SW8051137_HISTORICAL FILE_20060908 (2)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 0 5 tf 37
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Z006 09 00
YYYYMMDD

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Y
September 8, 2006
Mr. Richard E. Vick, Vice President
S.T. Wooten Corporation
3801 Black Creek Road
Wilson. NC 27894
Subject: Stormwater Permit No. SW8 051137 Modification
S.T. Wooten Asphalt Plant
High Density Project
New Hanover County
Dear Mr. Vick:
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for S.T. Wooten Asphalt Plant on August 17, 2006. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding Permit No. SW8 051137
Modification dated September 8, 2006, for the construction of the subject project.
This modification adds: (a) Drainage Area C at 3.45 ac (within previously permitted project
area of 32.44 ac); (b) 69,260 square feet of impervious area within Drainage Area C; and (c)
Infiltration Basin C for treatment of stormwater runoff from built -upon area within Drainage
Area C.
There are no changes to the built -upon areas or drainage areas for previously permitted
Basins A and B, and all previously permitted design parameters for Basins A and B remain
unchanged. Please replace all previously approved drawings with attached Sheets #1 through
#8 plus cover sheet, all approved on September 8, 2006.
This permit shall be effective from the date of issuance until September 8, 2016, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within sixty (60) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Paul Bartlett, or me at [phone].
Sinc"rely,''��
Edward B�clt%�
Regional Supervisor
Surface Water Protection Section
ENB/ptb: S:\WQS\STORMWATER\PERMIT\051137MOD.sept06
cc: Craig M. Fortner, P.E., Withers & Ravenel, Inc.
Tony Roberts, New Hanover County Building Inspections
City of Wilmington Stormwater Services
Beth E. Wetherill, New Hanover County Engineering one
Paul T. Bartlett, P.E. N hCarolina
Wilmingten fiegienal 9ff4ee and 6entrel files
atura/ly
North Carolina Division of Wager Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwatcruuality.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycledll0% Post Consumer Paper

September 8, 2006 State Stormwater Management Systems
Permit No. SW8 051137 Modification
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
ATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Richard E. Vick and S.T. Wooten Corporation
S.T. Wooten Asphalt Plant
New Hanover County
FOR THE
construction, operation and maintenance of three infiltration basins in compliance with
the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules')
and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This modification adds: (a) Drainage Area C at 3.45 ac (within previously permitted
project area of 32.44 ac); (b) 69,260 square feet of impervious area within Drainage
Area C; and (c) Infiltration Basin C for treatment of stormwater runoff from built -upon
area within Drainage Area C.
There are no changes to the built -upon areas or drainage areas for previously permitted
Basins A and B, and all previously permitted design parameters for Basins A and B
remain unchanged. All previously approved drawings are replaced with Sheets #1
through #8 plus cover sheet, all approved on September 8, 2006.
This permit shall be effective from the date of issuance until September 8, 2016, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 22147 (Basin A), 16202
(Basin B), and 69260 (Basin C) square feet of impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans. There is no allotment for future built -upon
area at the site.
Page 2 of 7

September 8, 2006 State Stormwater Management Systems
Permit No. SW8 051137 Modification
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
6. The following design criteria have been provided in the infiltration basins and
must be maintained at design conditions:
Basin #A Basin #B Basin C
a. Drainage Area, acres: 1.09 1.03 3.45
Onsite, ft': 47,480 44,867 150,282
Offsite, ftz: None None None
b. Total Impervious Surfaces, ftz: 22,147 16,202 69,260
C. Design Storm, inches: 2 2 2
d. Basin Depth, feet: 0.5 0.5 1.2
e. Bottom Elevation, FMSL: 17.5 17.5 14.0
f. Bottom Surface Area, ft2: 7,130 7,274 10,514
g. Bypass Weir Elevation, FMSL: N/A N/A N/A
(Provided volume 4X requirement)
h. Permitted Storage Volume, ft': 3,750 3,782 24,310
i. Type of Soil: Kr, Le Kr, Le Kr, Le
i. Expected Infiltration Rate, in/hr: 52 52 52
k. Seasonal High Water Table, 13.5 13.5 12
FMSL:
I. Time to Draw Down, hours: 0.2 0.3 0.5
M. Receiving Stream/River Basin: Cape Fear River / Cape Fear
n. Stream Index Number: 18-(63)
o. Classification of Water Body: "C; Sw"
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
Page 3 of 7

September 8, 2006
State Stormwater Management Systems
Permit No. SW8 051137 Modification
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
0
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowin.9 and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
9. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
Page 4 of 7

September 8, 2006 State Stormwater Management Systems
Permit No. SW8 051137 Modification
11. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
12. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this he 8th day of September 2006.
N R CAROLI VIRONMENTAL MANAGEMENT COMMISSION
or Alan W. limek, P.., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

September 8, 2006
State Stormwater Management Systems
Permit No. SW8 051137 Modification
S.T. Wooten Asphalt Plant
Stormwater Permit No. SW8 051137 Modification
New Hanover County
Designer's Certification
Page 1 of 2
I, , as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/ weekly/
full time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

September 8, 2006 State Stormwater Management Systems
Permit No. SW8 051137 Modification
Page 2 of 2
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Tony Roberts, New Hanover County Building Inspections
Page 7 of 7

Re: s,r Wooten Concrete Plant resubmittal
Subject: Re: ST Wooten Concrete Plant resubmittal
From: Paul Bartlett <[e-mail]>
Date: Fri, 18 Aug 2006 08:51:11 -0400
To: Craig Fortner <[e-mail]>
Thanks Craig.
Paul
Craig Fortner wrote:
Paul,
We have addressed the comments in your August 9, 2006 letter. A copy of the text
of our response without attachments is attached for your information. A complete
resubmittal package is being sent to your attention for delivery on 8/17. Please
don't hesistate to call if you have any questions.
Craig Fortner Withers & Ravenel Inc. 111 MacKenan Dr. Cary, NC 27511 tel:
919.469.3340 fax: [phone] Direct: 919.535.5211 Cell: 919.697.0568
http://wWw.withersravenel.com <http://www.withersravenel.com/>
I of 1 8/18/2006 8:51 AM

WITHERS & R"ENEL
ENGINEERS I PLANNERS I SURVEYORS
August 15, 2006
Mr. Paul Bartlett, PE
North Carolina Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: Request for Additional Information
Stormwater Project No. SW8 051137 Modification
ST Wooten Asphalt Plant (Modification to Add Concrete Plant)
New Hanover County
W&R Project No. 205449.10
Dear Mr. Bartlett:
We have reviewed your request for additional information for the above referenced project dated
August 9, 2006. Your comments follow below in bold followed by our response.
Comment 1: Please clarify the location of test boring HA-1 on Sheet #5. According to Figure #1
of the soils report, it is outside the 50' buffer approximately 150' from the
illustrated corner of Fredrickson Road (on Sheet #5) and between the 14' and 15'
contours. The soils report also states that water was observed 30" from the surface
which means that the SHWT was <30" from the surface or at an elevation > 12.0'
vs. the 11.0' on the plans and listed on the supplement.
Response 1: Test boring HA-1 shown on Sheet #5 of the initial submittal to DWQ was
inconsistent with the location show on the soils report, and has been moved to the
correct location on Sheet #5. The resulting corrected SHWT is Elevation 12.0 in the
vicinity of the proposed infiltration basin and is shown on Sheet #5 and the
infiltration basin supplement. The revised Sheet #5 is included as an attachment.to
this letter. The minimum design separation from the bottom of the infiltration pond
and the SHWT of 2.0' is maintained in accordance with DWQ requirements.
Comment 2: Please revise Section 111.6 of the application for the receiving stream to Lake
Sutton/Cape Fear River and enter the class as C; Sw.
Response 2: Section 111.6 of the application has been revised as directed, and is included as an
attachment to this letter.
Comment 3: Please label the: (a) shaded area on the plans that is adjacent to the Truck
Washdown Tank and label whether or not it is impervious area; and (b) area at the
iti MacKenan Drive I Cary, North Carolina 27511 1 tel: [phone] fax: [phone] www.withersravenel.com
7040 Wrightsville Avenue, Suite ioi i Wilmington, North Carolina 28403 1 tel : [phone] fax : [phone]
1027 Sabbath Home Road SW i Supply, NC 28462 1 tel: [phone] fax: [phone]oi9

WITHERS & RAVENEL
ENGINEERS 1 PLANNERS 1 SURVEYORS
Mr. Paul Bartlett, P.E.
August 15, 2006
hopper and drainage area limits (mine work face?) and whether or not it is
impervious area.
Response 3: The required items have been labeled and identified as impervious areas as
appropriate on Sheet #5. Impervious areas reported on Sheet #5 are included in the
previously provided Impervious Area Breakdown shown on Sheet #5 and on the
application form.
Comment 4: Please delete Weeping Love Grass from the vegetation plan and use a substitute
(Weeping Love Grass grows quickly but then typically dies in this area).
Response 4: Weeping Love Grass has been removed from the vegetation plan and replaced with
Redtop (Agrostis alba), at a rate of 15 Ibs/acre and shown on Sheet #8. The revised
Sheet #8 is included as an attachment to this letter.
We trust that these responses adequately address your comments. Please do not hesitate to call if
you have any questions.
Sincerely,
WITHERS &cRAVENEL, INC.
Crai �Fort ,
attachments
cc: Reade Dawson, S.T. Wooten Corporation
Page 2 of 2

WITHERS
August 15, 2006
Mr. Paul Bartlett, PE
North Carolina Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
RE: Request for Additional Information
Stormwater Project No. SW8 051137 Modification
ST Wooten Asphalt Plant (Modification to Add Concrete Plant)
New Hanover County
W&R Project No. 205449.10
Dear Mr. Bartlett:
We have reviewed your request for additional information for the above referenced project dated
August 9, 2006. Your comments follow below in bold followed by our response.
Comment 1: Pleas clarify Please the location of test boring HA-1 on Sheet #5. According to Figure #1
Iof the soils report, it is outside the 50' buffer approximately 150' from the
illustrated corner of Fredrickson Road (on Sheet #5) and between the 14' and 15,
contours. The soils report also states that water was observed 30" from the surface
which means that the SHWT was <30" from the surface or at an elevation > 12.0'
vs. the 11.0' on the plans and listed on the supplement.
Response 1: Test boring FiA-1 shown on Sheet #5 of the initial submittal to DWQ was
inconsistent with the location show on the soils report, and has been -moved the
correct location on Sheet #5. The resulting corrected SHW1 i�levation 12.C.in the
vicinity of the proposed infiltration basin and is shown on Sheet #5 and the
infiltration basin supplement. The revised Sheet #5 is included as an attachment to
this letter. The minimum design separation frorn the bottom of the infiltration pond
and the SHWT of 2.0' is maintained in accordance with DWQ requirements.
Comment 2: Please revise Section 111.6 of the application for the receiving stream to Lake
Sutton/Cape Fear River and enter the class as C; Sw.
Response 2: Section 111.6 of the application has been revised as directed, and is included as an
attachment to this letter.
Comm nt"3: Please label the: (a) shaded area on the plans that is adjacent to the Truck
Washdown Tank and label whether or not it is impervious area; and (b) area at the
vi MacKenan Drive I Cary, North Carolina 27511 1 tel: [phone] fax: [phone] www.withersravenel.com
7040 Wrightsville Avenue, Suite ioi I Wilmington, North Carolina 28403 1 let : 910.256.9277 1 fax : [phone]
1027 Sabbath Home Road SW I Supply, NC 28462 1 tel: [phone] fax: [phone]oig

