NCG140413_COMPLETE FILE - HISTORICAL_20140411

STORMWATER DIVISION CODING SHEET
NCG PERMITS
PERMIT NO.
Iv C& (y Q �I
DOC TYPE
.� HISTORICAL FILE
❑ MONITORING REPORTS
DOC DATE
❑ Jul y
YYYYMMDD

ATA
NC®ENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
Mr. Johnie Alexander
Concrete Supply Co., LLC
P.O. Box 5247
Charlotte, NC 28299
Dear Mr. Alexander:
John E. Skvarla, III
Secretary
April 11, 2014
Subject: NPDES General Permit NCG 140000
Certificates of Coverage —See attached list
Concrete Supply Co., LLC
Formerly Concrete Supply Co.
Counties - Multiple
Division personnel received your request to revise your stormwater permit Certificates of
Coverage to accurately reflect your new company and/or facility name.
Please find enclosed the revised Certificates of Coverage for the 17 facilities that changed
ownership from Concrete Supply Co to Concrete Supply Co., LLC. The terms and conditions
contained in the General Permit remain unchanged and in full effect. These revised Certificates
of Coverage are issued under the requirements of North Carolina General Statutes 143-215.1
and the Memorandum of Agreement between North Carolina and the U.S. Environmental
Protection Agency.
If you have any questions or need further information, please contact the Stormwater Permitting
Program at [phone].
Sincerely,
ORIGINAL SIGNED B)
KEN PICKLE
for Tracy E. Davis, P.E., CPM, Director
Division of Energy, Mineral and Land Resources
cc: Mooresville RO, Z. Khan; Winston-Salem RO, M. Gantt (NCG140358)
Stormwater Permitting Program Files
Deborah Reese, DEMLR Budget Office — please update billing info
Central Files
Mecklenburg County DEP, Water Quality, 700 N. Tryon Street, Charlotte, NC 28202
Division of Energy, Mineral, and Land Resources
Energy Section • Geological Survey Section • Land Quality Section
1612 Mail Service Center, Raleigh, North Carolina 27699-1612.919-707-9200 I FAX: [phone]
512 North Salisbury Street, Raleigh, North Carolina 27604 • Internet: http://portal,ncdenr.00twc� ebllr/
An Equal Opportunity !Affirmative Action Employer — 50% Recycled 110% Past Consumer Paper

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL, AND LAND RESOURCES
GENERAL PERMIT NO. NCG140000
CERTIFICATE OF COVERAGE No. NCG140413
STORMWATER 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,
Concrete Supply Co., LLC
i09!!!;e9a a 7� tiV- ant/ X'Qp
is hereby authorized to discharAgptormwater #rom alacilrty located at *IA11¢.
Concrete Supply Co. — Kings Mountain Plant
110 Holiday Inn Drive
Kings Mountain
Cleveland County
to receiving waters designated as unnamed tributary to Kings Creek, a class C water in the Broad
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 April 11, 2014,
This Certificate of Coverage shall remain in effect for the duration of the General Permit.
Signed this day April 11, 2014
for Tracy E. Davis, P.E., Director
Division of Energy, Mineral, and Land Resources
By the Authority of the Environmental Management Commission

CONCRETE SUPPLY CO. PLANT PERMITS
Expirm
NORTH PLANT Water: NCG140041 6/30/2016
,,3823 Raleigh Street
Charlotte, NC 28206
Mecklenburg County
Plant Manager - Nathan Hall
704-353-2025
SOUTH PLANT
✓400 Minuet Lane
Charlotte, NC 2B210
Mecklenburg County
Batcher - Mark Landers
704-309-4434
WEST PLANT (IDLE)
3030 West Trade Street
Charlotte, NC 28208
Mecklenburg County
Batcher - Mark Landers
704-309-4434
MATTHEWS PLANT
�440 Seaboard Drive
Matthews, NC 28104-5073
Union County
Plant Manager - Tim Williams
704-201-1779
CROFT PLANT
�6528 Lakeview Road
✓ Croft, NC 28213
Mecklenburg County
Plant Manager - Russel Shepherd
704-309-4371
MONROE PLANT
1109 N. Sutherland.,
Monroe, NC 28110
Union County
Plant Manager - Tim Williams
704-201-1779
ARROWOOD PLANT
J 12148 Nations Ford Road
Charlotte, NC 2B210
Plant Manager - Reed Annas
704-309-4368
Water: NCG140043 6/30/2016
Water: NCG140054 6/30/2016
Water: NCG140039 6/30/2016
Water: NCG140053 6/30/2016
Water: NCG140241 6/30/2016 y
Water: NCG140246 6/30/2016
/ , l

CONCRETE SUPPLY CO. PLANT PERMITS
EX ires:
MOORESVILLE PLANT `
123 Haney Way Water: NCG140335 6/30/2016
,/Mooresville, NC 28115
Iredell County
Plant Manager - Russel Shepherd
704-799-9301
ALBEMAP-LE PLANT
116 Aquadale Rd.
Albemarle, NC 28001
Stanly County
Leadman - Tim Eatman
704-982-9888
CONCORD PLANT
470 McGill Avenue, N.W.
,Concord, NC 28027
Leadman - Walt Brown
Cabarrus County
704-377-6027
KANNAPOLIS PLANT (IDLE)
'461 Linda Avenue
{annapolis, NC 28081
•Rowan County
Plant Manager - Marcus King
980-253-0156
SALISBURY PLANT
1833 Jake Alexander Blvd.
P. O. Box 1045
Salisbury, NC 28144
Rowan County
Leadman - Mike Roach
704-636-1642
MOCKSVILLE PLANT
215 Industrial
Mocksville, NC 27028
Davie County
Plant Manager - Marcus King
980-253-0156
I
Water: NCG140013 6/30/2016
Water: NCG140040 6/30/2016
i
Water: 14CG140044 6/30/2016
Water: NCG140049 6/30/20164
WaterrJ�NCG14_}0238 6/30/2016
y Ct�C.fr.�+�e� :Y�[1!}R. tJGlrlY•D358 .

CONCRETE SUPPLY CO. PLANT PERAUTS
Expires
GASTONIA PLANT
201 N. Hartman Rd. Water: NCG140051 6/30/2016
Dallas, NC 28052 „
Leadman - Gus Segura
704-309-5010
KINGS MOUNTAIN PLANT
110 Holiday Inn Dr.
vKings Mountain, NC 28086
Cleveland County
Leadman - Gus Segura
704--309-5010
SHELBY PLANT
200 West Graham St.
Shelby, NC 28150
Cleveland County
Batcher - Danny Bridges
704-4b7-8466
LINCOLNTON PLANT
831 . Madison St.
Lincolnton, NC 28092
Lincoln County
Leadman - Robert Richard
704-735-7384
i
Water: NCG140413 6/30/2016
Water: NCG140050 6/30/2016 J
Water: NCG140046 6/30/2016 'f✓

CONGAEiE'.
suP�rr.
October 11, 2013
Re: Name/Ownership change
Mr. Ken Pickle
NCDENR/DEMLR
Stormwater Permitting Program
1612 Mail Service Center
Raleigh, NC 27699-1617
Dear Mr. Pickle,
6��c re�e E Lqp� (6-
C ,,,Crr Stepp Ca . 4 b C
I am writing to inform you that the plants operated under Concrete Supply Co will be
operated under Concrete Supply Co., LLC effective September 23, 2013. The new Tax
I.D. (If needed) is 46-2026923. The operation, management, and contacts will be exactly
the same as preciously under Concrete Supply Co. Attached is a list of the affected sites
with C.O,C numbers.
If you have any further questions, please contact Johnie Alexander @ 704-372-2930.
Regard
Johnie Alexander
Environmental Manager
Concrete Supply Company Co., LLC
R

EXECUTION VERSION
ASSET AND CAPITAL CONTRIBUTION AGREEMENT
THIS ASSET AND CAPITAL CONTRIBUTION AGREEMENT (this "Agreement") is
made and entered into this Yday of September, 2013, by and among Concrete Supply Co., allorth
Carolina corporation ("CSC"), CEMEX Construction Materials Atlantic, LLC, a Delaware limited
liability company ("CEMEX"), and Conmex Joint Venture, LLC, a North Carolina limited liability
company (the "Company").
W-I-T-N-E-S-S-E-T-H :
WHEREAS, CSC is currently the sole member of the Company; and
WHEREAS, CSC and CEMEX have agreed to each make an asset and capital contribution
(the "Contribution") to the Company pursuant to terms contained herein; and
WHEREAS, subsequent to the Contribution, the Company will own and operate the CSC
Assets and the CEMEX Assets, both of which terms are defined below, in connection with the
business of producing and selling ready -mix concrete;
NOW, THEREFORE, in consideration of the mutual promises, covenants and agreements
contained herein, the receipt, adequacy and sufficiency of which are hereby acknowledged, CSC,
CEMEX and the Company hereby agree as follows:
ARTICLE I
TRANSFER OF ASSETS
1.1 Assets To Be Contributed By CSC. Subject to the terms hereinafter set forth,
CSC hereby transfers, conveys, assigns and delivers, and agrees to cause each of its Affiliates (as
defined herein) to transfer, convey, assign and deliver, to the Company those assets or leasehold
interests in leased assets described on Schedule 1.1(a) which are currently owned or leased by CSC
or any of its Affiliates and used or intended for use primarily in the production, sale and distribution
of ready -mix concrete in North Carolinaand South Carolina, or which are being utilized or operated
by CSC or any of its Affiliates primarily at its ready -mix concrete business locations in North
Carolina and South Carolina (the "CSC Assets"), and the business associated with said assets (the
"CSC Business"). The CSC Assets include, without limitation, (i) the owned real property
contributed by CSC set forth on Schedule 1.1(a)(i) (the "CSC Owned Real Property"), (ii) the leased
real property contributed by CSC set forth on Schedule 1.1(a)(ii) (the "CSC Leased Real Property"),
and (iii) the insurance policies contributed by CSC set forth on Schedule 1.1(a)(iii) (the "CSC
Insurance Policies'). The CSC Owned Real Property and CSC Leased Real Property are referred to
collectively sometimes herein as the "CSC Real Proaertv." Notwithstanding the foregoing, the
assets, properties and rights described on Schedule 1.1(b) (the "Retained CSC Assets"), including,
without limitation, the owned real property listed on Schedule 1.1(b)(i) (the "Retained CSC Owned
Real Property") and the leased real property listed on Schedule 1.1(b)(ii) (the "Retained CSC Leased
Real Pro a "), shall not be transferred, conveyed, assigned or delivered to the Company under this
Agreement.
1/2436371.18

IN WITNESS WHEREOF, thisAgreementexecuted on the day ant year first
above written.
CONCRETE SUPPLY CO.
By: IL--. e—
-
Nam
Its: i
CEMEX CONSTRUCTION MATERIALS
ATLANTIC, LLC
By:..._.
Name:
Its:
CONMEX JOINT VENTURE, LLC
By:
IM: Mevk-w F
5.9:

above written.
IN WITNESS WHEREOF, this Agreement executed on the day and year first
CONCRETE SUPPLY CO.
BY
Name:
Its:
CEMEX CONSTRUCTION MATERIALS
ATLANTInLBy:
Name: w lti�1.t ry o
Its: art OC1-1,
CONMEX JOINT VENTURE, LLC
By:
Name:
Its:
t/2435371.18 59

Johnie Alexander
From:
Pickle, Ken <[e-mail]>
Sent:
Saturday, October 12, 2013 11:14 AM
To:
Johnie Alexander
Cc:
Bennett, Bradley; Georgoullas, Bethany
Subject:
RE: JV SW Change
AttachmerttS:
NPDES-Name-Owner-Change-20120423-DWQ-SPU.doc
Hi Johnie,
Yes, this letter is fine, it's all we need in a transmittal letter.
So, the package to us would be this transmittal letter, a few pages from the Joint Venture agreement previously
reviewed, our Name/Ownership form, and the referenced list of facilities with each one's_COC number noted.
I've attached our Name/Ownership Change form and I have stepped through it trying to see how little effort you might
be able to invest in it. See attached for my idea on minimum required input. This form will go to an admin person to key
into the database, and although the form is repetitive to a pretty large degree compared to the communications that
you and I have had, I still think the form serves to reduce our time invested in revising our database to record the
transfer.
Ken
Ken Pickle
Environmental Engineer
NCDENR I DEMLR I Stormwater Permitting Program
1612 Mail Service Center, Raleigh, NC 27699-1612
S12 N. Salisbury St, Raleigh, NC 27604
Phone: [phone]
Fax: [phone]
Email: ken pickle* ncdenr_go_v
Website: http://portal.ncdenr.org/web/ir/stormwater
** Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be
disclosed to third parties unless the content is exempt by statute or other regulations.**
From: Johnie Alexander f maiIto: job [e-mail]]
Sent: Friday, October 11, 2013 2:12 PM
To: Pickle, Ken
Subject: JV SW Change
Ken, will this work as far as the letter is concerned, I did not attach the plants.

Johnie
Johnie Alexander, LEED GA
Environmental Manager
Concrete Supply Co.
Office: 704-372-2930
Cell: 704-309-8738
Please consider the environment before printing this e-mail

Division of Water Quality / Surface Water Protection
r
National Pollutant Discharge Elimination System
NCDENK
"°""'°"'"DNArun"Fbmc r PERMIT NAME/OWNERSHIP CHANGE FORM
Er�virioHH[xr u+o NRvnn� R[s°ukces
FOR AGENCY USE ONLY
Date Received
Year Munth
Dey
L Please enter the permit number for which the change is requested.
NPDES Permit
(or) Certificate of Coverage
N C S 0
N C 10
II. Permit status priior to requested change.
Numerous COC, See Attachment
a. Permit issued to (company name):
Concrete Supply Co.
b. Person legally responsible for permit:
_
Henry Batten
First MI Last
President
Title
P.O, Box 5247
Permit Holder Mailing Address
Charlotte NC 28299
city state Zip
[phone] [phone]
Phone Fax
c. Facility name (discharge):
Numerous Facilities, Sec Attachment
d. Facility address:
Numerous
Address
Numerous NC
City State Zip
c. Facility contact person:
Johnie Alexander [phone]
First / MI / Lust Phone
III. Please provide the following for the requested change (revised permit).
a. Request for change is a result of:
® Change in ownership of the facility
❑ Name change of the facility or owner
If other please explain: Joint Venture effectively establishing change in ownership.
b. Permit issued to (company name):
Concrete_ Supply Co., LLC
c. Person legally responsible for permit:
Henry Batten
First Ml _ T Last
President
Title
F.O. Box 5247
Permit Holder Mailing Address
Charlotte NC 28299
city State Zip
[phone] Henry.BattenpConcreteSupplyCo.com
Phone E-mail Address
d. Facility name (discharge):
Unchanged
e. Facility address:
Unchanged
Address
City State Zip
f. Facility contact person:
Unchanged
First MY Last
Phone E-mail Address

NPDES PERMIT NAME/OWNERSHIP CHANGE FORM
Page 2 of 2
W. Permit contact information (if different from the person legally responsible for the permit)
Permit contact: T J4, h irfl t7(� j
First MI Last
�nc1; res l ;" �c✓Z i� 1 /t?�;z.
/� Title
d V1
%% Mailing Address
City State Zip
,� 7 �'i � � ��� '� `i 7l: .��n rL,• I7� [ h-'�<'� �}%Cai Rtr�� ��; +"���. G
Phone E-mail Address
V. Will the permitted facility continue to conduct the same industrial activities conducted prior
to this ownership or name change?
® Yes - i'u 6, -) �,
❑ No (please explain)
Required Items: THIS APPLICATION WILL BE RETURNED UNPROCESSED IF ITEMS
VL
ARE INCOMPLETE OR MISSING:
❑ This completed application is required for both name change and/or ownership change
requests.
® Legal documentation of the transfer of ownership (such as relevant pages of a contract deed,
or a bill of sale) is required for an ownership change request. Articles of incorporation are
not sufficient for an ownership change.
The certifications below must be completed and signed by both the permit holder prior to the change, and
the new applicant in the case of an ownership change request. For a name change request, the signed
Applicant's Certification is sufficient.
PERMITTEE CERTIFICATION (Permit holder prior to ownership change):
1, , attest that this application for a name/ownership change has been reviewed and is accurate and
complete to the best of my knowledge. 1 understand that if all required parts of this application are not
completed and that if all required supporting information is not included, this application package will be
returned as incomplete.
Signature
APPLICANT CERTIFICATION
Date
I, Henry Batten, attest that this application for a name/ownership change has been reviewed and is accurate
and complete to the best of my.knowledge. I understand that if all required parts of this application are not
completed and that if all required supporting information is not included, this application package will be
returned as incomplete.
lL 1 ~' 10/11/13
Signature Date
PLEASE SEND THE COMPLETE APPLICATION PACKAGE TO:
Division of Water Quality
Surface Water Protection Section
1617 Mail Service Center
Raleigh, North Carolina 27699-1617

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
October 7, 2011
Mr. Henry Batten, President
Concrete Supply Co
P.O. Box 5247
Charlotte, NC 28299
Subject: General Permit No. NCG 140000
Dee Freeman
Secretary
Concrete Supply Co — Kings Mountain Plant
COC NCG 140413
Cleveland County
Dear Mr. Batten:
In accordance with your application for a discharge permit received on October 3, 2011,
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 treatment facilities has been issued concurrently with
this COC. The Mooresville Regional Office 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 either in writing or by phone 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
Wetlands and Storm .�vater Branch
1617 Mail Service C::nter, Ralegh, North Carotin ,a 2769P617
Ln :ation: 512 N. SO,;bUry St 'taleigh, North Carolina 27=:)4
Phow 919-807-61 31 FAX: 9IM07-6494 S CustamerS-vice: 1.877.623-'_743
Iniernet: www.ncwaterquality.c,,y
An Equal Opporlunily�. Affirmative action Employe;
No fihCarolina
Aatmrallt

Mr. Henry Batten
Concrete Supply Co, Concrete Supply Co — Kings Mountain Plant
NCG140413
October 7, 2011
certification (attached) to the Stormwater Permitting Unit, 1617 Mail Service Center, Raleigh,
NC 27699-1617.
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 1 SA NCAC 21-I .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 Jennifer Jones at telephone number [phone].
Sincerely,
OPJGINAL SIGNED M
KEN PIC
for ColeenIE Sullins
CC.' Mooresville Regional Office, Rob Krebs, Samar Bou-Ghazale
Central Files
Stormwater Permitting Unit Files
Mr. C. Pakala, P.E., (electronic copy)
enclosure

Mr. Henry Batten
Concrete Supply Co, Concrete Supply Co — Kings Mountain Plant
NCG 140413
October 7, 2011
certification (attached) to the Stormwater Permitting Unit, 1617 Mail Service Center, Raleigh,
NC 27699-1617.
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
Permitee 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 Jennifer .tones at telephone number [phone].
Sincerely,
ORIGINAL. SIGNED
KEN PICK
for Coleen Sullins
cc: Mooresville Regional Office, Rob Krebs, Samar Bou-Ghazale
Central Files
Stormwater Permitting Unit Files
Mr. C. Pakala, P.E., (electronic copy)
enclosure

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
GENERAL PERMIT NO. NCG140000
CERTIFICATE OF COVERAGE No. NCG140413
STORMWATER PROCESS WATER DISCHARGES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-21 5.1, other lawful
standards and regulations promulgated and adopted by the North Carolina Environmental
Management Commission, and the Federal Water Pollution Control Act, as amended,
Concrete Supply Co.
is hereby authorized to discharge stormwater and to construct and operate a process wastewater
treatment system, and is hereby authorized to discharge process wastewater from a facility
located at:
Concrete Supply Co — Kings Mountain Plant
10 Holiday Inn Drive
Kings Mountain
Cleveland County
to receiving waters designated as a UT to Kings Creek, a class C water in the Broad River Basin,
in accordance with the effluent limitations, monitoring requirements, and other conditions set
forth in Parts I, 11, III, IV, V, and VI of General Permit No. NCG140000 as attached.
This certificate of coverage shall become effective October 7, 2011.
This Certificate of Coverage shall remain in effect for the duration of the General Permit.
Signed this day October 7, 2011.
pR1G1NAti-Ply B�
fuj• Coleen 1-1. Sullins, Director
Division of Water Quality
By the Authority of the Environmental Management Commission

Mr. Henry Batten
Concrete Supply Co, Concrete Supply Co — Kings Mountain Plant
NCc 140413
October 7. 2011
Engineer's Certification (COC No. NCG140413)
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, fir the
Project Marne LocaGron
Permittee hereby state that, to the best of my abilities, due care and diligence was used in the
observation of the following installations:
• Consttruction of a process wastewater recycle system at the Concrete Supply Co -- Kings
Mountain Plant site.
I certify that the construction of the above referenced project ,vas observed to be built within
substantial compliance and intent of the approved plans and specifications.
Signature
Date
Registration No.
Mail this Certification to: Stormwater Permitting Unit
NC Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617

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Concrete Supply Co
Concrete Supply - Kings Mountain Plani
Kings Mountain,, NC
Latitude: 350 13' 34" N
Longitude: 811 20' 17" W
County: Cleveland
Receiving Stream: UT ',.o Kings Creek
Stream Clals: C
Sub-ba!Jn: 03-08-05 (Ljrnad P.iver Basin')
Facility Location
0

September 29, 2011
Ms. Jennifer Jones, Environmental Engineer II
NC DENR — Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, North Carolina 27669-1617
Re: Permit Application for Authorization -to -Construct (A to C) a Proposed
Process / Stormwater Recycling System for Kings Mountain Concrete Plant
Concrete Supply — Kings Mountain Plant
110 Holiday Inn Dr.
Kings Mountain, Cleveland County, North Carolina 28086
CPEES Proiect No. 1129-002
NPDES General Permit No.: NCG140000
Certificate of Coverage: Not issued yet
Dear Ms. Jones:
Concrete Supply is pleased to resubmit the attached Authorization -to -Construct (A to C) permit
request report along with construction drawings for the Proposed Process / Stormwater Recycling
System for Concrete Supply — Kings Mountain Concrete Plant located in Kings Mountain, North
Carolina as your comments. The A to C Report includes:
• NEW NC DENR NPDES General Permit Application NCG140000;
• Check for $100 made payable to NC DENR;
• Site map showing the delineation of drainage area contributing to the process
wastewater;
• Site layout map showing the proposed location of the process / stormwater recycling
system;
• 10 yr 24-hr stormwater runoff calculations;
• Detailed design, construction drawings along with construction specifications for the
proposed process and stormwater recycling system;
• Site Location Map;
Concrete Supply sincerely appreciates your cooperation and progress of this project. Please call
me at 704-309-8738 or Mr. Chuck Pakala of CP) ES at 704-541-4042 if you have any questions
or comments on this permit request.
Respectfully submitted,
Johnie Alexander
Environmental Manager
Attachments: A to C Permit Application Package
ly=1i_

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Permit Application for Authorization to
Construct (A to Q a Process I Stormwater
Recycling system
NPDES General Permit No.: NCG140000
Certificate of Coverage: Not Issued Yet
Prepared for:
Concrete Sur pyCy- Xings N ouyr tain Plant
110 Holiday Inn Dr.
Kings Mountain, Cleveland County, North Carolina 28086
CPEES Project No. 1129-002
September 29, 2011
Prepared by:
Chalam Pakala Engineering and Environmental Solutions
10017 Allyson Park Dr.,
Charlotte, North Carolina 28277
Tel [phone] / Fax: [phone]
Email: cvpakala(@carolina.rr.com

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Permit Application for Authorization to Construct
(A to Q a Process /Stormwater Recycling system
Concrete Supply— Kings Mountain Plant
Kings Mountain, North Carolina
NPDES General Permit No.: NCG140000
Certificate of Coverage: Not issued yet
TABLE OF CONTENTS
1.0 FACILITY DESCRIPTION..............................................................................................1
2.0 FACILITY OPERATIONS................................................................................................1
3.0 PROCESS WASHWATER CALCULATIONS..............................................................2
4.0 STORMWATER RUNOFF CALCULATIONS FOR A 10 YEAR AND 24-HR RAIN
EVENT.......................................................................................................................................3
5.0 STORMWATER / PROCESS WASHWATER RECYCLE SYSTEM DESIGN AND
CONSTRUCTIONDETAILS.................................................................................................4
6.0 TSS, SS and pH CONCENTRATION IN THE WASHWATER EFFLUENT ............5
7.0 WATER BALANCE CALCULATIONS..........................................................................8
8.0 A to C CONSTRUCTION PERMIT APPLICATION....................................................8
TABLES
Table 1: Runoff Volume Calculations for a 10 yr, 24-hr Storm Event & TSS, SS and pH
Calculations for the Washwater Effluent
FIGURES
Figure 1: Site Location Map
Figure 2: Aerial View of Surrounding Properties around the Kings Mountain Plant
Figure 3: Site Layout Map - Proposed Location of Process Washwater 1 Stormwater Recycle
System
Figure 4: Process Washwater and Stormwater Recycle System Construction Details
ATTACHMENTS
Attachment A: Runoff Volume and Weir Design Calculations with Backup
Attachment B: NC DENR — Division of Water Quality Stream Classification Table for
Cleveland County
Attachment C: Stokes Law for Particle Settling & Other Literature
CP Engineering and Environmental Solutions i A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cv akala carolina.rr.com 110 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, NC 28086

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Permit Application for Authorization to Construct
(A to Q a Process I Stormwater Recycling System
Concrete Supply— Kings Mountain Plant
Kings Mountain, North Carolina
NPDES General Permit No.: NCG140000
Certificate of Coverage: Not Yet Issued
1.0 FACILITY DESCRIPTION
Concrete Supply -Kings Mountain Plant located at 110 Holiday Inn Dr., Kings Mountain,
Cleveland County, North Carolina, is a dry batch ready mix concrete plant for commercial
supply. The primary Standard Industrial Classification (SIC Code) for the facility is 3273
(Ready Mixed Concrete). The approximate location of the facility on a US Geological Survey
Map is provided on Fi ure 1. The geographic site location can also be given as 35' 13' 33.6"
North Latitude and 81 20' 16.2" West Longitude. The subject facility is surrounded by
commercial, quarry mining and residential areas and stormwater from the facility drains to
couple of Industrial Waste Ponds located southwest of the property. The stormwater from
Industrial Waste Ponds flows to Kings Creek and eventually to Broad River. The details of
surrounding properties are displayed on an Aerial Map, Figure 2, attached with this report.
The Kings Mountain Plant occupies approximately 4.11 acres of land. However,
approximately 0.63 acres of area will be used in the stormwater drainage calculations for
washwater/recycle operations. Stormwater from this property flows to the Industrial Ponds
and from the Industrial Ponds to Kings Creek located on the southwest property, Figure I .
The stormwater from Kings Creek flows to Broad River located south of the site. Based on
my review with NC Division of Water Quality web site, it is our understanding that the Kings
Creek is classified as Class C (see attached table obtained from NC DENR — Division of
Water Quality Section web site for details -Attachment B). The stormwater from the facility is
carried to the Industrial Ponds via swales and sheet flow. The Kings Mountain Plant will
consist of an office trailer, a ready mix concrete mobile plant, two cement pigs (storage
containers), water tanks, storage areas for stone and sand, and a concrete truck drum wash
area. Kings Mountain Plant will have approximately 8 to 12 trucks and operates 10 hrs/day, 5
days/wk and 30 to 50 wks/year, depending upon the weather and business conditions.
2.0 FACILITY OPERATIONS
The facility operations will include: a dry batch concrete mobile plant, cement storage pigs,
sand and stone storage areas with limited water sprinkler system (taken into process water
consideration) and a truck washing area.
CP Engineering and Environmental Solutions i A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: c.Mkalancarolina.rr.com I10 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, NC 28086

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Based on the request from the user, typical operations from this plant include: loading the
sand, gravel, and cement into a weigh scale which drops the dry mix into cement trucks as a
dry batch concrete mix.
The loaded cement truck with concrete mix will be brought to a truck washing area for a
surficial wash before it goes out for the delivery. Occasionally, any left over concrete in the
concrete drum will be either used in making blocks or washed of at the plant in a truck
washing bay. Thus, process water will be generated at the plant for either recycling or
disposal. Based on our understanding of the facility operations, wash chemicals are located
near the wash pit area to collect any potential spills from these storage vessels. The oil
storage tank was kept far away from the pits and necessary secondary containment shall be
placed to prevent the migration of potential spills from the tank reaching the pits. Therefore,
CPEES believe no oily water or stormwater contaminated with chemicals will be released to
the environment from the facility.
The facility has not applied for a NPDES General Permit (NCG140000) in the past and
therefore, applying now to obtain the NPDES permit and be complaint with the State Division
of Water Quality regulation. To meet the NPDES General Stormwater Permit requirements, a
Stormwater Pollution Prevention Plan (SWPP Plan) with Best Management Practices for
potential stormwater pollutant sources shall be prepared and implemented at the site.
All truck drums and drum chutes will be washed at the end of the day before parked for good.
Therefore, the locations where process washwater will be generated at the plant are:
• Surficial cleaning of the drum before leaving the site,
• Cement drum washing if left -over concrete is brought back to the plant;
• Drum and drum chutes cleaning at the end of the day; and
• General stormwater from the plant area and the stone storage bay.
3.0 PROCESS WASHWATER CALCULATIONS
Based on our discussions with the Kings Mountain Plant Manager, it is our understanding that
approximately 10 to 40 batches per day will be completed in the summer time and 10 batches
per day will be completed in the winter time using 12 trucks. Approximately 5 to 10 gals of
water will be used for surficial washing of the truck per batch. Approximately 5 to 10 gals of
water will be used to wash drum chutes per truck per day at the end of the day. Approximately
200 gals per day per drum will be used to wash at the end of the day.
CP Engineering and Environmental Solutions 2 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cvnakala(a�caroling. rr.com 110 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, NC 28086

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Description of Operation
Unit
Total
# Trucks worst -case
trucks
12
# Batches per day using 12 trucks
worst -case scenario -summer time
Batches
40
Surficial cleaning
10gals/batch
400
Chute cleaning at the end of the day
10gals/truck
120
Drum cleaning at the end of the day
200gals/truck
2,400
Leftover concrete washing from the drum 5 batches
Total(gals/day)
2,920
4.0 STORMWATER RUNOFF CALCULATIONS FOR A 10 YEAR AND
24-HR RAIN EVENT
According NC DENR-Division of Water Quality NPDES General Stormwater Permit
requirements, wastewater treatment per 15A NCAC 2H .0203 and all wastewater discharges
must meet a total suspended solids (TSS) limit of 30 mg/l, a settleable solids (SS) limit of 5
mg/l, and pH between 6-9 SU or must demonstrate that the recycle system has sufficient
capacity to contain 10-year, 24-hr rainfall event plus one foot of freeboard under the design
operating conditions.
To obtain an economic and workable solution to the proposed recycling system design, the
truck washing operations and process washwater generating points are all brought to one
location to reduce the drainage area for 10-yr, 24-hr calculations. Approximately 27,443 sq ft
or 0.63 acres of area including the small area for gravel washing is expected to contribute to
the process washwater from the facility (Figure 3). All washing operations beyond this
designated area are prohibited at the facility and the drivers will be trained to adhere to this
new policy for meeting the Stormwater regulations. CPEES has performed stormwater
calculations for a 10-yr, 24-hr rain event for 0.63 acres and approximately 7,707 cubic feet
(cft) of runoff capacity is required to hold the designed rain event. The runoff volume and
weir design calculations are provided in Attachment A.
Please note, during a rain event, no plant operations will be conducted. Therefore, no
washwater is accounted for in the proposed recycle system design when 10-yr, 24-hr rain
event for stormwater is considered.
CP Engineering and Environmental Solutions 3 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cvnakala(alcarolina.rr.com 110 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, NC 28086

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5.0 STORMWATER / PROCESS WASHWATER RECYCLE SYSTEM
DESIGN AND CONSTRUCTION DETAILS
The proposed recycle system is designed to capture all process washwater and stormwater
from a 10-yr, 24-hr rainfall event from the subject plant wash areas. The recycle system is
designed to hold entire runoff amount from the designed storm event. The approximate
drainage area involved in the process washwaterlstormwater is estimated to be 0.63 acres
(Figure 3). The 10 year, 24-hr runoff volume from this drainage area is estimated to be 7.707�-'
cft. A recycle system designed for the estimated runoff is a four pit system (3 pits + 1 truck
wash pit) with a drying bed for the waste materials removed from the pit (Figure 3). _The -total
volume of Pit #3•was designed to be sufficient to hold the entire 10 year, 24-hr run off
volume. The process washwater/stormwater held in truck wash pit and Pit #1 and Pit #2
would be additional storage beyond the designed storm event capacity. Please note Concrete
Supply strives very hard to control and mitigate migration of any contaminated stormwater
from the facility to the waters of US. Appropriate slopeslberms/walls are proposed to isolate
the 0.63 acres of drainage area for the washwater/stormwater recycling operations (Figure 3).
Of all the four pits in the recycling system, three are sloped at the entrance in order for a
front-end loader to go into the pit for a periodic cleanup. However, a berm or a_slope away
from the pit entrance is placed in front of the pits (Pit # Land #2) in order to divert the
wastewater entry into these pits. The third pit is a rectangular pit (Pit #3) and no
washwater/process water will enter this pit from the drainage area. The cross -sectional and
construction details of these pits are shown on Figure 4.
CPEES designed a pit sludge storage area next to the truck washing operations in order to
control stormwater flow that is in contact with the pit sludge. The slopes of the truck washing
operations and the pit sludge storage area are directed toward the truck wash pit of the four pit
recycling system in order to control and mitigate migration of stormwater contamination from
the washing operations.
The location of the recycling system along with stormwater flow directions and wash areas
are displayed on Figure 3. The construction details for the recycling system are displayed on
Figure 4. The 10 year, 24-hr stormwater runoff calculations are provided in Table 1 of this
report.
A sump pump with a switch will be provided to pump water from Pit #3 and may be from Pit
42, as required, either to the plant or to the truck washing operations. This would help empty
the Pit #3 and #2 to accommodate any possible rain event.
CP Engineering and Environmental Solutions 4 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: ypakala a,carolina.rr.com 110 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, NC 28086

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6.0 TSS, SS and pH CONCENTRATION IN THE WASHWATER
EFFLUENT
The calculations provided in the following paragraphs assume the following conservative
assumptions.
i. Particles are spheres (no consideration for flaky particles)
ii. Reynolds Number < 0.3 — Laminar flow
iii. Hydration effect on the particle settling is not considered
iv. No agglomeration/compaction is considered in the settling
v. Particles are discretely settling
vi. The concrete that runs into the pits are already hydrated and certain
bonding has taken place between the particles and the diameters of the
particles have changed. Therefore, discrete particle settling of a fresh
cement Particle Size Distribution is a very very conservative estimate
a 0- Vh
L
VC
Q Z
sludge layer
path of smallest
consistently settled
particle
9
Please note the notation given in the above picture is not the same as described in the following text but
the concepts are the same
jj Particies settling: The settling velocity could be calculated using the Stokes Law.
t g(ft )Dz ft Z p' Pz
( lb
Settling Velocity: vS f
secz
(sec) lb
1$µ
ft - sec
i. Gravity, g=32.2 ft/secz
ii. Diameter of Particle, D
l . Cement, D=4.92.5ft [NOTE: This is equal to 15 microns. (1
micron=3.28e-6 ft).]
2. Note: Can consult ASTM Study on Particle Size Distribution for
Portland Cement (2004 NIST Publication) for average PSD for this
material.
iii. Density of Settling Material, P1=200 Ib/ft3
iv. Density of Water, P2=62.4 Ib/ft3 (1000kg/m3)
v. Viscosity of water, µ=5.98* 10-4 lb/ft-sec (0.00089 pa.$) (this is temperature -
dependent so you may see slightly different values in applications)
CP Engineering and Environmental Solutions 5 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cvpakakCa carolina.rr.com I10 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, NC 28086

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11 I I •' 1, . , III ' I
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l
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sec
i. Settling Depth, d_,1& ' Average depth of the settling basin for the design (ft)
Settling velocities are calculated for various sizes of cement particles (fresh cement) and are
tabulated in Section of the calculations sheet. The Stokes Law Explanation and Settling
Chamber design principles are provided in Attachment C.
2) Non -rain Amounts Calculations.
We estimate approximately 25 to 40 batches would be produced per day at the proposed site.
The lowest number of batches per day produced is estimated to be in the winter season. Once
the truck is loaded, the truck goes through a surfacial cleaning before heads out to the
delivery. No concrete is washed in the surfacial cleaning and only dust would be rinsed off.
At the end of the day, the drum and the concrete chute would be cleaned before keeping the
vehicle in the yard for the next day usage. Concrete Supply is very particular no to waste the
returned concrete and wash in the pits. If any concrete is brought back from the site, it would
be used for aiming cement blocks for reuse. Therefore, the left over concrete going into the
pit system would be very minimal.
The washwater generated is called non -rain water and it would combined with storm event
flow to designate as Q combined and used in the detention time calculations. The calculation
worksheet presented in the attachment is very self explanatory.
3) Detention Time/Critical Velocity:
In a plug flow situation Qin =Qout.
Volume& s i n (ft 3 ) V
(
a. tl),,,.,ion (sec) = 1
3
F1owThrough& sin(see)
f-1
i. Volume of the Basin: The engineer must size the settling basin so that the
detention time is greater than the settling time.
b. Critical velocity (Vc)= H/Detention time of the basin V
C. = QenmbinM/Surface Area of the basin
d• Qcombined = Q10 + non -rain amount (washwater)
4) Particle Settling and Removal
All particles having settling velocity > the critical velocity will be removed where they enter,
but the particles having velocity Vs < Vc will be removed in the proportion Vs/Vc. A mass
CP Engineering and Environmental Solutions 6 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: c_pakala acarolina.rr.com 110 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, NC 28086

