SW7070616_HISTORICAL FILE_20070723

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT. NO.
SW
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
�Z( (!
YYYYMMDD

McDAVID ASSOCIATES, INC.
Engineers • Planners • Land Surveyors
CORPORn9-E OFFICE
[phone]• Fm [phone]
E-mail: oai@o cda,id-ioc.coto
3714 N. Main Street • EO. Drawer 49
Farmville, NC 27828
July 20, 2007
Mr. Scott Vinson, Environmental Engineer
Division of Water Quality
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889
SUBJECT:
Dear Mr. Vinson:
GOLDSBORO OFFICE
[phone] • F:ix [phone]
E-mail: [e-mail]
109 17. Wnlnut Street • EO. Box 1776
Goldsboro, NC 27533
JUL 2 3 /I'll!
DWQ-W-AFRO
Stormwater Review SW7070616
Carver Machine Works
Beaufort County
In reference to the subject project and in response to your July 17, 2007 correspondence
(Vinson to Crisp), the following paragraphs serve as itemized responses to your request for
additional information:
Please find enclosed one (1) revised copy of calculations (within narrative). Per your
instruction, storage volume has been increased to accommodate a 2" rainfall event
within the defined drainage area. 1 have used your runoff volume calculations to
demonstrate that storage can be provided in excess of 16,002 cf.
2. Reference enclosed calculations in the updated narrative, calculations are provided
for determining volume provided in the infiltration basin structure. Dimensions
noted in the calculations are consistent with the revised plan sheet.
3. Please find enclosed two (2) revised plan sheets showing the site plan to include the
infiltration basin.
4. Reference calculations, drawdown time has been revised based on the increased
storage volume provided. Note that drawdown is between the 2-5 day threshold
(2.37 days computed).
5. Please note that provided calculations and two (2) copies of revised site plan have
been signed, sealed, and dated.
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1 7/20/2007

