NCG140380_COMPLETE FILE - HISTORICAL_20081212

STORMWATER DIVISION CODING SHEET
NCG PERMITS
PERMIT NO.
IV 0,& I q D W )
DOC TYPE
HISTORICAL FILE
❑ MONITORING REPORTS
DOC DATE
❑° b U(� I� I A
YYYYMMDD

i
r
1
Y
December 12, 2008
Mr. Doug K. Sutton
3801 Black Creek Road
Wilson, NC 27893
DEC15 2008
til!l'I 11i1'g
4 rl(itltl�f
Dear Mr. Sutton:
Michael P. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleco IC Sullins, Director
Division of Water Quality
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 ated 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 CDC. 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 pennitted 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 27699-1617.
I 0 `hCarolma
Xrturnt/il
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: www.ncwaterouality ore Location: 512 N. Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50%Recycled/l0%Post Consumer Paper

Mr. Doug K. Sutton 1
S.T. Wooten Corporation — Goldsboro Plant s
NCG140380
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 2H .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, e
d
for Coleen H. Sullins
cc: Washington Regional Office
R. S. (Butch) Lawler, Jr.
Jon Meade/ Bartlett Engineering & Surveying, PC/ 1906 Nash Street North/ Wilson,
North Carolina 27893-1726
C6itidl-Files - - - -
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)
1, , 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.
1 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
y.. 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—P-lant-#20
_ ..--------------- ----- ---- —2000 U-.S.Highway70-West--------------------
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. NCG140000 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 12, 2008
for Coleen H. Sullins, Director
Division of Water Quality
By the Authority of the Envirommental Management Commission

0
a
O
0
J
S.T. Wooten Coporation -
Goldsboro Concrete Plant #20
q^•y f'" mEr J�
v*a\''ir ( \ �S� D BM] � ••�oe � jSl l(r(�tJ'(�/��>\ � t � -.� 5.
NCG140380 S.T. Wooten Corporation -
Goldsboro Concrete Plant #20
�N
�y
�t� Latitude: 350 24' 47" N
E Longitude: 780 1' 49" W
County: Wayne
S Receiving Stream: The Canal
Stream Class: C - NSW
Map Scale 1:24,000 Sub -basin: 03-04-06 (Neuse River Basin) Facility Location

BAWLETT
ENGINEERING & SURVEYING, PC
1906 Nash Street North Wilson, NC 27893-1726
Phone: [phone] Five [phone]
[e-mail]
November 11, 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. Georgoubas:
Bartlett Engineering and Surveying on behalf of S.T. Wooten Corporation (STW), presents the additional
information request for the 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. Delve, 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 volume below the weir elevation of 99.5' was corrected on the first page of calculations from
19,642cf to 26,280cf after verifying volumes.
• 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 fines 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 2NN 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 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/l 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
Op = 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
Peak 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 = 133.7 cf
DETERMINE BASIN SIZE
Total Volume of basin (96.0'-101.0')(cf) 41,212
Volume at weir elevation (99.5') (cf) 26,820
Average Dimensions of the Surface of the Basin
Length(ft) 200 Width(fl) 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)I-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= 0.001 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 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') 2.00601E-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 (fUsec), Vp={2g(p1-p2)rA2)/(9u) Stokes Law
g=gravity =
32.2
d=diameter of cement particle(ft) _
1 micron =
3.28084E-06 ft
pl=density of cement =
94 Ib/cf
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)
(Y/N)
1
4.7
4.7
3.28084E-06
1.01734E-06
2.00601E-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
2.00601E-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
2.00601E-06
N
6
7.6
29.9
0.000019685
3.66241E-05
2.00601E-06
N
8
6
35.9
2.62467E-05
6.51098E-05
2.00601E-06
N
12
10.5
46.4
3.93701E-05
0.000146497
2.00601E-06
N
16
8.2
54.6
5.24934E-05
0.000260439
2.00601E-06
N
24
13.8
68.4
7.87402E-05
0.000585989
2.00601E-06
N
32
10.3
78.7
0.000104987
0.00104176
2.00601E-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
2.00601E-06
N
96
2.8
99.1
0.000314961
0.00937584
2.00601E-06
N
128
0.4
99.5
0.000419948
0.016668161
2.00601E-06
N
>128
0.5
100
-
2.00601E-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 (99.5') (liters)
TSS= 19885200 / 759458liters
Volume below weir (99.5') 26820 cu. ft.