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fraction obtained in the literature is used to calculate the fraction of mass removed at each
basin.
Based on the calculations, particle size 1 to 24 microns are estimated to be retained in the
final pit and rest of the particles would be removed in all the three pits combined.
Approximately 76.77% mass fraction is left in the pit #3.
5) TSS and SS Calculations
To calculate the TSS concentration in the Pit #3 effluent we have to made some assumptions.
Concrete supply had decided not to allow their drivers to bring any unused concrete to the
plant. If for any reason concrete is returned, the returned concrete would be used to make the
blocks and thus save the concrete and lessen the contamination in the pits. Therefore, the left
over concrete in the chute and the drum would be very minimal on a daily basis. V
In addition, the mass fraction calculated in the TSS calculations is further reduced going from
Pit # 1 to Pit #2 and from Pit #2 to Pit #3 based on the assumption that the concrete going into
the pits is not fresh cement powder but already hydrated and it had enough time to settle in
these pits.
!Q yH Calculations in the Pit #3 Effluent
pH is a measure of acidity or caustic nature of the any liquid. A simple, working
definition of pH is pH = - log[H+], where [H+] is the hydrogen ion molarity. To obtain the
hydrogen ion molarity from the pH, remember that a logarithm of a number is really just the
exponent when that number is written as a power of ten. The definition of pH solved for
hydrogen ion molarity is then [H+] = 10-pH. For example, the molarity of hydrogen ions in a
pH 5 solution is 10-5 M.
We assume the washwater from concrete truck to be a pH of 14 and in the rain water to be a
pH of 5. Though sometimes, the rain water pH could vary from 3 to 5 depending upon the
area of the rain fall.
Once you know the Hydrogen molarity, a mass balance is taken for the washwater volume
and the corresponding [H] molarity and the rain water volume and the corresponding rain
water [H] molarity divided by the total combined volume to get the combined [H] molarity.
Once we know the final [H] molarity, pH could be calculated by using the definition of pH.
Also, at the site an Erosion and Sediment Control (E&SC) basin for a 10yr and 24 hr storm
event would be constructed as a part of E&SC Plan submitted to the Land Quality. This
proposed sediment basin receives water from a bigger area (2.71 acres) and therefore would
be diluting it further in this area. In addition, the water from the E&SC basin would be
travelling several hundreds of yards before reaching another pond. Therefore, pH would not
be an issue at this site.
CP Engineering and Environmental Solutions 7 A to CPermit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: gMkalancarolina.rr.com 110 Holiday Inn Dr„
Project No. 1129-002 Kings Mountain, NC 28086

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7.0 WATER BALANCE CALCULATIONS
The total flow from I Oyr storm event is calculated to be 7,707 eft or 57,647 gallons.
Typically, the facility operates 40 batches per day and 250 gallons of water per batch (25
gal/yard and 10 yards per batch). Total water used in the plant per day is approximately
10,000 gals. Please note the likelihood of having a Q 10 storm would be greater in summer
than in the winter. Therefore, the approximate average time for the pit water to be recycled in
the plant equals to 6.3 or 7 days. Table 1 shows the calculations for the pit water
recycle/water balance at the plant.
8.0 A to C CONSTRUCTION PERMIT APPLICATION
Based on our consultants' discussions with the State DWQ, it is our understanding that we
need to file a NCG 140000 Notice of Intent (NO[) Form to obtain A to C Permit to construct
the proposed process washwater 1 stormwater recycle system at the Kings Mountain Plant. A
copy of the new NCG 140000 NOI is attached with the A to C Report for an approval.
CP Engineering and Environmental Solutions S A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cvnakalana carolina.rr.com 110 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, NC 28086

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m a PS Directions to 110 Holiday Inn Dr, Kings Mountain, NC
Goo,gle
28086
195 mi - about 3 hours 29 mins
Save trees. Go green! r.
Download Google Maps on your
phoneatgoogle.comlgmrn o
North Carolina Water Resources
512 North Salisbury Street, Raleigh, NC 27604-1187 - [phone]
1. Head southwest on N Salisbury St toward W Lane St
go 0.2 mi
total 0.2 mi
2. Take the 1st right onto W Lane St
go 0.2 mi
10 About 2 mins
total 0.4 mi
3. Turn left onto N Dawson St
go 1.5 mi
About 3 mins
total 2.0 mi
4. Continue straight onto S Saunders St
go 0.6 mi
total 2.6 mi
5. Turn right to merge onto 1-40 W toward Into N
'
go 4.9 mi
About 6 mins
total 7.5 mi
6. Take exit 293 for 1-40IUS-64 WIUS-1 toward Raleigh/Sanford/Wake Forest
go 0.2 mi
total 7.7 mi
7. Keep left at the fork to continue toward US-1 SIUS-64 W
go 0.3 mi
total &0 mi
8. Take exit 293A for US-1 SIUS-64 W toward Sanford/Asheboro
go 0.3 mi
total 8.3 mi
9. Keep left at the fork to continue toward US-1 SIUS-64 W
go 0.3 mi
total 8.6 mi
% Keep left at the fork, follow signs for US-1 SIUS-64 WlApexlSanfordlAsheboro and merge onto US-1 SIUS-64 W
go 3.2 mi
About 3 mins
total 11.8 mi
11. Take exit 98B to merge onto US-64 W toward Pittsboro/Asheboro
go 37.8 mi
64 About 41 mins
total 49.6 mi
12. Turn right to merge onto US-421 N
go 26.0 mi
�21 , About 27 mins
total 75.6 mi
13. Merge onto 1-85 S via the ramp to Winston - SalemlCharlotte
go 119 mi
• About 2 hours 2 mins
total 194 mi
14. Take exit 8 for N Carolina 161 toward Kings Mountain
go 0.3 mi
total 195 mi
15. Turn right onto N Carolina 161 NlYork Rd
go 335 ft
lc�
4
total 195 mi
16. Take the 1 st left
go 69 ft
About 1 min
total 195 mi
17. Turn left onto Holiday Inn Dr
go 194 ft
Destination will be on the right
total 195 mi
110 Holiday Inn Dr, Kings Mountain, NC 28086
i
These directions are for planning purposes only. You may find that construction projects, traffic, weather, or other events may cause conditions to differ from the
map results, and you
should plan your route accordingly. You must obey all signs or notices regarding your route.
Map data 02011 Google
Directions weren't right? Please find your route on meps.gDogle.com and cJick"Report eproblem" at the bottom left

9

TABLES
Table 1: Runoff Volume Calculations for a 10-yr, 24-hr Storm Event
TSS, SS and pH Calculations for the Washwater Effluent

TABLE I
CONCRETE SUPPLY
LCINCS MOUNTAIN - NORTH CAROLiL�I9
Size of a Concrete Recycling System for Process Washwated Stbrmwater for a Ready Mix Concrete Plant
e for a 10yr, 24hr Runoff Volume =
Use SCS Peak Discharge
linage Area =
0.63 alas
or 27,443 sq ft.
vation e:
4 ft
(Obtained from the site topo map)
Igth =
27711
(Obtained from the site topo map)
3 min
(8.03a)
Ipe a
1.4%
85
(8.03b)
Infall =
4.9 inche3
(Ref Fig 8,03j) 10yr-24hr stone event
Infall Intensity (Average Asheville and Charlotte) =
8.25 infir
(8.03f and 8.03g)
noff Depth -
3.37 inches
(Table 8,03c)
Runoff Volume =
Drainage Area x
Runoff Depth
7,707 au ft.
sign Recycle pits to hold =
7,707 cu it
CIA
%. = 3.15
Peak rate of runoff in cubic feet per second (cfs)
C = 0.8
Runoff Coefficient
0,3 - 10 Yr, 24hr Discharge =
Average intensity of Rainfall in inchea/hr for a storm duration-
i = 6.25
fire of concentration (in/hr)
A = 0.63
Drainage area (acres)
e for V*ir for 010 =
3.0 L H 32
0, 3.15
L = 2.5
Length of the weir (ft)
H = 1
Height of the weir (ft)
y flow 3.15 < 3.75
crs Calculated discharge from the weir
ngth of the weir -
2.5 ft
mber of Pita
3
pactty of pits
Pits 1 and 2 Each (flat Area Volume)
L a 30
ft
W = 14
ft AREA/Ptt a 2,940 cubic feet.
D= 7
ft
or 5880 cubic feet. (Two pits)
Pits 1 and 2 Each (Slope Area Volume)
L = 30
ft
W = 14
ft AREA/pit = 1,470 cubic feet.
D = 7
ft
or 2940 cubic feet. (Two pits
Pits 3 (FI Arent nAreat Volume) - —
—i a_- —60—ft
-
W or 14
ft AREAIptt = 8,400 cubic feet.
D p-10--ft
or 8,400 cubic feet. (One pit)
Pits 3 (Slope Area Volume)
L a 0
ft
W = 0
ft AREAfpit = 0
D = 0
ft 0 cubic feet. (One pit)
Total Pit Volume (CFT) _
/ 8,40 cubic le!) > 7,767 cubic feet
or { 62,832 gab // > 57,647 b
kTER BALANCE ANALYSIS
R-M.
# of batches per day
25 40
batches Md. Mrs .25 barrshn
Water per cubic yard
25
gals srannw Mna.4e batches
gals of water per batch (10 yards per batch)
250
The Akelemod of imi a l" 24hr alarm avant in hwmrn.r Ia
Gals of water recycled in the plant
6,250 10,000
V.ow Msn In M. whtr and Vw+bro. Air W aaWWW In 6.3 drp
gals ;. a reafonabla aftm W.
# of days the water reused in the plant are =
10.1 6.3
days
AVG 0 of Days water recycled In the plant =
8.2
days
Chalam Fakals, PE
CP Enonewing
Td: 704-541-4042
CKES Pralad No. 1129-M

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TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
1) ESTIMATE PARTICLE SETTLING VELOCITY CALCULATIONS -'PROCEDURE FOWALL PARTICLES ANALYZED
rticle Settiling Velocity = V
Variables
Units
Particles are spherical
9 (P. - P,,w
Vp = Particle sestbliing velocity
fUsec
Hydration of cement has no impact on the settling
Pa
18 N
g = Acceleration due to gravity
ftfsec?
Laminar flow
d = Average diameter of cement particle
ft
Reynolds Numbner a0.3
N = Density of cement
IbhY
Discrete Settling- no agglomerationlflocculation
pw = Density of water
IbIW
p = Viscosity of Water
Ibtft.sec
mPie calculation of a Particle
settling veloclty
0 =
32 fVsecF
d =
15 micron 1 micron = 3.28084E-06 ft
Po =
200 Ibtfe
Pw =
62 Ible
N=
5.981E-04lbtft.sec
VP =
0.000996737 fUsec
Chatam Pakala. PE
CP Engineering
Tel; 704541-4042
CPEES Project Na. 11294)02

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TABLE l
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
2) NON -RAIN AMOUNTS CALCULATIONS.
TOTAL FLOW FROM THE SITE NO -RAIN SITUATIONS
fiber of trucks used at the plant (10 to 12)
lies produced at the Plant =
work day =
luction per batch =
luction capacity of the Plant =
12 . (worst case)
40 batches 1per day (Summer) Winter would be lesser
10 hrs
10 cy/batch ( range is 8 to 12 cy/batch)
400 cy/day
pated Truck Wash Arrangements
vial cleaning
10 galfbatch
(No sediment)
water used for all the batches/day =
400 galstday
(No sediment)
I cleaning
10 galAUuck
(1 wash end of the day)
water used for all the trucks/day =
120 gals/day
cleaning
200 gal/truck
(1 wash end of the day)
water used for all the drums/day =
2400 galstday
water used for washing purposes/day =
2920 gals 1 gal =
0.133681 ft3
or
7.30 gal/cy
or
390.3ti ft3
Irmination of Q for non -rain production (Q,)
crate production ratelday =
hwater production/day =
work day =
Flow rate =
Chalam Pakala, PE
CP Engineerinp
Tel: [phone]
CPEES Project No. 1129-002
400 cy/day
390.35 ft3
10 hrs 1 hr = 3600 sec
0,010843 cfs

0
err 1 ,.�;¢1•
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d

TABLE
CONCRETE SUPPLY
KING,(MOUNTAIN - NORTH CAROLINA
3) DETERMINATION OF DETENTION TIME AND CRITICAL SEnt] NO VELOCITY, IN THE PITS
Sin for a 10 yr, 21-hr Runoff Volume
Use SCS Peak Dhchimge
Drainage Ara& r
0.63acea
or 27,443 sgft.
Rainfall Intensity (Average Asheville and Charfolta)
6.25 )nMr
(Sr" and 8.03g)
Runoff Depth r
3,37 indaes
(TBble 8.03c)
RunvR Volume
Drainage Area x Runoff Depth
7,707 cu ft.
Design for pits to hold n
7.707 cu ft.
010 -10 Yr, 244w Discharge
CIA
010r
3.15 Peak rate of runoff in cutAc feet per seoonc! (cfs)
or
11340 dtlhr
C =
0.8 Runoff Coefficient
Average intensity of Rainfall in Inchea8ufor a storm duration -time of
I =
6.25 concentration
A -
0.63 ' Drainagearse
DaferminaUon of O for non -rain production (Onr)
Concrete production ratefday r
400 cylday
Washwater productfonfday r
300.34852 ft3
Avg work day r
10 hre
Avg Flow rate r
0A10W ds
0 peak Combined (ds)
3.151 (115ds + 0.011cta) (Stamm event+ non rain water or process water)
Size for Weir for Q,o = Ow L H'
3.0 L H
Broad Crested Vfir Coefficient (Cw) = 3.0
Q10=
3A61
L =
2.5 Length of the weir (ft)
H =
1 Height of the weir (ft)
Qn, flow
3.161 <
3.75 Gs Calculated discharge from tlta weir
Number of Pea
3
Plug Saw Assumption In the basin. Therefore, Oki • Qout
NOTE In udew mn dWth Pea no rent. The erhn era A* plaits a rd. 1n wdmV.
Critical Velocity (Va) in (Slsec) r 010 (ds)rSurfaos Area of the Bastn (III)
Dalenaon time 4sec) - Voume of the basin (ftSYQ1((ds)
n drr- MAW a.a
W'• Lrk* fWtydbdrp• Pert - z5 a
pa drr- GM 1U x 14ft fM. 7R f01 L• eoa
LML- 573a
&.4n A--SM-7 S1 Mw 1rgl .141 W. 140,
W. Won, (WLg6.charq Point -
250
p aYn- GM 5.). 1411(YM. 7a(0)
L.
602
L-WL •
5751
eu4w Arm- SM.25ft r.* lrWW. Id
W-
14A
~ Lrgth IY4Libkhrea pant-
OR
pr er- not Rl x 1 at(s.t x A Q)
L-
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L-WL-
oa
6Yrk-Ana•1MR■1rR
W.
iaa
C1akn PW.6. PE
cr r qk--q
T.Y. 704 414042
CPEEa Rep W 113MM

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TABLE
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
4) DETMMINATION OF CRITICAL SETMINO VELOCITY IN THE PITS. r
Orrin SI37strldrt7m d Paraed e.11a.1t
w
Pardele 8H2W6
V-bCMv (Vp)
(1Yem)
Cd1cal BsUft
v lolly (Vcr)
(fV9eci
%r. Capalred W
f d raw
1N7vod
fie. -
MefractimTo
a
the nad
bosin
errr'o
Dlsmeta.
(mlemns)
Sim
Diablbution
y'
Mass
Fraction
Common for
a -a"
Vp> Vcr
Cd 1
Cd 2
Cd 3
Cd 4
Col 5
Cd a
Cd 7
Col a
Cd 9
Cd 4 x Cde
Cd 10
(Cd 4-W9
rail
1
4.7%
4.7%
0.190
326064E-00
4.430E-00
3.927E-03
0.001
0,0002
0.1590
Yes
1.5
2-0%
7,3%
0,155
4.92126E-0B
0907E-0B
3.927E-03
0.003
0.0004
OAW
Yes
2
4.9%
12.1%
0.140
0.56160E-06
1.772E-OS
3.927E-03
0.00S
0.0005
0.13"
Yee
3
$-0%
17,7%
0,125
9.87252E-06
3.967E-OS
3-927E-03
O.OtO
0,0013
0-1237
Ys
4
4.0%
22.3%
OJOO
1.31234E-05
7.066E-06
3.927E-03
0.018
0.0016
0.09a2
Yes
6
7,6%
29.9%
0-080
1.98650E-0S
1.595E-04
3.927E-03
0.041
0.DO24
0.0570
Yea
a
6,0%
35.9%
0.055
2.02467E-0S
2.535E-04
3.927E-03
0072
0-0040
00510
Yes
12
10.5%
46.4%
0.050
3.93701E-05
9.379E-04
3.927E-03
0.162
0.0061
0.D419
Yea
16
82%
5411%
Ono
524034E-05
1.134E-03
3927E-03
0.289
0.0116
24
13.8%
8.4%
D.0
7,67402E-O
2.552E-03
0.650
OA162
32
tO.3%
78.7%
D.635
7.D4957E-04
4.53E-03
3.927E-03
>7
0.0350
48
t2.4%
91.1%
D920
1.5740E04
1.021E-02
3927E433
>7
0.02DO
64
5.2%
0.3%
0.018
2.D9974E-04
t.BISE-02
3.927E-03
n1
0.0175
mp.
98
2.8%
99.1%
D.015
314961E-04
4.06E-02
3927E-0
s1
O91so
120
Oa%
09.5%
0.002
4.19NBE-04
7.25E-02
3.927E-03
r1
0.0020
-128
0.5%
100.0%
OA00
06
1.000
0
orr a2
OreW BGa 174trihutlo.l d Fettlard Cert�11
Dim pow
ONO
Par&-" S'U'hV
Vslocft (VPI
Imesc)
Cddcd 8etdit
V�aY �
On-)
1lra Capalnd in
am ratio
(VpNc+)
Mass Foc6..
Remevad
81aas Fraction
Rrlri7sd
To the next
haa.
(YMI
Diameter
(microns)
Stse
Distribution
Mass
Fraction
CdW1ao./M
smaw
Cd 1
Cd 2
Cd 3
C:u 4
Cd 5
Cd a
Cd 7
Cd a
Cd a
(Cd4%Cd8)
Cd 10
(Cd4-Cola))
Col 11
t
4.7%
4.1%
0.150
3.20004E-09
4.430E-0B
2.871E-03
0,002
0.0003
0.1506
Yes
1.5
2.6%
7.3%
0.155
492128E-06
9,967E-0a
2641E-03
0,004
O9o06
0.1540
Yee
2
4.8%
12.1%
0.139
0,56100E-0a
1.172E-05
2.641E-03
COW
0.0009
0.1354
Yee
3
5.6%
mm
0.124
9,84252E-0a
3.987E-0S
2641E-03
0,015
0.7f019
0.1219
Yea
4
4.0%
22•3%
0.0W
1.31234E-05
7.0710E-05
2.841E-03
0,027
0.0029
0.0956
Yes
0
7.4%
29.9%
0.058
1.88650E-05
1.305E-04
2541E-03
0460
0.0035
0.0641
Yd
a
6.0%
35.9%
0.051
2.62467E-0S
2.035E-0M
2.811E-03
0.1D7
0.0055
0.0455
Yes
12
10.5%
46.4%
0.042
3,93701E-05
7E-0
2847E-03
042
0012548%
oe
.
0020
4a
1E
A2
.072
00.0031012a
YYa0
2la4
12%
7.97402E-05
2.552E-M
2.611E-03
O.DB6
0.0085
0.0003
Yea
0.863
1 D.048
0.017
Or.W Kira Oiaaidribn d PodWM Cant
710
Parade BwMhtg
Vebcity fYPI
{Meec)
Cd&A 5&MhV
YelOcaY lYut
OYBae)
Kra C%ftmd W
that raao
nPfVcr)
= fraction
Rdlnvrd
Ilea FIMCWP
Ro ace
To the naat
bosh))
CYIN)
Dlan7eter
(microns)
Sim
Dlttdbution
%<
Mass
Fraction
ce11me1a11or
a�
wI
Cd2
Cd2
Cd4
Cols
Cab
Ca
Cda
we
Cd4XCole
W10
Cd4•Ce19
Cd 11
1
4.7%
43%
0.1596
328084E-09
4AME-09
1.552E-03
0.003
0,0005
0,1591
Ym
13
2A%
7316
O.lUO
1 4.92126E-08
0,967E-06
1.552E
0006
0-0010
0,1530
Ya
2
4.5%
12.1%
0.1381
6,56188E-08
1,772E-05
1.552E-07
Dail
O.OM
0.1380
Yes
3
56%
17.T%
0.1219
9,61252E-08
3.9717E-05
1.552E-03
0.ON
D.DMI
D.1167
Yea
4
4.6%
22.3%
0.0956
1.31234E-05
7,086E-0S
1-552E-03
0,046
0.D044
0.D912
Va
6
7.6%
29.9%
0.0541
1.90850E-05
1.595E-04
1.552E-03
D303
0.0056
D.D455
Yea
a
0.0%
352%
0.0455
2,62187E-05
2-835E-04
1.552E-03
0183
0.9003
Oa372
Yw
12
10.5%
48.4%
0.0318
3,93701E-05
8,379E-04
I_552E-03
0A11
D.D731
0D18T
Yea
19
82%
54.6%
00102
524934E-0S
1.134E-03
1.552E-03
9.731
001t9
0.0044
Yas
24
13.8%
d0.4%
0.0003
7 e7an!
9 x57FJ�M1
1.552E-03
a1
n nevrM1
n nevn
u.,
Vile aUN-O.)dr
lop
9 *
32 8lm-'
d-
Cd56
0.*
62 We
p -
5.01 E-04 EiKsee
1 n17cd1-
3.26064E-00 a
%f r a QIA
Q. 0 amlibhed Mom
A+ Sufap Nu 82
(LxW)
COW- PaW .. PE
CPS
T.r 70445414042
CPEES A°Id r 11W=

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TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
TSS CALCULATIONS
# of trucks at the site a
12
Avg. capacity of a single concrete truck (batch of concrete) =
10
(cubic yards - cyd)
# of batches lday
40
batches
Total capacity of the plant =
400
cyd
Wash of concrete on the drum for each batch Oust a dust on the drum)
0.001
cyd
Concrete left In the drum per truck at the end of the day a
0A 0
cyd
Concrete left In the chute per truck at the end of the day =
0.02
cyd
Wash of concrete on the drumlday =
0.04
cyd
(40 batches x 0.001cylbetch)
Concrete wash from all trucks at the and of the day =
1.20
cyd
(12 trucks x 0.Icyttruck)
Concrete wash from all trucks chutes at the end of the day a
014
cyd
(12 trucks x 0.02 cyt ruck)
Total Concrete washediday =
1.48
cyd
Weight of concrete per CYD =
465
Ibslcyd
Mass on concrete contained In the washwater
Sul
HIS
Wt of cement In the CYD of concrete =
11.63%
%
PIT 03 Particles left In the pit (microns)
1 through 24
microns
Mass fraction leaving Pit 03
0.768
wdwt
% of particles screend from Pit 41 to Pit #2 is 50% and Pit 82 to Pit #3 Is 50%
0.192
WVWt
Assumptlon:Due to hydration, particle
Mass of suspended cement In the washwater =
15.3e1
Ibs
shape and density effects, we guess
estimate a 50% reduction from each Ph
Volume of water below the weir In Pit #3 A
62,832
gal
going into the other pit
Anticipated effluent TSS concentration In Pit #3 a
0.0W2
lb/gal
Anticipated effluent TSS concentration in Pit #3 =
29.30
mgfL
Maximum Allowable TSS by NC DENR =
30
mg1L
Note; 1 mg1L = 8.3454E-06 IWgal
SETTLEABLE SOLIDS (SSI CALCULATIONS
These solids will settle to the bottom of the coneshaped container In a 60 min period
Theoritleal Settling times for Particles to settle 6" and 1"for Settleable Solids Test
Size of particles
(microns)
Settling
Velocity
(fusee)
8" Settling
Time
(hours)
1" Seating
Time
(hours)
1
4.430E-06
31.352
6-225
1.5
9.967E-06
13.934
2.322
2
1.772E-05
T&M
1.306
3
3.987E-05
3.484
0.581
4
7.088E-05
1.960
0.327
6
1.695E-04
0.871
0.145
8
2.83SE-04
0.490
0.082
Note: Settleable solids will be removed from Basin #1, #2 and #3 and therfore, no
settleable solids would be present in the effluent discharge from the pits = 0 mglL
Chalam Pak" PE
CP Engineering
Tel: [phone]
CPEES Pmjeet No. 11294)02
�ly

TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
5)'DETERMINATION OF THEORETICAL CONCENTRATION OF PH IN THE EFFLUENT FOR THE DESIGN STORM
nH MASS BALANCE CALCULATIONS
Anticipated Truck Wash Arrangements
Batches produced at the Plant =
40 batches /per day
(Summer) Winter would be lesser
Number of trucks used at the plant (10 to 12)
12
(worst case)
Surfacial cleaning
10 gallbatch
(No sediment)
Total water used for all the batches/day =
400 galslday
(No sediment)
Chute cleaning
10 gal/truck
(1 wash end of the day)
Total water used for all the trucks/day =
120 gals/day
Drum cleaning
200 galltruck
(1 wash end of the day)
Total water used for all the drums/day =
2400 galsiday
Total water used for washing purposestday = 2920 gals 1 gal = 0.133681 ft3
Assume Pit #1 and Pit 02 were full of washwatsr before the rain = 8820 Cft
or 65974 gals
PH of Wastlweter o 14 units pH - -bg [HI or [HI - 10"-pH unit #
Molarity of H- concentration or 1.0000E-14
10yr-24hr Volume of flow - 7707 cft 1 ctt - 7.480 gals
10yr-24hr Volume of flow a or 57648 gals
PH of Rain Water - 5 units
Molarity of H- concentration or 1.0000E-05
Mass Balance of pH at the end of rain event =
Wol of Pita #1 & 02 x Molarlty of FM In Washwater+ 10vr-24hr storm volume x Molarity of rM In the rain wateri
(Volume of Pit #1 and 02 Washwater + Volume of 10yr-24 hr Rain)
Molartty of [H] of the effluent =
PH of the effluent =
4.8833E-06
5.3313 unite
Nate: pH of washwater would be neutralized based on the rain pH. Some rain events could have a pH of 3 or 4 units and further. the discharge
from Pit #3 would go to another detention pond (using 10yr-24 hr storm event) oonsbixied at the site for the Erosion & Sediment Control Plan.
Also, the water from the E&S Basin will travel several hundreds of yards on the ground as a sheet now before d reaches industrial ponds located on
the site before going into the waters of US. Therefore, no pH adjustment is needed for this site.
Chalam Pakale, PE
CP Enl$neenrg
Tat: 704-Ul-4042
CPEES Project No. 1129-002

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I

TABLE
CONCRETE SUPPLY
I IN
Size of a Ccncrata Recycling System for Process Washwatod Storrinwater for a Ready Mix Concrete Plant
e for a 10yr, 24-hr Runoff Volume
Linage Area =
vation =
Igth a
a
,na a
In
Intensity (Average Asheville and Charlotte) a
Depth a
Runoff Volume a
Racycle pits to hold a
Q10 -10 Yr, 24-hr Discharge =
for Weir for Q 10 =
flaw
Use SCS Peak Discharge
0.63 acres
or 27,443 sq ft.
4 ft
(Obtained from the site topo map)
277 ft
(Obtained from the site topo map)
3 min
(8.03a)
1.4%
85
(8.03b)
4.9 inches
(Ref Fig 8.03j) 10yr-24hr storm event
6.25 hvhr
(8,03f and 8.03g)
3.37 inches
(Table 8.03c)
Drainage Area x Runoff Depth
7,707 Cu ft.
7,707 cu ft.
CIA
01e a 3.15
Peak rate of runoff in cubic feet per second (cfs)
C = 0.8
Runoff Coefficient
Average intensity of Rainfall in incheslhr for a storm duration-
i = 6.25
time of concentration (inthr)
A = 0.63
Drainage area (acres)
3.0 L H 3rz
Q2s = 3.15
L = 2.5 Length of the weir (ft)
H = 1 Height of the weir (ft)
3.15 < 3.75 ds Calculated discharge from the weir
Length of the weir
2.5 ft
Number of Pita
3
Capacity of pits
Pita 1 and 2 Each (Flat Area Volume)
L a
30
ft
W a
14
ft AREAIptt =
2,940 cubic feat.
Da
7
ft
or
5880 cubic feet. (Two pits)
Pits 1 and 2 Each (Slope Area Volume)
L a
30
ft
W =
14
ft AREAIpit a
1,470 cubic feet.
Da
7
ft
or
2940 cubic feet. (Two pits)
Pits 3 (Flat Area Volume)
L =
60
ft
W a
14
ft AREJUpit =
8,400 cubic foot.
D a
10
ft
or
8,400 cubic feet. (One pit)
Pita 3 (Slope Area Volume)
L =
0
ft
W =
0
ft AREAIpft -
0
00
0
ft
0 cubic feet. (One pit)
Total Pit Volume (CFT) =
8,400 cubic feet > 7,707 cubic feet
or
62,832 gale > 67,647 gals
WATER BALANCE ANALYSIS
R-9.
# of batches per day
25
40
batches
Y*r, daa .2s bawds
Water per cubic yard
25
gals
summer bme .40 batdras
gals of water per batch (10 yards per batch)
250
The o►.lyh—dofh.Wq.IO,,24h,,ham.,, 1inwm,,,e<a
Gals of water recycled in the plant
6,250 10,000
gals
prMW 9raf In da Mlnfer and lherehwe, Fit RT empbtq In 45.3 days
a. renaneble e.tlmrt..
# of days the water reused in the plant are =
10.1
6.3
days
AVG 0 ofDays s water recy sled In the plant a
8.2
days
Ch.Iam Pakahs, PE
CP EnglneerN
Tel; 704- 41-4042
WEE9 Rejed No. 1 f 29-M2

TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
1) ESTIMATE PARTICLE SETTLING VELOCITY CALCULATIONS - PROCEDURE FOR ALL PARTICLES ANALYZED
rticle Settiling Velocity = V
Assumotions:
VariatAe
Units
Particles are spherical
9 {p. - pw)d'
Vp = Particle sesttiling velocity
ft/sec
Hydration of cement has no impact on the settling
Vp m
lop
g = Acoelaration due to gravity
ftlsec'
Laminar flow
d = Average diameter of cement particle
ft
Reynolds Numbner <0.3
p, = Density of cement
lb&
Discrete Settling- no agglomerationiflocculation
p„ = Density of water
Ulf
u = Viscosity of Water
Iblit.sec
mpte calculation of a particle nettling
veloclri
g =
32 fusee
d =
15 micron 1 micron = 3.28084E-06 ft
P =
200 lb/ft'
Pw =
62 IbW
p= 5.981E-04lblft.sec
VP = 0.000996737 IUSeC
Chalam PaMIS, PE
CP Engineering
Tel: [phone]
CPEES Proied No. 11204)02

E3

TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
" 2) NON -RAIN AMOUNTS CALCULATIONS
TOTAL FLOW FROM THE SITE NO -RAIN SITUATIONS
Number of trucks used at the plant (10 to 12)
12
(worst case)
Batches produced at the Plant =
40 batches /per day
(Summer) Winter would be lesser
Avg work day =
10 hrs
Production per batch =
10 cylbatch
( range is 8 to 12 cy/batch)
Production capacity of the Plant =
400 cy/day
Anticipated Truck Wash Arrangements
Surfaaal Cleaning
10 gallbatch
(No sediment)
Total water used for all the batches/day =
400 galslday
(No sediment)
Chute cleaning
10 galit uck
(1 wash end of the day)
Total water used for all the trucks/day =
120 gais/day
Drum Leaning
200 gaVtruck
(1 wash end of the day)
Total water used for all the drums/day =
2400 gals/day
1 water used for washing purposesiday =
or
or
irmination of 0 for non -rain production (Q,)
Crete production rate/day =
hwater productionlday =
work day =
Flow rate =
Chalam Pakals, PE
CP Engineering
Tel:[phone]
CPEES Pn*O No. 1129-002
2920 gals
7.30 gaVcy
390.3b ft3
400 cy/day
390.35 V
10 hrs
0,010843 cfs
1 gal = 0.133681 43
1 hr = 3600 sec

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TABLE I
CONCRETESUPPLY
KINGS HQ!j=iN - NORTH CAROLINA
3) OETERMINATION OF DETENTION 71111E AND CRITICAL SETTLING VELOCITY IN THE PITS � L
Size for a 10 yr, 2"r Runoff Volume -
Use SCS Peak Discharge
Drainage Area -
0.63 acres
or 27,413 sq f .
Rainfall hKens" (Average Asheville and Charlotte) =
6.25 Wbr
(8 031 and 8.03g)
Runoff Depth -
3.37 Inches
(Table 8.03c)
Runoff Volume =
Drainage Area x Runoff Depth
7,707 Du ft.
Design for pKs to told -
7,707 cu fl.
010 - 10 Yr, 24-hr Discharge =
CIA
010 -
3.19 Peak rate of runoff in cubic feet per second (crs)
or
11340 dtmr
C =
0,8 Ruwff Coarmoant.
Average Intensity of RainfaA in indlesfhr for a storm duration -time of
i =
6.25 concentration
A =
0.63 Drainage area
Determination of Q for non -min production (Oar)
Concrete production ratdday -
400 cy/day
Wastr~productionfday-
390.34852 ff3
Avg work day -
10 hire
Avg Flow we -
0.010943 dB
Q peak Combined (cfs) -
3.161 (3.15cfs + 0.011 ds) (Stormm event + non rain water or process water)
Size for WWI- for Q10 = Ow L H 3"
3.0 L H 2rz
Broad Crested VMr Coefficierri (Cw) = 3.0
010 =
3.161
L =
2.5 Length of fhe weir {A)
H =
1 Height of the weir (ft)
Q,oflow
3.161 <
3.75 ds Calculated discharge from the weir
Number or Pits
3
Pt g ftew Assumption In the basin. Therefore, Otn - Gout
NOTE: InwfO, . diiplehft-66. Thrw.Rcare Hypisys WlnadrC.
Crbmi Velocity (Vat, in (f fsec) - 010 (d3ySurface Area of the Basin 4114
Detention time (see) - Volume of the basin (II3kQ10(ds)
1 d-y- 9E400s
Wow L=,pe1 im-xiiduw part • 25 a
Pr dim. am IUr l4afW) x71t(0) L- Bea
L.WL- 57Sa
Buhp Ar-- m4.2.6f1(.* hnplh)• 142 W- 142
W W Lrbm ramp. Pi. - 25 R
pa dwn- am(y■ 14a CM- A(0) L- to
L.V& msh
Swb. A--80a.2.91f-4Ir Woh)w 142 W. 14a
~ Lwath NYL.".0-P Pnht - D a
p4 am- aMW 141t iWl:7aCO) L• so
L-VA - so a
S.rb k- - Wh 142 W • 14 f1
Chico P h h. PE
CP e* -,iv
Y-L 704d414042
OPEESP,q N. 112MM

