NCG140380_COMPLETE FILE - HISTORICAL_20170626

STORMWATER DIVISION CODING SHEET
NCG PERMITS
PERMIT NO.
/v
UOC TYPE
C4 HISTORICAL FILE
❑ MONITORING REPORTS
DOC DATE
❑ 2� D)
YYYYMMDD
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Alexander, Laura
From: James Washburn <[e-mail]>
Sent: Wednesday, May 24, 2017 2:35 PM
To: Alexander, Laura
Subject: NCG140000 Permits
Follow Up Flag: Follow up
Flag Status: Flagged
Laura,
The contact information on all of S.T. Wooten Corporation's Permit Contact Summery sheet should read:
Owner Contact:
Facility Contact:
Permit Contact:
Permit Billing:
Name Title Address Phone Fax
Email
James Washburn / Environmental Compliance Manager / PO Sox 2408 Wilson NC 27894-2408 / [phone] / [phone]
/ iames.washburn(�stwcorn.com
NCG140428 V
NCG1
NC 2
NCG140263
This applies to hese Permits:
40 NCG1402 +
NC 4 CG140121 �Q
NCG140352V/ NCG 40289
NCG140399
NCG140365 NCG1
NCG140247 CG 1
NCG140235
Hope this is all you need, if not please let me know.
The Legally Responsible Individual sheets will be mailed to you.
Thanks
James Washburn
Environmental Compliance Manager
%;�S.T. WQOTEAI
n
S. T. Wooten Corporation
3801 Black Creek Road
Wilson, NC 27893
mobile [phone]
1

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Mr. Doug K. Sutton
3801 Black Creek Road
Wilson, NC 27893
Dear Mr. Sutton:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
December 12, 2008 57 1
Subject: General Permit No. NCG 140000
S.T. Wooten Corporation - Plant #20
COC No. NCG140380 .
Wayne County
In accordance with your application for a discharge permit received on April 16, 2008,
subsequent additional information received in August and October of this year, and final revised
plans and calculations received November 14, 2008, we are forwarding herewith the subject
certificate of coverage (COC) to discharge under the subject state - NPDES general permit. This
permit is issued pursuant to the requirements of North Carolina General Statute 143-215.1 and
the Memorandum of Agreement between North Carolina and the US Environmental Protection__
----,Agency dated October 15,-2007_{or_as-subsequently_amended)_---- ---- ---- -- -- --- -- - -
Please take notice that this certificate of coverage is not transferable except after notice to
the Division of Water Quality. The Division of Water Quality may require modification or
revocation and reissuance of the certificate of coverage. This permit does not affect the legal
requirements to obtain other permits which may be required by the Division of Water Quality or
permits required by the Division of Land Resources, Coastal Area Management Act or any other
federal or local governmental permit that may be required.
An Authorization to Construct (ATC) treatment facilities has been issued
concurrently with this COC. The Washington Regional Office, telephone number (252) 946-
6481, shall be notified at least forty-eight (48) hours in advance of operation of the installed
facilities so that an in -place inspection can be made. Such notification to the regional supervisor
shall be made during the normal office hours from 8:00 a.m. until 5:00 p.m. on Monday through
Friday, excluding State Holidays.
Upon completion of construction and prior to operation of this permitted facility, a
certification must be received from a professional engineer certifying that'the permitted
facility has been installed in accordance with the NPDES Permit, the associated
Authorization to Construct, and the approved plans and specifications. Please mail the
certification (attached) to the Stormwater Permitting Unit, 1617 Mail Service Center, Raleigh,
NC 27699-16I 7. IVo e Carolina
)WA(ra!!y
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone {919) 807-6300 Customer Service
laternet: www.newater ualit .or Location: 512 N. Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal Opportunity/Atfamative Aclion Employer— 50% Recyded/10% Post Consumer Paper

Mr. Doug K. Sutton
S.T. Wooten Corporation — Goldsboro Plant
NCG 140380
December 12, 2008
Please note that any future construction, installation, or modification of wastewater
treatment facilities (including process wastewater recycle systems) will require an Authorization
to Construct (ATC) prior to construction per 15A NCAC 211.0138 & .0139. You must submit,
in triplicate, plans/specifications and design calculations, stamped and sealed by a professional
engineer, with a letter requesting an ATC to the Stormwater Permitting Unit, 1617 Mail Service
Center, Raleigh, NC 27699-1617.]
One (1) set of approved plans and specifications is being forwarded to you. The
Permittee shall maintain a copy of the approved plans and specifications on file for the life of the
facility. If you have any questions concerning this permit or Authorization to Construct, please
contact Bethany Georgoulias at telephone number [phone] (please note change in phone
number).
Sincerely,
for Coleen H. Sullins
cc: Washington Regional Office
R. S. (Butch) Lawter, Jr.
Jon Meade/ Bartlett Engineering & Surveying, PC/ 1906 Nash Street North/ Wilson,
North Carolina 27893-1726
_C&ntraI-Ft' les _--
- Stormwater Permitting Unit Files
enclosure

Mr. Doug K. Sutton
S.T. Wooten Corporation — Goldsboro Plant
NCG140380
December 12, 2008
Engineer's Certification COC No. NCG140380
I, _ as a duly registered Professional Engineer in the
State of North Carolina, having been authorized to observe (periodically, weekly, full time) the
construction of the project,
Project Name
Location
for the
Permittee hereby state that, to the best of my abilities, due care and diligence was used in the
observation of the following installations:
• Construction of a process wastewater recycle system at the S.T. Wooten Corporation —
Goldsboro (Plant.#20) site.
I certify that the construction of the above referenced project was observed to be built within
substantial compliance and intent of the approved plans and specifications.
Signature
Date
Mail this Certification to:
Registration .No.
Stormwater Permitting Unit
NC Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699--1617

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
GENERAL PERMIT NO. NCG140000
CERTIFICATE OF COVERAGE No. NCG140380
STORMWATER AND PROCESS WASTEWATER DISCHARGES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful
standards and regulations promulgated and adopted by the North Carolina Environmental
Management Commission, and the Federal Water Pollution Control Act, as amended,
S.T. Wooten Corporation
is hereby authorized to operate a process wastewater treatment (recycle) system, and is hereby
authorized to discharge process wastewater and stormwater from a facility located at
S.T. Wooten-Corporation—Rlant #20
Goldsboro
Wayne County
to receiving waters designated as The Canal to Little River, a class C; NSW water in the Neuse
River Basin, in accordance with the effluent limitations, monitoring requirements, and other
conditions set forth in Parts I, II, III, IV, V, and VI of General Permit No. NCG 140000 as
attached.
This certificate of coverage shall become effective December 12, 2008.
This Certificate of Coverage shall remain in effect for the duration of the General Permit.
Signed this day December I2, 2008.
for Coleen H. Sullins, Director
Division of Water Quality
By the Authority of the Environmental Management Commission

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S.T. Wooten Corporation -
Goldsboro Concrete Plant #20
Latitude: 350 24147'r N
Longitude: 780 1'49" W
County: Wayne
Receiving Stream: The Canal
Stream Class: C - NSW
Sub -basin; 03-04-06 (Ne.use River Basin)
Facility Location

NCG140380 May 8, 2008
B. Georgoulias
Revised 12/11/08
S.T. Wooten - Goldsboro Concrete Plant
Summary
This facility submitted a Notice of Intent to be covered under General Permit NCG140000
(Ready -mixed Concrete). The stormwater discharge drains to "The Canal' (to Little
River) (Class C; NSW), in the Neuse River Basin. This facility is located in Wayne
County, handled by the Washington Regional Office.
Application review
a) The permit application has been signed and sufficiently completed. Yes, but
required another signature page (submitted). Also, additional
information on treatment system design needed to complete ATC
review. Add info. requested on 5/8/08; after repeated extensions,
submitted on 8/21/08. Meeting with consultant on 10/8; more add. info.
submitted on 10/16 and 11/14.
b) The SIC code accurately describes this facility's activities and is covered by this
general permit. Yes, SIC 3273 (Ready -mixed Concrete).
c) Does the facility propose a new or expanding wastewater discharge to ORW
waters (not allowed), or waters upstream of ORW (special limits may apply)?
No.
d) DEH or Shellfish Sanitation Approval Required? N/A
e) Does this facility have other permits? No.
f) Hazardous Waste Activities? No.
g) DLR Mining Permit status: N/A
h) Regional Office input requested: 11/12/08 (J. Manning/T. Edgerton, WaRO)
RO Approval received: 12/12/08 (see attached e-mails).
i) Is an ATC/ATO Required (NCG02 or NCG14)? Yes. See Special Notes.
j) Erosion/Sedimentation Plan Applied for [NCG14 or NCG02 ATC only]?
Yes-11/14/2007 Letter of Approval with Modification included.
k) Application approved? Yes
1) In Mecklenburg or Wake County (If so, copy final COC there)? No.
m) Special Notes: An ATC is required; however, additional information
needed to demonstrate compliance with NCG14 limits. Applicant
proposes recycle system that can meet limits in event of overflow in a
rain event.

NCG140380
Phone logs
May 8, 2008
B. Georgoulias
Revised 12/11/08
9/5/08: E-mail to Robert Bartlett, P.E. re: questions about additional information submitted
8/21. Contact is Jon Meade 'on@bartletten .com)
10/8/08: Meeting with Butch Lawter of S.T. Wooten and Jon Meade. Will go back to correct
Stoke's Law talcs and try to reduce drainage area to treatment system. We recommended
segregating out portion of plant site drainage area so not all stormwater drains into
wastewater treatment system.
11/10/08: Talked with Jon Meade about last remaining issues (see 11/4 additional
information review notes). He will revise plans and talcs as necessary and re -submit.
Original Plan Submittal Review
• See 5/8/08 Add. Info. request letter for details.
• Since several possible discrepancies identified and a need to modify the peak
flow/runoff volume calculations, will hold off in-depth review of settling talcs until
revised information submitted.
Additional Information Review, 9/3/2008:
• Wastewater input assumptions do not include drum washout (apparently will be
stabilized with Delvo)
• Design assumes negligible contribution from stockpile wetdown
• Revised C values for Qp�ak, but still combined into a composite C value.... may be
okay since most impervious surfaces are "disconnected" from recycle basin by some
managed pervious area. Not sure I agree with C = 0.70 for stockpile area, especially
if this is aggregate (washed stone) that compacts the ground ... depends on soil type.
Might be a fine point of argument, however. [There are bigger`problems with the
Stoke's Law and TSS calculation in this re -submittal.]
• Assumed t� = 6 min (not sure why this was favored over 5 min, but not
unreasonable, so will accept).
• Engineer assumed density of cement = 94 lb/cu. ft. This is a common mistake — it is
actually the bulk density of dry powder that takes into account voids. Actual density
is more like 197 lb/cu. ft. Will keep this in mind through review — it actually builds
in an extra layer of conservative design (critical velocity will be less because
particles are heavier than assumed). According to his Stoke's Law calculation,
particles < 6 µm will pass over the weir [adjusting the density means 2 µm and
smaller will pass.]
• Q1: Peak flow calculation okay (unless stockpile area C needs to be adjusted), but
weir length in calculations is 20' ... on the plans, the weir appears to be 10'. Why
the discrepancy? This will make a difference to the H above weir talc. in the
design storm.
• Q2: Pump and recycle line shown in the concrete chamber on sheet RB2, but not on
RB 1 ... what's that for?
• Q3: 5 gal/CY looks a little low for vehicle wash assumption ... what's this based on?
Usually see 10-15 gal. [May not matter so much since Qp for 25-year storm.]

4 .�f
NCG140380
May 8, 2008
B. Georgoulias
Revised 12/11/08
Q4:` The maximum capacity of this plant has changed since the first submittal
(almost doubled to 480 CY/day) ... was this a change in plans?
Q5; 0.5 lb/CY of cement off each truck used to calculate cement mass discharged —
looks low (usually see 10 or greater lb/CY at least) ... what's the basis of this
number?
Q6: PROBLEM. In calculating the mass of particles in the discharge, the engineer
assumed the PSD percentages referred to percent of particles, not percent of mass of
particles that fall into the specified size range. He translated this to a much smaller
percent of total volume and assumes the percent mass is the same ... a grave
underestimate of the mass of particles passing over the weir in the design event. In
his talcs, he should have carried 29.9% of the mass (not 0.028%) that are 6 µms and
smaller through the TSS concentration estimate. Need to re -do calculations
applying the `%<' value to the mass of cement he assumes can leave the
basin [note, he could make an assumption about a certain percentage being
distributed below the weir in the water column, which he has not done]. This is a
problem because as the talcs stand now, the design will not predict
compliance with TSS. However, there is also a problem with the volume used to
calculate TSS...
QT PROBLEM. TSS calculation based on the volume of runoff from a 25-year event
intensity over a 6 minute period, which does not make sense. To predict compliance
at point of the greatest TSS concentration leaving the basin in such an event:
TSS = [mass of cement leaving basin]/[volume of basin below weir] ...
This would reflect the "worst case" scenario of: max dispensed concrete at end of a
full work day in the volume of water before it rises up to the weir to discharge.
Might argue that volume should be where it does rise over weir (using H for 25-year
peak flow, based on earlier talcs) — this would be acceptable. Should also consider
making an allowance for some portion of the system to be filled with
settled solids (which will only be removed periodically).
Above issues need to be addressed before we can approve this ATC and COC.
Additional Information (submitted 10/16) Review, 11/4/2008:
• Resubmitted calculations on 10/16/2008.
• Reduced drainage area to exclude stormwater runoff from entrance drive. However,
road and concrete parking area in front of building should show some spot elevations
and flow direction arrows to ensure contractor grades and builds site correctly.
Otherwise as drawn, some portions may drain back towards treatment system.
Consultant will revise plans.
• Basin size volume discrepancy? Consultant will correct.
• Design basis = 200 CY/day, but air permit max is 480 CYlday,? Verify.
• Consultant has excluded initial settling basin from calculations to allow for some
volume of solids accumulation that will not factor into retention time. Okay.
• Calculations use 94 lb/cu. ft density for cement, which is actually a bulk density
(accounts for voids in dry form). The density of a Portland cement particle is closer
to 2001b/cu. ft, but will mean settling in less time (conservative).

:'> t
NCG140380
May 8, 2008
B. Georgouliss
Revised 12/11/08
Still think earthen basins here are not ideal for a recycle system. However,
currently we are not imposing concrete structures as necessary in designs to be
approved (and have approved earthen systems at other ready -mixed concrete
plants).
Additional Information (submitted 11/14) Review, 12/11/2008:
Presumed 480 CY/day max production unlikely and kept 200 CY/day design basis.
Okay, will accept.
Corrected basin size.
• Plan Sheet RB1A now includes spot elevations and flow direction.