WITHERS & RAVENEL
{M41N{[RS 1 VL.(MN[RS 1 SU9V(VORS
Mr. Paul Bartlett, P.E.
August 15, 2006
hopper and drainage area limits (mine work face?) and whether or not it is
impervious area.
Response 3: The required items have been labeled and identified as impervious areas as
appropriate on Sheet #5. Impervious areas reported on Sheet #5 are included in the
(/previously provided Impervious Area Breakdown shown on Sheet #5 and on the
application form.
Comment 4: Please delete Weeping Love Grass from the vegetation plan and use a substitute
(Weepi g'Love Grass grows quickly but then typically dies in this area).
Response 4: eeping Love Grass has been removed from the vegetation plan and replaced with
Redtop (AgrosIis alba), at a rate of 15 Ibs/acre and shown on Sheet #8. The revised
Sheet #8 is included as an attachment to this letter.
We trust that these responses adequately address your comments. Please do not hesitate to call if
you have any questions.
Sincerely,
WITHERS &-RAVENEL, INC.
Crai . Porine , PE
attachments
cc: Reade Dawson, S.T. Wooten Corporation
Page 2 of 2

LJL L40 VJVV
08/15/06 14:59 FAX [phone]
S I WW I tN-WILSON
WITHERS & RAVENEL INC.
Z 002i006
0 002
State of North Carolina
Department of Environmental and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
L Applicants name (specify the name of the corporation, individual, etc. who owns the project):
ST Wooten Corporation
2, Print Ownen'Signing Official's name and title (person legally responsible for facility and compliance):
Richard E. Vick, Vice President
3. Mailing Address for person listed in (tern 2 above:
S.T. Wooten Corporation, 3801 Black Creek Road
City: Wilson State: _NC Zip: 27894
Telephone Number: [phone]
4_ Project Name (subdivision, facility, or establishment name— should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.)_
ST Wooten Asphalt Plant
5. Location of Project (street address):
Sutton Lake Road
City: Wilmington County: New Hanover
6. Directions to project (from nearest major intersection);
From Wilmington take tte.421 North, turn left on Sutton Lake Road, project site is on the right.
7. Latitude: 34' 17' 40" N Longitude: 77° 58' 58" W of project.
8. Contact person who can answer questions about the project::
Name: Craig FortnerPF Telephone Number: [phone]
H. PERMIT INFORMATION.,
Specify whether project is (check one): _ New
Form SWU-101 Version 3.99 Page 1 of
Renewal �x_ Modification
08/15/06 TUE 15:58 [TX/RX No 79711

VUilii�vvo io.00 rnn ZDZ z43 VaVV S I WOOTEN-WILSON
08/15/00 15:00 FAX [phone] WITHERS ✓£ RAVRNRL INC.
a 003/006
0 003
2. If this application is being submitted as the result of a renewal or modification to an trusting permit, list the
existing permit number SW 8051 117 and its issue date (if known) 116/06
3. Specify the type of project (check one):
Low Density _X_ High Density —Redevelop _ General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major 7I Sedimentation/Erosion Control 4041401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Scrvice Center at
1-877-623-6748
111. PROJECT INFORMATION
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 be treated in 1 infiltration basin. Basin is sized for the 2" rainfall event, and also serves as a
stormwater detention pond.
2. Stormwater runoff from this project drains to the Cape Fear River Basin,
3. Total Project Area: 32,44 acres.
4. Project Built Upon Arm: 14.2 %.
5. How many drainage areas does the project have? 5
6. Compictc the following information for each drainage area. If there are more than two drainage areas in the
project, attach and additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area To BMP A
(previously permitted and
unchan ed)
Drainage Area To BMP B
(previously permitted and
unchanged)
Receiving Stream Name
Lake SUttOn/CaPC Fear River
Lake Sutton/Cape Fear River
Receiving Stream Class
C, Sw
C: Sw
Drainage Area
1.09 ac
1.03 ac
Existing ] ervious«Area
0.00 ac
0.00 ac
Proposed Impervious* Area
0.51 ac
0,37 ac
% Impervious' Area(Total)
46.8 %
35.9 %
lm ervious' Surface Area
Drainage Area To BMPA
Drainage Area To BMPB
On -Site Buildings
0 sf
1,568 sf
On -Site Streets
16,940 sf
14 634 sf
Asphalt Plant Site
5,207 sf
0 sf
Total: 22,147 0.51 ac
Total 16,202 sf 0.37 ac
--�mpervious area is aermea as me ouut upon area inCtuamg, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, are.
7. How was the off -site impervious area listed above derived? N/A
Form S WU-101 version 3.99 Page 2 of 5
08/1.5/06 TUC 15:58 ITX/RX NO 7971)

+i c�vu io,v, rnn 404 cvo vyu0 S I WUUTEN-WILSON
08/15/06 15:01 FAX [phone] WITHERS &. RAVENEL INC.
Z 004 /00 6
9 004
IV. DEED RESTRICTIONS MIA PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, out parcels, 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.
I. The following covenants are ' tided to ensure ongoing compliance with stale stortnwaler management
permit number as issued by the Division of Water Quality. These covenants may not
be changed or delete without the consent of the State.
2. No more than sguarefeet of arry lot shall be covered by structures or impervious materials.
Impervious mate Is include asphalt, gravel, concrete, brick, stone, slate or similar material but not include
wood decking or the water surface ofswimmingpaols.
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 the oulparcels 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-1(16
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
Forrn SWU-101 Version 3.99 Page 3 of 5
08/15/06 TUE 15:58 [TX/RX NO 79711

vw ialc000 io.Vt rAA ZOZ Zvi VUVV S T WOOTEN-WILSON 0005l006
_08/15/08 15:02 FAX [phone] _WITHERS & RAVENEL INC. QoOS
VI. SUBMITTAL REQUE"MENTS
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 requited information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Forth
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of S420 (payable to NCDENR)
• Detailed narrative description of stormwater treatmeni/management
• 'rwo 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 nrap with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and siormwater 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 del inested
- 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): Withers & Ravcnel- Inc.
Mailing Address: 11 I Mackenan Drive
City Cary State: NC
Phone: [phone]
Vlll. APPLICANT`S CERTIFICATION
Zip: 27511
Fax: [phone]
1, (print or type name ofperson listed in General Information. Item 2) Richard E. VicK Vice -President
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 projC�`t complies with the requirements of 15A
NCAC 2H.1000. :S . t �C o0�Vr_ . CD'Vo rA i-.q-�-�
Signature: ��=Z , �„\ l V Date: JNL'f g Ls- zoo (0
FormSWU-101 Version3.99 Page 4of5
08/15/06 TUE 15:58 1TX/RX NO 79711

V011o14000 10.Vo rax zoZ zva VUUQ S T WOOTEN-WILSON 0 006/006
08/15/00 15:03 PAX BIe5354545 WITHERS a RAVENEI, INC. fdJ006
6. Additional Drainage Areas_
Basin Information
Drainage Area To 13MP C
(PROPOSED)
Receiving Stream Name
Lakc Sutton/Cape Fear River
Receiving Stream Class
C Sw
Drainage Area
3.45 ac
Lxistin Xm ervious;Area
0.00 Be
Proposed Impervious* Area
1.59 ac
% Impervious* Anew oral
9.33
Impervious Surface Area
Drainage Area To BMP C
On -Site Buildings
870 sf
On -Site Streets
30,928 sf
Asphalt Plant Site
37,462 sf
Total: 69,260 (1.59 ac
Basin Information
Drainage Arca To Mine"
Untreated Area
Receiving Stream Name
N/A
Lake Sutton
Receivin Stream Class
N/A
N/A
Drainage Area
12.32 ac
14.55 ac
Existing ious"Area
0.00 ac
0-12 se from prev. application)
Proposed Impervious* Area
3.41 ac
0.12 ac
% Impervious' Area(Total)
27.68 %
1.65 %
Impervious Surface Area
Drainage Arca To Mine*
Untreated Area
On -Site Buildings
0 sf
0 sf
On -Site Streets
0 sf
10 454 sf
As halt Plant Site
52,030 sf
0 sf
Concrete Plant site
96,510 sf
0 sf
Total: 148,540 4-207c
Total 10,454 sf 0.24 ac
*Area draining into mine does not include area covered by 3. V1 �c
mining permit, and drainage basin has no outfall.
Fonn SWU-101 Version 3.99 Page 5 of 5
08/16/00 TUE 15:58 ITX/RX NO 79711

1 r�
P. 1
* * COMMUNICATION RESULT REPORT ( AUG. 9.2006 12:19PM ) *
/- TTI
FILE MODE OPTION
435 MEMORY TX
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
ADDRESS (GROUP)
919195354545
* *
NCDENR WIP.O
i PAGE
P. 3/3
-/g
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
FAX COVER SHEET
Date: 8/9/06
To: Craig Fortner
Company: Withers & Ravenel
FAX #: [phone]
William G. Ross, Jr., Secretary
No. of Pages: 3 (Incl. Cover)
From: Paul Bartlett
Water Quality Section -
Stormwater
FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 051137 Modification
Project Name: ST Wooten Asphalt Plant
MESSAGE:
Craig,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Mr. Vick, and a copy will be mailed to you.
4

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
FAX COVER SHEET
Date:
8I9I06
To:
Craig Fortner
Company:
Withers & Ravenel
FAX #: [phone]
William G. Ross, Jr., Secretary
No. of Pages: 3 (Incl. Cover)
From: Paul Bartlett
Water Quality Section -
Stormwater
FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 051137 Modification
Project Name: ST Wooten Asphalt Plant
MESSAGE:
Craig,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Mr. Vick, and a copy will be mailed to you.
ENB\ptb: S:\WQS\STORMWATER\ADDINFO\2006\051137Mod.aug06
127 Cardinal Drive Extension, Wilmington, NC 28405-3845 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Y
August 9, 2006
Mr. Richard E. Vick, Vice President
S.T. Wooten Corporation
3801 Black Creek Road
Wilson, NC 27894
Subject: Request for Additional Information
Stormwater Project No. SW8 051137 Modification
ST Wooten Asphalt Plant
New Hanover County
Dear Mr. Vick:
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for ST
Wooten Asphalt Plant on July 28, 2006 for review on August 1, 2006. A preliminary review of
that information has determined that the application is not complete. The following information
is needed to continue the stormwater review:
1. Please clarify the location of test boring HA-1 on Sheet #5. According to Figure
#1 of the soils report, it is outside the 50' buffer approximately 150' from the
illustrated corner of Fredrickson Road (on Sheet #5) and between the 14' and 15'
contour. The soils report also states that water was observed 30" from the
surface wrr�eans that the SHWT was <30" from the surface or at an
elevation 12.00✓��s. the 11.0' on the plans and listed on the supplement.
2., Please revise Section 111.6 of the application for the receiving stream to Lake
✓ Sutton/Cape Fear River and enter the class as C; Sw.
3. Please label the: (a) shaded area on the plans that is adjacent to the Truck
Washdown Tank and label whether or not it is impervious area; and (b) area at
the hopper and drainage area limits (mine work face?) and whether or not it is
impervious area.
4. Please delete Weeping Love Grass from the vegetation plan and use a substitute
(Weeping Love Grass grows quickly but then typically dies in this area).
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to August 17, 2006, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information.
N���ro� Carolina
Natura//jl
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterquality.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50%Recycled110% Post Consumer Paper