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TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN • NORTN CAROLINA
4j DETERMINATION OF CRITICAL SETTLING VELOCITY IN THE PITS
O!T N
Qrai'1 Bba D4b'16utkn d Padwrd Crtanrt
UWr.
0
ParUck 6eefYlq
%N cft 0"
OV-)
Cd§cM S*UMV
Wtocb 117cr1
twowl
%r- Cspalred„
OW rob
Np+
Wsa F
Ra11neW a"d
R Ft ilen
rnaYrad
To the ned
basks
(YOY)
DitmeteY
(micnxw)
Shs
Distribution
%<
as
FractIOn
Codibon for
"Cov
Cd 1
Cd 2
Cd 3
Cal 4
Cd 5
Cd 9
Cd 7
Cd a
Co10
Cd4x Cde
Cd 10
Cd4-WO
Cull
1
4.7%
4.7%
0.160
328084E-08
4.430E-08
3.927E-03
O.00t
D.00D2
0.1596
Yes
1.6
2.6%
7.3%
0.155
4,92126E-08
9-987E-06
3.927E-03
0.003
000D4
0.1 S46
Yes
2
4.8%
12.1%
0.140
6.58156E-05
1.772E-05
3.927E-03
ODDS
O.D006
0.1394
Yes
3
56%
17.7%
0.125
9.84252E-06
3.907E-05
3.927E-03
0.010
0.0013
O.t237
Yes
4
4.6%
22.3%
OAD0
1.31234E-0S
7.068E-05
3.927E413
0.016
0.0018
D.0952
Yes
6
76%
294%
now
198115015445
1,595E-04
3927E-03
0.641
0.0024
O.D576
Yes
6
6.0%
35.9%
0.055
2.62467E-05
2.635E-01
3.927E-03
0.072
Dom
0,0510
Yes
12
t0.5%
464%
0-050
3.93701E-05
8.379E-04
3.927E-03
0.162
0.0081
0,0410
Yea
18
8.2%
54.6%
D.04D
524934E-0
1.134E-03
3.927E03
0289
0.0115
0,0264
Yea
24
13.8%
86.4%
OA25
7.67402E-03
2.S52E-03
3.927E-03
0650
0.0762
0,0083
Yea
32
10.3%
73.1%
D.035
164987E-04
4.536E-03
3927E-03
>t
0,0350
0,0000
No
4a
12.4%
91.1%
0020
1.57486E-04
t021 E02
3927E-03
>I
DAM
0,0000
No
64
52%
98.3%
D.Ofe
2.011974E04
1.615E-02
3.927E-03
>I
D,0115
000OO
No
98
18%
99.1%
0.015
3.14981E-04
4.063E-02
3.927E-03
a1
D,0150
0,0000
N0
128
04%
99.5%
0.002
4.19946E-04
7.258E-02
3.927E-03
>1
O.OD20
0.0000
No
>728
0.5%
100.0%
0.000
a.0000
0.0000
1.000
0.1361
0.6634
'Off lh
OraY7 6ka OtWibadon d f>ortMrd Canlatrt
�
Paedcla OwMinp
Vabctr NO
IO+..cI
Cdaeal MMIbV
VA" Nat
Ov I
1Ir- Cap4uad In
till ratio
NP'wcrl
MMs�
WR rnffb d
To dre'rd
Faati
(YM)
Diallwtar
(microns)
Size
Distribution
Mass
Fraction
CO1aear �`
W.vcr
CO 1
Ca 2
W 3
Col 4
Cd 5
Cd a
Cd 7
Cole
Cd 9
{Cd4xrct al
in
CdCd
(Cd4•Cd 9)
r t
1
4.7%
4.T%
0.160
326064E-05
4.430E-06
2.641E-03
0.002
0.0003
D.1596
Yes
1.5
28%
7,3%
0.155
4.92126E-06
9.967E-06
2.641E-03
0-004
000D8
0.1540
Yea
2
4.8%
12.1%
0.130
5.56165E-06
1.772E-0S
2.541E-03
0.DD7
0.0009
0.1364
Yes
3
5.6%
17.7%
0,124
9.61252E-06
3.907E-05
2641E-03
0.015
00019
0.1219
Yes
4
4.6%
22.3%
0.095
1.31234E-05
7.086E-05
2.641E-03
0,027
0.0026
0.0966
Yea
6
7.0%
4.91%
O.OS6
1.98550E-05
1.595E-04
2.841E-03
0,050
0.0035
0.0541
Yea
5
6.0%
35.9%
0.05t
262467E-d5
2.635E-04
2.641E-03
CAN
0.0055
0.0455
Yaa
12
10.5%
46.4%
0.042
393701E-05
6,379E-04
2641 Ek1
0242
4.0101
0.0315
Yea
16
8.2%
54.6%
0.025
F 524934E-05
1.134E-03
2.541E-03
0429
0.0122
0.. 162
Yes
24
13.8%
66.4%
0909
7.67402E-0S
2.552Ed1
2641E-03
0,ON
0.0069
0.0003
Yee
0.W3
0.046
1,, 0.617
PfT M3
Particle Ssffl t9
CrMlcal 6sWYq
xr• Captured In
To fhs nnn
GraYt Sim OisL141ttlon of ParSnrd Gnrnt
Oisrlabr
Yaloctly (vp)
YdocdY NO
e1d retb
Mass Fraction
Mass Fraction
tsar
(fast)
(M-)
)
IV~
Rrrarad
RartmhrW
(Y110
Diameter
Site
Mass
CorAmm ar
(microns)
Distribution
%'<
Fraction
p>v4vo
Cd 1
Cd 2
CG13
Cd 4
W 5
Cd a
W 7
Cd a
GO19
Cd 10
Cd 11
Cd4x Cda
Cd4-Coll))
1
4,T%
4.7%
0.1598
32MUE-00
4A3E-0
1.5E,.
22�31591
Yet
1.5
26%
73%
OAMO
4.92128E-0
9.9
13
0.00to
0.1530
Yea
2
4,8%
12.1%
0.13M
6.5618aE-W
1.772E-05
1.552E-03
Do"-
O.D016
0.13"
Yea
3
13.6%
17.7%
0.1219
a a4357C-0a
I j aa7F4k5
I 1,552E-03
n A78
a a03t
I n t 157
Ves
6 QO% SS.9% 0.0455 2.62467E-0S 2.635E-04 F.552E-03 O.t83 0.D063 0.0372 Yes
12 10.5% 48.4% 0.03t8 3937016415 8.379E-04 1.552E-03 0A11 0,0131 09167 I Yes
to 02% S4.5% 0.0162 524DUE-05 1AUE-M 1.552E-03 0731 0.0110 000" Yes
24 13.8% 86.4% 1 0.0003 1074117E-05 1 2657E.d1 1.552E-03 >7 ao0a3 aa00a Nn
lop
9 •
32 Naec'
a-
Col sn
Q-
20D"1
P- -
62 wO
V•
S.M11-041b61.sec
1 micron -
3.26061E-05 5
11er • C1A
0• 0 combined 537sec
A - Surface Area 82
axwr
Clam Pw, w, PE
CP Er ra
I'd 134441-40t2
CPEES Rgrd Nn 1129002

TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
TSS CALCULATIONS
* of trucks at the site a
12
Avg. capacity of a single concrete truck (batch of concrete) n
10
(cubic yards - cyd)
#ofbatcheslday
40
batches
Total capacity of the plant =
400
cyd
Wash of concrete on the drum for each batch Oust a dust on the drum)
0.001
cyd
Concrete left In the drum per truck at the end of the day =
0.10
cyd
Concrete left in the chute per truck at the end of the day =
0.02
cyd
Wash of concrete on the drum/day a
0.04
cyd
(40 batches x 0.001cylbalch)
Concrete wash from all trucks at the end of the day =
1.20
cyd
(12 trucks x 0.1cyltruck)
Concrete wash from all trucks chutes at the and of the day =
0.24
cyd
(12 trucks x 0.02 cyAruck)
Total Concrete washedlday =
1.48
cyd
Weight of concrete per CYD =
465
Ibalcyd
Mass on concrete contained In the washwater
688.2
Ibs
Wt of cement In the CYD of concrete =
11.63%
%
PIT 03 Particles left in the pit (microns)
1 through 24
microns
Mass fraction leaving Pk 03
0.768
w0wt
% of particles screend from Pit 01 to Pit #2 Is 50% and Pit fit to Pit #3 Is 50%
0.192
w0wt
AssumptlonDue to hydration, particle
Mass of suspended cement In the waahwater a
15.361
lbs
shape and density effects, we guess
estimate a 50% reduction from each p#
Volume of water below the weir In Pit #3 =
62,832
gal
going into the other pit
Anticipated effluent TSS concentration in Pit 03 =
0.0002
lb/gal
Anticipated effluent TSS concentration in Pit #3 =
29.30
mg7L
Maximum Allowable TSS by NC DENR =
30
mg1L
Note: 1 mgll_ - 8.3454E-06 lblgal
SEMEABLE SOLIDS (SS) CALCULATIONS
These solids will settle to the bottom of the coneshaped container In a 60 min period
Theoritical Settltna times for Particles to settle 6'.and V for Settles le Solids Test
Size of particles
(microns)
Settling
Velocity
ifusec)
6" Settling
Time
(hours)
V Settling
Time
(hours)
1
4.430E-06
31.352
5.225
1.5
9.967E-06
13.934
2.322
2
1.772E-05
7.838
1.306
3
3.987E-06
3•484
0.581
4
7.088E-05
1.960
0.327
6
1.595E-04
0.871
0.145
6
2.835E-04
0.490
0.062
Note: Settleable solids will be removed from Basin 91, 02 and 83 and therfore, no
settleable solids would be present in the effluent discharge from the pits = 0 mg1L
Chalam Pakala, PE
CP Engineering
Tel: [phone]
CPEES Project No. 1129-002

t _ n
i
ILI
tc
! i1ccE '!
1 t. r
f
t.. r st.
E
h
1
t-"i.74 •saf{1, .,.ti: <L'��.
t' ! 1• 1
"� 1
- -
9

TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
5) DETERMINATION OF THEORETICAL CONCENTRATION. OF PH IN THE EFFLIIENT,FOR THE DESIGN STORM
PH MASS BALANCE CALCULATIONS
Anticipated Truck Wash Arrangements
Batches produced at the Plant =
40 batches /per day
(Summer) Winter would be lesser
Number of trucks used at the plant (10 to 12)
12
(worst case)
Surfacial cleaning
10 gaubatch
(No sediment)
Total water used for all the batches/day =
400 galstday
(No sediment)
Chute cleaning
10 galltruck
(1 wash end of the day)
Total water used for all the truckstday =
120 gals/day
Drum cleaning
200 gal/truck
(i wash end of the day)
Total water used for all the drums/day =
2400 gaWday
Total water used for washing purposeslday = 2920 gals 1 gal = 0.133681 M
Assume Pit #1 and Pit #2 were full of washwater before the rein = 8820 Cfl
or 65974 gals
PH of Washwater = 14 units pH = -log [H) or [1-11 = 101-pH unit #
Molarity of H- concenbvbon or 1.0000E-14
10yr-24hr Volume of flow = 7707 Cft 1 dt = 7.480 gals
10yr-24hr Volume of flow = or 578489815
PH of Rain Water a 5 units
Molarlty of H- concentration or 1.0000E-05
Mass Balance of PH at the end of rain event a
(Vol of Pits fit & 02 x Molarity of IM in Washwaler + 10vr-24 hr storm volume x Molarft of rKI In the rain water)
(Volume of Pit tit and #2 Washwater+ Volume of 10yr-24 hr Rain)
Molarity of"of the effluent a
PH of the effluent e
4.0633E-0B
5.3313 units
Notes PH of wasnwater would he neutralized based on the rain pH. Some rain events could Have a pH of 3 or 4 units and further, the discharge
from Pk B3 would go to another detention pond (using 1 Dyr-24 hr storm event) constructed at the site for the Erasion & Sediment Control Plan.
Also, the water from the E&S basin will travel several hundreds of yards on the ground as a sheet flow before it reaches industrial ponds located on
the she before going into the waters of US. Therefore, no pH adjustment Is needed for this ske.
Chalam Pakala, PE
CP Er9neering
Tel: [phone]
CPEES Project No. 1129-002

FIGURES
Figure is Site Location Map
Figure 2: Aerial View of Surrounding Properties around the
Kings Mountain Plant
Figure 3: Site Layout Map - Proposed Process Washwater 1
Stormwater Recycle System
Figure 4: Process Washwater and Stormwater Recycle System
Construction Details

Map Name: Unknown Map Center: 035° 13' 32.41" N 081 ° 20' 15.23" W
Print Date: 08/14/11 Horizontal Datum: NAD27
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0.00" W 081 °
SCALE 1:24000
0 1000 20DO
YARDS
SITE LOCATION MAP
CONCRETE SUPPLY -KINGS MOUNTAIN
PLANT
FIGURE 1 JOB NO. 1129-002

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A LPIAA
ll * f
Division of Water Quality /Surface Water Protection
NC'�DENR National Pollutant Discharge Elimination System
NO - .,,I.y.. -- D.- M
ENVIR m- ma NRURA RESOURCES
NCG 140000
NOTICE OF INTENT
FOR AGENCY USE ONLY
Date Received
Year Month
Day
Certificate o£Covera ge
Cheek #
Amount
Permit Assigned to
National Pollutant Discharge Elimination System application for coverage under General Permit
NCG 140000:
STORMWATER AND PROCESS WASTEWATER DISCHARGES associated with activities classified as:
SIC (Standard Industrial Classification) Code: 3273 and like activities - Ready Mixed Concrete
Treatment facilities used to treat or recycle process wastewater that discharge to surface waters require
an ATC prior to construction per 15A NCAC 2H .0138. The Authorization to Construct or Operate may
be applied for, and subsequently issued at the -same time as the Certificate of Coverage (COC) for the NCG14
permit, Design of treatment facilities must comply with requirements of 15A NCAC 2H .0138 &t .0139.
For new plant sites that will discharge process wastewater (even if commingled with stormwater): This NO1
may also be 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 process wastewater (even if commingled with stormwater): This NOI may
also be an APPLICATION FOR Authorization to Operate wastewater treatment facilities. Construction,
modification, or installation of any new treatment components at an existing site requires an ATC.
If your facility discharges wastewater to surface water, construction or operation of wastewater
treatment facilities at new or existing sites requires submission of three (3) sets of plans and
specifications, signed and sealed by a Professional Engineer (P.E.) or qualified staff2 along with this
application. A copy of the design calculations should be included. Please see questions 10-17 for more details.
For questions, please contact the DWQ Regional Office for your area. (See page 6)
(Please print or type)
1) Mailing address of ownerloperator (address to which all permit correspondence will be mailed):
Owner Name
Street Address
City
Telephone No.
CONCRETE SUPPLY CO
P.O. BOX 5247
CHARLOTTE
704-372-2930 X 2071
2) Location of facility producing discharge:
Facility Name
Facility Contact
Street Address
City
County
Telephone No.
State NC ZIP Code 28299
CONCRETE SUPPLY CO — KINGS MOUNTAIN PLANT
Fax: [phone]
MR. JOHNIE ALEXANDER, ENVIRONMENTAL MANAGER
110 HOLIDAY INN DR.
KINGS MOUNTAIN_
CLEVELAND
State NC ZIP Code 28086
704-372-2930 X 2071 1 704-309-0134 (MARK) Fax: [phone]
r As per 15A NCAC 2H .0106
2 Unless 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 it, accordance with General Statutes, 89C-25 (7), plans and specifcationi must be signed
and sealed by a P.E.
Page 1 rf 7
SVV.1-229-0. 122011

WA
�� e i Division of Water Quality / Surface Water Protection
��
RCDENRNational Pollutant Discharge Elimination System
tk— C.w+a — C7c�M OF
EW.FK *.LW PO N ll
NCG140000
NOTICE OF INTENT
FOR AGENCY USE ONLY
Fate Received
Year Month Da
Certificate of Covera e
Check # Amount
Permit Assipried to
National Pollutant Discharge Elimination System application for coverage under General Pen -nit
NCG140000:
STORMWATER AND PROCESS WASTEWATER DISCHARGES associated with activities classified as:
SIC (Standard Industrial Classification) Code: 3273 and like activities - Ready Mixed Concrete
Treatment facilities used to treat or recycle process wastewater that discharge to surface waters require
an ATC prior to construction per 15A NCAC 2H.0138. The Authorization to Construct or Operate may
be applied for, and subsequently issued at the same time as the Certificate of Coverage (COC) for the NCG 14
permit. Design of treatment facilities must comply with requirements of 15A NCAC 2H .0138 & .0139.
For new plant sites that will discharge process wastewater (even if commingled with stormwater): This NOI
may also be an APPLICATION FOR Authorization to Construct (ATC) wastewater treatment facilities.
ATC requests must be submitted at least 90 days prior to construction'.
For eKistingr plant sites discharging process wastewater (even if commingled with stormwater): This NOI may
also be an APPLICA77ON FOR Authorization to Operate wastewater treatment facilities. Construction,
modification, or installation of any new treatment components at an existing site requires an ATC.
If your facility discharges wastewater to surface water, construction or operation of wastewater
treatment facilities at new or existing sites requires submission of three (3) sets of plans and
specifications, signed and sealed by a Professional Engineer (P.E.) or qualified staff along with this
application. A copy of the design calculations should be included. Please see questions 10-17 for more details.
For questions, please contact the DWQ Regional Office for your area. (See page 6)
(Please print or type)
1) Mailing address of ownerloperator (address to which all permit correspondence will be mailed):
Owner Name
Street Address
City
Telephone No.
CONCRETE SUPPLY, INC
P.O. BOX 5247
CHARLOTTE State NC
704-372-2930 X 2071
2) Location of facility producing discharge:
Facility Name
Facility Contact
Street Address
City
County
Telephone No.
CONCRETE SUPPLY — KINGS MOUNTAIN PLANT
ZIP Code 28299_
Fax: [phone]
MR. JOHNIE ALEXANDER, ENVIRONMENTAL MANAGER
110 HOLIDAY INN DR.
KINGS MOUNTAIN_
CLEVELAND
704-372-2930 X 2071
State NC ZIP Code 28086
1704-309-0134 (MARK) Fax: [phone]
t As per 15A NCAC 2H .0106
2 Unless 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.
Page 1 of 7
S WU-22M7122011

NCG140000 N.O.I.
3) Physical location information:
Please provide narrative directions to the facility (use street names, state road numbers, and distance and
direction from a roadway intersection). SEE ATTACHED DIRECTIONS
(A copy of a county map or USGS quad sheet with tacaity clearly located on the map is a required part of this application.)
4) Latitude 35° 13' 33.6" Longitude -810 20' 16.2" (deg, min, sec)
5) This NPDES Permit Application applies to the following (check all that apply):
6)
X New or Proposed Facility Date operation is to begin
❑ Existing Facility
X Application for ATC
Permit #
❑ Application for ATO
Consulting Engineer's (or outer qualified design staff's) application information:
Consulting Engineer: _CHALAM PAKALA
Consulting Firm: _CP ENGINEERING AND ENVIRONMENTAL (Optional)
Staple Business Card Here:
SOLUTIONS
Mailing Address: _10017 ALLYSON PARK DR
City: _CHARLOTTE
State: _NC Zip Code: _28277
Phone: (704__) 541-4042 Fax: L704_ _541-4043
Email:—[e-mail]
7) Provide the 4 digit Standard Industrial Classification Code (SIC Code) that describes the primary
industrial activity at this facility:
SIC Code: 3 2 7 3
8) Provide a brief description of the types of industrial activities and products produced at this facility:
(Attach a site diagram showing the process areas present at this facility.)
DRY CONCRETE BATCH OPERATIONS. PLANT PRODUCES CONCRETE FOR COMMERCIAL USE
Stormwater Discharge, Wastewater Treatment & Discharge and Permffting informadon
9) Discharge points 1 Receiving waters:
Number of discharge points (ditches, pipes, channels, etc.) that convey stormwater and/or wastewater from
the property:
Stormwater-only_ Wastewater -only. Wastewater Commingled with Stom7water _001
What is the name of the body or bodies of water (creek, stream, river, lake, etc.) that the facility stormwater
and/or wastewater discharges end up in? INDUSTRIAL PONDS TO KINGS CREEK (FIGURE 1)
Receiving water classification(s), if known: CLASS C (SEE ATTACHED WATER QUALITY CLASSIFICATION
SHEETS)
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). NIA
Will this facility discharge wastewaterto SA (Shellfishing) waters? ❑ Yes X No
Note: 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-I or freshwater ORW.
Page 2 of 7
SWU-229.07122011

NCG140000 N.O.I.
Wastewater:
10) What types of wastewater does your facility generate or discharge?
Type of Authorized Wastewater
Generate
Discharge
Sent to WW
Treatment
System
Vehicle and equipment cleaning E
X
X
X
Wetting of raw material stock files RM
X
X
X
Mixing drum cleaning (MD)
X
X
X
Further explanation, if necessary: A FOUR PIT SYSTEM IS PROPOSED TO RECYCLE THE WASHWATER
BACK INTO THE PLANT
11) Will your facility spray -down or actively wet aggregate piles?
❑ No X Yes
12) Does the facility use any of the following on site?
❑ Phosphorus -containing Detergents
X Brighteners ❑ Other Cleaning Agents
X Non -Phosphorus -containing Detergents
❑ Other:
13) Are wastewater treatment facilities planned in the 100-year flood plain?
X No []Yes
If yes, 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.)
14) Does your facility use or plan to use a recycle system, or recycle components in your treatment system?
X Yes ❑ No
If yes, what size storm event is the system designed to hold before overflowing? (for example, 10-yr, 24-hr)
10 year, 244hr rainfall event
'Ka 15) Will your facility build a closed400p recycle system that meets design requirements in 15A NCAC 02T
.1000 and hold your facilities' worfring volume'?
❑ Yes X No
Will your facility discharge wastewater to surface waters?
X Yes ❑ No
If the facility's treatment system meets the design requirements of 15A NCACO2T .1000 (including
holding the 25-year, 24-hour storm plus one foot of freeboard), holds the working volume of your site,
and does not discharge wastewater to surface waters, you may not be required to obtain an NPDES
permit for wastewater discharges. If you believe this is the case, please contact DWQ's Aquifer Protection
Section Land Application Unit Central Office Supervisor or staff (1636 Mail Service Center, Raleigh, NC
27699-1636) for more information on obtaining the necessary permits or approvals. If you will discharge
wastewater or stormwater to surface waters, please continue to apply for a permit to discharge associated
with ready -mixed concrete or like operations under NCG140000- For further questions, please contact
DWQ's Stormwater Permitting Unit Staff. Also see questions 16 and 17.
3 See DWQ's Aquifer Protection Section Land Application Unit's water Balance Calculation Policy for more information, on DWQ LAU's
website WpiJ/Portalncdenr.orfflwebAw/apstlau/policies for more information.
Page 3 of 7
SWU-22M7122011

NCG140000 N.O.I.
16) A wastewater treatment alternatives review is required by 15A NCAC 2H.0105 (c)(2) for any new or
expanding water pollution control facility's discharge in North Carolina. You may attach additional sheets.
a) What wastewaters were considered for this alternatives review? X VE X RM X MD
b) Connection to a Municipal or Regional Sewer Collection System:
i) Are there existing sewer lines within a one -mile radius? ..................................... X Yes ❑ No
(1) If Yes, will the wastewater treatment plant (WVVrP) accept the wastewater? .... ❑ Yes X No
(a) If No, please attach a letter documenting that the WWTP will not accept the wastewater.
(b) If Yes, is it feasible to connect to the WWTP? Why or why not?*
c) Closed400p Recycle System (must meet design requirements of 15A NCAC 2T .1000):
i) Are you already proposing a dosed -loop recycle system (CLRS)? See question 15... ❑ Yes X No
(1) If Yes, contact DWQ's Aquifer Protection Section's Land Application Unit (see question 15)
(2) If No, is this option technologically feasible (possible)? Why or why not?*DUE TO SPACE
CONSTRAINTS FOR HOLDING 25YR 24 HR STORM EVENT AND TIME CONSTRAINTS
(3) If No, is it feasible to build a CLRS on your site? Why or why not?* DUE TO SPACE
CONSTRAINTS FOR HOLDING 25YR 24 HR STORM EVENT AND TIME CONSTRAINTS
(4) What is the feasibility of building a CLRS compared to direct surface water discharge?* NOT
FEASIBLE DUE TO SPACE CONSTRAINTS FOR HOLDING 25YR 24 HR STORM EVENT AND
TIME CONSTRAINTS
d) Surface or Subsurface Disposal System (e.g., spray irrigation):
i) Is a surface or subsurface disposal technologically feasible (possible)? .................... El Yes X No
Why or Why not? NOT ENOUGH AREA TO SPRAY
ii) Is a surface or subsurface disposal system feasible to implement?* ....... I ......... .......... ❑ Yes X No
Why or Why not?
TERRAIN NOT CONDUCIVE FOR SPARY IRRIGATION AND ALSO NOT
ENOUGH AREA
iii) What is the feasibility of employing a subsurface or surface discharge as compared to a direct
discharge to surface waters?* TERRAIN IS NOT SUITABLE
e) Direct Discharge to Surface Waters: Is discharge to surface waters the most environmentally sound
alternative of all reasonably cost-effective options of the wastewaters being considered?*...X Yes ❑ No
i) If No, contact DWQ's Land Application Unit to determine permitting requirements (See Question 14).
Page 4 of 7
S WU-229-07122011

NCG140000 N.O.I.
1P
f) If this review included all wastewater discharge types, would excluding some types (e.g. raw
stockpile wetting) make any of the above non -discharge options feasible? .............. ❑ Yes X No
' You may be asked to provide further information to support your answers to these questions after the initial review.
Feasibility should take into account initial and recurring costs.
noes your plant alscnarge process wastewater to surface waters! A Yes LJ No
When applying for this permit, you may also concurrently apply for an Authorization to Construct
(ATC) (for new treatment facilities) or Authorization to Operate (ATO) (for existing treatment facilities),
or you may apply at a later date. However, an ATC from DWQ's Stormwater Permitting Unit is required to be
obtained prior to construction of wastewater treatment facilities that discharge to surface waters.
ATCIATO application information is as follows:
For new sites, you must submit three (3) sets of design plans and specifications with this application
(signed, sealed and stamped by a Professional Engineer (P.E.) or qualified staff) and provide
supporting calculations that predict compliance of final discharge with permit limits. A copy of the
design calculations should be included.
For existing sites, applicants must submit three (3) sets of plans, specs for facilities as-builts (signed,
sealed and stamped by a Professional Engineer (P.E.) or qualified stall¢). Provide as many design
details as possible. A copy of the design calculations should be included.
Applications for ATC or ATOs shall include (Attach separate sheet(s)):
• A detailed diagram of treatment systems in place, including design specifics such as:
o tank volumes
o dimensions
o retention time
o surface are
o working volume
o piping
o settling basin details
o any other pertinent design information.
• Water balance equations for treatment systems and holding ponds (inputs, outputs, rates).
• Rainwater use in mix (rate and volumes), if applicable.
• Calculations to demonstrate compliance with permit effluent limits (pH — 6-9 SU, Total Suspended
Solids (TSS) -- 30 mgA, and Settleable Solids (SS) — 5 m1A).
Stormwater:
18) Does this facility employ any best management practices for Stormwater control?
❑ No X Yes
If yes, please briefly describe: BERMS AND SECONDARY CONTAINMENT DIKES. ALSO ROUTING THE
STORMWATER FLOE TOWARDS THE PITS
19) Does this facility have a Stormwater Pollution Prevention Plan?
❑ No X Yes
If yes, when was it implemented? SEPTEMBER 2011
4 Unless 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, 89G-25 (7), plans and specifications must be signed
and sealed by a P,E.
5 Unless 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, 89G25 (7), plans and specifications must be signed
and sealed by a P.E.
SWU-229-07122011
Page 5 of 7

NCG140000 N.O.I.
20) Are vehicle maintenance activities (VMA) occurring or planned at this facility?
X No ❑ Yes
If yes, does your VMA area discharge into your wastewater treatment device? ❑ No ❑ Yes
Other/Permittincr:
21) Does this facility have any other NPDES permits?
X No ❑ Yes
If yes, list the permit numbers for all current NPDES permits for this facility:
22) Does this facility have any Non -Discharge permits (ex: recycle permits)?
X No ❑ Yes
If yes, list the permit numbers for all current Non -Discharge permits for this facility:
23) Does this facility have a Division of Land Resources Erosion & Sedimentation Control (E&SC) Permit?
❑ No X Yes
If yes, list the permit numbers for all current E&SC permits for this facility:
24) Hazardous Waste:
a) Is this facility a Hazardous Waste Treatment, Storage, or Disposal Facility?
X No ❑ Yes
b) Is this facility a Small Quantity Generator (less than 1000 kg. of hazardous waste generated per month) of
hazardous waste?
X No ❑ Yes
c) Is this facility a Large Quantity Generator (1000 kg. or more of hazardous waste generated per month) of
hazardous waste?
X No ❑ Yes
d) Type(s) of waste:
How is material stored:
Where is material stored:
How many disposal shipments per year:
Name of transport 1 disposal vendor_
Vendor address:
Final Checklist
This application will be returned as incomplete unless all of the following items have been included:
X Check for $100 made payable to NCDENR.
X This completed application and all supporting documentation (including design details, water balance
equations, and calculations for treatment systems) — see Question 17.
I V' X If an Erosion & Sedimentation Control (E&SC) Plan is required from Division of Land Resources (DLR)
Aor local designee: documentation verifying applicant has developed and submitted that Plan to the
governing agency (required per 15A NCAC 02H .0138).
X For new sites (or sites that will install new treatment facilities): Three (3) copies of plans and specificationsFaL, for wastewater treatment facilities (including recycle system components), signed and sealed by a
Professional Engineer or qualified staff meeting requirements of G.S. 89C-25 (7) — see Question 17.
'VI14A ❑ For existing sites: three (3) copies of plans and specifications for wastewater treatment facilities
(including recycle system components) as built, stamped and sealed by a Professional Engineer, or (only if
plans not available) a detailed diagram of treatment systems in place that includes information such as tank
volumes, dimensions, retention time, piping, settling basin details, etc. — see Question 17.
Page 6 of 7
S WU-229-07122011

NCG140000 N.O.I.
X A site map showing, at a minimum, (existing or proposed):
(a) outline of drainage areas, (b) stormwater/wastewater treatment structures, (c) location of
stormwater/wastewater outfalls (corresponding to which drainage areas), (d) runoff conveyance structures,
(e) areas where materials are stored, (f) impervious areas, and (g) site property lines.
X A county map or USGS quad sheet with location of facility clearly marked.
25) Certification:
North Carolina General Statute M-215.6 B(i) 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 tact 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 ArWe 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 Person Signing: MR. HENRY BATTEN
Title: PRESIDENT
Applicant)
-Z .it
(Date Signed)
Notice of Intent must be accompanied by a check or money order for $100.00 made payable to: NCDIENR
Mail the entire package to:
Stormwater Permitting Unit
Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 276W1617
Note
The submission of this document does not guarantee the issuance of an NPDES permit.
Page 7 of 7
SVVU-229-07122011

NCG140000 N.O.I.
X A site map showing, at a minimum, (existing or proposed):
(a) outline of drainage areas, (b) stormwater/wastewater treatment structures, (c) location of
stormwaterlwastewater outfalls (corresponding to which drainage areas), (d) runoff conveyance structures,
(e) areas where materials are stored, (9 impervious areas, and (g) site property lines.
X A county map or USGS quad sheet with location of facility dearly marked.
25) Certification:
North Carolina General Statute 143-215.6 B(i) 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. I 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 Person Signing: MR. HENRY BA
Title: PRESIDENT
(Signp ure Applicant)
-Z ,it
(Date Signed)
Notice of Intent must be accompanied by a check or money order for $100.00 made payable to: NCDENR
Mail the entire package to:
Stormwater Permitting Unit
Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 27699-161 7
Note
The submission of this document does not guarantee the issuance of an NPOES permit.
Page 7 of 7
S WU-229-07122011

S 85053' 15"E 269.59,
NC HWY 161 YORK RD
NOTES:
"-ilt�
w
V" 1
+
ELEV.
695.7
ELEV:
693.01 TV
(TOP OF
BERM) \ �
REVISIONS:
Pit
MARTIN MARIETTA
MATERIALS INC.
1140-1
+ ELEV: -
702.64
'anc6 Hi9 her t ,
\ 1
s � /
�0 ~
�i
9
�O
OUTFALL - 001
ELEV:
688.46
(TOP OF
BERM)
G RAVE L
SCALE:
A
:-f
70 .08
30 \
s Truck 4i
1r
d
S
l V ?;3 0 \.
3p10 p„
Uri
1 "-20'
INITIALS
4
O
m
\ \ s G80
3••
991,
�S
Sand
ELEV:
704.50
Pump to Batch Plant
on 2'X2' Concrete Pedestal
ELEV:
704.78
Stone
round Concrete
� PAVEMENT
� \ + ELEV:
� 703.38
4*00 + G VE 699J3
fi
Area to be used for the Pit Design
0.63 Acres
DROP
INLET
GRATE ELEV: 702.43
INV. ELEV: 700.28
h \
fie✓ \
4) SRO
R
/• � TY
h � ASS �
o� �O \
N �
LEGEND
'Val�, a
c; ����„s�ts
uired�yt;rs�t::_ )rtNoithCarolirs+is IRON PIN SET
s require t tat the gloirfr.w r system designer
during cansttuUticl;ci)t y;conformity with +3 UNMARKED POINT
r�iti SpuC C2t dy t 62itCi i4iifh '"?
�o Ctrvts ate` � 't -,� ;j + SPOT ELEVATION
`��,s,or
, _ ® DROP INLET
FE VAULT
® PVC STUB
OUTLINE OF RIP RAP BERM
19807 £ 11
ELEV.- (TOP � ��-- � ��� ��y ���•`����� � �
692.92 BERM) Tit: CPEES is not responsible for structural design of pit walls, steel reinforcement details and foundations.
DRAWING TITLE:
SITE LAYOUT MAP - PROPOSED LOCATION OF WASHWATER/STORMWATER RECYCLE SYSTEM
DATE PROJECT: CONCRETE SUPPLE' PROJECT NO
PREPARED BY:
CVP
08/20/ 11
DRAWN BY:
CAD
08/20/ 11
CHECKED BY:
CVP
08/20/ 11
APPROVED BY:
CVP
08/20/ 11
FILE NAME:
110 HOLIDAY INN DRIVE v 1 129-002
KINGS MOUNTAIN,11i.C. REV. NO.: REV. DATE:
CHALAM PAKALA ENGIN!!E-ER�NG AND 2 09/29/11
ENVIRONMENTAL SOLUTIONS DRAWING NO.:
A Cost -Effective Solution Provider for Manufacturing Industries DRAWING 3
10017 ALLYSON PARK DR. TEL [phone]
CHARLOTTE, NORTH CAROUNA 28277 FAX [phone]

1
zo
M
.T
NOTES:
1 Y2" DIA. PIPE HANDRAIL
POSTS ANCHORED INTO CONCRETE
8'-0"
SECTION A -A
NO SCALE
SECTION 8-8
NO SCALE
8'-0"
#4 0 12" O.C. EACH WAY (TYRO
SECTION C-C
NO SCALE
#4 @ 12" O.C. EACH WAY (TYP)
#4 @ 12- O.C. EACH WAY (TYP)
2.5' X 1.0'
SUMP PUMP--_
2' X 2' CONCRETE PEDESTAL
*NOTE: CPEES Is not responsible for structural design of pit walls, steel reinforcement details and foundations.
REVISIONS:
00
(7' DEEP + 1' FREEBOARD)
#4 BARS @ 12" O/C HORIZONT,
#5 BARS @ 18' O/C VERTICAL-
12" - 14" REINFORCED
CONCRETE WALL
(4000 PSI)
6" CONCRETE SLAB
4" NO. 57 WASHED STONE-\
*NOTE: OWNER/CONTRACTOR MAY USE
PRECAST CONCRETE BLOCKS FOR WALL
CONSTRUCTION, WHICH WILL BE SEALED M
TO PROVIDE WATERTIGHT CONDITION
WATERPROOF
JOINT SEALANT
O
F-
all=ll=lh11=11=11-II".n.-1�=
�11=11=llall=11=11 II II=11= 11 11=11=11=II=11=11=11=II=11`-
11.=II=.11=11=11aII: II .:II=11 ��-11=11=11=11=11=11=11:=11=
-11- 11=11=11-11=11-I
I_I-11=11=11=Ii�11=11= �11=11=II-II-11:=11'
'II=II=11all=II=11=. 11=.II=11=II=.11-
11-1f=11=11=1i�.11=11v '71=11=11=II=11=
11=11=11=11=11=11=❑=11=11=11='
Ot VVHLL OCU I IVIV
CONSTRUCTION NOTES:
SCALE= NTS
#4 BARS (3)
12"')4
EXTERIOR
PERIMETER
WAL `-
GROUND -\
00
2.5'
4.5'
!IOR FOOTING
SECTION 1-1
SCALE= NTS
6" CONCRETE SLAB
4" NO. 57 WASHED STONE
#4 BARS (4)
1. BOTTOM SLAB TO BE REINFORCED WITH 6" W 10 X 10 WWF.
2. COLD
JOINTS IN WALL TO HAVE KEYWAY WITH 18" #4 LAP BAR.
3. SLAB
AND INTERIOR WALLS TO BE SEALED WITH CONCRETE WATERPROOFING.
4. CONCRETE
FOUNDATIONS AND R'=INFORCEMENT ARE THE RESPONSIBILITY OF THE OWNER(S).
ADDITIONAL NOTES:
1.
COMPACTION OF SOIL 7-0 95% STD PROCTOR MAX DRY DENSITY.
2.
CONCRETE 4,000 P.S.I. COMPRESSIVE STRENGTH @28 DAYS
3.
REBAR GRADE 60
4.
CONSTRUCTION QUALITY CONTROL TESTING TO INCLUDE SUBGRADE
DENSITY TESTING, PROCF ROLLING OF SUBGRADE, SLAB REINFORCEMENT INSPECTION,
CONCRETE THICKNESS MEASUREMENT, AND CONCRETE STRENGTH TESTING.
1
ALL TEST RESULTS ANC JUDGEMENT IS THE RESPONCIBILITY OF THE OWNER.
00
(7' DEEP + V FREEBOARD) 5.
HAND RAIL DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE OWNER.
6.
SUMP PUMP, PIPING AND ELECTRICAL WORK FOR SUMP PUMP
IS THE RESPONSIBILITY OF THE OWNER.
7.
ALL WALLS ARE REINFORCED AND CONCRETE POURED
8.
POND LEAK TESTING IS THE RESPONSIBILITY OF THE OWNER.
9.
ALL BOUNDARIES OF CONSTRUCTION ACTIVITY/DISTURBED AREAS SHALL
BE PROTECTED WITH SILT FENCE AS SHOWN ON SILT FENCE CONSTRUCTION DETAILS.
10.
CPEES TAKES NO RESPONSIBILITY FOR STRUCTURAL DESIGN OF PIT WALLS AND FOUNDATIONS.
SCALE:
NONE
(1 O' DEEP + 1' FREEBOARD)
ISOMETRIC VIEW
NO SCALE
NOTE: PIT NO. 3 HAS NO SLOPED AREA.
INITIALS I DATE
PREPARED BY:
CVP
08/20/ 11
DRAWN BY:
CAD
08/20/ 11
CHECKED BY:
CVP
08/20/ 11
APPROVED BY:
CVP
08/20/ 11
FILE NAME:
12 GAUGE 4' X4" OR 2" X4' WELDED WIRE HOOKED NOTES: I TOTAL DRAINAGE AREA FLOWING TO SILT
NNTO PREFORMED CHANNELS ON METAL POSTS, OR FASTENED FENCE MAY NOT EXCEED 1 ACRE.
TO CEDAR OR WOOD POSTS W/ NO.8 STAPLES. 21 SILT FENCES SHOULD NOT BE USED AT
PIPE OUTLETS OR IN AREAS OF CONCENTRATED FLOW (CREEKS, DITCHLINES, SWALES ETC.)
ULTAVIOLET RESISTANT (BLACK) MIRIFI FABRIC
-OR EQUIVALENT SECURED TO WIRE W/METAL
CLIPS OR WIRE AT 8' OFF CENTER. y Q L
MAX. SEDIMENT STORAGE LEVEL REMOVE
go SEDIMENT WHEN THIS LEVEL IS REACHED
OR AS DIPECTED BY CONVERSION
INSPECTOR.
_ - _ SHEET DRAINAGE (ONLY)
S`LT FENGE
1�Zc 3+1z
(FH t till` T
NATURAL GRADE TO INCREASE STORAGE
— CAPACITY AND PROLONG THE LIFE OF
THE SILT FENCE, IT IS GENERALLY
— ADVISABLE TO DIG A SEDIMENT PIT
IN FRONT OF YOUR SILT FENCE
WHENEVER POSSIBLE.
CARRY APPROX. 1OF FABRIC INTO TRENCH,
COVER W/SOIL & TAMP BACKFILL
CARRY 0.5' OF WIRE INTO TRENCH.
METAL, CEDAR OR 4- X4" TREATED WOOD POSTS AT
10' O.C. MAX. CEDAR & WOOD POSTS SHOULD BE 3' DEEP MIN.
p,
SEp,MEN
SILT FENCE
SILT FENCE DETAIL
A �e� r. 9 �� Q x + rn`st Documenttl.
SCALE= NX3StrUGtlor x ;v ',h these documents is
rA tTed by t�3 tul t!w�tr I s )it. North Carolina
rulw'rsqui"� S1Eai i1`08 5tu±•",v:;' +astern designer
with thy
IBC Divisio.) w G tvr tll*e ty �V' r'21
N Up
SEAL
19607 •.� � .�1�t
V" Q�
DRAWING TITLE:
PROCESS WASHWATER/STORMWATER RECYCLE SYSTEM CONSTRUCTION DETAILS
PROJECT.' CONCRETE SUPPLY
110 HOLIDAY INN DRIVE
KINGS MOUNTAIN, N.C.
CHALAM PAKALA ENGINEERING AND
ENVIRU"NMENTAL SOLUTIONS
A Cost -Effective Solution Provider for Manufacturing Industries
10017 ALLYSON PARK DR. TEL [phone]
CHARLOTTE, NORTH CAROLINfi 28277 FAX [phone]
PROJECT NO.:
111.29-002
REV. NO.: REV. DATE:
2 09/29/ 11
DRAWING NO.:
DRAWING 4
7