Re: NOI/ATC Request from ST Wooten for Goldsboro Plant 920
Subject: Re: NOI/ATC Request frorn ST Wooten for Goldsboro Plant #f20
From: Thom Edgerton <Thom.Edgerton @ncinai1.net>
Date: Fri, 12 Dec 2008 1 1:52:47 -0500
To: Bethany Georgoulias <Bethany.Georgoulias a ncniaiLnet>
Hello,
I do not have any objection to the issuance of the COC. Please let me know if you
need more information.
Thanks,
Thom
Thom Edgerton
North Carolina Department of Environment & Natural Resources (NCDENR)
Division of Water Quality (DWQ)
Surface Water Protection Section (SWPS)
[phone] - Office
[phone] - Fax
Bethany Georgoulias wrote:
Thom,
I think this was originally supposed to go to you, but I imagine you eventually saw
it when the hard copies came to your office. We did receive revised plans with
spot elevations where we'd requested on November loth. To keep it from becoming a
victim of our backlog, I had it on my schedule to issue tomorrow, but I wanted to
check with you since I'd sent it to Jeffrey Manning first. I will go ahead and
forward the plans with minor revisions to you, but please let me know if you want
us to hold off issuing the COC in the meantime.
Thanks,
Bethany
Bethany Georgoulias wrote:
Hi Jeffrey,
We've received an NOI for the proposed ST Wooten Plant in Goldsboro for coverage
under NCG14, which includes an ATC request for the proposed wastewater treatment
systems. We've already been through a couple add. info. requests and a meeting
with them (Butch Lawter from ST Wooten and Jon Meade from Bartlett Engineering),
and I'm in the middle of reviewing the most recent revisions -- submitted last
month. There are just a few items I've asked the engineer to address, so I
wanted to go ahead and request WaRO input.
This plant will discharge stormwater and wastewater (overflow from a recycle
system consisting of a series of earthen basins and pH control) to 'The Canal'
to the Little River, C-NSW waters. The add info. I got last month went through
calcs for showing compliance with TSS, pH, and SS limits at outlet of the
recycle basins.
I'm attaching the NOI to this email and our first add. info. request. There's
another signature page because Butch Lawter did not have signatory authority for
the NOI. I'll forward you a hard copy of the plans (there is a revision in the
works, which I'll forward when I receive). I've spared you a copy of the
calculations, but if you want them, I'll be glad to send them your way.
Does the Washington Regional Office have any concerns about issuing this
facility a COC/ATC for this general permit? If we don't receive any objections
or requests from WaRO to hold until further notice, we will consider moving
forward with the COC/ATC in 30 days, as long as no other information is needed
I oft 12/12/2008 1 1:53 AM

Re: NOUATC Request from ST Wooten for Goldsboro Plant #20
1a
from their engineer.
If you have any questions, please let me know.
Thanks!
Bethany G.
2 of' 2
12/12/2008 1 1:53 AM

NOI/ATC Request from ST Wooten for Goldsboro Plant 420
Subject: NOVATC Request from ST Wooten for Goldsboro Plant #20
From: Bethany Georgoulias <Bethany. Georgoul ias@ ncmail.net>
Date: Wed, 12 Nov 2008 10:10:15 -0500
To: Jeff Manning <jeff.a.manning a ncmail.net>
Hi Jeffrey,
We've received an NOI for the proposed ST Wooten Plant in Goldsboro for coverage under NCG14, which
includes an ATC request for the proposed wastewater treatment systems. We've already been through a
couple add. info. requests and a meeting with them {Butch Lawter from ST Wooten and Jon Meade from
Bartlett Engineering), and I'm in the middle of reviewing the most recent revisions -- submitted last
month. There are just a few items I've asked the engineer to address, so I wanted to go ahead and
request WaRO input.
This plant will discharge stormwater and wastewater (overflow from a recycle system consisting of a
series of earthen basins and pH control) to 'The Canal' to the Little River, C-NSW waters. The add
info. I got last month went through calcs for showing compliance with TSS, pH, and SS limits at outlet
of the recycle basins.
I'm attaching the NOI to this email and our first add. info. request. There's another signature page
because Butch Lawter did not have signatory authority for the Not. I'll forward you a hard copy of the
plans (there is a revision in the works, which I'll forward when I receive). I've spared you a copy of
the calculations, but if you want them, I'll be glad to send them your way.
Does the Washington Regional Office have any concerns about issuing this facility a COC/ATC for this
general permit? If we don't receive any objections or requests from WaRO to hold until further notice,
we will consider moving forward with the CCC/ATC in 30 days, as long as no other information is needed
from their engineer.
If you have any questions, please let me know.
Thanks!
Bethany G.
Bethany Georgoulias
Environmental Engineer
NC DENR Division of Water Quality
Stormwater Permitting Unit
tel. [phone]
fax [phone]
I of 3 1 1/12/2008 10:11 AM

INIOUATC Request from ST Wooten for Goldsboro Plant #20
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NCG140380
S.T. Wooten Corporation -
Goldsboro Concrete Plant #20
Latitude: 350 24' 47" N
Longitude: 7811 V49" W
County: Wayne
S
Receiving Stream. The Canal
Stream Cass; C - NSW
Map 5cdl,- 1.-24, 000
Sub -basin: 03-04-06 (Neuse River Basin)
Facility Location
NCG140380—NOI.pdf, Content -Type: application/pdf
2 of 3 11/12/2008 10:11 AM

Re: ST Wooten - Goldsboro (NCG 140380 ATC/COC Application)
Subject: Re: ST Wooten - Goldsboro (NCG140380 ATC/COC Application)
From:'Bethany Georgoulias<[e-mail]>
Date: Mon, 10 Nov 2008 16:28:55 -0500
To: Jon Meade <[e-mail]>
Hi Jon,
Just wanted to send an e-mail to summarize what we talked about today -
1) Please check the basin size volume below the weir calc. on your first page of
calculations. You have 19,642 of, but later you use the 26,820 cf from the stage'
storage calculations at the same elevation (that's the same value you used in the TSS
concentration talc.). Not sure if the volume on that first page will affect other
calcs, but please revise if needed and make sure no other changes -are necessary.
2) The changes to the drainage area to exclude stormwater runoff from the entrance
drive are a good move. The grading plan on sheet RBIA shows changes that shed much of
the stormwater away from the treatment basin, but we would offer a couple
recommendations to ensure the site -is graded and paved correctly at the entrance area
by anyone looking at the plans. Consider.(a) some spot elevations along the road and
(b) runoff flow arrows to show how the water will flow in a different direction from
the dashed drainage area leading to the recycle basin -- especially in the area where
the asphalt drive and concrete parking area in front of the building are.
Please send in any revisions to the plans and calcs (3 copies) to me. I'll go ahead
and touch base with the Washington Regional Office about this site. I'll.forward any
revised copies of the plans to them when I -receive them.
Thanks,
Bethany Georgoulias
Bethany Georgoulias
Environmental Engineer
NC,DENR Division of Water Quality
Stormwater Permitting Unit
tel. [phone]
fax [phone]
I of 1 11/12/2008 10:14 AM

RE: One additional queston
Subject: RE: One additional queston
From: Jon meade" <jonm@Bart] etteng.eom>
Date: Tue, i 1 Nov 2008 13:38:30 -0500
To: "Bethany Georgoulias"<[e-mail]>
Hey Bethany,
Yes, I discussed this with Butch earlier and the anticipated plant
production would be 200CY/day although the air permit would allow up to
480CY/day based on the locat-1 on of the plant. We figured to design the
recycle basin based on the 200CY/day at this point because it -may be a
long time (or not at all) before exceeding this amount.
Thanks,
Jon Meade
Bartlett Engineering and Surveying
Wilson, NC 27893
252=399-0104
http://www.bartlett.us.com
-----Original Message -----
From: Bethany Georgouliaslmailto:[e-mail])
Sent: Tuesday, November 11, 2008 1:03 PM
To: jon meade
Subject: One additional queston
Ha Jon,
I forgot one other question when we talked yesterday -
From our meeting notes, I have that the maximum amount in the air
permit for ST Wooten's planned Goldsboro plant is 480 CY/day, but I
noticed the calculations dropped back to an anticipated 200 CY/day. Is
there a reason for setting the design case at 200 CY instead?
Thanks,
Bethany Georgoulias
Bethany Georgoulias
Environmental Engineer
NC DENR Division of Water Quality
Stormwater Permitting Unit
tel. [phone]
fax [phone]
1 of 1 l 1/12/2008 10: l4 AM

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ENGINEERING & SURVEYING, PC 2
1906 Nash Street North Wilson, NC 27893-1726 t
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November 11, 2008 g � 9@
Raleigh Regional Office
Department of Environment
and Natural Resources
Stormwater and General Permits Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
REFERENCE: S.T. WOOTEN CORPORATION-GOLDSBORO CONCRETE PLANT
1\1s. Georgouhas:
Bartlett Engineering and Surveying on behalf of S.T. Wooten Corporation (ST D, presents the additional
information request for`NCG 140380 NOI application. The proposed concrete plant is anticipated to
produce approximately 200CY of concrete per day and have 6-7 trucks used for load out. Delvo will be used
to stabilize the mixture in between loads and overnight. it is assumed on a worst case condition that
a maximum of half the trucks will wash out drums on a daily basis (4 trucks with drum wash out daily) with
0.25CY of concrete washed out per truck. In order to keep the recycle basin as small as possible and still meet
effluent conditions, drainage areas to the basin were reconfigured to provide for containment of areas of high
concern (mainly washout and stockpile areas) while bypassing "clean" stormwater runoff areas. The additional
information is discussed below.
✓ • The volume below the weir elevation of 99.5' was corrected on the first page of calculations from
19,642cf to 26,280cf after veriftring volumes.
4/ • Additional spot grades and flow direction arrows added to grading plan.
Previously addressed information dated October 15, 2008.
• The C value for the stockpile area was increased from 0.7 to 0.9.
• The weir length should have been 20ft on the old plans. Revised calculations show the weir length to
be 75ft. This weir length will be provided at the end of an additional chamber.
,/ • The lines from the pH and control going to the first earthen basin make a loop for continuous pH
adjustment. The pump and recycle line will be placed in the 2'<D earthen basin to provide for water
re -use.
✓• The operating capacity of the plant will be approximately 200CY/day. The 0.5lb/CY of cement off
of each truck is based on what is washed off of the outside of the trucks. There will be 6-7 trucks
used daily= Delvo stabilizer will be used in the drums between loads and overnight. It is assumed that

on a worst case basis, approximately one-half (4 for calculations) of the trucks would wash out drums
on a daily basis.
Stoke's Law Calculation: Calculations were redone using the %< represented as a percent mass and
not a percent number. This required us to add an additional chamber to the recycle system and a weir
length of 75ft for the last chamber to predict compliance with TSS concentrations.
/• The TSS calculation was changed to represent the mass of cement that would discharge over the weir
for the 25yr intensity with 6 minute time of concentration / volume of water below the discharge
weir elevation of 99.5'. The volume of water in the concrete chamber portion was not included in the
total volume to allow for settled particulates. Also, the predicted TSS calculation would be under the
TSS of 30mg/I if only 87 2% of the basin volume below 99.5' contour was available.
We appreciate your assistance with this matter. If you have any questions or need additional information,
please contact our office. Thank you.
Sincerely,
Robert S. Bartlett, P.E.
SEAL
20106

S.T. WOOTEN-GOLDSBORO CONCRETE PLANT
RECYCLE WASH -WATER BASIN
CALCULATE PEAK FLOW FOR SITE (25YR PEAK FLOW -NOT 24HR STORM EVENT)
Qp=CIA
Qp = peak rate of runoff in cubic feet per second (cfs)
C= coefficient of runoff
1=intensity of rainfall in inches per hour
A=drainage area in acres
Coefficient of runoff; C
Rainfall Intensity; I
Drainage Area; A
Tc
Peale Runoff; Qp
Runoff Volume
(25yr storm 6min duration)
= 0.76
= 8.64 inches/hour
= 2.96 acres
6 min
19.44 cfs
= 0.161 acre feet
6997 cu ft
CALCULATE PROCESS WASTEWATER FLOW AT SITE
Average work day = 10 hours
Wash water produced = 5 gal/CY
Anticipated plant production = 200 CY/day
Wash water per day = 1000 gallon
1 gallon = 0.133681 cf
Wash water per day =1 133.7 cf
DETERMINE BASIN SIZE
Total Volume of basin (96.0'-101.0')(cf) 41,212
Volume at weir elevation (99.5') (cf) 126,820
Average Dimensions of the Surface of the Basin
Length(ft) 200 Width(ft) 45
Avg. Surface Area of the Basin w/ Chamber 9265 sq ft
(99.5 countour)
Weir Length (ft) 75 ft
CALCULATE DEPTH OF FLOW OVER THE DISCHARGE WEIR
By: Robert S. Bartlett, P.E.
Bartlett Engineering and
Surveying, PC
Wilson, NC 27893
252-399-0704
25 year storm w/Tc=6min
(see Hydrograph)
H=[Q/(3.1"L))^0.66667 NOTE: BASIN NOT DESIGNED TO HOLD THE 25YR-24HR STORM EVENT
H=Depth of flow over weir in (ft) FOR 25YR PEAK FLOW, DISCHARGE DEPTH OVER WEIR--0.21FT
Q=flow in cfs
L=Length of weir (ft)
Normal Operation (no rain) Qn= 0.004 cfs
Hn= 0.001 ft
During Rain Event Qp= 19.44 cfs
Hp= 0.191 ft

CALCULATE CRITICAL VELOCITY OF PARTICLES IN POND DURING PEAK FLOW
Vc=Qp1A
Vc=critical velocity in fUsec
Qp=peak flow
A=average surface area of pond at overflow
Critical Velocity (Vc)= 0.002098219 fUsec
Retention time of particle (Rp) during peak flow -Average Pond Length at SurfaceNc=
Retention time(Rp) 95318.9 seconds
Critical settling velocity (Vc*) for particle to settle to weir (rain)=Hp/Rp
Critical settling velocity (Vc*) 1 2.00601 E-06 ft/sec
DETERMINE WHICH SOLIDS WILL DISCHARGE OVER WEIR
Focus will be on cement particles which are the least likely to settle and therefore the most likely to discharge
due to their small size .
Calculate particle settling velocity (Vp) and compare it to Vc*. If Vc*>Vp, then those solids will discharge over the weir.
Formula for calculating particle settling velocity (Vp)
Particle settling velocity (ft/sec), Vp=(2g(p1-p2)r^2}I(9u) Stokes Law
g=gravity = 32.2
d=diameter of cement particle(ft) _
1 micron = 3.28084E-06 ft
p1=density of cement = 94 Iblcf
p2=density of water = 62.4 Ib/cf
u=viscosity of water = 0.0005981 lb/ft-sec
Source: NISTIR 6931 "Analysis of the ASTM Round -Robin Test on Particle Size Distribution of Portland Cement; Phase II
Particle
Discharge
Diameter
size distribution
%<
diameter (ft)
Settling Velocity
Critical Settling
Over Weir
(microns)
Vp (ft/sec)
Velocity; Vc (ft/sec)
(YIN)
1
4.7
4.7
3.28084E-06
1.01734E-06
2.00601 E-06
Y
1.5
2.6
7.3
4.92126E-06
2.28902E-06
2.00601E-06
N
2
4.8
12.1
6.56168E-06
4.06937E-06
2.00601 E-06
N
3
5.6
17.7
9.84252E-06
9.15607E-06
2.00601E-06
N
4
4.6
22.3
1.31234E-05
1.62776E-05
2.00601 E-06
N
6
7.6
29.9
0.000019685
3.66241 E-05
2.00601 E-06
N
8
6
35.9
2.62467E-05
6.51098E-05
2.00601 E-06
N
12
10.5
46.4
3.93701 E-05
0.000146497
2.00601 E-06
N
16
8.2
54.6
5.24934E-05
0.000260439
2.00601 E-06
N
24
13.8
68.4
7.87402E-05
0.000585989
2.00601 E-06
N
32
10.3
78.7
0.000104987
0.00104176
2.00601 E-06
N
48
12.4
91.1
0.00015748
0.002343945
2.00601 E-06
N
64
5.2
96.3
0.000209974
0.00416704
2.00601 E-06
N
96
2.8
99.1
0.000314961
0.00937584
2.00601 E-06
N
128
0.4
99.5
0.000419948
0.016668161
2,00601 E-06
N
> 128
0.5
100
-
2.00601 E-06
N
Based on these calculations, particles less than 1.5 microns will discharge over the weir.
Estimated amount of cement washed off each truck 0.5 Ib/CY
Mass of cement washed off trucks 100 lb/day
Mass of cement from drum washout 500 lb/day
(See assumptions next page)

