SW7061016_HISTORICAL FILE_20201021

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW 7D� O((,�2
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATEfJl���
YYYYM M D D

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
BRIAN WRENN
Director
NORTH CAROLINA
Environmental Quality
October 21. 2020
Beaufort County
Attention: Mr. Brian M. Alligood, Manager
121 West 3rd Street
Washington, NC 27889
Subject: Stormwater Permit Renewal
Stormwater Management Permit SV 7061016
Industrial Park, Lot 9
Beaufort County
Dear Mr. Alligood:
PV to � 0
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SV 7061016 for a stormwater treatment system consisting of
grassed swales and 3 bioretention filters serving lot 9 in the Beaufort County Industrial
Park located on Page Road, Washington, NC expires on March 28, 2021. This is a
reminder that permit renewal applications are due 180 days prior to expiration. We do
not have a record of receiving a renewal application.
Please submit a completed permit renewal application along with a $505.00 fee for
permit renewal. Permit application forms for renewal can be found on our website at:
http://degnc ov about divisions/etiergv-mineral-land-resources/etierav-mineral-land-
rules/storm�vater-program/post-construction. North Carolina General Statutes and the
Coastal Stormwater rules require that this property be covered under a stormwater
permit. Failure to maintain a permit subjects the owner to assessment of civil penalties.
If you have questions, please feel free to contact me at [phone], I will be glad to
discuss this by phone or meet with you. If you would like, I can e-mail you a copy of the
application form. You can request a copy by e-mailing me at roger. thorpe(aD,ncdenr.gov.
Sincerely,
Roger K. Thorpe
Environmental Engineer
North Carolina Department of Environmental Quality I Division of Energy, Mineral and Land Resources
J/ Washington Regional Office 1 Q43 Washington Square Mall I Washington, North Carolina :7889

SitdDavid,Associates, Inc.
P.O. /Drawer49, Earmv&, NC 27828
Tef. [phone]
Tax- [phone]
E-5wad rbmonwd4T4dinccom
March 27.2007
Mr. Al Hodge
North Carolina Division of Water Quality
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
SUBJECT:
Dear Mr. Hodge:
MAR 2 8 2007
DWQ-WARD
StormwaterPemut: SW7061016
Beaufort County Industrial Park
Lot 9 Site Development
In reference to the subject project and as follow-up to my review of prior submittals with
Mr. Bill Moore on March 27, 2007 and subsequent phone conversations, please find enclosed the
following exhibits for your review and consideration:
Two (2) sets of revised construction drawings where the following changes have
been e:
Mulch layer in bioretention areas has been changed to first 3" of depth in each
,,cell.
.ib. Planting soil layer in bioretention area 1 and 2 has been changedto_12-'.
c. Planting soil layer in bioretention area 3 has been changed_to 3535 (note that
bioretention cell has been expanded to both traffic island areas and lengthened in
the initial retention cell area to maximize surface area).
d. Loamy sand (higher infiltration rate) is shown in bioretention cell details from
proposed planting soil layer to bottom of cells. P
e. ottom elevations of bioretention cells reflects a seasonal high water table
elevation of 25.5'.
f. Clean -outs have been changed to 6" diameter where tops have been changed to
landscape drop inlet grates.
t/`• e (1) copy of cover sheets for the three (3) `Bioretention Basin Supplement"
sheets. Sheets reflect changes made to bioretention cell details shown on sheet 12 of
plans -to include actual storage provided in planting soil (12" in cells 1 and 2, and
1.35'cell 3), basin dimensions and corrected seasonal high water table elevation.
3 Reference sheet 12 of plans, the table provided reflects 1" storage requirements and
shows
/ corrected storage provided based on revised bioretention cell details.
�4 Reference sheet 12 of plans, bioretention cell details have been revised to reflect new
elevations to provide storage to meet the 1" rainfall requirement.
beau(Iot9dwq-sw-pemn ub-hodge-Itr-070327
1 3/27/2007

Reference sheet 12 of plans, the revised table depicts storage provided in bioretention
cells summarized as follows:
Bioretention Cell
Storage Provided
1
3,850 cf
2
3,300 cf
3
3,400 cf
Thank you for your prompt assistance and to Mr. Bill Moore for his time and effort to
review changes with me in person. Please advise as I may provide any additional information for
your review.
Sincerely,
McDAVID ASSOCIATES, INC.
Richard B. Moore, P.E.
Farmville Office
Enclosures
114 I
beauf-lot9dwq-sw-peen-sub-hodge-Itr-070327
2 3/27/2007

1._1_1`If=U
MAR 16 2007
®WQ-WARO
GEOTECHNICAL ENGINEERING REPORT
QUICK START II INDUSTRIAL FACILITY
BEAUFORT COUNTY, NORTH CAROLINA
TERRACON JOB NO.72065056
August 3, 2006
Prepared for:
BEAUFORT COUNTY ECONOMIC DEVELOPMENT COMMISSION
Washington, North Carolina
Prepared by:
I rer
111-C West Fire Tower Road
Wintervllle, North Carolina 28590
[phone]

August 3, 2006
Beaufort County Economic Development Commission
705 Page Road
Washington, North Carolina 27889
Attention: Mr, Tom Thompson
Director
Subject: Report of Geotechnical Services
Quick Start II Industrial Facility
Page Road
Washington, North Carolina
Terracon Project No. 72065056
Dear Mr. Thompson:
1 rerrac®n
Consulting Engineers 8. Scientists
Terracon Consultants, Inc.
111-C West Fire Tower Road
Wlnlervllle, North Carolina 28590
Phone [phone]
Fax [phone]
www.terracon.com
Terracon Consultants, Inc. Is pleased to present this Geotechnical Engineering Report for
the proposed Quick Start II Industrial Facility in Beaufort County, North Carolina. Our
services were provided In accordance with Terracon Proposal No. P6-095-72 dated June 26,
2006. Findings, conclusions and recommendations given in this report are subject to the
General Comments and limitations presented In the report.
Please contact us if you have any questions or comments regarding this report. We are
available to discuss our recommendations with you and to provide additional services as
necessary during the final design and construction phases of this project. We have enjoyed
assisting you and look forward to serving as your consultant on the remainder of this project
and future projects. _.tool
Sincerely,
TE RA ON CONSULTANTS SEAL52
161
0)'ao'-
Barney C. Hale, PE Carl F. Bonner, P.E. ;FnraIDt�.+
Principal Greenville Office Manager
Registered, North Carolina 11285 Registered, North Carolina 16252 g-;-700(.
Attachments
Delivering Success for Clients and Employees Since 1965
Mora Than 70 Offlcas Nationwide

TABLE OF CONTENTS
INTRODUCTION
1
PROJECT DESCRIPTION -------------- --- —---- —------------ -- ------- —-------- ---- -------- —1
SITE EXPLORATION PROCEDURES -------------- ------------ -------- -------------- ------------- 1
Field
SITE CONDITIONS -- --- ---------- — -------------2
SUBSURFACE CONDITIONS ----------- ------ - ---- 2
Regional Geology- — ----
----2
Subsurface Soil Conditions
--2
Groundwater Conditions --
Seismic Site Classification---
---3
ENGINEERING RECOMMENDATIONS ---- ------ ----•-----------•----•------•-•-----3
Geotechnical Considerations
3
Shallow Foundations — ---
— 4
Timber Piles- — --
---- 5
Slabs --- —
7
Retaining Walls -- ---- -
7
Site Preparation --
-9
Excavations
10
Earthwork —
10
Pavements—
—10
LIMITATIONS
Subsurface Exploration and Conditions
Gectechnical Comments --•
APPENDIX A
Site Location Plan
Boring Location Plan
Boring Logs
APPENDIX B
General Notes
Unified Soil Classification System
12
12
12

GEOTECHNICAL ENGINEERING REPORT
QUICK START 11 INDUSTRIAL FACILITY
BEAUFORT COUNTY, NORTH CAROLINA
TERRACON PROJECT NUMBER 72065056
August 3, 2006
INTRODUCTION
The subsurface exploration for the proposed Quick Start II Industrial Facility In Beaufort
County, North Carolina has been completed. Eight soil borings were performed at the
project site. Individual boring logs and a Boring Location Plan are Included with this report.
The purpose of this geotechnical study was to explore the general subsurface conditions at
the project site and to evaluate these conditions with respect to the design and construction
of earthwork foundations floor slabs and pavements for the protect. Our scope o services
Included drilling soil test borings, performing engineering analyses and preparing this report
of our findings and recommendations.
PROJECT INFORMATION
This report is based on our understanding of the project from our telephone conversations
with Mr. Bill Gwlnn of Inner Banks Architecture, PA and our review of a site plan provided to
us by Mr. Gwinn.
The project Includes the construction of an industrial building shell, including the floor slab,
with associated paving, loading dock and entrance roads. The project will be located on Lot
9 of the Beaufort County Industrial Park.
We understand that the building consists of a single story, steel framed metal building on a
concrete slab on grade. The building will be approximately 49,500 square feet with parking
available for approximately 100 cars.
Design loads for the building were not provided; however, we assume that they will be similar
to the other Quick Start Building. The proposed grades for the building were not provided,
however, we assume cut and fill depths will be minimal, less than three feet.
SITE EXPLORATION PROCEDURES
Field Exploration
In order to explore the general subsurface conditions at the project site, Terracon
subcontracted Carolina Drilling to drill 8 soil test borings to depths of 5 to 35 feet below
existing grades. The borings were advanced at the approximate locations shown on the

Quick Start 11 Industrial Facility Terracon Project No. 72065056
Beaufort County, NC August 3, 2004
Boring Location Plan in the Appendix. The number of borings and their locations were
selected by Inner Banks Architecture, PA.
The borings were located in the field by Terracon personnel by using a measuring wheel for
measuring distances and estimating right angles relative to existing site features. The
location of the borings should be considered accurate only to the degree implied by the
methods used. The soil test borings were performed by a trailer -mounted power drilling rig
utilizing rotary wash drilling procedures. Standard Penetration Tests were performed In the
soil test borings at 2.5 to 5.0 feet intervals. Terracon personnel visually classified the split -
spoon soil samples In general accordance with the Unified Soil Classification System.
Boring Logs are Included In the Appendix of this report. The stratification lines on the logs
representing changes In soil types are approximate. In -situ the transition in soil types can
occur at varying depths and more gradually. Variations in subsurface conditions can also
occur between boring locations. The elevations given on the boring logs were interpolated
from the contour lines shown on the topographic site plan provided to us.
SITE CONDITIONS
The site Is located southwest of the intersection of Page Road and Cherry Run Road (SR
1001) on Lot 9 of the Beaufort County Industrial Park. The site Is currently a soybean field.
The ground surface generally slopes gently downward toward the south.
SUBSURFACE CONDITIONS
Regional Geology
The project site is located in the Coastal Plain Physiographic Province. The Coastal Plain
consists mainly of marine sediments that were deposited during successive periods of
fluctuating sea level and moving shoreline. The soils in this province consist of sands, silts, and
clays with irregular deposits of shells, which are typical of those lain down in a shallow sloping
sea bottom. Alluvial sands, silts, and clays are typically present near rivers and creeks.
According to the 1985 Geologic Map of North Carolina, the site overlies the Yorktown
formation. This Tertiary marine formation consists primarily of fossiliferous day with varying
amounts of fine-grained sand and bluish -gray shell material commonly concentrated in
lenses.
Subsurface Soii Conditions
A cultivated soil layer 9 to 12 inches thick is present at the ground surface in the boring
locations. Sandy clay and clayey sand dominate the upper 35 feet of the soil profile although
2

Quick Start II Industrial Facility Terracon Project No. 72065056
Beaufort County, NC August 3, 2004
there are interbedded zones of fine sand between depths of 6 and 18 feet. The sails within 5
feet of the existing ground surface have medium stiff consistency as indicated by Standard
penetration test values (N-values) ranging from 4 to 8 blows per foot (bpf). Below a depth of
5 feet, the soils are soft and very loose as Indicated by N-values on the order of 2 to 4 blows
per foot. These soft / loose soils typically extend to a depth of 25 to 27 feet where stiff clay
is present. While the surface materials are not especially stiff, they do form a relatively thin
zone or "crust" of stiffer material overlying soft and loose soils.
More detailed descriptions of the subsurface conditions encountered at each boring location
are given on the boring logs In the Appendix. Please note that wetlands delineation, the
assessment of environmental conditions or chemical testing for the presence of
contaminants in the soil or groundwater of the site were beyond the scope of the
geotechnical services provided.
Groundwater Conditions
A mixture of water and "drilling mud" was used to advance the borings. This process can
obscure measurements of groundwater levels. However, in the Coastal Plain setting, the
drilling fluid level In the borehole gradually stabilizes at a level that corresponds closely to the
groundwater level. After a stabilization period of 24 to 48 hours hours, the fluid level in the
�IRV/ rA, open boreholes ranged between depths of 3 and 4 feet. Based on this informatlon and our
,At experience in the area, a groundwater level between 3 and 4 feet deep Is.rea able.
�ab(� se... Mit !-Z;F
G� Fluctuations In the groundwater table on the order 1 to 2 et are typical In the Coastal
Plain, depending on variations In pre Ic pi a on, a on and surface water runoff.
Seasonal high groundwater levels are expected to occur during or lust after the typically
wetter months of the year (November through April). At the time of the exploratlori the
groundwater levels would be expected to be near seasonal low levels.
Seismic Site Classification
r
In our opinion, the subsurface conditions at the project site correspond most closely with those
of Site Class E as described in Section 1615.1.1 of the 2002 North Carolina State Building
Code, primarily due to the thickness of the soft clay zones. Additional field testing using cone
penetration testing (CPT) with shear wave velocity measurements would provide a better
characterization of the soft clay and potentially allow a revision to Site Class D. We
recommend additional field CPT borings be performed with shear wave velocity measurements
be performed if the revision to Site Class D would result In a significant savings In the
construction cost of the building.
3

Quick Start II Industrial Facility Terracon Project No. 72065056
Beaufort County, NC August 3, 2004
ENGINEERING RECOMMENDATIONS
Geotechnical Considerations
Based on the data obtained from our subsurface exploration, It is our opinion that the
proposed structure can potentially be supported on conventional spread footings. Doing so
will require a relatively low design bearing pressure of 1,500 psf or less, footing plan
dimensions no larger than 6 feet, and placing the bearing elevation of each footing no
deeper than 1 foot below the existing ground surface. The Intent of these limitations is to
allow the surface "crust" of stiffer soil to carry the load of the foundations and to reduce the
stresses Induced in the underlying soft soils. Even with this approach, some localized
overexcavation and replacement of foundation bearing soils will be required. If the building /
site design does not allow the implementation of thedesign limitations, options include
extensive overexcavation and replacement at each footing or the use of timber plies.
The presence of the soft soils at the site also places restrictions on floor loads. Surcharge
loads spread over large areas can cause excessive compression of the soft soil and the
potential for floor slab damage. This can occur at even modest floor loads on the order of
300 to 400 pounds per square foot. Floor loads associated with office or laboratory space
are generally in the range of 40 to 60 pounds per square foot and are not expected to induce
large settlements. However, floor loads associated with warehouse storage or
manufacturing could lead to excessive floor slab settlement.
Shallow Foundations
Based on the project Information provided, shallow foundations are expected to have maximum
plan dimensions of 6 feet by 6 feet for 50 kip column loads. The footing sizes are being
controlled by uplift resistance requirements. The proposed building can be supported on
shallow foundations bearing on the stiffer surface zone or properly compacted fill. A net
allowable bearing pressure of 1,500 pounds per square foot (psf) or less should be used for
design of the footings and the maximum footing plan dimension should be limited to 6 feet.
The net allowable bearing pressure Is that pressure which may be transmitted to the soil in
excess of the surrounding overburden pressure.
Shallow foundations should be designed to bear at least 12 Inches below finished grades for
frost protection and protective embedment. However, bearing depths more than 12 inches
below the original ground surface should be avoided to limit the applied stresses reaching
the loose sand and soft clay zones. Since soil cover is an effective means of developing
uplift resistance, raising site grades may be required to increase the embedment depth of
the footing while staying within 12 inches of the original ground surface.
4

Quick start II Industrial Facility Terracon Project No. 72065056
Beaufort County, NC August 3, 2004
Under the conditions and limitations stated above, we estimate the total settlement for the
building will be less than 1-inch, which is typically tolerable by steel -framed structures.
Differential settlement between column footings should also be tolerable (less than about %z-
inch).
Increasing in footing size or design bearing pressure or lowering the bearing elevation can
lead to excessive settlement if extensive remedial work Is not performed. With modest
changes In the design parameters outlined above, remedial work can consist of
overexcavating from footing bottom to a depth equivalent to the foundation width and
replacing the overexcavated soil with washed, crushed stone (NCDOT No. 57 or 67).
Terracon should be contacted for further recommendations if this approach is utilized.
Even with the design limitations being Implemented, we recommend that the footing
excavations be examined by the geotechnical engineer's representative to verify that suitable
soils are present at and below the proposed bearing elevation. If soft or unsuitable materials
are encountered in the footing excavations, they should be undercut and replaced to the
bottom of footing elevation with washed crushed stone (NCDOT No. 57 or 67). Based on the
borings and the recommended design bearing pressure, we anticipate that undercutting of
footings may be required In the vicinity of Borings B-2 and B-4 due to the more shallow depth
to soft clay in this area.
Prepared bearing surfaces for foundations should not be disturbed or left exposed during
Inclement weather. Saturation of the footing subgrade can cause a loss of strength and
Increased compressibility. If construction occurs during Inclement weather, and concreting of
foundations Is not possible at the time they are excavated, a layer of lean concrete should be
placed on exposed bearing surfaces for protection. Also, concrete should not be placed on
frozen subgrades. The bottom of the foundation excavations should also be clean and free of
any loose soil, mud, or debris prior to placing concrete.
Timber Piles
Higher than anticipated column loads could require significant increases in the size or bearing
pressure of shallow foundations. Problems associated with raising site grades or keeping the
bearing elevation within 1 foot of the original ground surface could also arise. Under these
conditions, 8-inch minimum tip diameter, treated timber piles can be used to support the
proposed building. Timber piles should be driven into the stiff clay layer beginning at a depth
cf about 27 feet. The piles should be designed for a tip bearing depth of 32 to 35 feet below
the original ground surface to allow penetration and bearing in the stiff clay zone zone.
Design capacities and anticipated tip elevations for the piles are given below:
5