Anticipated Max.TSS (mg/I) 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
3.66241E-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 M 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
OF Curve = Goldsboro NC NOAA ATLAS 14.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
21.00
18.00
15.00
12.00
o
M
3.00
0.00 _r
0 1 2 3
— Hyd No. 1
Goldsboro Recycle Basin
Hyd. No. 1 — 25 Year
4 5
Q (cfs)
21.00
18.00
15.00
12.00
ME
M
3.00
0.00
6 7 8 9 10 11 12
Time (min)

R. S. (Butch) Lawter, Jr.
S. T. Wooten Corporation
3801 Black Creek Road
Wilson, North Carolina 27893
Dear Mr. Lawter:
May 8, 2008
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 13 2003
[avieC14rl�®
Subject: NPDES Stormwater General Permit
Additional Information Request
NCG140380 NOI Application — Goldsboro
Concrete Plant #20
Wayne County
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)?
• 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.
• 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.
Runoff 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. rfc�°pp`hCarolma
Natura//il
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/l 0% 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,
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

9ooz/}%/,L -w v1d5
SITE DATA
I
I
i
I
I
i
I
I
I
I
( IN FEET )
1 inch = 100 ft.
SPRING
BRANCH
CANAL
LOT AREA: 19.8 ACRES±
SPECIAL/CONDITIONAL 6.6 ACRES±
USE PERMIT AREA:
DISTURBED AREA: 8.4± ACRES
PIN: 2680868084
2680873645
NOTE: THIS PLAN SHEET IS INTENDED TO
SHOW LOCATION OF RECYCLED WATER
BASIN AND GRADING IN THE VICINITY OF
THE BASIN AND SWALE ONLY.
BARTLEiT DATE: PROJECT: : ST
CLIENT CODE: STW
335
APRIL 2008 CADFILE: 07335SP1
SE ENGINEERING & SURVEYING, PC OVERALL SITE S.T. WOOTEN CONCRETE PLANT #20 SCALE: DIRAWNB BY: CEP
20106 \ 1 = 100' SURVEY BY: TB, JS 1906 NASH STREET NORTH TELE: [phone]
IGINEI- WILSON, N.C. 27893-1726 FAX: [phone] —US HIGHWAY 70 WEST GOLDSBORO, NC — REVISIONS: 17- AIL ELEV. 04/02/08
S. BaR EMAIL: infoObartletteng.com DENR 05/28/08
DENR 09/30/08
FORK TOWNSHIP
NORTH CAROLINA
PIN # 2680868084
r�'
LOCATION MAP
SCALE 1"=1000"
WAYNE COUNTY
ZONE:
SHEET RB1
-\_�MUU\_vIVVrMVJw I J\JIW \U/JJJ\OWg \U/J03RLUZ.0Wg 11/II/LVU6 N:0/:u0 AM Lw

BYPASS
OIAIAI r /nivrMclnkl
r
T0911�PI
/AR /
I � 0J.•
i \`101.0
I
I
\I DRAINAGE AREA TO
It RECYCLE BASIN
_ X -4.17 ACRES
X �
I X X X -- _
X
I
I
I
I
I
I�
I
L
RIPRAP LINING ON SLOPE
BYPASS SWALE/DIVERSION
GRAPHIC SCALE
DITCH CALCULATIONS
30 0 15 30 60 120
1-6-YEAR-DESIGN STORM
N ..
0.015
LOCATION
REQUIRED
DITCH,BOTfOM
FLOW
SIDE FLOW
WETTED
HYDRAULIC
MANN.:
ACTUAL
TOP
SHEAR
PERM.
TEMP
( IN FEET
FLOW.
SLOPE
WIDTH DEPTH
SLOPE AREA
PERIMETER
RADIUS
VEL
:.CAPACITY
WIDTH
STRESS
LINER
LINER
1 inch = 30 ft.
Q
s
d y
M A
P
R
V
Q
W
(Ibs/sq.ft
REQUIRED
REQUIRED'
SWALETO RECYCLE BASIN
6.39
0005i
1''. 0.68
3'. 2.07'.
530'.
039,
3.71:
7.67''
5.08!.