There will be 6-7 trucks used per day.
Delvo will be used in drums between loads and also overnite most of the time.
Assume worst case half of trucks used (4) will wash drums out each day.
Assume 0.25 CY of concrete will be washed out during drum washout.
(500lbs of cement per CY or concrete)
Mass of cement to discharge=Mass of cement washed off trucks each day x % of mass= 43.8 Ibs/day
19885200 mg/day
Total Suspended Solids of Discharge (TSS)=Mass of cement (mg)/Volume of Basin below full pool (995) (liters)
TSS= 19885200 1 759458liters
Volume below weir (995) 26820 cu. ft.
Anticipated Max.TSS (mg/1) 26.183 mg/I
Max. TSS (mg/1) 30 mg/I
Note: Volume of concrete basin not considered in these calculations and predicted TSS will be under 30mg/I
with approximately 12.8% of the basin volume or 3420 cu.ft. taken up by settled solids. Basin would
need to be cleaned out when bottom elevation reads-95.8'.
CALCULATE SETTLEABLE SOLIDS DISCHARGE
Methodology for settleable solids measures the volume of settleable solids in an Imhoff cone after 60 minutes.
An Imhoff cone is approximately 14-inches tall. Results are reported in ml/L. The following table calculates the
time for particles to settle 1 ", 6", and 14".
Diameter
Settling Velocity
1" Settling
6" Settling
14" Settling
(microns)
(ft/sec)
Time (min)
Time (min)
Time (min)
1
1.01734E-06
1365.21
8191.28
19113
1.5
2.28902E-06
606.76
3640.57
8494.67
2
4.06937E-06
341.3
2047.82
4778.25
3
9.15607E-06
151.69
910.14
2123.67
4
1.62776E-05
85.33
511.96
1194.56
6
3.66241 E-05
37.92
227,54
530.92
From calculations above, particles 2 microns and smaller will take longer than 60 minutes to settle only 6".
Anticipated Settleable Solids= 0 ml/I
Max. Allowable Settleable Solids 5 ml/L
BASIN VOLUMES
INCREMENTAL
TOTAL
STORAGE
STORAGE
STAGE FT
ELEVATION
(CU FT)
(CU FT
0
95
0
0
1
96.0
4,088
4,088
2
97.0
5,072
9,160
3
98.0
6,152
15,312
3.5
99.0
7,315
22,627
4
99.5
4,193
26,820
5
100.0
4,484
31,304
COMMENTS 6
101.0
9,908
41,212
NOTE:The recycle basin is designed to provide adequate settling to meet effluent concentrations for
the 25yr intensity with pH adjustment and not designed to hold the 25yr 24hr storm event.

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 313® 2008 by Autodesk, Inc, v6.052
Tuesday, Oct 14, 2008
Hyd. No. 1
Goldsboro Recycle Basin
Hydrograph type = Rational
Peak discharge
= 19.44 cfs
Storm frequency = 25 yrs
Time to peak
= 6 min
Time interval = 1 min
Hyd. volume
= 6,997 cuft
Drainage area = 2.960 ac
Runoff coeff.
= 0.76
Intensity = 8.640 in/hr
Tc by User
= 6.00 min
IDF Curve = Goldsboro NC NOAA ATLAS 14JDF
Asc/Rec limb fact
= 1/1
Goldsboro Recycle Basin
a (efs) Hyd. No. 1 -- 25 Year Q (Cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
000 000
0 1 2 3 4 5 6 7 8 9 10 11 12
- Hyd No. 1 Time (min)

,�?W 'JZNIGVV (Xvj;ly
BARTLETT
ENGINEERING & SURVEYING, PC
1906 Nash Street North Wilson, NC 27893-1726
Phone: [phone] Fax: [phone]
[e-mail]
October 15, 2008
Raleigh Regional Office
Department of Environment
and Natural Resources
Stormwater and General Permits Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
[2@ F90W1 U
OCT 16 2008 U
DENR - WATEF7 QU l
letlands & Stotmwater &arch
REFERENCE: S.T. WOOTEN CORPORATION-GOLDSBORO CONCRETE. PLANT
Ms. Georgoulias:
Bartlett Engineering and Surveying on behalf of S.T. Wooten Corporation (STW), presents the additional
information request for the NCG 140380 NO] application. The proposed concrete plant is anticipated to
produce approximately 200CY of concrete per day and have 6-7 trucks used for load out. Delvo will be used
to stabilize the mixture in the drums between loads and overnight. It is assumed on a worst case condition that
a maximum of half the trucks will wash out drums on a daily basis (4 trucks with drum wash out daily) with
0.25CY of concrete washed out per truck. In order to keep the recycle basin as small as possible and still meet
effluent conditions, drainage areas to the basin were reconfigured to provide for containment of areas of high
concern (mainly washout and stockpile areas) while bypassing "clean" stormwater runoff areas. The additional
information is discussed below.
• The C value for the stockpile area was increased from 0.7 to 0.9.
• The weir length should have been 20ft on the old plans. Revised calculations show the weir length to
be 75ft. This weir length will be provided at the end of an additional chamber.
• The lines from the pH and control going to the first earthen basin make a loop for continuous pH
adjustment. The pump and recycle line will be placed in the 2`O earthen basin to provide for water
re -use.
• The operating capacity of the plant will be approximately 200CY/day. The 0.51b/CY of cement off
of each truck is based on what is washed off of the outside of the trucks. There will be 6-7 trucks
used daily. Delvo stabilizer will be used in the drums between loads and overnight. It is assumed that
on a worst case basis, approximately one-half (4 for calculations) of the trucks would wash out drums
on a daily basis.
• Stoke's I-aw Calculation: Thanks for getting us straight on this one. Calculations were redone using
the %< represented as a percent mass and not a percent number. This required us to add an
additional chamber to the recycle system and a weir length of 75ft for the last chamber to predict
compliance with TSS concentrations.

The TSS calculation was changed to represent the mass of cement that would discharge over the weir
for the 25yr intensity with 6 minute time of concentration / volume of water below the discharge
weir elevation of 99.5'. The volume of water in the concrete chamber portion was not included in the
total volume to allow for settled particulates. Also, the predicted TSS calculation would be under the
TSS of 30mg/1 if only 872% of the basin volume below 99.5' contour was available.
We appreciate your assistance with this matter. If you have any questions or need additional information,
please contact our office. Thank you.
Sincerely,
r;
Robert S. Bartlett, P.E.
2UIt;�?'4 .
',moo'•. FNGl�IE��' �

S.T. WOOTEN-GOLDSBORO CONCRETE PLANT
RECYCLE WASH -WATER BASIN
CALCULATE PEAK FLOW FOR SITE (25YR PEAK FLOW -NOT 24HR STORM EVENT)
Qp=CIA
Qp = peals rate of runoff in cubic feet per second (cfs)
C= coefficient of runoff
1=intensity of rainfall in inches per hour
A=drainage area in acres
Coefficient of runoff; C
Rainfall Intensity; I
Drainage Area; A
Tc
Peak Runoff; Qp
Runoff Volume
(25yr storm 6min duration)
0.76
= 8.64 inches/hour
_ [2.96 acre
6 min
19.44 cfs
0.161 acre feet
6997 cu ft
CALCULATE PROCESS WASTEWATER FLOW AT SITE
Average work day = 10 hours
Wash water produced = 5 gal/CY
Anticipated plant production = 200 CYlday
Wash water per day = 1000 gallon
1 gallon = 0.133681 cf
Wash water per day =I 133.7 cf
DETERMINE BASIN SIZE
Total Volume of basin (96.0'-100.0')(cf) 24,216 Side Slope=3:1
Volume at weir elevation (96'5')'(cf) 119,642
Average Dimensions of the Surface of the Basin
Length(ft) 200 Width(ft) .45
Avg. Surface Area of the Basin wl Chamber 9265 sq ft
(99.5 countour)
Weir Length (ft) 75 ft
CALCULATE DEPTH OF FLOW OVER THE DISCHARGE WEIR
By: Robert S. Bartlett, P.E.
Bartlett Engineering and
Surveying, PC
Wilson, NC 27893
252-399-0704
25 year storm w/Tc=6min
(see Hydrograph)
H=[QI(3.1`L)]^0.66667 NOTE: BASIN NOT DESIGNED TO HOLD THE 25YR-24HR STORM EVENT
H=Depth of Flow over weir in (ft) FOR 25YR PEAK FLOW, DISCHARGE DEPTH OVER WEIR--0.2FT
Q=flow in cfs
L=Length of weir (ft)
Normal Operation (no rain) Qn= 0.004 cfs
Hn= 0-5E1 ft
During Rain Event Qp= 19.44 cfs
Hp= 0.191 ft

CALCULATE CRITICAL VELOCITY OF PARTICLES IN POND DURING PEAK FLOW
Vc=Qp/A
Vc=critical velocity in ft/sec
Qp=peak flow
A=average surface area of pond at overflow
Critical Velocity (Vc)= 0.002098219 ft/sec
Retention time of particle (Rp) during peak flow=Average Pond Length at SurfaceNc=
Retention time(Rp) 95318.9 seconds
Critical settling velocity (Vc*) for particle to settle to weir (rain)=Hp/Rp
Critical settling velocity (Vc*) 1 2.00601 E-06 ft/sec
DETERMINE WHICH SOLIDS WILL DISCHARGE OVER WEIR
Focus will be on cement particles which are the least likely to settle and therefore the most likely to discharge
due to their small size.
Calculate particle settling velocity (Vp) and compare it to Vc*. If Vc*>Vp, then those solids will discharge over the weir
Formula for calculating particle settling velocity (Vp)
Particle settling velocity (ft/sec), Vp={2g(pl-p2)r^2)/(9u) Stokes Law
g=gravity = 32.2
d=diameter of cement particle(ft) _
1 micron = 3.28084E-06-ft r
pl=density of cement = 94 lb/cf l ZtV� �� U C-V'� r - L'
(
p2=density of water = 6Z..4-_lb/cf
u=viscosity of water = 0.0005981 Ib/ft-sec
Source: NISTIR 6931 "Analysis of the ASTM Round -Robin Test on Particle Size Distribution of Portland Cement; Phase 11
Particle
Discharge
Diameter
size distribution
diameter (ft)
Settling Velocity
Critical Settling
Over Weir
(microns)
Vp (ft/sec)
Velocity; Vc (ft/sec)
(YIN)
1
4.7
4.7
3.28084E-06
1.01734E-06
2,00601 E-06
Y
1.5
2.6
7.3 >
4.92126E-06
2.28902E-06
2.00601 E-06
N
2
4.8
12.1
6.56168E-06
4.06937E-06
2.00601 E-06
N
3
5.6
17.7
9.84252E-06
9.15607E-06
2.00601E-06
N
4
4.6
22.3
1.31234E-05
1.62776E-05
2.00601 E-06
N
6
7.6
29.9
0.000019685
3.66241 E-05
2.00601 E-06
N
8
6
35.9
2.62467E-05
6.51098E-05
2.00601 E-06
N
12
10.5
46.4
3.93701 E-05
0.000146497
2,00601 E-06
N
16
8.2
54.6
5.24934E-05
0.000260439
2.00601 E-06
N
24
13.8
68.4
7.87402E-05
0.000585989
2.00601 E-06
N
32
10.3
78.7
0,000104987
0.00104176
2.00601 E-06
N
48
12.4
91.1
0,00015748
0.002343945
2.00601 E-06
N
64
5.2
96.3
0.000209974
0.00416704
2.00601 E-06
N
96
2.8
99.1
0.000314961
0.00937584
2.00601 E-06
N
128
0.4
99.5
0.000419948
0.016668161
2.00601 E-06
N
> 128
0.5
100
-
2.00601 E-06
N
Based on these calculations, particles less than 1.5 microns will discharge over the weir.
Estimated amount of cement washed off each truck 0.5 lb/CY
Mass of cement washed off trucks 100\b/day
Mass of cement from drum washout 500
lb/day
(See assumptions next page)
✓(�Ob ��S �a� yL"1

There will be 6-7 trucks used per day.` \ �"en
Delvo will be used in drums between loads and also overnite most of the, time.Assume worst case half of trucks used (4) will wash drums out each day ,%Assume 0.25 CY of concrete will be washed out during drum washout.
(500lbs of cement per CY or concrete)
Mass of cement to discharge=Mass of cement washed off trucks each day /o f mass= 43.8 Ibs/day
19885200 mg/day
Total Suspended Solids of Discharge (TSS)=Mass of cement (mg)/Volume of Basin b'726820
pool (99.5') (liters)
TSS= 19885200 1 759458 liters
Volume below weir (99.5') cu, f t. 5 ,f
Anticipated Max.TSS (mg/1) 26.183 mg/I r �` �� vJ
Max. TSS (mg/1) 30 mg/I
Note: Volume of concrete basin not considered in these calculations and predicted TSS will be under 30mg1�7
with approximately 12.8% of the basin volume or 3420 cu.ft. taken up by settled solids. Basin would ✓���
need to be cleaned out when bottom elevation reads --95.8'.
CALCULATE SETTLEABLE SOLIDS DISCHARGE
Methodology for settleable solids measures the volume of settleable solids in an Imhoff cone after 60 minutes.
An Imhoff cone is approximately 14-inches tall. Results are reported in ml/L. The following table calculates the
time for particles to settle 1", 6", and 14".
Diameter
Settling Velocity
1" Settling
6" Settling
14" Settling
(microns)
(ft/sec)
Time (min)
Time (min)
Time (min)
1
1.01734E-06
1365.21
8191.28
19113
1.5
2.28902E-06
606.76
3640.57
8494.67
2
4.06937E-06
341.3
2047.82
4778.25
3
9.15607E-06.
151.69
910.14
2123.67
4
1.62776E-05
85.33
511.96
1194.56
6
3,66241 E-05
37.92
227.54
530.92
From calculations above, particles 2 microns and smaller will take longer than 60 minutes to settle only 6".
��vU
Anticipated Settleable Solids=
0 mlll
Max. Allowable Settleable Solids
5 ml/L
BASIN VOLUMES
INCREMENTAL
TOTAL
STORAGE
STORAGE
l51'���"
b�
STAGE (FT) ELEVATION
0 95
(CU FT)
(CU FT)
0
p�(�
0
1
96.0
4,088
4,088
2
97.0
5,072
9,160
117
3
98.0
6,152
15,312
rt
3.5
99.0
7,315
22,627
li�
4
99.5
4,193
26,820
5
100.0
4,484
31,304
COMMENTS 6
101.0
9,908
41,212
NOTE:The recycle basin is designed to provide adequate settling to meet effluent concentrations for
V
the 25yr intensity with pH adjustment and not
designed o hold t
25yr 24hr storm event.
J

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Tuesday, Oct 14, 2008
Hyd. No. 1
Goldsboro Recycle Basin
Hydrograph type = Rational
Peak discharge
= 19.44 cfs
Storm frequency = 25 yrs
Time to peak
= 6 min
Time interval = 1 min
Hyd. volume
= 6,997 cuft
Drainage area = 2.960 ac
Runoff coeff.
= 0.76
Intensity = 8,640 inlhr
Tc by User
= 6.00 min
OF Curve = Goldsboro NC NOAA ATLAS 14.IDF
Asc/Rec limb fact
= 111
r
Q (cfs)
21.00
18,00
15.00
12.00
• M
3.00
Goldsboro Recycle Basin
Hyd. No. 1 -- 25 Year
Q (cfs)
21.00
18.00
15.00
12.00
. 90
3.00
0.00 i/ I I I I I 1 _ I I 1 ,�.1 1 ' 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12
Hyd No. 1 Time (min)