Quick Start II Industrial Facility
Beaufort County, NC
Terracon Project No. 72065056
August 3,2004
PILE TYPE
TIP BEARING
DEPTH (FEET)`
ALLOWABLE PILE CAPACITY (TONS)
COMPRESSION
UPLIFT
LATERAL-
8" Timber
32 - 35
10
2.5
1
Piles should terminate at or below this depth
Lateral load based on 1/2-inch maximum lateral piles deflection and fixed head condition
Static pile analyses were used to estimate axial downward and uplift load capacities of single
vertical piles based on a total pile embedment depth of 30 feet and a factor of safety of 2.0.
The uplift capacities reflect the frictional resistance between the sides of a pile and the
surrounding soil. The frictional resistance of the upper 3 feet of soil was neglected. The lateral
load capacity was estimated based on a fixed head boundary condition at the top of the pile
and a maximum allowable lateral deflection of A inch.
We recommend that piles be spaced on -center no closer than the three times the pile butt
diameter or width; a center -to -center spacing of approximately 3 feet. The minimum spacing
should be maintained to prevent the pile group compression load capacity from being
significantly less than the summation of individual pile capacities. This spacing restriction also
serves to limit surface heave and to reduce the possibility of damaging previously installed
piles.
Timber piles should be treated Southern Yellow Pine and meet the requirements of ASTM D
25 for round timber end bearing piles. The pile size should be specified in terms of a minimum
tip circumference (25 inches for 8-Inch diameter). The piles should be clean peeled and CCA
pressure treated In accordance with the requirements of AW PA C3.
A series of four indicator piles should be driven across the building footprint prior to ordering
production plies. Indicator pile Installation should be observed by the geotechnical engineer.
The results of the Indicator pile driving can be used to evaluate driving resistance, termination
criteria, and pile length. The Indicator piles are expected to be part of the design pile layout.
We recommend that 40-feet-long indicator piles be used. Production piles should not be
ordered until their length has been determined by driving the Indicator piles.
We recommend that the pile driving rig be equipped with fixed leads, and the pile hammer
should have a rated energy of at least 15,000 foot pounds per blow. All equipment should be
subject to the review of the geotechnical engineer. The same pile driving rig and hammer
should be used to drive Indicator and production piles.
We recommend that dynamic driving criteria required for the recommended design capacity be
developed once the rated energy of the hammer is determined. The driving resistance may be
determined by either the Engineering News Record Formula or by a wave equation driving
0

Quick Start II Industrial Facility Terracon Project No, 72065056
Beaufort County, NC August 3, 2004
analysis performed by the geotechnlcal engineer. Driving should be terminated immediately if
refusal (Le., 4 blows per Inch for timber) is reached to minimize damaging the piles.
The installation of a pile foundation system should be in accordance with the local and state
building code requirements. In addition, the Installation of all piles should be monitored by the
geotechnical engineer's representative. In general, the representative should:
1. Prepare driving criteria.
2. Be present continuously during driving.
3. Record the dimensions of each pile, locate, and report any obvious defects.
4. Count and record the blows for each foot of driving.
5. Record energy rating of hammer.
6. Have knowledge of soil conditions at the site and the minimum required penetration
of each pile.
7. Be cognizant of Intended support mechanisms of piles on which to base acceptance
or rejection or pre -drilling, etc.
8. Have authority to hold driving when unanticipated difficulties or conditions are
encountered.
Slabs
Ground -level floor slabs may be supported on properly compacted fill or suitable natural soils.
A 4-Inch-thick layer of washed stone (NCDOT No. 57 or 67), as well as an impermeable
moisture retarder, should be provided beneath all building floor slabs to prevent capillary rise
and a damp slab condition. When moisture retarders are used, precautions should be taken
during the initial floor slab concrete curing period to reduce differential curing and possible
curling of the slabs. The recommendations provided in ACI 302 should be followed.
The floor slabs should be designed to resist the anticipated dead and live loads. We
recommend that the floor slabs be -designed using a modulus of subgrade reaction (k) of 100
pounds per cubic Inch. We recommend that construction Joints in the slabs Include dowels
to Improve load transfer across the Joints and to reduce the potential for differential vertical
displacement across the joints.
Retaining Walls
The project information we were provided did not address retaining walls for the project. We
anticipate that if retaining walls are used, they will serve as loading dock walls. Based on the
relatively poor quality of the on -site soil as wall backfill material, we recommend designing
dock walls with off -site sand being used as the backfill. We recommend that the following
soil properties be used for dock walls with sand backfill.
7

Quick start II Industrial Facility Terracon Project No. 72065056
Beaufort County, NC August 3, 2004
Ka = 0.33 Active Lateral Earth Pressure Coefficient
Ka = 0.50 At -Rest Lateral Earth Pressure Coefficient
Kp = 3.00 Passive Lateral Earth Pressure Coefficient
V = 300 Angle of Internal Friction of Backfill
c = 0 psf Cohesion of Backfill
gait = 1,500 psf Allowable Bearing Pressure of Foundation Soil
ye = 120 pcf Moist Soil Unit Weight of Backfill
Dock walls are expected to be restrained from rotational movement and should be designed
using the at -rest lateral earth pressure coefficient given above. The backfill should be
properly drained and meet other requirements given in this report. The design of the dock
walls should also Include surcharge loads due to equipment or material storage loads acting
at the top of the wall.
External stability of a wall should be checked during design, including resistance to sliding,
overturning, and global slope failure. Lateral loads applied to the retaining wall footings can
be resisted by the adhesion between the footing concrete and the foundation bearing soil.
An adhesion value of 500 pounds per square foot may be used for this case. To achieve
this adhesion, the bearing surface must be free of mud or loose soil at the time of concrete
placement. In addition to the dead weight of the structure and footing concrete, the soil
backfill above the footing may be included as dead weight In overturning analyses.
The shallow foundation of a dock wall has the same potential for settlement as the building
foundations. For this reason, design limitations placed on the column footings should be
applied to the dock wall footing.
The analysis of global slope stability for the retaining wall was beyond the scope of our
services. We recommend that this stability be checked once the design wall heights and
grades have been determined.
Positive gravity drainage of the backfill behind the retaining wall should be provided to
prevent the build-up of hydrostatic pressures from freezing moisture in the backfill. We
recommend that a prefabricated geocomposite drainage material (Miradrain TM 6000 or
equivalent) be applied to the back of the wall. This vertical drain should be tied into a
perforated PVC or HOPE pipe drain located at the base of the wall by wrapping the bottom
edge of the product sheets all the way around the pipe. Perforated pipe used to assure
positive drainage should have a slot width or hole diameter no larger than 3/8 inch.
We recommend that wall backfill materials be compacted with hand-held equipment to
between 92 and 95 percent of the standard Proctor maximum dry density and that moisture
contents be maintained within 3 percentage points of the optimum content. Hand-held
equipment must be used to avoid placing high stresses on the wall during compaction.
E

Quick Start II Industrial Facility Terracon Project No. 72065056
Beaufort County, NC August 3, 2004
Heavy compactors and grading equipment should not be allowed to operate within 10 feet of
the wall during backfllling to avoid developing excessive temporary or long-term lateral soil
pressures.
Site Preparation
The shallow groundwater levels and the moisture -sensitivity of the near surface soils combine
to create a condition when: the exposed subgrade soils can deteriorate significantly during site
preparation. Due to the moisture -sensitivity of the near surface soils, the exposed subgrade
soils can deteriorate significantly during site preparation. Stripping / earthwork should be
performed using track mounted equipment. The use of wheel -mounted construction
equipment can cause excessive rutting or deflection of the subgrade with the potential for this
problem increasing with increasing wheel loads or repetitions. We also recommend that haul
trucks being used to remove waste soil from the site or importing off -site borrow material
remain off of the areas of the building. pad. The potential for excessive rutting and deflection
can also be reduced by performing the site preparation work during typically drier periods of
the year (May through October).
All topsoil, rootmat, cultivated soil, vegetation, debris and other unsuitable material should be It ,
removed from the construction areas. We antic i ate an average str Aping depth of 8 to 12
Inches to remove the cultivated soil, topsoil and rootmat Cuitiva ed soil and topsoil should not
be used as structural fill in building or pavement areas, but may be used as topsoil in areas to
be landscaped.
After stripping of cultivated soil and topsoil is completed, the exposed subgrade soils in areas
to receive fill or at the subgrade elevation in cut areas should be proofmlled to detect soft or
loose soils. Proofrolling should be performed with a moderately loaded dump truck or similar
construction equipment. The geotechnical engineer's representative should observe this
operation to aid In delineating unstable soil areas. Proofrolling should be performed after a
suitable period of dry weather to avoid degrading an otherwise acceptable subgrade. Soils that
continue to rut or deflect excessively under the rolling operations should be undercut as
directed by the geotechnical engineer and replaced with compacted fill material.
Based on the borings, we anticipate that undercutting of soft near -surface soils may be
required in the vicinity of Borings B-1, B-2 and B-6. Undercutting of loose or soft soils may also
be necessary In localized areas between the boring locations. Potential undercutting can be
reduced If the site preparation work Is performed during a period of dry weather.
Once stripping and proofrolling are completed, the exposed soils should be sealed with a
smooth -drum roller to help protect them from exposure to precipitation. The site should also
be kept graded to promote surface water runoff both during and after construction. If site
preparation and earthwork are performed during the typically wetter, cooler months of the
7

Quick Start II Industrial Facility Terracon Project No. 72065056
Beaufort County, NC August 3, 2004
year (November through April), a 4-Inch-thick layer of sacrificial, well -graded crushed stone
should be placed on the soil subgrades to protect them from precipitation.
Excavations
Due to the shallow groundwater conditions at this site, trench excavations more than 4 feet
deep or unstable excavations should be supported with temporary shoring and bracing, such
as trench boxes. However, wet conditions can significantly reduce the stability of excavation
sidewalls in moisture -sensitive soils. For this reason, all excavations should be evaluated for
stability by a competent person prior to entry by personnel. All excavations must strictly
adhere to the most current federal, state and local OSHA regulations.
Earthwork
Placement of fill across the building and pavement areas may be desirable to raise site
grades and improve overall drainage. The weight of fill placed above the existing ground
surface elevations will create new surcharge loads on the underlying soils and lead to
settlement of the soft clays and loose sands at the site. If a fill zone more than 1 to.2 feet
thick Is placed at the site, settlement hubs should be established at the top of the new fill to
monitor settlement. Terracon should be contacted for additional review and comment on
settlement if grades are to be raised more than 2 feet.
Structural fill and backf ll placed at the site should consist of a low to moderate plasticity soil
(liquid limit less than 50 and plasticity index less than 20) that Is free of organic material or
debris. Fill soils used to raise site grades should classify as CL, SPA or SC In accordance
with the Unified Soil Classification System. If off -site borrow is required to raise the site
grades, it should not be a "clean" sand. A relatively thin zone of sand fill without silt or clay
creates the potential for perched water conditions developing beneath the building as water
Infiltrating the surface sand zone becomes trapped by the underlying clayey soils. Highly
plastic clays and silts (CH, MH) should not be used as surface fill in pavement or building
areas because they are very moisture sensitive and subject to shrinking or swelling with
seasonal changes In moisture content. The onsite sandy clay (CL) may be used to backfill
trench excavations, but will likely require additional drying before it can be adequately
compacted.
Structural fill should be placed In 8 to 10-Inch thick loose lifts at a moisture content within two
percent of the optimum moisture content of the material as determined by ASTM D 698
(Standard Proctor). Each lift of till should be uniformly compacted to a dry density of at least
95 percent of the maximum dry density of the materlal determined according to ASTM D 698
(Standard Proctor).
10

Quick Start II Industrial Facility Terracon Project No. 72065056
Beaufort County, NC August 3, 2004
The geotechnical engineer's representative should perform in -place field density tests to
evaluate the compaction of the structural fill and backfill placed at the site. We recommend a
minimum testing frequency of one test per lift per 5,000 square feet of fill area within the
building footprint and one test per lift per 10,000 square feet of fill area within the pavement
areas. For utility trench backfill, we recommend a testing frequency of one test per lift per 100
feet of trench. Additional testing may be required If variable conditions are encountered during
construction.
Pavements
The majority of the subgrade soils (SC, CL, ML) expected in the proposed pavement areas
will behave as cohesive soils. These soils are generally poor to marginal for pavement
support since they are subject to softening and loss of -strength with gradual exposure to
moisture. Past experience with similar soils Indicates typical soaked CBR values of 3 to 5.
We estimate that a design modulus of subgrade reaction value (k) of 100 psi/in should be
available for subgrades compacted to 98 percent of the standard Proctor maximum dry
density,
Based on the anticipated traffic (1 to 1.5 18k ESAL per day) and subgrade conditions, we
recommend the following pavement thicknesses and configurations over the prepared
subgrades:
PAVEMENT TYPE
MATERIAL
THICKNESS (INCHES)
Light -Duty
I Heavy -Duty
Portland Cement Concrete
5
6
Rigid
(4,000 psi)
Crushed Stone
4
4
(NCDOT CABC)
Asphalt Cement Concrete
3
3.5
Flexible
(NCDOT Type S-9.5A or 1-2)
Crushed Stone
6
8
(NCDOT CABC)
Light -duty pavements should be designated for car parking areas. Heavy-duty pavements
should be designated for entrances and exits, truck lanes, and areas in front of loading
docks and dumpsters.
The early placement of the stone base course will minimize the deterioration of the prepared
soil subgrades. However, some loss of crushed stone due to rutting and surface
contamination may occur prior to final asphalt or concrete paving. Some infilling and
regrading of the stone may be required.
11

Quick Start II Industrial Facility
Beaufort County, NC
Terracon Project No. 72065056
August 3, 2004
Pavements and bases should be constructed In accordance with the guidelines of the North
Carolina Department of Transportation "Standard Specifications for Roads and Structures".
The 1995 publication addresses the use of the "Marshall' mixes (1-2 and Type H binder)
while the 2002 publication addresses the use of the "Superpave" mixes (S-9.5A and I-
19.08). Materials, weather limitations, placement, and compaction are specified under
appropriate sections of these publications.
Prevention of infiltration of water into the subgrade is essential for the successful
performance of any pavement. Both the subgrade and the pavement surface should be
sloped to promote surface drainage away from the pavement structure.
LIMITATIONS
Subsurface Exploration and Conditions
The boring locations and ground surface elevations given in this report should be considered
accurate only to the degree implied by the methods used to determine them.
The boring logs represent our interpretation of the subsurface conditions based on the field
logs, and visual examinations of samples by an engineer, geologist, or technician, in addition
to tests of the field samples. The lines designating the Interfaces between various strata
may be gradual.
The generalized subsurface strata and profiles described in this report are intended to
convey trends in subsurface conditions. The boundaries between strata are approximate
and Idealized. They have been developed by interpretations of widely -spaced borings;
therefore, actual subsurface conditions may vary from those given between boring locations.
Groundwater levels have been measured or Inferred in the boreholes at the times and under
( the conditions stated on the boring logs. Changes in the groundwater conditions may occur
o- ak - due to variations in rainfall, evaporation, construction activity, surface water runoff, and other
kp+� site specific factors,
L
Our geotechnical services Include storing the samples collected and making them available
for Inspection for 90 days. The samples are then discarded unless our client requests
otherwise.
The assessment of site environmental conditions or the presence of contaminants in the soil,
rock, surface water or groundwater of the site was beyond the scope of this geotechnical
study.
12

Quick Start II Industrial Facility
Beaufort County, NC
General Comments
Terracon Project No. 72065056
August 3, 2004
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding Interpretation and implementation of our geotechnical
recommendations in the design and specifications. This will help reduce the potential for
misinterpretation of the recommendations provided in this report. Terracon should also be
retained to provide testing and observation during excavation, grading, foundation, and
construction phases of the project. Testing and observation by the geotechnical engineer of
record provides documentation regarding compliance with the recommendations provided in
the geotechnical engineering report and the project specifications. Terracon shall not be
held responsible for others' Interpretation of subsurface conditions. Therefore, we
recommend that the owner retain Terracon for foundation and earthwork phases of the
project.
The analysis and recommendations presented in this report are based upon the data
obtained from the borings performed at the Indicated locations and from other Information
discussed in this report. This report does not reflect variations that may occur between
borings, across the site, or due to the modifying effects of weather. The nature and extent of
such variations may not become evident until during or after construction. If variations
appear, we should be Immediately notified so that further evaluation and supplemental
recommendations can be provided.
The scope of services for this project does not Include either specifically or by Implication
any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or
Identification or prevention of pollutants, hazardous materials, or conditions. If the owner is
concerned about the potential for such contamination or pollution, other studies should be
undertaken.
The scope of services for this project does not Include either specifically or by implication
any evaluation or assessment of -existing or proposed slopes on the site. If the owner is
concerned about slope stability on the project, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to
the project discussed and has been prepared in accordance with generally accepted
geotechnical engineering practices. No warranties, either express or implied, are Intended
or made. Site safety, excavation support, and dewatering requirements are the responsibility
of others. In the event that changes in the nature, design, or location of the project as
outlined in this report are planned, the conclusions and recommendations contained in this
report shall not be considered valid unless Terracon reviews the changes and either verifies
or modifies the conclusions of this report in writing.
13

UNITED STATES — DEPARTMENT OF THE INTERIOR — GEOLOGICAL SURVEY
%
Nis Balqa Chapel
%
Ln
I
XSUBJECTSITE •
'?d
of
SCALE 1:24 000
0 XUNEnm 1 2
000 0 WETW taaD moo
ULM
1300 a Iwo 2000 3000 4000 5000 am ?am acm 9000 IQ 000
FELT
CONTOUR INTERVAL 5 FEET
KVIDNAL GED0E110 v 0AT1A1 W JWZ9
UFO LINO � to-nm cowwo
QUADRANGLE
WASHINGTON, NORTH CAROLINA
1951 PR1983
7.5 MINUTE SERIES (TOPOGRAPHIC)
VICINITY MAP
No
FIG. No.
Ire
TOPOGRAPHIC
GEarECHNICAL EXPLCRATION
QUICK START 11 INDUSTRIAL FAC:U`rY
M. cmcmn
tISIPAGrROM
WASHINGTON, BEAUFCRrC(MJNIY, NORTH CARCUNA
REMLOX '—, .