Thank you for your assistance. Please advise as I may provide additional information for
your review.
Sincerely,
McDAVID ASSgCIATES, INC.
Richard Boore, P.E.
m Farville Office
Enclosures
RBM/rbm
Cc: Lindsey Crisp
Tom LaBarbera (w/encl.)
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Stormwater Narrative
Coastal Plain of the Tar -Pamlico River Basin
Carver Machine Works — Building Addition
Revised July 20, 2007
Background
Existing site is a 7.5 acre tract where existing soil is classified as Tarboro sand
(based on "Soil Survey of Beaufort County, North Carolina") with a slope less than 2%.
Pre -development condition of the site is a developed property consisting of several
buildings, gravel parking/access and a large pond that does not have an outlet to a
downstream surface water.
The goal of the project is to construct a new 50,000 square foot building and
additional gravel transportation facilities to provide an expansion of current business
activities. The existing site consists of existing buildings and gravel parking facilities and
travel ways. Proposed improvements will include paving of one (1) existing gravel area
and placement of concrete over another densely -packed gravel area. The new building
will require demolition of an existing small shelter and an existing concrete pad. For the
purposes of stormwater management, proposed paving is not expected to increase
impervious area, nor is proposed concrete to be placed between the existing office
structure and new facility (due to existence of near -impervious packed gravel in areas) A
stormwater system consisting of shallow grass swales and an infiltration basin is
proposed to provide treatment and storage for new impervious areas proposed by
development activities.
Stormwater Management
Stormwater rules require that facilities be provided that are capable of treating
the first inch of rainfall. Stormwater flow on the existing site is separated by existing
buildings. Proposed improvements will drain into an infiltration basin which will provide
storage prior to discharge into the on -site pond. For determining required storage of the
proposed infiltration basin, the change in built upon area is used along with the total site
acreage. Note that the proposed 50,000 sf building will not be total additional built upon
area. In order to construct the new building, several current built upon areas will be
demolished (existing maintenance building and large concrete storage pad). The net
difference in increased built upon area resulting from the project is 0.69 acres. The
following table summarizes storage volume requirements:
Drainage Area sf
170,000
Proposed Built Upon Area sf
97,237.20
Runoff Value
0.5648
1" Storage Requirement cf
8,001.33
2" Storage Requirement cf
16,002.67
Storage Volume Provided cf
17,766.00
Runoff value is calculated using the following equation:
Rv = 0.05 + 0.009(I), where I is the computed percentage (change) of impervious area
(57.2.100).
W
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\\��11111C111/ l y��i
a $FAL
Required volume is computed using the following equation: 20205
Volume = (Design rainfall, inches) x (Rv/12) x (Drainage area, square feet). R'�GiNE�ooQ�,ti
V(1") = (1")x(.5648/12)x(170,000) = 8,001.33 cf 4���RD B
V(2") = (2")x(.5648/12)x(170,000) = 16,002.67 cf
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
stormwater structures by the pooling depth represented by the thickness of stone filter in
the infiltration basin. Storage provided is a minimum two (2') feet above the SHWT.
The proposed infiltration facility provides sufficient storage to meet the 2" rainfall
event such that no bypass facilities are provided. Note that the existing pond has no
outlet to a downstream surface water such that technically, all stormwater is treated well
beyond Tar -Pamlico River Basin requirements.
Infiltration Basin Dimension Calculations
The proposed infiltration basin has a vertical bottom dimension of 60 feet in
proximity to the on -site pond. At a 90 degree angle along the eastern property line, the
bottom dimension is 117 feet. Perpendicular to the side dimension, the basin continues
westward at 7 feet (bottom dimension). A hypotenuse connects the interior of the basin
at a dimension of 120 feet. The interior side slope of the basin is 3:1 with an effective
depth of 3 feet. Storage volume can be calculated by dividing the structure into a
triangle (bottom dimension 53' x 117' that includes the hypotenuse) and a rectangular
structure with a bottom dimension of 7' x 117'. Accounting for the 3:1 slope, the
following is a calculation of volume:
V = [% (53 + 9)(117 + 9) + (7 + 9)(117 + 9)] x 3' depth = 17,766 cf
Drawdown Calculations
In accordance with stormwater regulations, an infiltration structure must dewater
within 2 to 5 days. Dewatering time is computed using the following equation:
2 KA
T= —
V
Where T = dewatering time (days)
A = infiltrating area (sf)
K = hydraulic conductivity of soil (in/hr)
V = volume of water requiring infiltration (cf)
The proposed 17,766 cf infiltration basin has an odd geometric shape. Area in the
equation is defined as the bottom surface area or''/2 of the total wetted wall area. For
the proposed basin, the bottom surface area is 3,510 sf. Area soil is identified as
Tarboro sand which has a relatively high rate of conductivity. It is proposed that the
bottom and interior side slopes of the infiltration basin will have a grass cover. It is
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assumed that with a grass cover, the hydraulic conductivity will be approximately 6 in/hr.
Based on a provided volume of 17,766 cf, dewatering time is calculated as,(p�19YYi��
T = (2)-(6)`(3,510)/ (17,766) Q` •''' CARp
T = 2.37 days
•a A -
Proposed drawdown is within the allowable 2-5 day requirement. _ 20205
Design Storm
�IIND ��+ �VG Zz-
1 �
•0�
�
Tar-Pamlico River Basin regulations require treatment of storr4i JMt flows
represented by the 1 year, 24 hour storm event. For Beaufort County, the estimated 1
year, 24 hour rainfall is approximately 3.2 inches (per Beaufort County Stormwater
Ordinance).
Site Development
Existing impervious area is not included in proposed treatment/storage
calculations. The net change in impervious area on the site amounts to approximately
1.27 acres represented primarily by the new 50,000 square foot building. The site has
been divided into 3 catchment areas based on the level of treatment being provided to
stormwater within the 3 areas. Offsite drainage is not an issue as the property and
adjacent properties are basically flat such that no offsite drainage impacts the property.
3.2 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. Per Beaufort County's stormwater ordinance, time of
concentration is computed using the following formula:
0.385
LI 'T,
=�H/
128
Where:
L = hydraulic length of the watershed in
feet = the length of the longest flow path from the most remote
point on the watershed ridge to the outlet
H = the elevation difference, or fall, in feet along the hydraulic length
Rainfall intensity is computed using the following formula:
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S
h+T
Where:l is the rainfall intensity in inches per hour
g and h are empirically derived constants
T is the duration in minutes set equal to the time of
concentration
For Beaufort County, the values for g and h for the 1-year storm are 112 and 20,
respectively.
Based on Beaufort County's formula, pre -development and post -development flows can
be computed, summarized as follows:
Pre -development
Acreage
Max length travel (feet)
Change in height over outlet (ft)
c factor
Post -development
Acreage
Max length travel (feet)
Change in height over outlet (ft)
Slope
Time for concentration (Tc)
c factor
7.5
250
5
0.36
7.5
450
6
1.00%
4.56
0.43
acres
ft
ft
acres
ft
ft
min
Compute c factor Acreage c
Impervious area 2.36 0.7
Non -impervious area 5.15 0.3
Computed average 0.43
Pre
Development
Post
Development
Max Length Travel, L
250
450
Height remote point over outlet, H
5
6
Runoff Coefficient, C
0.36
0.43
Time of Concentration (computed)
2.47
4.55
Intensity, (computed)
4.98
4.56
Flow (computed)
13.45
14.71
•a EA t. _
20205
%7 ZUIY,*7
11!p WON
Storage is computed by taking the difference in pre -development and post -development
flows and multiplying by pre -development rainfall intensity. Note that the difference in
peak flow is less than 10% such that storage is not a requirement.
Storage = (14.71-13.45) (4.56 in/hr) (60s/min)
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Storage = 344.74 cubic feet
Actual storage provided in the infiltration basin is summarized as follows:
The proposed infiltration basin is a three (T) feet deep facility of differing
geometry with an interior side slope of 3:1. Total volume of the facility is 17,766 cubic
feet. Based upon post -development built upon area, a two (2") inch rainfall event
requires a combined storage of 17,766 cubic feet. The proposed facility has been sized
to accommodate the two (2") inch rainfall event in an effort to avoid having to install
bypass drainage facilities.
fllili!1\!\,
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CF W ATF9
O C
Mr. Lindsey A. Crisp, President
Carver Machine Works
129 Christian Service Camp Rd.
Washington, NC 27889
Dear Mr. Crisp:
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
July 17, 2007
Subject: Stormwater Review SW7070616
Carver Machine Works 2007 Expansion
Beaufort County
This office received a Coastal Stormwater permit application and plans for the subject project on
June 20, 2007 with additional information received on July 10, 2007. A preliminary review of the project
indicates that before a State Stormwater permit can be issued the following additional information is
needed.
I ) The required volume was still incorrectly calculated based on a "percent change" of impervious
area within the overall drainage area of the infiltration basin. Using the Simple Method to
calculate the 1" rain volume for the 170,000sf drainage area, with corresponding 97,237sf of
impervious area, the resulting minimum 1" volume is 8,001cf. (2" vol. = 16,002cf) Please see
attached example calculation. Note that the existing impervious area runoff does not have to be
treated in the infiltration basin if the runoff can be diverted away from the basin. If the runoff can
not be diverted away from the basin, then it has to be included within the minimum volume
calculations.
2) The provided volume of 7,255cf is stated, but there are no calculations showing how this volume
was determined. Please provide these calculations or methods in determining the provided
volume.
3) Only 1 revised plan sheet was provided. There needs to be 2 copies of any revised plan sheets so
that one copy can remain on file with the Division and one copy can be approved and sent with
the permit once issued.
4) Please just note that for infiltration systems, the drawdown of the design storm can be quicker
than 2 days, but cannot be longer than 5 days. (The wet detention pond design requires a 2-5 day
drawdown.)
5) Please remember to seal, sign & date any revised calculations and 2 sets of plan sheets.
The above requested information must be received in this office prior to July 25, 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.
No-Cafo
ural'�
Mh.
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service
Internet: h2o.enratate.nc.us 943 Washincton Souare Mall. Washinvon. NC 27899 1-877-623-6748