ST Wooten - Goldsboro (NCG 140380 ATC/COC Application)
Subject: ST Wooten - Goldsboro (NCG 140380 ATC/COC Application)
From: Bethany Georgoulias<[e-mail]>
Date: Fri, 05 Sep 2008 12:29:21 -0400
To: [e-mail]
CC: Butch Lawter <[e-mail]>, Ken Pickle <ken.pickle@ncmaiLnet>
Mr. Bartlett,
Thank you for submitting the additional information for the above application. we
received these materials from Mr. Lawter on August 21st.
I have reviewed the information and still have some questions and concerns about the
design. Could you please address the items below? If you have any questions or want
to discuss any of these, feel free to give me a call. I'll be here until about 4 PM
today, and then I'll be out Mon-Tue next week for a conference, but I return on
Wednesday.
Questions/add. info. needed:
1. You used.a C value of 0.7 for the stockpile area. This seems low since we would
expect aggregate to be stored in this area, and the soil underneath those piles will
become very compacted as a result (i.e., that area will be rather impervious). Could
you explain why you chose this value for that area in the runoff calculations?
2. In the peak flow calculations, the weir length is specified as 20 feet. However,
the plans indicate a 10-foot long weir. Could you please explain or correct this
discrepancy? The value will affect the height above the weir in the design event (H)
and ultimately the critical velocity.
3. On sheet RB2 of the plans, there is a pump and recycle water line indicated in the
concrete chamber leading into the recycle basin (in addition to•the line and pump
shown in the recycle basin itself); however, this line is not shown on sheet RB1.
What is this line for, and where is water that is not going through the recycle basin
being recycled to?
4. The maximum capacity of this plant has nearly doubled to 480 CY/day since the first
submittal. was this a change in plans?
5. 0.5 lb/CY of cement off each truck is the assumption used to estimate the amount of
cement potentially washed into the recycle basin. What is the basis of that number?
(In past applications we have seen 10 or greater lbs assumed per CY, so this value
seems low to us).
6. In your Stoke's Law calculation, you interpret the % value to mean the number of
particles that diameter and smaller in the size distribution. Your calculations
translate this into a much smaller volume and then equate -that to the percent mass
(29.9% are 6 microns and smaller -> 0.028% volume -> 0.028% mass of cement). This is
not a correct interpretation of the 29.9% -- that value refers to the percent *mass*
of cement that contains particles 6 microns and smaller (not number of particles).
This change will alter your final conclusion about the predicted TSS concentration and
should be corrected. I am concerned that as the calculations stand, your design will
not predict compliance with the TSS limit in the NCG14 permit.
[Side note here -- keep in mind that you could also make an assumption about how the
particles are vertically distributed through the water column, so that some will
travel through the basin below the weir anyhow and not discharge. However, be sure to
clearly state your assumptions.]
7. The final TSS calculation also uses the volume of runoff from the 25-year event
*with a'�fi minute duration* as estimated by the hydrograph. This does not make sense
to me. X o estimate the maximum concentration that will discharge when the basin fills
up and begins to discharge over the weir, shouldn't the calculation be based on the
[mass of cement]/[volume in basin below the weir]? in -addition, he basin volume you
use should make an a llowan(f'E�—f"or—so[ne pa'rt:—(Yf—tn—e -basin to b'e"fiTled wi-fh
particulates. —Even with regular clean -outs, some portion of—the—rEcyc-'ale basin is
rlikely tc contain settled particles (i.e., less room for water). Please be sure to
1 of 2 9/5/2008 12:30 PM

ST Wooten - Goldsboro (NCG 140380 ATC/COC Application)
outline your assumptions.
The final steps in the Stoke's Law calculation is a problem here because if the PSD
percent is applied to the mass of particles currently assumed to discharge in the
design, it will not predict compliance with TSS concentration of 30 mg/l. A revised
volume will also affect the final demonstration of.compliance.
Please resolve these issues and submit the additional information by September 30,
2008. If you have any questions, or need an extension to submit this information,
Please let me know. Thanks so much for your help.
Regards,
Bethany Georgoulias
Bethany Georgoulias
Environmental Engineer
NC DENR Division of Water Quality
Stormwater Permitting Unit
tel. [phone]
fax [phone]
VIA
Y 0
cz�+OYVO CLUM . r2��b
Tss coy'LC,
�z ��V, C 6 Alt « tb Pe:
C, �- � ��, k C� L,;."-1
Vo
yl tAA-47 V O L W^�
I ✓1 �QziL
vv .%V,
,�- rl'u say
Z of 2
iems. Vjk..P-S
9/5/2008 12:30 PM

ST Wooten - Goldsboro (NCG 140380 ATC/COC Application)
Subject: ST Wooten - Goldsboro (NCG 140380 ATC/COC Application)
From: Bethany Georgoulias <[e-mail]>
Date: Fri, 05 Sep 2008 12:29:21 -0400
To: [e-mail]
CC: Butch Lawter <Butch a stwcorp.cotn>, Ken Pickle <[e-mail]>
Mr. Bartlett,
Thank you for submitting the additional information for the above application. We
received these materials from Mr. Lawter on August 21st.
I have reviewed the information and still have some questions and concerns about the
design. Could you please address the items below? If you have any questions or want
to discuss any of these, feel free to give me a call. I'll be here until about 4 PM
today, and then I'll be out Mon--Tue next week for a conference, but I return on
Wednesday.
Questions/add. info. needed:
1. You used a C value of 0.7 for the stockpile area. This seems low since we would
expect aggregate to be stored in this area, and the soil underneath those piles will
become very compacted as a result (i.e., that area will be rather impervious). Could
you explain why you chose this value for that area in the runoff calculations?
2. In the peak flow calculations, the weir length is specified as 20 feet. However,
the plans indicate a 10-Moot long weir. Could you please explain or correct this
discrepancy? The value will affect the height above the weir in the design event (H)
and ultimately the critical velocity.
3. On sheet RB2 of the plans, there is a pump and recycle water line indicated in the
concrete chamber leading into the recycle basin (in addition to the line and pump
shown in the recycle basin itself); however, this line is not shown on sheet RB1.
What is this line for, and where is water that is not going through the recycle basin
being recycled to?
4. The maximum capacity of this plant has nearly doubled to 480 CY/day since the first
submittal. Was this a change in plans?
5. 0.5 lb/CY of cement off each truck is the assumption used to estimate the amount of
cement potentially washed into the recycle basin. What is the basis of that number?
(In past applications we have seen 10 or greater lbs assumed per CY, so this value
seems low to us).
6. In your Stoke's Law calculation, you interpret the % value to mean the number of
particles that diameter and smaller in the size distribution. Your calculations
translate this into a much smaller volume and then equate that to the percent mass
(29.9% are 6 microns and smaller -> 0.028% volume -> 0.028% mass of cement). This is
not a correct interpretation of the 29.9% --- that value refers to the percent *mass*
of cement that contains particles 6 microns and smaller (not number of particles).
This change will alter your final conclusion about the predicted TSS concentration and
should be corrected. I am concerned that as the calculations stand, your design will
not predict compliance with the TSS limit in the NCG14 permit.
[Side note here -- keep in mind that you could also make an assumption about how the
particles are vertically distributed through the water column, so that some will
travel through the basin below the weir anyhow and not discharge. However, be sure to
clearly state your ssumptions.]
rZ hgin to n �c� % �0 KA i vt j
7. The £i[�al TSS c lculatioalso uses thee�wolume of runoff from the 25-year event
*with a minute duration* as estimated by the hydrograph. Thzs does not make sense
to me.-1o estimate the maximum concentration that will discharge when the basin fills
up and begins to discharge over the weir, shouldn't the calculation be based on the
[mass of cement]/[volume in basin below the weir]? In addition, the basin volume you
use should make an allowance for some part of the basin to be filled with
particulates. Even with regular clean -outs, some portion of the recycle basin is
likely to contain settled particles (i.e., less room for water). Please be sure to
I of 2 9/5/2008 1230 PM

ST Wooten - Goldsboro (NCG 140380 ATC/COC Application)
outline your assumptions.
The final steps in the Stoke's Law calculation is a problem here because if the PSD
percent is applied to the mass of particles currently assumed to discharge in the
design, it will not predict compliance with TSS concentration of 30 mg/l. A revised
volume will also affect the final demonstration of compliance.
Please resolve these issues and submit the additional information by September 30,
2008. if you have any questions, or need an extension to submit this information,
please let me know. Thanks so much for your help.
Regards,
Bethany Georgoulias
Bethany Georgoulias
Environmental Engineer
NC DENR Division of Water Quality
Stormwater Permitting Unit
tel. [phone]
fax [phone]
2 of 2 9/5/2008 12:30 PM

NCG140380 - ST Wooten, Goldsboro Ready Mix ATC Review
BAG, 913108
Recalc with p1 = 197 lb/cu. ft
g
p1
p2 (water)
u (water)
32.2
197
62.4
0.000598
ft/sec"2
Iblcf,
Iblcf,
Iblft-sec
PSD
diameter (d)
settling velocity vp
discharge over
%<
microns
d (feet)
(ftlsec)
weir?
1
3.28084E-06
4.33336E-06
discharges
1.5
4.92126E-06
9.75006E-06
discharges
<12.1%
2
6.56168E-06
1.73334E-05
discharges
<17.7%
3
9.84252E-06
3.90002E-05
settles
4
1.31234E-05
6.93338E-05
settles
6
1.9685E-05
0.000156001
settles
8
2.62467E-05
0,000277335
settles

sRK-
I ¢c�aorrc
u AUG 8 1 2408
BAIiLETT
ENGINEERING & SURVEYING, K
1906 Nash Street North Wilson, NC 27893-1726
Phone: [phone] Fax: [phone]
[e-mail]
August 21, 2008
Raleigh Regional Office
Department of Environment
and Natural Resources
Stormwater and General Permits Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
REFERENCE: S.T. WOOTEN CORPORATION-GOLDSBORO CONCRETE PLANT
Ms. Georgoulias:
Bartlett Engineering and Surveying on behalf of S.T. Wooten Corporation (S "M, presents the additional
information request for the NCG 140380 NOI application. The additional information is discussed below.
RECYCLE SYSTEM
• Wasterwater input of 1,350 cu. ft. is based upon the amount used for vehicle equipment and cleaning.
Drum washout is not included because Delvo stabilizer will be used in the drums between loadouts.
• Wastewater inputs from stockpile wet -down are assumed negligible on a daily basis, however this area
is included in peak flow calculations.
• Recycled water piping and pump configuration are now shown on plans.
✓ • Automated pH system controller location is now shown on plans and will sample and adjust pH in
the middle basin.
RUNOFF VOLUME CALCULATIONS
(Comments 1 and 2): Corrections have been made for calculations for peak runoff rate and runoff
coefficient. Runoff coefficient calculation and corresponding areas are now shown on plans and
included in the calculation information. In eak calculating_q�il�, a time of concentration of 6
minutes ways used which will slightly lower.peak flow ff(c of 5min will yield 26.76cfs_while Tc of 6min
gives 25.48cfs). �^

• (Comment 3). After correcting for peak —runoff the hydrograph volume of 9172 cu. ft. was
determined for the 25yr storm with duration of 6 ntru The recycle basin was not designed to hold the
25yr 24hr storm event which would result in a much larger runoff volume. The basin was designed to
provide adequate settling to meet -effluent concentrations for the 25yr intensity with pH adj susttm tenten
We appreciate your assistance with this matter. If you have any questions or need additional information,
please contact our office. Thank you.
Sincerely,
Robert S. Bartlett, P.E.
Enclosure

S.T. WOOTEN-GOLDSBORO CONCRETE PLANT By: Robert S. Bartlett, P.E.
RECYCLE WASH -WATER BASIN Bartlett Engineering and
Surveying, PC
CALCULATE PEAK FLOW FOR SITE (25YR PEAK FLOW -NOT 24HR STORM EVENT) Wilson, NC 27893
Qp=CIA 252-399-0704
Qp = peak rate of runoff in cubic feet per second (cfs)
C= coefficient of runoff
1=intensity of rainfall in inches per hour yU !
A=drainage area in acres w<
Coefficient of runoff; C = 0.71
Rainfall Intensity; 1 = 9.05 inches/hour 25 year storm Q -
Drainage Area; A = 4.17 acres 2(o ,7 9
Tc = 6 min
Peak Runoff;_Qp ' = 25.48 cfs UJiIi ,
Run" off Volume = 0,211 acre feet
5y� sstorm 6min duration} ( 1172 cu ft (see Hydrograph)
' -68607 g llons
259676 liters
DETERMINE SEDIMENT BASIN SIZE
Sedime�in Dimensions (See Hydrograph and Pond Sizing Output) _
Basi oB tto Dimensions
Length(ft) 107 w Width(ft) 25.5 , Depth(ft) 4 i
Total Volume of basin (cf) 16,304 Side Slope=3:1�
Volume at weir elevation (99.0') (cf)' 6,498;
- r
Average Dimensions of the Surface of the Basin
Length(ft) 113 Width(ft) 36
Avg. Surface Area of the Basin wl Chamber 4198 sq ft
(99.0 countour) ` 20 ft `� t o, !� Weir Length (ft)
CALCULATE PROCESS WASTEWATER FLOW AT SITE
Average work day = 10-h6urs
Wash water produced = Cgall -
Maximum capacity of plant = 480`CYlday fd,, �! �,�{ S S
Wash water per day = 2400 gallon C.
1 gallon = 0.133681 cf
Wash water per day = 320.8 cf
CALCULATE DEPTH OF FLOW OVER THE DISCHARGE WEIR
H='j (3.1-L))^0.66667 NOTE: BASIN NOT DESIGNED TO HOLD THE 25YR-24HR STORM EVENT
H=Depth of flow over weir in (ft) FOR 25YR PEAK FLOW, DISCHARGE DEPTH OVER WEIR-0.55FT
Q=flow in cfs
L=Length of weir (ft)
Normal Operation (no rain) Qn= 0.009 cfs V,
Hn= 0.003 ft ✓
During Rain Event Qp= 25.48 cfs,
H p= 0.553 ft
1�
,177-7
�-o �-7 -7 wk- il

j
CALCULATE CRITICAL VELOCITY OF PARTICLES IN POND DURING PEAK FLOW
�L
Vc=Qp/A
a
Vc=critical-velocity in ft/sec
- -
Qp=peak flow
vto--44
k
A=average surface area of pond
Critical Velocity (Vc)=
0.006068617 ft/sec ;i `tf ' &I ftk�
1?,t^ �j �$' S � ► (� in G� ye �
Retention time of particle (Rp) during peak flow --Average Pond Length at 5urfaceNc=
I13
Retention time(Rp)
18620.4 seconds
Critical settling velocity (Vc") for particle to settle to weir (rain)=Hp/Rp - - �,,.
L�V� L�i4 i v✓i 6�� >;t_7
Critical settling velocity (Vc") ✓ 2.96$27E-05 ftlsec . S�U;,,r OLotS
DETERMINE WHICH SOLIDS WILL DISCHARGE OVER WEIR �17 yip} i 16w av•t Wl;r?
Focus will be orf i ement particles which are the least likely to settle and therefore the most likely to discharge
due to their small size .
Calculate particle settling velocity (Vp) and compare it to Vc°. If Vc`>Vp, then those solids will discharge over the weir.
Formula for calculating particle settling velocity (Vp)
Particle settling velocity (ft/sec), Vp={Yg(p1-p2)r^2}/Q(u) ? Stokes Law
g=gravity - 32.2
d=diameter of cement particle(ft) -
1 micron = 3.28084E-06-ft
pl=density of cement = 9'4 Ib/cf
p2=density of water = 62:4�Ib/cf
u=viscosity of water = 0.0005981 Ib/ft-sec
2. 03 ,_ 10-6
zl
Wow ok,� o, �) I ��V vQ-
%V,
J �
�{ 5
Source: NISTIR 6931 "Analysis of the ASTM Round -Robin Test on Particle Size Distribution of Portland Cement; Phase II
Discharge
Diameter
size distribution
%<
diameter (ft)
Settling Velocity
Critical Settling
Over Weir
(microns)
✓Vp (ft/sec)
Velocity; Vc (ft/sec)
(YIN)
1
4.7
4.7
3.28084E-06
1.01734E-06
2.96827E-05
Y •✓
1.5
2.6
7.3
4.92126E-06
2.28902E-06
2.96827E-05
Y
2
4.8
12.1
6.56168E-06
4.06937E-06
2.96827E-05
Y
3
5.6
17.7
9.84252E-06
9.15607E-06
2.96827E-05
Y
4
4.6 122_
1.31234E-05
1.62776E-05
2.96$27E-05
Y
6
7.6
29.9
0.000019685
3.66241 E-05
2.96827E-05
N
8
6
35.9
2.62467E-05
6.51098E-05
2.96827E-05
N
12
10.5
46.4
3.93701 E-05
0.000146497
2.96827E-05
N
16
8.2
54.6
5.24934E-05
0.000260439
2.96827E-05
N
24
13.8
68.4
7.87402E-05
0.000585989
2.96827E-05
N
32
10.3
78.7
0.000104987
0.00104176
2.96827E-05
N
48
12.4
91.1
0.00015748
0.002343945
2.96827E-05
N
64
5.2
96.3
0.000209974
0.00416704
2.96827E-05
N
96
2.8
99.1
0.000314961
0.00937584
2.96827E-05
N
128
0.4
99.5
0.000419948
0.016668161
2.96827E-05
N
>128
0.5
100
-
2.96827E-05
N
Based on these calculations, particles less than 6 microns will discharge over the weir.
��- �. 5c(i Sew i� �i fcYrec�-e�f)