• _ _ r0
LEGENG
$ APPROXIMATE SOIL BORING LOCATION
r-
NOT TO SCALE
�o
'� fed93mi"'
SOIL BORING LOCATION DIAGRAM
FIG. NO.
GEOTECHNICAL EXPLORATION
QUICK START II INDUSTRIALFACIUTY
ra.mec ,8
rsls
�
`�`"� vM1ww
1151 PAGE ROAD
WASHWGTK BEAUFORT COUNTY. NORTH CAROI MA
CB
o� AlLY200B

8.0
13.0
20.0
Cultivated topsail (approx. 1')
Medium stiff to stiff moist to saturated brown and gray
silty fine sandy CLAY (CL).
Very loose saturated gray fine to medium SAND (SW).
Soft saturated gmy, silty fine sandy CLAY (CL) with
course sand.
Boring temtinated at 20 feet.
40.0
Classified Br.. L. Cutsell
Dnller. Carolina Dulling
Drill Rig: CME 45
Boring Type: Mud Rotary
Im
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
•
L
su
T
BORING LOG
BORING NUMBER B-1
DATE DRILLED 7/12/2006
PROJECT NUMBER 72065056
PROJECT Quick Start II Industrial Facility
4
7
4
2
2 I
2 I

0.0
1.0
8.0
12.0
27.0
35A
Cultiwted topsail (oppmx. I').
—
SoR to medium stifFmoist to saturated orange and gray
silty fine sandy
Loasa saturated gray silty slightly clayey fine to medium
SAND (SK.
Soft saturated gray silty fine sandy CLAY (CL).
SULTrarturaled gray silty fins sandy CLAY (CL).
Boring lcnsrinated at 35 reet.
40.0
Classified By: L Cutrell
Driller Carolina Drilling
Drill Rig: CME45
Baring Type: Mud Rotary
GROUND
Dols71 QM 40
S
w mxaenamus
nos
otamt
tn.evnnor+
sritsit�nawrna
wa
�s
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
BORING LOG
BORING NUMBER B-2
DATE DRILLED 7/12/2006
PROJECT NUMBER 72065056
PROJECT Quick Start II Industrial Facility
4
5
2
5
2 1
2 1
4 1
10 1
9
m

20.(
40.0
Classified By. L Cutmil
Dollar. Carolina Drilling
Drill Mr. CMB 45
Baring Type: Mud Rotary
ao ow
Dole
$�vterzaa
nnm
nerrli
a"Ai w+
❑ us
srAmuzAnannn+E
Dann
sa
SEE KEY SBEEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
Cultivated topsoil (approL 1').
0 Medium stiff to stiff moist to sattuated ran and gray silly
One sandy CLAY (CL).
�:' •
Looso saturated sill slightly clayey fine to medium
SAND (SM). gray Y Oh Y YcY
Soft saturated gray silly fine sandy CLAY (CL).
Boring teardnated at 20 feet.
0 to in In en An an rnn
•
•
•
•
•
BORING LOG
BORING NUMBER B-3
DATE DRILLED 7/12/2006
PROJECT NUMBER 72065056
PROJECT Quick Start II Industrial Facility
PAGE 1 OF 1
lremacuo
S
6
4
2
2
2

8.0
12.0
18.0
35.0
Cultivated topsail (approx. 1�.
Soft to stiff maist to solurated orange and gray silty fine
sandy CLAY (CL).
Very loose saturated gray silty clayey fine to medium
SAND (SC).
Loose s wnucd gray fine to onerse SAND (SW).
Soft to very stiff sotermed gray silty fine sandy CLAY
(CL).
Boring terminated at 35 IEcl.
40.0
Classified By: L. CutrsO
Driflar. Carullon Drilling
Drill Rtg: CME 45
Boring Type Mud Rotary
�cu
�®r
SEE KEY SHEET FOR E}G?LANATION
OF SYMBOLS AND ABBREVIATIONS
0 10 20 30 40 60 80 100
•
•
•
•
•
BORING LOG
BORING NUMBER B-4
DATE DRILLED 7/13/2006
PROJECT NUMBER 72065056
PROJECT Quick Start II Industrial Facility
6
8
2
2
9 1
2 I
13
15
9
a

6.0
8.0
12.0
17.0
20.0
Cultivated topsoil (approx. I').
Medium stif£rroist to saturated orange and gray silty
fine sandy CLAY (CL).
Loose saturated orange silty slightly clayey fine to
medfunt SAND (SM).
Loose saturated Stay fine to caosse SAND (SW).
Very lam sawralm gray silty slightly clayey One to
medium SAND (SC).
Soft saturated gray silty CLAY (CFO.
Boring terminated at 20 fact.
40.0
Classified By. 1- Cuoell
Driller. Carolina Drilling
Drill Rfg: CME 45
Boring Type: Mud Rotary
DROU
SZvur_oos
aWA ' MUINNOS
DATB
TUIE
OEMEt"AnON
STABIUZAMONTIME
2,ts,
ss
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
•
•
•
BORING LOG
BORING NUMBER B-5
DATE DRILLED 7/13/2006
PROJECT NUMBER 72065056
PROJECT Quick Start II Industrial Facility
5
6
4
9
2 1
2 1
M

0.0
01.
5.0
40.0
E
Culdvaud lopsail (approx. P).
Medium stiff moist to souaated orange and gray silly
fine sandy CLA
Baling t=ninatcd at 5 fed.
Classified W. L. Cutmll
Drills. Carolina )Ri01ng
Drill Rig: CME 45
Boring Typo: Mud Rotary
GROUNDWATER RFADrNG3
DATE
i7F1E
Ol7'DI
ELEVATION
SrABIUZATiDtr TIME
,1/1Niaoa
III Iq•
]9
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
u 10 20 30 40 60 90 100
•
•
11 BORING LOG 11
DATE DRILLED 7/12/2006
PROJECT NUMBER 72065056
PROJECT Quick Start H Indushial Facility

lr l •I
0.0
1.0
5.0
0.0
gray ano omnge
Fine sandy CLAY (CL).
Classified By: L. CutrcO
Duller.. Carolina Drilling
Drill Rtg: CME 45
Baring Typc Mud Rotary
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
•
p
II BORING LOG II
DATE DRILLED 7/12/2006
PROJECT PLUMBER 72065056
PROJECT Quick Start II Industrial Facility

raa
1.0
5.0
40.0
L
gmr
Ctudflcd Sr. L Cuaell
Driller Carolina Drilling
Drill Rig: CME 45
Boring Type Mud Rauay
�scn��
�ti?a:!»aia2
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
Im
11 BORING LOG 11
DATE DRILLED 7/13/2006
PROJECT NUMBER 72065056
PROJECT Quick Start II Industrial Facility

GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS:
Split Spoon -1 -�18" I.D., 2" O.D., unless otherwise noted
HS:
Hollow Stem Auger
ST:
Thin -Walled Tube - 2" O.D., unless otherwise noted
PA:
Power Auger
RS:
Ring Sampler - 2.42" I.D., 3" OZ., unless otherwise noted
HA
Hand Auger
DB:
Diamond Bit Coring -4", N, B
RB:
Rock Bit
as:
Bulk Sample or Auger Sample
W S:
Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-Inch C.D. split -spoon sampler (SS) the last 12 Inches of the total 18-Inch
penetration with a 140-pound hammer failing 30 Inches Is considered the "Standard Penetration" or "N-value".
WATER LEVEL MEASUREMENT SYMBOLS:
WL:
Water Level
WS:
While Sampling NIE: Not Encountered
WCI:
Wet Cave In
WO:
While Drilling
OCI:
Dry Cave In
BCR:
Before Casing Removal
AS:
After Boring
ACR:
After Casing Removal
Water levels indicated on the borfng logs are the levels measured In the borings_ at the times Indicated. Groundwater levels at other
times and other locallons across the site could vary. In pervious soils, the Indicated levels may reflect the location of groundwater. In
low permeability soils, the accurate determination of groundwater levels may not be possible with only short -tens observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification Is based on the Unified Classification System. Coarse Grained Solis have
more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine
Grained Solis have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays If they are
plastic, and silts If they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined on the basis
of their In -place relative density and fine-grained soils on the basis of their consistency.
CONSISTENCY OF FINE-GRAINED SOILS
Standard
Unconfined
Penetration or
Compressive
N-value (SS)
Strength, Qu, osf
Bows Ft.
Consistancv
< 500
<2
Very Soft
500 — 1,000
2-3
Soft
1,001 — 2,0(10
4-6
Medium Stiff
2,001 — 4,000
7-12
Stiff
4,001 — 8,000
13-26
Vary Stiff
8,000+
28+
Hard
RELATIVE PROPORTIONS OF SAND AND GRAVE
Descriptive Tennis) of other
Percent o
constituents
DryWelght
Trace
< 15
With
15-29
Modifier
> 30
RELATIVE PROPORTIONS
OF FINES
Descriptive Term(s) of other
Porcento
constituents
DryWalah
Trace < 5
With 5-12
Modifiers > 12
RELATIVE DENSITY OF COARSE -GRAINED SOILS
Standard Penetration
or N-value (SS)
Blows/Ft
0-3
4-9
10-29
30-49
50+
Relative Dons[N
Very Loose
Loose
Medium Dense
Dense
Very Dense
GRAIN SIZE TERMINOLOGY
Malor Component
of Sample Particle Size
Boulders
Over 12 In. (300mm)
Cobbles
12 in. to 3 In. (300mm to 75 mm)
Gravel
3 In. to #4 slave (75mm to 4.75 mm)
Send
#4 to #200 sieve (4.75mm to 0.075mm)
Silt or Clay
Passing #200 Steve (0.075mm)
PLASTICITY DESCRIPTION
Term Plasticity Index
Nan -plastic
0
Low
1-10
Medium
11-30
High
30+
Irerracon

UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests"
Coarse Grained Soils Gravels Clean Gravels
More than 50% retained More Nan 50%orccarse Lose than 5% OnW
fraction retained on
Cu a 4 and l sCc s3`
Cu < 4 and/or 1 > Cc > 3'
on No. 200 slave No. 4 slave
Gravels with Fines Mora Fines classify as ML or MH
than 12%Mae
Fines classify as CL or CH
Sands
Clean Sands
Cu a 5 and 1 s Cc s 3'
50% or more of coarse
Less than 59. Mesa
Cu < 0 and/or 1 > Cc > 34
fraction passes
No. 4 slave
Sande with Fines
Flnes dassly as ML or MH
More than 120/6MssO
Fines Classify as CL or CH
ring ramau acns onu ono days umu.,•,
50% or more passes the Liquid limit less than 50
No. 200 slave
organic
SUts and Clays Inorganic
Liquid nmil 50 or more
PI > 7 and plats on or above •A' Una'
PI <4 or plots below'A' line'
Son Classmrauon
Group
Symbol Group Name
GW Well -graded gravel'
GP Poorly graded graver
GM SUN aravel!0."
GC
SW Well -graded sand'
SP Poorly graded sand'
SM Silty sancid "
SC Clayey Sand''"
CL Lean clay"'"
ML Silr'
Liquid Omit - oven dried <0.75 OL Organic clay"""
Llquld limit - not dried Organic sllt`1 O
PI plots on or above'A' Ilne CH Fat clay"""
PI lots below'A" line MH Elastic Sol"
organk Liquid limit - Oven dried <0.75 OH Organic day`r
Liquid ItinU - not dried Organic slit +
Highly organic soils Primarily organle matter, dark In color, and organic odor PT Peal
"Based on the material passing the 3-In. (75-mm) slave
s If geld sample contained cobbles or boulders, or both, add Wth cobbles
or boulders, or both' to group name.
`Gravels with 5 to 12% lines require dual symbols: GW-GM well -graded
gravel with silk GW-GC well -graded gravel with day, GP -GM poorly
graded gravel wlih silk GP -GC poorly graded gravel with day.
o Sands with 5 to 12% fines require dual symbols: SW -ISM well -graded
sand with silk SW -SC well -graded sand with day, SP-SM poorly graded
sand with silk SP-SC poorly graded sand with day
2
s Cu - Dmro,o Cc = Drp
Dip x Dap
'If soil contains 2 15% sand, add 'with sand' to group name.
elf Ones classify as CL-ML, use dual symbol GC -GM, or SC-SM.
so
50
40
O
}Z
30
C
V
20
g
a
10
7
4
0
:omt i t 1--&ea
"if fines are crganlG add 1Wt1 organic Ones' to group name.
If suit contains 2: 15%gravel, add Vth graver to group name.
If Aberberg limits plot in shaded area, sot is a CL-ML, silty clay.
slf sell contains 15 to 29% plus No. 200, add "with sand' or'Wllh
gravel; whichever Is predominant.
If soll contains t 30% plus No. 200 predominantly sand, add
"sandy' to group name.
"If soli contains a 30% plus No. 200, predominantly gravel, add
"gravelly' to group name.
"PI k 4 and plots on or above'A' line.
OPI < 4 or plots below'A' line.
'PI plots on or above Wine.
Opt plots below'A' line.
For classification of fine-grained
soils and fln"nalned fraction
of coerse-gmined soil-
e ••
•
Jae
Equallon of'A' - line
•P
Hommntal at PI-4 to Ur20.e.
than PI.0.73 (LL-20)
°s
0'Z`
Equation of LP - be
VeNcal at hate to P1.7,
(J�
Then P1.0.9 (ILL-8)
• Ole
�d
•°I
MH or
OH
or OL
_ i.ML
0 10 1e 20 30 40 5o 00 70 90 90 100 110
LIQUID LIMIT (LL1
Irerracon]

Project Map
Soils Map — Beaufort County
Quick Start 2 Commercial Development — Lot 9
Beaufort County Industrial Park
SOD
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js Project location — La series
soils are Leaf silt loam
liV y!
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IL a MCDAVID ASSOCIATES, INC.
N c. Engineers • Planners • Land Surveyors
CORPORATE OFFICE COLDSRORO OFFICE.
[phone]•r:. [phone] [phone]• Fax [phone]
E-mail: mai@mcdaeid-inccom E-mail: maigold@mcdavid-inccom
3714 N. Main Street • PO. Drawer 49 109 E. Walnut Street • P.O. Box 1776
Farmville, NC 27828 Goldsboro, NC 27533
March 15, 2007
RECEOVED
Mr. William J. Moore vl__� MAR 16 2007
North Carolina Division of Water Quality
Washington Regional Office DWQ-WAR®
943 Washington Square Mall
Washington, NC 27889
SUBJECT: StormwaterPermit: SW7061016
Beaufort County Industrial Park
Lot 9 Site Development
Dear Mr. Moore:
In reference to the subject project, thank you for meeting with me to review and discuss your
comments. As follow-up to our conversation, please find enclosed the following exhibits for your
review:
I . One (1) copy of a revised narrative that provides revised stormwater calculations.
2. One (1) copy of a revised application document.
3. One (1) copy of revised Bioretention Supplement Sheets.
4. One (1) copy of a Geotechnical Engineering Report performed by Terracon.
5. One (1) copy of a map exhibit showing soil classification as taken from the Beaufort
County text mapping on-line viewer.
6. One (1) copy of a map extract from the "Soil Survey of Beaufort County, North
Carolina" with the approximate location of the project area shown.
7. Two (2) copies of revised construction drawings.
Please review submittals at your earliest convenience. If you have any questions or need
clarification on any issue, please do not hesitate to call me at [phone]. You can E-mail me at
rbinnmcdavid- inc. coin.
Thank you for your assistance.
RBM:fla
Enclosures
cc: Paul Spruill
Tom Thompson
D805RBM07 1 2:23 I'M
BEA UF0RT-00-IP-L0T9-STRM WTR-PER-070415-00l.wpd 070315

I \'
r
1
County of Beaufort
Attn: Mr. Paul Spruill
PO Box 1027
Washington, NC 27889
Dear Mr. Spruill:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
January 10, 2007
Subject: Stormwater Permit SW7061016
Industrial Park - Lot 9
Beaufort County
Alan W. Klimek, P.E. Director
Division of Water Quality
This office received your stormwater application for the subject project on October 17, 2006. A
preliminary review of the plans and specifications has been completed. In order to complete your
application and before a stomrwater permit can be issued, the following items must be addressed:
°-1) Provide all stormwater/design calculations
✓2) Do the clean -outs shown in the bioretention basins serve as overflow outlets? Show detail of
clean-out/outlet structures with elevations
✓3) Bioretention filters must be designed to treat 1-inch storm; calculate storage volume required
for each drainage basin - compared to storage volume provided in each basin. Storage
provided by proposed swales should not be included in storage calculations.
-'�4) Provide bioretention supplement sheets for each filter; along with proper operation &
maintenance agreement
V/5) Beaufort County soils map indicates seasonal high water table (SHWT) between 1.0-2.5 feet
for Lenoir Soils. On -site soils investigation (borings by hand auger to depth of 4-6 feet)
will be necessary to evaluate soil/water table conditions and justify/show that bioretention
filters, as proposed, will work for this site. Provide detailed soils report.
✓6) Show drainage basins/discuss stormwater treatment measures for entire site
✓ 7) Provide vegetation plan, prepared by qualified professional, for bioretention filters
r�8) Land Quality staff could not find a copy of a sedimentation & erosion control plan for this
project. Explain.
9) Provide revised plans, specifications, calculations & detailed stormwater narrative to reflect all
changes.
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service
Intemet h2c.encstate.nc.us 943 Washington Square Mall, Washington, NC 27889 1-877-623-6748
"Rep)
No rhCarol
11 atural