0,21
NO
YES
BYPASS SWALE
10.62
0004
1 0.83
3 290
625
046
376,
1090'
598
0.21
NO
YES '..
BYPASS SWALE ON SLOPE'
10.62
023
1 0.32
3''. 063
302
021
1669':
1047.
292
4.59
YES
YES
USE MIN. 19'C50 RIPRAP LINING ON STEEP CHANNEL
SLOPE
BARTLETT
RECYCLED
ENGINEERING & SURVEYING, PC WATER BASIN
U1� 1906 NASH STREET NORTH TELE: [phone]
��'
^IN6`�� WILSON, N.C. 27893-1726 FAX: [phone] LOCATION
S. BP_,�" ~,= EMAIL: info®bartletteng.com
BYPASS SWALE/DIVERSION
(2.95 ACRES)
FLOATING PUMP (TYP.)
\
I
COMPOSITE "C" VALUE DETERMINATION
O=CIA
PROPOSED'
CONDITIONS "C" VALUE
TOTAL ACRES
2.94
IMPERVIOUS AREAS
1.29 0.95
STOCKPILE AREAS
0.8 0.90
MANAGED PERVIOUS
0.85 6.35
COMPOSITE "C" VALUE
0.76
"C" VALUES OBTAINED FROM "DESIGN
HYDROLOGY AND SEDIMENTOLOGY
FOR SMALL CATCHMENTSw`BY HAAN, BARFIELD, AND HAYES
SITE DATA: I
LOT AREA: 19.8 ACRES±
SPECIAL/CONDITIONAL 6.6 ACRES±
USE PERMIT AREA:
DISTURBED AREA: 8.4± ACRES
PIN: 2680868084 -
2680873645
0
GS• y
NOTE: THIS PLAN SHEET IS INTENDED TO >0
SHOW LOCATION RECYCLED WATER ��� _ \�
BASIN AND GRADING IN THE VICINITY OF oa
THE BASIN AND SCALE ONLY.
DRAINAGE AREA
FLOW ARROW LOCATION MAP
SCALE 1"=1000'
PROPOSED CONCRETE
PROPOSED 8" CABC, 4" ASPHALT
STANDARD EROSION CONTROL NOTES:
THE CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE NPDES PHASE II
REQUIREMENTS. REQUIREMENTS INCLUDE, BUT NOT LIMITED TO THE FOLLOWING:
1. IMPLEMENT THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN AND KEEP
A COPY OF THE PLAN ON SITE. DEVIATION FROM THE APPROVED EROSION AND
SEDIMENTATION CONTROL PLAN WILL BE CONSIDERED A VIOLATION OF THE FEDERAL
NPDES GENERAL PERMIT.
2. PREVENT SPILLING OF FUELS, LUBRICANTS, COOLANTS, HYDRAULIC FLUIDS, AND
ANY OTHER PETROLEUM PRODUCTS ONTO THE GROUND OR INTO SURFACE WATERS. -
DISPOSE OF SPENT FLUIDS APPROPRIATELY.
3. USE HERBICIDES, PESTICIDES, AND FER71UZER IN A MANNER CONSISTENT WITH THE
FEDERAL INSECTICIDE, FUNGICIDE AND RODENTICIDE ACT AND IN ACCORDANCE WITH
LABEL RESTRICTIONS.
4. CONTROL MANAGEMENT AND DISPOSAL OF UTTER AND SANITARY WASTE FROM THE SITE
SO THAT NO ADVERSE IMPACT TO WATER QUALITY OCCURS.
5. INSPECT ALL EROSION AND SEDIMENTATION CONTROL FACILITIES EVERY SEVEN
CALENDAR DAYS (TWICE IN SEVEN CALENDAR DAYS FOR STORMWATER DISCHARGE TO
STREAMS ON THE LATEST EPA -APPROVED 303(d) UST) AND WITHIN A 24-HOUR
PERIOD OF ANY STORM EVENT OF MORE THAN 0.5 INCHES OF RAIN IN A 24-HOUR
PERIOD. MAINTAIN A RAIN GAUGE ON SITE AND KEEP RECORD OF THE RAINFALL
AMOUNTS AND DATES.