You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 2H.1000 and North
Carolina General Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have
questions, please feel free to contact me at [phone].
Sincerely,
Scott Vinson
Environmental Engineer
Washington Regional Office
cc: Richard B. Moore, PE — McDavid & Associates
John Weeks (email copy only)
Washington Regional Office

nor'
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Carver Machine Works
Subject: Carver Machine Works
From: <[e-mail]>
Date: Mon, 23 Jul 2007 15:18:11 -0400
To: "Scott Vinson" <Scott. Vinson@ncmail. net>
Mr. Scott Vinson
NC DEN - Division of Water Quality
Scott:
Reference the subject, I mailed revisions per your last comments on Friday. You should receive them
today. I left instructions to have the package sent via UPS so we could track the delivery. The package was
sent via US mail. I have had someone in our office try to contact you today to check to see if you received my
response. I have been told that your voice mail confirms that you are going to be out of the office the rest of
the week. Please advise if my submittal reached your office today. Recognizing that July 25th was my
deadline, I will have a second copy hand -delivered, if necessary.
Thanks for your assistance. Please advise as I may provide any additional information for your review.
Richard B. Moore, P.E.
McDavid Associates, Inc.
Tel: [phone]
Fax: [phone]
1 of 1 7/23/2007 4:09 PM

Re' Carver Machine Works Add.Info Request
Subject: Re: Carver Machine Works Add.Jnfo Request
From: "Scott. [e-mail]" <[e-mail]>
Date: Thu, 19 Jul 2007 15:43:42 -0400 (EDT)
To: <[e-mail]>
CC: Lindsey Crisp <[e-mail]>, Tom LaBarbera <[e-mail]>
R 4, A
Robert,
I'm sorry for any miscommunication we might have had. There has to be
at least one
treatment system that meets it's individual design requirements. The
only runoff that
is required to be treated is from the new impervious area. If the
existing impervious
runoff is not proposed to be routed around the treatment system, and
it drains into the
system, then it has to be fully accounted for in the sizing of the
system. The pond can be
used as a treatment system for the new developement if it is
retrofitted to meet all
current design requirements, ie forebay, vegetated shelf, outlet
structure, etc.
If the infiltration basin is to be permitted as the sole treatment
system, then it has
to meet it's design requirements. For both systems to be used &
permitted as the treatment system,
(and neither individually meeting all their design requirements) is
not typically
considered, however I am willing to discuss this with the rest of our
stormwater
staff Monday morning if they are available.
It would be preferred to base the sizing calculations for the
infiltration basin on the actual
drainage area proposed to drain into the basin, no change in
impervious or credits can
be considered if the infiltration basin is the only system that is
proposed to be permitted.
If the application & permit does not cover any aspect of the pond,
then there can be
no allowance considered because there would be no permit control over
the pond.
It could be filled or drained sometime in the future if it is not
covered in the permit.
I out of the office today and will not be back in until Monday
morning. If you have
any more questions, please call or write and I will respond Monday.
Again, sorry for any confusion.
Take care,
Scott
I of 1 7/23/2007 1 L43 AM

McDAVID ASSOCIATES, INC.
INC. Engineers • Planners • Land Surveyors
CORPOIttvrE OFFICE GOLDS130RO OFFICE
[phone]• Fax [phone] [phone]• Fax [phone]
E-mail: mai@mcdavid-inccom I mail: [e-mail]
3714 N. Main Street • P.O. Drawer 49 109 E. Walnut Street • P.O. Box 1776
Farmville, NC 27828 Goldsboro, NC 27533
July 6, 2007 REGEUVED
Mr. Scott Vinson, Environmental Engineer JUL 1 0 20G7
Division of Water Quality
Washington Regional Office �p� ant
943 Washington Square Mall DWQ-WAR®
Washington, NC 27889
SUBJECT: Stormwater Review SW7070616
Carver Machine Works
Beaufort County
Dear Mr. Vinson:
In reference to the subject project and in response to your July 2, 2007 correspondence
(Vinson to Crisp), the following paragraphs serve as itemized responses to your request for
additional information:
7 1. Please find enclosed one (1) revised copy of calculations (within narrative). Per your
instruction, volume is calculated based on the built upon area impact of the proposed
project. Note that the additional built upon area (impervious area) takes into account
proposed demolition of two (2) existing impervious surfaces on the site represented
by a machine finishing building and concrete slab. A single drainage area is shown
where all catchment areas have been combined.
2. Reference enclosed calculations in the updated narrative, drawdown calculations are
shown based on stormwater design manual guidelines.
✓3. Please note that all provided calculations are signed, sealed and dated.
✓ 4. Please find enclosed a revised page 2 of 4 of Form SWU-101. Under Section III,
item 3 has been corrected to reflect the total property acreage. Item 4 has been
revised to reflect the percentage of built upon area resulting from the proposed
activities as a comparison to the total property acreage. Item 6 has been revised to
reflect two (2) tables that show the differences between the total site and the
proposed drainage area. All area figures are shown in square feet where not
otherwise required.
/ 5. Please Find enclosed one (1) copy of a revised sheet 1 of the site plan. The delineated
drainage area has been corrected to show the flow from '/2 of the roof area of the
existing office. Labeling of the drainage area has been corrected.
6. Please find enclosed one (1) copy of a revised page 2 of Form SWU-103. The
following information addresses each initial item:
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a. The infiltration basin is located in excess of 50 feet from any class SA water and
excess of 30 feet from any other surface water. Note that the on -site pond is not
currently classified as a surface water. It is confined to the property and has no
outlet.
b. The infiltration basin is located in excess of 100 feet from any water supply well.
The area is provided central water from the Beaufort County Regional Water
System.
c. The bottom of the infiltration basin is proposed at an elevation of 7.0 feet. The
seasonal high water table has an elevation of 5.0 feet. The bottom of the basin is
at least 2 feet above the seasonal high water table.
d. There is no bedrock or impervious soil horizon within 3 feet of the bottom of the
proposed infiltration basin.
e. The proposed infiltration basin is not sited on or in fill material.
f. The infiltration basin is not located in a defined ease r lent. Please
advise if any separate agreement is needed. C p ^ I1 &1V114_1V_
g. The drainage area of the proposed infiltration basin is less than 5 acres.
h. Soils are classified as Tarboro sand. The published minimum hydraulic
conductivity of Tarboro sand exceeds 0.52 inches per hour.
i. The infiltration basin is sized to capture runoff form the first 2 inches of rainfall
based on the proposed additional built upon area. Design volume and
calculations are provided in a revised narrative.
j. No additional build -out on the drainage area is proposed. The proposed
improvements represent the perceived maximum built -out. The infiltration basin
is sized to accommodate storage to the proposed project.
k. Reference plan sheet for details of the infiltration basin and grass swales. All
side slopes are proposed to have vegetative cover with slopes of 3:1.
I. A grass Swale is provided to provide pretreatment of stormwater flow.
m. Reference the plan sheet for a detail of the infiltration basin. A proposed 6"
clean sand layer is proposed in the bottom of the structure.
— n. No vegetated filter overflow is proposed. The volume of th1e infiltration bassin`i'sp�
capable of capturing the 2" rainfall event. No{. v oj) b,,f 4 4yef o"-t w
o. Natural infiltration is proposed as the me.od of flow distribution. In the event "Pif
of a rainfall event in excess of the 2" rainfall, the basin has an overflow wier that
includes a rip -rap apron that will reduce dissipate flow and distribute it into the
on -site pond.
p. Reference the plan sheet for a detail of the infiltration basin. A staff gauge is
proposed and note added for benchmark for required cleaning of the structure.
_ q. Any runoff in excess of the design volume will bypass flow directly into the non -
discharge pond located on the property.
r. Reference the revised narrative for draw down calculations demonstrating that
draw down will occur in approximately 2 days.
s. Plans ensure that the installed infiltration basin will meet design specifications.
✓7. Reference the enclosed revised plan sheet, the infiltration basin bottom contour
elevation has been labeled consistent with the profile view.
8. Reference the enclosed revised plan sheet, a cross sectional detail of the proposed
collection swales showing 3:1 side slopes is provided.
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61 Reference the enclosed revised plan sheet, a staff gauge is proposed in the infiltration
basin. A note has been added providing the benchmark at which sediment must be
removed from the structure.
140. Please find enclosed a copy of page 4 of the application form SWU-101 with initials
added to Section VI.
LAl. Please note that the enclosed narrative containing calculations has been sealed with
signatures and dates. Ot1t y C "-KtW p la— ' a c,S1-4
12. Please find enclosed a check for $1,000.00.
Please advise as I may provide additional information for your review.
Sincerely,
Enclosures
RBM/rbm
Cc: Lindsey Crisp
Tom LaBarbera (w/encl.)
TES, INC.
P.E.
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3 1 7tY4VQjk-