County of Beaufort
January 10, 2007
Page Two
The.above requested information must be received in this office prior to February 12, 2007, or
your application will be returned as incomplete. The return of this project will necessitate resubmittal of all
required items including the application fee. 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.
If you have questions, please feel free to contact me at [phone].
Sincerely, `
Will J. Moore
Environmental Engineer
Washington Regional Office
cc: Pat McClain - Land Quality - Washington Office
McDavid Associates = Farmville Office
Beaufort County Planning/Inspections
.4ashington Regional Office

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11 d i 10
be -
PS
BMP Removal Summary Narrative MAR 16 '2007
Coastal Plain of the Tar -Pamlico River Basin
Beaufort County Industrial Park — Lot 9 Site Development DTI -WARD
Background
Existing site is a 6.6 acre tract where existing soil is classified as Leaf sandy
loam (based on "Soil Survey of Beaufort County, North Carolina" with a slope less than
2%. Pre -development condition of the site is a managed agriculture field that will be
converted into a commercial site. Existinq qroundwater table is approximately three (3)
to four (4) feet below
the site performed by Terrarnn and hand auger borings. The "Soil Survey of Beaufort
50,
o County, North Carolina" identifies a seasonal high water table (SHWT) for Leaf series of
0.5 feet to 1 feet below the groStfld surface. Initial Leaf classification appears to have
/t been assigned at a time when the entire surrounding property was wooded. Over time,
the area was cleared for agriculture farming where drainage improvements were made
(most likely by a local farmer) to improve the ability to manage crops. In recent years,
Page Road has been constructed through the property where road -side ditches hel
drain the area, perhaps contributing to lowerinq the SHWT in the immediate vianity o
The goal of the project is to construct a shell building and parking facilities to
provide commercial development in Beaufort County within a defined industrial park.
'7 The shallow qroundwater table--aoses--a potential problem to the use of wet detention
structures to provide adequate stormwater treatment to comply with the Tar -Pamlico
River Basin strategy. —A—Treatment ent system consisting of shallow grass swa a and
bioretention structures is viewed as a preferable alternative due to easier maintenance
and better curb appeal for marketing of the completed facility.
-r-it� S i S war �t C/r /ri a� ow cA
Stormwater Management
Stormwater rules require that facilities be provided that are capable of treating
the first inch of rainfall. Stormwater flow is divided into three (3) catchment areas where
bioretention structures provide treatment. The following table summarizes data on the
three (3) catchment areas and the proposed bioretention structures.
Catchment
Area
1
Catchment
Area
2
Catchment
Area
3
Area
2.03
2.13
2.50
Built Upon Area
0.71
0.76
0.90
% Impervious Area
34.98%
35.68%
36.00%
1" Storage Requirement cf
2,688.17
2,869.31
3,394.05
2" Storage Requirement cf
5,376.35
5,738.62
6,788.10
Storage Volume Provided cf
5,390.00
5,742.00
3,432.00
Runoff values are calculated using the following equation:
Y
Rv = 0.05 + 0.009(I), where I is the measured rainfall event in inches.
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Required volume is computed using the following equation:
Volume = (Design rainfall, inches) x (Rv/12) x (Drainage area, square feet)
Based on current rules, a bypass mechanism is required for stormwater flow
beyond the first inch of rainfall. If storage is provided for the 2" rainfall event, bypass
facilities are not required. Storage is computed by multiplying the surface area of
bioretention structures by the pooling depthrepresented by a top layer o mu c ma er11M ,
Storage prove a Is a minimum two (2') feet above the .
Bioretention facilities provided for catchment areas 1 and 2 provide sufficient
storage to meet the 2" rainfall event. The third bioretention structure (serving catchment
area 3) provides sufficient storage for the 1" rainfall. For the third bioretention structure,
rainfall in excess of the 1" rainfall will pond in proposed curb & gutter where it will be
collected by a underground drainage tile and discharged into a grass Swale. Drainage
improvements serve as bypass facilities. The downstream grass swale conveys runoff
72' to the roadside ditch of Page Road.
Design Storm
Tar -Pamlico River Basin regulations require treatment of stormwater flows
represented by the 1 year, 24 hour storm event. For Beaufort County, the estimated 1
year, 24 hour rainfall is approximately 3.5 inches.
Site Development
Proposed impervious area amounts to approximately 2.37 acres that is divided
into 3 catchment areas such that no more than 1 acre of impervious area drains to any 1
catchment. Offsite drainage is not an issue as the property and adjacent properties are
basically flat such that no offsite drainage impacts the property.
3.5 inches of rainfall over a 24 hour period equates to a runoff rate of
approximately 1 cubic feet per second (cfs). Stormwater treatment facilities must be
capable of conveying this 1 year storm event.
Treatment of the 1 year storm event is proposed to be accomplished through 3
catchment areas Stormwater will be treated by a combination of grass swales and
bioretention facilities. The following is a summary of flows associated with the 1 year, 24
hour storm event.
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1 Year, 24 Hour Storm Event Comparison
Pre-develooment
Acreage
6.6
acres
Max length travel (feet)
250
ft
Change in height over outlet (ft)
1
ft
c factor
0.30
Intensity (i)
0.15
in/hr
Runoff Calculation
Q = ciA
Q = (0.30)(0.15)(6.6) 0.29 cfs
Post -development
Acreage
6.6
acres
Max length travel (feet)
450
ft
Change in height over outlet (ft)
4
ft
Slope
1.00%
Time for concentration (Tc)
4.5
min
c factor
0.48
Intensity (1)
0.15
in/hr
Compute c factor Acreage c
Impervious area 2.37 0.8
Non -Impervious area 4.23 0.3
Computed average 0.48
Runoff Calculation
Q=ciA
Q = (0.48)(0.15)(6.6)
Storage Required
(0.46-0.29)*(4.5)*60s/min
1KII-Win
46,85625 cf
The following table summarizes storage provided by proposed stormwater management
facilities:
Catchment Area Storage Summary
Catchment
Area
Bioretention
Volume
(cf)
Grass Swale
Total
Volume
cf
Length
(ft
Area
sf
Volume
cf
1
5,390.00
147
12
1,764
7,154.00
2
5,742.00
148
12
1,776
7,518.00
3
3,432.00
300
12
3,600
7,032.00
Total Storage
21,704.00
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Proposed storage is adequate to meet the storage needs associated with the 1 year, 24
hour storm event. Proposed stormwater facilities need to ultimately be capable of
processing the peak stormwater flow represented by the 10 year storm event. The
following is a comparison of peak flow stormwater data.
Peak Storm Comparison (10 Year Storm Event)
Pre -development
Acreage
6.6
acres
Max length travel (feet)
250
ft
Change in height over outlet (ft)
1
ft
Slope
1.00%
Time for concentration (Tc)
5
min
c factor
0.30
Intensity (1)
5.40
in/hr
Runoff Calculation
Q = ciA
Q = (0.30)(7.0)(6.6)
10.69
cfs
Post -development
Acreage
6.6
acres
Max length travel (feet)
450
ft
Change in height over outlet (ft)
4
ft
Slope
1.00%
Time for concentration (Tc)
1.8
min
c factor
0.48
Intensity (1)
5.40
in/hr
Compute c factor
acreage
c
Impervious area
2.37
0.8
Non -impervious area
4.23
0.3
Computed averse
0.48
Runoff Calculation
Q = ciA
Q = (0.48)(7.0)(6.6) 17.09 cfs
Storage Required
(22.19-13.86)-(5)'60s/min 1,920 cf
Proposed storage facilities are more than adequate to accommodate the peak flow rate.
Conveyance channels need to be designed to make sure that discharge of stormwater
from the site does not occur at a rate in excess of the pre -development rate. The 3
grass swales are all designed at a slope of 0.8% where average depth is 2' and
computed average perimeter is 12.65'. Velocity and rate of discharge can be computed
using Manning's equation:
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4 3/15/2007

V = 1.486/n(R)213(S)/'
The value for n (Manning's coefficient) is based on the roughness for the channel.
Based on a loamy soil (0.02) + moderately irregular surface (0.01) + proposed dense
vegetation (0.08) + minimal meandering ration (0.02), n is assumed to be a value of
0.13.
V = 1.486/(0.13)-(0.95)213*(0.008)1/2
V = 1.0 fps (feet per second)
A velocity of 1.0 fps or less is recommended for discharge into a bioretention area
consisting of a top layer of mulch material.
Stormwater flow is computed by multiplying the velocity times the area of the channel.
Q=VA
Q = (1.0)*(1 2)
Q = 12 cfs (cubic feet per second)
Stormwater flow following development is less than the pre -development flow, complying
with stormwater regulations and erosion and sedimentation control requirements.
As part of bioretention structures, an underdrain system is proposed due to the slow
permeability rate of the Leaf sandy loam soil.
As a final consideration of design facilities, storage is evaluated to determine its ability to
handle runoff from the 1 year, 24 hour storm event. 3.5 inches over the proposed
impervious area of 2.43 acres equates to a total volume of water amounting to
(2.43acres*43,560sf/acre*3.5in*1/12in/ft) 30,873.15 cf. Assuming 25% of this volume
will be processed through evaporation and infiltration into the natural soil, a 75%
stormwater volume equates to (75%*30,873.15) 23,154.86 cf. The proposed 23,218.75
cf of storage accommodates 75% of the total 1 year, 24 hour storm event for the
proposed impervious areas.
Bioretention Planting Summa
Bioretention cells will periodically be inundated with water. Due to the relatively
high seasonal high water table (SHWT), the site has been elevated wh bottom of
retention cells is only approximately two (2') fee Blow the existing natural ground
elevation. Existing soil material will be removed from the a cell areas and replaced with
planting soil that offers better oermeabl illy C—efls will be lined with landscape filter fabric
that &ill allow promotion of root development from plantings. In general, t' he middle of
cells will contain the most moisture, suc at pan ings must be well
for wet
conditions. Planting within bioretention cells will be a combination of hardwood trees in
the middle section and shrubs on the perimeter. Hardwood trees are less susceptible to
disease and insect damage. The following table summarizes recommended plantings
within the cells.
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Form
Common Name
Shrub
Witch Hazel
Shrub
Black Willow
Shrub
Azalea
Shrub
Spice Bush
Shrub
Wax Myrtle
Shrub
American Hazlenut
Hardwood Tree
Shadbush
Hardwood Tree
River Birch
Hardwood Tree
Persimmon
Hardwood Tree
Smooth Sumac
Hardwood Tree
American Holly
Shrubs and trees should be planted as seedlings (trees approximately 5' in height)
where their root formations are allowed to develop within the newly installed planting
soil. Plants will grow quickly where their mature spans will be approximately 5' diameter
for shrubs and 20' for trees.
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6 3/15/2007

' RUN OFF COEFFICIENT --
6.6 -
0.48 LAND USE -- C-
0 BUSINESS
nr1WN-rnwN ARFAC
- ISTREEfS:
z,DRIVESA
--ROOFS
- t!AWNSF -
SAP
-
SAN
HE
HE/
HEA
_
AGRICULTI
-CUI
;.HEA
=S!
_ ' 'SAN
y
WOODCANDS
!evlsed 17/1/?006 - TGH -
U,2%�. 10.05-01
Len th of overland flow 1450
000-
feet
-"' Surface Mannin s n
Mannin s "n" for surface
0 020
Smooth Surface -
`- 0.011
Avera a watershed sloe
1 000
ft./R.
Fallow. _
- 0.050
Constant alpha
74500
Cuitiva[ed,< 20%'Residue
_ 0060+
Constant m
"1667
Cultivated > 20%'.Residue-
-
- - 0i170-
Weighted Runoff Coefficient
0.481
Grass, Short
OA50'
'.:Grass. Dense '--
Grass Bermuda _
- � Wodds, Llghl ' -
Woods. Dense ,-
--
_ 0,240.
_
-. -0.41Y,
--.` 0,400:
�- 0.800_.
_2-7%I '0.1-0.15T_ I Enter the Rainfall Intensity
.P, 7% -- ,0.15-0 2__ ISelect the Trial Time of Du
- of Concentration if less thz
IOvedand Flow rvltc(mlr
U,2% _0.13-0.17_ -
-2-7% 0 18-0.22 Calculate the shallow conc
P, 7% 0 25-0.35 Calculate the channel Row
Sum these three componel
DOTH 03-0.6 Shallow Shallow Concentrated FlovFlov
OUGH s02-05
a - Paved
CROP 0 3-0.6 Flow Length
CROP _02-0.5 - Slope _-
CROP=0.2-04 tc(minutes)
CROP 0i1-025 v Unpaved
- Flow Length
(SOIL 0 15-0.45 " Slope
( SOIL 0 05-025 , tc (mmuces)
` 0.05-0.25
Total Time of Concentr
Rainl
i (Ind
-sl
457f---
-
7 36
3.1
4 771 -=
-P 198` -
-1
358Vf
-
257
17
3231- --
_
3,42 71
2,881
4,85
=' i
2,501
594 -.
-=L
231) _.. _
11 MI. Data W DINxyenD101n a 9N10fiyn:_euaW9MlNT1vPv:ePm]s:alpNmNMapeaJ.de
T.p rawaw 1 Y1S2W]

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T. p.- 1

Tar -Pamlico Stormwater Rule 15A NCAC 2B .0258
Coastal Plain of the Tar -Pamlico River Basin:
Includes Greenville and Washington as well as Pitt and Beaufort Counties
Last Modified 3/15/2007
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name: Beaufort County Industrial Park- Lot 9 Sire Develop rnenr
Date: February 21, 2007
By: Richard B..1loore, P.E. Checked By:
Directions (same for pre -development and post -development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must
be included in the acreage values and treated.
Pre-development:
........................................................................................................................
:Type of Land Cover
Areal
8 M Formula
Avecagc EMC.:
Column '
Average.EMC
Column -'.
acres.
11 SI +9.1 t
of TN m 6
2 3 `(4)
of TP :(ia L
Transporta4nfunpenlouv
0.51
2.60
0.00
0.19
0.00
Hoof impervious
0.51
1.95
0.00
0.11
0.00
'.17anaged pervious
(lawntlandscaped)
0.51
1.42
0.00
0.28
0.00
Yianaled pervious
(eKoplaiid)
6.66
0.51
4.23
14.37
1.23
4.18
:Managed pervious
'
(pasture)
0.51
2.04
0.00
0.62
0.00
:'Wooded pervious ;:;;!
0.51
0.95
0.00
0.14
0.00
E+r8ehon Im(
T;\ Loadlug
14.37
TP Loadng
4.18
Total Area oC Dcvetopment
6.66
PN Pxp Coelt
',
2.16
TP Exp. Caeft
0.63
(167ac/yr);.
Post -development:
�'.
type of l,andl Cover
Area::
S.M, Formula
Averii& EMIC
Column
lverage9MC
Column :.
... acres -
U.51 +'9.1 I
of T\ m !. i;
2 3 •'.'4
of TP m 1.
2 :� 36
Transot.tAtton:impervious-;
1.29
3.84
2.60
12.93
0.19
0.95
Hoof Impervious
1.14
3.84
1.95
8.58
0.11
0.48
Tlanaged pervious
4.22
3.84
1.42
23.03
0.28
4.54
:.Wooded pervious
3.84
0.94
0.00
0.14
0.00
Eract[pn Impervious (I)
0.37
TN Loading
44.54
TP 1,eading
5.97
Total Area of nevelopment !
6.66
ThFxp. Coeff,
6 69
TI' �xP„Coeff
0.90
i(Iblaclyr);-,
(16fac/yr);,-.
Note: The nutrient loading goals are 4.0 Ib/ae/yr for TN and 0.4 Ib/ac/yr for TP. If the post -development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post -development TN and TP loadings after BMPs are installed.
\\F-PC 1\Server_Data_W\D10xx_gen\D 101 x_excet\D 1012_gen_excel\RBM\2006\beaufort-edc-site-9-nit-red-talc-070221.xis
Tab: Export before BMPs 1 3/15/2007