0.5 Ib/CY f 1
t40 lb/day = 0.5`(42,0)
Assume particles 6 microns and smaller will discharge:
Volume o�
Diameter
size distribution
%<
Particle
(microns)
%
(microns)
1
4.7
4.7
0.5230
1.5
2.6
7.3
1;-7660
2
4.8
12.1
4.1870
--0' 3
5.6
17.7
14.1300
4
6
4.6
7.629.9_
22:3
33.4930
113.0400
pip 8
6----------
--=3_5:9=-
267.9470
�Y n 12
10.5
46.4
904.3200
Z ti 16
8.2
54.6
2143.5730
24
13.8
68.4
7234.5600
0 32
10.3
78.7
17148.5870
r 48
12.4
91.1
57876.4800
64
5.2
96.3
137188.6930
96
2.8
99.1
463011.8400
128
0.4
99.5
1097509.5470
>128
0.5
100
1097509.5470
r
17
_r Particles microns and smaller
make up 29.9_% of the tot�1_pai
the density of
all the particles -is
assumed the
same, then parti(ic
Estimated amount of cement washed off each truck
Mass of'cement'washed -off 'trucks -
Ont�r
5 Mass of cement to discharge=Mass of cement washed off trucks each da x %� of mass=
y . 41 fy e. Z9 .i �l
b Total Suspended Solids of Discharge TSS --Mass of.cement, m Nolume of Storm Runoff liters
TSS= 30331 1 259676,�
tg'39704�Y; IS
Anticipated TSS (mg/1) 0.1 17mg/1 ftA
Max. TSS (mg/1) 30 mgll
CALCULATE SETTLEABLE SOLIDS DISCHARGE (�„�t os�l'�alt� QA`11
Methodology for settleable solids measures the volume of settleable solids in an Imhoff cone after 160 minutes.
An Imhoff cone is approximately 14-inches tall. Results are reported in ml/L. The following table calculates the 0
� �vt^
time for particles to settle 1", 6", and 14". �V� JJ1AA
�
Diameter Settling Velocity 1" Settling 6" Settling 14" Settlingsq"S
(microns) (ft/sec) Time (min) Time (min) Time (min) WJ GO-yk G- J �
1 1.01734E-06 1365.21 8191.28 19113 Iwi YN7C'S ajo- ��
1.5 2.28902E-06 606.76 3640.57 8494.67
2 4.06937E-06 341.3 2047.82 4778.25
3 9.15607E-06 151.69 910.14 2123.67
4 1.62776E-05 85.33 511.96- 1194.56 ? C�Op?^ °� v� �. y�J ,'�
L IU
6 3.66241 E-05 37.92 227.54 530.92��i�
wo''�"
From calculations above, particles 6 microns and smaller will take longer than 60 minutes to settle only 6".
Anticipated Settleable Solids= 0 mlll Vb
Max. Allowable Settleable Solids 5 ml/L ` !/
Weighted
Volume
0,0246
0,0459
0.2010
0.7913
1.5407
8.5910
16.0768
94.9536
175.7730
998.3693
1766.3045
7176.6835
7133.8120
12964.3315
4390.0382
5487.5477
40215.0846
Subtotal of
Weighted
Volume
0.0246
0.0705
0.2715
1.0628
2.6034
11.1945
27.2713
122.2249
297.9979
1296.3672
3062,6716
10239.3551
17373.1672
30337.4987
34727.5369
40215.0846
% Tota I
Volume
0.000%
0.000%
0.001 %
0.003%
0.006%
0.028%
0.068%
0.304%
0.741 %
3.224%
7.616%
25.461 %
43.201 %
75.438%
86.355%
100.000%
but only 0.028% of the total volume. Since
microns and smaller also represent,0.028%
'4 5�yp
W24��
ez. i++.�c1•.-
the mass. i
dL2� a S
0.066807594 Ibs/day
30330.64761 mg/day

BASIN VOLUMES
INCREMENTAL
TOTAL
STORAGE
STORAGE
STAGE (FT)
ELEVATION
(CU FT)
(CU FT)
0
97.0
0
0
lj�;vv�
2
99.0
6,498
6,498 rN2� r
4
-- 1-01.0' 1--�
9,806
16,304
COMMENTS
NOTE:The recycle basin is designed to provide adequate settling to meet effluent concentrations for
the 25yr intensity with pH adjustment and not designed to hold the 25yr 24hr storm event.

COMPOSITE "C" VALUE DETERMINATION
Q=CIA
PROPOSED
CONDITIONS
"C" VALUE
TOTAL ACRES
4.17
IMPERVIOUS AREAS
1.76
0.95
STOCKPILE AREAS
1.24
0.70
MANAGED PERVIOUS
1.17
0.35
COMPOSITE "C" VALUE
0.71
"C" VALUES OBTAINED FROM "DESIGN HYDROLOGY AND SEDIMENTOLOGY
FOR SMALL CATCHMENTS" BY HAAN, BARFIELD, AND HAYES

Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 4
Goldsboro Recycle Basin
Hydrograph type
= Rational
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 4.170 ac
Intensity
= 8.605 in/hr
IDF Curve
= Goldsboro NC NOAA ATLAS 14.IDF
24
20
16.
12
8
4
IN
- Hyd No. 4
Wednesday, May 28, 2008
Peak discharge = 25.48 cfs
Time to peak
= 6 min
Hyd. volume
= 9,172 cult
Runoff coeff.
= 0.71
Tc by User
= 6.00 min
Asc/Rec limb fact
= 111
Goldsboro Recycle Basin
Hyd. No. 4 -- 25 Year
Q (cfs)
''i.00
1.00
WO
i.00
!.00
D0
D0
D0
Time (min)

5?(/ ,
.
NC®ENR
Nr Cv — tlo,.rtnorr or
rjm 1 wew MW NAny Fkr— 1 cw
Division of Water Quality / Surface Water Protection
National Pollutant Discharge Elimination System
NCG140000
FOR AGENCY USE ONLY
Date Received
Year Month
Day
/C
e
Cenificae of Coves
4' 3 O
Check # Amount
122)1 D 1.�
Permit Assigned to
NOTICE OF INTENT
National Pollutant Discharge Elimination System application for coverage under General Permit
NCG140000:
STORMWATER AND PROCESS WASTEWATER DISCHARGES associated with activities classified as:
SIC (Standard Industrial Classification) Code - 3273 Ready Mixed Concrete
For new plant sites that will discharge or recycle process wastewater (even if commingled with
stormwater): This NOI is also an APPLICATION FOR Authorization to Construct (ATC) wastewater
treatment facilities. ATC requests must be submitted at least 90 days prior to construction'.
For existin plant sites discharging or recycling process wastewater (even if commingled with
stormwater): This NO[ is also an APPLICATION FOR Authorization to continue to operate wastewater
treatment facilities in place. Construction, modification, or installation of any new treatment components
at an existing site requires an ATC.
Treatment facilities used to treat or recycle process wastewater (including stormwater BMP structures
treating process wastewater flows commingled with stormwater) require an ATC prior to construction
per.15A NCAC 2H .0138.. The authorization to construct or continue to operate will be issued at the
same time as the Certificate of Coverage (COC) for the NCG14 permit. Design of treatment faciliti o
a
must comply with requirements of 15A NCAC 2H .0138 & .0139. z
n
Z
Construction of wastewater treatment facilities (this includes recycle systems) at new or existing plan
sites requires submission of three (3) sets of plans and specifications signed and sealed by a a
,...
Professional Engineer (P.E.) or qualified staff2 along with this application. A copy of the design
calculations should be included. Please see questions 14 & 15.
For questions, please contact the DWQ Regional Office for your area. (See page 5)
(Please print or type)
1) Mailing address of owner/operator address to which all permit correspondence will be mailed)-
Name S. W oarc tit cc5yo %Zh l Ic to
Street Address 3$0� IkAC4-- CA-LLE 4
City W Spa State V1, ZIP Code L3 Sq'3
Telephone No. 2l2 Z91 "SI (oS Fax: 5 Z 2A-1- P9 01
2) Location of facility producing discharge:
n
Facility Name S• ac-'cEa OC.iuc.M f"V,t�, + Zo
Facility Contact. f A'Svi't e�
Street Address Z.Do� us EST
City o2c State j4C.• ZIP Code
County A,(bkE
Telephone No. 9 A -73'a -' 3(07 Z _ Fax: 91 q - 31�
- rage t of 5
'As per 15A'NCAC 2H .0106
2Unless treatment'facilities are designed, constructed, and put into operation by employees internal to the company who are qualified to
perform such work for their respective companies in accordance with General Statutes, 89C-25 (7), plans and specifications must be signed
and sealed by a P.E. _
SWU•229-091007 Last revised 09/10107

NCG140000 N-O.I.
3) Physical location information:
Please provide a narrative description of how to get to the facility (use street names, state road numbers, and
distance and direction fro a roadway intersection). 12epfA A(,f iA T416C u5 70fA5r a
2oS�Wua�6 wy to5N 5roPU(4i ZrAIUES BAST TALC LEFT W SOPL4414T AT' or- V570
(A copy of a county map or USGS quad sheet with facility clearly located on the map is a required part of this application.)
4) Latitude 35"24`4b.8Z" Longitude 78- 1' 49.74m (deg, min, sec) AADG-3
5) This NPDES Permit Application applies to which of the following:
-ErNew or Proposed Facility
❑ Existing
6) Standard Industrial Classification:
Date operation is to begin APiz) L Z 008
Provide the 4 digit Standard industrial Classification Code (SIC Code) that describes the primary industrial
activity at this facility
SIC Code: 3 Z -7 3
p-�40 PE2K:�t5
Mfu- 'Ao4y>
7) Provide a brief descrlption of the types of industrial activities and products produced at this facility:
(Include a site diagram showing the process areas present at this facility.)
PiZOOuX' lo" or- 'Ma"UY ►tiny- coat/ xct ogrrStof~. s��rtaC aF AGG C,A�E
8) Discharge points / Receiving waters:
How many discharge points (ditches, pipes, channels, etc.) convey stormwater and/or wastewater from the
property? 2-
What is the name of the body or bodies of water (creek, stream, river, lake, etc.) that the facility stormwater
and/or was discharges end up in? '4VF L f~D+Fl.bt. "-1cl€.� 1N 1,LTTLI VUf--
If the site stormwater.discharges to a separate storm sewer system, name the operator of the separate storm
sewer system.(e.g. City of Raleigh municipal storm sewer).
Receiving water classification (if known): �SW
Nate: Discharge of process wastewater to receiving waters classified as WS-II to WS-V or SA must
be approved by the N.C. Dept, of Environmental Health. If DEH does not approve, coverage
under NCG140000 cannot be granted. No new discharges of process wastewater are
permitted in receiving waters classified as WS-1 or freshwater ORW.
9) Does this facility have any other NPDES permits?
,eN O
❑ Yes
If yes, list the permit numbers for all current NPDES permits for this facility:
10) Does this facility have any Non -Discharge permits (ex: recycle permits)?
FeE'No
❑ Yes
If yes, list the permit numbers for all current Non -Discharge permits for this facility:
11) Does this facility employ any best management practices for stormwater control?
❑ No
If yes, please briefly describe: pR55 5WM'E S
Page 2 of 5
SWU-229-091007 Last revised 0910712007

NCG140000 N.O.I.
12) Does this facility have a Stormwater Pollution Prevention Plan?
,01No
Cl Yes
If yes, when was it implemented?
-S �' � � 6e Q Ov4p
13) Are vehicle maintenance activities occurring or planned at this facility?
�No
❑ Yes
Wastewater Treatment Design Information
04fz5-
14) Are discharges occurring or planned from any of the following process wastewater generating activities?
Vehicle and equipment cleaning OYes ❑ No
Wetting of raw material stockpiles OYes ❑ No
Mixing drum cleaning OYes ❑ No
If yes to any of the above, please describe the type of process used to treat and/or recycle the process
wastewater.
V
' 1fFor a sufficient application, you must provide design specifics (e.g., design volume, retention time, surface
-" area, etc.).and calculations_ to demonstrate compliance with permit effluent limits (pH — 6-9 SU, Total
Suspended Solids (TSS) — 30 'mg/i; and Settleable Solids (SS) — 5 mill.) [Use separate sheet(s)].
If all these discharges are recycled, please refer to Question 15.
For plants that recycle and/or discharge process wastewater: .
When applying for this permit, you are also applying for an authorization to construct (new
treatment facilities) or authorization to continue to operate (existing treatment facilities) as
part of the NOL For new sites, you must submit three (3) sets of design plans and
specifications with this application and provide supporting calculations that predict
compliance of final discharge with permit limits. For existing sites, applicants should submit
three (3) sets of plaits and specs for facilities as -built and provide as many design details as
possible, or submit a detailed diagram of treatment systems in place that includes information
such as tank volumes, dimensions, retention time, piping, settling basin details, etc.
.Please note: H new treatment systems are planned for an existing site, an ATC will be required
prior to construction of those facilities. Plans/specs/calculations prepared by a P.E. and the
request for an ATC. may be submitted with this NOI, or separately at a later date. DWO may
request the status of your plans for requesting an ATC upon issuance of the COC.
15) Does.the facility use or plan to use a recycle system?
❑ No
,B�Yes
If yes, what size storm event is the system designed to hold before overflowing? (for example, 10-yr, 24-hr)
2� year, 24-hr rainfall event
For a recycle system (regardless of when it overflows), please provide plans, calculations, and design
specifics (e.g., throughput assumptions/water balance, design volume, retention time, surface area, amount of
freeboard in design storm event, etc.). [Use separate sheet(s)].
For a sufficient application; the information must demonstrate compliance of final discharge with permit
effluent limits (pH - 6-9. SU, Total Suspended Solids (TSS) — 30 mgll, and Settleable Solids (SS) — 5 mlll), or
'must demonstrate that the recycle system has sufficient capacity to contain runoff from a 25-year, 24-hr
rainfall event plus one foot of freeboard under design operating conditions.
. Page 3 of 5
SWU-229-091007 Last revised 09/07/2007