Attachment A
Runoff Volume and Weir Design Calculations with Backup

TABLE 1
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
Size of a Concrete Recycling System for Process Washwaterl Stormwater for a Ready INIx Concrete Plant
Size for a 10yr, 24-hr Runoff Volume =
Use SCS Peak Discharge
Drainage Area =
0.63 areas
or 27,443 sq fL
Elevation
4 ft
(Obtained from the site topo map)
Length a
277 ft
(Obtained from the site topo map)
Tc =
3 min
(8.03a)
Slope a
1.4%
CN
85
(8.03b)
Rainfall =
4.9 inches
(Ref Fig 0,031) 10yr-24hr storm event
Rainfall intensity (Average Asheville and Charlotte) v
6.25 irvhr
(8.03f and 8.03g)
Runoff Depth -
3.37 inches
(Table 8.03c)
Runoff Volume a
Drainage Area x Runoff Depth
7,707 cu ft.
Design Recycle pits to hold = 7,707 cu ft.
CIA
Q10 = 3.15 Peak rate of runoff in cubic feet per second (cfs)
C = 0.8 Runoff Coefficient
Q,a -10 Yr, 24-hr Discharge = Average intensity of Rainfall in incheslhr for a storm duration-
i = 6.25 time of concentration (inlhr)
A = 0.63 Drainage area (acres)
Size for Weir for 01p =
3.0 L H M
0, =
3.15
L =
2.5
Length of the weir (ft)
H =
1
Height of the weir (ft)
010 flow 3,15 <
3,75
cis Calculated discharge from the weir
Length of the weir =
2.6 ft
Number of Pits
3
Capacity of pits
Pits i and 2 Each (Flat Area Volume)
L a
30
ft
Wa
14
ft AREAfplt=
2,940 cubic feet.
D=
7
ft
or
5880 cubic feet. (Two pits)
Pits 1 and 2 Each (Slope Area Volume)
L a
30
ft
W a
14
ft AREAfplt a
1,470 cubic feet.
D=
7
"
or
2940 cubic feet. (Two pits)
Pits 3 (Flat Area Volume)
L =
60
ft
W =
14
ft AREAlpit-
8,400 cubic feet.
0.
10
ft
or
8,400 cubic feet. (One pit)
Pits 3 (Slope Area Volume)
L =
0
ft
W a
0
ft AREAIpit -
0
D a
0
ft
0 cubic feet. (One pit)
Total Pit Volume (CFT) a
8,400 cubic feet > 7,707 cubic feet
or
62,832 gas > 67,647 gals
WATER BALANCE ANALYSIS
rwq.
A of batches per day
25
40
batches
wart- drne - 2s b*Wow
Water per cubic yard
25
gals
sumrnaW*-40bW&ma
gals of water per batch (10 yards per batch)
250
Th• 9kelyhond Of h-v g a 10yt 24h,.WM wm M a" r— i.
Gels of water recycled in the plant
6.250 10,000
gale
greater than in the winter and therefore, Pft i13 empfing In 0 3 days
as ra-W bW *.Wnke-
s of days the water reused in the plant are =
10.1
6.3
days
AVG fl of Days water recycled in the plant =
8.2
days
Chat.. ftad. P6
CP Engmad%
Tel: 7"14M
CPEES Prapa No 112SM

C
d
�
-
c
3
_
-
P
n
if,
tz
Y J
G
_
n
i
C
�
C
•4
r'
_
c
- r
•
O

0
H (ft)
rnn
E
Note:
Use nomograph Tc for natural basins with well-defined channels, for overland
flow on bare earth, and for mowed -grass roadside channels.
For overland flow, grassed surfaces, multiply Tc by 2.
For overland flow, concrete or asphalt surfaces, multiply Tc by IDA
For concrete channels, multiply Tc by 0.2.
Figure 8.03a Time of ooncentration of small drainage basins.
Tc(min)
zoo
100
50
10
5
1
8.03.4

0
Table 8.03b
Runoff Curve Numbers (CN)
Hydrologic Solt Group
A
B
C
D
Land Use/Cover
Cultivated land
without conservation
72
81
88
91
with conservation
62
71
78
81
Pasture land
poor condition
68
79
86
89
fair condition
49
69
79
84
good condition
39
61
74
80
Meadow
good condition
30
58
71
78
Wood or forest land
Thin stand - poor cover, no mulch
45
66
77
83
Good stand - good cover
25
55
70
77
Open spaces, lawns, parks, golf courses, cemeteries, etc.
good condition:
grass cover on 75%
or more of the area
39
61
74
80
fair condition:
grass cover on 50
to 75% of the area
49 -fig
79
84
Commercial and business
areas (85%impervious)
89
92
94
95
Industrial districts
(72% lm)ervious)
81
88
91
93
Residential:' Development completed and vegetation established
Average lot size Average % Impervious
1/8 acre or less 65
77
85
90
92
1 M acre 38
61
75
83
87
1 /3 acre 30
57
72
81
86
1 /2 acre 25
54
70
80
85
1 acre 20
51
68
79
84
2 acre 15
47
66
77
81
Paved parking lots, roofs,
driveways, etc.
98
98
98
98
Streets and roads
paved with curbs and
storm sewers
98
98
98
98
gravel
76
85
89
91
dirt
72
82
87
89
Newly graded area
81
89
93
95
Residential: Development underway and no vegetation
Lot sizes of 1/4 acre
88
93
95
97
Lot sizes of 1/2 acre
85
91
94
96
Lot sizes of 1 acre
82
90
93
95
Lot sizes of 2 acres
81
89
92
94
'Curve numbers are corrputed assuming the runoff from the house and driveway is directed toward the street.
source: USDA-SCS
8.03.10 Ii. IM

Appendices
Table 8.03c
Runoff Depth
b. Determine runoff depth (in inches) from the curve number and rainfall
depth using Table 8.03c.
Rainfall
Curve Number (CN)
(inches)
60
65
70
75
80
85
90
95
1.0
0.00
0.00
0.00
0.03
0.08
0.17
0.32
6.56
1.2
0.00
0.00
0.03
0.07
0.15
0.28
0.46
0.74
1.4
0.00
0.02
0.06
0.13
0.24
0.39
0.61
0.92
1.6
0.01
0.05
0.11
0.20
0.34
0.52
0.76
'1.11
1.8
0.03
0.09
0.17
0.29
0."
0.65
0.93
1.30
2.0
0.06
0.14
0.24
0.38
0.56
0.80
1.09
1.48
2.5
0.17
0.30
0.46
0.65
0.89
1.18
1.53
1.97
3.0
0.33
0.51
0.72
0.96
1.25
1.59
1.98
2.44
4.0
0.76
1.03
1.33
1.67
2.04
2.46
2.92
3.42
6.0
1.30
1.65
2.04
2.45
2.89
3.37
3.88
4.41
6.0
1.92
2.35
2.80
3.28
3.78
4.31
4.85
5.40
7.0
2.60
3.10
3.62
4.15
4.69
6.26
5.82
6.40
8.0
3.33
3.90
4.47
5.04
5.62
6.22
6.81
:7.39
9.0
4.10
4.72
5.34
5.95
6.57
7.19
7.79
8.39
10.0
4.90
5.57
6.23
6.88
7.52
8.16
8.78
.9.39
11.0
5.722
6.44
7.13
7.82
8.48
9.14
9.77
10.39
12.0 .
6.56
7.32
8.05
8.76
9.45
10.12
10.76
11.39
To obtain runoff depths
for CN's and other rainfall amounts not shown
in this table, use an arithmetic interpolation.
The volume of runoff from the site can be calculated by multiplying the
area of the site by the runoff depth.
Step 4. Determine the peak rate of runoff for the design storm by adjusting ng for
watershed shape as follows:
a. Determine an "equivalent drainage area" from the hydraulic length of the
watershed using Figure 8.03n. Hydraulic length is the length of the flow
path from the most remote point in the watershed to the point of discharge.
b. Determine the discharge (cfslinch of runoff) for the equivalent drainage
area from Figure 8.03o through 8.03q:
Figure 8.03o - for average watershed slopes 0-3%
Figure 8.03p - for average watershed slopes 3-7%
Figure 8.03q - for average watershed slopes 8-50%
Calculate the peak discharge, 01, of the equivalent watershed by multi-
plying equivalent watershed area by runoff from Table 8.03c in Step A
8.03.17

0
5 10 20 40 60 2 3 4 6 8 12 18 24
Minutes Hours
Duration
Figure 8.03f Rainfall Intensity duration Curves —Asheville.
r
5 t0 20
Minutes
Figure 8.03g Rainfall Intensity duration curves --Charlotte.
a.�
40 60 2 3 4 6 8 12 18 24
Hours
Duration
Appendices
8.03.7

h
c
a�
25-year t day precipitation (inches)
x
N SaI.In man
m
a 25 sa rs Iao
c.
RAINFALL DATA MAP
ti
6
5 5.5 6 5.5 6 6.5
! , �, 1i ••,� l ' STO.IS oOCnn6H
s.5do 'Oft-ALIES ..r.. �am.. ./i I
GIAKII
rtan,wgpr' i. _ r-- �' �r 1 r� ram+
•YOOaM i 1 . �.
Yfl
—� M\Twdp Mufaw
Ofw/C. �.A CIYIYW I � TRiOr
.� � 11[-- _
our trg
STft
7
6
6.5-
m
Ole
OOIYri 7 \ iN
8
8
ml

Attachment B
NC DENR --- Division of Water Quality Stream Classification Table for
Cleveland County

Name of Stream
Description
Curr. Class
Date
Basin
Stream Index #
Persimmon Creek
From source to Muddy
C
09/01/74
Broad
9-53-6-2
Fork
Little Persimmon
From source to
C
09/01/74
Broad
9-53-6-2-1
Creek
Persimmon Creek
Potts Creek
From source to Muddy
C
09/01/74
Broad
9-53-6-3
(Pilot Branch)
Fork
Roberts Branch
From source to Dam at
B
03/01/63
Broad
9-53-7-(1)
(Does Lake)
Joes Lake
Roberts Branch
From Dam at Joes Lake
C
03/01/63
Broad
9-53-7-(2)
to Buffalo Creek
Beason Creek
From source to Buffalo
C
09/01/74
Broad
9-53-8
Creek
Long Branch
From source to Beason
C
09/01/74
Broad
9-53-8-1
Creek
Wolf Branch
From source to Long
C
09/01/74
Broad
9-53-8-1-1
Branch
Jakes Branch
From source to Buffalo
C
03/01/63
Broad
9-53-9
Creek
Kings Creek
OC
09/O1/74
Broad
9-59
From source to North
Carolina -South
Carolina state Line
Sipe Creek (City
From source to Kings
C
08/03/92
Broad
9-54-1
Lake)
Creek
Unnamed
From source to Dam at
B;HQW
08/01/00
Broad
9-54-1-(1)
Tributary at
Lake Montonia
Lake Montonia
(Lake Montonia)
Unnamed
From Dam at Lake
C
09/01/74
Broad
9-54-1-(2)
Tributary at
Montonia to City Lake,
Lake Montonia
Sipe Creek
Davidson Creek
From source to Kings
C
08/03/92
Broad
9-54-2
(Davidson Lake)
Creek
Dixon Branch
From source to North
C
09/01/74
Broad
9-54-3
Carolina -South
Carolina State Line
Clark Fork
From source to North
C
08/03/92
Broad
9-54-4
Carolina -South
Carolina State Line
Page 7 of 7 2011-08-13 07:13:50

2) Meeting Effluent Limits: In some cases, engineers must show that they will meet the
effluent TSS and settleable solids benchmarks. Generally, if they can meet the settleable
solids benchmark, then they can meet the TSS benchmark. One method of showing this
is using Particle Settling Calculations Using Stokes Law:
z
t ft t )D2 ft P— P f
f secI ' z gr t3
a. Settling Velocity: vs
sec 18µ !b
ft — sec
i. Gravity, g=32.2 ft/sec2
ii. Diameter of Particle, D
1. Cement, D=4.92"5ft [NOTE. This is equal to 15 microns. (1
micron=3.28e-6 ft).]
2. 15 microns may be representative of "settleable solids" (but this
is an arguable point). If a particle size distribution is provided,
check to see the relative volumes of particle sizes that are
expected. 15 microns may be too low for mining. Or, you could
use another value for d to represent "settleable solids" as you see
fit.
3. Note: Can consult ASTM Study on Particle Size Distribution for
Portland Cement (2004 NIST Publication) for average PSD for
this material. Although calculations may give an average size
for this particle, certain percentages of the particles are larger
and smaller.
iii. Density of Settling Material, P,
1. Cement, P1=94 Iblft {or 1510kg/m3) Possible correction: this
may be bulk density of dry material (?). Specific gravity of
Portland cement = 3.15, so density of particle more like
3.15(62.4) = 197 Iblft3 (3160 kg/m3). However, note that using a
lower density results in a more conservative estimate of settling
time, so may be okay.
iv. Density of Water, P2=62.4 lb/ft' (1000kg/m3)
v. Viscosity of water, µ=5.98* 10-4 lb/ft-sec (0.00089 pa.$) (this is
temperature -dependent so you may see slightly different values in
applications) {
b. Settling Time: t (sec) = dselde
settle ft
vs sec
i. Settling Depth, dam„ ie= Average depth of the settling basin for the design
(ft)
c. Detention Time: tDeren,run(sec) = VolumeBa sin(ft3 )
3
FlowThroughBasin ft
sec
i, volume of the Basin: The engineer must size the settling basin so that the
detention time is greater than the settling time.
ii. Flow through the basin: This is the volume of water that drains from the
site to the settling basin during a "big" (undefined in the permit) storm

�i
,y'�11�- ['' L' .+�' rS! t,� I •r'IfJ� r,.irll r r r .!,-,.
J ,r
�r
. .r . f 'S.' • 1, � •�, I l ,� " is
"'[� 1 , �• 1. rc. a I�1
I �' '"IJ ';: •III! _',:�fr,:.+ �.
Sri• r.. .rlr'1 �� f .,�I- ., 'I � _ _ r r
�' .n.�, I. �•' � riJ' , �i �F � ; � rt','r li' ! "r t ,�' ,' !J'll r'i' .'1L
f
,. •t .ia! �l. f' F71!J I.' L 11: i 1 (t :,!�;
,.i',3% .' ,'r ,'{ • it lf,lt1
Ii (rri. Ir .'r It,
Ir, 1.. + i . r+31.r€ IJ
Ile 1 1 [I
. , , .'Fer. r. , I!,

plus any wastewater that is being generated. If there are a series of
settling ponds, this analysis is more rigorous. Generally, calculate the
peak flow:
_inhr min t )(— A� ft 2Qr�e�x(ALIsec C (hr)(60rnin)(60sec 12in )
a. Rational Coefficient, C= (0.90*%Impervious)+Cp(1-
%Impervious) (unitless) .
i. Where Cp is the Pervious Coefficient (specific
for the soil type where the water is draining
from), Cp=:
1. Type A Soil: 0.20
2. Type B Soil: 0.25
3. Type C Soil: 0.30
4. Type D Soil: 0.35
ii. Or, use tabulated values for C:
1. Inclined Roof. C=1.0
2. Parking Lot: C=0.9
3. Residential: C=0.5
4. Park: C=0.25
5. If the site is mostly impervious, C=0. 9.
(Note: This is an area where the
engineer could really reduce the peak
flow — watch the Rational Coefficient
because if they choose C=0.5, which is
a representative or residential lots, then
the peak flow will be essentially half of
the C=0.9 value. If the engineer under
estimates peak flow (which is when the
most water will leave the settling basin),
then the Stokes Law approach may not
be valid in determining whether or not
the particles settle out.
b. Drainage Area, A: Drainage to the basin(s)
c. Intensity, 1: Found using the design storm and the time
of concentration:
i. Design storm: This is undefined in our permit,
but we try to encourage the 10-year, 24-hr storm
if possible.
ii. Time of concentration:
L3 0.385
H�
iii. t� = 12$ min
1. L=Hydraulic length in feet (longest
distance water will travel to the settling
basin)
2. H=Change in elevation along L in feet
iv. Example intensity calculation using these
variables and data from the precipitation data

,
r
.I
1
, 7
's•

server for the city in question,
bttl2://hdsc.nws.noaa.gov/hdsc/i3fds/:
City of Lenoir
Precipitation Froquency Esdmates(Inchesl
qRP
5
IE1
LS
30
60
L'0
3
6
L"
24
48
4
7 -
10
20
30
45
60
(wars►
min
min
mhi
mlv
min
mtr►
hr
hr
hr
lu-
hr
day
da y
day
day
day
day
day
1
0.36
958
0.72
0.99
123
144
16
2
25
298
3.58
4.041
468
5.37
7.16
8.87
IL2
133
0.43
0.69
0.86
119
149
175
L9
24
3
162
4.32
4.87
5.6
6.4
8.48
VA
131
SS
5
0.51
0.81
103
146
188
2.22
2.4
3
37
459
5.44
6.05
6,83
7,7
n
12
14.9
175
10
1 0.571
091
-116
167
2,31
2,6
29
34
4.3
5.36
6.31
6,97
7.78
8.68
112
13,2
16.11
29
25
U51
104
132
1951
2.61
3.151
3.4
4.21
51
6.41
7.51
8.23
9.06
997
12.3
14.8
f1.8
20,7
50
0.71
L14
144
2,17
2.94
361
39
48
5.7
7.28
647
923
11.
11
14
15,9
14
22.
100
0.79
124
156
24
33
41
45
54
6.4
8.16
9.46
11.1
1l
0
15.3
U
20.1
234
200
0.84
134
169
2.63
3.68
4.62
5.1
6.1
7.1
9.09
11.5
113
1].
l3
16.5
3.1
213
24.6
$80
0,93
147
185
2.94
4.22
54
6
7.1
8.
114
119
12.7
13.4
14.3
2.1
19.5
227
262
1000
l
157
197
3.2
4.67
6,05
6.7
8
9.9
114
13
33.8
14,5
15.3
19.4
30.5
23.7
273
Tc=15 min
Design Storm=10 years
Depth=1.16 filches
Intensity= 1. 161nches/ 15min*60min/hr=4.6in/hr
d. Particles will settle out if the settling time is less than the detention time. This is
a fairly basic way of calculating this. You may also see calculations involving
the critical velocity, etc. These are more advanced ways of determining if
sediment will re -mobilize. The method presented here is a good basic review
method.
3) Estimates of related variables from past submissions:
a. Wash water produced (no recycle): 15 gal/yd3 cement produced
b. Batch plant daily capacity: 2,000 yd3
c. Dump truck bed wash out: 130 lb concrete for each 10-yd3 load, or 13 Ib/yd3 of
load.
4) Containing Design Storm: In some cases, engineers must show that they will be able to
contain the design storm (See Appendix F for city -specific data). The BMP manual uses
Schueler's Simple Method. This is an alternate method. Do not composite curve
numbers (do not area -weight them) in the following calculations:
a. Runoff Volume: Secondary containment may have to control a certain design
storm plus the wastewater. The design storm volume that they must contain is
found from the following calculations:
b. Curve Number, CN: This is specific to soil type and land use. Typically, for
mining and ready mix, engineers should use a high CN. Others are presented
here so that we will be aware of when engineers are under -estimating runoff.
Cover
Type A
Type 8
TyptC
T peD
Parking
Lot/Roof
98
98
98
98
Park/ Golf
Course
39
61
74
80
Commercial
89
92
94
95
Industrial
81
88
91
93
Residential
61
1 75
83
87

Part I deals with quantities of water used and
discharged through domestic, industrial,
and agricultural use; physical, chemical, and
biological characteristics of water and their
significance; and global impacts of water
quality. Analytical methods for use in water
quality modeling and the analysis of treatment
processes are developed in Part II. The funda-
mental modeling principles developed in Part II
are applied to streams, estuaries, lakes, reser-
voirs, and groundwater systems in Part III.
Physical, chemical, and biological methods of
water quality modification are treated in Part IV.
The book progresses in a logical fashion
from the characterization of water quality, to
the significance of the various contaminants,
to the methods used to describe changes
in water quality in the environment, to water
and wastewater treatment. Nonconventional
methods of treatment such as air stripping for
volatile organics and batch -activated sludge
are also included. Because of the need for
creative solutions to water quality management
problems based on scientific principles,
fundamental relationships and phenomena
are stressed throughout the text. Numerous
worked examples are used to illustrate the
application of the principles presented. The
book is self-contained; all needed coefficients
and data are given in tables, diagrams, and
eight appendixes.
The focus of this book and succeeding
books in this series is on water quality man-
agemeni issues that are central to the civil
engineering profession, that is, subjects that
have been, and will continue to be, of impor-
tance to society and the primary responsibility
of civil engineers. The succeeding two
books in the series, FUNDAMENTALS OF
WATER AND WASTEWATER TREATMENT
and HYDRAULICS OF WATER QUALITY
MANAGEMENT SYSTEMS focus on engineer-
ing design for water quality management.
CHARACTERISTICS ■ MODELING ■ MODIFICATION
George Tchobanoglous
Edward D. Schroeder
UNIVERSITY OF CAUFORNIA AT DAVIS
t-
vV ADDISON-WESLEY PUBLISHING COMPANY
Reading, Massachusetts ■ Menlo Park, California
Don Mills. Ontario • Wokingham, England ■ Amsterdam ■ Sydney
Singapore a Tokyo ■ Mexico City ■ BogotS
Santiago ■ San Juan

n enters at all depths, All particles having a settling velocity greater
than v,c will be removed, no matter where they enter, but particles having
a velocity v, < 0, will be removed in the proportion v,/v,,. Thus the
critical settling velocity becomes a useful design parameter. Manipulating
v,, in terms of other variables results in the overflow rate (OFR), Q/A,.
H H _ Q —Q
v" s bN a {�/Q FF — A, (12.29)
where
v, critical settling velocity, m/s
H — tank depth, m
B„=hydraulic detention time, s
Q — volumetric flow rate, mr/s
W —tank width, m
L o tank length, m
A, = surface area, m2
The development of the relationship defined by Eq. (12.29) for the three
common types of sedimentation tanks used for water and wastewater
treatment is given in Fig. 12.16.
Typical overflow rates used in practice are given in Table 12.3. The
relationship between overflow rates and removal efficiency is illustrated
TABLE 12.3
Typical 0trart9ow Ratan Used for the Design of Sedimentation
Tails in water and Waster ater Treattnent Plants
TYPE OF OVERFLOW RATE, m/d
OPERATION
Range Typical.
Cq
Water treatment
Alum coagulation
Turbidity removal
'40-60
48
Color removal
35-45
40
Lime softening
Low magnesium
60-110
g0
High magnesium
50-90
65
Wastewater treatment
Primary treatment
Primary only
30-60
40
Primary with waste activated sludge return
22-40
30
Secondary treatment
Activated sludge
-
'The typical value is based on average plant lion•; for peak now use twice the typical value
IL

F
i
S�yygJTATION 499
PHYSICAL Tl2EwTMtidT l�lETlSpp� t4.7
AGA
in Example 12.5. it is important to remember that the overflow rate is a
particle settling velocity, not a fluid velocity. if
E%AMPLE 12.5
�W ANALYSIS OF DISCRETE PARTICLE SETTLING
A suspension of particles having an average density of 1400 kg/e is to a
be treated in a tank designed for an overflow rate,of 25 m3/m2 • d.•For
the particle size distribution given, determine the fraction F, removed.
EFFECTIVE
DIAMETER,
mm
0.010
0.015
b.020
0.025
0.030
0.035
0.040
0.045
MASS
FRACTION
0.10
0.20
0.25
0.15
0.05
0,15
0.05
0.05
SOLUTION:
1. Apply Eq. (12.27) to determine the particle velocity for each size and
use the overflow rate to determine the fraction removed in each
group.
4 (9,81)(400)d➢
Co(1000)
s 2.29(L' I1t/xm/s
CD11!
25 MI/tn - d = 2.99 x 10" m/s
°SC 86,400 s/d
Porticlq diamwur, d,.mm
FIGURE 12.17.UsPos
rtion for examo,
When NR > 0.3 the problem must be solved by trial and error.
For this problem the values of NR are all
less than 0.3. so
Eq. (12.29)
can be used.
STOKES' I AW
MASS
MASS
d�
MASS
VELOCITY. r„
FRACTION
FRACTION
FRACTION
m/s
NA
REMOVED
REMAINING
Wm
0.010
0.10
2,18 x 10-1
2.21 x 10-4
0.075
0.008
0.092
0.015
0.20
4,90 x 10-1
7.41 x 10-4
0.169
0.034
0.166
0.020
0.25
8,72 x 10-s
1,71 x 10-'
0.301
0.075
0.175
0,025
0.15
13.62 x 10-
3.4 x 10-3
0.471
0.071
0.079
0.030
0.05
19.62 x 10-s
5.8 x 10-}
0.678
0.034
0.016
0.035
0:15
26.71 x 10-5
9.4 x 10-3
0,923
0,138
0.012
0.040
0.05
34.88 x 10-1
1.4 x 10-2
0.205
0.050
0.000
0,045
0.05
44.15 x 10-5
2.0 x 10-2
1.526
0.050
0.000
Total
1.00
0.460
0.540
2. Plot the influent and efilucnt particle size distribution.
The distributions are plotted in Fig. 12.17. As shown there. the
particle size distributions for the influent and effluent are quite
-`' different.
Practical Sedimentation Systems
The ideal sedimentation systems described above have a number of major
differences from actual systems. First, the assumption that particles do
not interact is incorrect; in fact, several types of interaction occur.
Second, flow patterns in real work tanks cause considerable deviation
from the ideal conditions.
PaMde Interaction
Three types of interaction occur: (1) flocculation in which particles
collide and adhere and panicle growth results; (2) fluidic. in which
panicles are so close together that flow is restricted and the particles
move as a block; and (3) mechanical, in which particles physically
interact, particularly in a compressive mode, water is squeezed out of the"'
flocs, and particle volume may decrease (Fig. 12,18). These three types of
interaction result in three classes of sedimentation (Types 11, III, and IV)
other than discrete and are often referred to by class or as flocculant,
hindered, and compression (or thickening), respectively, Flocculant set-
tling occurs only when chemical or biological flocs form in the system.
This commonly occurs in water treatment plants. Mineral suspensions
and primary sedimentation in wastewater treatment plants are best
characterized as discrete -particle sedimentation systems.

Jones, Jennifer
From: Bou-ghazale, Samar
Sent: Friday, October 07, 2011 2:30 PM
To: Jones, Jennifer
Subject: RE: New DRAFT calcs for your review
Hi Jennifer,
We offer no objections for issuing the stormwater permit for Concrete Supply -Kings Mountain Plant.
Thanks,
Samar
From: Jones, Jennifer
Sent: Friday, October 07, 2011 12:03 PM
To: Bou-ghazale, Samar
Subject: FW: New DRAFT calcs for your review
Here are the draft — the submitted are very very similar...
But actually — I just talked to Ken and he said you DON'T need to approve them. So look over them if you like, but if you
think its ok the review I have done, then let me know.
Thanks!
Jen
Jennifer Jones
Environmental Engineer
NCDENR I DWQ I Stormwater Permitting Unit
1617 Mail Service Center, Raleigh, NC 27699-1617
S12 N. Salisbury St, Raleigh, NC 27604
Phone: [phone]
Fax: [phone]
Email: [e-mail]
Website: http://portal.ncdenr,org/web/wq/ws/su
** Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be
disclosed to third parties unless the content is exempt by statute or other regulations.**
From: Chalam Pakala Emailto:cvpakala@carolina,rr.coml
Sent: Tuesday, September 27, 2011 1:50 AM
To: Pickle, Ken; Jones, Jennifer
Subject: New DRAFT talcs for your review
Hello Jennifer/Ken,
Attached please see the calculations for TSS, SS and pH for Concrete Supply at Kings Mountain. Ken and I talked
yesterday and we had some observations on the previous approved talcs. Please review and let us discuss my calcs and
see if we can come to a reasonable agreement on the approval of this project. I will be in my office today and, tomorrow to
discuss.