Mr. Richard E. Vick, Vice President
August 9, 2006
Stormwater Application No. SW8 051137 Modification
The construction of any impervious surfaces, other than a construction entrance
under an approved Sedimentation Erosion Control Plan, is a violation of NCGS
143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincer y,
Paul T. Bartlett, P.E.
Environmental Engineer
ENB/ptb: S:\WQS\STORMWATER\ADDINFO\2006\051137Mod.aug06
cc: Craig Fortner, P.E., Withers & Ravenel
Paul Bartlett

WITHERS 6-r
Judy 20, 2006
Mr. Paul Bartlett, PE
North Carolina Division of Water Quality
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: ST Wooten Concrete Plant
Sutton Lake Road
W&R Project No. 205449.10
Dear Mr. Bartlett:
RAVENEL
ENGINEERS PLANNERS SURVEYORS
v�"! r�701
�o�
i
JU� 2 8 CUUo
oP
On behalf of S.T. Wooten Corporation, we are pleased to provide the attached submittal to modify
permit number SW 8051137 for the S.T. Wooten Asphalt Plant. We currently have an Express
Review scheduled for August 1, 2006.
The purpose of this project is to develop a concrete plant on a portion of an approximate 90 acre
parcel on Sutton Lake Road west of US 421, upon which S.T. Wooten Corporation currently holds
permits for an asphalt plant and mine. Stormwater management features and BMP's for the asphalt
plant were permitted by DWQ on 1/6/06 under permit number SW 8051137. The Concrete Plant
and appurtenances are proposed as a modification to the existing permit.
Approximately 3.45 acres of disturbance are associated with the Concrete Plant. Erosion and
sedimentation control on this project will be accomplished through the use of temporary
construction entrances, outlet protection at culverts, and silt fence at the toe of fill slopes.
The primary stormwater features include grass swales and pipe culverts leading to the proposed
Infiltration/Detention Pond C. Infiltration/Detention Pond C discharges to an existing ditch, which
ultimately flows into Sutton Lake. A portion of the graded area will drain toward the permitted mine
and does not discharge.
Attached for your review and approval are three (3) sets of construction plans and design
calculations. Please do not hesitate to call if I may be of any assistance to facilitate your review.
111 MacKenan Drive i Cary, North Carolina 27511 1 tel: [phone] fax: [phone] www.withersravenel.com
7040 Wrightsville Avenue, Suite 1oi I Wilmington, North Carolina 28403 1 tel : [phone] fax : [phone]
1027 Sabbath Home Road SW i Supply, NC 28462 1 tel: 9io-842-9392 I fax: [phone]

WITHERS &- RAVEMEL
ENGINEERS I VIRNNERS I SURVEYORS
Sincerely,
WITHERS &-RAVENEL, INC.
Crai . Fortne , PE
attachments
CC: Reade Dawson, S.T. Wooten Corporation
Mr. Paul Bartlett, P.E.
July 20, 2006
Page 2 of 2

S T. Wogten HOson NC 17894-2408
CBox 2408
orporation 252.291-5165
FAR152-243-0900
..
DIV.
VENDORsREFERENCEJ0JBO
CHECKOCO
.0
2838
INVOICE NUMBER
INVOICE DATE
DESCRIPTION
GROSS AMOUNT
DISCOUNT
NET AMOUNT
PERMIT
07/27/06
WILMINGTON CONC PLT
4.000.00
4,000.00
-r-
�w�w5I�37
�'ECEIVEE)
JUL 2 8 2006
B
:
DETACH AND RETAIN THIS STATEMENT
THE ATTACHED CHECK IS IN PAYMENT OF ITEMS DESCRIBED ABDVE
11.fTfM1..GI.T VI FAVF ul1TIGV U V OoIfYYTI V ul. ocfc,oT n F c,o cn
TOTALS
4,000.00
4,000.00
WACHOVIA BANK, N.A.
S. T. Wogten WILSON, N.C.
Corporation
PO Bas2408
kviv Wilson, NC 27894.2408
15d-291-516-5/65
FAX[phone]
Four Thousand Dollars and 00 Cents
PAY
TO THE N C DEPT OF ENVIRONMENT
ORDER OF AND NATURAL RESOURCES
1617 MAIL SERVICE CTR
RALEIGH NC 27699-1617
FORM NO. STWC - 103
66-1040
531
CHECK DATE
I CHECK NO.
07/27/06
283885
CHECKAMOUNT
Is ******4,000.00
j W(�DjeN ASpNAI�T PLANT SW $ 05113-7 h(AP

OFFICE USE ONLY
Date Received
Fee Paid
Permit Number
7 Zr8/OG
783ff5
ALP f'>5(137AtC(->
State of North Carolina
Department of Environmental and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may he photocopied for use as an original
1. GENERAL INFORMATION
Applicants name (specify the name of the corporation, individual, etc. who owns the project):
ST Wooten Corooration
2. Print Owncr/Signing Official's name and title (person legally responsible for facility and compliance):
CH AR.n C. V,tK Vr Ce—P/2tf'rat:I'r
3. Mailing Address for person listed in Item 2 above:
S.T. Wooten Corporation. 3801 Black Creek Road
City: Wilson
Telephone Number: [phone]
State: NC Zip: 77994
4. Project Name (subdivision, facility, or establishment name — should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
ST Wooten Asphalt Plant
5. Location of Project (street address):
Sutton Lake Road
City: Wilmington County: New Hanover
6: Directions to project (from nearest major intersection):
From Wilmington take rtc.421 North, turn left on Sutton Lake Road, project site is on the right
c.N 5 CIA7. Latitude: 34° 17' " N Longitude: 77' 58' S' W of project.
8. Contact person who can answer questions about the project::
Name: Craig Former, Pl? Telephone Number: ( 9 191469-3140
If. PERMIT INFORMATION:
L Specify whether project is (check one): New Renewal X— Modification
Form SWU-101 Version 3.99 Page I of4--

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number SW8051 137 and its issue date (if known) 1/6/06
3. Specify the type of project (check one):
Low Density X 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. PROJECTINFORMATION
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 be treated in I infiltration basin. Basin is sized for the 2" rainfall event, and also serves as a
stormwater detention nond.
2. Stormwater runoff from this project drains to the Cape Fear
3.
4.
5.
6.
'rotal Project Area: 32.44 acres.
Project Built Upon Area: 14.2 %.
Ilow many drainage areas does the project have? 5
River Basin.
Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach and additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area To BMP A
(previously permitted and
unchan ed
Drainage Area To BMP B
(previously permitted and
unchan ed
Receiving Stream Name
Lake Sutton
Lake Sutton lte.,Jp IC
Receiving Stream Class
Drainage Area
1.09 ac
I me
Ito ervious*Area
0.00 ac
0.00 ac
—Existing
proposed Impervious* Area
0.51 ac
0.37 ac
% Ito ervious* Area Total
46.8 %
35.9 %
Impervious* Surface Area
Drainage Arca To BMPA
Drainage Area To BMPB
On -Site Buildings
0 sf
1,568 sf
On -Site Streets
16,940 sf
14,634 sf
Asphalt Plant Site
5,207 sf
0 sf
Total: 22,147 0.51 act
Total 16,202 sf 0.37 ac
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas.
sidewalks, gravel areas, etc.
7. How was the off -site impervious area listed above derived? N/A
2 CC
FOno SWIJ-101 Version 3.99 Page, et+

6. Additional Drainage Areas.
Basin Information
Drainage Area To BMP C
PROPOSED
Receiving Stream Name
Lake Sutton
Receiving Stream Class
c "
Drainage Area
3.45 ac
Existing Im ervious*Area
0.00 ac
Proposed Impervious* Area
1.59 ac
% Impervious* Area Total
9.33 %
Impervious Surface Area
Drainage Area To BMP C
On -Site Buildings
870 sf
On -Site Streets
30,928 sf
Asphalt Plant Site
37,462 sf
Total: 69,260 1.59 ac
Lk
�' ,
Basin Information
Drainage Area To Mine*
Untreated Area
Receiving Stream Name
N/A
Lake Sutton
Receiving Stream Class
N/A
N/A
Drainage Area
12.32 ac
14.55 ac
Existing Im ervious*Area
0.00 ac
0.12 ac from prev. application)
Proposed Impervious* Area
3.41 ac
0.12 ac
'90 Impervious* Area Total
27.68 %
1.65 %
Impervious Surface Area
Drainage Area To Mine*
Untreated Area
On -Site Buildings
0 sf
0 sf
On -Site Streets
0 sf
10,454 sf
Asphalt Plant Site
52,030 sf
0 sf
Concrete Plant site
10
96,5sfac
0 sf
Total: 148,540
Total 10 ,454 sf 0.24 ac
*Area draining into mine does not include area covered by /,
mining permit, and drainage basin has no outfall, 3,04/ ctz-
p i� e)js(ob
z b
Fo`mSWU-101 Version3.99 Pag'�/0+.