May 6, 2008
Stormwater Permitting Unit
Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617
Attention: Bethany Georgoulias
Reference: Revised Signature
NCG140000 Notice of Intent
Goldsboro Concrete- Plant #20 _
Wayne County
S.T. Wooten
Corporation
ear
s. Georgoulias:
Attached is the signature page for, the 'referenced site. If you have any additional
questions, please contact me at 919-.422-3182.:, You can also contact me by email at
[e-mail]
r
Sincerely, `s '
S. T. WOOTEN RPO ION. 1
f ^
R. S. (Butch) Lawter, Jr.,
Senior Engineer
M
rsl
attachments
PO Box 2408 WII.QrRY.Y�[�L�V�(/ATURE PAGE.DOC

NCG140000 N.O.I.
16) Are wastewater treatment facilities (including recycle systems) planned in the 100-year flood plain?
/`No 1.❑.Yes If s,o,:include information to demonstrate protection from flooding. (Minimum design
requirements for treatment works include protection from the 100-year flood, per 15A NCAC 2H .0219.)
17) Hazardous Waste:
a) Is this facility a Hazardous Waste Treatment, Storage, or Disposal Facility?
❑ Yes
b) Is this facility a Small Quantity Generator (less than 1000 kg. of hazardous waste generated per month) of
hazardous waste?
,O'No
❑ Yes
c) is this facility a Large Quantity Generator (1000'kg: ormore of hazardous waste generated per.month) of
hazardous waste?
,B'No
❑ Yes
d) if you answered yes to questions b. or c., please provide the following information:
Tvoe(s) of waste:
How is material stored:
Where is material stored:
How many disposal shipments per year:
Name of transport / disposal vendor:
Vendor address:
18) Certification:
North Carolina General Statute 143-215.6 B(l) provides that:
Any person who knowingly makes any false statement, representation, or certification in any application, record, report, plan, or other
document filed or required to be maintained under this Article or a rule implementing this Article; or who knowingly makes a false
statement of a material fact in a rulemaking proceeding or contested case under this Article; or who falsifies, tampers with, or knowingly
renders inaccurate any recording or monitoring device or method required to be operated or maintained under this Article or rules of the
[Environmental Management] Commission implementing this Article shall be guilty of a Class 2 misdemeanor which may include a fine
not to exceed ten thousand dollars ($10,000).
I hereby request coverage.under the referenced General Permit. 1 understand that coverage under this permit
will constitute the permit requirements for the discharge(s) and is enforceable in the same manner as an
individual permit.
I certify that I am familiar with the information contained in this application and that to the best of my
knowledge and belief such information is true, complete, and accurate.
Printed Name of PPson Signing:. moo(�X
Title: Vl t ILVU5-st tb�j(
of
s�
(Date Signed)
Notice of Intent must be accompanied by a'check or money order for $100.00 made payable to:
NCDENR
Page 4 of 5
SWU-229-091007 Last revised 09/0712007

13
State of North Carolina
Department of Environment and Natural Resources
Washington Regional Office
Michael F. Easley, Govemor, William G. Ross, Jr., Secretary
DIVISION OF LAND RESOURCES
LAND QUALITY SECTION
November 14, 2007
LETTER OF APPROVAL WITH MODIFICATION
S.T. Wooten Corporation
Attu Doug K. Sutton
Post Office Box 2408
Wilson, North Carolina 27894-2408
RE: Erosion and Sedimentation Control Plan No. WAYNE-2008-016
S.T. Wooten Concrete Plant #20 = Goldsboro
US Hwy 70 West = Wayne County
River Basin: Neuse
Date Received: October 16, 2007
Responsible Party: S.T. Wooten Corporation
Dear Sir:
This office has completed its review of the erosion and' sedimentation control plan for the
referenced 8.4-acre distusfiancc. Based on the information provided, we have determined the submitted
plan for the Wooten Concrete Plant No. 20, dated August 2007, last revised September 11, 2007, if
properly implemented and responsibly maintained, should meet the intent and minimum requirements of
the Act. We, therefore, issue this LETTER OF APPRQyAL• WITH MQDIFICATION.
Silt fence detail provided in submission does not conform to the. acceptable standard detail.
Enclosed for your reference is the standard detail from the Erosion and Sedimentation Control
Manual. Measures shown in this detail must be incorporated into Construction Plans.
In 1973, the Sedimentation Pollution Control Act (copy available upon request) was enacted. It
established a perfornrance oriented program with the OBJECTIVE of PREVENTING SEDIMENT
DAMAGE to adjoining properties and/or natural resources resulting from land disturbing activities
through the use of reasonable and appropriate Best Land Management Practices, based on the approved
plan- and changing site conditions, during the course of the project. AS THE DECLARED
RESPONSIBLE PARTY, YOUR LEGAL RESPONSIBILITY is to understand the Act and comply
with the following mm mum requirements of the Act and the above listed modifications (if any):
-- an erosion and sedimentation control plan is only valid for 3 years following the
date of initial approval, tf no land -disturbing activity has been undertaken;
943 Washington Square mall, Washington, North Carolina 27899 Telephona 252-946-6481, FAX [phone]
An Equal Opportunity Employar 50%recycledllo%past-consumer paper

S.T. Wooten Corporation
Attn: Doug K. Sutton
November 14, 2007
Page 2
the,. -LATEST APPROVED soil erosion and sediment control plan will be used
during inspection to.determine compliance and a copy of the plan must be on file
at the job site;
erosion and sediment control measures or devices are to be installed to safely
withstand the runoff resulting from a 10 year storm event - 6.5 - 7 inches in 24
hours or at the rate of 6.5 - 7 inches in 1 hour.
-- unless the .of"site borrow andlor disposal sites are identified in the erosion
control plan, no earthen material is to be brought on or removed from the project
site;
except in the case of a storm related emergency, a revised erosion and
sedimentation control plan must be submitted to and approved by this office
prior to initialing any significant changes in the construction, grading or
drainage plans;
a buffer zone; sufficient to restrain visible sedimentation, must be provided and
maintained between the land -disturbing activity and any adjacent property or
watercourse;
-- new or affected cut or filled slopes must be at an angle that can be retained by
vegetative cover, AND must be provided with a (round cover suj)"rcient to
restrain erosion within 21 calendar du s of conwledon of an U phase (rough or
tah o radin (RYE G&.SkS_ LS _NOT in the APPROVED seeding
specifications NOR is it an ACCEPTABLE substitute for the providing of a
temporary ground cover);
the CERTYFICATE OF PLAN APPROVAL must be posted at the primary
entrance to the job site and remain until the site is permanently stabilized,•
unless a temporary, martufactured lining material has been specoed, a clean
straw mulch must be applied, at the minimum rate of 2 tons/acre, to all seeded
areas. The mulch must cover at least 75% of the seeded area after it is either
tacked, with an acceptable tacking material, or crimped in place;
-- in order 'to -comply with the intent of the Act, the scheduling of the land -
disturbing activities is to be such that both the area of exposure and the time
between the land disturbance and the providing of aground coverts minimized;

S.T °Wooten Carpciration .
Attn: Doug K. Sutton
November 14; 2007
Page 3
-- a permanent jeround cover, sufficient restrain erosion, must be provided within
the shorter of 1.5 working or 90 calendar days after completion of construction or
development on any portion of the tract (RYE GRASS IS NOT in the
APPROVED seeding specifications NOR is it an .ACCEPTABLE substitute for
the providing ofa nurse cover for the permanent grass cover); and,
-- this approval is baser) in part, on the accuracy of the information provided in the
.Financial Responsibility/Ownership form submitted with the project plans_ You
are required to file an amended form f there is any change in the information
included on the form. This approval and the financial responsibility/liability cited
in it does not automatically transfer with a change in project ownership.
Be advised that to ensure. compliance with the approved plan and the program requirements,
unannounced periodic inspections will be made. If it is determined that the implemented plan is
inadequate, this office may require the installation of additional measures and/or that the plan be revised
to comply with state law. (Note: Revisions to the scope of this project without prior approval of the plan
showing the changes can be considered a violation). Failure to comply with any part of the approved plan
or with any requirements of this program could result in the taking of appropriate legal action (civil or
criminal) against the financially responsible party (S.T. Wooten Corporation). Some options are Stop
Work Orders and the assessing of a civil penalty of up to $5000 for the initial violation plus up to $5000
per day for each clay the. site is out of compliance.
In recognizing the desirability of early coordination of sedimentation control, we believe it would
be beneficial for you and your contractor to arrange a preconstruction conference to discuss the
,requirements of the approved erosion and sedimentation control plan, Prior to beginning this project,
YOU ARE REQUIRED TO either CONTACT THIS OFFICE TO ADVISE GARY NOVAK (252-
946-6481, ext. 3860) OF THE CONSTRUCTION START-UP DATE, contractor and on -site contact
person OR complete and return the attached Project Information Sheet to the above named.
Acceptance and approval of this plan is conditioned upon your compliance with Federal and State
water quality laws, regulations and rules. In addition, the land disturbing activity described in this plan
may also require approval or permitting from other agencies - Federal, State or local. These could include
the U.S. Army Corps of Engineers under Article 4.0.4.jurisdiction, the Division of Water Quality -
Surface. Water Section under stormwater regulations (contact the Stormwater group at 252-946-6481),
county, city or town agencies under other focal ordinances, or other approvals that may be required. This
angeovA oes ng-supersede a,, j o r annrovaI or permit.
Please be advised that a rule to protect and maintain existing buffers along watercourses in the
Neuse River Basin became effective, on July 22, 1997. The Neuse River Riparian Area Protection and
Maintenance Rule (15A NCAC 2B.0233) applies to a 50 (horizontal) foot wide zone along all percnnial
and intermittent streams, lakes, ponds and estuaries in the Neuse River basin. In riparian areas, the rule
prohibits land disturbance, new development and fertilizer use in the first 30 (horizontal) feet directly
adjacent to the stream and/or coastal wetland vegetation. Clearing, seeding and a one-time fertilizer use
to establish the grass is allowed within -the riparian area 20 feet landward of the first 30 feet of riparian

S.T. Wooten Corporation
Attn: Doug K. Sutton
November,14, 2007'
Page 4
area, but new development is prohibited. For more information about the riparian area rule, please
contact the Division of Water Quality's Wetland/401 Unit at 919-733-1786.
Please be advised that all land -disturbing activities affecting 1 or more acres are required to have
a (Federal) NPDES permit. Enclosed is the Construction Activities General NPDES Permit -
NCG010000 for this project. The responsibility for understanding and complying with this permit rests
with you, the financially responsible party. Be aware that failure to comply with this permit could result
in both the State and Federal governments taking appropriate legal action. Contact the Division of Water
Quality - Surface Water Section at [phone] should you have any questions regarding monitoring
and record keeping requirements of the permit.
Sincerely,
Heather L. Steinbacher
Assistant Regional Engineer
enclosure
w/o enc. cc: David R- Beaman, Bartlett Engineering & Surveying, PC
Altos Hodge, Division of Water Quality

Practice Standards and Specifications
8' max. standard strength fabric with wire fence
6' ftm. extra strength fabric without wire fence
Steel
post
,• r• ;u a Plastic or
wire ties
18-24"
Wire
fence
Natural
ground
dawn .,4"
f onward, along
24" the trench
Filter
fabric
Wire
steel
post
24"
Figure 6.62a Installation detail of a sediment fence.
Rev. 6/06
Cross -Section
View
Filter
fabric Backfill trench
Natural
and compact
c
ground
r/ thoroughly
•..
Uprtope
min+.•
..• �•+• ••. . O
min
6.62.5

OWNER:
PROJECT NAME:
COUNTY:
START-UP DATE:
CONTRACTOR -
ON -SITE CONTACT:
ON -SITE PHONE NO.:
OFFICE PHONE NO.:
S.T oo-t@g CoMration
W43me NO.: 2008-0I6
T cZOAA,PLE-Z
zg
PLEASE COMPLETE & RETURN TO:
N.C.D.E.N.R
LAND QUALITY SECTION
ATTN: GARY NOVAK
943 WASHINGTON SQUARE MALL
WASHINGTON, NORTH CAROLINA 27889

CERTIFICATE OF PLAN APPROVAL
The 'postirig Yof this certificate certifies that an erosion and sedimentation control plan
has been approved for this project by the North Carolina Department of Environment
and Natural Resources in accordance with North Carolina General Statute 11.3A - 57 (4) and
113A - 54 (d) (4) and North Carolina Administrative Code, Title 15A, Chapter 4B.0107 .(c).
This certificate must - be posted at the primary entrance of the job site before construction
begins and until establishment of permanent groundcover as required by North Carolina
Administrative Code Title 15A, Chapter 4B.0127 (b)
Date of Plan Approval
Project Name and Location
0T."A
NCDEFR
Regional Engineer

Print Map
Page 1 of 1
Map for GIS User
Location of S. T. Wooten Concrete Plant 420
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if ar , a.: �.5.+ ` i , f s; 1, 3 Jai
4r
9.
S. T. Wooten Concrete Plant*2D
NT-
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, .. •� iI • f
ter. :i.<__ •�.•.-,. t�o� Z__
�' :i"'�rr- �• -';�':'t�. ,��..��\ � .'�, v .,� �y� it _;';; _
-'rw � I, •, � . * ESN+" "- -A.
,
f!!'`.;£i : A.
ky
f / ti 1�°V'V,[ �j •' 'fir f' ~ 11�I ~IY. -•+ Y�� r ,5; '
1:24,000
Northwest Goldsboro
7.5-minute Quadrangle
Index map
NC SPCS E: 697621.4, N:184723.2 meters (NAD83)
Long:-78.0307887 W, Lat: 35.4113466 N (NAD83)
http://gis.enr.state.nc.us/topoviewer/gisprint.jsp 3/28/2008

ATTACHMENT C

ENCTEVEEPS CERTInCA'IION
OF THE MODEL 5000-S PH.'
MONITORING AND CONTROL SYSTW .
By:
G.C. Environmental Inc.
P.O. B& 4OI25
Raleigh -MC 23-6219
For.
Fortrans Inc.
P_O. Box 40
Wendell, NC 27591 .
Dated:
,September 11, 2003