Thanks for all your help in advance.
Best Regards
Chuck Pakala
CP Engineering and Environmental Solutions
Tel: [phone]
Fax: [phone]
Cell: 704-756-7451

Jones, Jennifer
From: Jones, Jennifer
Sent: Friday, September 16, 2011 3:27 PM
To: [e-mail]
Cc: Jones, Jennifer; Bennett, Bradley; [e-mail]; Georgoulias,
Bethany; Pickle, Ken
Subject: FW: NCG140413 - Concrete Supply Company, Kings Mountain
Attachments: Stokes Law guidance.docx
Hi Chuck,
Please see email below. I input your email in wrong the first time,
Thank you and have a good weekend,
Jennifer Jones
Environmental Engineer
NCDENR ) DWQ I Stormwater Permitting Unit
1617 Mail Service Center, Raleigh, NC 27699-1617
512 N. Salisbury St, Raleigh, NC 27604
Phone: [phone]
Fax: [phone]
Email: jennifer.jones@ncdenr.�ov
Website: http://portal.ncdenr.org/web/wq/ws/su
** Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be
disclosed to third parties unless the content is exempt by statute or other regulations.**
From: Jones, Jennifer
Sent: Friday, September 16, 2011 3:11 PM
To: [e-mail]
Cc: [e-mail]; Bennett, Bradley; Pickle, Ken; Georgoulias, Bethany; Jones, Jennifer
Subject: NCG140413 - Concrete Supply Company, Kings Mountain
Hi Chuck,
I left you a message but I wanted to follow up with an email because I am not in the office on Mondays (I currently work
30 hours/week). I had several things I wanted to speak to you about this application, I've already spoken to Mr.
Alexander about them because I owed him a phone call back. Ken Pickle here and I spoke about this and agreed on the
following points:
This site drains 0.96 ac to pits 1,2 and 3. It is sized to hold the 25-yr/24 hour storm, but only in the case when
all 3 cells are empty. The issue is that there does not appear to be any mechanism of emptying the volume of
either cells 1 or 2, so when 1 & 2 fill up (and it appears they will eventually) they will keep the water in them for
the most part, and the cell volume will not be available to hold the 25-yr/24 hour storm. The only available
volume will be the 3`d cell (8,400 W). We believe this will hold < 1 year storm (actually < 1-year/24-hour storm),
therefore your cells will discharge, on average, more frequently than ix/year. We would not consider this a
non -discharging system.

r 7"
You have shown the sizing of the cells based on the total depth (8' or 10'). However, the weirs in these cells will
draw the water down and keep the water level constant at 6.5' and 8.5', respectively. Therefore you will have
less volume available in the cells than what you have calculated. Additionally, if these cells were to fill up to the
8' depth as shown, they would also need to have an additional 1' of freeboard. Please submit calculations based
on the correct depth of the treatment cells.
In part 3, page 2 you state that the plant will be making 25-40 batches in the winter and 25 batches in the
summer. The method of using the wash water will be by use in the mix. However, you plan the water use time
based on 40-50 batches/day. A more conservative approach would be to use the winter batch time (25
batches), which would be approximately 22 days. I don't think we feel that >3 weeks is a reasonable amount of
time for a facility to take to pump down the treatment system to free up the volume for the next storm, because
it is likely that another storm may also happen during that time period. Additionally, if cell 3 only draws down,
that cell volume should be used -- not the entire treatment system.
4. You have not submitted the most current NO1 that was available 7/12/2011:
http://portal.ncdenr.org/c/document library/get file?uuid=349f3c6a-d1c1-4aad-8991-
322968c33844&groupld=38364. Please fill this out and submit this information.
One alternative you could explore would be to pump or drawn down cells 1 and 2 so the volume is available to store the
25-yr/24-hr storm, or you could create a larger overflow pit to hold the largest storms.
However, IF YOU DO create a treatment system that will hold the 25yr/24-hr storm (or larger) and will not discharge to
surface waters (and one which will pump down in a reasonable amount of time) — we cannot permit your facility as a
wastewater treatment and discharge system under the NPDES regulations, because you won't be discharging to surface
waters. However, it is my understanding that you will need some type of permit to build o wastewater treatment
system, therefore I believe you will need to go to the land application unit to get approval for your treatment system.
That is my understanding of the wastewater treatment system rules. (Bradley, Bethany, Ken — please correct me if I am
wrong).
If you decide against holding/using the 25-yr/24-hr storm (essentially never discharging), you can show that your
treatment system will discharge water that will meet the permit limits. One method is to use Stokes Law to show that
you will meet permit limits, and add a pH meter to your treatment system. I haveattached some guidance we use to
review plants' discharges to meet limits using Stokes Law.
Additionally , I want to stress that if you have a permit to discharge, but your system does not discharge because you are
recycling water back into your mix and sufficient volume is available to hold most rain events, your facility will not creed
to monitor for any quarters that do not have wastewater discharges — because there will be no wastewater discharges.
You simply have to fill out a form for that facility that says "no discharge" and submit it. One easy way to do this would
be to make copies that say "no discharge" for each facility, and then fill out the year and quarter, and sign it each time.
Please give me a call on Tuesday — I will be out of the office on Monday.
Thank you and have a good weekend. I look forward to speaking with you on Tuesday.
Thanks,
Jennifer
Jennifer Jones
Environmental Engineer

NCDENR I DWCt I Stormwater Permitting Unit
1617 Mail Service Center, Raleigh, NC 27699-1617
512 N. Salisbury St, Raleigh, NC 27604
Phone: [phone]
Fax: [phone]
Email: [e-mail]
Website: http://portal.ncdenr.org/webLwg/ws/su
** Email correspondence to and from this address is subject to the North Carolina Public Records Law and may be
disclosed to third parties unless the content is exempt by statute or other regulations.**

Gs
I'ABLEI
CONCRE'I'F: Sul'rLY
ICINGS .V1DhN•1 llN — NORTH_('AROLI,\'A
Ize for a 10yr, 24-hr Runoff Volume =
Use SCS Peak Discharge
rainage Area =
0.63 ar
or 27,443 sq ft.
levation =
4 ft "
(Obtained from the site topo map)
ength n
277 ft '
(Obtained from the site topo map)
c =
3 min '
(8,03a)
lope =
1.4%'
N
(Fi
ainfall =
�4.9=0�h.�S(Ref
Fig 8.03j)ainfall
Intensity (Average Asheville and Charlotte) _
(8.03f and 8.039
unoff Depth =
/ 3.37 Inch
(Table 6.03c)
Runoff Volume =
Dr�alna6e Area x
1
Runoff Depth � G) I�
7,707 cu ft..
/ 1
V
esign Recycle pits to hold =
7,707 cu ft.
CIA
Q. =
3,15'
Peak rate of runoff in cubic feet per second (cfs)
C =
0,8
Runoff Coefficient
Q70 - 10 Yr, 24-hr Discharge =
Average intensity of Rainfall in incheslhr for a stone duration-
i =
I.25 `
Ume of concentration (inlhr)
A =
0.63 •
Drainage area (acres)
Size for Weir for Q 1g =
3.0 L Hil'S
025 = 3.15
J x
L =
2.5
Length of the weir (ft)r
H =
1 "
Height of the weir (ft)
010 now 3.15
<
3.7 cfs
Calculated discharge from the weir
itJ.J��y
Length of the weir= tl
ft�
Number of Pits 1
3
Capacity of pits
Pits 1 and 2 Each (Flat Area Volume)
L =
30 , ft
W =
14 -ft
AREAIpit = 2,440 cubic feet_ �.
D=
7 �ft
or 5880 cubic feet TWO pits)
Pits 1 and 2 Each (Slope Area Volume)
L as
30 ft
W =
14 ft
AREA/pit = 1,470 cubic feet, '
D=
7 ft
or 2940 cuUcfeet, (Two pits)
Pits 3 (Flat Area Volume)
L =
60 ft
^i
W.
14 ft
AREAfpit= 8,400 cubic feet
D=
10 ft
Pits 3 (Slope Area Volume)
L =
0 ft
/or 13A00 cubic feet (One pit
W =
D=
0 ft
0 ft
AREA/pit = 0
0 V t�
cubic feet (One pit)
Total Pit Volume (CFT) =
8,400 cubic feet / 71707 cu, is feet
or 62,832 gals /� 57,647 gals
WATER BALANCE ANALYSIS
mange
#ofbatches per day
25
40
batches Wpbrbme=25balc[hei
Water per yard
25 —
gas summer time = 40 batches
gals of water per batch (10 yards per batch)
250'
The kkelyhood olh—irg a 10yr a41hremrm.—Lnneeo,nmer,.
C-its of water recycled in the plant
-
6,250 10.000
greater Ihs— the venter and th,,-fore, P, a3 will be emptied in
gals 6.3 days Is a reasonable esume
# of days the water reused in the plant are =
10. 6.3-
days
AVG # of Dava water recycled in the plant =
8.2
days
Chelan :'eka!a. PE
Cis Chp e-i
Tel. 7{ 541-4142
CPErS props :ao Z'',,-002
J
7
I

TABLE I
CONCRETE Sl1PPIN
KINGS NIOUNTAIN -,,NOR"I'H CAROLINA
irticle,Settiling Velocity = V
Assumptions:
Variables Units
Particles are spherical
!1/
g (p. - pw)d2
VP = Particle sesttiling velocity ft)sec
Hydration of cement has no impact on the settling
Vp =
18 p
g = Accelaration due to gravity ft/secz
Laminar flow
d = Average diameter of cement particle ft
Reynolds Numbner <0.3
pc = Density of� i Iblftz
Discrete Settling- no agglomaration/flocculation
�N =. Density of water Iblftz
p = Viscosity of Water Iblft.sec
Ilculate settling velociri
)V 9 =
32 ftlsec2
I d =
15 micron 1 micron = 3.28084E-06 ft
200-Iblft2��p�
p =
62-Iblfi2
5.981E --Oar rfl`ec
VP =
-0.00 90 96737 fVsec
-TENTION TIME CALCULATIONS (USED WITH SETTLING VELOCITY TO DETERMINE CAPTURE EFFICIENCY FOR ALL PARTICLES)
umber of trucks used at the plant (10 to 12) 12 '
atches produced at the Plant = 40 batches Ipe day
dg work day = 10 hrs• .
-oduction per batch = 10 cylbatch
,oduction capacity of the Plant = 400 cylday r
11�01N4 4I
Anticipated Truck Wash Arrangements
~
Surfacial cleaning
1.0-galfbatch —
Total water used for all the batches/day =
400 gaWday V
Chute cleaning
C/�10 gafftruck_'
d
Total water used for all the trucks/day =
L120-ga .!/
Drum cleaning
r�
200galltruck ./
Total water used for att the drumstday =
2400 gaalslnday✓ r
pj
Total water used for washing purposeslday =
2920 gals , 1 gal =
or
7J0 galley r
(worst case)
(Summer) Winter would be lesser
l—
( range is 8 to 12 cylbatch) �
46 XI' 10�ll
(No sediment)
IV+
(No sediment)
(1 wash end of the day)
(1 wash end of the day)
(1 wash end of the day)
(1 wash end of the day)
0.1�3t3681 ft3 ! j s
or 390.35 ft3 ti I• �'0 �I 1 %
:rmination of Q for non -rain production (ar)
Crete production rate/day = t ------- .. 1/` 400 cylday
hwater p-oductionlday = L10.0
.35_h3\
work day = 10 hrs.
Flow rate = 43 cfs
halam f 4ala, PE
' a Engir-renng
Tel, 704-`41-al)42
CPl No ; ;29-002
Z� Zd
ittip 4 XV-1 - �Oi o JR1,
1 hr = 3600.sec AAA
2-0

TABLE
CONCRt.rEsli
KINGS MOUNTAIN - NORTH CAROLINA
Size for a 10 yr, 24-tir Runoff Volume =
Use SCS Peak Discharge
Drainage Area +
0,63 Re—
or 27,443 sq ft.
Rainfall Intensity (Average Asheville and ChaAOtte} =
6 25 inrhr
(8.03f and 8 03g)
Runoff Depth -
3.37 inches
(Table 8 03c)
Runoff Volume +
Drainage
Area, Runoff Depth
7,707 cu n-
Design for pica to holtl •
7,707 cu ft.
010 - 10 Yr, 24-hr Discharge +
CiA
Q10 =
3.16
Peak rate of runoff in cubic feel per second (cfs)
or
11340
cfVhr
C =
0.8
Runoff Coefficient
Average intensity 01 Rainfall in inchesfht for a storm duration -time of
i =
6.25
concentration
A=
063
_
Drainage area
Determination of Q for non -rain production (Onr)
Concrete production ratefday
Washwater productioniday =
Avg work day -
Avg Flaw rate
Q peak Combined (cfa) _
Size for Weir for Q,o = Cw, L H
—�-�400 cylday
390,34852 ft3 —
rs �3
OAt0843 c
3.15cfs+ 0.01 lefs) (Stormm event + non rain water or process cutter)
&IB
3 0 L H s".
Broad Crested Weir Coefficient 1 = 30
C10=
3101
L =
2, 5 f Length of the weir (ft)
H =
I ­.�eight of the weir (ft)
3,161 <
3.75 cfa'Calcuiated discharge from the weir
3 .I
Detwtrrne the depth of Bow Duet the weir
-J
H+ (QnC; L)"
Critical Vei fpt
pedicfe capture
H
Detendon Time
bove the weir
R
da
Wsec
Pit 1
0.562
0.016
4.0290E-r14
Pit 2
0.562
0,032 r )
2.0145E-04
Pit 3
0.562
T07 '
1 0318E-04
Chalem Pakela. PE
,;c Ergineenno
11, 104E4, 4042
L �c ITS ,'. ^a NR 112D=
Plug flow Assumption in the basin, Therefore. On a Oput
NOrE', 1n veemr,set.m, saps rue ro ror .TM 5urtece tree o,5y
Wers .role in fettling
onlicsl Velopry (Vcr) In INsec) - 0I0 (cfsy5urtace
Area ofthe Basin
I112)
Detenton time (sec) - Volume of the beds (ft3jlQ7(1cfs)
1 ar • Oe400 eec
were Lengln (wLl�cma�e pggyr�. �/
2 5 n
.. eY dim ' B07(i� 7i14R "-T� TR[OI La
L-m •.
575n
yij ,s
Semi,, 4.ee-WR,25n iv .nphln t_M W.
1�1
` wnr Lengu, (Wlyai.wrpe poeR. \
`^s n �.
re den• ROR(L)r 141(W,71JD) L•
MR ,
L.W.
8.. Wes'• epR3.5n (u.n x Zh). 14R W
57 5 ft
1411 '
/ you L.Ne, IWlydiechetge p,mt •
OR
ppt A • MR (L), 1411 lwl • iR (D) L •
LAY.
Suhoe W.a • MR, 141 W .
601
90 a
14 ft i
14

9 1
M

TA1311L I
CONCRIE I'F SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
TSS CALCULATIONS
# of trucks at the site =
12
Avg, capacity of a single concrete truck (batch of concrete) =
10 (cubic yards - cyd)
# of batches lday - -
- - - 40
batches
Total capacity of the plant
400
cyd
Wash of concrete on the drum for each hatch {just a dust on the drum)
-_
0:001
cyd
-
Concrete left in the drum per truck at the end of the day =
-r —gj
0.1011
cyd
Concrete left in the chute per truck at the end of the day =
0 02)
cyd —
Wash of concrete on the drum/day =
0,04 r 1-"
cyd
(40 batches x 0.001ry/batch)
Concrete wash from all trucks at the and of the day =
1.20 r"
cyd
(12 trucks x 0.1cyltruck)
Concrete wash from all trucks chutes at the end of the day =
0.24 9
cyd
(12 trucks x 0.02 cyltruck)
Total Concrete washedlday =
1,48 .+
cyd
Weight of concrete per CYD =
465
Ibslcyd
Mass on concrete contained in the washwater
688.2
Ibs
a/
Wt of cement in the CYO of concrete =
11.63%
%
PIT 03 Particles left In the pit (microns)
T
1 throng C")
icrons
'
Mass fraction_ leaving Pit #3
�_ 0.76f ^�
wtlwt
%of particles screend from Pit # it #2is 50°h'andPit #2 to Pit i!3'is 50°k 0,192 �- wtlwt
Assumption:Due to hydration. particle
Mass of suspe den d cerrantAn,he washy; for =—
15.361
Ibs
shape and density effects, we guess
--
✓
estimate a reduction from each pit
Volume of water below the weir in Pit #3 = -
_ --- _ _
62,632
gal
going into the other pit
Anticipated effluent TSS concentration in Pit #3 =
. 0.0002--/�/'''
a
Iblgal
Anticipated effluent TSS concentration in Pit #3 =�
29.30
mg1L
Maximum Allowable TSS by NC DENR =
30.
mg1L
Note: 1 mg1L = 6.3454E-06 Iblgal
SETTLEABLE SOLIDS (SS) CALCULATIONS \
These solids will settle to the bottom of the coneshaped container in a 60 min period -
Theorilical Settling times for Particles to settle 6" and 1" forSettleableSolids Test.
Size of particles
(microns)
Settling
Velocity
(f/sec)
6" Settling
Time
(hours)
1" Settling
Time
(hours)
1
4.430E-06
31,352
5.225 C
1.5
9.967E-06
13.934
2.322
2
1.772E-06
7.838
1.306
3
3.987E-05
3.484
0.581
4
,088E-06
1.960
0.327
6
5E-04
;2.�8351E
0.871
0.145
8
-04
0.490
0.082
Note: Settleable solids will be removed from Basin #1, #2 and #3 and therSore, no
settleable solids would be present in the effluent discharge from the pits = 0 mg1L
a
Chal: n Pakalr PE
CP Eiyineeriw
Tel: 704-541-� A2
CPEES Project No i 129 i `2

TABLE I
CONCREff SUPPLY
KINGS NIOLI,N'1'AIN - NORTiI CAROLINA
5� DETERMINATION, OF THEORETICAL CO�NCENTRATION.OF P.H IN, THE EFFLUENTnFbR THE DESIGN STOW
.:
H MASS BALANCE CALCULATIONS
Anticipated Truck Wash Arrangements
Batches produced at the Plant = 40 batches /per day (Summer) Winter would be lesser
Number of trucks used at the plant (10 to 12) 12 (worst case)
Surfacial cleaning 10 gallbatch (No sediment)
Total water used for all the batchestday = 400 gals/day (No sediment)
Chute cleaning 10 galltruck (1 wash end of the day)
Total water used for all the truckslday = 120 galslday (1 wash end of the day)
Drum cleaning 200 gal/truck (1 wash end of the day)
Total water used for aH the drumslday = 2400 galslday (1 wash end of the day)
Total water used for washing purposes/day = 2920 gals 1 gal = 0.133681 ft3
Assume Pit #1 and Pit #2 were full of washwater before the rain = 8820 cft
or 65974 gals
PH of Washwater = 14 units pH = -log (H) or (HI = 10"-pH unit #
Molarity of H• concentration or 1.0000E-14
10yr-24hr Volume of flow= 7707 cft 1 cft = 7.480 gels
10yr-24hr Volume of Flow= or 57648 gals
PH of Rain Water= 5 units
Motarity of H- concentration of 1:0000E-05
Mass Balance of pH at the end of rain event = .
IVol of Pits #f &.#2 x Molarity of iH1 in Washwater + 10yr-24 hr storm volume x Molarity of fHl in the rain water)- -
(Volume of Pit #1 and #2 Washwater + Volume of 10yr-24 hr Rain)
Molarity of [H] of the effluent = 4,6633E-06
PH of the effluent = 5.3313 units
Note: pH of washwater would be neutralized based on the rain pH. Some rain events could have a pH of 3 or 4 units and further, the discharge
from Pit #3 would go 10 another detention pond (using 10yr-24 hr storm event) constructed at the site for the Erosion & Sediment Control Plan.
Also, the water from the E&S Basin will travel several hundreds of yards on the ground as a sheet flow before it reaches industriai ponds located on
the site before going into the waters of US. Therefore, no pH ad)uslmenl is needed for this site.
Chalem i akaW P '
CP Engir,ennp
Tel, 704-541-414,'
CPEES Projecf No 11'19�0T

TABLE
C.UN'CRE'EE S11PPI.Y
KIN C% N11EV'EAIN - V(1R M CARMAN
a1
Particle 9 Wi,g
Critical UWmg
xr • Capwmd
M...
To a1. nest
CraM Sift df trlaualln of Pwaene
C.mMI
OV 1*,
YNPWty NO
VNticlty (Vcr}
In Sha[ r.tlo
Mats F7acaan
Fraction
basin
Ihetl
iNucl
(N6ecl
(VPNcr)
Removed
AI -.d
(YRII
.motel
Sire
nsl
Dlatributlo0
FracSlan
toll
Cd2
W3
W4
C.,5
Coe
CW7
Cole
cola
Col tO
Co111
1
47%
A7%
0160
326084E48
4430E-08
4029E.04
Doll
0.0018
01582
Y..
1.5
20%
73%
0155
492128E-06
9967E-06
4029E-0d,
0025
00038
01512
Y.
2
A8%
121%
01A0
658188E-06
1.772E-05
4029E-04
0044
00082
0.1338
Y..
3
50%
17.7%
0125
9.61252E-08
3987E-05
4029E-04
0099
0012-
01120
Y..
4
A6%
223%
0100
1.31234E-05
7066E-05
4028E-0d
0.176
0C176
0082,
Yea
6
76%
299%
0000
196850E-05
1595E-04
4029E.04
0396
oc237
00353
Yes
6
6 0%
35 9%
0 055
262467E-05
2 635E-04
4 029E-04
0 704
00307
00163
Y..
12
105%
466%
0050
393101 E-05 g. 8970E-044.MEJ04+1.__
00500
00000-4
1�8
`82%`"--
546%
0040
524934E-05
1.13417Z
4029E-04 I
+1
00400
00000
No
24
138%
684%
0025
767A02E-05
2.552E-03
4029E-04
r1
00250
00000
No
32
103%
767%
0015
104987E-04
4538E-03
4029E-04
.1
00350
00000
No
48
124%
91.1%
0020
1.57460E-04
1021E-02
4029E-04
>1
00200
00000
No
54
52%
963%
0018
200974E-04
1615E-02
4029E4
+1
OC175
cW00
Na
98
20%
991%
0015
314961E-04
4063E-02
4029E-0d
+1
Oc150
00tldl
No
126
04%
995%
0002
4 t9948EA4
7.258E-02
4029E44
.I
00020
00000
No
+128
05%
1000%
now
00000
a0000
1-000
0.3087
06909
e2
dam.br
Para de 5.101n9
Cdac.5e1a1n9
Ar•C.PNne
Mu. Fraction
To tll. next
Grald 81H dalrlb,aral of
PeMAdd
Cement
VN4 tv TYPI
V...:, Ivcrl
In tlu1 r.tl.
r'
Fraction
basin
11.a0
(ltnfc]
IN6rc1
(VPN.,)
R.- d
Rrm.11xa
(YM)
.meter
Sire
Ma..
won.)
Alairlbutlan
Fr.cllon
CN I
CW 2
Col 3
Cc14
CN S
CO a
Cei 7
Gal 6
W 9
Col 13
GI 11
1
47%
A 7%
0158
3 26084E-08
4 430E-06
2 OIAE-OA
0 022
0.0005
a I mb
Y..
1.5
26%
73%
a1$1
492128E-06
9957E-06
2.014E-04
aD49
00075
01437
Y4.
2
48%
121%
0134
636168E-06
1.772E-0S
2014E-04
0088
00118
0.1221
Yes
3
56%
17.7%
0113
984252E-08
3987E-05
201AE404
a188
0D223
0C903
Yea
d
.8%
223%
0082
131234E-05
ioBSE-05
2014E-0d
0352
002M
0004
Yet
6
76%
299%
0036
196650E-05
1.595E-04
2014E-04
0792
0007
0OD70
Y..
6
80%
359%
0.010
2B2467E-05
2ME-04
2014E-04
.1
0D163
00000
Yea
0691
D,119
0.572
/3
WI m
PVNooi
Cdt-i
Tr w Capn4rro
Maas F-.-
Maf.
Toth. next
Grain Sim 01atr1b,aen of Portl.ne
C.m.nl
YNOWty p/P}
y NO
VNoclry [Ycrl
y (VC00
In the[ r.tlo
Fraction
b..ln
IM.11
B
{Nucl
INB.cI
(VWvcr)
R.mov,4
R-1-d
IYmI
.meter
Six,
M' 4
Maaa
icr0nal
❑I.trib..
Fraction
Co11
W2
Cal3
W14
CN5
Wa
OW
C.I4
Gal9
:ol 13
W1I
1
47%
47%
01548
326084FZ6
4430E-08
I032E414
0043
00066
D14RI
Y--
1 5
26%
73%
0.1437
a92126EAS
99137E-08
1032E-04
0.097
00139
01298
Yea
2
40%
12,1%
D1221
858166E-05
1.772E-05
1032E-04
0173
00210
0.1011
Y..
3
56%
177%
00907
9.54252E-06
3967E-05
1032E-04
0306
00349
CC554
Y..
4
A e%
22.3%
0.053a
1.31234E-05
7 086E-05
1 032E-04
0 597
0 0367
00167
Yr.
5
75%
299%
00076
198650E-05
1.595E-04
1.032E-04
1
0D076
c0000
Ye.
05716
0.1205
0.4512
Gear• P, W1•. FE
�:P ErgaM1q
CPf E.'ir-..•1 rb 111PP02
/YP• O1,, 3a1
ra P
9 • 32 Nscx
d• Co140
P� • 203 iHa
62 IWIl'
V• 59BI E{)41E10 sec
1 rtwon a 3 28064E 438 0
Ken,
its page shows the
her engineer's talcs
ethodolonv_

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t
3 I _
a Y

448
I
PHYSICAL-TREA
in Example 12.5. It is important to remember that the overflow rate is a'
particle settling velocity, not a fluid velocity.
EXAMPLE 12.5
ANALYSIS OF DISCRETE PARTICLE SETTUNO
A suspension of particles having an average density of 1400 kg/m'
is'to'
be treated in' a tank designed for an overflow rate'of 25 m'/m'-
• d.-Fpr' j
the particle size distribution given, determine the fraction F, removed '.'4
EFFECTIVE
'
DIAMETER, MASS
-
mM pRMASS
Are
0.010 0.10
0.015 0.20
0.020 0.25
=y
0.02.5 0,15
0,05
0.030
0.035v.15
zsva
0.040 0.05
v
0.045
SOLUTION:
velocity for each
size and'
1. Apply.Eq. (12.27) to determine the particle
determine the fraction removed 'in- each
use - the overflow rate to
group.
4 (9.81)(400)dp
3 C,(1000)
d
= 2.29( ° m/s'<.
CA
25 m3md = 2.89 X 10 `' m/9
i-6 400 s/d
o.a'
a fl.7
0
fiGURE 12.17
0.02 6.03 O.Oa . 0.05 Influent and. 801Ue^t
distribution -for Exarn 12
Panicle diomerer, dp, mm
.-
Wii�i_ll 2.7SEDIMENTATION
499
when NR > 0.3 the problem must be solved by trial
and error.
For this problem the values of NR are all less than 0.3. so
Eq. (12.28)
can be used.
_
STOKES' LAW 4LASS
MASS
MASS VELOCITY, r , FRACTION
FRACTION
FRACTION m/s NA r,/i",- REMOVED
REMAININ(i
0.10 2.18 x Io-s 2:21 x 10-- 0.075 O.Utlx
0•092
0.0 15
0.20 4.90 x 10-' 7.41 x 10-, 0.169 0.034
0.166
0,015
0.25 8.72 x 10-' 1,71 x 10-' 0.301 0.075
0.175
0,025
0.15 13.62 X 10-5 3.4, X 10-' 0.471 0.071
0.079
0,030
0.05 19.62 X 10-s 5.8 X10-; 0.678 0,034
0.016
0.035
0.15 26.71 x 10-5 9.4 x10-' 0.923 0.138
0.012
0.040
0.05 34.88 x 10-5 1.4 x 10-'- 0.2 05 0,050
0.000
r
0.045
0.05 44.15 X 10-5 2.0 X 10-2 1.526 0.050
0.000
k3,^=
Total
1.00 0.460
0,540
2.
Plot the influent and effluent particle size distribution.
The distributions are plotted in Fig. 12.17. As shown there, the
particle size distributions for the influent and effluent
are quite
'
different.
Practical Sedimentation Systems
The ideal sedimentation systems described above have a number of major
differences from actual systems. First, the assumption that particles do
„ not interact is incorrect; in fact, several types of interaction occur.
Second, flow patterns in real work tanks cause considerable deviation
from the ideal conditions.
Particle Interaction
Three types of interaction occur: (1) flocculation in which particles
collide and adhere and particle ,growth results; (2) fluidic, in which
particles are so close together that flow is restricted and the particles
move as a block; and (3) mechanical, in which particles physically
interact, particularly in a compressive mode. water is squeezed out of the
flocs, and particle volume may decrease (Fig. 12.18). These three types of
interaction result in three classes of sedimentation (Types II, III, and IV)
Other than discrete and are often referred to by class or as flocculant,
hindered, and compression (or thickening), respectively. Floceulcanr ser-
rk occurs�nl} when chemicrt or�t`ologicaTf of es of rm en dFe system.
This commonly occurs in water treatment plants. Mineral suspensions
and primary sedimentation in wastewater treatment plants are best
characterized as discrete -particle sedimentation systems.

ov
a0Q
I
�.e
-0 I
I
ewgz �
I
>°
E
a u
d
y a
E c
E ald
E
w
F l
E
Y
au
T
a talul
i
sl= -
l{I
�ale
_
x
w
O�
m
C 9 I
_t
e
>
xf0
� I �
6
II
11 II II
auoz Ialul
d
'! tion enters at all depths. All particles having a settling velocity greater
'
than t, will be removed, no matter where they enter, but particles having
a velocity 0. ¢ U,r will be removed in the proportion or/v,,.. Thus the
critical settling velocity becomes a useful design parameter. Manipulating
v in terms of other variables results in the overflow rate (OFl2).
H H Q Q
Bra /Q L _ A4 (12.29)
where
:• .
U,,. =critical settling velocity, m/s
H = tank depth, m
8,f =hydraulic detention time, s
Q = volumetric flow rate, m}/s
•
W � tank width, m
`o
L = tank length, m
A, =surface area, m'
The development of the relationship defined by Eq. (12.29) for the three
=`
common types of sedimentation tanks used for water and wastewater
treatment is given in Fig. 12.16.
oE
Typical overflow rates used in practice are given in Table 12.3. The
c -
N
j�
'
relationship between overflow rates and removal efficiency is illustrated
$
v c
.; :
B a
;:G
TABLE 12.3
Typical Overflow hates Used for the design of Sedimentation
Tanks in Water and Wastewater Treatment Plants
g
e4
TYPE OF OVERFLOW RATE. m/d
o
'
OPERATION
Range Typical'
A
water treatment
c E
Alum cn oagulatio
$
Turbidity removal '40-60 48
Color removal
35-45
lime >ortcning 40
N o
Low rnagnesiun' 60-1LU 80
[sigh magnesium
.— G
50-90 65
Wastewater treatment
a
Primary treatment
b 17
-'
Primary only 30-60 40
Primary with waste activated sludge return 32_40 30
Secondary Ireaement
M
Activated sludge
c+
(excluding extended aeration) 16-32 ?4
uj
Activated sludge
5
a
(rollowing extended aeration) 10-24 16
Trickling filter
C
16-30 24
'The t}pical N-alue is based on average plant flow; For peak flow use twice the apical value.
.i�

NOTES:
PIPE HANDRAIL
-- P05TS ANCHORED INTOCONCRETE
I Y:' DIA. PIPE HANDRAIL
POSTS ANCHORED INTO CONCRETE
SECTION A -A
NO SCALE
SECTION B-B
NO SCALE
2-5'X 1.0
SUMP
2' X 2' CONCRETE PEDE
SECTION C-C
NO SCALE
'HOLE' CFkES a rat rrsprn9delw ssru Mal t0Eu0n tt pR waLY a!!eI rnNw[smenr Kialls aM fo�w,6xgF¢
REVISIONS:
2.5'X IAOPENIT�G
T I LIT
P I'FREEBOARDI
10'----- -�---1
R4 @ 12' O.C. EACH WAY 1 TYPI
0 0 12' O.C. EACH WAY ITYPI
SCALE:
is
17'DEEP+ 1'FREEBOARDI
110' DEEP 4 I' FREEBOARDI
04 BARS @ tZ' 'C HCRIZI JTP
05 8ARS ®16 I/C VU4TX1f
12"- 14" REINFORCER
CONCRETE'VAL1
(4000 PS:j — —
6' L nNCRETE SI AB-�
4-NO. 57 WASHED STONE
-NOTE: OWCJER/CONTRACTOR MAY USE
PRECAST CONCRETE BE OCKS FC>R WAIL
CONSTRUCT ION. WHICH WILL BE SEALED ^+
TO PROVIDE WATERTIGHT CONDITION —
ti
a
NO SCALE
NOTE. P7r NO. 3 HAS NO SLOPED AREA
NONE
INITIALS I DATE
PREPARED BY:
CVP
08120111
DRAWN BY:
CAD
08/20/11
CHECKED BY:
CVP
08/20/11
APPROVED BY: 11
CVP
08/20/11
FILE NAME: XXX
S
--AIATERPROOF
t:,'CTEMIOIT
IOINTSEALANT
PERIM•=TER
:.
WALe
a- CONCRETE SLAB
D
GROUNI'
O
I-
VN0. 57 WP •HW STONE
m 'D
m
ti
2.S'
44 BARS i41
'--" 3.
N4 BARS 13?
4.5-
I1VTERIOR SLAB EXTERIOR F007ING
& WALL SECTION SECTION 1-7
SCALE= NTS SCALE= NTS
CONSTRUCTION NOTES:
1, BOTTOM SLAB TO BE REINFORCED WITH 6' W 10 x 10 WwF.
2. COLD JOINTS IN WALL TO HAVE KEYWAY WRH 18- +4 LAP BAR.
3. SLAB AND-INTER*R WALLS TO BE SEALED WITH CONCRETE WATERPROOFING.
4. CONCRETE FOUNDATIONS AND REINFORCEMENT ARE THE RESPONSIBILITY OF THE OWNER(S).
ADDITIONAL NOTES:
1. COMPACTION OF SOX TO 95X STD PROCTOR MAX Wr DENSITY.
2. CONCRETE 4.000 P,SA COMPRESSIVE STRENGTH 028 D4YS
3. REBAR GRADE 60
4. CONSTRUC77ON QUALITY CONTROL TES77NG TO INCLUDE SUBGRADE
DENSITY TESTING, PROOF ROLLING OF SUBGR4.OE, SLAB REINFORCEMENT WNSPECDON,
CONCRETE THICKNESS MEASUREMEM, AND CONCRETE STRENGTH TESTING.
ALL TEST RESULTS AND JUDGEMENT IS THE RESPONCIBTLITY OF THE OWNER.
S. HAND RAIL DESIGN AND INSTALLATION IS THE RESPONS+BIL7TY OF THE OWNER.
6- SUMP PUMP, PIPING AND ELECTRICAL WORK FOR SUMP PUMP
IS THE RESPONSIBILITY OF THE OWNER.
7. ALL WALLS ARE REINFORCED AND CONCRETE POURED
B. POND LEAK TESTING IS THE RESPONSWBILIIY OF THE OWNER.
9. ALL BOUNDARIES OF CONSTRUCTION ACTMTY/DISTPJRBE0 AREAS SHALL
BE PROTECTED WITH SILT FENCE AS SHOWN ON SILT FENCE CONSTRUC77ON DETAILS,
70. CPEES TAKES NO RESPONSIBILITY FOR STRUCTURAL DESIGN OF PIT WALLS ANO FOUNDATIONS.
tr GAUGEA'X4'ORE'Xd'WELDEDWREHCXMED
NOTES: II TOTAL ORAWAGEAREA FLO TOSR-t
TOMEFORMEDCMANNELTON METALI TS.ORFASTENED
FENCE MAT NOT lICEFD IACAF.
TO [f DM OP WOOD POSTS W/ NO. R STAPLES.
21 SILT FENCES 1MOULD NOT y5E0 Ai
RPE OUTLETS O4 W AREwS Of [ON[ENTRATFD FTbW 1[REFXi, DOCHUNES, SWwIFS -CA
ULTAVIOEET RE311TAM IRLACXI MIRIII FAlRIC
EOUIVALENT SECURED TO WIRE W/METAL
_Y
11�
[LIlS OR 1WRC wT r [RT CETlrER.
ETAM. SEDIMENT STORAGE LEVEL AEMOVF
fi pL
E'
USM WHEN THIS LEVEL C aEA[HEO
EMAS nYIEETEn BY CONVFRLOry
INsrenDR,
511-T FEIyCE
STET DRAINAGE (ONLY]
FOW [1FH I
YTi
—.—._._._._
1 SYO(EP
NATURAE GRADE TO INCREASE ITORAGE
SEOtMCTfi
I Cw CRY AND PROLONG THE
UFFOF
_fII_III_I�_I ME SR.I FENCE R IS GENERALLY
AONSABLE TO DIG A SFDIMEM RR
IN FROM Of YOUR SILT FENCE
I_ WHENEVER POSSIBIF.
[ARRT wPPROs. >' OE FAFRIIC INFO IPENCN,
II— - CaW/spLLrwAIRuc�F'RL
SILT FENCE
CARRT O-S'OF WRE INTO TIICJY[M.
METALCEDARORV 4'TREATEDWOODP25TSAT
10 O.C. MAIL [SOAR L WOOD POSTS SHCMJID DE 3' DEEP MIN
SILT FENCE DETAIL
SCALE= N.T.S.
DRAWING TITLE:
PROCESS WAS HWATE R/STORMWATE R RECYCLE SYSTEM CONSTRUCTION DETAILS
PROJECT: CONCRETE SUPPLY PROJECTNO.:
i 10 HOLIDAY INN DRIVE 1 129-002
KINGS MOUNTAIN, N.C. REV. NO.: REV. DATE:
CHALAM PAKALA ENGINEERING AND 1 08/20/1
ENVIRONMENTAL SOLUTIONS DRAWING NO.:
A Cost -Effective Solution Provider for Manufacturing Industries DRAWING
10017 ALLYSON PARK DR, TEL [phone]
CHARLOTTE, NORTH CAROLINA 28277 FAX [phone]

NOTES:
FA
O
ELEV:_
693.01
(TOP OF
BERM)
REVISIONS:
R5`53'i5"E269 ;9•
MARTIN MARIETTA
MATERIALS INC /~1
Y6 t
' �+
O�
OUTFALL -
001
ELEV:
688.46
ITOP OF
BERM)
s G8 so.
196..9
NC HWY 1 b I YORK RD
O
r
IT
a
Z
Z
D
m
w
C
m
Area to be used for the Pit Design
0.63 Acres
DROP
INLET
GRATE ELEV: 702.43
INV. ELEV: 700.28
1 �
4
Ro
LEGEND
O
IRON PIN SET
UNMARKED POINT
f
SPOT ELEVATION
®
DROP INLET
®
VAULT
_
N-70 PVC STUB
33000 �2 2 �� _ V---------------- OUTLINE OF RIP RAP BERM
ELEV: (TOP O
692.928ERM)
SCALE: DRAWING TITLE:
" =20' SITE LAYOUT MAP - PROPOSED LOCATION OF WASHWATER/STORMWATER RECYCLE SYSI
INITIALS DATE PROJECT: CONCRETE SUPPLY PROJECTNO.:
1 10 HOLIDAY INN DRIVE i 129-002
LUNGS MOUNTAIN, N.C. REV. NO.: REV. DATE:
CHALAM PAKALA ENGINEERING AND 1 08/20/11
ENVIRONMENTAL SOLUTIONS DRAWING NO.;
A Cost -Effective Sofution Provider for Manuracturing Industries
FILENAME: DRAWING 3
XXX 10017 ALLYSON PARK DR. TEL [phone]
CHARLOTTE, NORTH CAROLINA 28217 FAX [phone]
PREPARED BY:
CVP
013/20/11
DRAWN BY:
CAD
08/20/11
CHECKED BY:
CVP
013/20/11
APPROVED BY:
CVP
08/20/11
n