6. OBSERVE STORMWATER RUNOFF DISCHARGES AND LOOK FOR CLARITY, FLOATING SOLIDS,
SUSPENDED SOLIDS, OIL SHEEN AND OTHER OBVIOUS INDICATORS OF POLLUTION AND
EVALUATE THE EFFECTIVENESS OF THE EROSION AND SEDIMENTATION CONTROL
MEASURES. IF SEDIMENTATION IS LEAVING THE DISTURBED AREA, TAKE IMMEDIATE
ACTION TO CONTROL THE DISCHARGE.
\ 7. KEEP A RECORD OF THE INSPECTIONS. RECORD ANY VISIBLE SEDIMENTATION FOUND
OUTSIDE THE DISTURBED LIMIT AND RECORD MEASURES TAKEN TO CLEAN UP THE
\ SEDIMENT. MAKE THESE RECORDS AVAILABLE TO THE DIVISION OF WATER QUALITY
\ OR ITS AUTHORIZED AGENT UPON REQUEST.
\ 8. MAINTAIN EROSION AND SEDIMENT CONTROL MEASURES TO KEEP THE OPERATING
EFFICIENCY AT OPTIMUM AND MAINTAINED AT MINIMUM 50% CAPACITY.
\ 9. EARTH BERMS ON SEDIMENT TRAP AND DIVERSIONS TO BE STABILIZED WHEN
\ INSTALLED.
\ \ 10. GROUND COVER ON ALL SLOPES TO BE ESTABLISHED WITHIN 15 WORKING DAYS
\ OR 30 CALENDAR DAYS, WHICHEVER IS SHORTER.
\ 11. GENERAL CONTRACTOR WILL KEEP THE STREET AT THE CONSTRUCTION ENTRANCE
/ CLEAN.
/ GENERAL NOTES:
/ SILT FENCE TO BE INSTALLED AS SHOWN ON PLANS OR AS
/ DEEMED NECESSARY BY VISUAL OBSERVATION.
LOCATION, QUANTITY AND PLACEMENT OF DRAINAGE PIPES AND EROSION CONTROL
DEVICES MAY VARY TO BETTER CONFORM TO FIELD CONDITIONS.
STORM DRAINS TO BE INSTALLED AS SOON AS POSSIBLE WITH PROPER INLET PROTECTION.
CONTRACTOR RESPONSIBLE FOR COMPLYING WITH ALL REQUIREMENTS/ CONDITIONS OF ALL
ENCROACHMENTS & PERMITS INCLUDING PROVIDING BGNDS/INSURANCE IF REQUIRED.
CONTRACTOR IS RESPONSIBLE FOR COORDINATING REQUIRED INSPECTIONS.
CALL ONE CALL CENTER AT 1-800-632-4949 FOR LOCATIONS OF EXISTING UTILITIES 48 HOURS MINIMUM
PRIOR TO EXCAVATION.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK ZONE TRAFFIC CONTROL IN OR ADJACENT TO
NCDOT OR CITY RIGHT-OF-WAY. ALL METHODS SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES (MUTCD) AND NCDOT STANDARDS.
EXCAVATION AND GRADING PLAN NOTES:
CONTRACTOR SHALL NOTIFY AND COOPERATE WITH ALL UTILITY COMPANIES OR FIRMS HAVING FACILITIES
ON OR ADJACENT TO THE SITE BEFORE DISTURBING, ALTERING, REMOVING, RELOCATING, ADJUSTING OR
CONNECTING TO SAID FACILITIES. CONTRACTOR SHALL RAISE OR LOWER TOPS OF EXISTING MANHOLES AS
REQUIRED TO MATCH FINISHED GRADES.
UNUSABLE EXCAVATED MATERIALS AND ALL WASTE RESULTING FROM CLEARING AND GRUBBING SHALL BE
DISPOSED OF OFF -SITE BY CONTRACTOR, AT AN APPROVED PERMITTED LOCATION.
BEFORE ANY MACHINE WORK IS DONE, CONTRACTOR SHALL STAKE OUT AND MARK ITEMS ESTABLISHED
BY THE SITE PLAN. CONTROL POINTS SHALL BE PRESERVED AT ALL TIMES DURING THE COURSE OF TH
PROJECT. LACK OF THE PROPER WORKING POINTS AND GRADE STAKES MAY REQUIRE CESSATION OF 01
UNTIL SUCH POINTS AND GRADES HAVE BEEN REPLACED TO THE OWNERS SATISFACTION.