F%R��Q�-0h
JUL 1 0 2007
Stormwater Narrative DVV WAR© l
Coastal Plain of the Tar -Pamlico River Basin
Carver Machine Works — Building Addition
Background
20205
;1ctNE;`�'o���
4Rti B.
�flllllll�� \
Existing site is a 7.5 acre tract where existing soil is classified as Tarboro sand
(based on "Soil Survey of Beaufort County, North Carolina") with a slope less than 2%.
Pre -development condition of the site is a developed property consisting of several
buildings, gravel parking/access and a large pond that does not have an outlet to a
downstream surface water.
The goal of the project is to construct a new 50,000 square foot building and
additional gravel transportation facilities to provide an expansion of current business
activities. The existing site consists of existing buildings and gravel parking facilities and
travel ways. Proposed improvements will include paving of one (1) existing gravel area
and placement of concrete over another densely -packed gravel area. The new building
will require demolition of an existing small shelter and an existing concrete pad. For the
purposes of stormwater management, proposed paving is not expected to increase
impervious area, nor is proposed concrete to be placed between the existing office
structure and new facility (due to existence of near -impervious packed gravel in areas) A
stormwater system consisting of shallow grass swales and an infiltration basin is
proposed to provide treatment and storage for new impervious areas proposed by
development activities.
Stormwater Management
Stormwater rules require that facilities be provided that are capable of treating
the first inch of rainfall. Stormwater flow on the existing site is separated by existing
buildings. Proposed improvements will drain into an infiltration basin which will provide
storage prior to discharge into the on -site pond. For determining required storage of the
proposed infiltration basin, the change in built upon area is used along with the total site
acreage. Note that the proposed 50,000 sf building will not be total additional built upon
area. In order to construct the new building, several current built upon areas will be
demolished (existing maintenance building and large concrete storage pad). The net
difference in increased built upon area resulting from the project is 0.69 acres. The
following table summarizes storage volume requirements:
Total Site Area Acres
7.50
Proposed Built Upon Area Acres
0.69
Runoff Value
0.13
1" Storage Requirement cf
3,615.48
2" Storage Requirement cf
7,230.96
Storage Volume Provided cf
7,255.00
Runoff value is calculated using the following equation:
- t C1. M-2 Pt
1/Kn/'I
Rv = 0.05 + 0.009(I), where I is the computed percentage (change) of impervious area
(0.69/7.50`100).
Vol,
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1 7/5/2007

'�
M � .t

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
stormwater structures by the pooling depth represented by the thickness of stone filter in
the infiltration basin. Storage provided is a minimum o 2') feet above the SHWT.
The proposed infiltration facility provides sufficient storage to meet the 2" rainfall
event such that no bypass facilities are provided. Note that the existing pond has no
outlet to a downstream surface water such that technically, all stormwater is treated well
beyond Tar -Pamlico River Basin requirements.
Drawdown Calculations
In accordance with stormwater regulations, an infiltration structure must dewater
within 2 to 5 days. Dewatering time is computed using the following equation:
-..kNIMi...
2KA RMAY, ve-Zvi
7 = �
v - ` O� SS%p).141, �
1 SF-r',L 9r• '-
Where T dewatering time (days) - 20205
A = infiltrating area (sf) �1�/S►�7Q-: N
K = hydraulic conductivity of soil (in/hr) '���c 7GIt1F-'o���
V = volume of water requiring infiltration (cf) �i�4,7OI Ip, 's�\��\
The proposed 7,255 cf infiltration basin has an odd geometric shape. Area in the
equation is defined as the bottom surface area or %2 of the total wetted wall area. For
the proposed basin, the bottom surface area is 1,200 sf. Area soil is identified as
Tarboro sand which has a relatively high rate of conductivity. It is proposed that the
bottom and interior side slopes of the infiltration basin will have a grass cover. It is
assumed that with a grass cover, the hydraulic conductivity will be approximately 1.5
in/hr. Based on a provided volume of 7,255 cf, dewatering time is calculated as follows:
T = (2)-(1.5)`(1,200)/ (7,255)
T = 2.02 days
Proposed drawdown is within the allowable 2-5 day requirement.
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. 3.2 inches (per Beaufort County Stormwater
Ordinance).
WAD IOxx_gcn\DIOOx_msw\D1005_corres_msw\RBM\2007\carver-mach-bcauf-co-sw-nar-070705.doc
2 7/5/2007