N W�16: FORK RD _TIT AH '
VIGNITY MAP
N.T.S.
CONSTRUCTION UNITS (TTP,) *ss
oO
o FO F�
O
0
bSINGLE ROM SILT FENCE (TYP.)
•
a
ter} MARTIN MARIETTA �L
MATERIALS INC.
JV 1140-1411�J��`� `
r✓ -� h\ 1� � � ,
ELEV:
702.64 705--�
► - PIT DRAINAGE AREA
_►' O96 C
z
■ ' GRAVEL'
o �.1e11b \
1
1� \
4�,
L..STIN. GRADE CONTOUR
-� - PROPOI GRACE 'F TOUR
UNITS OF DISTURBANCE
TELAPWR Rv POROUS BAFFLES
-SF-Y--SST- - TEL"ARY SILT FENCE
r - - DIVEMON CHANNEL
salmi / �
ELEV
: �i,lliF
/ 704.78
ELEV: �\
1 704.08 704.50 /
� E EV:
O
\" 0 IfUnderground Concrete Pipe
DIVERSION ` \ 4"'rrN••��eniy]'[a�.sOrth Franul ! _�-
f CHANNEL `,, .� .\ • FA' - A4r�A? L �.. - �� --J►`�-"r
PAVEMENT
.Pit Entrances Higher than T! - h` Pit T,
VVO� � r•"'�,,,.� �'�. � ELEV:
703.38
CIF
ELEV:___H
a
693.01
(TOP OF
m
BERM)
a
O
b
R
G
PUMP LOCATION
\
as a o � - ��, •� ,�
SCDIuENT TRW\
GF IMAGE AREA x.n Ace
EZEV� \ I
GRAVEL 699.73' -
._(�. ]/ I• ®` I \ T
CONSRUCTON ENTRANCE S9ANCE \\
r
OUTFALL-001
ELEV:
688.46
(TOP OF
BERM)
EIO$EIHG ��\ -
POND
r -�
PONDC
4 69 CHANNEL •`` r�
SEDIMENT 1 2. 1 I /
(4 DRANAGE AREA 291 AC
sPRLwAr ILe7.D
TOP. 6BS0 \
I 159 \ I
BOTTOM: 665.0 \
��caEANDUT: Bes,o \ /
N,133000, 19 , \-
- ylGUF ROM 1T FENCE (TIP.) 7-Dq•
\EONSTRUCTON LIMITS (TIP.)
\
I
\\ I
ELEV: (TOP C
692.92 BERM)
NQiE:
SEDIMFNI 1RAP WAS DCSKMQD FOR 2.71 AC pRMNA(� AREA
OFCAINACE FROM REMNNING AREAS SFIEET FLOWS ACROSS
EnSnrlc 51.BIUDED cRTAIND,
uMlrs aF
DISTURBANCE
NARRATIVE:
ME PRPECT CONSISTS BF THE CONSTRUCTION AF BATCH
CONCRETE PLANT. PROPOSED CONSTRUCTION OF EROSION
CONTROL MEASURE WAL PREVENT SEDIMENT FROM LEAVING THE
STE. ME SITE TO BE DEVELOPED ISAPPROXIMATELY 41T
ACRES NTH A PROPOSED DISTURBED AREA Of }_ZS ACRES
THE STE IS ROLUNG TOPOGRAPHY {SLOPES RANGING FROM
3% TO 7Z) W1H SOUS ON STE BEING OLASSFIED AS:
U.B UWHARRIE HYDROLOGIC CROUP B
ANY DINER SOILS LEAVING OR ENTERING ME STE WILL NEED
TO BE TO OR FROM A SIZE WTH AN APPROVED EROSION AND
SEDIMENT CONTROL PLAN.
YHE SCOPE or NORK WLL MCLADE IMsTAuuIlm OF EROSOAI
CONTROL MEASURES. OEARwG AND GRUMNG. CCMSTRUCnm
OF TRUCK WASH AND PIT.
ALL AREAS DETERMINED By AUAD.
THE PROPERTY N5 IN ZONE ?^ PER FERIA PANEL NUMBER
3710350400A KINGS CREEK (BROAD RIVER BASIN)15 THE
RECFUNNG HATER, CLASS AND WOEX NUMBER: C 9-54
N5 SO bO
I
(IN FEET)
I INCH - 33 FEET
1) CONTRACTOR IS FULLY RESPONSIBLE FOR
CONTACTING APPROPRIATE PARTIES AND ASSURING
THAT EKIPnNG AnunES ARE LOCATED PRIOR TO
CALL ULOCO
BEGINNING CGM51RUCnDN,
BEFORE YOU DIG
2) CONTRACTOR IS RESHOT FOR PACING
BARRICADES USING FLAGMEN. ETC. AS NECESSARY
TO INSURE SAFETY TO THE PUBLIC-
3). ALL PAWMENT CUES, CONCRETE OR ASPHALT, ARE
TO BE BERL ACED ACCORDNG TO STANDARDS OF
THE NORM CAROLINA AEPARTMENT OF
TRAMSPDRTATION.
N). SHORING ALL BE ACCORDING TO OSHA TRENCHING
I-9OD-&A2-4949
STANDARDS PART 1926 SUBPAAI P, ON AS
AVOID UTILITY DAMAGE
MIENDED.
DROP
INLET
GRATE ELEV: 702.43
INV. ELEV; 700.28
: � f �BJFC'TPROp
Finn,
�cCFSSR
O'y0
MAINTENANCE PLAN:
THE FOLLONNC MAINTENANCE PLAN SHALL BE FOLLOWED
UNTIL THE SHE M COMPLETELY STABILIZED AFTER
CONSTRUCTION. DURING COISTR%X`0ON THE CONTRACTOR
SH µL BE RESPONSIBLE FOR INSPECTION AND MAINTENANCE
OF ALL "ON AND SEDIMENT CONTROL STRUCnURES
L ALL EROSION CONTROL MEASURES SHALL BE CHECKED
FOR STABILITY AND OPERATION FOLLONNG ANY
RARFALL PRODUCING RUNORF AND AT LEAST ONCE
EVERY REEK. ANY NEEDED REPAIRS SHALL BE MADE
MM MEDIATELT 50 THAT ALL EROSION CONTROL
EASURES ARE YMNTAIRED AS OESIGYD.
2. ALL SEEDED AREAS WLL BE FERIEZED, RESEEDED AS
NECESSARI, AND 141 IN ACCORDANCE W TH THE
SEEDING SPEryFlCAT10NS IN ORDER TO MMNTAN A
DENSE KCETADK COVER.
3. SEDIMENT DEPOSITS SHALL BE REMOVED FROM
SEDIMENT FENCE AFTER EACH STORM EVENT OR
SElXMENT FENCE SHOULD BE REPLACED. THEY MUST
BE REMOVED MIEN DEPOSTS REACH APPROXIMATELY
HALF THE HEIGHT OF ME BARBER. ANY SEDIMENT
DEPOSITS REMMMNC IN PLACE AMR THE SEDIMENT
FENCE IS REMOVED SHALL BE DRESSED t0 CONFORM
70 THE EXISTING GRADE. PREPARED .WTI SZWED.
4. GROUND COVER SNALL BE ESTABLISHED ON EXPOSED
ROPES NIMIM 21 CALENDAR DAYS FOLLOWING
COMPLETION OF ANY PHASE OF GRACING: PERMANENT
GROUND COVER FOR AI DIS:M" AREAS VAMN 15
WORKING DAYS DR 90 CALENDAR DAYS {WHICHEVER IS
SHORTER) FOLLOWING COMPLETION Or CONSTRUCTON
OR DEVELOPMENT.
S ADUITIONAI MEASURES TO CONTROL FROSON AND
SEDIMENT MAY BE RECIAIREL} BY MCDENR,
CONSTRUCTION SEQUENCE:
I. OBTAIN PLAN APPROVAL AND PERMITS PRIOR t0
BEGINNING MORK ARID SCHEDULE PFECONSTRUCTICN
NEED H G.
2. FLAC THE WORK LIMITS TO PREVENT UNNECESSARY
CLEARING AND STRIPPING.
I INSTALL CONSTRUCTION ENTRANCE
4. RCBLAD EXISTING SEDIMENT TRAP TO CAI SHORN
ON PLAN- UNTIL TRAP t5 INSTALLED NO FURTHER LAND
DSTURBANCE IS to TAKE PATE
S, NOTE: CCNIRACTDR TO TAKE DUE CARE NOT TO EXCEED
FLAGGITO LIMITS OF DISTURBANCE My VARIANCES
FROM APPROVED FLANS MILL REOUIRE SUBMITTAL OF
SED REVIPLANS ID MCDENR AND SUBSEWFNr KPPRo,A
BEFORE PROCEEDING WM ME WORK,
IL INSTALL SLT FENCE IN LOCATII SHOWN,
7. CONSTRUCT PT FOR RATER REUSE,
III
No EROSION CONTROL MEAGIRLES NLL BE REVOWD
LNTH THE APNEAS DRAINING TO SLIGH MEASURES HAVE
BEEN TOTALLY STABILIZED AND PERMISSIOY RECEIVED
NCDENR L MOM A REPRESENIATIVE ON THEAND OUAUTY
SECTPON.
EROSION CONTROL NOTES;
1. ON -SITE BURIAL PIT LOCAnDNs MUST BE DOCyFR?ITED
ON HNAL PLAT.
2. GRADING
EROSION CDNTRd PI AY Ij�Nd-APdN nF THE STATE
FNrATIrN tr..Twe I Aw AND a v1BrCr ro A
DtlL
]- CON TW Al10N 6 THE BEST PONY Or EROSION
LOPES
CONTROL THE AN E FAR GRADED SLOPES SHALL BE
NO GREATER E co ERE ANGLER AT CLAY BE RELINED
BY WGLTDEVI COVER DR OTHER . IN MY
ERASION
SLGRTTOL DEVICES OR SMIUCTURES. IN ANY EVENT.
SLOPES I-CTr EXPOSED m r E Or r GRADING,
BE DAYS
OF PLANTED EnON EI ARE PHAg ff GTH TEMPORARY
BE
PLANTED OR ROUND SE PROVIDED WITH IE TRUE U S
PERMANENT GROUND
RESTRAIN
LR, DEVICES, OR STRUCTURES
SUFNCIE S TO RE e n s MUST, ME ANGLE FOR
GRADED SLOPES AND LEES Must BE DEMONSTRATED
TO BE STABLE. STABLE K THE OONOInON WERE 114E
SOH UT MEC A ITSCA ORNGiNAL CCNFIR1RAlld1, NTH OR
MMWT MECHANICµ CONSTRAINTS
.- ADDI MEASURES TD CONTROL EROSION AND
SEDIMENT MAY BE TREOAIRED BY A REPRESENTATIVE OF
NtOFHR.
5. MAXIMUM GRADED ROPES ARE 2:1. NE// STEEPER
PLANES MAST BE USED ON NON GEOTEING ACTINTES,
PLANS SMALL S SEALED BY A A DTECIH L SURFACE
ENGINEER FOR SLOP[ STABILITY AND FlNA1 SIRTACE
s1E WdEnpN-
6, THE ACKWAPER SHALL MAIN TAN EACH STREAM, CREEK.
OR BsHAu Bi CHANNEL 1N HE CHNNEL UNOBSTRUCTED STATE
AND SHALL REMOVE FROM NIL CHANNEL AND BANKS
OF ENE SCREAM AL.L DEWS. LOGS. TIMBER, JUNK AfiD
OTHER ACIIRO. TURNS
]. ALL ROW FRDM PERMANENT / TEMPORARY DITCHES
SHOULD BE DIRECTED TOWARDS SEDIYIENi TRAPS
AND/OR BASINS UNTIL STE IS COMPLETELY STABILUZED.
B. ALL SLOPES STEEPER THAN II SHALL HAW EROSION
CONTROL MAT EWIVALENT TO NORM AMERICAN GREEM
S75,
9- DE -WATERING OF THE WORK AREA DIRECTLY INTO A
STREAM, CREEK. WETLAND. ETC. IS PROHIBITED,
10. DEMOUTION MATERIAL HAULUD FROM ME STE MUST BE
019-OWD OF AT A PERMITTED FACILITY.
H. NcoEFR MAST INSPECT SITE PRIOR TO REMOVAL OF
SEDIMENTATION CONTROL MEASURES.
l2. PROVW NOTICE TO NCDFIIR PRIOR TO INITIATION OF
LAND -DISTURBING ACTTArT.
I& EROSION CONTROL PLAN APPROI CERnFlCATE WLL
BE OISPLA:YEU AND A COPY OF THE APPROVED EROSION
CONTROL RAN MUST BE AVAILABLE GJSTE.
14. ALL EROSION CONTROL MEASURES SHALL BE
CONSTRUCTED IN ACCORDANCE NM THE NC EROSION
AND SEDIMENT CORTRO PLANNING AND DESIGN
MANUAL
DRAFT
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REVISM]N
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REHSED PER IHCDENR
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I ADDED DIVERSION CH-MEL
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EROSION CONTROL 8
SEDIMENT PLAN
SHEET
C-1.0

TEMPORARY SEEDING FOR WARM AND COOL SEASON
EARLY SUMMER SEASON STEEP SLOPES
SEE
iXTURE
40 LBS/ACRE OF GERM" MILLET
BD LB5/ACRE OF TALL FESUE
120 L95/ACRE RYE (GRAIN)
80 01 TALL FESUE
MAY 1 - AUGUST 15
wlII, 125 - O—e by 30
SEEDING
REFERMIZE IF GROWTH IS NOT FULLY ADEQUATE.
BETWEEN DECEMBER 30 - FEBRUARY 15. ADD
DATES
50 LBS/ACRE OF ANNUAL KOBE tESPEDEZA.
APPLY /000 LBS/ACRE STRAW OR
APPLY 40M LBS/ACRE STRAW OR
EQUIVALENT HYDRGSEEDING.
EQUIVALENT H DNuS£EONO.
SEEDNO
APPLY LIME AND FERTIUZER PER SOIL TESTS, OR
APPLY TIME AND FERTILIZER PER $OIL TESTS, OR
AMENDMENTS
2000 LBS/ACRE LIMESTONE AND 750 LBS/ACRE
2000 LBS/ACRE LIMESTONE AND 750 LEI10-10-10
FERTILIZER,
10-10-10 FERTILIZER,
SEEDING SCHEDULE (SEASONAL)
(FROM CRY OF CHARLOTTE LOUD DEVELOPMENT STANDARDS)
GENTLE SLOPES
STEEP SLOPES
SEEDING
uixTURE
N LBS/ACRE OF TALI FESUE
TOD LBS/ACRE TALL FESCUE
)O LB5/ACRE SERCEA LESPEDEZA (UNSCAYFIED
AFTER AUGUST 15)
10 LBS/ACAS KGRE LESPENZA
FALL, AWLST 73 - OCFOBER 15
FALL AUGUST 25 - OCTOBER 15
LATE W,NTER PTBRIURY IS APTR 15
LATE wwTER, fEBRLWh IS APRL 1S
SEEDING
TO EXTEND SPRING SEEDING INTO DUNE. ADD
TO EXTEND SPRING SEEDING INTO JUNE. ADO 15
DATES
15 LBS/ACRE HULLED RERMuONJFASS
LBS/ACRE HULLED 9FRMuDA GRASS
OTERSEEDING OF KOBE LESPEDEZA OVER
OVERSUOPIC OF KOBE LESPEOEZA DAEA
AIL -SEEDED TAIL FESCLC IS VERY ETFECTNE.
FALL-SEECCD TALL FESCUE IS VER, EFFECTIVE,
SEEDNG
APPLY LINE AND FER110ZER PER SOIL TESTS. OR
APPLY LINE AND FERTILIZER PER 50L TESTS. ON
AMENDMENTS
Am LBS/ACRE LIMESTONE AND 1000 LB5/ACRE
ABOO LBS/ACRE LIMESTONE AND IWO LBS/ACRE
10-10_10 FCRTUIER.
10-10-I0 FERTILIZER.
NOTE 1
GROUND COVER. PROTECTWE COVER MUST BE ESTABLISHED ON ALL DISTURBED AREAS WFNIk 21
CALENDAR DAYS AFTER LAND DISTURBEC ACT IS COMRLI'TEO ON HAS TEuPONARNI
CEASE
NOTE2
GRADED SLOPES AND FILLS PROTECTIVE COVER MUST BE ESTABLISHED ON ALL GRADED SLOPES AND TILLS WITHIN
21 CALENDAR PAYS AFTER A PHASE OF GRADING 15 COMPLETED OR HAS TEMPORARILY
CEASED -
SEEDING SCHEDULE
(FRDM CITY OF CHARLOT7L LAND DEVELOPMENT 5TANDARI
1. THE BAFFLE MATERIAL NEEDS TO BE SELTIRE AT THE
BOTTOM AMC SIDES USING STAPLES OR BY TRENCHING AS
FOR SILT FENCE.
2. MOST OF THE SEDIMENT AKLL ACCVMLLATE IN THE FIRST
BAY. 50 TINS SHOULD BE READLT ACCESSIBLE FOR
M ANTENANCE. 3.1 SLOPES SUGGESTED AT ALL nowNTRY POINTS FOR EOUIPMENT ACCESS.
3, POROUS BAFFLES ARE REQUIRED ON ALL BASINS ANO
TRAPS PER LATEST EDIRCN OF NCOENR EROSION CONTROL
MANUAL.
SUPPORT ROPE TO CARE
TO PREVENT SAGGNG STAKE TO SUPPORT PARE
r SUPPORT POST, 2i
/ INTO BOTTOM OR SIDE
1111-1111ml
OUTLET ZONE
15x OF SURFACE AREA
SECOND CHAMBER
25X OF SURFACE AREA
FIRST CHAMBER
25X OF SURFACE AREA
INLET ZONE
35% OF SURFACE AREA
CON FIBER MESH OR SIULAR MATERIAL.
STAPLED OR TRENCHED INTO BOTTOM OR SIDE.
POROUS BAFFLES DETAIL
hSh. `GRAVEL PIO Tp BE 12'M SB' AND 6' THICK MINIMUM DIN
FILTER FABRIC STABILIZATION MA1.
2. TURNNG RADIUS SUFFICIENT TO ACCOMMODATE LARGO
TRUCKS 15 TO BE PROVIDED.
S- ENTRANCE(S} SHOULD BE LOCATED TO PRO.ADE FOR
YAK
u UTILRY BY ALL CONSTRUCTION VEHICLES
l MM51 BE MAINTAINED IN A CONDITION WHICH CALL
PREVENT TRACKING OR DIRECT FLOW OF MU0 ONTO
STRC ETS, PERIODIC TOP DRESSNG WTH STONE WILL BE
NECESSARY, KEEP SOME NAHM
5. ANY MATERAL WHICH STILL MAKES IT ONTO THE ROAD
MUST BE CLEANED UP IMMEDIATELY.
6. WHEN NECESSART. WHEELS MUST BE CLEANED TO REMOVE
SEDIMENT PRIOR TO ENTENNG WBI.0 STREETS. WHEN
WASHING S REOII N SHALL BE DONE ON AN AREA
STABLJZED MTN CRUSHED STONE WHICH DRAINS INTO AN
APPROVED SEDIMENT BASIN
2. APPLICABLE AT ALL POINTS OF INORESS a EGRESS UNTIL
WE 5 STM ZED, FREQUENT CHECKS OF THE DEVICE
TWO TIMELY NAINTENMACC MUST BE 11IOnDED-
6"
PKT
,y !
6
2'-3" CCARS5EE ACcGIEGATE �
GEOTEEOtINµCl.CT UTO WO . 4
SooX
TEMPORARY CONSTRUCTION ENTRANCE
STEEL POST I VARIABLE AS DIRECTED BY THE ENGINEER 1
FILTER FABRIC
NONE. FILTER-
�45� FABRIC,.
VrAHCHoR SKIRT
-
�.
— TENANCE NOTES. GENERAL NOTES-
1. FILTER BARRIERS SHALL BE 4HSPECTEO BY ME F✓MNCIALLY RESPONSIBLE 1. FILTER FABRIC FENCE SHALL RE A MINIMUM OF 32' N
PARLAY OR HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEASI WIDTH AND SHALL MOVE A MINIMUM OF 6 LINE PORES
GAILY WRING PROLONGED RAINFALL, ANY REPAIRS NEEDED SNAIL BE 12' STAY SPACING
MADEIMMEDIATELY. 2. rgvEN FILTER FABRIC BE USED WHERE SILT FENCE 15
2- SHOULD ME FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE TO REM— FOR A PERM OF MORE THAN 30 DAYS -
END AIL INMI
OF THE E:PECTED USAGE LIFE AND THE BARRIER STILL 6 3 STEEL POSTS SNBE 5'-0' HEIGHT D BE OF
NECESSARY, THE FABRIC SHALL BE REPLACED PRDMPTLY-
3. SE DMENT DEPOSTS SHOULD BE REMOVED AFTER EACH STORM EVENT OR THE SELF-FAXZ EVER ANGLE STEEL ttPE.
SILT FENCE SHOULD BE REPLACED. THEY MUST BE REMOVED WHEN A. BURY SKIRT WITH COMPACTED SOIL.
DEPOSITS REACH APPROX. WALE THE HEIGHT OF THE DARNER, ANY 5. TURN SILT FENCE UP SLOPE AT ENDS.
SEDIMENT DEPOSITS REMAKING IN PLACE AFTER THE SILT FENCE 5 6- WIDEN FABRIC IS USED WITH WIRE MESH S' CENTEREO
REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING GRADE, POSTS MAY BE USE,
PREPARED AND SEEDED TEMPORARY SILT FENCE
GENERAL NOTES:
1, GRASS -LINED TO BE 5 LB/1000 FIT TAIL FESCUE-
2- TEMPORARY STRAW WITH NET LNING REQUIRED.
]. RP RAP -LINED TO BE CLASS B LTNED WITH WOVEN
GEOTEMS.
I FT
1
3
DIVERSION CHANNEL
12' M.ry OF NCDOT /7
OR /5T WASHED STONE
CROSS —SECTIONS
i
l600 Ol FT / A[id
-TITS �
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ry �Kf ;4
4
4 !
15IHIM
7
FILTER FABRIC
PLAN VIEW
DESIGN SETTLED TOP
,l• L.LI.
E6-FOR
S ETTLEMTTLEUE HT
NOTE:
~"S-
L>,lo' IN. a ? L
I�" 1%T.i
PLEASE REFER TD
NC f SCPDM SECTION
f [�
Y- I"'
EMERGENCv BT-PASS
6" BELOW SETTLED
TDP DF DAM
/660 FOR ADOI TONAL
~`q!�
DESIGN SIREOFlCATIONS
REGARDING TEMPORARY
SEDIAHENI TRAPS.
I
GROUND
FILTER FABRICNATURAL
I
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oETRAP mGNAncN Il" GT E" EV. I �REA� I DIM ,S I AN Tr GEL ?IT 6ASON EICv.
Sl-1 10' 6520 4,232 SF 45'.92' 6w.5 656.0 665.0
SEDIMENT TRAP
DRAFT
INC License # F-0891
NOI BY DATE I REVL910F.
1 1 A/ITX11 TA=C TLD ELEVA TONS IN
—ACT. WM. IM16: µ1.II
GRAwHRT, JA_ OE6FO h. fiB
TIT'LE
F:iOSION CONTROL &
L --DIMEP TT DETAILS
SHEET

i
AUG 2 3 2011
� A - WATER QUAIR
1Vf iLAbf05 AND STMM1rPATM 9RAWi
August 22, 2011
Re: Expedite Kings Mountain Authorization to Construct Permit Application
Stormwater Permitting Division
NCDENR - Bureau of Water Quality
Dear Ken Pickle,
I am writing to request an expedited review of this Authorization to Construct permit
application, for the Kings Mountain Ready -Mix site. There are outstanding customer
projects and increased capital expenditures that are accruing during the course of
construction that require this site to be operational as soon as possible to prevent further
complications with -in our operations. If you have any, please call me at 704-372-2930.
Thank you for your assistance with this review,
Re ards,
Joh ' Alexander
Environmental Manager
Concrete Supply Company

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August 22, 2011
Mr. Ken Pickle, Environmental Engineer H
NC DENR — Stormwater Permitting Unit
1617 Mail Service Center
Raleigh, North Carolina 27669-1617
kP=@mWMJ
AUG 2 3 2011
VENR- WATER QUAUTY ,
WETLANDS AND M MryATER BFUW X
Re: Permit Application for Authorization -to -Construct (A to C) a Proposed
Process / Stormwater Recycling System for Kings Mountain Concrete Plant
Concrete Supply — Kings Mountain Plant
110 Holiday Inn Dr.
Kings Mountain, Cleveland County, North Carolina 28086
CPEES Proiect No. 1129-002
NPDES General Permit No.: NCG140000
Certificate of Coverage: Not issued yet
Dear Mr- Pickle:
Concrete Supply is pleased to submit the attached Authorization -to -Construct (A to Q permit
request report along with construction drawings for the Proposed Process / Stormwater Recycling
System for Concrete Supply — Kings Mountain Concrete Plant located in Kings Mountain, North
Carolina. The A to C Report includes:
• NC DENR NPDES General Permit Application NCG140000;
• Check for $100 made payable to NC DENR;
• Site map showing the delineation of drainage area contributing to the process
wastewater;
• Site layout map showing the proposed location of the process / stormwater recycling
system;
• 25 yr 24-hr stormwater runoff calculations;
• Detailed design, construction drawings along with construction specifications for the
proposed process and stormwater recycling system;
• Site Location Map;
Concrete Supply sincerely appreciates your cooperation and progress of this project. Please cal I
me at 704-309-8738 or Mr. Chuck Pakala ofCPEES at 704-541-4042 if you have any questions
or comments on this permit request.
Res ectf ill sub ' ed,
hnie Al xander
Environmental Manager
Attachments: A to C Permit Application Package

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Permit Application for Authorization to
Construct (A to C) a Process /Stormwater
Recycling System
NPDES General Permit No.: NCG140000
Certificate of Coverage: Not Issued Yet
Prepared for:
Concrete Supply- .7Cings Nountain Plant
110 Holiday Inn Dr.
Kings Mountain, Cleveland County, North Carolina 28086
N CARO
�Ftiss�NO�-s
P
SEAL
19807 0
a�
CPEES Project No.1129-002
August 22, 2011
Prepared by:
Chalam_Pakala Engineering and Environmental Solutions
10017 Allyson Park Dr.,
Charlotte, North Carolina 28277
Tel [phone] / Fax: [phone]
Email: [e-mail]
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Permit Application for Authorization to Construct
(A to Q a Process / Stormwater Recycling System
Concrete Supply— Kings Mountain Plant
Kings Mountain, North Carolina
NPDES General Permit No.: NCG140000
Certificate of Coverage: Not issued yet
TABLE OF CONTENTS
1.0 FACILITY DESCRIPTION..............................................................................................1
2.0 FACILITY OPERATIONS................................................................................I...............1
3.0 PROCESS WASHWATER CALCULATIONS...............................................................2
4.0 STORMWATER RUNOFF CALCULATIONS FOR A 25 YEAR AND 24-HR RAIN
EVENT....................................................................................................................................... 3
5.0 STORMWATER / PROCESS WASHWATER RECYCLE SYSTEM DESIGN AND
CONSTRUCTION DETAILS.................................................................................................4
6.0 WATER BALANCE CALCULATIONS..........................................................................5
7.0 A to C CONSTRUCTION PERMIT APPLICATION....................................................5
TABLES
Table 1: Runoff Volume Calculations for a 25 yr, 24-hr Storm Event
FIGURES
Figure 1: Site Location Map
Figure 2: Aerial View of Surrounding Properties around the Kings Mountain Plant
Figure 3: Site Layout Map - Proposed Location of Process Washwater / Stormwater Recycle
System
Figure 4: Process Washwater and Stormwater Recycle System Construction Details
ATTACHMENTS
Attachment A: Runoff Volume and Weir Design Calculations with Backup
Attachment B: NC DENR — Division of Water Quality Stream Classification Table for
Cleveland County
CP Engineering and Environmental Solutions i A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: crpakalaAcarolina.rr.com 110 Holiday Inn Dr.,

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Permit Application for Authorization to Construct
(A to Q a Process /Stormwater Recycling System
Concrete Supply-- Kings Mountain Plant
Kings Mountain, North Carolina
NPDES General Permit No.: NCG140000
Certificate of Coverage: Not Yet Issued
1.0 FACILITY DESCRIPTION
Concrete Supply -Kings Mountain Plant located at 110 Holiday Inn Dr., Kings Mountain,
Cleveland County, North Carolina, is a dry batch ready mix concrete plant for commercial
supply. The primary Standard Industrial Classification (SIC Code) for the facility is 3273
(Ready Mixed Concrete). The approximate location of the facility on a US Geological Survey
Map is provided on Figure 1. The geographic site location can also be given as 350 13' 33.6"
North Latitude and 810 20' 16.2" West Longitude. The subject facility is surrounded by
commercial, quarry mining and residential areas and stormwater from the facility drains to
couple of Industrial Waste Ponds located southwest of the property. The stormwater from
Industrial Waste Ponds flows to Kings Creek and eventually to Broad River. The details of
surrounding properties are displayed on an Aerial Map, Figure 2, attached with this report.
The Kings Mountain Plant occupies approximately 4.1 I -acres of land. However,
approximately 096 acres of area will be. used in the stormwater drainage calculations for
washwater/recycle operations. Stormwater from this property flows to the Industrial Ponds
and from the Industrial Ponds to Kings Creek located on the southwest property, Figure 1.
The stormwater-from Kings Creek flows to Broad River located south of_the.site. Based on
my review with NC Division of Water Quality web site, it is our understanding that the Kings
Creek is classified as Class C (see attached table obtained from NC DENR — Division of
Water Quality Section web site for details -Attachment B). The stormwater from the facility is
carried to the Industrial Ponds via swales and sheet flow. The Kings Mountain Plant will
consist of an office trailer, a ready mix concrete mobile plant, two cement pigs (storage
containers), water tanks, storage areas for stone and sand, and a concrete truck drum wash
area. Kings Mountain Plant will have approximately 8 to 12 trucks and operates 10 hrs/day, 5
days/wk and 30 to 50 wks/year, depending upon the weather and business conditions.
2.0 FACILITY OPERATIONS
The facility operations will include: a dry batch concrete mobile plant, cement storage pigs,
sand and stone storage areas with limited water sprinkler system (taken into process -water
consideration) and a truck washing area.
CP Engineering and Environmental Solutions ] A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cvpakala(a�carolina.rr.com 110Holiday Inn Dr,

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Based on the request from the user, typical operations from this plant include: loading the
sand, gravel, and cement into a weigh scale which drops the dry mix into cement trucks as a
dry batch concrete mix.
The loaded cement truck with concrete mix will be brought to a truck washing area for a
surf cial wash before it goes out for the delivery. Occasionally, any left over concrete in the
concrete drum will be either used in making blocks or washed of at the plant in a truck
washing bay Thus; process water will be generated at the plant for either r�luhg or
d'si posal. Based on our understanding of the facility operations, wash chemicals are located
near the- wash pit area to collect any potential spills from these storage vessels. The oil storage
tank was kept far away from the pits and necessary secondary containment shall be placed to
prevent the migration of potential spills from the tank reaching the -pits. Therefore, CPEES
believe no oily water or stormwater contaminated with chemicals will be released to the
environment from the facility.
The facility has not applied for a NPDES General Permit (NCG140000) in the past and
therefore, applying now to obtain the NPDES permit and be complaint with the State Division
of Water Quality regulation. To meet the NPDES General Stormwater Permit requirements, a
Stormwater Pollution Prevention Plan (SWPP Plan) with Best Management Practices for
potential stormwater pollutant sources shall be prepared and implemented at the site.
All truck drums and drum chutes will be washed at the end of the day before'parked for good.
Therefore, the -locations where process washwater will be generated at the plant are:
• Surficial cleaning of the drum before leaving the site,
• Cement drum washing if left -over concrete is brought back to the plant;
• Drum and drum chutes cleaning at the end of the day; and
• General stormwater from the plant area and the stone storage bay.
3.0 PROCESS WAS1 WATER CALCULATIONS
Based on our discussions with the Kings Mountain Plant Manager, it is our understanding that
approximately 25 to 40 batches per day will be completed in the summer time and 25 batches
per day will be completed in the winter time using 10 trucks. Approximately 5 to 10 gals of
water will be used for surficial washing of the truck per batch. Approximately 5 to 10 gals of
water will be used to wash drum chutes per truck per day at the end of the day. Approximately
200 gals per day per drum will be used to wash at the end of the day.
CP Engineering and Environmental Solutions 2 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cvpakala(@carolina.rr.com 110 Holiday Inn Dr.,

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Description of Operation
Unit
Total q
# Trucks worst -case
trucks
12
# Batches per day using 12 trucks
worst -case scenario -summer time
Batches
40 >
Surficial cleaning
10 als/batch
400
Chute cleanin at the end of the day
10 galsttruck
120
Drum cleaning at the end of the da
150 gals/truck
'�' ; 1,800 -77
Leftover concrete washing from the drum 5 batches
200 gaWbatch
1,000
Total(gals/day)
3,320
4.0 STORMWATER RUNOFF CALCULATIONS FOR A 25 YEAR AND
24-HR RAIN EVENT
According NC DENR-Division of Water Quality NPDES General Stormwater Permit
requirements, recycle systems are considered wastewater treatment per 15A NCAC 2H .0203
and all wastewater discharges must meet a total suspended solids (TSS) limit of 30 mg/l, a _
settleable solids (SS) limit of 5 ml/l, and pH between 6-9 SU or must demonstrate that the
recycle system has sufficient capacity to contain 25 year; 24-hr rainfall event plus one foot of
freeboard under the design operating conditions.
To obtain an economic and workable solution to the proposed recycling system design, the
truck washing operations and process washwater generating points are all brought to one
location to reduce the drainage area for 25-yr, 24-hr calculations. Approximately-41,818 sq ft
or 0.96 acres of area including the small`area for gravel washing is expected to contribute to
the process washwater from the facility (Figure 3). All washing.operations-beyond-this
designated area are prohibited at the facility and the drivers will be trained to adhere to this
new policy for meeting the Stormwater regulations. CPEES has performed stormwater
calculations for a 25-yr, 24-hr rain event for 0.96 acres and approximately 18,330 cubic feet
(eft) of runoff capacity is required to hold the designed rain event. The runoff volume and
weir design calculations are provided in Attachment A.
Please note, during a rain event, no plant operations will be conducted. Therefore, no
washwater is accounted for in the proposed recycle system design when 25-yr, 24-hr rain
event for stormwater is considered.
CP Engineering and Environmental Solutions 3 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cmakalana carolina.rr.com 110 Holiday Inn Dr.,

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5.0 STORMWATER / PROCESS WASHWATER RECYCLE SYSTEM
DESIGN AND CONSTRUCTION DETAILS
The proposed recycle system is designed to capture all process washwater and stormwater
from a 25-yr, 24-hr rainfall event from the subject plant wash areas. The recycle system is
designed to hold entire runoff amount from the designed storm event. The approximate
drainage area involved in the process washwater/stormwater is estimated to be 0.96-acres
(Figure 3). The 25 year, 24-hr runoff volume from this drainage area is estimated to be 18,330
eft. A recycle system designed for the estimated runoff is a four pit system (3 pits + 1 truck
...r.
wash pit) with a drying bed for the waste materials removed from the pit _(Figure 3}; The total
volume of all the main 3 pits (Pit # 1 through. Pit #3) were designed. to be sufficient to hold the
entire 25 year, 24-hr off volume. The process washwater/stormwater held in truck wash,
pit would'bi additional storage beyond the designed storm event capacity. Please note /
Concrete Supply strives very hard to control and mitigate migration of any contaminated
stormwater from the facility to the waters of US. Appropriate slopesiberms/walls are
proposed to isolate the 0.96 acres of drainage area for the washwater/stormwater recycling
operations (Figure 3).
Of all the four pits in the recycling system, three are sloped at the entrance in order for a front-
end loader to go.into-the-pit-fora periodic -cleanup. However, a berm or a slope away from the
pit entrance is placed in front of the_pits-(Pit.#_ 1_and #2) in order to divert the washwater entry_
into these pits. The third pit is a rectangular pit (Pit #3) and no washwater/process watef will
enter this pit from the drainage area., The cross -sectional and construction details of these pits
are shown on Figure 4.
CPEES designed a pit sludge storage area next to the truck washing operations in order to
control stormwater flow that is in contact with the pit sludge. The slopes of the truck washing
operations and the pit sludge storage area are directed toward the truck wash pit of the four pit
recycling system in order to control and mitigate migration of stormwater contamination from
the washing operations.
The location of the recycling system along with stormwater flow directions and wash areas are
displayed on Figure 3. The construction details for the recycling system are displayed on
Figure 4. The 25 year, 24-hr stormwater runoff calculations are provided in Table 1 of this
report.
A sump pump with a switch will be provided to pump water from Pit #3, as required, either to
the plant or to the truckwashing operations. This would help empty the Pit #3 to
accommodate any possible rain event.
CP Engineering and Enwronmental Solutions 4 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cvpakalaQcarolina.rr.com 110 Holidav Inn Dr.,

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6.0 WATER BALANCE CALCULATIONS
The total flow from 25yr storm event is calculated to be 18,330 cft or 137,109 gallons.
Typically, the facility operates 40 to 50 batches per day and 250 gallons of water per batch (10
gal/yard and 25 yards per batch). Total water used in the plant per day is approximately
10,000 to 12,500 gals. Therefore, the approximate average time for the pit water to be
recycled in the plant equals to 12.4 days. Table 1 shows the calculations for the pit water
recycle/water balance at the plant.
7.0 A to C CONSTRUCTION PERMIT APPLICATION
Based on our consultants' discussions with the State DWQ, it is our understanding that we
need to file a NCG 140000 Notice of Intent (NOI) Form to obtain A to C Permit to construct
the proposed process washwater /-stormwater recycle system at the Kings Mountain Plant. A
copy of the NCG 140000 NOI is attached with the A to C Report for an approval. -
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CP Engineering and Environmental Solutions 5 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cr pakala(&carolina, rr. com 110 Holiday Inn Dr.,

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NCDEN-R National Pollutant Discharge Elimination System,
liz�wC�na
NCG140000
NOTICE OF INTENT
National Pollutant Discharge Elimination System application for coverage under General Permit
NCG 140000:
to
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 existing plant sites discharging or recycling process wastewater (even if commingled with
stormwater): This NOI Is also an APPLICATION FOR Authorization to continue to opperate 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 facilities
must comply with requirements of 15A NCAC 2H .0138 & .0139.
Construction of wastewater treatment facilities (this Includes recycle systems) at new or existing plant
sites requires submission of three (3) sets of plans and specifications signed and sealed by a
Professional Engineer (P.E.) or qualified staff along with this application. A copy of the design
calculations should be Included. Please see questions 14 & 15.
For questions, please contact the DINO 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
Street Address
City
Telephone No.
MR. JOHNIE ALEXANDER, ENVIRONMENTAL MANAGER
P.O. BOX 5247
CHARLOTTE
704-372-2930 X 2071
2) Location of facility producing discharge:
Facility Name
Facility Contact
Street Address
City
County
Telephone No.
State NC ZIP Code 28299
Fax: [phone]
CONCRETE SUPPLY - KINGS MOUNTAIN PLANT
MR. JOHNIE ALEXANDER, ENVIRONMENTAL MANAGER
110 HOLIDAY INN DR..
KINGS MOUNTAIN
CLEVELAND
State NC ZIP Code 28086
704-309-8738 / 704-309-0134 (Mark) Fax: [phone]
'As per 15A NCAC 2H .0106 Page 1 of 5
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.