IV. DEED RESTRICTIONS AND PROTECTIVE COVENANT'S
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, out parcels, 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 stortmvaler management
permit number as issued by the Division of Water Quality. There covenants may not
be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but not include
wood decking or the water surface ofswimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in ercess of the permitted amount requires a slate stormwater management permit
modification prior to construction.
5. All permitted runofffrom the outparcels orfuture development shall be directed into the permitted
stormwater control system. These connections to the .stormwater control system shall be pert rmed 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 fir 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.
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 Slormwater Management Permit Application form Oi�F
• One copy of the applicable Supplement Forms) for each BMP
• Permit application processing fee of S420 (payable to NCDENR)
• Detailed narrative description of stormwater treaunenthnanagement G-�r
• 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 casements, pipe sizes, runoff calculations
Drainage areas delineated
Vegetated buffers (where required)
VI1. 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): Withers & Ravenel. Inc.
Mailing Address: I I I Mackenan Drive
City Cary State: NC
Phone: [phone]
V111. APPLICANT'S CERTIFICATION
Zip: 27511
Fax: [phone]
1, (print or type nrone ofperson lisietl in Genera! Information, Item 1) � C_,AA b E . V or —
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
NCAC2H.1000.
Signature: ; Ap�l L, J Date: �j \,.� Z. k 'Zxx)(p
FormSWIJ-101 Version3.99 Page 4o*

WIiTH Er RS, RAVE.NEL
STORMWATER DESIGN
CALCULATIONS
ST WOOTEN CONCRETE PLANT
New Hanover County, North Carolina
Prepared For:
ST WOOTEN CORPORATION
3801 Black Creek Road
Wilson, NC 27894
Attn: Reade Dawson
Prepared By:
WITHERS & RAVENEL
111 MacKenan Drive
Cary, North Carolina 27511
June 2006
W&R Project No. 205449.10 �r`oVk CARQV
s
29 J
Craig M. F/brtner, PE

S.T. WOOTEN CONCRETE PLANT — DWQ REPORT
NEW HANOVER COUNTY, NORTH CAROLINA
INTRODUCTION
The purpose of this study is to document compliance with the NC Division of Water Quality
policies, which requires projects to treat the first 1" of rainfall.
METHODOLOGY
The pond design was conducted using the natural drainage features as depicted by the New
Hanover County aerial topographic information, field survey topography for the project area,
proposed development for the site, and New Hanover County soil maps. One infiltration pond is
proposed to meet water quality requirements for the site. The pond is sized to treat the first 2" of
runoff. There is a potion of the site that drains into an excavation and mining pit. That area is not
covered by this report.
Impervious areas were calculated from the proposed plans. The attached worksheets show our
methodology for sizing the pond.
SI Wooten concrete Plant W&R project #205449. 10
DWQ Report I June 2006

APPENDIX A
CALCULATION WORKSHEETS
S( Woolen Concrete Plant W&R Project #205449.10
DWQ Report June 2006

Project Name: ST Woolen Concrete Plant
it /Stile: New I lanover County, NC
Pr yect #: 205449
at 14-tun-06
STORMWATER BMP C -INFILTRATION BASIN
Land Use
Area
(ac)
'7
Impervious
Imp. Area
(ac)
Open Space
0.5
0
0.00
Onsite Impervious
2.06
100
2.06
Tolals
2.56
-
2.06
Total % Impervious Surface Area = 80.5 %
2-Inch Runoff Volume Calculation
Using (he runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv - 0.05 1 0.009(l) where, Rv = Runoff coefficient, inlin.
I = Percent impervious
Rv = 0.77 in./in.
Total runoff volume from 2-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.330 acre4i
14389 cu. ft.
Bottom Elevation=
Surface Area =
Depth =
Side Slopes =
Storage volume provided =
14.00 feel
10540.00 sf
1.50 feet
3:1
24310 cu.ft
5 r W(x Ien Asphalt I'lan1 W R Project U205449
11MI' Sizing Novemlmr 2005

APPENDIX B
SOILS REPORT
Sl Wooten Concrete Plant W&R Project 4205449.16
DWQ Report June 2006

■ deT-12-0; 07:0E PROM:98.ME 41 LM I NGTON ID:9107Ei999S"B
u
PACE 1/7
October11
S&ME
S.T. Wooten Corporation -
Post Office Box 2408
Wilson, North Carolina 27894
Attention: `, Mr. Richard Bowen
Reference: Double Ring Mltrometer Testing
S.T. Wooten Asphalt Plant
Sutton Lake Road
Wilmington, North Carolina
Job No. 1063-05-536
Dear Mr. Bowen:
In accordance with S&ME Proposal 968-0S dated September t9, 2005, S&ME personnel have
recently conducted double -ring infiltrometer testing of the surficial soils at the subject site at the
approximate locations shown in Figure 1. Specifically, our representatives performed the following
work items on September 5 and October 4, 2005.
1. Advanced seven hand -angered borings across the site in order to visually
classify the in -'place soils. The hue and chroma of the recovered soil samples
were compared to a Munsell Soil Color Chart.
2. Conducted four double -ring infiltrometer tests at depths ranging from 6 to 24
inches below the existing ground surface. This testing was conducted in
general accordance with American Society for Testing and Materials (ASTM)
procedure D-3'385 entitled, "Infiltration Rate of Soils ir1 Field Using Double -
Ring Infiltromcter".
Based on our field classifications of the excavated soils at the hand-augered boring locations, the in -
place soils consist of sands with varying aluounts of silt or clay which extended to the maximum
completed boring depth of 96 inches below the existing ground surface. Water was encountered in
six of the seven boreholes at depths ranging from 15 to 94 inches below the existing ground surface;
no water was enwitntered at HA4 The site water level will fluctuate with climatic grid seasonal
conditions, however, and may be higher or lower at other times of the year.
SAME, Inr.. [phone]
6d09 Ainvwdam Way, Building 83 1910) 799-9958 lax
Wil.,4Ctan, North Carolina 28405 www-smeinc.com

OCT-12-05 07:0E PROM<S&ME WILMINGTON
ID.91079999se
PACE
2/7
S.T. Wooten Corporation
S&ME Job Number 1063-05-536
October 11, 2005
Page Two
The average infiltration rate at the test locations ranged from 68.6 to 144.7 inches per hour. A
summary of the field test results is presented in Tables 1 and 2.
S&ME appreciates the opportunity;to provide our services during this phase of the project. Should
you have any questions after reviewing this letter, or if we can be of additional assistance, please do
not hesitate to contact us at your convenience.
Sincerely,
S&ME, MC.
C. Richard Connell, fi
Senior Engineering Tecluucian
Randy Martin,
Branch Manager
CRCTAMAGM/pI
Auwlun is
qw- �b_�
Paul A. Masten
Environmental Professional
Tax: Withers & Ravenel, Mr. Mark Hargrove (M 256-2584)

OET-12-09 07.07 FROM.SKME WILMINGTON 10.9107999950 PAGE 3/7
TABLE I
Hand Anger Borings and Munsell Soil Descriptions
ST Wooten Asphalt Plant Site
Sutton Lake Road
Wilmington, North Carolina
S&ME Job Number 1063-05-536
I
Depth
Location Inches I-Iue Value/Chroma Soil Deserintion
HA-1 0-10 5 YR 7/1 Light Gray Medium to Fine SAND
10-18 7.5 YR 4/4 Brown Medium to Fine SAND
18-30 2.5 YR 614 _ Weak Red Slightly Silty Medium to Fine SAND
Water was encountered at 30 inches below the existing ground surface.
HA-2 0-18
5 YR
7/1
Light Gray Medium to Fine SAND
18-54
2.5 Y
7/8
Yellow Slightly Clayey Medium to Fine SAND
54-84
2.5 Y
6/8
Olive Yellow Slightly Clayey Medium to Fine SAND
84-96
2.5 Y
7/6
Yellow Slightly Clayey Medium to Fine SAND
Water was encountered at 96 inches below the existing ground surface
e
HA-3 0-6
2.5 Y
4/ l
Dark Gray Medium to Fine SAND
6-40
5 YR
7/1
Light Gray Medium to Fine SAND
40A6
7.5 YR
3/3
Dark Brown Slightly Silty Medium to Fine SAND
46-48
2.5 Y
2.5/1
Black Slightly Silty Medium to Fine SAND
Water was encountered at 48 inches
below the
existing ground surface.
HAA 0-5
2.5 Y
4/1
Dark Gray Medium to Fine SAND
5-37
5 YR
7/1
Light Gray Medium to Fine SAND
37-44
7.5 YR
3/3
Dark Brown Slightly Silty Medium to Fine SAND
44-48
2.5 Y
2.5/1
Black Slightly Silty Medium to Fine SAND
Water was encountered at 48 inches
below the existing ground surface.

OCT.-12-05 07:07 FROM.SBME WILMINGTON ID:9107999950 PACE 4/7
TABLE 1 - Continued
Job Number 1063-05-536
Page Two
Depth
Location Inches
Hue
Value/Chroma
HA-5 0-3
2.5 Y
4/1
3-20
5 YR
7/1
20A0
2.5 Y
6/8
40-96
2.5 Y
7/6
Soil Description
Dark Gray Medium to Fine SAND
Light Gray Medium to Fine SAND
Olive Yellow Slightly Clayey Medium to Fine SAND
Yellow Slightly Clayey Medium to Fine SAND
Water was encountered at 94 inches below the existing ground surface.
HA-6 0-8
5 YR
7/1
Light Gray Medium to Fine SAND
8-30
7.5 YR
4/4
Brown Mediums to Fine SAND
30-40
2.5 Y
6/8
Olive Yellow Slightly Clayey Medium to Fine SAND
4042
2.5 Y
6/6
Olive Yellow Sligbtly Clayey Medium to Fine SAND
Water was encountered at 42 inches below the existing ground surface-
HA-7 0-3 2.5 Y 4/1 Dark Gray Medium to Finc SAND,
3-15 5 YR 7/1 Light Gray Medium to Fine SAND
Water was encountered at 15 inches below the existing ground surface.
According to the "Soil Survey of New Hanover County", the areas wherein HA-1 through HA-6 were
performed consist of the Kureb and Lakeland soil series. As reported in the "Soil Survey of New
Hanover County", the seasonal high water table for those series is greater than 6 feet below the existing
ground surfacr._
The area wherein HA-7 was performed consists of the Leon soil series_ As reported in the "Soil Survey
of New Hanover County", the seasonal high water table for this series is less than 0-1.0 foot below the
ground surface.

OCT-12-05 07:07 FROM=SAME WILMINGTON ID.9107999950
PACE 5/7
TABLE 2
Double Ring Infiltrometer Testing
ST Wooten Asphalt Plant Site
Sutton Lake Road
Wilmington, North Carolina
S&ME Job Number 1063-05-S36
Date of Test: October 4; 2005
Depth of"rest Below Site Grade: 10 inches
Depth of Water in Rings: 3'% inches
Location: 1
Inner Diameter of Inner Ring: 11114 inches
Inner Diameter of Outer Ring: 22%: inches
Depth to Water. 30"
Average Infiltration Rate at Location 1: 69.1 inches per hour
I-Tigh Water "Cable: > 6 feet below land surface*
Soil Series: Kureb*
Location: 3
Date of Test: September 5, 2005
Depth of Test Below Site Grade: 12 inches Inner Diameter of Inner Ring: 11% inches
Depth of Water in Rings: 3%: itches`. Inner Diameter of Outer Ring: 22Y2 inches
Depth to Water. 48"
Average Infiltration Rate at Location[ 3: 144.7 inches per hour
Higl1 Water Table: > 6 feet below land surface*
Soil Series: Kureb*
Note: *As interpolated from the "Soil Survey ofNew Hanover County" prepared by the United
States Department of Agriculture Soil Conservation Service

OCT-12-06 07.07 PRoM:6aMF
W ILMr NGTON 193.9107999966
TABLE 2 - Continued
Double Ring Infiltrometer Testing
ST Wooten Asphalt Plant Site
Sutton Lake Road
Wilmington, North Carolina
S&ME Job Number 1063-05-536
Date of Test: October 4, 2005
Depth of Test Below Site Grade: 24inches
Depth of Water in Rings: 3%z inches,
Depth to Water: 94"
Location: 5
Inner Diameter of Inner Ring: 11/. inches
PAGF_ rd/7
Inner Diameter of Outer Ring: 22%z inches
Average Infiltration Rate at Location 3: 101.2 inches per hour
High Water Table: > 6 feet below land surface*
Soil Series: Kureb*
Location: 6
Date of Test: September 5, 2005
Depth ofTest Below Site Grade: 6 inches Inner Diameter of Inner Ring: 111/4 inches
Depth of Water in Rings: 3'/z inches Inner Diameter of Outer Ring: 22'% inches
Depth to Water: 42"
Average Infiltration Rate at Location 3: 68.6 inches per hour
High Water Table: > 6 feet below land surface*
t
Soil Series: Lakeland'
Note: *As interpolated from the "Soil Survey of New I Ianover County" prepared by the United
States Department of Agrictilture Soil Conservation Service