STRUCTURAL FILL:
ALL NEWLY PLACED STRUCTURAL FILL OR BACK FILL SHOULD BE COMPACTED TO NOT LESS THAN 95% OF THE
STANDARD PROCTOR MAXIMUM DRY DENSITY EXCEPT IN THE FINAL FOOT BENEATH PAVEMENT STRUCTURES
WHERE THE REQUIREMENT SHOULD BE INCREASED TO 98% OF THE PROCTOR MAXIMUM DRY
DENSITY. IT IS NOT ANTICIPATED THAT EITHER DIFFICULT EXCAVATION OR GROUND WATER WILL BE ENCOUNTERED
FOR CUT DEPTHS UP TO 15 FEET ON THIS SITE. ALTHOUGH THE SOIL APPEARS TO BE WELL SUITED FOR
REUSE AS STRUCTURAL FILL, IT SHOULD BE RECOGNIZED THAT CLAY SOILS ARE SENSITIVE TO MOISTURE;
AND THEREFORE, IT IS RECOMMENDED THAT EARTHWORK BE PERFORMED DURING THE DRIER
MONTHS OF THE YEAR. THE CONTRACTOR SHOULD BE PREPARED TO MOISTURE CONDITION THE SOILS AS
NECESSARY IN ORDER TO IMPROVE THE EFFICIENCY OF THE COMPACTING OPERATIONS AND EFFORTS.
OFFSTTE BORROW / TRENCH BORROW:
OFFSITE BORROW MATERIAL PLACED ON SITE SHOULD BE LOW PLASTICITY (PI LESS THAN 25 AND LL LESS THAN 50)
AND SHALL BE FREE OF ORGANIC MATERIAL OR DEBRIS PLACE FILL IN 8 TO 10" LOOSE UFTS AND COMPACT TO
95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY, ASTM D698. THE MOISTURE CONTENT OF THE
SOIL SHOULD BE MAINTAINED WITHIN ± 3 PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT
DETERMINED BY THE SAME TEST. OFF -SITE BORROW MATERIAL TO BE OBTAINED FROM A PERMITTED SOURCE.
EXISTING CONDITIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING ALL EXISTING JOB CONDITIONS. ANY ADVERSE CONDITIONS
AFFECTING WORK SHOWN ON THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER FOR
POSSIBLE CLARIFICATION OR RECONCILLATION.
CONSTRUCTION SAFETY:
THESE DRAWINGS DO NOT CONTAIN THE REQUIREMENTS FOR JOB SAFETY. ALL PROVISIONS FOR SAFETY
SHALL BE SOLE RESPONSIBILITY OF THE CONTRACTOR.
"REFER TO ARCHITECTURAL PLANS FOR EXACT BUILDING DIMENSIONS AND FINAL
PLUMBING SIZES AND LOCATIONS.
DATE: PROJECT: 07-335
APRIL 2008 CLIENT CODE: STW
S.T. WOOTEN CONCRETE PLANT #20 DRAWNCADFIL
073355P1
FIELD BOOK:
SCALE: DRAWN BY: CEP
SURVEY BY:
- US HIGHWAY 70 WEST GOLDSBORO, NC - REVISIONSIGETA130ELEV. 04/02/08T8, JB
DENR 05/28/08
DENR 09/30/08
FORK TOWNSHIP
NORTH CAROLINA
PIN # 2680868084
WAYNE COUNTY
ZONE:
SHEET R81A
P:\-CADD\-LANDPROJECTS\STW\07335\dwg\07335REC2.dwg 11/11/2008 9:57:05 AM EST
�Ii. �I i I �' � � �' 111 1 t��iiY1i h u 1✓ 'I('"� 'f(r�� Ti �(� �b1pr

7
TOP / `NALL
EV. = 102'-0"
FINISH GRADE
101'-0" MAX.
CONT. WATER —STOP
_11TOP / SLAB
ELEV.
0
GRAPHIC SCALE
5 10 m
( IN FEET )
1 inch = 10 ft.
0.5, 34._0„
#5 @ 1'-0" O.C.,
EACH WAY
DOWEL AT EACH VERT. — MATCH
SIZE AND SEE SCHED, FOR LAP
• AT TOP / HOOK AT BOTT.
#4 @ 1'-0" O.C., EACH
[—WAY, TOP & BOTT. (TYP.)