Tar -Pamlico Stormwater Rule 15A NCAC 2B .0258
Coastal Plain of the Tar -Pamlico River Basin:
Last Modified 5/23/03
Includes (ireenville and Washington as well as Put and Beautm1 Counties
BMP Removal Calculation Worksheet (Automated)
Project Name: Beaulorr Coonm Duhecyinl l o,k - Lw 9 sire Dr•ra6I... wnt
Date: Pebrunrr 21. 200
By: RicLarA B. 3Lu "'. 1' k'. Checked By:
Directions:
> It may be advantageous to split the development into separate catchments to be handled by separate BMPs. The tables below allow
the development to be split into as many as three catchments, and can be copied for greater than three.
NOTE: Unless runoff mowing
onto the development from offsite is routed separately around or through the site, the offsite catchment
area draining in must be
included in the acreage values of the appropriate land use(s) and treated.
> Above each table: Enter the catchment acreage in the top green blank. Based on a comparison of the post -development TN and TP
export coefficients you calculated above to the role requirements of 4.0 Ib/ac/yr TN and 0.4 Ib/ae/yr TP,
select BMP(s) from the list for
treating the catchment runoff. Enter the chosen BMP(s) nutrient removal rates in the green blanks. If
more than one BMP is to be used
in series, the combined removal rates will be calculated automatically in the blue blanks.
> Catchment'rables: Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the light blue
boxes. NOTE: Compare the Total Catchment Acreage for the Development (final table) to the value you
established in the pre-BMP
worksheol tables, and also to the site plans, for consistency. All of these values need to be the same
..... ..... .......... ....
. ....................... ........... ........ .........
.......................
... ..... ..... .. ... .. .. .. ...
............. ..... ..... .. ... ... .. ... .. .. .......... .....
.... ... ..... ... .. ... ..... .... .. ... .......... ..... ....
............. ... .. ... .. ..... ... .. ..... .. .......... ...
.......... ..... ... .. ..... .... ..... .......... .........
TN TP
... .. ... .. ... .. .. .. ... .. ..
... ... .. ..... .. .. ...
.. ...... ..... ..... .. .. ..... .. ..
... .......... ....... .. .....
I)esCgn Stagdard
BMP Wri6pct¢ntmn Pjind 25 40
NC 17M17P Manual
Nutrient Storm»aieHVetland ! 40 35
NC BMPManual
Removal 'sand Fill 35 45
NC UMP Manual
Rates Btore[entlon 35 45
NC BMP Manual
.Grass S»ales;; 20 20
NC BMP Manual
x+eget$ted Filter Steip »/
20 35
NC BMP Manual
.::1;exeLS rcudek
y petcn4., 10 10
NC BMP Manual
Calchment 1:
Total acreage of ealchmenl 1 =r--2703--7 ac
First BMP's TN removal rate=( 20 1% First BMP's TP removal rate =
20
Second BMP's TN removal rate 35 1% Second BMP's TP removal rate =1
45 1%
Third BMP's'rN removal rate=l 1% Third BMP's TP removal rate=l
1%
TOTAL TN REMOVAL RATE= 48 % TOTAL TP REMOVAL RATE =
56 %
................ ... ..........
... ... ... ...
......... ...
...... .. ..... ..
...... ... ...
.............. .......
......
Yype oQl and Coxer :;
Catchment
5 67 woimtiN
Xvfti V'MC ii
;:�Coimna
:Average $Mc!n
Columii!
peeea a
0.51 +91 1
'I'N m L
'(2 3 4
TP 1 L:
2' 3• (6,
7 ransportailoa oultugioud
'O.t7
3.69
2.60
1.63
0.19
0.12
Roofimpervmus :�
0.54
3.69
1.95
3.89
0.11
0.22
tNlanaged pen tour :i
1.22
3.69
1.42
6.40
0.28
1.26
\Vooded pervious
0.00
3.69
0.94
0.00
0.14
0.00
Area taken up by BMP,;
0.10' '
3.69
1.95
0.72
0.11
0.04
Fra¢non lmpen sous (p,=
0.35
Pec.6\1P 31\
1264
Pre-$MP:T
1.64
Liigtl (Ib/yr):,
Lontl (lblyejj:.
otat Area of lies GltopmGn
2.03
Prc-B\1P TN
-
623
PrG-$MP,T,
0.81
F:zpo it(Ib/ac/yir
!tixport(Ib/pefjT
PPsI BMP TN
6 57
0.72
Cliad (Ibiyry;.
!i' Load (Iblyrj;:
Post BMP T\;
3 24
Posf BM1IP T
''1Rxport
0.36
} xpo'rr(Ib/ac/F
(Ibla¢1yf)
aF-PC1\Servef_Data W\D10xx_gen\D10lx_excel\D1012_gen_excel\RBM\2006\beautort-edc-site-9-nit-red-tale-070221.xls
Tab: Export after BMPs 1 3/15/2007

Tar, -Pamlico Stormwater Rule 15A NCAC 28 .0258
Last Modified 5/23/03
Catchment 2:
Total acreage of catchment 2 =
' 2.13 ac
First BMP's TN removal rate =
'�' :15' -a. %
First BMP's TP
removal rate -
15
Second BMP's TN removal rate =
1 35 %
Second BMP's TP
removal rate
4545:
Third BMP's TN removal rate =
%
Third BMP's TP
removal rate =l
-�1%
I %
TOTAL TN REMOVAL RATE=
44.75 %
TOTALTP REMOVAL
RATE =
53.25 %
(b
2l
(3)
(4)
(5}
Type of Lnnd Goscr
Ci tel� lien
S.M. FoYmWa
Average FMC o !.;
Column
-Average Emc o
Colomil
Acr88 e
1 £ ....
2 3 �•.' b-
-' Transportation mlpcn loos ::
0.22
3.76
2.60
2.15
0.19
0.16
In per
D.54
3.76
1.95
3.96
0.11
0.22
blanagcd pernods -
1.22
3,76
1.42
6.51
0.28
1.28
Wooded pen tour
0.01)
3.76
0.94
0.00
0.14
0.00
Area takes . by BMR;
0.15
3.76
1.95
1.10
0.11
0.06
Fraettdn Imperrmus {1}*
0.36
I're-BMPTN
::
13 71
! Pre-BMPT.
1.73
Lead (Ib/yr)',::
;' Load (fb/yr)
2 I otal Area nT Development
2.13
1're-BLIP 7`N
-
fiA4
- pre-BMPT
0.81
Expnrt(IbfacYyr:
,1;zport(Ib/ac%yr
Poi IfDIP'I:.
7.56
Post-8M11P T
0.81Loud
(Iblprp::'.
(tblyej;,'..
Post B11P
3.56
. 1 on-BMPT
038
F.x _pit (Ib/axdy'i
,Ez ort (Ib/nctvr
Catchment 3:
Total acreage of catchment =
2.5 ac
First BMP's TN removal rate =
F 20 1 %
First BMP's TP
removal rate =
20 %
Second BMP's TN removal rate =
3I I %
Second BMP's TP
removal rate =1�
41 1 %
Third BMP's TN removal rate=��%
Third BMP's TP
removal rate =)_•
- I%
TOTAL TN REMOVAL RATE =
44.8 %
TOTAL TP REMOVAL
RATE=
52.8 %
7v pe of Land Gozer .!
Cate111hCnf
S.M1t. Formula
1verof
kveragC tMC of
Golumnl,;!
Acres a
OS1 +9.1I
TN m 1.
4
:' Tp m h
2 3 •: b'
raasportahon impl,rvldus :
' 0.9U -
3.79
2.611
8.86
0.19
0.65
Roofmpcn loos
0.00
3.79
1.95
0.00
0.11
0.00
Managed pentPVS'`:
1.10
3.79
1.42
5.91
0.28
1.17
Wooded pervmus
3.79
0.94
0.00
0.14
0.00
Arm ta6ea u
0.50
3.79
1.95
3.69
0.11
0.21
P'radidn Impervious II}:
0.36
Ile&BMP TN
.
18.46
PMI' T
reB
2.02
I otal Area of Development
2.50
I're-BMP7EV
:
7.39
PrCBMp-r
::
0.81
Fxport(Ib(ae/yi
;E%port(Ib7agtV*
PosLBMP TN
10.19
pma BMp T_.
0.95
Leal phlyrp,::
Lded (lbtyrjj:;
Post BMP T;\
408
Post BMPT.
038
ixport(Ib/act>r
Fzpert(Ib(ac/yr
\\F-PC1\Server_Dala_W\DIOx _gen\D101x_excel\D1012_gen_excel\RBM\2006\beaufon-edc-site-9-nit-red-talc-070221.xis
Tab: Export after BMPs 2 3115/2007

Tar -Pamlico Stormwater Rule 15A NCA C 2B .0258
Nutrient Loadinjes front the Catchments:
Last Modified 5/23/03
catchment
2.03
3.24
0.36
catcbmewt'2.
2.13
3.56
0.38
..... . alte im PC
2.50
4.08
0.38
:T6TA,i.,.0.6,R.DEIIELOPIkIENT
6.66
3.65
0.37
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ae/yr for TP. If the post -development nutrient
loading is below these levels, then the BMPs planned are adequate. Otherwise, additional BMPs and/or
modifications in development plans are required.
U-M\Server — Data—W\D1Oxx_9enU1O1x exceIRD1012gen excel\RBM\2006\beaufoM1-edc-site-9-nit-red-�Ic-070221.xis
Tab: Export after BMPs 3 311512007

M3
IY.ICDAVID ASSOC.ATES, INC.
Engineers • Planners • Land Surveyors
CORPORATE OFFICE
[phone] • Fax [phone]
E-mail: [e-mail]
3714 N. Main Street • P.O. Draw 49
Fartnville, NC 27828
Mr. William J. Moore
North Carolina Division of Water Quality
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
Dear Mr. Moore,
January 26, 2007
GOLDSBORO OFFICE
[phone]• Fax[phone]
E-mail: [e-mail]
109 E. Walnut Street • P.O. Box 1776
Goldsboro, NC 27533
MAR 0 7 2007
SUBJECT: Stormwater Permit SW7061016
Beaufort County Industrial Park
Lot 9 Site Development
In reference to the subject project and in response to your January 10, 2007 correspondence
(Moore to Paul Spruill), the following paragraphs are itemized to correspond to your request for
additional information:
Stormwater/design calculations are included in the enclosed narrative.
2. Clean -outs are not intended to serve as overflow outlets. In the event of a large storm
event, stormwater flow will spill over retention/grass Swale structures and bypass
naturally into the roadside ditch that fronts the property. Plans have been revised to
show clean -out elevations in bioretention areas. Clean -outs are proposed to serve as a
method of flushing perforated drainage pipe in the bottom of structures in the event of
a blockage.
Bioretention areas are designed to treat in excess of the one (1") inch storm event as
demonstrated in the enclosed narrative.
4. Bioretention supplement sheets are enclosed for your review. A draft operation and
maintenance agreement is enclosed that can be executed upon your approval.
5. Beaufort County soil survey data classifies the soil as leaf silt loam (copy of soil map
extract enclosed). The seasonal high water table is identified to be between 0.5-1.5 feet.
The classification of the soil appears to have been performed when the area was
wooded. At some time, the property was cleared and an underdrain system installed to
support agriculture activities. Page Road was constructed with road side ditches that
further assist in lowering the water table. The proposed invert of retention structures
is approximately two (2') feet below the current natural ground elevation where
approximately two (T) feet of fill material is proposed to be used to build up the site for
construction of the building and parking facilities. Retention structures are proposed
to be lined with geosynthetic material and filled with planting soils that offer better
D906RBM07 1 1:03 PM
BEAU-CO-IND-PK-STRM W TR-PER-DW Q-070122-OOI .wpd 070122

permeability than existing leaf soils. The combination of fill material, liner installation
and minimization of invert to drain pipes will be sufficient to avoid potential impact
from the water table.
6. The property is 6.6 acres. The back portion of the property will remain undisturbed.
Plans show catchment areas for three (3) distinct drainage areas. Stormwater treatment
will be accompanied by bioretention and grass swales. Stormwater will ultimately be
discharged to the roadside ditch of Page Road where it will technically receive
additional treatment before it ultimately discharges to a downstream tributary of
Tranter's Creek.
A vegetation plan is included in the enclosed narrative for bioretention areas.
8. A sedimentation and erosion control plan has not been submitted to the Division of
Land Resources. The project area is under the jurisdiction of the City of Washington
with regard to stormwater permitting. Primary effort has been to develop measures to
comply with the City of Washington requirements. Once the City's requirements are
addressed, a complete erosion and sedimentation control permit application will be
submitted to the Division of Land Resources.
9. One (1) set of revised plans, specifications, calculations and narrative is enclosed for
your review.
Thank you for your assistance. Please advise as I may provide additional information for your
review.
Sincerely,
McDAVID ASSOCIATES, INC.
Richard B. Moore, PE
Farmville Office
RBM:fla
Enclosures
cc: Paul Spruill
D906RBM07
BEAU-CO-IND-PK-STRM WTR-PER-D WQ-070122-001.wTd
INC
PM
070122

Project Map
Soils Map — Beaufort County
Quick Start 2 Commercial Development — Lot 9
Beaufort County Industrial Park
WADIOxx RmMI00x_mw\1)1005_cor —msw\RBM\2006\Bmufon IP Site 9tbcipsite9-wi1-=p.doc
1 1/16/2007

BMP Removal Summary Narrative
Coastal Plain of the Tar -Pamlico River Basin
Beaufort County Industrial Park — Lot 9 Site Development
Background
Existing site is a 6.6 acre tract where existing soil is classified as Lenoir loam
with a slope less than 2%. Pre -development condition of the site is a managed
agriculture field that will be converted into a commercial site. Existing groundwater table
is approximately two (2') feet below the ground surface.
The goal of the project is to construct a shell building and parking facilities to
provide commercial development in Beaufort County within a defined industrial park.
The shallow groundwater table poses a potential problem to the use of wet detention
structures to provide adequate stormwater treatment to comply with the Tar -Pamlico
River Basin strategy. A treatment system consisting of shallow grass swales and
bioretention structures is viewed as a preferable alternative due to easier maintenance
and better curb appeal for marketing of the completed facility.
Design Storm
Tar -Pamlico River Basin regulations require treatment of stormwater flows
represented by the 1 year, 24 hour storm event. For, Beaufort County, the estimated 1
year, 24 hour rainfall is approximately 3.5 inches. ./
Site Development
Proposed impervious area amounts to approximately 2.43 acres that is divided
into 3 catchment areas such that no more than 1 acre of impervious area drains to any 1
catchment. Offsite drainage is not an issue as the property and adjacent properties are
basically flat such that no offsite drainage impacts the property.
3.5 inches of rainfall over a 24 hour period equates to a runoff rate of
approximately 1 cubic feet per second (cfs). Stormwater treatment facilities must be
capable of conveying this 1 year storm event.
Treatment of the 1 year storm event is proposed to be accomplished through 3
catchment areas Stormwater will be treated by a combination of grass swales and
bioretention facilities. The following is a summary of flows associated with the 1 year, 24
hour storm event.
'Drtiras�► $Q-S 'nJ
/oca loot s: Pe - arKT of4•4 - cl",ek /o
1001s A-60l„l
W:\DIOxx_gen\DIOOx msw\D1005_cmres_msw\RBM\2006\Beaufort IP Site 9\bcip-site9-bmp-at1achment.doc
1 1/19/2007

NOTE:
THERE IL A UNDERGROUND IRRIGATION
SYSTEM THAT IS NOT SHOWN ON THIS
S11TE ' ,w
TOPOGRAPHIC MAP.
EP ],07
:o
p
&H M07
ALL DISTANCES ARE HORIZONTAL GROUND
gd
B`
DISTANCES UNLESS OTHERWISE NOTED.
7
R
ELEVATIONS REFERENCED TO NCGS 'SwMCO' CPS 1992
rU' ,.e
u
`
ELEVATION 15.51'
A•
Y
VICIQ��YIYMAP
YI
jH.T.S.)
;]
6,615 ACRES R�W
g0
J
ri_b r
•.
__
v"s 45D.oA0" gR%LEY PARKWAY
e
4
E jp3+,60
ST' AA�
�� T9R4
x
51Y.63
]?a \
/ e ]6]
�0.00
LA 6. 651
\ n ]i•
" N
5.286 ACRES i
&iR
\r
nA".>
400. DUB— N N tlo u
],a
1. HOPWOO➢ MARTIN INYO, CERNFY THAT TH73 RUT VAS DRAWN
UNDER MY DIRECTION AND SIPERVISIDN FRDN AN ACTUAL SLANGS lA
DEED U(SCRIPTIOR] RECORDED IN ROCK 12M
PAGE OBI IH THAT THE CRRUR OG CLOSURE AS CALCULATED RY
Unruxs AND DEPARTURES IS ➢DEmm I THAT THE BOUNDARIES
NOT SIINVEYEO ME SHDVN AS BROKEN LINES PLATTED FROM INFIN-
"TIM GOUND IN a 'PAGE AND THAT THIS PLAE
VAS PREPARED IN ACCORDANCE GS. A)-N, AS AMENWD
VITNESS NY ORIGINAL SIGNATURE, REGISTRATION N1INBER AND SEAL
THIS 27 OAT AOVCMBER .AD 2001.
REGISTRATICH NUMBER L-15.6 /
THAT THE SURVEY CREATE& A sNROlvl,,N pF LAND VIT•IN
TK AREA OF A CCMTY OR MNICIPALITT THAT HAS AN
ORDINANCE THAT REGULATES PARCELS OF LAND
NOMD MARTIN .10
PROFCSSIOAL LAND SWEVETM
RECISTRAYION HUNKER- L-I346
REVISMNS
I \ v)
I
I \
I ]n• \
I ]vs
IIi Aa \
]:d O '70
N \
x J 0 5.88� A^RE`'
w_ o A.'
NA
'A
n.R ]
Sd IT,
].T \
vA
NEE
NR
AT
13,
u.• " )1 427.30'
"
Dm
u
1161:30'
J.O. BRILEY.�
O.B. .921, PG. 796
AIAAINR11111",
®
EXISTING FLAT BAR
■
EXISI NC R/w MON.
r.a
C Y
EXISTING REBM
SEAL i
0
EXISTING IRON PIPE
LAW
A
EXISTING PK NAIL
O
SET NLW IRON PIPE
QVE; mA•``,,
O
SET NAIL
"]rygrn uu•„�
0
SET IRON PIPE IN RNE STUMP
0
NO POINT SET
B
SOIL BORING (SB-1)
COMMUNITY WATER
100 0
100
200 300
GRAPHIC SCALE - FEEr
TOPOGRAPHIC SURVEY FOR, - 10121 US HWY 17 SONth Vauceb.m North Carolina 285BE DATE, 11-07-01
MAYO AND SCALD P -TDB•
STATE NC
Beaufort County ASSOCIATES, PA.
mMNrv, REAurURT
Industrial Park
[phone] Washington. ton. N.L. 7NRI YgSHINGiON
(2S2) 633-3736 FAX Bern, N.C. -
(252) 9>S-3>30 FAX FILE NOS 0II0-9