Site Development
Existing impervious area is not included in proposed treatment/storage
calculations. The net change in impervious area on the site amounts to approximately
1.27 acres represented primarily by the new 50,000 square foot building. The site has
been divided into 3 catchment areas based on the level of treatment being provided to
stormwater within the 3 areas. Offsite drainage is not an issue as the property and
adjacent properties are basically flat such that no offsite drainage impacts the property.
3.2 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. Per Beaufort County's stormwater ordinancetime of
concentration is computed using the following formula: vad,11011"
3 111I0.385
T=�H/
128
Where:
L = hydraulic length of the watershed in
feet = the length of the longest flow path from the most remote
point on the watershed ridge to the outlet
H = the elevation difference, or fall, in feet along the hydraulic length
Rainfall intensity is computed using the following formula:
Where:/ is the rainfall intensity in inches per hour
g and h are empirically derived constants
T is the duration in minutes set equal to the time of
concentration
For Beaufort County, the values for g and h for the 1-year storm are 112 and 20,
respectively.
Based on Beaufort County's formula, pre -development and post -development flows can
be computed, summarized as follows:
W:\D I Oxx_gen\D I OOx_msw\D 1005_corres_msw\R13M\2007\carver-mach-beau f-co-sw-nar-070705.doc
3 7/5/2007

Pre -development
Acreage
7.5
acres
Max length travel (feet)
250
ft
Change in height over outlet (ft)
5
ft
cfactor
0.36
.a?�a - ^�
Post -development
1 I`
Acreage
7.5
acres
Max length travel (feet)
450
ft
7tt•t�1;, , ,
Change in height over outlet (ft)
6
ft
Slope
1.00%
�'
Time for concentration (Tc)
4.56
min
{k : '` �\
c factor
0.43
Compute c factor
Acreage
c
Impervious area
2.36
0.7
Non -impervious area
5.15
0.3
Computed average
0.43
Pre
Development
Post
Development
Max Length Travel, L
250
450
Height remote point over outlet, H
5
6
Runoff Coefficient, C
0.36
0.43
Time of Concentration (computed)
2.47
4.55
Intensity, I (computed)
4.98
4.56
Flow (computed)
13.45
14.71
Storage is computed by taking the difference in pre -development and post -development
flows and multiplying by pre -development rainfall intensity. Note that the difference in
peak flow is less than 10% such that storage is not a requirement.
Storage = (14.71-13.45) (4.56 in/hr) (60s/min)
Storage = 344.74 cubic feet
Actual storage provided in the infiltration basin is summarized as follows:
The proposed infiltration basin is a three (3') feet deep facility of differing
geometry with an interior side slope of 3:1. Total volume of the facility is 7,255 cubic
feet. Based upon post -development built upon area, a two (2") inch rainfall event
requires a combined storage of 7,230.96 cubic feet. The proposed facility has been
sized to accommodate the two (2") inch rainfall event in an effort to avoid having to
install bypass drainage facilities.
WAD I Oxx_gcn\D I OOx_msw\D 1005_corres_msw\R13 M\2007\carver-mach-beau f.co-sw-par-070705. doc
4 7/5/2007

Michael F. Easley, Governor
William G. Ross Jr., Secretary
v
r` North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
July 2, 2007
Mr. Lindsey A. Crisp, President
Carver Machine Works
129 Christian Service Camp Rd.
Washington, NC 27889
Subject: Stormwater Review SW7070616
Carver Machine Works 2007 Expansion
Beaufort County
Dear Mr. Crisp:
This office received a Coastal Stormwater permit application and plans for the subject project on
June 20, 2007. A preliminary review of the project indicates that before a State Stormwater,permit can be
issued the following additional information is needed.
1) The required volume were incorrectly calculated with a "percent change" of impervious area for
the individual catchments within the overall drainage area of the infiltration basin. Please revise
the minimum required volumes using the proposed impervious'area percentage for the one
drainage area to the infiltration basin. Combine the catchment areas that drain into infiltration
area into one drainage area for the application and calculations.
2) Please provide all pertinent draw down calculations based on the design storage volume and
expected minimum infiltration rates.
3) The provided calculations were not signed, sealed nor dated.
4) On page 2 of 4 of the application form SWU-101, under section Ill., no.6, please provide one
drainage area column for the overall property (including proposed impervious area) and one
column to represent just the drainage area to the new infiltration basin. Please also provide these
areas in "square feet".
5) The delineated drainage area on the plans is slightly mislabeled and points to a force main. The
delineation appears to be slightly off as well with existing building roof drains that are directed to
the road right of way, and not the infiltration basin. Please revise.
6) Some of the required items listed in the checklist on page 2 of 3 of the supplement form SWU-
103 have not been met and have been addressed within the narrative, but others have not, and all
are initialed. Please revise page 2 such that those items not provided within the infiltration basin
design are not initialed and attach a page with justifications for all those items not provided.
7) Please label the proposed infiltration basin bottom contour elevation on the plan view.
8) Please provide a cross sectional detail of the proposed collection swales with 3:1 or fatter side
slopes.
9) Please provide a benchmark noting the sediment removal depths/elevations within the
pretreatment swale(s) or basin cross-section detail. Nrinhcam
.117afrrraL
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer service
Internet: h2o.enr.stala.nc.us 943 Washington Sauare Mall. Washington. NC 27889 1-877-623-6748