C
L4
cnl
n
FC TOTnL
�n O
gip ............ ..._................ C),f:CETRIC... J , f ! ) A ✓ G
LEGEND
0 Approximate
Hand -Auger
Boring Location
a Approximate
Boring Location
50,
D
Note: Site plan drawing provided to SUIE by S.T. Wooten Corporation personnel.
SCALE: NOT TO SCALE BORING LOCATIONS
CHECKED BY: PAM SUTTON LAKE ROAD ASPHALT PLANT
WILMINGTON, NORTH CAROLINA
DRAWN BY: JNS ENGINEER(NO . TESTING
DATE: 10.3.05 ENVIRONMENTAL SERVICES JOB NUMBER: 1083.05.636
8.1
HA-7
HA-6
I
HA-1
HA-2
FI OURe
NUMBER
1

Worksheet
Worksheet for Circular Channel
Project Description
Worksheet
15" RCP TO POND e EHs i
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coeffic
0.013
Channel Slope
031300 f1/ft
Diameter
15.0 in
Discharge
1.20 cfs Q
fe
Results
Depth
0.27 ft
Flow Area
0.2 ft`
Wetted Perime
1.22 0
Top Width
0.00 (1
Critical Depth
0.43 It
Percent Full
21.9 %
�; U
P '�P c ecr
(I--
i SS • �--Io r^
Critical Slope
0.005241 IUft
Velocity
6.04 Ills 4—'-- VQ
L = L/
Velocity head
0.57 It
'' II I
Specific Energ-
0.84 It
Y
Froude Numbe
2A3
rr
Maximum Disc
12.29 cfs
Discharge Full
11.43 cfs
/I/err p i2�r P
L O 2
Slope Full
0.000345 tt/tt
Flow Type
supercritical
(�� J-eal *li k
Project Engineer: Withers 8 Ravenel Inc
c:k,--Ncraig%desktophroiectl.fn12 Withers 8 Ravenel Inc FlowMaster v7.0 f7 00051
06/13/06 09:43:08 PM 0 Raestad Methods, Inc. 37 Brookside Road Waterbury, CT06708 USA 1-203-755-1666 Page 1 of 1

Cross Section
Project Description
Worksheet
15" RCP l"O POW
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coeffic
0.013
Channel Slope 031300
ft/ft
Depth
0.27 0
Diameter
15.0 in
Discharge
120 cfs
Cross Section for Circular Channel
15.0 in
0.27 It
J
V:1L
H:1
N TS
Project Engineer Withers & Ravenel Inc
a\ ... \craigWesktop`ixolecU.hn2 Withers & Ravenel Inc FlowMaster v7 O U-00051
06/13/06 60:43:20 PM ®Haeslad Methods, Inc. 37 6rookside Road Waterbury, CT 06708 USA *1-203-755-1666 Page 1 of 1

Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Some: "[lank and channel fining procedures", New York Deparunenl
of Transportation, Division of Design and Construction, 1971.)
Note: To use die following chart you must know:
(1) Q full capacity
(2) Qlo
(3) V full
(4) Vlo
where Q = discharge in cfs and V = Velocity in 1-l1S.
I S 11MATION OF STONE SIZI, AND DIMENSIONS FOR
CuIxi.- T APRONS
Step 1) Compute flow velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A: cross .sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For [text higher zone. (Zones 1 through 6).
Iilm
Zee
Use T—
r- 2
�- S
I
d®Y�pQ------------------
ltlm,�1 Qp�
--------------------
�®
II
° S In15' 20' 25
�; )S DIAMETER (Ft.)
Figure 8.06.b.1
R. 17A1 8.06.5

13
APRON MALE '.1
AFRON IAAIERIAL
E[NGnI Of AP1iON
10 PROTECT CuvEm
LI
TO VnEVEM SCOnn
nUCE USE. V ALWAYS
12
STONE FILLING (FINE) CL A
a A D.
4 x 0.
FILLING (IJGHT) CL. D
a x D
6 x D.
ISTONE
STONE FILLING(MEDIUM) CL 1
4 x D.
B x D.
STONE FILLING (HEAVY) CL. 1
4 x 0.
8 x 0.
STONE FILLING (HEAVY) CL 2
5 x D.
10 x D.
STONE FILLING (HEAVY) CL. 2
6 x D.
10 x D.
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS. STILLING
BASIN OR LARGER SIZE STONE).
Fig.8.D6.b.2 L, = 3 if /. 2f FI- = 3,7s" FI- L'e. — `/ Ir P
/�F
Width = 3 times pike dia. (Inin.) = x /. 2C- FF 3. 1' 1F
DETERMINATION OF STONE SIXES FOR DUMI'ED STONE
CHANNEL LININGS AND REVIs1'MEN7'S
Slcp 1) Use figure 8.06.b.3 to detemline maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06.b.4 to detennine acceptable size range for stone
(for 12 PTS it is 125-500 Ills. for 75`Yo of stone, and the maximum
and minimum range in weight should be 25-500 lbs.)
Note: In detemlining channel velocities for stone linings and revelment, use
the following melficicnts of roughness:
Diameter Mannin's Min. dlicktuss
(inches) "n" of lining (inches)
rA n't
Hille
/i 3
0.031
9
12
Light
B 6
0.035
12
18
Medium
= 13
0.040
18
24
Heavy
?C 23
0.044
30
36
(Channels)
(Dissapazors
USG
Cfut rj
/If "
8.06.6 Rev. IL93

Appendices
I
W11
—
�_=-iLl?liil!j 1';:.ril
i11L1!il
...ii1 :ill
f
11 .111�
....
if
--' •1ri
!1.L.1 I
E 20-
.:If:�ti
f „
15,000
- 10 000
5,000
!ii� 1!' it-t7t ;li iliJ; lj Dili !,H1111. _1,000
.•
If Ijiltill
o
'ij 11 -250
I ili lift -so 3
0 2 4 8 10 12 14 16 18 20
Velocity in FeeYScc.
Pv/o- ©:tsed on Isbesh Curve
ITIg. 8.00.b.3 Max. Stone Sine for Rip Rap
Maximum weight of
stone required
Minimum and maximum range
in weight of stones
Weight range of
75% of stones
(Ibs.)
(Ibs.)
(tbs.)
150
25 150
50 - 150
200
25 - 200
50 - 200
250
25 - 250
50 - 250
400
25 - 400
100 - 400
600
25 - 600
150 - 600
800
25 - 800
200 - 800
1,000
50 - 1,000
250 - 1,000
1,300
50 - 1,300
325 - 1,300
1,600
50 - 1,600
400 - 1,600
2,000
75 - 2,000
600 - 2,000
2,700
100 - 2,700
800 - 2,700
Figure 8.0614 Gradation of Rip Rap
SOW= 'nmik and channel lining pros ]l , "New York Department of Tienslymuion, Division of Design and Consntrtion, 1971.
Rcv. JZ93
8.06.7

Worksheet
Worksheet for Circular Channel
Project Description
Worksheet
15' RCP TO POND C Ogflr'
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coeffic 0.013
Channel Slope
031300 ft/ft
Diameter
15.0 in
Discharge
6.05 cls �e— Q \C
Results
Depth
0.65 It
Flow Area
0.6 IV
Welled Perime
2.01 It
Top Width
0.00 It
Critical Depth
0.99 It
Percent Full
51 7
Critical Slope
0.009284 It/11
Velocity
V1
9.45 IVs�— ,o
Velocity I lead
1.39 It
Specific Energ-
2.03 It
Froude Numbe
2.33
Maximum Disc
12.29 cfs
Discharge Futf
11.43 cfs
Slope Full
0.008772 ft/ft
Flow Type
;upercrifical
Project Engineer: Withers & Ravenel Inc
aigldesktop\projectI trn2 Withers & Ravenel Inc FlowMaster v7.017.00051
06/13/06 09:49:20 PM O Haeslad Methods, Inc. 37 Brookside Road Watemury, CT 06708 USA 1-203-755-1666 Page i of 1

Cross Section
Project Description
Worksheet
15" RCP TO POW
Flow Elemenl
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings Coeflic
0.013
Channel Slope
031300 fVft
Depth
0.65 It
Diameter
15.0 in
Discharge
6.05 cis
Cross Section for Circular Channel
15.0 in
0.65 IT
V:1L\
H:1
NTS
Project Engineer. Withers & Ravenel Inc
c.1--- lcraigWeskloplproject l.fm2 Withers 8 Ravenel Inc FlowMaster v7.0 j7.00051
06/13/06 09:49:32 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, Cl06708 USA [phone] Page 1 of 1

Appe,taices
NEW YORK DOT DISSIPATOR MV- MOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel fining procedures", New York Department
of Transportation, Division of Design and Construction, 1971)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qm
(3) V full
(4) Vlo
where Q = discharge in cfs and V = Velocity in FPS.
F f`IMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Vn al culvert or paved channel outlet.
Step 2) For pipe culverts D„ is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Da=An, when; A.= cross -sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones I through 6).
20 -
inn
�m
------------------
�o..o
mim
m®'�rm�j
r
�m
mom-®vm
old
®m®sir-mm�
r
0 I xr is:Cm
07 :15.,s
Figure 8.00.b.1
I 1 I I
10' 15' 20' 25'
DIAMETER (Ft.)
R�-12"3 8.06.5

13
a
2
(T %�R�1'1 i�11ER�AE
N
Ur i o AT N
mPq)IECr G1VEm
LI
TOPq VEm SC R
ry E use L2 ALWAYS
L2
I
STONE FILLING (FINE) CL. A
3 x D.
4 A D.
2
STONE FILLING (LIGHT) CL. B
7 x D.
6 A. D.,
3
STONE FILLING (MEDIUM) CL. 1
4 x 0.
n A D.
4
STONE FILLING (HEAVY) CL. 1
4 x D.
0 x D.
5
STONE FILLING (HEAVY) CL. 2
5 x D.
10 x D.
6
STONE FILLING (HEAVY) CL.2
6 x D.
10 x D.
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
� � A
Widdl = 7 times pipe dia. (muL.)
Lf —
DF,TERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8.06.10 to detetntine maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06.6.4 to detennine accepunble size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should Ix; 25-500lbs.)
Note: In detennining channel velocities for stone linings and reveunent, use
the following coefficients of roughness:
Diameter Mannin's Min. thickness
(uncles) "n" of lining (inc
(14.0
Fine
q
3
0.031
9
Light
B
6
0.035
12
Medium
=
13
0.040
18
Heavy
�_
23
0.444
30
(OLWHIC15)
12
18
2
36
(Dissapators)
8.416.6 Rev. IW3