1 Year, 24 Hour Storm Event Comparison
Pre -development
Acreage
Max length travel (feet)
Change in height over outlet (ft)
c factor
Intensity (i)
Runoff Calculation
Q = ciA
Q = (0.30)(0.15)(6.6)
Post -development
Acreage
Max length travel (feet)
Change in height over outlet (ft)
Slope
Time for concentration (Tc)
c factor
Intensity (i)
6.6
acres
250
ft
1
ft
0.30
0.15
in/hr
0.29
cfs
6.6
acres
450
ft
4
ft
1.00%
4.5
min
0.48
0.15
in/hr
Compute c factor acreage c
Impervious area 2.38 0.8
Non -impervious area 4.22 0.3
Computed average 0.48
Runoff Calculation
Q = ciA
Q = (0.48)(0.15)(6.6)
Storage Required
(0.46-0.29)"(4.5)`60s/min
0.46 cfs
46.85625 cf
The following table summarizes storage provided by proposed stormwater management
facilities:
Catchment Area Storage Summary
Catchment
Area
Bioretention
Volume
c
Grass Swale
Total
Volume
c
Length
ft
Area
s
Volume
c
1
2,290.75
147
12
1,764
4,054.75
2
9,108.00
148
12
1,776
10,884.00
3
4,680.00
300
12
3,600
8,280.00
Total Storage
23,218.75
W:\DlOxx_gen\DIOOx_msw\D1005 coues_msw\RBM\2006\Beaufort IP Site 9\bcip-site9-bmp-attachment.doc
2 1 /19/2007

Proposed storage is adequate to meet the storage needs associated with the 1 year, 24
hour storm event. Proposed stormwater facilities need to ultimately be capable of
processing the peak stormwater flow represented by the 10 year storm event. The
following is a comparison of peak flow stormwater data.
Peak Storm Comparison (10 Year Storm Event)
Pre -development
Acreage
6.6
acres
Max length travel (feet)
250
ft
Change in height over outlet (ft)
1
ft
Slope
1.00%
Time for concentration (Tc)
5
min
c factor
0.30
Intensity (1)
7.00
in/hr
Runoff Calculation
Q = ciA
Q = (0.30)(7.0)(6.6)
13.86
cfs
Post -development
Acreage
6.6
acres
Max length travel (feet)
450
ft
Change in height over outlet (ft)
4
ft
Slope
1.00%
Time for concentration (Tc)
1.8
min
c factor
0.48
Intensity (i)
7.00
in/hr
Compute c factor
acrea e
c
Impervious area .
2.38
0.8
Non -impervious area
4.22
0.3
Computed average
0.48
Runoff Calculation
Q = ciA
Q = (0.48)(7.0)(6.6) 22.19 cfs
Storage Required
(22.19-13.86)"(5)'60s/min 2,499 cf
(2.5 min x 2 for overland Bow)
(4.5 min x 0.4 for impervious)
Proposed storage facilities are more than adequate to accommodate the peak flow rate.
Conveyance channels need to be designed to make sure that discharge of stormwater
from the site does not occur at a rate in excess of the pre -development rate. The 3
grass swales are all designed at a slope of 0.8% where average depth is 2' and
computed average perimeter is 12.65'. Velocity and rate of discharge can be computed
using Manning's equation:
WADI Oxx_gen\D I00x_msw\D1005 cores msw\RBM\200G\Beaufort It, Site 9\bcip-site9-bmp-attachmem.doc
3 1/19/2007

V = 1.486/n(R) y3(S) h
The value for n (Manning's coefficient) is based on the roughness for the channel.
Based on a loamy soil (0.02) + moderately irregular surface (0.01) + proposed dense
vegetation (0.08) + minimal meandering ration (0.02), n is assumed to be a value of
0.13.
V = 1.486/(0.13)*(0.95)113*(0.008)1/2
V = 1.0 fps (feet per second)
A velocity of 1.0 fps or less is recommended for discharge into a bioretention area
consisting of a top layer of mulch material.
Storrnwater flow is computed by multiplying the velocity times the area of the channel.
Q=VA
Q = (1.0)*(12)
Q = 12 cfs (cubic feet per second)
Stormwater flow following development is less than the pre -development flow, complying
with stormwater regulations and erosion and sedimentation control requirements.
As part of bioretention structures, an underdrain system is proposed due to the slow
permeability rate of the Lenoir loam soil. Additionally, due to the relatively shallow
groundwater table, a geosynthetic liner is proposed which will help the facilities to
achieve maximum storage volume.
As a final consideration of design facilities, storage is evaluated to determine its ability to
handle runoff from the 1 year, 24 hour storm event. 3.5 inches over the proposed
impervious area of 2.43 acres equates to a total volume of water amounting to
(2.43acres*43,560sf/acre*3.5in*1/12in/ft) 30,873.15 cf. Assuming 25% of this volume
will be processed through evaporation and infiltration into the natural soil, a 75%
stormwater volume equates to (75%*30,873.15) 23,154.86 cf. The proposed 23,218.75
cf of storage accommodates 75% of the total 1 year, 24 hour storm event for the
proposed impervious areas.
Bioretention Planting Summa
Bioretention cells will periodically be inundated with water. Due to the relatively
high seasonal high water table (SHWT), the site has been elevated where the bottom of
retention cells is only approximately two (2') feet below the existing natural ground
elevation. Existing soil material will be removed from the cell areas and replaced with
planting soil that offers better permeability. Cells will be lined with geosynthetic material
that will help keep groundwater from infiltrating into cells. In general, the middle of cells
will contain the most moisture, such that plantings must be well -suited for wet conditions.
Planting within bioretention cells will be a combination of hardwood trees in the middle
section and shrubs on the perimeter. Hardwood trees are less susceptible to disease
and insect damage. The following table summarizes recommended plantings within the
cells.
W:\DIOxx_gen\DIOOx_msw\D1005 cortes_msw\RBM\2006\Beaufort IP Site 9\bcip-site9-bmp-attachment.doc
4 1/19/2007

Form
Common Name
Shrub
Witch Hazel
Shrub
Black Willow
Shrub
Azalea
Shrub
Spice Bush
Shrub
Wax Myrtle
Shrub
American Hazlenut
Hardwood Tree
Shadbush
Hardwood Tree
River Birch
Hardwood Tree
Persimmon
Hardwood Tree
Smooth Sumac
Hardwood Tree
American Holly
Shrubs and trees should be planted as seedlings (trees approximately 5' in height)
where their root formations are allowed to develop within the newly installed planting
soil. Plants will grow quickly where their mature spans will be approximately 5' diameter
for shrubs and 20' for trees.
W:\DIOxx_gen\D100x_msw\D1005_corres_msw\RBM\2000\Beaufort IP Site 9\bcip-site9-bmp-attachment.doc
5 1 /19/2007

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Precipitation Frequency Data Server
Page 1 of 5
POINT PRECIPITATION s'
FREQUENCY ESTIMATES
` FROM NOAA ATLAS 14
North Carolina 35.573 N 77.07 W 29 feet
from "Precipitation -Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Thu Jan 18 2007
Confidence Lirnitsk .._
Seasonali
6� Lo, at onsMa p
nOttan4 Info
„GIS�da
lyMaps
k Hel'p
Precipitation Frequency Estimates (inches)
5i
mmmmmin
1
hrhhr
6
r
12
h
yda
7
yA
10
20
30
45
day 11
60
day
0.45
0.72
0.90
1.23
1.53
1.79
1.92
2.30
2.69
3.17
3.68
P 15Q
4.87
5.55
7.51
9.29
11.53
13.85
0.52
0.83
1.04
1.44
1.81
2.14
2.29
2.74
3.21
3.86
4.45
5.02
5.86
6.65
8.95
11.04
13.64
16.35
0
0.59
0.95
1.20
1.70
2.18
2.63
2.82
3.39
3.98
4.99
5.72
6.39
7.36
8.24
10.88
13.28
16.29
19.29
10
0.67
1.08
1.36
1.98
2.57
3.16
3.42
4.11
4.85
5.94
6.81
7.52
8.60
9.55
12.46
15.06
18.46
21.64
25
0.76
1.21
1.54
2.28
3.03
3.81
4.17
5.02
5.97
7.37
8.45
9.17
10.39
11.44
14.72
17.54
21.51
24.85
50
0.84
1.33
1.69
2.54
3.44
4.41
4.88
5.90
7.06
8.59
9.87
10.57
11.89
13.01
16.56
19.51
23.99
27.38
100
0.91
1.44
1.82
2.79
3.84
5.02
5.62
5.81
8.20
9.94
11.46
12.09
13.49
14.68
18.50
21.54
26.55
29.94
200
0.97
1.54
1.95
3.03
4.25
5.67
6.42
7.81
9.47
11.44
13.23
13.73
15.21
16.46
20.55
23.62
29.23
32.53
500
1.06
1.67
2.11
3.35
4.81
6.57
7.55
9.22
11.28
13.677
15.91
16.21
17.69
19.01
23.43
26.46
32.94
36.03
1000
1.14
1.79
2.25
3.64
5.32
7.40
8.62
10.58
13.04
15.58
18.21
18.41
19.75
21.1]
25.75
28.69
35.90
38.73
" q These precipitation frequency estmates are based on a oadial dura8on sedes ARI is the Average Recurrence Interval.
iIMl*wlt9X16VBfS10n:%�O f2bie, `,;7. Please refer to the documentation for more Information.NOTE: Formatting forces estimates near zero to appear as zero.
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Precipitation Frequency Data Server
Page 2 of 5
Partial duration based Point Precipitation Frequency Estimates Version: 3
35.573 N 77.07 N 29 ft
1 2 3 4 5 6 7 8 910 20 30 40 50 80100 140 200 300 500 700 1000
Average Recurrence Interval (years)
Thu Jan 18 13:13:01 2007
Duration
48-hr -x-
30-day -�-
10-min
3-hr ->t-
4-day
45-day -�-
15-min
6-hr
7-day-a-
30-min a
12-hr -+-
10-day -+-
60-min -x-
24-hr
20-dau -�
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&series=pd&units=us&statena... 1 / 18/2007

Precipitation Frequency Data Server
Page 3 of 5
Partial duration based Point Precipitation Frequency Estimates Version: 3
35.573 N 77.07 W 29 ft
C
C C
C C
C 6 L L L L L L L
L L L L L L L
E
E E
E E
E m 1 I I I I I I
I
I I
1 I
I N M V .D m N m C
N
m N
m m
m + N
Duration
Thu Jan
18 l3t13101
2007
L L T T T T T T M T T M
L S m m m N m m m m m m
I I v a v a v v v a a s
M Y M V N f\ m N m m N m
Average Recurrence Interval,
(wears)
1 -; 0
2100-
5 -- 200
10 -a 500 -1-
25 -11- 1000
Confidence Limits -
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr day day day day day day day
=
0.49
0.79
0.98
1.35
1.68
1.99
2.15
2.59
3.02
3.50
4.06
4.53
5.31
6.02
8.11
9.97
12.40
14.77
0.57
0.92
I.15
1.59
2.00
2.37
2.56
3.08
3.59
4.26
4.91
5.49
6.39
7.22
9.67
11.85
14.67
17.44
0
0.65
1.04
1.32
1.87
2.40
2.91
3.16
3.80
4.45
5.50
6.31
6.97
8.02
8.94
11.78
14.26
17.50
20.58
10
0.74
1.19
1.50
2.18
2.83
3.49
3.82
4.60
5.42
6.54
7.49
8.21
9.36
10.35
13.48
16.17
19.83
23.11
25
0.84
1.33
1.69
2.50
3.33
4.20
4.64
5.61
6.65
8.08
9.26
9.99
11.30
12.39
15.91
18.83
23.12
26.55
50
0.92
1.46
1.85
2.79
3.78
4.86
5.43
6.58
7.84
9.42
10.82
11.52
12.94
14.11
17.91
20.96
25.81
29.27
100
0.99
1.58
2.00
3.06
4.21
5.52
6.23
7.58
9.09
10.89
12.58
13.20
14.69
15.93
20.06
23.19
28.63
32.07
200
1.07
1.70
2.14
3.33
4.68
6.24
7.11
8.67
10.49
12.56
14.58
15.04
16.671
17.92
22.33
25.49
31.59
34.92
500
1.16
1.84
2.32
3.69
5.29
7.23
8.38
10.24
12.49
15.06
17.61
17.84
19.40
20.80
25.61
28.66
35.75
38.81
1000
1.25
1.98
2.48
4.01
5.86
8.16
9.59
11.77
14.46
17.21
20.25
20.38
21.79
23.23
28.29
31.19
39.13
41.87
The upper bound of the confidence interval at 90% confidence level is the value which 5%of the simulated quarible values for a given frequency are greater than.
"These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
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Precipitation Frequency Data Server
Page 4 of 5
Precipitation Frequency Estimates (inches)
ARI** 5 ]0 15 30 60 120 3 6 12 24 48 4 7
(years) min min min min min min hr hr hr hr hr day day
10 20 30 45 60
day 11 day 11 day 11 day 11 day
0.41
0.65
0.81
1.12
1.39
1.62
1.73
2.07
2.42
2.90
3.36
3.81
4.48
5.14
6.98
8.66
10.77
13.01
=
0.47
0.76
0.95
1.31
1.65
1.93
2.06
2.47
2.89
3.53
4.07
4.61
5.40
6.16
8.31
10.30
12.75
15.36
O
0.54
0.86
1.09
1.54
1.98
2.37
2.54
3.04
3.57
4.54
5.22
5.85
6.76
7.61
10.10
12.36
E22
18.09
10
0.61
0.98
1.23
1.79
2.33
2.84
3.06
3.68
4.34
5.40
6.20
6.86
7.88
8.79
11.55
14.00
17.21
20.26
25
0.68
1.09
1.38
2.05
2.73
3.41
3.71
4.47
5.31
6.64
7.62
8.31
9.46
10.46
13.56
16.23
19.97
23.19
50
0.75
1.19
I.51
2.28
3.09
3.93
4.32
5.22
6.23
7.68
8.84
9.50
10.73
11.81
15.16
17. 77
22.15
25.45
100
0.81
1.28
1.62
2.48
3.42
4.45
4.94
5.97
7.16
8.81
10.16
10.75
12.06
13.20
16.81
19.73
24.38
27.70
200
0.86
1.37
1.73
2.69
3.77
4.99
5.60
6.79
8.18
10.01
11.58
12. 99
13.47
14.68
18.51
21.50
26.64
29.90
500
0.93
1.47
1.85
2.94
4.22
5.73
6.51
7.92
9.61
11.76
13.67
14.04
15.43
16.72
20.84
23.86
29.70
32.77
1000
0.99
1.56
1.96
3.17
4.63
6.39
7.35
8.97
10.95
13.22
15.39
15.71
17.01
18.33
22.65
25.65
32.06
34.94
' The lower bound of the confidence
Interval at 90%confidence level
is the value
which
5%of the simulated quanble values for a given frequency are less than.
"These precipitation frequency estimates are based on a oaNal duration maxima series. ARI is the Average Recurence Interval.
Please refer to the documentation for more information. NOTE: formatting prevents estimates near zero to appear as zero.
Maps -
These maps were produced using a direct map request from the
U.S. Census Bureau Mapping and Cartoaraohic Resources
Tiger Mao Server.
Please read disclaimerfor more information.
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Precipitation Frequency Data Server
Page 5 of 5
LEGEND
— State
— Connector
— County
IZ Stream
= Indian Resv
rZff Military Area
CM LakelPond/Ocean
National Park
— Street
E-0 Other Park
— Expressway
O City
—Highway D
C$unty6 .8all
Scale 1:228503 p gg
*average --true scale depends on Inonitoreresolut on
Other Maps/Photographs -
View USGS digital orthophoto quadrangle (DOO) covering this location from TerraServer; USGS Aerial Photograph
may also be available
from this site. A DOQ is a computer -generated image of an aerial photograph in which image displacement caused by terrain
relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities
of a map. Visit the USGS for more information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety ofsources, but largely NCDC The following links provide
general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the
stations used in this study,
please refer to our documentation.
Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations within:
+/30mlutes ; .,.OR... +ia,+/ti1,, degfee fir of this location (35.573/-77.070). Digital ASCII data can be obtained
directly from NCDC.
Hydrometeorological Design Studies Center
DOCtNOAAMational Weather Service
1325 East-West Highway
Silver Spring, MD 20910
[phone]
Questions?: HDSC.Ouestions(@,noaa.gov
Disclaimer
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MCDAVID ASSOCIATES, INC.
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LISA JOYNER
SELENA T. SUTTON
943 WASHINGTON SQUARE
2527532139
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STORMWATER CONTROL STRUCTURE MAINTENANCE AGREEMENT
PROJECT: Beaufort County Industrial Park - Lot 9 Site Development
RESPONSIBLE PARTY: Beaufort County PHONE #: [phone]
ADDRESS: 121 West V Street
Washington, NC 27889
Monthly or after every runoff producing rainfall, whichever comes first:
a. Remove debris from trash rack.
b. Check and clear orifice of any obstructions.
c. Check pond side slopes; remove trash, repair eroded areas before next rainfall.
II. Quarterly
a. Inspectthe collection system (i.e. catch basin, piping, grassed swales) for proper functioning.
Clear accumulated trash from basin grates, and basin bottons, and check piping for
obstructions.
b. Check pond inlet pipes for undercutting. Repair if necessary.
c. Repair any broken pipes.
d. Replace rip rap that is choked with sediment.
III. Semi -Annually
a. Remove accumulated sediment from bottom of outlet structure.
b. Check pond depth at various locations. If depth is reduced to 75% or original design depth,
remove sediment to original design depth.
c. Reseed grassed swales twice yearly. Repair eroded areas immediately.
IV. General
a. A natural buffer is encouraged along the banks of the bioretention cells where appropriate.
Annual mowing can be used to maintain a low buffer. Vegetation along the dam should be
mowed on a regular basis to discourage root intrusion.
b. Wetland plants are encouraged along cell perimeter; however, invasive species such as ,
cattails must be moved when they cover the entire surface of the pond. .
c. All components of bioretention system to be kept in good working order.
d. In case the ownership of the hioreiantion cell transfers, the current owner shall, within thirty
(30) days of transfer of ownership, notify the Beaufort County, County Manager's office of
such ownership transfer.
e. This property and bioretention cell is also subject to the Operation and Maintenance Manual %
filed with the register of deeds.
I, BeaufortCounty, hereby acknowledge that I am the financially responsible party for maintenance of this
bioretention cell. I will perform the maintenance as outlined above, as part of the Certificate of
Compliance with Stormwater Regulations received for this project.
Signature: Date:
I,
a Notary Public for the State of
County of
, do hereby certify that personally appeared before me this
day of , 20_, and acknowledge due execution of the foregoing instrument. Witness
my hand and official seal,
Seal
My commission expires:
D805PBM07 1 - 1 L06 AM
BEAU-00-IP-SITE9-STM WTR-CNTRL-STRT-MAINT- AGMT-070126-001.wpd 070126