G. Ca Environmental, Inc.
5312 Pinewood Court
Wendell, NC 27591
[phone]
September I1; 2003
PURPOSE
4i
of _
�w�Fi� 3�i111'ST1%SLl.
.G.C. Environmental, Inc., was contracted to provide an engineers review and certification that the
Model 5000-5 pH Monitor and Control System,manufaotured by Coastal Carolina. Supply in
Morehead City, NC, could effectively provide on'a continuous basis, an ave;rage,pH range of 5-9
units on.the supernate layer of a.stormwater/ inse water sedime Cation basin typically found at Redi-
mix concrete facilities.
SCOPEOle WORK
During the week of August 11, 2003, G:C. Environmental, Inc., witnessed the operation oftheModel
5000-5 self-contained pH Monitoring -and Contra] System -at a Redd mix .plant located in,Durham,
NC_ During the two (2) day test program; measurements were ariade within the facilities
stormwater/rinse water sedimentation basin for pK temperature --and depth (both supeinate.and
sludge). -During the first day of testing, the basin was found to be heavily loaded vrith solids,and
adjustments were inane to the solids,blanket to complete testing' the1�oIlowing day.
'-NEST MMTHODOLOGY
A .primary .sedimentatiori basin -located -at a Redi-mix concrete .plant located ie Durham, NC was .
treated utiEzing the Model 5000-5 pH Monitor and Control System. During, the test program, the
basin was, on a semi -continuous .basis, being fed rinm water from the exterior Cleaning of pert
trucks. -Measurements for pig ternperature)'supernate and sludge blankets were made within the
sedimentation basin. Initial pH measurements showed pH levels -of at least .12;0 units. The
sedimentatiob basin was rectangular in shape with concrete walls and bottom The basin -ranged in
depth of 1" at the inlet to approximately 3' at the deepest point. Sludge measurements within the
basin showed that at least 2/3 of the basins d_ epth was comprised of sludge and -the "remainder
supernate.
The Model 5000-5 .pH Mionitor, and Control, System was setup at the rectangular sedimentation
basin with the intake and discharge hoses situated at opposite ends of the basin. Both the intake and
discharge lines were set at depths -within the supernate layer•of thebasin. A clockwise flow pattern
was established once the unit began operation .and pH.and temperature measurements were made at
several locations throughout the supemate layer of -the sedimentation basin Approxdinately eighteen
1(1 S) pH- and temp erature measurements were collected with a mean pH value -of 9.56 and mean
temperature values o€3 0.94 DC. The pH system was left to.ron essentially on a continuous basis over
•a four (4)'hour period:. An estimated volume wasting within the sedimeptation basin was?5, 000

gallons with a little over 8000 gallons consisting of relatively clear superriate. The amount of 25%
Sulfuric acid (H,SO4) used to treat the sedimentation basins supernate was approximately l 5-20
gallons.
MODEL 5060-S PH MO-NI70R AND CONTROL SYSTEM
The model 50OD-S pH•Monifor and Control System is -comprised of Hayward Power Flow II (,^14
hg, 56 GPM) centrifugal pump which delivers rave water to a completely contained pH sensor
connected to a pH meter equipped with control relays which operate two (2) stenner (60 GPD) acid
..-injection pumps. The acid 25%H.,SO4 is injected into the pump discharge line which empties inm the
:sedimentation basin. Sulfuric acid is delivered to the system by 15 gallon carbuoys located outside
of the fiberglass weatherproof enclosure which houses all ofthe aforementioned equipment. On top
of the'enclosed is an alarm'light which is tied into. the pH meter. which is activated when pH levels
.exceed 8.5 pH units or are below 6.0 units.
CONCLUSION
'1..The Model 5000-S pH Monitor and Control System is an effective system for the PH balancing
ofsedimentationbasins.whichare used to Coll ect•stormwaterrunoffandrinsewater, commonlyfound
_." at Red -mix concrete plants:
.2. During the test program an average pH of 8.5.4 units was measured in the, subject sedimentation
basin with a range of 7.95• to 9.34 measured.
3.:Sludge levels existing within the rectangular sedimentation ranged from 6.0 inches to 2:0 feet. PE
Valdes after pH stabilization at the sludge/supernate interface were approxnnately 12.O.ur;its
4. For this .test proFam, approximately 180 rnSA of sulfates were added to the sedimentation basin
as a result of pH adjustment with 25% sulfuric :acid.
.5. The 5000=S pHMonitor and Control Systemis hilly automated and proyides apH ad_ jested waste
-water which could e$e dvely be reused within the Redi-mix concrete industry.

Automatic pH ContriA Systems
Rortr "ns.
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andplH Control Sysfarhs
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Mortartnon Dne Shot"'
Mortarman Safe Soap,"
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Fortrans 400 Truck Wash
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Car Baby Cherry Car Soap
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Blddegradahle i hro
sercty
A6ut,t us
pH CONTROL SYSTtMS
rage 1 or
Toll Free:
Inlo0fortrans.b1z
Henry. Virtgitiia
Wendell, North Carolina
Contact Us Request Quote Home
ForhanS pH CONTROL SYSTEMS ARE OMPLETEL YA UTOMA T!C
They continually rhbriltorltest the pH of the Influent water and compares it to the pH setting of the control unit. If a
change in pH is detected, the' contrblfer activates the.solenold valve for the CO2. The'pH adjustment chemical is
theri fed 10 the return side of the circulation pump'until the pH is again at the proper level set at the controller. The
unit will continuously circulate the water Until a charige in OH Is detected and the treatment cycle begins once
again. the unit also features a digital pH meter connected to a probe in the sample cell to ensure unit is functioning
properly and'that the correct phi level id -Maintained.
Our systertis offer precise monitoring and control of the pH In settling basins, lagoons
and othor outfall oontainnieint dovlces:
' The pH CONTROL SYSTEMS will treat up to 57
.gallons per minute - max-20' head pressure.
Unique water circulation design eliminates the
need for separate neutralization tank.
im 1.5" quick connect fittings on inlet'and return for'
easy hook-up. The standard unit Is equipped with
2-20' sections of 1.5" flexible hose with quick
connect fittings. Inlet and outlet fittings at the basin
-or lagoon are per our specifications.
+ unit is shipped cornpletely asserribled. The
chemical controller.is preprogramrhed to maintain a
pH of 7.5. ,lust altach hoses and PVC fittihS.
0 1 year warranty on all corhpohent parts and .
housing.
The pH CONTROL SYSTEMS are designed
to treat and maintain a specified pH level
in a body of water casually 100,000 gallons
or less to allow the permitted discharge of.
treated water to the environment. Permits
must be obtained from the local governing
agency to allow any discharge to the
environment. Treated water may lee used
for wetting of rock andloe dust control to
aid compliance with storm water run off
regulations. Treated water may be. used in
water recyciing systems.
http://www.forh-aLnS.biz/PHContioi.htm 7/19/2005

Automatic pH Control systelris
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• • 0 i 9 •'System
r -r pH monitorand 6ontro
house• and circulation • •
.-The sy�tem is
CohfIgured for carbondioxido, gas opera ition.
lattp:/Iwurw:aztsans.liiilPHCoiiLto�.fatiri : '. 7/19/2005

Aatbrraatic-pH Control. Systems
The. Model 5000-SK Skid Mouhted pH
Cohttol System
cokitaifiis all of the 9nstrumbhtatlon end corrtponenta of the
regular Model 5000-S System and 16 bhlpped on a 44"W"
plastic skid With durable solid plastic surface. The Control Panel
is provided loose with all components Installed and is designed
to be attached to an interior wall of the control building. The
tubing to the sample cell and from the CO2 solenoid valve to
the 5porget "stone fed assembly must be Inserted after receipt
of the unit. The systems features a 115V-30Ai-np Breaker Box
and two GFCI receptacles. The'system-Is shipped with a CO2
feed system.
Copyright m 200 - Fvrtrans, Inc. - 3800 original Henry ftbad,' Heriry, Virginia tVA) 24102
Page 3 of 3
http:llWww:fortran.s.-bi7ipHCotitrol.h in
7/19/2005

Fortrans...
3800 Original Henry Rd., P.O. Box 759 Henry, Va.24102 877.387.8509-• WWW.tDrtrans.biz
Mr. Jimmy Washburn
S.T. Wooten Corp.
PO Box 2408
Wilson, NC 27874-2408
Dear Mr. Washburn,
.1 have enclosed the Engineers Certiticaiion of the Model 5000S .pH Control
System.
Please note that several changes have been made insofar as manufacturing and
materials used to adjust pH.
Initially, Fortrans Inc had a manufacturing agreement with Coastal Carolina
Supply wherein Fortrans Inc. was responsible forthe marketing of the pH Control
Systems and Coastal Carolina Supply was responsible forthe. manufacturing of
the systems: _Fortrans Inc. now designs and -manufactures1he-systems. Coastal
.'Carolina -has signed a non -compete :in the .design and-.mandacture of pH control
systems for the ready:rrixed concrete and related -industries
Fortrans Inc. no longer designs:systerns that use:sulfuric acid to -lower pH.
All of our systems .now utilize CO2 feed systems. CO2.<is:less expensive, safer
and readily available to -the industry.
Regardless of what chemical is .used tor control -pH, the Model :5000S and Model
500OSk (Skid Mounted) work the same way to -monitor and control .the pH to
settling basins_,.lagoons, and other containment to effectivefy_controI the -pH - in
-those areas:
.l appreciate your.comments today relating to our -systems -performance at your
facilities to date anti `fook forward to serving S.T.-Wooten Corp. needs in'the
future.
Please call me if you have any questions or -if I may be of service .n any way.
Sincerely,
Robert C. Cooke, Pres.
.Fortran Inc.
Makers oT these line products.: • .5WOS pH Control System . Mortasmari- 4;oncrete Remover -Sate Soap ii" -Sate Soap" - Gar baby -Cherry Gar Soap`
.-Grease Blaster"--rruckWash-Fortrans 400''-SlicMice •SuperSlie • Wood Revive" Motorcycle Cleaners =Hawg Wa'sh'-RocketWash' -Spray Brighf'

Re: Add Info. Request for Goldsboro Plant (App No. NCG 140380)
Subject: Re. Add Info. Request for Goldsboro Plant (App No. NCG140380)
From: Bethany Georgoulias<[e-mail]>
Date: Tue, 01 Jul 2008 1 1:15:45 -0400
To: Butch Lawter <[e-mail]>
Butch,
That's all right. Thanks for letting us know. We'll look for it by July 18th.
Regards,
Bethany Georgoulias
Butch Lawter wrote:
Bethany,
We are going to need additional time to get additional information
together. I was swamped last week when I got back from vacation and our
concrete plant operations manager is out this week. Can we have until
Friday the July 18 to get it in? Thanks.
-----Original Message -----
From: Bethany Georgoulias [mailto:Bethan .Geor [e-mail]] Sent: Tuesday,
June 17, 2008 7:53 AM
To: Butch Lawter
Subject: Re: Add Info. Request for Goldsboro Plant (App No. NCG140380)
That's no problem. We'll extend the deadline to June 30th. Please let me know if
you need additional time.
Butch Lawter wrote:
If
Bethany, We do need an extension. Is the end of the month too much? I am on
vacation and won't be back until next monday. Let me know.
Thanks.
----- Original Message -----
From: Bethany Georgoulias <Bethan .Gear [e-mail]>
To. Butch'Lawter
Sent: Mon Jun 16 16:25:49 2008
Subject: Re: Add Info. Request for Goldsboro Plant (App No. NCG140380)
Butch,
We haven't seen any additional information for this application yet.
you need an extension from the June 11th date, please let me know. If
we don't receive either the additional information or a request for an
extension, we'll have to return the application.
Thanks,
Bethany Georgoulias
Bethany Georgoulias wrote:
Butch,
I finished putting together the Add Info. request on the submittal
for
1 of 7/l/2008 l 1:16 AM

Re: Add Info. Request for Goldsboro Plant (App No. NCG140380)
Subject: Re: Add Info. Request for Goldsboro Plant (App No. NCG 140380)
From: Bethany Georgoulias<[e-mail]>
Date: Tue, 17 Jun 2008 07:52.37 -0400
To: Butch Lawter <[e-mail]>
That's no problem. We'll extend the deadline to June 30th. Please let me know if
you need additional time.
Butch Lawter wrote:
Bethany, We do need an extension. Is the end of the month too much? I am on
vacation and won't be back until next monday. Let me know.
Thanks.
----- Original Message -----
From: Bethany Georgoulias <[e-mail]>
To: Butch Lawter
Sent: Mon Jun 16 16:25:49 2008
Subject: Re: Add Info. Request for Goldsboro Plant (App No. NCG140380)
Butch,
We haven't seen any additional information for this application yet_ If
you need an extension from the June llth date, please let me know. If
we don't receive either the additional information or a request for an
extension, we'll have to return the application.
Thanks,
Bethany Georgoulias
Bethany Georgoulias wrote:
> Butch,
> I finished putting together the Add Info. request on the submittal for
> the Goldsboro plant and put it in the mail today. I'm attaching a
> copy to this e-mail for you, but a hard copy should be on its way. I
> also copied Mr. Robert Bartlett, since these are primarily things
> he'll need to address in the design calcs and plans. If you have
> questions after you've had a chance to review it, let me know.
> Regards,
> Be'thany Georgoulias
> Bethany Georgoulias wrote:
>> Sure, if you want to go ahead and get that to me, that would be fine.
>> Thanks,
>> Bethany
>> Butch Lawter wrote:
>>> Regarding the Goldsboro permit, do you want me to go ahead and get that
>>> to you?
Bethany Georgoulias
Environmental Engineer
NC DENR Division of Water Quality
Stormwater Permitting Unit
tel. [phone], ext. 529
fax [phone]
1 of 2 6/17/2008 7:52 AM

Re: Add Info. Request for Goldsboro Plant (App No. NCG 140380)
Bethany Georgoulias
Environmental Engineer
NC DENR Division of Water Quality
Stormwater Permitting Unit
tel. [phone], ext. 529
fax [phone]
2 of 2 6/17/2008 7:52 AM

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
May 8, 2008
R. S. (Butch) Lawter, Jr.
S. T. Wooten Corporation
3801 Black Creek Road
Wilson, North Carolina 27893
Subject: NPDES Stormwater General Permit
Additional Information Request
NCG140380 NOI Application --- Goldsboro
Concrete Plant #20
Wayne County
Dear Mr. Lawter:
On April 16, 2008, The Division of Water Quality's Stormwater Permitting Unit received your
application and request for coverage under NCG140000 and an authorization to construct (ATC)
wastewater treatment facilities. After review of the submitted materials, the Division is requesting
additional information to complete processing this permit application:
Recycle System
°` • The wastewater inputs (1,350 cu. ft) are based on the amount of water used to wash trucks per
each cubic yard of concrete produced. Does this quantity include only mixing drum washout, or
also vehicle and equipment cleaning (e.g., from proposed wash down area)?
r • The wastewater inputs do not include any amount draining from aggregate stockpile wet -down.
If a negligible amount is assumed to drain from here on a daily basis, please clarify this
assumption in the calculations. Otherwise, please provide an estimated contribution.
✓ • How/where will the water from the recycle system be routed back into the production process?
Please explain the configuration and show related piping, pumps, etc. on the plans.
/a Where (which chamber) in the recycle system will the automated pH system be installed and pH
be adjusted? Please include this detail on the plans.
Runo Volume Calculations and Recycling Chamber Capacity
• Please address or correct discrepancies of numbers in the calculations. For example, the cover
letter notes an operating volume of 6,549 cu. ft; however, calculations for the Recycle Wash -
Water Basin indicate a volume at the weir of 6,-498 cu. ft. Also, the Hydrograph Report notes a
rainfall intensity for the 25-year storm as 8.605 in/hr, but the peak runoff volume calculations
cite 9.05 in/hr (which is consistent with NOAA data for the Goldsboro area). In addition,
calculations show peak runoff volume (Qp) as 17.94 cfs (correct if 8.605 in/hr used), but a Qp
corresponding to 9.05 in/hr intensity would be 18.87 cfs. N°ic Carolina
,VaiUrall,ff
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet h2o.enr.state.nc.us 512 N. Salisbury St. Raleigh, NC 27604 FAX [phone]
An Equal opportunity/Affirmative Action Employer — 50% Recycled/10% Post Consumer Paper