60-
-,:,trm ,
ill
�' is
FIE,
, �
,�
1
::
_... •l;}i
_'1JI
11
��
i ��I1
fit'
li}1
�i;
��
i��CIt�i
�I��
— _=�........
,;_1• l=- :�,'_i,l,l�i;
;:,� . ; �=`-._:'•;,:;:;r�::ir:,i
,.�
.�,
Ij fiilll
�,
►;
1
�,
�
�}
It
-tf'11•;•
��i;,l—t-°
iil .l�
;
.._
��a.i
II f IF1}
�._.-.._rl;.: }�{f--.�5;
i �;}i
f,•,
�
�;
1.
ii
� i )1
i;'
1i;i
i !,.:r
!!'1
n
i,
77
2 4 6 8 10 12 14
Veloci in Feet/sec.
10=9.Nf rtif
Fig. 8.06.6.3 Max. Stone Sixe for Rip Rap
Appendices
7 15,000
-10.000
5,000
J
N
v
- 1,000
-500
-250 3
u4zf;
a-10:
Based on Ishesh Curve
Maximum weight of
stone required
Minimum and maximum range
in weight of stones
Weight range of
75% of stones
(lbs.)
(lbs.)
(Ibs.)
150
25 150
50 - 150
200
25 - 200
50 - 200
250
25 - 250
50 - 250
400
25 - 400
100 - 400
600
25 - 600
150 - 600
800
25 - 800
200 - 800
1,000
50 - 1,000
250 - 1,000
1,300
50 - 1,300
325 - 1,300
1,600
50 - 1,600
400 - 1,600
2,000
75 - 2,000
600 - 2,000
2,700
100 - 2,700
800 - 2,700
Figure 8.06.1A Grxlation of Rip Rap
Source: "Banlr and a mirl lining procedures, "New York Depammcnt 01 'T nsponation, Division of Design and Construction, 1971.
Rm 12,93 8.06.7

S.T. WOOTEN CONCRETE PLANT - POND DESIGN REPORT
NEW HANOVER COUNTY, NORTH CAROLINA
INTRODUCTION
The purpose of this study is to document compliance with the New Hanover County Storm Water
Management Policy, which requires projects to control "the post development peak discharge rate
of the 2-year, I0-year, and 25-year storms to the pre -development condition."
MLTLIODOLOGY
The pond design was conducted using the natural drainage features as depicted by the New
Hanover County aerial topographic information, field survey topography for the project area,
proposed development for the site, and New Hanover County soil maps. One infiltration pond is
proposed to nle-el peak attenuation requirements for the 2-year, 10-year, and 25-year design storms.
The total drainage area for the site is 4.8 acres. Approximately 1.9 acres of the project area drain to
an excavation and mining pit. That area is not covered by this report.
The scope of work included the following analyses:
Hydrology-
• Simulation of 2-year, 10-year, 25-year, and 100-year rainfall events for the Wilmington
area
• Formulation of 2-year, 10-year, 25-year, and 100-year flood hydrographs for pre- and
post -development conditions
Hydraulic
• Routing the 2-year, 10-year, 25-year, and 100-year flood hydrographs for post
development runoff through the proposed pond.
The results of the hydrology analyses are used in the hydraulic analyses. The hydraulic routing
analysis requires the development of stage -storage and stage -discharge functions for the proposed
pond. The rainfall/runoff hydrographs, stage -storage and stage -discharge functions have been
combined to create a routing computer simulation nnodel using Haestad Methods PondPack 00.0
software. This model was then used to assess the impact of the peak discharges for the design
rainfall events. The PondPack computer model analyses results are provided as an appendix to this
report.
HYDROLOGY
The SCS Method was used to develop runoff hydrographs for the Type III, 24-hour duration, 2-year,
0-year, 25-year, and 100-year storm events for the Wilmington area. This method requires three
basic parameters: a curve number (CN), time of concentration (tc), and drainage area. Curve
numbers were based on soil type and land use. Soil types were delineated from the Soil Survey of
New Hanover County, North Carolina (April 1977). Land use for existing conditions was based on
the most recent New Hanover County aerial photographs and site visits. Post development land
use is residential based on the proposed site plan. Time of concentrations were calculated using
methods described in the SCS publication "Urban Hydrology for Small Watersheds, TR-55" and
based on New Hanover County topographic maps, piped drainage system design calculations and
field survey data. Drainage areas were delineated from the proposed grading plans for post
development conditions. Drainage area delineation maps are shown on the full size project
d rawings, and a summary of data used to formulate hydrographs and peak discharges are included
in the appendices of this report
51 WwAen euncrele Plant W&R Project 9205449. 10
Pond Design Repnil I tune 2006

S.T. WOOTEN CONCRETE_ PLANT - POND DESIGN REPORT
NEW HANOVER COUNTY, NORTH CAROLINA
HYDRAULICS
Computer simulated reservoir routing of the 2-year, 10-year, 25-year, and 100-year storm events
utilized stage -storage and stage -discharge functions. Stage -storage functions were derived from the
proposed grading for the pond as shown on the construction drawings. Non -linear regression
relations for surface area versus elevation were derived for the infiltration pond. This relation
estimates the incrernental volume of the basin to the: stage or elevation of the basin. Stage -discharge
functions were developed to size the outlet weir for the pond to meet the design requirements.
Based on field investigation, the infiltration rate for the soils on -site is 52 in/hr. For the purposes of
this report, it was assurned that an average infiltration rate after a large storm would be 10.0 in/hr.
CONCLUSIONS
The proposed pond is designed to attenuate the post development 2-year, 10-year, and 25-year
design storm peak runoff rates to less than or equal to pre -development conditions. Post
development untreated areas were included in the analysis to account for all sheet (low off the site
that is not tributary to one of the pond. Tables 1 and 2 below summarize the peak attenuation
results.
Table 1. Drainage Area #1 Peak Discharge Rate Summary
Drainage
2-yr Qpeak
10-yf Qpcak
25-yf Qpeak
100-yf Qpeak
Area
(cfs)
(cfs)
(cfs)
(cfs)
(acres)
2.49
0.14
1.81
2.99
5.65
lPre-Developmenl
J, l4 � t
4N A
2 F
KS3.3j
0 00
0 00'>.
fPond"a�U�
II8
:y ?
Untreated Areas
0.9
0.05
0.75
1.24
2.30
Post Development
3.78
0.05
0.75
1.24
2.43
Table 2. Peak Water Surface Elevations
Drainage
Area
2-yr
10-yr
25-yr
100-yr
ft)
(ft)
00
(f )
(acres)
Pond
3.78
14.18
14.80
15.11
15.63
Weir Elevation = 15.50'
S r Woolen Conaele Plant W&R Proietl #205449.10
fond Design Report 2 June 2006

APPENDIX A
PON DPACK OUTPUT
51 Wooten Concrelc I'lanl W&R Projn3 #205449. 10
Pond I lesign Rclmrl 3 June 2006

Table of Contents
m
'fable of Contents
. .......... ..«........ MASTFR SUMMARY .... ...........+......
Watershed....... Master Network Summary ............. 1.01
""*""'•"k4°` DESLGN STORMS SUMMARY '+"'*'••`***"""
New Hanover..... 2
Design Storms ...................... 2.01
. u ................... TC CAICULATIONS .....................
POST TO POND....
TC
Cal.cs ...........................
3.01
PRE DEVELOPMENT
Tc
Calcs ...........................
3.03
SUBAREA 1.0......
.I'c
Calcs ...........................
3.05
...................... CN CALCULATIONS .....................
POST TO POND....
Runoff
CN-Area .....................
4.01.
PRE DEVELOPMENT
Runoff
CN-Area .....................
4.02
SUBAREA 10......
Runoff
CN-Area .....................
4.03
. ....................«. POND VOLUMES .......................
POND C.......... VOL: Elev-Area ..................... 5.01
S/N: DOYXYWH3NI.BE Withers a Ravenel
Pond Pack (10.00.015.00) 12:11 AM 6/14/2006

Table of Contents
I
..............«..... OUTLET S'rRUCTURES ..........«.... ......
Outlet 1........ Outlet Input Data ............ I..... 6.01.
SIN: DOYXYW113NLDE Withers S Ravenel
Pond Pack (10.00.015.00) 1.2:1.1 AM 6/14/2006

Type.... Master. Network Surmnary Page 1.01
Name.... Watershed
File.... IC:\05\05-440\05449.10-Wooten Concrete Plant - Wi.lm\Proj\H&H\S'1' Wooten Ponds.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: New Hanover
Total
Depth
Rainfall.
Return Event
in
Type
RNF ID
------------
2
------
4.5000
----------------
Synthetic
Curve
-_________--_--_
Typelll
24hr
1.0
7.0000
Synthetic
Curve
TypelII
24hr
25
8.0500
Synthetic
Curve
TypeIII
24hr
100
LO.0000
Synthetic
Curve
TypeIII
24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrogr<aph Method
('Node=Outfal.l.; +Node=Diversion;)
(Tr.un= IIYG Truncation: Blank=None; L=Left; R=Rt; LR=Lefts Rt:)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node ID
Type
Event:
ac-ft 'Trun
firs
cfs
LC ac-ft
_________________
'OUT POST
____
JCT
______
2
__________ __
.017
_________
12.3500
________
.05
____________________
'OUT POST
JCT
1.0
.081
12.1.000
.75
'OUT POST
JCT
25
.117
12.1.000
1.24
OUT POST
JCT
100
.241
1.2.4500
2.43
OUT PRE
JCT
2
.047
12.4500
.14
'OUT PRE
JCT
10
.223
12.2000
1.81
'OUT PRE
JCT
25
.324
12.1500
2.99
OUT PRE
JCT
100
.544
1.2,1500
5.65
POND C
IN
POND
2
.368
12.1.000
4.50
POND C
IN
POND
10
.818
1.2.1.000
1.0.22
POND C
IN
POND
25
1..026
12.1000
12.79
POND C
IN
POND
100
1.431
12.1.000
17.69
S/N: DOYXYWI13NLBE Withers a Ravenel
Pondl'ack (1.0.00.015.00) 12:11 AM 6/14/2006