10) Please provide a copy of page 4 of 4 of the application form SWU-101 with the appropriate hand
initials under section VI., no. 1.
11) Please remember to seal, sign & date any revised calculations and 2 sets of plan sheets.
12) Please provide the 25% additional information fee associated with the Express Stormwater
Review Program of $1,000.00 by check made payable to "NC DENR".
The above requested information must be received in this office prior to July 10, 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.
You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 21-1.1000 and North
Carolina General Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have
questions, please feel free to contact me at [phone].
Sincerely,
Scott Vinson
Environmental Engineer
Washington Regional Office
cc: Richard B. Moore. PE — McDavid & Associates
John Weeks (email copy only)
L A'ashington Regional Office

Stormwater Narrative RECEIVED
Coastal Plain of the Tar -Pamlico River Basin
Carver Machine Works — Building Addition JUN 2 0 2007
Background D Q-VVAR®
Existing site is a 7.5 acre tract where existing soil is classified as Tarboro sand
(based on "Soil Survey of Beaufort County, North Carolina") with a slope less than 2%.
Pre -development condition of the site is a developed property consisting of several
buildings, gravel parking/access and a large pond that does not have an outlet to a
downstream surface water.
The goal of the project is to construct a new 50,000 square foot building and
additional gravel transportation facilities to provide an expansion of current business
activities. The existing site consists of existing buildings and gravel parking facilities and
travel ways. Proposed improvements will include paving of one (1) existing gravel area
and placement of concrete over another densely -packed gravel area. The new building
will require demolition of an existing small shelter and an existing concrete pad. For the
purposes of stormwater management, proposed paving is not expected to increase
impervious area, nor is proposed concrete to be placed between the existing office
structure and new facility (due to existence of near -impervious packed gravel in areas)
A stormwater system consisting of shallow grass swales and an infiltration basin is
proposed to provide treatment and storage for new impervious areas proposed by
development activities.
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
stormwater management 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 Acres
3.47
1.37
2.66
Pre -Development Built Upon Area
1.1
0.38
0.25
Post -Development Built Upon Area
1.55
0.52
0.3
Percentage Increase
12.97%
10.22%
1.88%
1" Storage Requirement cf
2,100.15
706.08
646.17
2" Storage Requirement c
4,200.30
1,412.16
1,292.34
Storage Volume Provided cf
7,255.00
R ffI es are calculated usin the followin e uation �0�"
uno vau g g q ()\
Rv = 0.05 + 0.009(I), where I is the computed percentage (change) of impervious area.
Required volume is computed using the following equation:
Volume = (Design rainfall, inches) x (Rv/12) x (Drainage area, square feet).
` O'
W AD10xx_gen\D100x_msw\D 1005_corres_msw\RDM\2007\carver-mach-beauf-co-sw-nar-070618.doc
1 6/18/2007

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 �j
stormwater structures by the pooling depth represented by the thickness of stone filter n—
the infiltration basin. Storage provided is a minimum two (2') feet above the SHWT.
The infiltration facility provided serves both catchment area 1 and 2.7 Flow
s by _
beyond the 1" rainfall is collected in a drop inlet structure where flow ipassed directly
to the existing on -site pond. Note that the existing pond has no outlet to a downstream
surface water such that technically, all stormwater is treated well beyond Tar -Pamlico
River Basin requirements.
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 3.2 inches (per Beaufort County Stormwater
Ordinance).
Site Development
Existing impervious area is not included in proposed treatment/storage
calculations. The net change in impervious area on the site amounts to approximately
1.27 acres represented primarily by the new 50,000 square foot building. The site has
been divided into 3 catchment areas based on the level of treatment being provided to
stormwater within the 3 areas. Offsite drainage is not an issue as the property and
adjacent properties are basically flat such that no offsite drainage impacts the property.
3.2 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. Per Beaufort County's stormwater ordinance, time of
concentration is computed using the following formula:
3 0.385
T = �H�
128
Where:
L = hydraulic length of the watershed in
feet = the length of the longest flow
path from the most remote point on the
watershed ridge to the outlet
H = the elevation difference, or fall, in feet
along the hydraulic length
W AD I Oxx_gen\D 100x_msw\D 1005_cones_msw\P BM\2007\carver-mach-beau f.co-sw-nar-070618.d oc
2 6/18/2007

Rainfall intensity is computed using the following formula:
Where:l is the rainfall intensity in inches per hour
g and h are empirically derived constants
T is the duration in minutes set equal to the time of
concentration
For Beaufort County, the values for g and h for the 1-year storm are 112 and 20,
respectively.
Based on Beaufort County's formula, pre -development and post -development flows can
be computed, summarized as follows:
Pre -development
Acreage
7.5 acres
Max length travel (feet)
250 ft
Change in height over outlet (ft)
5 ft
c factor
0.36
Post -development
Acreage
7.5
acres
Max length travel (feet)
450
ft
Change in height over outlet (ft)
6
ft
Slope
1.00%
Time for concentration (Tc)
4.56
min
c factor
0.43
Compute c factor Acres e c
Impervious area 2.36 0.7
Non -impervious area 5.15 0.3
Computed averse 0.43
Pre
Development
Post
Development
Max Length Travel, L
250
450
remote point over outlet, H
5
6
-Height
Runoff Coefficient, C
0.36
0.43
Time of Concentration (computed)
2.47
4.55
I (computed)
4.98
4.56
-Intensity,
Flow (computed)
13.45
14.71
W9DiOx_gen\DI0Ox_msw\1)1005_corres_msw\RBM\2007\carver-mach-beauf-co-sw-nar-070618.doc
3 6/18/2007

Storage is computed by taking the difference in pre -development and post -development
flows and multiplying by pre -development rainfall intensity. Note that the difference in
peak flow is less than 10% such that storage is not a requirement.
Storage = (14.71-13.45) (4.56 in/hr) (60s/min)
Storage = 344.74 cubic feet
Actual storage provided in the infiltration basin is summarized as follows:
The proposed infiltration basin is a three (T) feet deep facility of differing
geometry with an interior side slope of 3:1. Total volume of the facility is 7,255 cubic
feet. Based upon post -development built upon area, a two (2") inch rainfall event
requires a combined storage of 4,904.80 cubic feet. The proposed facility has been
sized to accommodate the two (2") inch rainfall event in an effort to avoid having to
install bypass drainage facilities.
W:\DI O"_gen\DI OOx_msw\D 1005_coues_msw\RBM\2007\carver-mach-beauf-co-sw-nar-07061 S.doc
4 6/18/2007