�V-s, _ r
(.{Vita{iR W§. OFFICE USE ONLY
Date Received
Fee Paid
Permit Number
�v(� State of North Carolina SW,4� iokiloCo
�ko ®WQ WAPDrepartment of Environment and Natural Resources
l Division of Water Quality
0
tI10 STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Beaufort County
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Jay coy, Chairman kv05r1Mv.�fE
3. Mailing Address for person listed in item 2 above:
121 West 3rd Street
City: Washington State: NC Zip: 27889
Telephone Number: ( 252 1 946-0079
4, Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Contract No. 1 — Civil'Sitework
Beaufort County Industrial Park — Lot 9
5. Location of Project (street address):
Lot 9,-Page Road, Beaufort County Industrial Park
City: Washington County: Beaufort
6. Directions to project (from nearest major intersection):
From Washington take US 264 West to its intersection with Leggett Road. Turn right
and
is on your rignr.
7. Latitude: 350 36' 09" Longitude: 770 05' 26" of project
S. Contact person who can answer questions about the project:
Name: Richard B. Moore, PE Telephone Number: ( 252 ) 753-2139
II. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
Projec
Form SWU-101 Version 3.99 Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
_Low Density _High Density _Redevelop _General Permit _Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major X Sedimentation/Erosion Control _404/401 Permit _NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748,
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will travel to grass swales where it will discharge to three (3)
bioretention cells
2. Stormwater runoff from this project drains to the Tar —Pamlico River basin.
3. Total Project Area: 6.66 d acres
5. How many drainage areas does the project have? 1
4. Project Built Upon Area: 36.5 %
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
oBasinxInformationt))� yi`
Receiving Stream Name
u: r kDrainageAreal°qy x's1�6a
UT Mitchell Branch
� Ar6a
"Drainage"-,Z �
�_ S,c af.t�
Receiving Stream Class
C • SW
Drainage Area
Approximately 200 acres
Existing Impervious` Area
Approximately 10 acres
Proposed Impervious'Area
2.43 acres
%Impervious Area (total)
6.22%
�.=.z. t
I'mpetviotis,, Surface;Arear k
On -site Buildings
u r + nr is 5, a,
r ' ,M�� ..ina e ArearL x
,god.. mwl"r a�4��o-
5.73 acres
y 7•Li�+ r"0;_
p�t i' Drainage Area+2 Y,�'t�R y
K�l,'WWifiJ].W�(lo -.�n v.,nwan
On -site Streets
1.20 acres
On -site Parking
5.50 acres
On -site Sidewalks
Other on -site
Off -site
Total: 12.43 acres
Total:
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

7. How was the off -site impervious area listed above
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be. provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall he covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required Information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide Information on your
behalf, please complete this section.
Designated agent (individual or firm): Richard B. Moore PE McDavid Associates, Inc.
Mailing Address: PO Drawer 49
City: Farmville
Phone: ( 252 ) 753-2139
VIII. APPLICANT'S CERTIFICATION
State: NC Zip: 27828
Fax: ( 252 ) 753-7220
I, (print or type name of person listed in General Information, item 2) Jay McRQy. Chairman
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000.
Date: I0,9.10L
Form SWU-101 Version 3.99 Page 4 of 4

MCDAVID ASS®CIATES, INC.
INC. Engineers • Planners • Land Surveyors
CORPORATE OFFICE GOLDSBORO OFFICE
[phone]• F. [phone] [phone]• F. [phone]
E-mail: E-mail: [e-mail]
3714 N. Main Street • P.O. Drawer 49 109 E. walnut Street • RO. Box 1776
Farmville, NC 27828 Goldsboro, NC 27533
October 12, 2006
NC Department of Environment
of Natural Resources
Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
SUBJECT: Stormwater Management Permit
Lot 9 Site Development
Beaufort County Industrial Park
Dear Sirs/Madams:
In reference to the subject project and on behalf of Beaufort County, please find enclosed the
following exhibits in support of a request for a Stormwater Management Permit:
Two (2) copies of an executed Stormwater Management Permit Application form.
2. Two (2) copies of final plans consisting of fourteen (14) pages dated June 15, 2006.
3. Two (2) copies of specifications.
4. Two (2) copies of a detailed narrative of proposed stormwater treatment.
5. Permit fee in the amount of $420.00 made payable by McDavid Associates, Inc.
check.
On behalf of Beaufort County, please advise as we may provide additional information for
your review.
DECEIVED
Sincerely,
VID ASS ATES, INC. OCT I 2U1i6
DWQ-WARE
R More, PE
Farmville Of cc
RBM:fla
Enclosures
D405RBM06 I 9:29am
13EAU-CO-IND-PK-LOT9-STRMWTR-PERM-DWQ.LTR;2 061012

McDavid Associates, Inc. 3714 N. MAIN ST., P.O. DRAWER 49 FARMVILLE, N.C. 27828
C Deoartment of Environment and rhE-K xcmDec:
Natural Resources - uwQ Date: 10/11/2006 Check AL:
,ran 4 Invoice -w-vend Date Reference Balance
1669 061011 10/11/OE 1-06-0307-9042 Beau DWQ Permit $42C.00
McDaIAssociates, Inc.
3714 N. MAIN ST., P.O. DRAWER 49
'MC FARMVILLE, N.C. 27828
PH. 252-753-2139
21133
$420.00
Discount
$0.00
BB&T 66-112/531
BRANCH BANKING AND TRUST COMPANY 71401
Farmville, North Carolina
Exactly: Four hundred twenty and no/ 100 Dollars
Attn: Accounting Department
PAY NC Department of Environment and Natural Resources- DWQ
TO THE
ORDER 943 Washington Square Mall
OF
Washington NC 27889
002113311' t:053101h21,:51hL9?355711'
DATE
10/11/200E
CHECK NO.
021133
Pa`/ A -mount
$420.00
021133
21133
AMOUNT
$420.00

OCT 17 2006
NARRATIVE
EROSION AND SEDIMENTATION CONTROL PLAN DWQ-WARD
LOT 9 DEVELOPMENT
BEAUFORT COUNTY INDUSTRIAL PARK
BEAUFORT COUNTY
Project Description
The purpose of the project is to construct a 50,000 SF shell building and parking
facilities on lot 9 of the Beaufort County Industrial Park. The project area is located
adjacent to Page Road west of the City of Washington. The industrial park is included in
the City of Washington's service area. Lot 9 is a 6.6 acre tract which will be completely
disturbed as a result of grading and landscaping activities. Approximately 36.5% of the
site will be converted to impervious surface.
Site Description
The site consists of basically flat topography, with slopes less than 2%. The site
has long been used for agriculture crop production where grass is planted following
harvests. There is no evidence of any erosion at the site. Drainage flows west to a
road -side ditch that drains to an un-named tributary to Mitchell Branch of the Tar -
Pamlico River Basin.
Adiacent Properties
Land use in the vicinity of the project is a combination of commercial properties
and agriculture. The site is located within a dedicated industrial park. The project is not
anticipated to have any adverse impact to adjacent properties.
Soils
The predominant soil classification in the project area is Lenoir loam. This soil is
somewhat poorly -drained where infiltration is rapid and surface runoff is slow. The soil
maintains a high moisture content and the seasonal high water table is about two (2')
feet. No problem is anticipated in establishing a vegetative cover once construction
activities are complete. Soil excavated by construction will be used as backfill in order to
minimize the need to haul material from the site for disposal. Backfilling is considered
the best use of excavated material as a majority of the ground surface will remain
undeveloped (no traffic loading). No offsite disposal of soil is anticipated by the
proposed construction activities. Borrow material will be used for proposed building pad
in order to meet compaction requirements.
Planned Erosion and Sedimentation Control Practices
Construction Entrance
One (1) gravel driveway is proposed to provide temporary (and permanent)
access to the site. This drive will be maintained during the entire length of the
project.
WAD 10"_g=\D100z_m w\D 1005_cones_m w\RBM\2006\b6p-sitc9-nw.doc
1 7/1112006

2. Land Grading
Construction will occur on a dedicated site (lot). As construction activities occur,
excavated material will be used to backfill the exposed trench. No excess spoil
material is anticipated to result from the project. Following backfilling and
compaction, the disturbed area will be seeded and fertilized in order to establish a
vegetative cover.
3. Gravel Filter Check Dam
In an effort to confine sediment runoff to the project area, check dams will be
installed at all outlet locations. Check dams will be checked following each rainfall
event. Any noticeable buildup of sediment will be promptly removed to insure that
the check dam remains effective.
4. Silt Fence
In an effort to minimize the potential for runoff of sediment, a silt fence shall be
installed between the existing Page Road and limits of disturbed area.
5. Surface Stabilization/Dust Control
The moisture content of existing soils is such that dust is not anticipated to be a
problem. The ability to compact existing soils will minimize erosion and
sedimentation runoff.
CONSTRUCTION SCHEDULE
1. Confirm adequacy of construction entrance to provide access to project site.
2. Perform construction stakeout of work elements for infrastructure
3. Establish temporary check dams and install silt fences as needed.
4. Install drainage/retention structures
5. Construct infrastructure
6. Prepare disturbed area for seeding.
7. Inspect gravel check dams weekly and following each rainfall event. Make
repairs as necessary.
8. Once infrastructure is complete, immediately perform landscaping.
9. Estimated time of project area disturbance: 8 weeks.
W:\DI Oxx_gen\D IOOx_m MDI005_cor es_msw\RBM\2006\bcip-site9-nar.doc
2 7/11/2006

MAINTENANCE PLAN
All erosion and sediment control practices will be checked for stability and
operation following every runoff -producing rainfall and/or at least once every
week. Any needed repairs will be made immediately following an inspection.
2. Sediment shall be removed from behind check dams once it becomes
approximately four (4") inches deep. Check dams will be repaired as needed
to maintain establishment.
3. Sod will be continuously irrigated, mulched, and fertilized as needed to
establish and maintain a vigorous vegetative cover.
ATTACHMENTS
1. Aerial project map.
2. Soil Survey Panel Extract
3. USGS Quadrangle map extract
4. Tar -Pamlico River Basin Stormwater Summary
WAD 10"_g=IDI 00x_mcw\DI 005_cor cs_m w\RBM12006Ibcip-site9-nu.doc
3 7/11/2006

Ul 0C d:1,VlWhill
WAD I Oxx_gen\]) I 00x—mw\D I 005—coffes—msw\R]3MU006\bcip-sitc9-nu. doc
4 7/11/2006

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http://ww-w.topozone.conilprint.asp?z=18&n=3941889&e=310638&size=l&u=6&datum=n... 7/3/2006

Tar -Pamlico Stormwater Rule 15A lvi:AC 2B .0258
Coastal Plain of the Tar -Pamlico River Basin:
Includes Greenville and Washington as well as Pitt and Beaufort l:otmties
Last Modified 7/11/2006
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name: Beaufort County Industrial Park - Lot 9 Site Development
Date: July 11, 2006
By: Richard R. Moore, P.E.
Checked By:
Directions (same for pre -development and post -development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of
the values in light blue.'
> Compare total areas of development in pre- and
post- tables for consistency (bottom of column (2)), and also for consistency
with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining
in must
be included in the acreage values and treated.
Pre -development:
;� ...:�of)vah� � tiYe'riii:ili'e' :ii:i€
S:MiF:ai+piula:
eApeta'@:AMC::,
n::::::::
Colv�..::.:..t1........
9tra k......�'L..............................
3 :�:.
: o z m
w x
?< `T'tarispo:rCattan 3inpe nits
0.51
2.60
0.00
0.19
0.00
us
0.51
1.95
0.00
0.11
0.00
f2<MQeage':peiiYioy9s
0.51
1.42
0.00
0.28
0.00
l
>i;Mauaggil_peiaoys;;;>
0.51
4.23
1437
1.23
4.18
1N ivagedpecys foie iii'
0.51
2.04
0.00
0.62
0.00
WdislPeCYig!uBisj>':>.
0.51
0.95
0.00
0.14
0.00
'" of
ii;;;Tf1Ei6a81u'
l ea31:::
y� .$
>4 Y
1437
4.18
6.66
`xia.
......:::::::t:::t:t:
2.16
TF k X;• ,:
0.63
Post-development:
iiEirii� �'.cio7iie'niFCo�epiiii iiiiiA?ce@ii
YP
;:: orniul
iSM..F............9....:.........g
.A.eza eaEi�IC'€;i;CoW
..........:..........................,...,.:..:�&::.:.:.,»:..»>;;:<.::.:.:.:.:
................. .
i'0['1`M':itt'
2....
;h:m
brT .
....
3..
2.. 6.:
�Traii9parp4ivn)iiipeFvjous:
3.84
2.60
12.93
0.19
0.95
i'R4.afC:ci'v[oggs:'s;'��s;
..:.: P ............:..................
3.84
1.95
8.58
0.11
0.48
s;;A7a4 [kl#U5!ii`.ie`
llkd.lt .........:...:.:.:.:.....:...
3.84
1.42
23.03
0.28
4.54
'.i'11loodtil`crviapsi;i
P,...:...:....................
3.84
0.94
0.00
0.14
0.00
. ..Frastioulmpbrvwustf)s 037
"1'NT.oadta',
44.54
TPJ..Coading
5.97
6.66
lly;l" i;:CAeff0.90
6.69
TP. z "lGoet
w......
:'f...........teR:o[.LfevelP .menq
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post -development TN and TP loadings after BMPs are installed.
\\F-PC11Server_Data _1MD10xxyen\D101 x_exrel\D1012_gen_excel\RBM\2006\beaufort-edc-site-9-nit-red-calc.xls
Tab: Export before BMPs 1 7/11/2006

Tar-PamlicoStormwater Rule 15ANCAr 2B.0258
Coastal Plain of the Tar -Pamlico River Basin:
Last Modified 5123103
Includes Greenville and Washington as well as Pitt and Beaufort Counties
BMP Removal Calculation Worksheet (Automated)
Project Name: Beaufort Courrte /uuhu.strial Park -Lot 9 She Development
Date: July 1/ 2006
By: Richard B. Moore, Y.E. Checked By:
Directions:
> it may be advantageous to split the development into separate catelunents to be handled by separate BMPs. The tables below allow
the development to be split into as many as three catchments, and can be copied for greater than three. NOTE: Unless nmoff flowing
onto the development from offsite is routed separately =and or through the site, the offsite catchment area draining in must be
included in the acreage values of the appropriate land use(s) and treated.
> Above each table: Enter the catchment acreage in the top green blank. Based on a comparison of the
post -development TN and TP
export coefficients you calculated above to the rule requirements of 4.0 Ib/ac/yr TN and 0.4 Ib/ae/yr TP,
select BMP(s) from the list for
treating the catchment runoff. Enter the chosen BMP(s) nutrient removal rates in the green blanks. If
more than one BMP is to be used
in series, the combined removal rates will be calculated automatically in the blue blanks.
> Catchment Tables: Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the light blue
boxes. NOTE: Compare the Total Catchment Acreage for the Development (final table) to the value you established in the pre-BMP
worksheet tables, and also to the site plans, for consistency. All of these values need to be the same
.. `u .....
BMP VueiDetefiippPopd 25 40
NC BMP Manual
Nutrient SfuM:tiatFr'iHpUasdi€ 40 35
NC BMP Manual
Removal $?!! LtQ(ej 35 45
NC BMP Manual
Rates $ioi ¢eriijj k t[ 35 45
NC BMP Manual
20 20
NC BMP Manual
�?@et9tei{�IiibtiNi{iftiF 20 35
NC BMP Manual
10 10
NC BMP Manual
Catchment I:
Total acreage of catchment I = ac
First BMP's TN removal rate = 2 % First BMP's TP removal rate =
%
Second BMP's TN removal rate Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate =
%
TOTAL TN REMOVAL RATE = 48 % TOTAL TP REMOVAL RATE =
56 %
:.°' 21i'm'eaf
s[is�yipoF,E;andG'aveE�af......: .......
S'M11rFUiroola'Ave'.......MCi6
.. r...........
.......�...........................:.:.:.:.:.:..:.:.:..:.......................:.....:....
::i€'Cclumu>:
�Auo'....BMC:y.
;:S:;eolnitiu:;:
'si1SU'i',',fiiou3mper4fpp9
4.29
2.60
1.90
0.19
0.14
l�4Vf;ijipel!y14!19
4.29
1.95
4.52
0.11
0.25
>l:Mpda'ge3pei.;vious°:;;i°.;5
4.29
1.42
5.48
10.28
11.08
�3lttidEpcitiiaaF<izi<
4.29
0.94
0.00
0.14
0.00
[ AieBaeklnugti'yBNIF''s'
.........................................................
4.29
1.95
0.84
0.11
0.05
0.42
€ ,.,P, e•BTvtt! . ,
12.73
€..P
1 2
aratAte9;ptthy¢lopmept;;,;;; 1.71
€�
B
i....P... r� .MP...
::.
7.
ie AMPT
89
srt see
o�' .u�e�r
.Pus[ Bh1Y
6.62
POef 19MYT;
0.67
`
. ...
Goad Qblyr),`.
Load (ifli.(ye);,
Paso-�Mt
3.87
PAFfttgCT,,
039
$zpotttlblaefyf�
Export(Ibfac/y
\\F-PC1\Server_Data_W \D l Om_gen\0101 x_ecceaD 1012_gen_axceORBMt2006\beaufortadosite-9-nil-red-mlcxls
Tab: Export after BMPs 1 7/11/2006