,Type.... Master Network Summary Page 1.02
Name.... Watershed
Bile.... K:\05\05-440\05449.10-Wooten Concrete Plant - Wi. Im\Proj\N&N\ST Wooten Ponds.ppw
MASTER NETWORK SUMMARY
SCS Unit Nydrograph Method
('Node=Outfall.; +Node=Diversion;)
(True= IIYG Truncation: Blank=None; L=Left; R=Rt; LR=Left:&Rt)
Max
Return
IIYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac-ft Trun
hrs
Cfs
ft
ae-ft
POND C OUT
POND
2
.000
10.4500
00
14.18
.045
POND C OUT
POND
1.0
.000
8.7500
.00
14.80
.203
POND C OUT
POND
25
.000
8.2000
.00
15.1.1
.289
POND C OUT
POND
100
.045
12.4500
1.58
15.63
.442
POST TO POND
AREA
2
.368
12.1.000
4.50
POST TO POND
AREA
10
.818
12.1000
10.22
POST TO POND
AREA
25
1.026
12.1000
12.79
POST TO POND
AREA
100
1.431
12. 1000
17,69
PRE DEVELOPMENT
AREA
2
.047
12.4500
.14
PRE DEVELOPMENT
AREA
10
.223
12.2000
1.81
PRE DEVELOPMENT
AREA
25
.324
12.1.500
2.99
PRE DEVELOPMENT
AREA
100
.544
1.2.1500
5.65
SUBAREA 10
AREA
2
.017
1.2.3500
.05
SUBAREA 10
AREA
10
.081
12.1000
.75
SUBAREA 10
AREA
25
.117
12.1.000
1.24
.SUBAREA 10
AREA
100
.197
1.2.1000
2.30
SIN: DOYXYWI13NLBE
Pond Pack (10.00.015.00)
12:11 AM
Withers & Ravenel
6/14/2006

Type.... Design Storms
Name.... New Hanover:
File.... K:\05\05-440\05449.
Storm... TypeIIl: 24hr Tag:
Page 2.01
Event: 2 yr
10-Wooten Concrete I'Lant - Wi.lm\Proj\H&fi\ST Wooten Ponds.ppw
2
DESIGN STORMS SUMMARY
Desi.gn Storm Fi.Le,ID =
Storm Tag Name = 2
New Hanover
Data 'Type, File, ID = Synthetic Storm
Storm Frequency = 2 yr
Total. Rainfall Depth= 4.5000 fn
Duration Multiplier = 1
Resulting Duration = 24.0000 firs
Resulting Start 'T hne= .0000 firs Step=
Storm Tag Name = 10
Data Type, File, ID = Synthetic Storm
Storm Frequency = 1.0 yr
Total. Rain Pall. Depth= 7.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 firs
Resulting Start Time= .0000 hrs Step=
Storm Tag Name = 25
__ __-_---__ _-
Typelll 24hr
1000 hrs End= 24.0000 firs
------------------
TypelIl 24hr
1000 hrs End= 24.0000 firs
Data Type, File, ID = Synthetic Storm TypeT1:I 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 8.0500 in
Duration MuLtipl.i.er = I
Resulting Duration = 24.0000 firs
Resu LLinq Start 'Time= .0000 firs Step= .1000 hrs End= 24.0000 firs
Storm Tag Name = 100
Data Type, File, ID = Synthetic Storm
Storm Frequency = 100 yr
Total Rainfall. Depth= LO.0000 in
Duration Multiplier = I.
Resulting Duration = 24.0000 firs
Resu Lting Start Time= .0000 firs Step=
SIN: DOYXYWII3NLDE
Pond Pack (10.00.015.00)
--------------
Typeill 241hr
1000 firs End= 24.0000 firs
12:11 AM
Withers S Ravenel
6/14/2006

Type.... Tc Calcs
Name.... POST TO POND
Page 3.OI.
File.... K:\05\0'i-440\05449.10-Wooten Concrete i'Lant - Wil.m\llroj\11&11\ST Wooten Ponds.ppw
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment 91: Tc: User Defined
Segment: 01 Time: .0833 firs
------------------------------------------------------------------------
Total Tc: .0833 firs
Calculated Tc < M.in.Tc:
Use Minimum TC...
Use Tc = .0833 firs
S/N: D0YXYWN3NL13E Withers & Ravenel
Pondilack (1.0.00.01.5.00) 12:11 AM 6/14/2006

Type.... Tc Cal.cs
Name .... POST TO POND
Page 3.02
Pi. l.e.... K:\05\05-440\05449.10-Wooten Concrete Plans: - Wi. lm\1'roj\H&H\ST Wooten Ponds.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
===_ User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN : DOYXYWH3NLDE Withers & Ravenel
Pond Pack (1.0.00.015.00) 12:.1.1. AM 6/14/2006

Type.... Tc Ca Lcs
Name.... PRE: DEVELOPMENT
Page 3.03
File.... K:\05\05-440\05449.10-Wooten Concrete Plant - Wi.l.1n\Proj\HdH\ST Wooten Ponds.ppw
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
________________________________________________________________________
Segment Y1: Tc: User Defined
Segment: 01 Time: .1700 hrs
________________________________________________________________________
Total. 'rc: -- .1700 hrs
SIN: D0YXYWH3NL13E Withers a Ravenel
Pond Pack (10.00.01.5.00) 12: 11 AM 6/14/2006

Type.... .I'c Cal cs
Name.... PRE DF.VP:LOPMIiNT
Page 3.04
Fi. Le.... K:\05\05-440\05449.10-Wooten Concrete Plant - Wi1m\Proj\H&H\ST Wooten Ponds.ppw
________________________________
Tc Equations used...
--------------------------------
___= user Defined __________________
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: ❑OYXYW113N1.131; Withers s Ravenel
PondPack (10.00.015.00) 1.2:11 N1 6/14/2006

Type.... Tc Calcs Page 3.05
Name.... SUBAREA 10
Fi.l.e.... K:\05\05-440\05449.10-Wooten Concrete Plant: - Wilm\Proj\U&B\ST Wooten Ponds_ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment: 91: Tc: User Defined
Segment #1 Time: .0033 hrs
-------------------------------------------------------------------
S/N: DOYXYWH3NI.BE
PondPack (10.00.015.00)
Total. Tc: .O033 hrs
Calculated Tc < Min.'Pc:
Use MiniMUm Tc...
use Tc = .0833 firs
12:11 AM
Withers a Ravenel.
6/14/2006

Type.... To Cal.cs
Name.... SUBAREA 10
Page 3.06
Fil.e.... K:\05\05-440\05449.10-Wooten Concrete Plant - Wi Ln\Proj\Hafl\S1' Wooten Ponds.ppw
-----------------------
To Equations used...
-----------------------
==== User Defined
To = Value entered by user
Where: To = Time of Concentration
SIN: DOYXYWH3NI.BE Withers d Ravenel
PondPack (10.00.015.00) 12:11 AM 6/14/2006

Type.... Runoff CN-Area
Name.... POST TO POND
Page 4.01
File.... K:\05\05-440\05449.10-Wooten Concrete Plant - Wi.l.m\Proj\N611\ST Wooten Ponds.ppw,
RUNOFF CURVE NUMBER DATA
..........................................................................
--------------------------------------------------------------------------
..........................................................................
Impervious
Area
Adjustment:
Adjusted
Soil/Surface Description CN
acres
%C %UC
CN
Impervious Areas - Paved parking l0 98
1.430
98.00
Open space (Lawns,parks etc.) - Goo 39
1.450
39.00
COMPOSITE AREA a WEIGHTED CN --->
...........................................................................
2.880
68.30 (68)
SIN: D0YXYW113NLBE
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12:11 AM
Withers 6 Ravenel
6/14/2006

'type.... Runoff CN-Area
Name.... PRE DEVELOPMENT
Page 4.02
Fi. le.... K:\05\05-440\05449.10-Wooten Concrete Plant - Wi.lm\Proj\11611\S'I' Wooten Ponds.ppw
RUNOFF CURVE NUM®Iili DATA
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- "'---
Woods - grass combination - [air 43 2.490 43.00
COMPOSITE AREA a WEIGIITED CN ---> 2.490 43.00 (43)
...........................................................................
...........................................................................
SIN: DOYXYW113N1,13E Withers S Ravenel
Pond Pack (10.00.015.00) 12:11 AM 6/14/2006

Type.... Runoff CN-Area
Name.... SUBAREA 10
Page 4.03
File.... K:\05\05-440\05449.10-Wooten Concrete Plant - Wil.m\Proj\116H\ST Wooten Ponds ppw
RUNOFFCURVE: NUMBER DATA
..........................................................................
-----------------------------------------------------------------------
Impe rVious
Area Adjustment: Adjusted
Soil./Surface Description CN acres %C %UC CN
Woods - grass combination - fair. 43 .900 43.00
COMPOSITE AREA s WEIGHTED CN ---> .900 43.00 (43)
....:......................................................................
...........................................................................
SIN: DOYXYWH3Nl,Bl3 Withers a Ravenel.
PondPack (10.00.015.00) 12:11 AM 6/14/2006

Type.... Vol.: El.cv-Area
Name.... POND C
Page 5.01
File.... K:\05\05-440\05449.10-Wooten Concrete Plant - W.ilm\Proj\IISH\Sl' Wooten Ponds.ppw
Elevation
Pianimeter. Area
Al1A2+sgr(A1."A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (acres)
(acres)
(ac-ft)
(ac-ft)
14.00
----- .2400
.0000
.000
.000
16.00
----- .3200
.8371.
.558
.558
POND VOLUME EQUATIONS
' Incremental. volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) k (E1,2-ELl) k (Areal. + Area2 r sq.r.t.(Areal'Area2))
where: ELL, EL2 = Lower and upper. elevations of the increment
Area L,Area2 = Areas computed for ELL, F.L2, respectively
Vo Lnme = Incremental. volume between EIA and EL2
SIN: DOYXYWH3NLHE Withers a Ravenel
Pond Pack (10.00.015.00) L2:1.1 AM 6/14/2006

Type.... Outlet Input: Data
Name.... Outlet 1
Page 6.01
Fi. le.... K:\05\05-410\05449.10-Wooten Concrete Plant - WiJ.m\Proj\H&H\ST Wooten Ponds.ppw
REQUESTED POND WS ELEVATIONS:
Mi.n. Elev.= 14.00 ft
Increment: = .10 ft
Max. El.ev.= 16.00 ft-
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Al.l.owed
Structure No. Outfall El, ft E2, It
__ __ _ ------- --------- _--_
Weir -Rectangular WO ---> TW 1.5.500 16.000
TW SETUP, DS Channel
S/N: D0YXYW113NLBE
Pond Pack (L0.00.015.00)
IPABOWT dl
Withers s Ravenel
6/1.4/2006

Type.... Outlet Input Data
Name.... Outlet I.
Rage 6.02
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
_________________
N of Openings
Crest: Elev.
Weir Length
Weir Coef:f..
Wei.r. TW effects
= WO
= Weir -Rectangular
------------------
= 1
= 15.50 ft
12.00 ft
2.800000
(Use adjustment equati.on)
Structure ID = Tw
Structure Type = TW SETUP, DS Channel.
------------------------------------
FREE OUTrALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Mi.n.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.Ol.
ft
Mi.n.
IIW
tolerance =
.01.
ft
Max.
IIW
tolerance =
.01.
ft
Mi.n.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: DOYXYWH3NL13E Withers S Ravenel
PondPack (1.0.00.015.00) 1.2:11 AM 6/14/2006

Appendix A
A-1
Index o£ Starting Page Numbers for ID Names
_____ 0 -----
Outlet L... 6.01
P -----
POND C... 5.01.
POST I'D POND... 3.01., 4.01
PRE DEVELOPMENT... 3.03. 4.02
_____ S -----
SUBAREA 1.0... 3.05, 4.03
W -----
Watershed ... 1.01.
S/N: DOYXYWH3NLBE
Withers & Ravenel
PondPack (10.00.01.5.00) 12:11 AM 6/14/2006