130
TABLE 15.--SOIL AND EATER FEATURES --Continued
Soil
Soil name and IHydro-I I I I I I I .I I I
map symbol I logic Frequency I Dura- (Months I Depth I Kind IMontha Ilnitiall Total (Uncoated IConor
IarouP 1 I tion I I I I I I I ateol I
Ft
I I I In 1
In I 1
La_____________1
D
None ------- ___
I __- 10.5-1.51ApparentlJan-Apr)
___ I
___ IBigh----- IModer
Leaf I
I I
I I
I I I 1
I I
Le ------------- I
D
INone------- I ___
I ___ 11.0-2.51APParent1Dec-May1
___ I
___ (High ----- (High.
Lenoir I
I I
I I
I I I I
I I
I I
I I
I
Lo------------- I
B/D
I I
INone------- I ___
I I
I -_- I
0-1.OIApparant
I I
lDea-Mayl ___ I
___ (High ----- lBigh.
Leos I
I I
I I
II I I
I I
LY------------- I
C
INone------- I --_
I ___ 10.5-1.51Apparent
)Nov-Apr1 __- I
-__ (High ----- lHigh.
Lynchburg
me_____________[
D
I Frequent --- (Brief
INov-Apr 10.
5-1.
51 Apparent l Dec -Marl ___ I
___ (High ----- IModet
Muckalee
Pa ------------- I
B/D
(None ------- I ___
I --- I
0-1.51ApparentlDec-Mayl
___ I
-_- (High_____ IBigh'.
Pantego I
I I
I I
I I I I
I I
Pe ------------- I
D
INone------- I ___
I--- 10-1.OIAppareat[Nov-Aprl
__- I
-__ I High_____ IBigh'
Perquimana I
1
I I
I I
I 1 I I
I I-
Pm+.
Pita I
I I
11
I I I I
I I
Po ------------- I
D
INone------- I ___
I ___ 10-1.OIApparentlDec-Mayl
9-12
1 18-24 (High_____ I High
Ponrer I
I I
I 1
I I I
I I I
Pt ------------- I
B/D
INone------- I ___
I ___ I
0-1.01APParentlDec-Apr)
___
I ___ laigh----- lnigh
Portsmouth I
I x I
I I
I I 1
I I
Ra_____________ I
B/D
INone______,_1 ___
1 ___ I
0-1.OIApparentlNov-Aprl
___
I ___ lHigh----- [High
Rai" I
I I
1 I
I I I
I I I
Ro------------- I
D
INone------- I ___
I ___ I
0-1.0IApparentlNov-Mayl
___
I ___ IHi h_____lBi h
9 9
Roanoke
Sb ------------- I
C
INone------- I ___
I ___ 12.0-4.0l
ApparentlDec-Marl _-_
I ___ ILA ------ jMode
Seabrook
I
I I
I 1 I
-
I 1 I
I
Seabrook ------ I
C
I
INons------- I ---
I --- I2.0-4.OlApparentlDec-Marl
---
I --- ILow------ (Mode
I
I
Urban land. I
I I
I 1
I I 1
I I I
I
StA------------ I
B
I
(None ------- I ---
I --- 14.0-6.0IApparentlDec-Jun1
---
I --- (Moderate (High
TaB____________I A
Tarboro I
To_____________1 B/D
Tomotley I
I
Tr_____________I C
Torhunta I
I
Ud-. I
Udorthents I
I
Ur-. I
Urban land I
I I I I 1 I I I I I
I None_______I ___ 1 ___ 1 >6.0 I ___ 1 ___ 1 ___ 1 ___ ILow______I,
I I I
I I I I I I I I
I None ------- I --- I --- 10-1.OIApparentlDec-Marl --- I--- IHigh ----- I
I I I I I I I I I 1
I I I I I I I I I i
INone------- I ___ I ___ 10.5-1.51ApparenttDec-Mayl ___ I ___ IHigh----- I
I I I I I I I I I I
I I I I I I I I I I
1 I I I I I I I I I
I I I I I I I I I I
I I 1 I I I I I I I
I I I I I I I I I I
I I I I I I I I I I
I I I I I t I I I I
See footnote at and of table.

North Carolina Secretary of State
http://www.secretary.state. nc.us/corporations/Corp.aspx?Pitemld=50...
CORPORATIONS
North Carolina
Elaine F. Marshall DEPARTMENT OF THE
Secretary SECRETARY of STATE
Corporations Home
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Printable Page
PO &:x 29622 Raleigh, NC 27626-K22 919)B07-2060
Date: 6/29/2007
Click here to:
View Document Filings I
Print apre-populated Annual Report
Form I Annual Report Count I File an Annual
Report I
Corporation Names
Name Name Type
NC Carver
Machine Works, Legal
Inc.
NC Carver's
Machine Works, Prey Legal
Inc.
Business Corporation Information
SOSID:
0297963
Status:
Current -Active
Date Formed:
8/22/1979
Citizenship:
Domestic
State of Inc.:
NC
Duration:
Perpetual
Registered Agent
Agent Name:
Crisp, Lindsey A
Registered
129 Christian Camp Rd
Office Address:
Washington NC 27889
Registered
129 Christian Camp Rd
Mailing Address:
Washington NC 27889
Principal Office
129 Christian Camp Road
Address:
Washington NC 27889
Principal Mailing
129 Christian Camp Road
Address:
Washington NC 27889
Stock
1 of 1 6/29/2007 1:03 PM

