasonable Effort has been made to assure the Accuracy of these maps and associated data, Perquimans County, North Carolina and Pearson Appraisal Assume no liability arising from use
of these Values or Data contained on this website. The values and property data is provided without warranty of any kind either expressed or implied, including, but not limited to, the implied
warrantees of merchantability and fitness for a particular purpose.
http://www.co.perquimans.nc.us/taxcards/index.php?mode=search&term=2-0082-0014K 4/26/2016

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Layers
n -
Properties
Name Value r.3 4 .:,", i
Featld 12487
PARCEL_ID 2-0082-0014K
PIN 7866-87-0462
ACCT 026095 � �. . � .,,� ft:� ,, 1� � • ^' � .,� 0;
ALBEMARLE v tie �'
NAME PLANTATION ;. + �' i" fLx
PROPERTY „" L .
ADDRESS _1 (OWNERS ASSOCIATION jr ''. �• • Y yr ':r -
ADDRESS 2 128 LAKESIDE DRIVE
c
ADDRESS_3 HERTFORD, NC 27944
DESCR GRAHAM WHITE X 1'F sriMrvr
TOWNSHIP BETHEL , .' _ i �.r
TAX_VAL 16300 ►_°� �:�1,+c �� "
LAND USE_V `� `i'+ �,1; -, •�
l }_
DEED ACRE 5.26
DATE SOLD 19870824 », •
DEED _BK_1 125
DEED—PG-1 146 .,. , „�' ; '.+ Y + y • 1 },
DEED _BK_2 310
DEED—PG-2 403I',
DEED_BK 3 411
DEED _PG_3 560;�
PLAT CAB 3
PLAT SLIDE 110 :y�r� �/ at` ,' Ty*t ` �r 'I1,
PLAT MAP 0
* �' `� 'fir' •� \'� � �} ^i���.
WILL YR E
.V
WILL FILE 0
REC DATE 20130115
http://pergimanscountygis.comhnapguide/mapviewemet/mapframe.aspx?MAPDEF NITIO... 7/3 1/2015

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http://pergimanscountygis.comlmapguide/mapviewemet/mapframe.aspx?MAPDEFINITIO... 7/31 /2015

The cwtdltww
® Hand Delivered ❑ Over-Nite Mail ❑ Faxed ❑ Mailed ❑ Office Pick -Up
DATE: January 30,2002
TO: Mr. William Moore
NCDFNR Division of Water Quality
943 Washington Sq. Mall
Washington, NC 27889
PROJECT NO.: 3471
PROJECT: Albemarle Plantation
Commercial Phase
FOR YOUR:
❑
Review
❑
Review & Comments
❑
Use
❑
Other
El
Sets Description
2 Roadway & Drainage lnfrastrueture Improvements
I Application; Calculations & Narrative
I Application lee
Comments:
if you have any comments or questions, please feel free to contact me.
Sincerely,
BISSELL PROFESSIONAL GROUP
David-M. R,
Project Man
RECEIVED
FEB -- 1 2002
DWQ-WARD
WTM
4417 N. Croatan Hwy. ■ P.O. Box 1068 ■ Kitty Hawk, NC 27949
252-261-3266 ■ Fax: [phone] ■ E-mail: [e-mail]