MTHERS & RAVENEL
STORMWATER DESIGN
CALCULATIONS
ADDENDUM 1
ST WOOTEN CONCRETE PLANT
New Hanover County, North Carolina
Prepared For:
ST WOOTEN CORPORATION
3801 Black Creek Road
Wilson, NC 27894
Attn: Reade Dawson
Prepared By:
WITHERS & RAVENEL
111 MacKenan Drive
Cary, North Carolina 27511
July 2006
W&R Project No. 205449.10
Craig M. F�brtner, PE
o (o

West Driveway Pipe
iV" �"�� •t �`t
Friction Method Manning Formula
Solve For Normal Depth
t.Input Data;
.-w�t�......-_.i.-..6 C ru....u...a-. �....�.ri`•i:.rW�"`.0.4s....uL._.-:u'�.�.s.l�._....+...._....-.......�-Y'ti...-...N�,....-,.la.,... as era_, u`�fi�
Roughness Coefficient 0.013 Q = C i A
Channel Slope 0.00170 fVft Q e = O.VS 7- 21)
Diameter 1.50 If
Q - 2.02 eFS
Discharge 2.02 fY/s
r;SU1Re6sult
t"' r*i""'f.. t4""'_". ,^,g'rz"'•j-, y „'"_.�, .r, — .vTf`""" i".� y. `'. ""`:"
.s _.�__._� ,µ. ..,,:�.:::ca" �i 1• � � ;; i ,�� �.
Normal Depth
0.72 It
Flow Area
0.94 ft'
Wetted Perimeter
2.30 It
Top Width
1.50 It
Critical Depth
0.54 ft
Percent Full
48.0 %
Critical Slope
0.00494 ft/ft
Velocity
2.41 ft/5
Velocity Head
0.09 It
Specific Energy
0.81 It
Froude Number
0.57
Maximum Discharge
4,66 Wt s
Discharge Full
4.33 ft'/s
Slope Full
0.00037 full
Flow Type
SubCritical
GVF Input Data'
` e r
Downstream Depth
0.00 It
Length
0.00 It
Number Of Steps
0
`GVF O to put Data
,•r Y � , r
"o,
Upstream Depth
0.00 it
Profile Description
Profile Headloss
0.00
It
Average End Depth Over Rise
0.00
%
Normal Depth Over Rise
48.00
%
Downstream Velocity
Infinity
f /s
Upstream Velocity
Infinity
fus
Bentley Systems, Inc. HaestBd Methods Solution Center FlowMaster [08.01.058.00]
W712006 S:06:14 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA-1-203-755-1666 Page 1 of 2

West Driveway Pipe
utput Data,
�G\fV
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.72 It
0.54 It
0.00170 tuft
0.00494 fVft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
717/2006 5:06:14 PM 27 Siemons Company Drive Suite 200 W Watertown, C7 06795 USA [phone] Page 2 of 2

West Driveway Pipe
Project Description ,.t' ate_ .�u _ _s ` ` "
Friction Method Manning Formula
Solve For Normal Depth
Roughness Coefficient
0.013
Channel Slope
0.00170
ft/n
Normal Depth
0.72
ft
Diameter
1.50
n
Discharge
2.02
fN/s
Cross Section
T1.50 it
0.72 n
1
V: i
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster [08.01.058.001
71712006 5:06:30 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

East Driveway Pipe
;";;' - , ArIMI,
Friction Method Manning Formula
Solve For Normal Depth
1.1.117 .77
4,
Roughness Coefficient
0.013
A
Channel Slope
0.00170
fury
Diameter
1.50
it
Discharge
3.51
f13/s
Resblts
W.
Normal Depth
1.02
it
Flow Area
1,29
W
Wetted Perimeter
292
ft
Top Width
1.40
It
Critical Depth
0.71
ft
Percent Full
68.3
%
Critical Slope
0.00527
ft/ft
Velocity
2.73
fl/s
P+/Scc.
Velocity Head
0.12
It
refs:
Specific Energy
1.14
It
Froude Number
0.50
Maximum Discharge
4.66
ft3ts
Discharge Full
4,33
WIs
Slope Full
0.00112
tuft
Flow Type SubCritical
GVF Input, Data
Downstream Depth om It
Length 0.00 It
Number Of Steps 0
T
,GVF,0ut0tJt baiaa7—, F W,
'k
7
Upstream Depth
0.00
It
Profile Description
Profile Headloss
0.00
It
Average End Depth Over Rise
0.00
%
Normal Depth Over Rise
68.31
%
Downstream Velocity
Infinity
ftfs
Upstream Velocity
Infinity
ft/s
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster (08.01.058.001
7I712006 5:05:13 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

East Driveway Pipe
Normal Depth 1.02 ft
Critical Depth 0.71 ft
Channel Slope 0.00170 ft/ft
Critical Slope 0.00527 tuft
Bentley Systems, Inc. Haestad Methods Solution Center FlowMaster 108.01.058.001
7l712006 5:05:13 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA-1.207-755-1666 Page 2 of 2

East Driveway Pipe
protect Description ~� �' : ; ,�' ? ;' • 77-.-7'�r-.-r' 3 '
Friction Method
Solve For
Manning Formula
Normal Depth
Input Data
Roughness Coefficient
0.013
Channel Slope
0.00170
ft/h
Normal Depth
1.02
If
Diameter
1.50
h
Discharge
3.51
W/s
'Cf035 $eCt!cT Image`
T1.50 tt
1.02 n t
1
V: i 1
it 1
Bentley Systems, Inc. Haoslad Methods Solution Center FlowMaster ID8.01.058.00]
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Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: 'Bank and channel lining procedures", New York Department
of Transportation, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Q10
(3) V full
(4) Vlo
where Q = discharge in cfs and V = Velocity in FPS
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute now velocity V at culvert or paved channel outlet.
Step 2) For pipe culverts De is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
De=Ae, where A: cross -sectional area of flow at outlet.
I -or multiple culverts, use De=I.25xDe of single culvert.
Step 3) For apron grades of 10`Ya or steeper, use recommendations
For next higher zone. (Zones I through 6).
!z
x
Zp G I 0
Lit SC— Z
�m®
im®o�
memo®a� Q
O��
moamo®sue
� SaC �} �v`F" Do : rs
me 8.00.b.l
Rm 12M 8.06.5

W
Z
(NI
APQ0�11�111R�1HOLE
OF APRON
TONEVENTSCOun
USE L2 ALWAYS
L2
1
STONE FILLING (FINE) CL. A
4 x Do
2
STONE FILLING (LIGHT) CL. B
gxD.
6 x Do
3
STONE FILLING (MEDIUM) CL. 1
8 x Do
4
STONE FILLING (HEAVY) CL. 1
8 x Do
5
STONE FILLING (HEAVY) CL. 2
5 x Do
10 x Do
6
STONE FILLING (HEAVY) CL.2
6 x Da
10 x Do
7 SPECIALSTUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
I
Fig. 8.06.b.2 G -7 x AS x = !� S [. se. 9-
Width = 3 times pipe dia. (min.) = Yx /J y'r — &A t
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVFTMEN7:S
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 tbs.)
Note: In determining channel velocities for stone linings and revetment, use
the following coefficients of toughness:
Diameter Mannin's Min. thickness
(inches) 'In. of lining (in(
el�rs
Fine
4
3
0.031
9
Light
B
6
0.035
12
Medium
=
13
0.040
18
Heavy
g
23
0.044
30
(Channels)
12
t
24
36
(Dissapato
use C (4sc r3
8.06.6 Rm 12 )3

NCDENR ,
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive, Wilmington NC 28405 [phone] FAX [phone]
t. d
Request for Express Permit Review'
�t II A'
FILL-IN all information below and CHECK required Permit(s).
FAX or email to Cameron. Weaver(a)ncmail.net along with a narrative and vicinity map of the project location.
Projects must be submitted by 9:00 A.M. of the review date, unless prior arrangements are made.
APPLICANT Name Reade Dawson
Company S.T. Wooten Corporation
Address 3801 Black Creek Road City/State Wilson, NC Zip 27894 County Wilson
Phone [phone] Fax [phone] Email reade a stwcorp.com
PROJECT Name S. T. Wooten Concrete Plant
PROJECT SYSTEM(S) TRIBUTARY TO Sutton Lake (STREAM NAME) Cape Fear RIVER BASIN
ENGINEER/CONSULTANT
Company. Craig Fortner Withers & Ravenel Inc.
Address 111 MacKenan Drive City/State Cary, NC Zip 27511 County Wake
Phone [phone] Fax [phone] Email [e-mail]
State or National Environmental Policy Act (SEPA, NEPA) — EA or EIS Required ❑ Yes ❑ No
❑ STREAM ORIGIN Determination; _# of stream calls, Stream N
❑ STORMWATER ❑ Low Density ® High Density -Detention Pond ❑ High Density -Other
Wetlands MUST be addressed below ❑ Low Density -Curb & Gutter ❑ High Density -Infiltration ❑ Off Site
❑ COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with 3.45 acres to be disturbed.
WETLANDS (401) Wetlands on Property ❑ Yes ® No Isolated Wetlands on Property ❑ yes ❑ No
Check all that apply Wetlands Will Be Impacted ❑ Yes ® No Wetland Impacts: Acre(s)
Wetlands Delineation has been completed ❑ Yes ❑ No ❑ Buffers Impacted: Acre(s)
USA COE Approval of Delineation completed ❑ Yes ❑ No
404 Application in process wIUSACOE ❑Yes ❑No I Permit received from USACE ❑Yes ❑No
401 Application required ❑Yes ❑ No If Yes; ❑ Regular ❑ Express
Additional fees, not to exceed 50% of the original Express Review permit application fee, may be charged for
subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
SUBMITTAL DATES: Fee Split for multiple permits:
SW $
CAMA $
LQS $
401 $ Total Fee Amount $

S.T. Wooten Concrete Plan
Wilmington, New Hanover County, North Carolina
Project Narrative
Request for Express Permit Review
The purpose of this project is to develop a concrete plant on a portion of an approximate
90 acre parcel on Sutton Lake Road west of US 421, upon which S.T. Wooten
Corporation currently holds permits for an asphalt plant and mine. Stormwater
management features and l3MP's for the asphalt plant were permitted by DWQ on 1/6/06
under permit number SW 8051137. The Concrete Plant and appurtenances are proposed
as a modification to the existing permit.
Approximately 3.45 acres of disturbance are associated with the Concrete Plant. Lrosion
and sedimentation control on this project will be accomplished through the use of
temporary construction entrances, outlet protection at culverts, and silt fence at the toe of
fill slopes.
The primary stormwater features include grass swales and pipe culverts leading to the
proposed Infiltration/Detention Pond C. Infiltration/Detention Pond C discharges to an
existing ditch, which ultimately flows into Sutton Lake. A portion of the graded area will
drain toward the permitted mine and does not discharge.

I & T/
Cbpsutton lake.road, wilmington, nc - Google Maps
G o o"S I C,
http://maps.google.com/ 6/19/2006