Tar -Pamlico Stormwater Rule 15A NCA0 2B .0258 Last Modified 5/23103
Catchment 2:
Total acreage of catchment 2,, ac
First BMP's TN removal rate
R %
First BMP's TP removal
rate =
;2�'
Second BMP's TN removal rate =
as. , %
Second BMP's TP removal rate =
, 4�... %
Third BMP's TN removal rate = %
Third BMP's TP removal rate =
" " %
TOTAL TN REMOVAL RATE=
48 %
TOTAL TP REMOVAL PATE=
56 %
Type Pf:LOil.CAtCbpK'Rt,
?'hi F.orpmlA
Avenggi;llAo ."%Ipmn
,AvW'a$C rfilWr.,o
.: ...:
Culemn';;
.
:1'+5.
:.T:N ...
_ .:.6_.
(ETrdusperiafluitimpCYi6u8�'?
433
2.60
2.46
0.19
0,16
60[iippe!i6g6;[;i;z
433
1.95
4.56
0.11
0.26
lyigryg�apeYe76pit?;°.a?
433
1.42
5.54
0.28
1.09
Stooded„peryous��:;�;�
433
0.94
0.00
0.14
0.00
���[kreatek:eeuQ4y8MP
433
1.95
1.27
0.11
0.07
»3P,rA Eiou im e.. dur. �.
0
€€:Udall?(EbIY
1384
.
"'SNPT
160
TD d
�
€iYreiBA1P� :�.
7.65
re. ::
�9rt.(IbiA51.'
0.68
7.20
t
P. uci 81HP0.70
Eea
BMP]''
3.98
T:
f.R . -Bh1P
039
I Y4
Catchment 3:
Total acreage of catchment 3 =
ac
First BMP's TN removal rate =
%
First BMP's TP
removal rate
= %
Second BMP's TN removal rate =
%
Second BMP's TP mmoval mte = 3 %
Third BMP's TN removal rate =
%
Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE -
48 %
TOTAL TP REMOVAL RATE = 56 %
eafU4nd:CDYdrfSCdtepgEciK:4;M;Fotmpla:Av:.
aA��:fabtai4kAy@Y?CFiMC;A.;iC918mp
T't9ispAtgtloQiuperi!�ous�
3.79
2.60
8.86
0.19
0.65
R646kripetYidi!9':;.?;!
3.79
1.95
0.00
0.11
0.00
i`:Eil?{A6.�.:",.y?ef}30,U8E;"°
3.79
1.42
5.91
0.28
1.17
' t::60d ,pejryaq!is ::!`;
3.79
0.94
0.00
0.14
0.00
r;Areq;i`skiej'ppDy81tiI
3.79
1.95
3.69
0.11
0.21
i'.i . F ian Im e�vtoua.
..........................
iiPr'aBA1R:'
18 .46
P'P
[fYfR.At.......
?
2.02
pre BNP
739
PRe 8 iiPT
0.81
9.60
Na .
..... T
0.89
1: a...c1.:.Y...:.
;iiE,d A..[tb.....
Y. .
3.94
afi=BirlP. T.
:'�'��Yae"
'/
036
�Ex �urt'ItiPecd�'�-
EY lirtItii
\\F-PCIGServer Data_W\D10xx_gen\Dl01x exceaD1012_gen exc rRBM\20061beaufortedc-slle-9-nit-redr le.rds
Tab: Export after BMPs 2 7/11/2006

Tar -Pamlico Stormwater Rule 15A NCAr 2B .0258 Last Modified 5123/03
Nutrient Loadings from the Catchments:
ea[i5meut7i;;1.00 3.87 039
?iCatcS,irieutZi";;; 1.81 3.98 039
�,aicAmEpC � � 2.50 3.84 036
l'pTq'.j<71p1'.IiOIIV`.t 531 3.89 037
Note: The nutrient loading goals are 4.0 Ib/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below these levels, then the BMPs planned are adequate. Otherwise, additional BMPs and/or
modifications in development plans are required.
\\F-PC1lServer Data W\D10u_.Uen\D101x e ex M1012_gen exmRRBM@006\beaufont d0-siteg-nit.md-wlc.xb
Tab: Export after BMPs 3 71112006

BMP Removal Summary Attachment
Coastal Plain of the Tar -Pamlico River Basin
Beaufort County Industrial Park — Lot 9 Site Development
Background
Existing site is a 6.6 acre tract where existing soil is classified as Lenoir loam
with a slope less than 2%. Pre -development condition of the site is a managed
agriculture field that will be converted into a commercial site. Existing groundwater table
is approximately two (2') feet below the ground surface.
The goal of the project is to construct a shell building and parking facilities to
provide commercial development in Beaufort County within a defined industrial park.
The shallow groundwater table poses a potential problem to the use of wet detention
structures to provide adequate stormwater treatment to comply with the Tar -Pamlico
River Basin strategy. A treatment system consisting of shallow grass swales and
bioretention structures is viewed as a preferable alternative due to easier maintenance
and better curb appeal for marketing of the completed facility.
Design Storm
Tar -Pamlico River Basin regulations require treatment of stormwater flows
represented by the 1 year, 24 hour storm event. For Beaufort County, the estimated 1
year, 24 hour rainfall is approximately 3.5 inches.
Site Development
Proposed impervious area amounts to approximately 2.43 acres that is divided
into 3 catchment areas such that no more than 1 acre of impervious area drains to any 1
catchment.
3.5 inches of rainfall over a 24 hour period equates to a runoff rate of
approximately 1 cubic feet per second (cfs). Stormwater treatment facilities must be
capable of conveying this 1 year storm event.
Treatment of the 1 year storm event is proposed to be accomplished through 3
catchment areas Stormwater will be treated by a combination of grass swales and
bioretention facilities. The following is a summary of flows associated with the 1 year, 24
hour storm event.
W:\3)10xx_gen\D I OOx_msw\D1005_comes msw\RBM\2006\Beaufort IP Site 9\bcip-site9-bmp-attachment.doc
1 7/11/2006

I Year, 24 Hour Storm Event Comparison
_Pre -development
Acreage
6.6
acres
Max length travel (feet)
250
ft
Change in height over outlet (ft)
1
ft
c factor
0.30
Intensity (i)
0.15
in/hr
Runoff Calculation
Q=ciA
Q = (0.30)(0.15)(6.6) 0.29 cfs
Post -development
Acreage
6.6
acres
Max length travel (feet)
450
ft
Change in height over outlet (ft)
4
ft
Slope
1.00%
Time for concentration (Tc)
4.5
min
c factor
0.48
Intensity (i)
0.15
in/hr
Compute c factor
acreage
c
Impervious area
2.38
0.8
Non -impervious area
4.22
0.3
Computed average
0.48
Runoff Calculation
Q = ciA
Q = (0.48)(0.15)(6.6)
Storage Required
(0.46-0.29)' (4.5)'60s/min
0.46 cfs
46.85625 cf
The following table summarizes storage provided by proposed stormwater management
facilities:
Catchment Area Storage Summary
Catchment
Area
Bioretention
Volume
c
Grass Swale
Total
Volume
c
Length
ft
Area
s
Volume
1
2,290.75
147
12
1,764
4,054.75
2
9,108.00
148
12
1,776
10,884.00
3
4,680.00
300
12
3,600
8,280.00
Total Storage
23,218.75
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2 7/11/2006

�1 1
Proposed storage is adequate to meet the storage needs associated with the 1 year, 24
hour storm event. Proposed stormwater facilities need to ultimately be capable of
processing the peak stormwater flow represented by the 10 year storm event. The
following is a comparison of peak flow stormwater data.
Peak Storm Comparison (10 Year Storm Event)
Pre -development
Acreage
Max length travel (feet)
Change in height over outlet (ft)
Slope
Time for concentration (Tc)
c factor
Intensity (i)
Runoff Calculation
Q = ciA
Q = (0.30)(7.0)(6.6)
Post -development
Acreage
Max length travel (feet)
Change in height over outlet (ft)
Slope
Time for concentration (Tc)
c factor
Intensity (i)
6.6 acres
250 ft
1 ft
1.00%
5 min
0.30
7.00 in/hr
13.86 cfs
6.6 acres
450 ft
4 ft
1.00%
1.8 min
0.48
7.00 in/hr
Compute c factor acreage c
Impervious area 2.38 0.8
Non -impervious area 4.22 0.3
Computed average 0.48
Runoff Calculation
Q=ciA
Q = (0.48)(7.0)(6.6)
Storage Required
(22.19-13.86)-(5)'60s/min
22.19 cfs
2,499 cf
(2.5 min x 2 for overland flow)
(4.5 min x 0.4 for Impervious)
Proposed storage facilities are more than adequate to accommodate the peak flow rate.
Conveyance channels need to be designed to make sure that discharge of stormwater
from the site does not occur at a rate in excess of the pre -development rate. The 3
grass swales are all designed at a slope of 0.8% where average depth is 2' and
computed average perimeter is 12.65'. Velocity and rate of discharge can be computed
using Manning's equation:
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3 7/11/2006

V = 1.486/n(R) 113(S) x
The value for n (Manning's coefficient) is based on the roughness for the channel.
Based on a loamy soil (0.02) + moderately irregular surface (0.01) + proposed dense
vegetation (0.08) + minimal meandering ration (0.02), n is assumed to be a value of
0.13.
V = 1.486/(0.13)'(0.95)7J3'(0.008)"2
V = 1.0 fps (feet per second)
A velocity of 1.0 fps or less is recommended for discharge into a bioretention area
consisting of a top layer of mulch material.
Stormwater flow is computed by multiplying the velocity times the area of the channel.
Q=VA
Q = (1.0)*(12)
Q = 12 cfs (cubic feet per second)
Stormwater flow following development is less than the pre -development flow, complying
with stormwater regulations and erosion and sedimentation control requirements.
As part of bioretention structures, an underdrain system is proposed due to the slow
permeability rate of the Lenoir loam soil. Additionally, due to the relatively shallow
groundwater table, a geosynthetic liner is proposed which will help the facilities to
achieve maximum storage volume.
As a final consideration of design facilities, storage is evaluated to determine its ability to
handle runoff from the 1 year, 24 hour storm event. 3.5 inches over the -proposed
impervious area of 2A3 acres ecivates o a total vo ume of —water amounting to
(2.43acres'43,560sf/acre"3.5in'1/12in/ft) 30,873.15 cf. Assuming 25% of this volume
will be processed through evaporation and infiltration into the natural soil, a 75%
stormwater volume equates to (75%"30,873.15) 23,154.86 cf. The proposed 23,218175
cf of storage accommodates 75% of the total 1 year, 24 hour storm event for the
proposed impervious areas.
�31rjiu F, r/�
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4 7/11/2006

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CERTIFIED MAIL
7006 0100 0000 8379 4935
County of Beaufort
Attn: Mr. Paul Spruill
PO Box 1027
Washington, NC 27889
Dear Mr. Spruill:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
March 5, 2007
Subject: RETURN
Stormwater Project SW7061016
Industrial Park - Lot 9
Beaufort County
This office received a stormwater application for the subject project on October 17, 2006. By letter
dated January 10, 2007 (copy attached), additional information was requested to complete your stormwater
application. As of today, this information has not been received; therefore, your project is being returned as
incomplete.
Please be advised that construction of the proposed facilities without a valid permit is a violation of
15A NCAC 2H.1000 and North Carolina General Statute 143-215.1 and may subject you to appropriate
enforcement actions in accordance with North Carolina General Statute 143-215.6. Civil penalties of up to
$10,000 per day per violation may be assessed for failure to secure a permit required by North Carolina
General Statute 143-215.1.
If you decide to pursue the project in the future, you must submit a stormwater application package,
along with plans and specifications, and a permit processing fee.
If you have any questions or comments concerning this matter, please call Mr. Bill Moore, or me, at
the Washington Regional Office at [phone].
Sincerely,
Al Hodge, Regional Supervisor
Surface Water Protection Section
Washington Regional Office
cc: Land Quality - Washington Office
Beaufort County Planning/Inspections
Central Files
Washington Regional Office
N''o��`nnCaroli
,n�atura!!
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service
Internet h2o.en .slate.ac.us 1 943 Washington Square Mall, Washington, NC 27889 1-877-623-6748

BTU S Postal Service.. �L
CERTIFIED MAIL. RECEIPT
(DomesticMail Only; NoInsurance Coverage
Provided)
'. For tlelivery,intormatlon visit our wetisita at
www.usps.com®13 ,
..
_
0
®_
post,postage
C3
(Endommnt Required)Here
0
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Restricted Delivery Fee
PS Form 3a00; Junc 20a2 �:`. ._'�� ,�,WSee
flevei5oifoi lnsVuciionY
0

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a4x FINANCIAL RESPONSIBILITY/OWNERSHIP FORM t13110 7
SEDIMENTATION POLLUTION CONTROL ACT
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 Environment and Natural Resources. (Please type or print and, if the question is not
applicable or the e-mail and/or fax information unavailable, place N/A in the blank.) .
Part A.
1. Project Name:
2. Location of land -disturbing activity: County: Beaufort City or Township:
Highway/Street:
3. Approximate date land -disturbing activity will
ID
�j-�1
JAN 3 0 2007 `
7s
4. Purpose of development (residential, commercial, industrial, institutional, etc.):commercial
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas):6.66
LG.ND QUALITY SECTION
REGIONAL OFFICE
6. Amount of fee enclosed: $350.00 . The Express Permitting application fee is a dual charge. The normal fee
of $50.00 per acre (rounded up to the next acre) is assessed without a ceiling amount. In addition, the
Express Permitting supplement is $250.00 per acre up to eight acres, after which the Express Permitting
supplemental fee is a fixed $2,000.00 (Example: 9 acres total is $2,450).
7. Has an erosion and sediment control plan been filed? Yes No Enclosed X
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
Name: Richard B.
Moore, P.E.
E-mail Address:
rbm(a)mcdavid-inc
com
Telephone: (252)
753-2139
Cell # [phone]
Fax #
[phone]
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Beaufort County [phone] [phone]
Name Telephone Fax Number
121 West 3rd Street 121 West 3id Street
Current Mailing Address Current Street Address
Washington NC 27889 Washington NC 27889
City State Zip City State Zip
10. Deed Book No. Page No. Provide a copy of the most current deed.
Part B.
1. Person(s) or firm(s) who are financially responsible for the land -disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
Beaufort County paul spruill(cDncmail net
Name E-mail Address
121 West 3rd Street 121 West 3 d Street
Current Mailing Address Current Street Address
Washington NC 27889
City State Zip
Washington NC 27889
City State Zip
Telephone: [phone]
Fax Number: [phone]

..
2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address of the
designated North Carolina Agent:
Name E-mail Address
Current Mailing Address Current Street Addr
City State Zip City
Telephone Fax Number
(b) If the Financially Responsible Party is a Partnership or other
assumed name, attach a copy of the Certificate of Assumed Name
Corporation, give name and street address of the Registered Agent:
Name of Registered Agent E-mail Address
Current Mailing Address
City State Zip
Telephone
State Zip
person engaging in business under an
If the Financially Responsible Party is a
Current Street Address
City State Zip
Fax
(c) In order to facilitate Express Permitting, it is necessary to be able to contact the Engineer or other
consultant who can assist in providing any necessary information regarding the plan and its preparation:
Engineering Firm or other consultant E-mail Address
Individual contact person (type or print) Telephone
Number
The above information is true and correct to the best of my knowledge and belief and was provided by me under
oath (This form must be signed by the Financially Responsible Person if an individual or his attorney -in -fact, or if not
an individual, by an officer, director, partner, or registered agent with the authority to execute instruments for the
Financially Responsible Person). I agree to provide corrected information should there by any change in the
information provided herein.
Paul Spruill
Type r„p nt name
8igwgure
County Manager
Tittllee or Authority
vim--- 07
Date
I. L SA A . N' h't , a Notary Public of the County of'l) eauU 6 V
State of North Carolina, hereby certify that Paul Spruill appeared personally before me this day and being
duly sworn�gg)5pqWedged that the above form was executed by him.
a al seal, this a3 day of 2007
S.
Witrks�en�
i
s = Not ry
CD
?U�
GCS va��;° 'Sw My commission expires 7- I Z3 I )
Y ,

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Permit Number SW7061016'
Program Category
State SW
Permit Type
State Stormwater
Primary Reviewer
bill.moore
Coastal SW Rule
Coastal Stormwater - 1995
Permitted Flow
Facility Name
Beaufort County Industrial Park - Lot 9
Location Address
Lot 9 Page Rd
Washington NC 27889
Owner
Owner Name
Beaufort County Heal444)epm*mrer7t
Central Files: APS_ SWP_
11/15/12
Permit Tracking Slip
Status
Project Type
Active
New Project
Version
Permit Classification
1.00
Individual
Permit Contact Affiliation
Major/Minor Region
Minor Washington
County
Beaufort
Facility Contact Affiliation
Owner Type
Government - County
Owner Affiliation
Paul Spruill
PO Box 1027
Dates/Events
Washington NC
27889
Scheduled
Orig Issue App Received Draft Initiated Issuance
Public Notice Issue Effective
Expiration
03/28/07 10/17/06
03/28/07 03/28/07
03/28/21
Regulated Activities
Requested/Received Events
State Stormwater- High Density
Deed restriction requested
2.37 Qom/-/'0'ac-
Deed restriction received
Additional information requested
01/10/07
Additional information received
03/07/07
Additional information requested
03/13/07
Additional information received
03/16/07
Engineer/tech specialist certification received
10/27/10
Outfall NULL
Waterbody Name Stream Index Number Current Class Subbasin
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