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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 from a roadway intersection). SEE ATTACHED DIRECTIONS
(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 13' 33.6"
Longitude -81 20' 16.2" (deg, min, sec)
5) This NPDES Permit Application applies to which of the following:
® New or Proposed Facility Date operation is to begin
❑ Existing
6) Standard Industrial Classification:
Provide the 4 digit Standard Industrial Classification Code (SIC Code) that describes the primary industrial
activity at this facility
SIC Code: 3 2 7 3
7) Provide a brief description of the types of Industrial activities and products produced at this facility:
(Include a site diagram showing the process areas present at this facility.)
DRY CONCEEIE BATCH OPERATIONS. PLANT PRODUCES CONCRETE FOR COMMERCIAL USE
8) Discharge points I Receiving waters:
How many discharge points (ditches, pipes, channels, etc.) convey stormwater and/or wastewater from the
property? ONE (OUTFALL-001)
What is the name of the body or bodies of water (creek, stream, river, lake, etc.) that the facility stormwater
and/or wastewater discharges end up in? INDUSTRIAL PONDS TO KINGS CREEK (SEE FIGURE 1)
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). NIA
Receiving water classification (If known): CLASS C (SEE ATTACHED WATER QUALITY CLAMFICATION SHEETS)
Note: 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-I or freshwater ORW.
9) Does this facility have any other NPDES permits?
0 No
❑ 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)?
0 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
0 Yes
If yes, please briefly describe: BERMS AROUND THE STONE AND SAND STORAGE AREAS,_
PLANS TO RECYCLE WASHWATER

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NCG140000 N.0.1.
12) Does this facility have a Stormwater Pollution Prevention Plan?
❑ No
® Yes
If yes, when was it implemented? SEPTEMBER 2011
13) Are vehicle maintenance activities occurring or planned at this facility?
m No
❑ Yes
Wastewater Treatment Design Information
14) Are discharges occurring or planned from any of the following process wastewater generating activities?
Vehicle and equipment cleaning m Yes ❑ No
Wetting of raw material stockpiles m Yes ❑ No
Mixing drum cleaning 17 Yes ❑ No
If yes to any of the above, please describe the type of process used to treat and/or recycle the process
wastewater.
For 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/l, and Settleable Solids (SS) -- 5 mVl.) [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 NOI. For new sites. you must submit three (3) sets of design plans and
specifications with this application an.4 provide supporting calculations that predict
compliance of final discharge with permit limits. For existing sites. applicants should submit
three (3) sets of plans 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: If new treatment systems are Planned for an existing site, an ATC will be required
prior to construction of those facilities. Planalspecs/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.
1 S) Does the facility use or plan to use a recycle system?
❑ No
® Yes
If yes, what size storm event is the system designed to hold before overflowing? (for example, 10-yr, 24-hr)
25 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 mg/I, and Settleable Solids (SS) - 5 mVl), 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.

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NCG140000 N.O.I.
16) Are wastewater treatment facilities (including recycle systems) planned In the 100-year flood plain?
m No ❑ Yes If so, 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?
0 No
❑ Yes
b) Is this facility a Small Quantity Generator (less than 1000 kg. of hazardous waste generated per month) of
hazardous waste?
0 No
❑ Yes
c) Is this facility a Large Quantity Generator (1000 kg. or more of hazardous waste generated per month) of
hazardous waste?
m No
❑ Yes
d) if you answered yes to questions b. or c., please provide the following information:
Type(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(i) 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. I 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 Person Signing: MR. HENRY BATTEN
Title: PRESIDENT
0
of Applicant)
a ZZ r/ I
(Date Signed)
Notice of Intent must be accompanied by a check or money order for $100.00 made payable to:
NCDENR

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NCG140000 N.O.I.
Final Checklist
This application will be returned as incomplete unless all of the following Items have been Included:
0 Check for $100 made payable to NCDENR.
m This completed application and all supporting documentation (including design details and calculations for
treatment systems).
❑ If an Erosion & Sedimentation Control (E&SC) Plan is required from Division of Land Resources (DLR)
or local designee: documentation verifying applicant has developed and submitted that Plan to the governing
agency (required per 15A NCAC 02H .0138). NOT REQUIRED
0 For new sites (or sites that will Install new treatment facilities): Three (3) copies of plans and
specifications for wastewater treatment facilities (including recycle systems), signed and sealed by a
Professional Engineer or qualified staff meeting requirements of G.S. 89C-25 (7). SEE ATTACHED
❑ For existing sites: three (3) copies of plans and specifications for wastewater treatment facilities (including
recycle systems) as built, stamped and sealed by a Professional Engineer, or (only if plans not available) a
detailed diagram of treatment systems in place that includes information such as tank volumes, dimensions,
retention time, piping, settling basin details, etc. NIA
® A site map showing, at a minimum, (existing or proposed):
(a) outline of drainage areas, (b) stormwaterlwastewater treatment structures, (c) location of
stormwaterlwastewater outfalls (corresponding to which drainage areas), (d) runoff conveyance structures,
(e) areas where materials are stored, (f) impervious areas, and (g) site property lines.
la A county map or USGS quad sheet with location of facility clearly marked.
,Matltlte qn0� pBCkage toy
�Stormwater Permitting Unit,
Q.Widn offWWaier Ouafityf
(317_Mail Service Center
�RBieigh—North Caroliria 27699-1fi 7
Note
The submission of this document does not guarantee the issuance of an NPDES permit.
For questions, please contact the DWQ Regional Office for your area.
DWQ Regional Office Contact Information:
Asheville Office ......
[phone]
Fayetteville Office...
[phone]
Mooresville Office ...
(704) 663-1.699
Raleigh Office ........
[phone]
Washington Office ...(252)
946-6481
Wilmington Office ...
[phone]
Winston-Salem ......
[phone]
Central Office .........(919)
807-6300

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Google maps
Directions to 110 Holiday Inn Or, Kings Mountain, NC
28096
195 mi - about 3 hours 29 mina
Save trees. Go green! .�~.
Download Google Maps on your
phone at google.comlgmm
0
p,N North Carolina Water Resources
512 North Salisbury Street, Raleigh, NC 27604-1187 - [phone]
1. Head southwest on N Salisbury St toward W Lane St
rp2. Take the 1 st right onto W Lane St
About 2 mins
14 3. Turnleft onto N Dawson St
About 3 mins
4. Continue straight onto S Saunders St
5. Turn right to merge onto 1-40 W toward 1-440 N
About 6 mins
6. Take exit 293 for 1-401US-64 WIUS-1 toward RateighlSanford/Wake Forest
7. Keep left at the fork to continue toward US-1 SIUS-64 W
8. Take exit 293A for US-1 SIUS-64 W toward Sanford/Asheboro
41 9. Keep left at the fork to continue toward US-1 SIUS-64 W
10. Keep left at the fork, follow signs for US-1 SIUS-64 WlApexlSanfordlAsheboro and merge onto US-1 SIUS-64 W
About 3 mins
�4 11. Take exit 98B to merge onto US- 4 W toward Pittsboro/Asheboro
About 41 mins
42i 12. Turn right to merge onto US-421 N
About 27 mins
® 13, Merge onto 1-85 S via the ramp to Winston - SalernlChadotte
About 2 hours 2 mins
14. Take exit 8 for N Carolina 161 toward Kings Mountain
lt� 15. Turn right onto N Carolina 161 NIYork Rd
16, Take the 1 st left
About i min
17. Turn left onto Holiday Inn Or
Destination will be on the right
(GN 110 Holiday Inn Dr, Kings Mountain, NC 28086
go 0.2 mi
total 0.2 mi
go 0.2 mi
total 0.4 mi
go 1.5 mi
total 2.0 mi
go 0.6 mi
total 2.6 mi
go 4.9 mi
total 7.5 mi
go 0.2 mi
total 7.7 mi
go 0.3 mi
total 8.0 mi
go 0.3 mi
total 8.3 mi
go 0.3 mi
total 8.6 mi
go 3.2 mi
total 11.8 mi
go 37.8 mi
total 49.6 mi
go 26.0 mi
total 75.6 mi
go 119 mi
total 194 mi
go 0.3 mi
total 195 mi
go 335 It
total. 195 mi
go69ft
total 195 mi
go 194 It
total 195 mi
These directions are for planning purposes only. You may find that construction projects, traffic, weather, or other events may cause conditions to differ from the map results, and you
should plan your route accordingly. You must obey all signs or notices regarding your route.
Map data C2011 Google
Directions weren't right? Please find your route on irnaps.google.00m and dick "Report aproblem" at the bottom left.

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I
TABLE I
CONCRETE SUPPLY
KINGS MOILIN 'AIN - NORTH CAROLINA
_ Size of a Concrete Recycling System for;Proces`s Washwaterl Stdrmwater for a Ready Mix Concrete Plant, - y y- I
for a 26 yr, 24-hr Runoff Volume =
cage Area =
ation =
th
Tc =
Slope =
CN
Rainfall =
Rainfall Intensity (Average Asheville and Charlotte) _
Runoff Depth =
Runoff Volume =
Design Recycle pits to hold =
025 - 26 Yr, 24-hr Discharge =
for Weir for 02s =
025flow
Length of the weir =
Number of Pits
Capacity of pits
Pits 1 and 2 Each (Flat Area Volume)
I— 1
Pits 1 and 2 Each (Slope Area Volume)
Pits 3 (Flat Area Volume)
Pits 3 (Slope Area Volume)
Total Pit Volume (CFT) =
Use SCS Peak Discharge
0.96 acres
or 41,818 sq ft.
4 ft
(Obtained from the site topo map)
277 ft
(Obtained from the site topo map)
t 3 min
/
1.4% f
• 85'�
(8.03b)
5.75, ihch� .
(Ref Fig 8.03k)
7, in/hr. ,�
(8.03f and 8.039) �14"
`5.26-in h s: `
(Table 8,03c)
Drainage Area x Runoff Depth -
18,330 cu ft.,
`
✓/
8,330- cu fL
CiA
"t-%s = 6.376
Peak rate of runoff in cubic feet per second ✓
C - 0.8
Runoff Coefficient
Average intensity of Rainfall in incheslhr for a storm duration -time
i = 7
of concentration
A = 0.96
Drainage area
3.0LH�
02s = 5.376
L = 2 Length of the weir (ft)
H = 1.5 Height of the weir (ft)
5,376 < 10.125 cfs Calculated discharge from the weir
It • 0? 2
-
3
L = 30 3 ft
W = 14,, ft AREA/pit =
D = (8), ft
or
L =
30
ft
W =
14
ft
AREA/pit =
D=
Ca
ft
or
L =
60
ft
W =
ft
AREA/pit =
D=
bilo
ft
or
L=
0
ft
W =
0
It
AREA/pit
D=
0
It
BALANCE ANALYSIS Range
# of batches per day 40 50 batches
Water per yard 25_ gals
gals of water per batch (10 yards per batch) 250
Gals of water recycled in the plant, _- 10,00� 12. 500 gals
# of days the water feused in the plant is = 13.8 11.1 gals
AVG # of Days water recycled in the plant = 12A days
Chalam Pakala, PE
CP Engineering
Tel: [phone]
CPEES Pr*l t No. 1129-M
3,360 cubic feet
6720 cubic feet. (iwo pits)
1,680 cubic feet
f
_
3360 cubic feet (TWO pits)
8,400 cubic feet
-�
8.400 cubic feet (Two pits)
1
0 1
0 cubicfeet (TWoplts)
feet > 18,330 cubic feet
v
�
�
_B,_480 cubic
B 230 ah'f� > —137109 aY Is J
L

FIGURES
Figure 1: Site Location Map
Figure 2: Aerial View of Surrounding Properties around the
Kings Mountain Plant
Figure 3: Site Layout Map - Proposed Process Washwater /
Stormwater Recycle System
Figure 4: Process Washwater and Stormwater Recycle System
Construction Details

Irap Name: Unknown Map Center: 035° 13' 32.41" N 081 ° 20' 15.23" W
rint Date: 08/14/11 Horizontal Datum: NAD27
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SCALE 1:24000
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YARDS
SITE LOCATION MAP
CONCRETE SUPPLY -KINGS MOUNTAIN
PLANT
FIGURE 1 JOB NO. 1129-002

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REVISIONS:
CAq©l
Fe8S/o
SEAL
19807
V.
R1=4')
SCALE:
1 " 20'
INITIALS I DATE
PREPARED BY:
CVP
08/20/ 1 1
DRAWN BY:
CAD
08/20/ 1 1
CHECKED BY:
CVP
08/20/ 1 1
APPROVED BY:
CVP
08/20/ 1 1
�SITE�
,rea to be used for the Pit Design
0.96 Acres
'V: 7 02".
.
28
:S is not responsible for structural design of pit walls, steel reinforcement details and foundations.
DRAWING TITLE:
SITE LAYOUT MAP - PROPOSED LOCATION CF WASHWATER/STORMWATER RECYCLE SYST
PROJECT:
CONCRETE SUPPLY
110 HOLIDAY INN DRIVE
DINGS MOUNTAIN, N.C.
a
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A Cost -Effective Solution
� y�
Provider for Manufacturing
_ �
Industries
PROJECT NO.:
1 129-002
r .•
DRAWING NO.:
REV. DATE:
FILE NAME:
10017 ALLYSON PARK DR. TEL [phone]
CHARLOTTE, NORTH CAROLINA 28277 FAX [phone]

.
NOTES:
I W DIA. PPE HANDRAIL
-- POSTS ANCHORED INTO CONCRETE 8+-
• 1-
0
M-IF�6 6 ...
301
r X 1.V WEIR
�� ��C�� ► isms
44 ®1 r O.C. EACH WAY (TYP) 301
04 Q 1r O.C. EACH WAY (TYP)
SECTION B-B
NO SCALE
S-W
1
E4 ! 12" O.C. EACH WAY (TYP)
SECTION C-C
NO SCALE
NOTE; CKES Im nvt nrWon Ne for ouckmW d.dqn al pt wak ftW o Odmoamwrt dWaft and taxWobwa.
REVISIONS:
x x 1.S WEIt
X X 1.S OPENING
1-7
04 0 it O.C. EACH WAY (TYP)
11114 0 1r O.C. EACH WAY (TYP)
ISOMETRIC VIEW
NO SCALE
NOTE. PIT NO. 3 HAS NO SLOPE? AREA.
SCALE:
NONE
,WOMRao, INITIALSCA
19�07
it
DATE
ff mmz���
i mrm
r- i. .
APPROVED
FILE NAME:
12j
-1j 4"
F:
04 BARS 01r OIIC HORIZONTAL
-.:I
06 BARS 01S" OC VERTICAL
WATERPROOF
EXTERIOR
1r - IC REINFORCED
j
JOINT SEALANT
PERIMETER
CONCRETE WALL
i
., .
W
` b
W CONCRETE SLAB
(4000 PSI)
p
GROUND
t
43 NO 57 WASHED STONE
OrCONCRETE SLAB
,;
F
NO.67 WASHED STONE
*NOTE- 011AINEWCONTRACTOR MAY USE
PRECAST CONCRETE BLOCKS FOR WALE.
•rf+o;�
v '
QONgTRUCTIONl, WHICH WILL BE SEALEDH
,,
r
TO PROVIDE WATERTrafff CONDITION
.�` `.. ..
.t
`- 4.S 04 BARS (4)
3. #4 BARS (3)
INTERIOR SLAB EXTER OR F OTING
fit WALL SECTION SECTION 1-1
SCALE= NTS SCALE- NTS
CONSTRUCTION NOTES:
1. BOTTOM SLAB TO BE REINFORCED WITH 6" W 10 X 10 WWF.
2. GOLD JOINTS IN WALL TO HAVE KEYWAY WITH 18" #4 LAP BAR.
3. SLAB AND INTERIOR WALLS TO BE SEALED WITH CONCRETE WATERPROORNG.
4. CONCRETE FOUNDATIONS AND REINFORCEMENT ARE THE RESPONSIBILITY OF THE OWNER(S).
ADDITIONAL NOTES.
1. COMPACTION OF SOIL TO 95% STD PROCTOR MAX DRY DENSITY.
2. CONCRETE 4,000 P.S.I. COMPRESSIVE STRENGTH 028 DAYS
3. RESAR GRADE 60
4. CONSTRUCTION QUALITY CONTROL TESTING TO INCLUDE SUBGRADE
DENSITY TESTING, PROOF ROLLING OF SUBGRADE, SLAB REINFORCEMENT INSPECTION,
CONCRETE THICKNESS MEASUREMENT, AND CONCRETE STRENGTH TESTING.
ALL TEST RESULTS AND JUDGEMENT IS THE RESPONCISILITY OF THE OWNER.
5. HAND RAIL DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE OWNER.
6. SUMP PUMP, PIPING AND ELECTRICAL WORK FOR SUMP PUMP
IS THE RESPONSIBILITY OF THE OWNER.
7. ALL WALLS ARE REINFORCED AND CONCRETE POURED
S. POND LEAK TESTING IS THE RESPONSIBILITY OF THE OWNER.
9. ALL BOUNDARIES OF CONSTRUCTION ACTIVITYIDISTURSED AREAS SHALL
BE PROTECTED WITH SILT FENCE AS SHOWN ON SILT FENCE CONSTRUCTION DETAILS,
10. CPEES TAKES NO RESPONSIB)LITY FOR STRUCTURAL DESIGN OF PIT WALLS AND FOUNDATIONS.
12QW MCX4'ORrXA"W®.DWWWHDOIWD NOTE& 1)TOTAL DRADUMAREA FLOWING TOGL.T
PREKNIIIED CHANNErd ON WTAL POI:T$.OR FASTEN FENCE MXY NOT E)OCEFD 1 ACRE.
TO CEDAR OR WOOD POUM VW NO.8 WAFILM& ?) OL.T 0 SHOULD NOT BE USED AT
INPE OU'TWO OR IN ATE;A3 OF CONCENTRATED FLOW {LEEKS. DMCtL*= SVIfALtrR1 EM)
ULTAVIOLlT RESISTAdiT (LLACiCjl�LRl1 EAdiIC
EQUIVALENT SECURED TO WRIT VANKrAL
CLpB OR WTiRE AT S' OFF CEii 6 O
MAX SEOWNT STCRAOR LEWE,-
NT WHEN THIS L %11L 10 FWAOHIOD
_ORASDIRWI SY0010 RsNON
OF H O ti
t1
s ' ' gtdRl''�.,
NAVA& ORADT: TO NCREAeE BTORAIOE
CAmnIYAM p"°LQNs'M LFE cF
TT+ ftTF o=ffNf3E emaLY
ADVISAAI.E TO DR;AOIMENT PIT
I I
IN FF10W OF YORG.
ILT FENCE
WHENEAR POSSRR.F
INTO WMNM
C�vwoL& MW MACW%L
- CJIRRY as of VMRE INTO'TTiENC1L
PETAL, CEDAR OR P XP TREATED VFDOD POM AT
1w = &%x CEDAR A WOOD POS'P8 SHOULD SE 3 DW MN.
SILT FENCE
SILT FENCE DETAIL
SCALE= N.T.S.
DRAWING TITLE:
PROCESS WASHWATER/STORMWATEP RECYCLE SYSTEM CONSTRUCTION DETAILS
PROJECT: CONCRETE SUPPLY PROJECT NO.:
110 HOLIDAY INN DRIVE
KINGS MOUNTAIN, N.C.
CHALAM PAKALA ENGINEERING AND
ENVIRONt'v!ENTAL SOLUTIO"S
A Cost -Effective Solution Provider for Manufacturing InduBbies
10017 ALLY30N PARK DR. TEL [phone]
CHARLOTTE, NORTH CAROLINA 28277 FAX [phone]
1129-002
REV. NO.: REV. DATE:
1 08/20/11
DRAWING NO.:

Attachment A
Runoff Volume and Weir Design Calculations with Backup

TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLIINA
Size of a Concrete Recycling System for Process:Washwaterl Stormwater for a Ready Mix Concrete Plant -
Size for a 26 yr, 24fir Runoff Volume =
Use SCS Peak Discharge
Drainage Area =
0.% acres
or 41,818 sq ft.
Elevation =
4 ft
(Obtained from the site topo map)
Length =
277 ft
(Obtained from the site topo map)
Tc =
3 min
(8.03a)
Slope =
1.4%
CN
85
(8.03b)
Rainfall =
5.75 inches
(Ref Fig 8.03k)
Rainfall Intensity (Average Asheville and Charlotte) =
7 Mir
(8.03f and 8.03g)
Runoff Depth =
5,26 incites
(fable 8.03c)
Runoff Volume =
Drainage Area x Runoff Depth
18,330 cu ft.
Design Recycle pits to hold =
18,330 cu ft,
CiA
Q25 = 5.378
Peak rate of runoff in cubic feet per second
C = 0.8
Runoff Coefficient
Q25 - 26 Yr, 24-hr Discharge =
Average intensity of Rainfall in inchesfhr for a storm duration -time
i = 7
of concentration
A = 0.96
' Drainage area
Size for Weir for Q25 =
3.0 L H'
02s =
5.376
L =
2
Length of the weir (ft)
H =
1.5
_
Height of the weir
(ft)
025 flow 5.376 < 10.125
cfs
Calculated discharge from the weir
Length of the weir =
1 _ ft
Number of Pits
3
Capacity of pits
Pits 1 and 2 Each (Flat Area Volume)
L =
30 -
ft
W =
14
ft
AREA/pit =
3,360'-cubic feat
D=
8
ft
or
6720 cubic feet (Two pits)
Pits 1 and 2 Each (Slope Area Volume)
L =
30
ft.
�! t
li
W =
14
ft
AREA! P
tt =
1,660 cubic feet
D =
8
ft
5o Y,
or
3360 cubic feet (Two pits)
Pits 3 (Flat Area Volume)
L =
60
ft
W =
14 .
ft
AREapit =
8,400 cubic feet
D=
10
ft
or
8,400 cubic feat (TWO pits)
Pits 3 (Slope Area Volume)
L =
0
ft
W =
0
ft
AREAfpit =
0
D =
0
ft
0 cubic feet. (Two pits)
Total Pit Volume (CFT) =
18,480 cubic feet > 18,330 cubic feet
or
138,230 gals > 137,109 Sals
WATER BALANCE ANALYSIS
Rape
# of batches per day
40
50
batches
Water per yard
25
gals
gals of water per batch (10 yards per batch)
250
Gals of water recycled in the plant
10,000 12,5W
gals
# of days the water reused in the plant is =
13.8
11.1
gals
AVG # of Da s water recycled in the plant =
12.4
da
Chalon Pab4. PE
CP Erpmenng
Tel: [phone]
CPEES Pr*d No. 1120-002

8
N
H (ft)
cnn
m
L
O
L
O
E
z
E
'X
tC
Note:
Use nomograph Tc for natural basins with well-defined channels, for overland
flow on bare earth, and for mowed -grass roadside channels.
For overland flow, grassed surfaces, multiply Tc by 2.
For overland flow, concrete or asphalt surfaces, multiply Tc by 0.4.
For concrete channels, multiply Tc by 0.2;
Figure 8.03a Time of concentration of small drainage basins.
Tc(min)
zoo
100
10
1
8.03.4

I
r,
'k
-Lit,
ti
to
l
A b-...
i

a
�J
Table 8.03b
Runoff Curve Numbers (CN)
Hydrologic Soil Group
A B C D
Land Ilse/Cover
Cultivated land
without conservation
72
81
with conservation
62
71
Pasture land
poor condition
68
79
fair condition
49
69
good condition
39
61
Meadow
good condition
30
58
Wood or forest land
Thin stand - poor cover, no mulch
45
66
Good stand - good cover
25
55
Open spaces, lawns, parks, golf courses, cemeteries, etc.
good condition:
grass cover on 75%
or more of the area
39
61
fair condition:
grass cover on 5o
to 75% of the area
49
69
Commercial and business
areas (85%impervious)
89
92
Industrial districts
(72% impervious)
81
88
Residential:' Development completed and vegetation established
Average lot size Average % Impervious
1/8 acre or less 65
77
85
1 /4 acre 38
61
75
1 /3 acre 30
57
72
112 acre 25
54
70
1 acre 20
51
fib
2 acre 15
47
66
Paved parking lots, roofs,
driveways, etc.
98
98
Streets and roads
paved with curbs and
storm sewers
98
98
gravel
76
85
dirt
72
82
Newly graded area
81
89
Residential: Development underway and no vegetation
Lot sizes of 1/4 acre
88
93
Lot sizes of 1/2 acre
85
91
Lot sizes of 1 acre
82
90
Lot sizes of 2 acres
81
89
88 91
78 81
86 89
79 84
74 80
71 78
77 83
70 77
74 80
79 84
94 95
91 93
90 92
83 87
81 86
80 85
79 84
77 81
98 98
98 98
89 91
87 89
93 95
95 97
94 96
93 95
92 94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
sourcd: USDA-SCS
8.03.i0
Rev. 12M

I
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waxoTA a an
11 L
7r'
CC.,
41
Ma 0 - -C 'Aq
L
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c.
vi n.
I
to fe
'0'

Appendices
Table 8.03c
Runoff Depth
L�
b. Determine runoff depth (in inches) from the curve number and rainfall
depth using Table 8.03c.
Rainfall
Curve Number
(CN)
(inches)
60
65
70
75
80
85•
90
95
1.0
0.00
0.00
0.00
0.03
0.08
0.17
0.32
0.56
1.2
0.00
0.00
0.03
0.07
0.15
0.28
0.46
0.74
1.4
0.00
0.02
0.06
0.13
0.24
0.39
0.61
0.92
1.6
0.01
0.05
0.11
0.20
0.34
0.52
0.76
1.11
1.8
0.03
0.09
0.17
0.29
0.44
0.65
0.93
1.30
2.0
0.06
0.14
0.24
0.38
0.56
0.80
1.09
1.48
2.5
0.17
0.30
0.46
0.65
0.89
1.18
1.53
1.97
3.0
0.33
0.51
0.72
0.96
1.25
1.59
1.98
2.44
4.0
0.76
1.03
1.33
1.67
2.04
2.46
2.92
3.42
5.0
1.30
1.65
2.04
2.45
2.89
3.37
3.88
4.41
6.0
1.92
2.35
2.80
3.28
3.78'
4131�>
4.85
5.40
7.0
2.60
- 3.10
3.62
4.15
4.69 .
Z5267
5.82
6.40
8A`
3.33
3.90
4.47
5.04
5.62
6.22
6.81
7.39
9.0
4.10
4.72
5.34
5.95
6.57
7.19
7.79
8.39
10.0
4.90
5.57
6.23
6.88
7.52
8.16
8.78
9.39
11.0
5.72
6.44
7.13
7.82
8.48
9.14
9.77
10.39
12.0
6.56
7.32
8.05
8.76
9.45
10.12
10.76
11.39
1 To obtain
runoff depths
for CN's and other rainfall
amounts not shown
in this table, use an arithmetic interpolation.
The volume of runoff from the site can be calculated by multiplying the
area of the site by the runoff depth.
Step 4. Determine the peak rate of runoff for the design storm by adjusting for
watershed shape as follows: -
a. Determine an "equivalent drainage area" from the hydraulic length of the
watershed using Figure 8.03n. Hydraulic length is the length of the flow
path from the mostI'remote point in the watershed to the point of discharge.
b. Determine the discharge (cfsrmch of runoff) for the equivalent drainage
area from Figure 8.03o through 8.03q:
Figure 8.03o - for. average watershed slopes 0-3%
Figure 8.03p - forl average watershed slopes 3-7%
Figure 8.03q - for average watershed slopes 8-50%
Calculate the peak discharge, 01, of the equivalent watershed by multi-
plying equivalent watershed area by runoff from Table 8.03c in Step 3b.
8.03.17

rn tj '11, Ts ~JfT f :I-f P,
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cl
jo
irl 'It, ,:-,Ilo
--j T 1,;.j
I
e."ej' 44
o"Y
1 ri
.
ir

Appendices
4
S
5 r0 20 40 60 2 3 4 6 8 12 18 24
Minutes Hours
Duration
Figure 8.031 Rainfall intensity duration curves Asheville.
0,;
r)
5 10 20 40 60 2 3 4 6 8 12 18 24
Minutes Hours
Duration
Figure 6.03g Rainfall intensity duration curves --Charlotte.
'11i
8.03.7

c
12
4
A
in
46
tv
vc. v
Yf

0o m
o w
W c
A m 25-year 1 day precipitation (inches)
o
w
>r
N Sde In on"
`CD
CD 25 50 75 lw
w
1
a
a
RAINFALL DATA MAP
ti
a�
a
5 5.56 5.5 6 6.5
y ! '�•y� STOX(S TEpCNINON! • SW+ WlRR[w D 4
� 4
Ol
1• Owli FOR° �, 'A/NYL1 / -� C e41T1[
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WI•N _�• iii /�'' - ./!O sTo« I� (wroal oc Q
$� S w,wpO 4-VTN[• 0� •, tee `` NN WVDE
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,' WN w ' �Ie `. STANI � � l NIRN(Tr J MMTN[ 11 �1 �\•
6 _ rY!• III, CoAve
Y aNl + 1 V.~ f'Y �r '�O
&A I / b L/JONES
8 \^ /
7 -- UMION 1 .MSONKN SCOT E/.4J� Y eVRiN
LAND�•�� 0 ice' r \ GRT[RET
6 6.5 /) \ C�.�. aN
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+_ _.'/
� Y

Attachment B
NC DENR — Division of Water Quality Stream Classification Table for
Cleveland County

Name of Stream Description
Curr. Class Date Basin Stream Index #
Persimmon Creek
From source to
Muddy
C
09/01/74
Broad
9-53-6-2
Fork
the Persimmon
From source to
C
09/01/74
Broad
9-53-6-2-1
reek
Persimmon Creek
Potts Creek
From source to
Muddy
C
09/01/74
Broad
9-53-6-3
(Pilot Branch)
Fork
Roberts Branch
From source to
Dam at
B
03/01/63
Broad
9-53-7-(1)
(Joes Lake)
Joes Lake
Roberts Branch
From Dam at Joes Lake
C
03/01/63
Broad
9-53-7-(2)
to Buffalo Creek
Beason Creek
From source to
Buffalo
C
09/01/74
Broad
9-53-8
Creek
Long Branch
From source to
Beason
C
09/01/74
Broad
9-53-8-1
Creek
Wolf Branch
From source to
Long
C
09/01/74
Broad
9-53-8-1-1
Branch
Jakes Branch
From source to
Buffalo
C
03/01/63
Broad
9-53-9
Creek
Kings Creek
From source to
North
0
09/01/79
Broad
9-59
Carolina -South
Carolina State
Line
Site Creek (City
From source to
Kings
C
08/03/92
Broad
9-54-1
Lake)
Creek
Unnamed
From source to
Dam at
B;HQW
08/01/00
Broad
9-54-1-(1)
Tributary at
Lake Montonia
Lake Montonia
eLake Montonia)
Unnamed
From Dam at Lake
C
09/01/74
Broad
9-54-1-(2)
Tributary at
Montonia to City Lake,
Lake Montonia
Sipe Creek
Davidson Creek
From source to
Kings
C
O8/03/92
Broad
9-54--2
(Davidson Lake)
Creek
Dixon Branch
From source to
North
C
09/01/74
Broad
9-54-3
Carolina -South
Carolina State
Line
Clark Fork
From source to
North
C
08/03/92
Broad
9-54-4
Carolina -South
Carolina State
Line
Page 7 of 7 2011-08-13 07:13:50

VENDOR: 67040 CHECK: 0000102153 DATE: 8/ 19/2011
REMIT TO: NCDENR-Div of Water Ouality COMMENT:
©©
8/19/2011 f 0000224996
100.001 0.00 1 100.00
100.00
Concrete Supply Co
Concrete Supply Co. Fifth Third Bank No.' 0000102153
3823 Ralei h'Street �' 6. � � O 3
g I �� NorthHCarolina,
Cfiarlotte NC28206 s0
, .g
66 73 5 1
DATE AMOUNT
8/19/2011 ''**�"* "' ***100.00
a
-.PAY One hundred and'xx / 100'Daliars
_
9*
a4
s
AN
70 THE,
-'ORDER-
:OF
NCDENR-Div of Water ( uaiity. .
1617 Mail Service Center
eigh, NC 2764 1617g�
�� }.
; r
"
AUTHORIZED SIGNATURE

September 29, 2611
Ms. Jennifer Jones, Environmental Engineer II
NC DENR — Stormwater Permitting Unit
161.7 Mail. Service Center
Raleigh, North Carolina 27669-1617
Re: Permit Application for Authorization -to -Construct (A to C) a Proposed
Process / Stormwater Recycling System for Kings Mountain Concrete Plant
Concrete Supply — Kings Mountain Plant
110 Holiday Inn Dr,
Kings Mountain, Cleveland County, North Carolina 28086
CPEES Project No. 1129-002
NPDES General Permit No.: NCG140000
Certificate of Coverage: Not issued yet
Dear Ms. Jones:
Concrete Supply is pleased to resubmit the attached Authorization -to -Construct (A to C) permit
© request report along with construction drawings for the Proposed Process / Stormwater Recycling
System for Concrete Supply -- Kings Mountain Concrete Plant located in Kings Mountain, North
Carolina as your comments. The A to C Report includes:
+ NEW NC DENR NPDES General Permit Application NCG 140000;
• Check for $100 made payable to NC DENR;
• Site map showing the delineation of drainage area contributing to the process
wastewater;
• Site layout map showing the proposed location of the process / stormwater recycling
system;
• 10 yr 24-hr stormwater runoff calculations;
• Detailed design, construction drawings along with construction specifications for the
proposed process and stormwater recycling system;
• Site Location Map;
Concrete Supply sincerely appreciates your cooperation and progress of this project. Please call
me at 704-309-8738 or Mr. Chuck Pakala of CPEES at 704-541-4042 if you have any questions
or comments on this permit request.
Respectfully submitted,
Johnie Alexander
Environmental Manager
fs Attachments: A to C Permit Application Package

Permit Application for Authorization to
Construct (A to Q a Process /Stormwater
Recycling System
NPDES General Permit No.: NCG140000
Certificate of Coverage: Not issued Yet
Prepared for:
Concrete Supply- Xings Nountain Plant
110 Holiday Inn Dr.
-Kings�Mountain, Cleveland•County, North -Carolina 28086.
CPEES Project No. 1129-002
September 29, 2011
Prepared by:
Chalam Pakala Engineering and Environmental Solutions
10017 Allyson Park Dr.,
Charlotte, North Carolina 28277
Tel.[phone] / Fax: [phone]
Email: cv akala carolina.mcom

�4
y i .
t' ' J ' � �
f' �ti i'<<F; � �, i
i� � �„
� _ � 1 _
1 � � ... J

Permit Application for Authorization to Construct
(A to C) a Process I Storrnwa¢ter Recycling system
Concrete Supply— Kings Mountain Plant
Kings Mountain, North Carolina
NPDES General Permit No.: NCG140000
Certificate of Coverage: Not issued yet
TABLE OF CONTENTS
1.0 FACILITY DESCRIPTION..............................................................................................1
2.0 FACILITY OPERATIONS................................................................................................1
3.0 PROCESS WASHWATER CALCULATIONS..............................................................2
4.0 STORMWATER RUNOFF CALCULATIONS FOR A 10 YEAR AND 24-HR RAIN
EVENT....................................................................................................................................... 3
SA STORMWATER I PROCESS WASHWATER RECYCLE SYSTEM DESIGN AND
CONSTRUCTION DETAILS.................................................................................................4
6.0 TSS, SS and pH CONCENTRATION IN THE WASHWATER EFFLUENT ............5
7.0 WATER BALANCE CALCULATIONS..........................................................................8
8.0 A to C CONSTRUCTION PERMIT APPLICATION....................................................8
TABLES
Table 1: Runoff Volume Calculations for a 10 yr, 24-hr Storm Event & TSS, SS and pH
Calculations for the Washwater Effluent
FIGURES
Figure 1: Site Location Map
Figure 2: Aerial View of Surrounding Properties around the Kings Mountain Plant
Figure 3: Site Layout Map - Proposed Location of Process Washwater / Stormwater Recycle
System
Figure 4: Process Washwater and Stormwater Recycle System Construction Details
ATTACHMENTS
Attachment A: Runoff Volume and Weir Design Calculations with Backup
Attachment B: NC DENR -- Division of Water Quality Stream Classification Table for
Cleveland County
Attachment C: Stokes Law for Particle Settling & Other Literature
CP Engineering and Environmental Solutions i A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: [e-mail] I10 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, NC 28086