R.S. (Butch) Lawter, Jr.
S.T. Wooten Corporation
Additional Information Request
May 8, 2008
The runoff coefficient appears too low for this type of land use and amount of proposed
imperviousness. Much of the 4.17 acres here will be paved, graveled, or covered in stockpile
materials, all of which should be considered impervious area. Also, if a composite runoff
coefficient was used, there is no information about how C = 0.5 was derived. (Note that when
using the rational method to estimate runoff volume, runoff coefficients should not be
composited; runoff volumes should be calculated separately and added.) Please outline
assumptions about the coefficient used, references used to obtain that coefficient, and/or modify
calculations of runoff volume.
• The hydrograph estimates a runoff volume of 6,459 cu. ft. This value appears to be a significant
underestimate the amount of runoff expected in a 25-year, 24-hour event in this area
(approximately 7.24 inches, according to NOAA data).
A rough estimate that assumes 80 percent of the rainfall falling on 4.17 acres in a 25-year event
enters the recycle system (80 is just as an example — a higher percentage may be more
appropriate, depending on amount of imperviousness) yields over 87,600 cu. ft of runoff. This
value is based on a more simplified calculation of: [(percent imperviousness) x (depth of rainfall)
x (drainage area)]. While this approach may over -predict runoff, we would not expect the result
to be orders of magnitude greater than a hydrograph analysis.
Modifying the rational runoff coefficient to better reflect the imperviousness at the plant site may
bring the hydrograph volume estimate up to a more realistic value. However; if the hydrograph
result is largely discrepant with the amount of runoff estimated by the more simplified
calculation of runoff based on depth, drainage area, and imperviousness, you should present an
explanation about the assumptions and equations in the hydrograph calculations.
If the estimated peak flow and runoff volume need to be recalculated as our initial review
suggests, the recycle basins may need to be resized, and/or the design storm basis changed. In
addition, settling calculations will need to be modified with a corrected peak flow value to ensure
discharges will meet effluent limits. Please submit modified calculations, plans, and/or other
information necessary to resolve discrepancies -with the potential runoff volume.
Please submit the additional information by June 11, 2008 so we can continue processing your
request. If you need more time to submit this information, please let us know. If you have any
questions or would like to discuss this matter further, please contact me at [phone], extension
529.
Sincerely, r
Bethany A. Georgoulias
Environmental Engineer
cc: Washington Regional Office
Stormwater Permitting Unit Files
Robert S. Bartlett, P.E./ Bartlett Engineering & Surveying, PC/ 1906 Nash Street North/ Wilson,
North Carolina 27893-1726

S`4k
�mf�5 �oZ
BrLETT
ENGINEERING & SURVEYING, PC
1906 Nash Street North Wilson, NC 27893-1726
Phone: [phone] Fax: [phone]
jon[Qa bartletteng.com
March 3, 2008
Raleigh Regional Office
Department of Environment
and Natural Resources
Stormwater and General Permits Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
REFERENCE: S.T. WOOTEN CORPORATION-GOLDSBORO CONCRETE PLANT
To Whom It May Concern:
Bartlett Engineering and Surveying on behalf of S.T. Wooten Corporation (STW), presents the supplemental
information for the Notice of Intent for coverage under North Carolina General Permit 140000. The
supplemental information is discussed below.
Calculations demonstrating that water discharged from the recycle basin will meet permit limits for
total suspended solids and settleable solids are included as Attachment A. Note: the capacity of the
plant is approximately 270 cubic yards per day. STW estimates that approximately five gallons of
water is used to wash trucks for each cubic yard of concrete produced. Assuming that approximately
30 gallons of water is used for each cubic yard of concrete produced; the wash -water generated dun ig
each business day should be reused in the production process.
• The recycle basin at the site will measure approximately 113' Qength) x 36' (width) x 4' (depth) with
3.1 sideslopes. The basin will consist of three chambers with the first being concrete (approximately
49' x 16') and the other two chambers earthen with a 10' discharge weir. The hydrograph and pond
report generated by Hydroflow Hydrographs (Attachment B) indicates that the total storage capacity
of this recycle basin is 16,304 cu.ft with an operating volume of 6,549 cu.ft. at 2' depth.

• STW proposes to use a Model 5000-S pH Monitor and Control System at the site. An engineer's
certification representing that the system could effectively provide an effluent with a pH in the range
of 6-9 (as stipulated in the permit), along with manufacturer's information on the system, is included
in Attachment C.
Based on our understanding of the requirements for permitting, this information is sufficient to facilitate
permitting. We appreciate your assistance with this matter. If you have any questions or need additional
information, please contact our office. Thank you.
Sincerely,
Robert S. Bar,
Enclosure

ATTACHMENT A
CALCULATIONS

S.T. WOOTEN-GOLDSBORO CONCRETE PLANT By: Roberts. Bartlett, P.E.
RECYCLE WASH -WATER BASIN Bartlett Engineering and
Surveying, PC
CALCULATE PEAK RUNOFF FOR SITE Wilson, NC 27893
Qp=CIA 252-399-0704
Qp = peak rate of runoff in cubic feet per second (cfs)
C= coefficient of runoff &-P -
1=intensity of rainfall in inches per hour yam- a'-DQ
A=drainage area in acres �r �7 „ a.�
Coefficient of runoff; C = 0.5 _ c.�t (Gv P
Rainfall Intensity; I - 9:05 inches/hour ✓ 25 year storm 7 ?-zf
Drainage Area; A - 4.17 acres
Tc = .6 min
Peak Runoff; Op = tQ17.94 cfs X 18- S7
Runoff Volume = _0.148 acre feet (see Hydrograph)
6459 cu ft 7 t ov J_O-L:
48314 gallons y y
182868 liters
DETERMINE SEDIMENT BASIN SIZE
Sediment Basin Dimensions (See Hydrograph and Pond Sizing Output)
Basin Bottom Dimensions
Length(ft) 107 Width(ft) 2 5 Depth(ft) 4
Total Volume of basin (cf) 16,304 Side Slope=3:1
Volume at weir elevation (99.0') (cf) 16,498
Average Dimensions of the Surface of the Basin
Length(ft) 113 Width(ft) 36
Avg. Surface Area of the Basin w/ Chamber
4198 sq ft r
(99.0 countour)
Weir Length (ft)
10 ft
CALCULATE PROCESS WASTEWATER FLOW AT SITE
Average work day =
10 hours
Wash water produced =
5 gal/CY
Maximum capacity of plant =
270 CY/day
Wash water per day =
1350 gallon
1 gallon =
0.133681 cf
Wash water per day =I 180.5 cf
CALCULATE DEPTH OF FLOW OVER THE DISCHARGE WEIR
H=[Q/(3.1 *L)]^0.66667
H=Depth of flow over weir in (ft)
Q=flow in cfs
L=Length of weir (ft)
Normal Operation (no rain)
During Rain Event
On=
0.005 cfs
Hn=
0.003 ft
Qp=
17.94 cfs
Hp=
0.694 ft

. J 0.
7
oil- wtw
r i qO.r •
+r 0 ro o &5-0,000 CA-0) cl�
o, • 1
/ cTt,t i•,_ ram..% . 7 Z
Sap- -, 7
,:-- ( 009, 59,� C't. �� (f

CALCULATE CRITICAL VELOCITY OF PARTICLES IN POND DURING PEAK FLOW
Vc=Qp1A
Vc=critical velocity in fUsec
Qp=peak Flow
A=average surface area of pond
Critical Velocity (Vc)= 0.004273224 fUsec
Retention time of particle (Rp) during peak flow=Average Pond Length at Surface/Vc=
Retention time(Rp) 264433 seconds
Critical settling velocity (Vr,*) for particle to settle to weir (rain)=Hp/Rp
Critical settling velocity (Vc}) I 2.62604E-05 ftlsec
DETERMINE WHICH SOLIDS WILL DISCHARGE OVER WEIR
Focus will be on dement particles which are the least likely to settle and therefore the most likely to discharge
due to their small size .
Calculate particle settling velocity (Vp) and compare it to Vc'. If Vc">Vp, then those solids will discharge over the weir.
Formula for calculating particle settling velocity (Vp)
Particle settling velocity (fUsec), Vp={2g(p1-p2)r112)/(9u) Stokes Law
g=gravity = 32.2
d=diameter of cement particle(ft) _
1 micron = 3.28084E-06 ft
pl=density of cement = 94 Iblcf
p2=density of water = 62.4 Iblcf
u=viscosity of water = 0.0005981 lb/ft-sec
Source: NISTIR 6931 "Analysis of the ASTM Round -Robin Test on Particle Size Distribution of Portland Cement; Phase II
t
Discharge
Diameter
size distribution
%<
diameter (ft)
Settling Velocity
Critical Settling
Over Weir
(microns)
Vp (ft/sec)
Velocity; Vc (ftfsec)
(Y/N)
1
4.7
4.7
3.28084E-06
1.01734E-06
2.62604E-05
Y
1.5
2.6
7.3
4.92126E-06
2.28902E-06
2.62604E-05
Y
2
4.6
12.1
6.56168E-06
4.06937E-06
2.62604E-05
Y
3
5.6
17.7
9.84252E-06
9.15607E-06
2.62604E-05
Y
4
4.6
22.3
1.31234E-05
1.62776E-05
2.62604E-05
Y
6
7.6
29.9
0.000019685
3.66241 E-05
2.62604E-05
N
8
6
35.9
2.62467E-05
6.51098E-05
2.62604E-05
N
12
10.5
46.4
3.93701E-05
0.000146497
2.62604E-05
N
16
8.2
54.6
5.24934E-05
0.000260439
2.62604E-05
N
24
13.8
68.4
7.87402E-05
0.000585989
2.62604E-05
N
32
10.3
78.7
0.000104987
0,00104176
2.62604E-05
N
48
12.4
91.1
0.00015748
0.002343945
2.62604E-05
N
64
5.2
96.3
0.000209974
0.00416704
2.62604E-05
N
96
2.8
99.1
0,000314961
0,00937584
2.62604E-05
N
128
0.4
99.5
0.000419948
0.016668161
2.62604E-05
N
>128
0.5
100
-
2.62604E-05
N
Based on these calculations, particles less than 6 microns will discharge over the weir.

CALCULATE TOTAL SUSPENDED SOLIDS CONCENTRATION
Assume particles 6 microns and smaller will discharge:
Volume of
Weighted
Subtotal of
% Total
Diameter
size distribution
%<
Particle
Volume
Weighted
Volume
(microns)
%
(microns)
Volume
1
4.7
4.7
0.5230
0.0246
0.0246
0.000%
1.5
2,6
7.3
1,7660
0.0459
0.0705
0.000°%
2
4.8
12.1
4.1870
0.2010
0.2715
0.001 %
3
5.6
17.7
14.1300
0.7913
1.0628
0.003%
4
4.6
22.3
33.4930
1,5407
2,6034
0.006%
6
7.6
29.9
113.0400
8.5910
11.1945
0.028%
8
6
35.9
267.9470
16.0768
27.2713
0.068%
12
10.5
46.4 '
904.3200
94,9536
122.2249
0.304%
16
8.2
54.6
2143,5730
175.7730
297.9979
0.741%
24
13.8
68.4
7234.5600
998,3693
1296.3672
3.224%
32
10.3
78.7
17148.5870
1766.3045
3062.6716
7.616%
48
12.4
91.1
57876.4800
7176.6835
10239.3551
25.461 %
64
5.2
96.3
137188.6930
7133,8120
17373.1672
43.201 %
96
2.8
99.1
463011.8400
12964.3315
30337.4987
75.438%
128
0.4
99.5
1097509.5470
4390.0382
34727.5369
86.355%
>128
0.5
100
1097509.5470
5487.5477
40215.0846
100.000%
40215.0846
Particles 6 microns and smaller make up 29.9% of the total particles but only 0.028% of the total volume. Since
the density of all the particles is assumed the same, then particles 6 microns and smaller also represent 0.028% of the mass.
Estimated amount of cement washed off each truck
Mass of cement washed off trucks
0.5 Ib/CY
135 lb/day
Mass of cement to discharge=Mass of cement washed off trucks each day x % of mass=
Total Suspended Solids of Discharge (TSS)=Mass of cement (mg)Nolume of Storm Runoff (liters)
TSS= 17061 / 182868
Anticipated TSS (mg/1) 0.093 mgA
Max. TSS (mg11) 30 mg/i
0.037579272 Ibs/day
17060.98928 mg/day
CALCULATE SETTLEABLE SOLIDS DISCHARGE
Methodology for settleable solids measures the volume of settleable solids in an Imhoff cone after 60 minutes.
An Imhoff cone is approximately 14-inches tall. Results are reported in ml/L. The following table calculates the
time for particles to settle 1", 6", and 14".
Diameter
Settling Velocity
1" Settling
6" Settling
14" Settling
(microns)
(ftfsec)
Time (min)
Time (min)
Time (min)
1
1.01734E-06
1365.21
8191.28
19113
1.5
2.28902E-06
606.76
3640.57
8494,67
2
4.06937E-06
341.3
2047.82
4778.25
3
9.15607E-06
151.69
910.14
2123.67
4
1.62776E-05
85.33
511.96
1194.56
6
3.66241E-05
37.92
227.54
530.92
From calculations above, particles,6 microns and smaller will take longer than 60 minutes to settle only 6".
Anticipated Settleable Solids= 0 ml/I
Max. Allowable Settleable Solids 5 ml/L

ATTACHMENT B
HYDROFLOW HYDROGRAPHS
HYDROGRAPH AND POND REPORT

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Thursday, Feb 28, 2008
Hyd. No. 2
Goldsboro Recycle Basin
Hydrograph type = Rational
Peak discharge
= 17.94 cfs
Storm frequency = 25 yrs
Time to peak
= 0.10 hrs
Time interval = 1. min
Hyd. volume
= 6,459 cuft
Drainage area - 4:170 ac
�S
Runoff coeff.
= 0.5 .
Intensity 605 inlhr
Tc by User
= 6.00 min
IDF Curve =-Goldsboro"NC NOAA ATLAS 14.IDF
Asc/Rec limb fact
= 1/1
Goldsboro Recycle Basin
Q (cfs)
Hyd: No. 2 -- 25 Year
18.00
15.00
12.00
. M
3.00
Q (cfs)
18.00
15.00
12.00
• It r
3.00
fdTaTIPIIIIIIIIIIIIIIIIII
0 1 2 3 4 5 6 7 8 9 10 11 12
Hyd No. 2 Time (min)

Pond Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc. v6.052
Monday, Mar 3, 2008
Pond No. 1 • Basin with Concrete Chamber
Pond Data
Pond storage is based on user -defined
values.
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuff)
0.00 97.00
nla
0
0
2.00 99.00
nla
6,498
6,498
4.00 101.00
n/a
9,806
16,304
Culvert/ Orifice Structures
Weir Structures
[A] [B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 0.00 0.00
0.00
0.00
Crest Len (ft)
= 10,00 0.00
0.00
0.00
Span (in) = 0.00 0.00
0.00
0.00
Crest El. (ft)
= 99.00 0.00
0.00
0.00
No. Barrels = 0 0
0
0
Weir Coeff-
= 2,60 3.33
3.33
3.33
Invert El. (ft) = 0.00 0.00
0.00
0.00
Weir Type
= Broad --
-
-
Length (ft) = 0.00 0.00
0.00
0.00
Multi -Stage
= No No
No
No
Slope (%) = 0.00 0.00
0.00
nla
N-Value = .013 ,013
.013
n/a
Orifice Coeff. = 0.60 0.60
0.60
0:60
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage = nla No
No
No
TW Elev. (ft)
= 0,00
Stage (ft)
4.00
3.00
2.00
1.00
0 00
Note: Culvert/Orifice outflows are analyzed under Net (ic) and outlet (oc) control. Weir risers checked for Orifice conditions (ic) and submergence (9).
Stage 1 Storage Elev (ft)
101.00
-000 100.00
99.00
98.00
97,00
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000
Storage Storage(cuft)