5
1F
15'-0"
2.0'
RECYCLE BASIN
GRADE
00.0')
RECYCLED WATERLINES FOR
EQUIPMENT WASHDOWN VIA
YARD HYDRANTS (TYP.)
v
TOP / WALL
ELEV. = 102'—O'
FINISH GRADE-� #5 @ 1'-0" O.C.,
101'-0" MAX. EACH WAY
CONT. WATER —STOP
0
DOWEL AT EACH VERT. — MATCH
SIZE AND SEE SCHED. FOR LAP
AT TOP / HOOK AT BOTT.
#4 @ 1'-0" O.C., EACH
WAY, TOP & BOTT.
PH MONITORING
AND CONTROL
SYSTEM ROOM
FINISH GRADE
101'-0" MAX.
CONT. WATER —STOP
TOP / SLAB _
Y ELEV.= VARIES
o .
General Notes:
I. Design Criteria:
1. Building Code .................................................... 2002 NO State Building Code
2. Design Loads:
a) Slab
Loads..................................................................................................................... H2O
II, Foundations:
1. Foundation design is based on a presumptive allowable soil bearing pressure of
2000 psf.
2. Slab shall bear on 4" of compacted, porous fill. Provide vapor barrier
between porous fill and earth,
III. Structural Concrete:
1. Concrete shall have a minimum 28—day compressive strength of 3000 psi,
unless noted otherwise.
2. Concrete shall be normal —weight and shall have a maximum unit weight of
145 pcf, unless noted otherwise.
3. Reinforcing steel shall conform to ASTM A615, Gr60, including ties and stirrups.
4. Minimum concrete cover shall be as follows, unless noted otherwise:
a) Unformed surfaces in contact with the ground ................................. 3"
b) Formed surfaces exposed to earth or weather .............. I................... 2"
c) Formed surfaces not exposed to earth or weather ........................... 1 1/2"
5. Plumbing, mechanical, and electrical (PME) drawings shall be referred to for
drains, sleeves, outlet boxes, conduit, anchors, etc. The various trades are
responsible for placing their respective items.
IV. Miscellaneous:
1. No opening shall be made in any structural member without written approval
of the Structural —Engineer —of —Record.
2. No change in size or dimension of structural members sholl be made without
written approval of the Structural —Engineer —of —Record.
3. The contractor is responsible for limiting the amount of construction loads
applied to the structural framing. Construction loads shall not exceed the
design capacity of the framing at the time the loads are applied.
4. Do not scale these drawings; use dimensions.
IN
E
TOP
ELEV. = 102'-0"
#5 @ l'—C" O.C.,
EACH WAY
DOWEL AT EA: H VERT. — MATCH
SIZE AND SEE SCHED. FOR AP
AT TOP / HCOK AT BOTT.
#4 @ 1'-0" O.C., EACH
WAY, TOP & BOTT.
1 SEC'—'01�—O"
2 SECTION 3 SECTION
3/4"
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH TELE: [phone]
WILSON, N.C. 27893-1726 FAX: [phone]
V,Py i S B n I EMAIL: info®bartletteng.com
P:\-CADD\-LANDPROJECTS\STW\07335\dwg\07335REC2.dwg 11/11/2008 9:57:05 AM EST
RECYCLE BASIN
DATE: PROJECT: 07-335
APRIL 2008 CLIENT CODE: STW
CADFI LE: 073355P 1
S.T. WOOTEN CONCRETE PLANT 020 1" = 10' FIELD BOOK
DRAWN BY: CEP
SCALE:
SURVEY BY: TB, JB
- US HIGHWAY 70 WEST -
REVISIONS: CETAIL ELEV. 04/02/08
7_NR 09/30/08
LAP SPLICE AND 90° HOOK SCHEDULE
BAR
SIZE
LAP (in,)
90' HOOK
('n')
TOP BARS*
OTHER BARS
#3
22
17
6
#4
29
22
8
#5
36
28
10
* "Top Bars" refers to horizontal reinforcing
placed with more than 12 in. fresh concrete
cast below the reinforcing.
REINFORCING BAR
LAP & HOOK SCHEDULE
4 SECTION
3/4" = 1'-0"
FORK TOWNSHIP
NORTH CAROLINA
PIN # 2680868084
WAYNE COUNTY
ZONE:
SHEET RB2