Wy
NCDENR S
North Carolina Department of Environment and Natural Resources
Request for Express Permit Review
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. Include this form
with the application package because it help us to distinguish which projects are going through the express review
and not the routine review. RECEIVED
• Fayetteville or Raleigh Region -David Lee 919-7914203; david.leeancmail.net JUN 2 0 2007
• Mooresville & Asheville Region -Patrick Grogan 704-663-3772 or patrick.grogan(cDncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lyn.hardison(cDncmall.net 1nI
• Wilmington Region -Cameron Weaver 910-350-2004 or cameron.weaverjc)ncmail.net DWQ-WARD
Project application received after 12 noon will be stamped In the following work day.
APPLICANT Narr
Company
City/State Washington, NC Zip 27889
SYSTEM(S) TRIBUTARY TO Pamlico River SURFACE WATER
Company
State or National Environmental Policy Act (SEPA, NEPA) - EA or EIS Required ❑Yes ® No
❑ STREAM ORIGIN Determination: of Stream calls; Stream Name
® STORMWATER ❑Low Density ❑ High Density -Detention Pond ❑ High Density -Other
❑ Low Density -Curb & Gutter ® High Density -Infiltration ❑ Off Site
WETLANDS MUST BE ADDRESSED BELOW
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
® LAND QUALITY ® Erosion and Sedimentation Control Plan with 1.6 acres to be disturbed.(CK #,(for DEN R use))
❑ WETLANDS (401): Check all that apply Isolated wetland on Property ❑ Yes ❑ No
Wetlands on Site ❑ Yes ❑ No / _Buffer Impacts: ❑ No ❑ YES: acre(s)
---- - - - - — — -- - -- -- — -- -- _ . YES -'--
Major Wetlands Delineation has been completed: ❑Yes ❑ No % Minor Variance: ❑ No ❑--� - - - - - - -- - -
General Variance ❑ No ❑ YES
US ACOE Approval of Delineation completed: ❑ Yes ❑ No 401 Application required: ❑Yes ❑ No If YES, ❑ Regular
404 Application in Process w/ US ACOE: ❑ Yes ❑ No / Permit Received from US ACOE ❑ Yes ❑ No
Perennial, Blue line stream, etc on site ❑ yes ❑ No
The legislation allows additional fees, not to exceed 50% of the original Express Review permit application fee, to be
charged for subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
Fee Split for multiple permits: (Check# 5'l _7 Total Fee Amount S
SUBMITTAL
DATES
Fee
SUBMITTAL DATES
Fee
CAMA i
IVariance
Ma'; ❑ Min
SW D; LD
-;jL--p'
,13`;)15
401:
LQS
t 00 -0-7
1 4 4-4-
Stream Deter,_

129 Christian Camp Service Rd., Washington, NC - Google Maps http://maps.google.com/maps?f=q&hl=en&gcocode=&q=129+Christ...
Address 129 Christian Service Camp
-- 0 0Z Rd
C�23PS Washington, NC 27889
1 of 1 6/29/2007 1:02 PM

LA)a-RO
NCDENR
North Carolina Department of Environment and
Division of Water Quality
Beverly Eaves Perdue
Governor
Mr. Lindsey A. Crisp
129 Christian Service Camp Rd.
Washington NC, 27889
Dear Mr. Evans:
Coleen H. Sullins
Director
May 14, 2010
Natural Resources
Dee Freeman
Subject: CLOSURE --NOTICE OF VIOLATION
NOV-2010-PC-0305
Permit Condition Violations
Stormwater Permit No.SW7070616
Carver Machine Works
Beaufort County
On April 20, 2010 this Office received a written response to the Notice of Violation issued on March 30, 2010. The
response provided copies of the designer's certification as required by the conditions of the permit.
Please continue to inspect and monitor your site for compliance with both the permit and O&M requirements. The
Division considers this violation closed.
Thank you for your cooperation and conscientious effort to help safeguard the waters of the State. If you should have any
questions regarding these matters, please contact me at 252-948-3966.
S, cer4AManning
i
Jeff y
Environmental Specialist
Surface Water Protection Section
Washington Regional Office
cc: DWQ Central Files
�VaRO Files
North Carolina Division of Water Quality
Internet:
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9,13 Washington square Mall
Phone:
252-946-6481
One
Washington, NC 27889
FAX
252-946-9215
NorthCarolina
An Equal Opportunity/Affirmative Action Employer—
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Carver Machine Works, Inc.
Titanium, Hastelloy & Stainless Equipment Manufacturers & Rebuilders
129 Christian Service Camp Road • Washington, NC 27889 • Phone: [phone] • Fax: [phone]
April 17, 2010
North Carolina Division of Water Quality APR 2 0 2010
943 Washington Square Mall
Washington, NC 27889
Re: 3-13-2010 Notice of Violation NOV-2010-PC-0305
Mr. At Hodge:
When NCDENR came to inspect the site on March 10`h, 2010 they informed our Facilities
Engineer, Tom LaBarbera, that our site design engineer, McDavid and Associates had not
submitted a Designer's Certificate of completion with a final as -built drawing. Mr. Jeffery A.
Manning said this issue would be noted as a non-conformance and asked us to have the
designer send the documentation to NCDENR when we received this letter. Mr. Manning also
stated that outside of this issue, he was satisfied with the site condition.
A scanned copy of the submission to NCDENR is attached. Please let us know of any other open
items and confirm that this violation has been resolved. Thank you for your assistance in clearing
up this matter.
Sincerely,
,�
Lindsey A. Cris
President &1C 0
An Employee Owned Company'

MCDAVID ASSOCIATES' INC.
INC. � Engineers •Planners •Land Surveyors
CORPORATE OFFICE GOLDSBORO OFFICE
[phone]• Fax[phone] [phone]• Fax [phone]
E-mail: [e-mail] E-mail: [e-mail]
3714 N. Main Street • P.O. Drawer 49 109 E. Walnut Street • P.O. Box 1776
Farmville, NC 27828 Goldsboro, NC 27533
March 24, 2010
Mr. Scott Vinson
North Carolina Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
Subject: Stormwater Permit SW7070616
Carver Machine Works
Beaufort County
Dear Mr. Vinson:
In reference to the subject project, please find enclosed one (1) copy of each of the following:
I. Designer's Certification " U 7r -
2. As Built Drawing 11_� t/(v'
448
Please advise as I may provide any additional information for your review. Q
IQ
Sincerely,
McDavid Associ,4es, Inc.
Richard B. ore, P. E.
Farmville Of Ice
RBM/cep
Enclosures
cc: Tom LaBarbera (w/encl.)
D805R13M 10 1 738 AM
CAR V ER -MACHINE W ORKS-V INSON-LTR-100324-002.wpd 100324