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Permit Application ,for A uthorization to Construct
(A to Q a Process /Stormwater recycling System
Concrete Supply— Kings Mountain Plant
Kio s Mountain North Carolina
NPDES General Permit No.: NCG140000
Certificate of Coverage: Not Yet Issued
1.0- FACILITY DESCRIPTION
Concrete Supply -Kings Mountain Plant located at 110 Holiday Inn Dr., Kings Mountain,
Cleveland County, North Carolina, is a dry batch ready mix concrete plant for commercial
supply. The primary Standard Industrial Classification (SIC Code) for the facility is 3273
(Ready Mixed Concrete). The approximate location of the facility on a US Geological Survey
Map is provided on Figure 1. The geographic site location can also be given as 350 13' 33.6"
North Latitude and 810 20' 16.2" West Longitude. The subject facility is surrounded by
commercial, quarry mining and residential areas and storrnwater from the facility drains to
couple of Industrial Waste Ponds located southwest of the property. The stormwater from
Industrial Waste Ponds flows to Kings Creek and eventually to Broad River. The details of
surrounding properties are displayed on an Aerial Map, Figure 2, attached with this report.
The Kings Mountain Plant occupies approximately 4.11 acres of land. However,
approximately 0.63 acres of area will be used in the stormwater drainage calculations for
washwater/recycle operations. Stormwater from this property flows to the Industrial Ponds
and from the Industrial Ponds to Kings Creek located on the southwest property, Figure l .
The stormwater from Kings Creek flows to Broad River located south of the site. Based on
my review with NC Division of Water Quality web site, it is our understanding that the Kings
Creek is classified as Class C (see attached table obtained from NC DENR — Division of
Water Quality Section web site for details -Attachment B). The stormwater from the facility is
carried to the Industrial Ponds via swales and sheet flow. The Kings Mountain Plant will
consist of an office trailer, a ready mix concrete mobile plant, two cement pigs (storage
containers), water tanks, storage areas for stone and sand, and a concrete truck drum wash
area. Kings Mountain Plant will have approximately 8 to 12 trucks and operates 10 hrs/day, 5
days/wk and 30 to 50 wks/year, depending upon the weather and business conditions.
2.0 FACILITY OPERATIONS
The facility operations will include: a dry batch concrete mobile plant, cement storage pigs,
sand and stone.storage_areas with limited water.sprinkler.system .(taken into.process water_
consideration) and a truck washing area.
CP Engineering and Environmental Solutions i A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: [e-mail] 110 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, AIC 2808.6

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Based on the request from the user, typical operations from this plant include: loading the
sand, gravel, and cement into a weigh scale which drops the dry mix into cement trucks as a
dry batch concrete mix.
The loaded cement truck with concrete mix will be brought to a truck washing area for a
surficial wash before it goes out for the delivery. Occasionally, any left over concrete in the
concrete drum will be either used in making blocks or washed of at the plant in a truck
washing bay. Thus, process water will be generated at the plant for either recycling or
disposal. Based on our understanding of the facility operations, wash chemicals are located
near the wash pit area to collect any potential spills from these storage vessels. The oil storage
tank was kept far away from the pits and necessary secondary containment shall be placed to
prevent the migration of potential spills from the tank reaching the pits. Therefore, CPEES
believe no oily water or stormwater contaminated with chemicals will be released to the
environment from the facility.
The facility has not applied for a NPDES General Permit (NCG140000) in the past and
therefore, applying now to obtain the NPDES permit and be complaint with the State Division
of Water Quality regulation. To meet the NPDES General Stormwater Permit requirements, a
Stormwater Pollution Prevention Plan (SWPP Plan) with Best Management Practices for
potential stormwater pollutant sources shall be prepared and implemented at the site.
All truck drums and drum chutes will be washed at the end of the day before parked for good.
Therefore, the locations where process washwater will be generated at the plant are:
• Surficial cleaning of the drum before leaving the site,
• Cement drum washing if left -over concrete is brought back to the plant;
• Drum and drum chutes cleaning at the end of the day; and
• General stormwater from the plant area and the stone storage bay.
_3.0 PROCESS WASHWATER CALCULATIONS
Based on our discussions with the Kings Mountain Plant Manager, it is our understanding that
approximately 10 to 40 batches per day will be completed in the summer time and 10 batches
per day will be completed in the winter time using 12 trucks. Approximately 5 to 10 gals of
water will be used for surficial washing of the truck per batch. Approximately 5 to 10 gals of
water will be used to wash drum chutes per truck per day at the end of the day. Approximately
200 gals -per -day per -drum -will be used -to -wash at-the.end of the -day.
CP Engineering and Environmental Solutions 2 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cvpakala(a_,carolina.rr.com 110 Holiday Inn Dr.,
Project No. 1124-002 Kings Mountain, NC 28W

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Description of Operation
Unit
Total
# Trucks worst -case
trucks
12
# Batches per day using 12 trucks
worst -case scenario -summer time
Batches
40
Surficial cleaning
10gals/batch
400
Chute cleaning at the end of the day
10 galshruck
120
Drum cleaning at the end of the day_200gals/truck
2,400
Leftover concrete washing from the drum 5 batches
Total als/da
2,920
4.0 STORMWATER RUNOFF CALCULATIONS FOR A 10 YEAR AND
24-HR RAIN EVENT
According NC DENR-Division of Water Quality NPDES General Stormwater Permit
requirements, wastewater treatment per 15A NCAC 2H .0203 and all wastewater discharges
must meet a total suspended solids (TSS) limit of 30 mg/l, a settleable solids (SS) limit of 5
mg/l, and pH between 6-9 SU or must demonstrate that the recycle system has sufficient
capacity to contain 10-year, 24-hr rainfall event plus one foot of freeboard under the design
operating conditions.
To obtain an economic and workable solution to the proposed recycling system design, the
truck washing operations and process washwater generating points are all brought to one
location to reduce the drainage area for 10-yr, 24-hr calculations. Approximately 27,443 sq ft
or 0.63 acres of area including the small area for gravel washing is expected to contribute to
the process washwater from the facility (Figure 3). All washing operations beyond this
designated area are prohibited at the facility and the drivers will be trained to adhere to this
new policy for meeting the Stormwater regulations. CPEES has performed stormwater
calculations for a 10-yr, 24-hr rain event for 0.63 acres and approximately 7,707 cubic feet
(cft) of runoff capacity is required to hold the designed rain event. The runoff volume and
weir design. calcWations.are.provided.in Attachment -A.
Please note, during a rain event, no plant operations will be conducted. Therefore, no
washwater is accounted for in the proposed recycle system design when 10-yr, 24-hr rain
event for stormwater is considered.
CP Engineering and Environmental Solutions 3 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cv akala a carolina.rr,com I10 Holiday Inn Dr.,
Project Xo, 1129-002 Kings Mountain NC 28086

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5.0 STORMWATER / PROCESS WASHWATER RECYCLE SYSTEM
DESIGN AND CONSTRUCTION DETAILS
The proposed recycle system is designed to capture all process washwater and stormwater
from a 10-yr, 24-hr rainfall event from the subject plant wash areas. The recycle system is
designed to hold entire runoff amount from the designed storm event. The approximate
drainage area involved in the process washwater/stormwater is estimated to be 0.63 acres
(Figure 3). The 10 year, 24-hr runoff volume from this drainage area is estimated to be 7.707
cft. A recycle system designed for the estimated runoff is a four pit system (3 pits + 1 truck
wash pit) with a drying bed for the waste materials removed from the pit (Figure 3). The total
volume of Pit #3 was designed to be sufficient to hold the entire 10 year, 24-hr run off
volume. The process washwater/stormwater held in truck wash pit and Pit #1 and Pit #2
would be additional storage beyond the designed storm event capacity. PIease note Concrete
Supply strives very hard to control and mitigate migration of any contaminated stormwater
from the facility to the waters of US. Appropriate slopes/berms/walls are proposed to isolate
the 0.63 acres of drainage area for the washwater/stormwater recycling operations (Figure 3).
Of all the four pits in the recycling system, three are sloped at the entrance in order for a front-
end loader to go into the pit for a periodic cleanup. However, a berm or a slope away from the
pit entrance is placed in front of the pits (Pit # 1 and 42) in order to divert the washwater entry
into .these.pits. The.third.pit is.a rectangular.pit.(Pit.#3).and no washwater/process water will
enter this pit from the drainage area. The cross -sectional and construction details of these pits
are shown on Figure 4.
CPEES designed a pit sludge storage area next to the truck washing operations in order to
control stormwater flow that is in contact with the pit sludge. The slopes of the truck washing
operations and the pit sludge storage area are directed toward the truck wash pit of the four pit
recycling system in order to control and mitigate migration of stormwater contamination from
the washing operations.
The location of the recycling system along with stormwater flow directions and wash areas are
displayed on Figure 3. The construction details for the recycling system are displayed on
Figure 4. The 10 year, 24-hr stormwater runoff calculations are provided in Table 1 of this
report.
A sump pump with a switch will be provided to pump water from Pit #3 and may be from Pit
#2, as required, either to the plant or to the truck washing operations. This would help empty
the Pit #3 and #2 to accommodate any possible rain event.
CP Engineering and Environmental Solutions 4 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: ciTakalaacarolina.rr.com I10 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, NC 28086

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6.0 TSS, SS and pH CONCENTRATION IN THE WASHWATER
EFFLUENT
The calculations provided in the following paragraphs assume the following conservative
assumptions.
i. Particles are spheres (no consideration for flaky particles)
ii. Reynolds Number < 0.3 — Laminar flow
iii. Hydration effect on the particle settling is not considered
iv. No agglomeration/compaction is considered in the settling
v. Particles are discretely settling
vi. The concrete that runs into the pits are already hydrated and certain
bonding has taken place between the particles and the diameters of the
particles have changed. Therefore, discrete particle settling of a fresh
cement Particle Size Distribution is a very very conservative estimate
T
L
Q. Z
VC
sludge layer
Vh
path of smallest
consistently settled
particle
x
Please note the notation given in the above picture is not the same as described in the following text but
the concepts are the same
Particles. settling: The settling velocity. could be calculated using the Stokes Law.
ft z ftz Ib
ft g sect D 1 P, — Pz ft3
Settling Velocity: v,
sec T
18lb
�t ft — sec
i. Gravity, g=32.2 ft/sec2
ii. Diameter of Particle, D
1. Cement, D=4.92 5ft [NOTE: This is equal to 15 microns. (1
micron=3.28e-6 ft)]
2. Note: Can consult ASTM Study on Particle Size Distribution for
Portland Cement (2004 N1ST Publication) for average PSD for this
material.
iii. Density of Settling Material, P1=200 lb/f 3
iv. Density of Water, P2=62.4 lb/ft3 (1000kg/m3)
v. Viscosity of water, µ=5.98*10-4 lb/ft-sec (0.00089 pa.$) (this is temperature -
dependent so you may see slightly different values in applications)
CP Engineering and Environmental Solutions 5 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cypakalaacarolina.rr.com 110 Holiday Inn Dr.,
.Project.No..11.29-002 Kings Mountain, NC28086

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Settling Time: tseffte (sec) = dsetfte(Jt)
vs(sec�
i. Settling Depth, dam= Average depth of the settling basin for the design (ft)
Settling velocities are calculated for various sizes of cement particles (fresh cement) and are
tabulated in Section of the calculations sheet. The Stokes Law Explanation and Settling
Chamber design principles are provided in Attachment C.
2) Non -rain Amounts Calculations.
We estimate approximately 25 to 40 batches would be produced per day at the proposed site.
The lowest number of batches per day produced is estimated to be in the winter season. Once
the truck is loaded, the truck goes through a surfacial cleaning before heads out to the delivery.
No concrete is washed in the surfacial cleaning and only dust would be rinsed off. At the end
of the day, the drum and the concrete chute would be cleaned before keeping the vehicle in the
yard for the next day usage. Concrete Supply is very particular no to waste the returned
concrete and wash in the pits. If any concrete is brought back from the site, it would be used
for aiming cement blocks for reuse. Therefore, the left over concrete going into the pit
system would be very minimal.
The washwater generated is called non -rain water and it would combined with storm event
flow to designate as Q combined and used in the detention time calculations. The calculation
worksheet presented in the attachment is very self explanatory.
3) Detention Time/Critical Veloc_i_ty:
In a plug flow situation Qin =Qout.
Yol umeBa sin(ft 3 )
a. tDeterfrion {sec) = s
Flow ThroughBa sin ft
sec
i. Volume of the Basin: The engineer must size the settling basin so that the
detention time is greater than the settling time.
b. Critical velocity (Vc)= H/Detention time of the basin
C. = Qcambin�d/Surface Area of the basin
d- Qr mbined " Qlo + non -rain amount (washwater)
4) Particle Settling and Removal
All particles having settling velocity > the critical velocity will be removed where they enter,
but the particles having velocity Vs < Vc will be removed in the proportion Vs/Vc. A mass
CP Engineering and Environmental Solutions 6 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cc pakala(a7carolina.rr.com 110 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, NC 28086

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fraction obtained in the literature is used to calculate the fraction of mass removed at each
basin.
Based on the calculations, particle size 1 to 24 microns are estimated to be retained in the final
pit and rest of the particles would be removed in all the three pits combined. Approximately
76.77% mass fraction is left in the pit 93.
5) TSS and SS Calculations
To calculate the TSS concentration in the Pit 43 effluent we have to made some assumptions.
Concrete supply had decided not to allow their drivers to bring any unused concrete to the
plant. If for any reason concrete is returned, the returned concrete would be used to make the
blocks and thus save the concrete and lessen the contamination in the pits. Therefore, the left
over concrete in the chute and the drum would be very minimal on a daily basis.
In addition, the mass fraction calculated in the TSS calculations is further reduced going from
Pit 41 to Pit #2 and from Pit #2 to Pit #3 based on the assumption that the concrete going into
the pits is not fresh cement powder but already hydrated and it had enough time to settle in
these pits.
0 pH Calculations in the Pit #3 Effluent
pH is a measure of acidity or caustic nature of the any liquid. A simple, working
definition of pH is pH = - log[H+], where [H+] is the hydrogen ion molarity. To obtain the
hydrogen ion molarity from the pH, remember that a logarithm of a number is really just the
exponent when that number is written as a power of ten. The definition of pH solved for
hydrogen ion molarity is then [H+] = 10-pH. For example, the molarity of hydrogen ions in a
pH 5 solution is 10-5 M.
We assume the washwater from concrete truck to be a pH of 14 and in the rain water to be a
pH of 5. Though sometimes, the rain water pH could vary from 3 to 5 depending upon the
area of the rain fall.
Once you know_the Hydrogen.molarity,.a mass_balance is taken for.the wastewater volume and
the corresponding [H] molarity and the rain water volume and the corresponding rain water
[H] molarity divided by the total combined volume to get the combined [H] molarity. Once
we know the final [H] molarity, pH could be calculated by using the definition of pH.
Also, at the site an Erosion and Sediment Control (E&SC) basin for a 10yr and 24 hr storm
event would be constructed as a part of E&SC Plan submitted to the Land Quality. This
proposed sediment basin receives water from a bigger area (2.71 acres) and therefore would be
diluting it further_ in_this.area..In.addition,.the water from.the E&SC basin would. be -travelling
several hundreds of yards before reaching another pond. Therefore, pH would not be an issue
at this site.
CP Engineering and Environmental Solutions 7 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email. cWka1a(@)caro1ina.rr.com 110 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain,.NC 28086

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7.0 WATER BALANCE CALCULATIONS
The total flow from l0yr storm event is calculated to be 7,707 cft or 57,647 gallons.
Typically, the facility operates 40 batches per day and 250 gallons of water per batch (25
gal/yard and 10 yards per batch). Total water used in the plant per day is approximately
10,000 gals. Please note the likelihood of having a Q10 storm would be greater in summer
than in the winter. Therefore, the approximate average time for the pit water to be recycled in
the plant equals to 6.3 or 7 days. Table 1 shows the calculations for the pit water
recycle/water balance at the plant.
8.0-A, to-C CONSTRUCTION PERMIT APPLICATION
Based on our consultants' discussions with the State DWQ, it is our understanding that we
need to file a NCG 140000 Notice of Intent (NOI) Form to obtain A to C Permit to construct
the proposed process washwater / stormwater recycle system at the Kings Mountain Plant. A
copy of the new NCG 140000 NOI is attached -with the A to C Report for an approval.
CP Engineering and Environmental Solutions 8 A to C Permit Application
Tel: [phone] Concrete Supply - Kings Mountain
Email: cv akala(a�carolina.rr.com 110 Holiday Inn Dr.,
Project No. 1129-002 Kings Mountain, NC 28086

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Division of Water Quality / Surface Water Protection
NC®ENR National Pollutant Discharge Elimination System
N-- Ca .. Oewn —T OF
rJ+`�AONMEM — Nc , RESd ces
NCG 140000
NOTICE OF INTENT
Check 0
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 and like activities - Ready Mixed Concrete
Treatment facilities used to treat or recycle process wastewater that discharge to surface waters require
an ATC prior to construction per 15A NCAC 2H .0938. The Authorization to Construct or Operate may
be applied for, and subsequently issued at the same time as the Certificate of Coverage (COC) for the NCG14
permit. Design of treatment facilities must comply with requirements of 15A NCAC 2H .0138 & .0139.
For new plant sites that will discharge process wastewater (even if commingled with stormwater): This NOI
may also bean APPLICATION FOR Authorization to Construct {ATC} wastewater treatment facilities.
ATC requests must be submitted at least 90 days prior to construction'.
For existing plant sites discharging process wastewater (even if commingled with stormwater): This NOI may
also be an APPLICATION FOR Authorization to Operate wastewater treatment facilities. Construction,
modification, or installation of any new treatment components at an existing site requires an ATC.
If your facility discharges wastewater to surface water, construction or operation of wastewater
treatment facilities at new or existing sites requires submission of three (3) sets of plans and
specifications, signed and sealed by a Professional Engineer (P.E.) or qualified staff2 along with this
application. A copy of the design calculations should be included. Please see questions 10-17 for more details.
For questions, please contact the DWQ Regional Office for your area. (See page 6)
(Please print or type)
1) Mailing address of owner/operator (address to which all permit correspondence will be mailedl:
Owner Name
Street Address
City
Telephone No.
CONCRETE SUPPLY CO
P.O. BOX 5247
CHARLOTTE
704-372-2930 X 2071
2) Location of facility producing discharge:
Facility Name
Facility Contact
Street Address
City
County
Telephone No.
State NC
CONCRETE SUPPLY CO — KINGS MOUNTAIN PLANT
ZIP Code 28299_
Fax: [phone]
MR. JOHNIE ALEXANDER, ENVIRONMENTAL MANAGER
110 HOLIDAY INN DR.
KINGS MOUNTAIN
State NC ZIP Code 28086
CLEVELAND
704-372-2930 X 2071 1 704-309-0134 (MARK) Fax: [phone]
r As per 15A NCAC 2H .0106
` Unless 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 w.lh General Statutes, 89C-25 (7), plans and specifications must be signed'
and sealed by a P.E.
P-ige 1 -.1 7
SUIT 1-229-07122011

ALT7011i;WA
MW
0 • Division of Water Quality / Surface Water Protection
���
NCDENRNational Pollutant Discharge Elimination System
�ih C.vw� �a. D o
f� wig K a r
NCG140000
NOTICE OF INTENT
FOR AGENCY USE ONLY
Date Received
Year Wrah Da
Certificate of Coversize
Check # Amount
Permit Assimed to
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 and like activities - Ready Mixed Concrete
Treatment facilities used to treat or recycle process wastewater that discharge to surface waters require
an ATC prior to construction per 15A NCAC 2H.0138. The Authorization to Constructor Operate may
be applied for, and subsequently issued at the same time as the Certificate of Coverage (COC) for the NCG 14
permit. Design of treatment facilities must comply with requirements of 15A NCAC 2H .0138 & .0139.
For new plant sites that will discharge process wastewater (even if commingled with stormwater): This NOI
may also be an APPLICATION FOR Authorization to Construct (ATC) wastewater treatment facilities.
ATC requests must be submitted at least 90 days prior to construction'.
For existing plant sites discharging process wastewater (even if commingled with stormwater): This NOI may
also be an APPLICATION FOR Authorization to Operate wastewater treatment facilities. Construction,
modification, or installation of any new treatment components at an existing site requires an ATC.
If your facility discharges wastewater to surface water, construction or operation of wastewater
treatment facilities at new or existing sites requires submission of three (3) sets of plans and
specifications, signed and sealed by a Professional Engineer (P.E.) or qualified staff along with this
application. A copy of the design calculations should be included. Please see questions 10-17 for more details_
For questions, please contact the DWQ Region! Office for your area. (See page 6)
(Please print or type)
1) Mailing address of ownerloperator address to which all permit correspondence will be mailed):
Owner Name
Street Address
City
Telephone No.
CONCRETE SUPPLY, INC
P.O_ BOX 5247
CHARLOTTE
704-372-2930 X 2071
2) Location of facility producing discharge:
Facility Name
Facility Contact
Street Address
City
County
Telephone No.
State NC ZIP Code 28299_
Fax: [phone]
CONCRETE SUPPLY — KINGS MOUNTAIN PLANT
MR. JOHNIE ALEXANDER, ENVIRONMENTAL MANAGER
110 HOLIDAY INN DR.
KINGS MOUNTAIN_
CLEVELAND
704-372-2930 X 2071
Stage NC ZIP Code 28086
l 704-309-0134 (MARK) Fax: [phone]
t As per 15A NCAC 2H .0106
2 Unless 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.
Page 1 of 7
SWU-229-07122011

NCG 140000 N.4.1.
3) Physical location information:
Please provide narrative directions to the facility (use street names, state road numbers, and distance and
direction from a roadway intersection). SEE ATTACHED DIRECTIONS
(A copy of a county map or t1SGS quad sheet with taca4 ck mrty bo tad on the map is a required part of this appkation.)
4) Latitude 35' 13' 33.6" Longitude -810 20' 162" (deg, rain, sec)
5) This NPDES Permit Application applies to the following (check all that apply):
X New or Proposed Facility Date operation is to begin
❑ Existing Facility
X Application for ATC
Permit #
❑ Application for ATO
6) Consulting Engineer's (or other qualified design staffs) application information:
Consulting Engineer: TCHALAM
Consulting Firm: _CP ENGINEERING AND ENVIRONMENTAL
SOLUTIONS
Mailing Address: _100V ALLYSON PARK
City: _CHA
State: NC
Phone: (704__) 541-4042
Email: _cvpakalaQcarolina.rr.com
Zip Code: �28277.
Fax: L704_ _541-4043_
(Optional)
Staple Business Card Here:
7) Provide the 4 digit Standard Industrial Classification Code (SIC Code) that describes the primary
industrial activity at this facility:
SIC Code: 3 2 7 3
8) Provide a brief description of the types of industrial activities and products produced at this facility:
(Attach a site diagram showing the process areas present at this facility.)
DRY CONCRETE BATCH OPERATIONS. PLANT PRODUCES CONCRETE FOR COMMERCIAL USE
Stormwater Discharge. Wastewater Treatment & Discharge and Permitting Information
9) Discharge points / Receiving waters:
Number of discharge points (ditches, pipes, channels, etc.) that convey stormwater and/or wastewater from
the property:
Stormwater-only.- Wastewater -only: Wastewater Commingled with Stonnwater _001
What is the name of the body or bodies of water (creek, stream, river, lake, etc.) that the facility stormwater
and/or wastewater discharges end up in? INDUSTRIAL PONDS TO KINGS CREEK (FIGURE 1)
Receiving water classification(s), if known: CLASS C (SEE ATTACHED WATER QUALITY CLASSIFICATION
SHEETS)
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). WA
Will this facility discharge wastewater to SA (Shellfishing) waters? ❑ Yes X No
Note, Discharge of process wastewater to receiving waters classified as WS41 to WS-V or SA must
be approved by the N.C. Dept. of Environmental Health. If DEH does not approve, coverage
under NCGI40000 cannot be granted. No new discharges of process wastewater are permitted
in receiving waters classified as WS4 or freshwater ORW.
Page 2 of 7
SWU-22"7122011

NCG140000 N.O.I.
Wastewater.
10) What types of wastewater does your facility generate or discharge?
Type of Authorized Wastewater
Generate
Discharge
Sent to WW
Treatment
System
Vehicle and equipment cleaning
X
X
X
Wettinu of raw material stockpiles RM
X
X
X
Mixing drum cleaning (MD)
X
X
X
Further explanation, if necessary: A FOUR PIT SYSTEM IS PROPOSED TO RECYCLE THE WASHWATER
BACK INTO THE PLANT
11) Will your facility spray -down or actively wet aggregate piles?
❑ No X Yes
12) Does the facility use any of the following on site?
❑ Phosphorus -containing Detergents
X Brighteners ❑ Other Cleaning Agents
X Non -Phosphorus -containing Detergents
❑ Other:
13) Are wastewater treatment facilities planned in the 100 year flood plain?
X No ❑ Yes
If yes, 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.)
14) Does your facility use or plan to use a recycle system, or recycle components in your treatment system?
X Yes ❑ No
If yes, what size storm event is the system designed to hold before overflowing? (for example, 10-yr, 24-hr)
10 year, 244hr rainfall event
15) Will your facility build a closed -loop recycle system that meets design requirements in 15A NCAC 02T
W-1 .1000 and hold your facilities' working volumes?
❑ Yes X No
Will your facility discharge wastewater to surface waters?
X Yes ❑ No
If the facility's treatment system meets the design requirements of 15A NCACO2T .1000 including
holding the 25-year, 24-hour storm plus one foot of freeboard), holds the working volume of your site,
and does not discharge wastewater to surface waters, you may not be required to obtain an NPDES
permit for wastewater discharges_ if you believe this is the case, please contact DWQ's Aquifer Protection
Section Land Application Unit Central Office Supervisor or staff (1636 Mail Service Center, Raleigh, NC
27699-1636) for more information on obtaining the necessary permits or approvals_ If you will discharge
wastewater or stormwater to surface waters, please continue to apply for a permit to discharge associated
with ready -mixed concrete or like operations under NCG140000. For further questions, please contact
DWQ's Stormwater Permitting Unit Staff. Also see questions 16 and 17
3 See DWQ's Aquifer Protection Section Land Application Unit's Water Balance Calculation Policy for more information, on DWQ LAU's
website http://portal.nodenr.org/mMM/aps4autpoliciesfor more information_
Page 3 of 7
SWU-22"7122011

NCG 140000 N.O.I.
16) A wastewater treatment alternatives review is required by 15A NCAC 21-1.0105 (c)(2) for any new or
expanding water pollution control facility's discharge in North Carolina. You may attach additional sheets.
a) What wastewaters were considered for this altematives review? X VE X RM X MD
b) Connection to a Municipal or Regional Sewer Collection System:
i) Are there existing sewer lines within a one -mile radius? ..................................... X Yes ❑ No
(1) If Yes, will the wastewater treatment plant (WWTP) accept the wastewater? .... ❑ Yes X No
(a) If No, please attach a letter documenting that the WWTP will not accept the wastewater.
(b) If Yes, is it feasible to connect to the WWTP? Why or why not?*
c) Closed400p Recycle System (must meet design requirements of 15A NCAC 2T .1000):
i) Are you already proposing a closed -loop recycle system (CLRS)? See question 15_.. ❑ Yes X No
(1) If Yes, contact DWQ's Aquifer Protection Section's Land Application Unit (see question 15)
(2) If No, is this option technologically feasible (possible)? Why or why not?*DUE TO SPACE
CONSTRAINTS FOR HOLDING 25YR 24 HR STORM EVENT AND TIME CONSTRAINTS
(3) If No, is it feasible to build a CLRS on your site? Why or why not?* DUE TO SPACE
CONSTRAINTS FOR HOLDING 25YR 24 HR STORM EVENT AND TIME CONSTRAINTS
(4) What is the feasibility of building a CLRS compared to direct surface water discharge?* NOT
FEASIBLE DUE TO SPACE CONSTRAINTS FOR HOLDING 25YR 24 HR STORM EVENT AND
TIME CONSTRAINTS
d) Surface or Subsurface Disposal System (e.g., spray irrigation):
i) Is a surface or subsurface disposal technologically feasible (possible)? .................... El Yes X No
Why or Why not? NOT ENOUGH AREA TO SPRAY
ii) Is a surface or subsurface disposal system feasible to implement?* ...........................❑ Yes X No
Why or Why not?
TERRAIN NOT CONDUCIVE FOR SPARY IRRIGATION AND ALSO NOT
ENOUGH AREA
iii) What is the feasibility of employing a subsurface or surface discharge as compared to a direct
discharge to surface waters?* TERRAIN IS NOT SUITABLE
e) Direct Discharge to Surface Waters: Is discharge to surface waters the most environmentally sound
afternative of all reasonably cost-effective options of the wastewaters being considered?* ... X Yes ❑ No
i) If No, contact DWQ's Land Application Unit to determine permitting requirements (See Question 14).
Page 4 of 7
SWU-229-07122011

NCG140000 N.O.f.
W-1
f) If this review included all wastewater discharge types, would excluding some types (e.g. raw
stockpile wetting) make any of the above non -discharge options feasible? ............ 1. ❑ Yes X No
' You may be asked to provide further information to support your answers to these questions after the initial review.
Feasibility should take into account initial and recurring costs.
0 Does your plant discharge process wastewater to surface waters? A Yes U No
When applying for this permit, you may also concurrendy apply for an Authorization to Construct
(ATC) (for new treatment facilities) or Authorization to Operate (ATO) (for existing treatment facilities),
or you may apply at a later date. However, an ATC from DWQ's Stormwater Permitting Unit is required to be
obtained prior to construction of wastewater treatment facilities that discharge to surface waters.
ATC/ATO application information is as follows:
For new sites, you must submit three (3) sets of design plans and specifications with this application
(signed, sealed and stamped by a Professional Engineer (P.E.) or qualified staff) and provide
supporting calculations that predict compliance of final discharge with permit limits. A copy of the
design calculations should be included.
For existing sites, applicants must submit three (3) sets of plans, specs for facilities as -bunts (signed,
sealed and stamped by a Professional Engineer (P.E.) or qualified staff). Provide as many design
details as possible. A copy of the design calculations should be included_
Applications for ATC or ATOs shall include (Attach separate sheet(s)):
• A detailed diagram of treatment systems in place, including design specifics such as:
o tank volumes
o dimensions
o retention time
o surface are
o working volume
o piping
o settling basin details
o any other pertinent design information.
• Water balance equations for treatment systems and holding ponds (inputs, outputs, rates).
• Rainwater use in mix (rate and volumes), if applicable.
• Calculations to demonstrate compliance with permit effluent limits (pH — 6-9 SU, Total Suspended
Solids (TSS) — 30 mgA, and Settleable Solids (SS) — 5 mbl).
Stormwater:
18) Does this facility employ any best management practices for Stormwater control?
❑ No X Yes
If yes, please briefly describe: BERMS AND SECONDARY CONTAINMENT DIKES. ALSO ROUTING THE
STORMWATER FLOE TOWARDS THE PITS
19) Does this facility have a Stomrwater Pollution Prevention Plan?
❑ No X Yes
It yes, when was it implemented? SEPTEMBER 2011
4 Unless 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_
5 Unless 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, 89G25 (7), plans and specifications must be signed
and sealed by a P.E_
SWU-229-07122011
Page 5 of 7

NCG140000 N.O.J.
20) Are vehicle maintenance activities (VMA) occurring or planned at this facility?
X No ❑ Yes
If yes, does your VMA area discharge into your wastewater treatment device? ❑ No ❑ Yes
Other/Permittin :
21) Does this facility have any other NPDES permits?
X No ❑ Yes
If yes, list the permit numbers for all current NPDES permits for this facility:
22) Does this facility have any Non -Discharge permits (ex: recycle permits)?
X No ❑ Yes
If yes, list the permit numbers for all current Non -Discharge permits for this facility:
23) Does this facility have a Division of Land Resources Erosion & Sedimentation Control (E&SC) Permit?
❑ No X Yes
If yes, list the permit numbers for all current E&SC permits for this facility:
24) Hazardous Waste:
a) Is this facility a Hazardous Waste Treatment, Storage, or Disposal Facility?
X No ❑ Yes
b) Is this facility a Small Quantity Generator (less than 1000 kg. of hazardous waste generated per month) of
hazardous waste?
X No ❑ Yes
c) Is this facility a Large Quantity Generator (1000 kg. or more of hazardous waste generated per month) of
hazardous waste?
X No ❑ Yes
d) Type(s) of waste:
How is material stored:
Where is material stored:
How many disposal shipments per year
Name of transport / disposal vendor:
Vendor address:
Final Checklist
This application will be returned as incomplete unless all of the following items have been included:
X Check for $100 made payable to NCDENR.
X This completed application and all supporting documentation (including design details, water balance
equations, and calculations for treatment systems) — see Question 17.
�'- X If an Erosion & Sedimentation Control (E&SC) Plan is required from Division of Land Resources (DLR)
or local designee: documentation verifying applicant has developed and submitted that Plan to the
governing agency (required per 15A NCAC 02H .0138).
KJ
X For new sites (or sites that will install new treatment facilities): Three (3) copies of plans and specifications
for wastewater treatment facilities (including recycle system components), signed and sealed by a
Professional Engineer or qualified staff meeting requirements of G.S. 89C-25 (7) — see Question 17.
1P ❑ For existing sites: three (3) copies of plans and specifications for wastewater treatment facilities
(including recycle system components) as bui stamped and sealed by a Professional Engineer, or (only if
plans not available) a detailed diagram of treatment systems in place that includes information such as tank
volumes, dimensions, retention time, piping, settling basin details, etc. — see Question 17.
Page 6 of 7
5vw-229-07122011

NCG140000 N.O.I.
X A site map showing, at a minimum, (existing or proposed):
(a) outline of drainage areas, (b) stormwatedwastewater treatment structures, (c) location of
stormwater/wastewater outfalls (corresponding to which drainage areas), (d) runoff conveyance structures,
(e) areas where materials are stored, (1) impervious areas, and (g) site property lines.
X A county map or USGS quad sheet wilh location of facility dearly marked.
25) Certification:
North Carolina General Statute 143-215.6 S(? 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 #his Article or a rule implementing this Article; or who knowingly makes a false
statement of a material fact in a nilemakdng 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 dailars ($10,000).
I hereby request coverage under the referenced General Permit. I understand that coverage under this
permit will constitute the permit requirements for the discharges) 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 Person Signing: MR. HENRY BATTEN,
Title: PRESIDENT
i2. ;
Applicant)
ze 11
(Date Signed)
Notice of Intent must be accompanied by a check or money order for $100.00 made payable to: NCDENR
Mail the entire package to:
Stormwater Permitting Unit
Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Note
The submission of this document does not guarantee the issuance of an NPDES permit.
Page 7 of 7
SWU-229-07122011

Goode maps Directions to 110 Holiday Inn Dr, Kings Mountain, NC
28086
195 mi - about 3 hours 29 mins
Save trees. Go gm*ni
Download Google Maps on your
phone atgoogle.com/gmm
4
North Carolina Wafter Resources
f 512 North Salisbury Street, Raleigh, NC 27604-1187 - [phone]
1. Head southwest on N Salisbury St toward W Lane St
2. Take the 1st right onto W Lane St
About 2 mins
3. Turn left onto N Dawson St
About 3 mins
4. Continue straight onto S Saunders St
5. Turn right to merge onto 1-40 W toward 1-440 N
' About 6 mins
6. Take exit 293 for 14401US-64 WIUSA toward RaleighlSanfordANake Forest
41 7. Keep left at the fork to continue toward US-1 SIUS- 4 W
8. Take exit 293A for US-1 SIUS-64 W toward Sanford/Asheboro
9. Keep left at the fork to continue toward US-1 SIUS-64 W
10. Keep left at the fork, follow signs for US-1 SIUS-64 W/ApexlSanfordlAsheboro and merge onto US-1 SIUS- 4 W
About 3 mins
11. Take exit 98B to merge onto US-64 W toward PhtsborolAsheboro
fi4 About 41 mins
12. Tum right to merge onto US-421 N
�21 About 27 mins
13. Merge onto I-85 S via the ramp to Winston - SalemlCharlotte
About 2 hours 2 mins
14. Take exit 8 for N Carolina 161 toward Kings Mountain
1U 15. Turn right onto N Carolina 161 NlYork Rd
16. Take the 1st left
About 1 min
17. Turn left onto Holiday Inn Or
Destination will be on the right
110 Holiday Inn Dr, Kings Mountain, NC 28086
go 0.2 mi
total 0.2 mi
go 0.2 mi
total 0.4 mi
go 1.5 mi
total 2.0 mi
go 0.6 mi
total 2.6 mi
go 4.9 mi
total 7.5 mi
go 0.2 mi
total 7.7 mi
go 0.3 mi
total 8.0 mi
go 0.3 mi
total 8.3 mi
go 0.3 mi
total 8.6 mi
go 3.2 mi
total 11.8 mi
go 37.8 mi
total49.6 mi
go 26.0 mi
total 75.6 mi
go 119 mi
total 194 mi
go 0.3 mi
total 195 mi
go 335 ft
total 195 mi
go 69 ft
total 195 mi
go194ft
total 195 mi
These directions are for planning purposes only. You may find that construction projects, traffic, weather, or other events may cause conditions to differ from the map results, and you
should plan your route accordingly. You must obey all signs or notices regarding your route.
Map data 02011 Google
Directions weren't right? Please find your route on map3.g2Mle.00m and dick "Report aproblem' at the bottom left

MON
J. IT lj•_ I. -
WON
4b nor a 10

TABLES
Table 1: Runoff Volume Calculations for a 10-yr, 24-hr Storm Event
TSS, SS and pH Calculations for the Washwater Effluent

ti. �}. .� q.: ..; 1v; :�., .\. r �I�� 'j ,Idr� .,64 `. i. C„S�. .- _ ���ti ,';j �.�f •j .5 �� ���.� K�.;� ��,
�r� 1 .3
A r `f
$���'1�.4���•_} '�rd,,.�ri, � '�1 s <. t:.:i;7Jfat .���� }i'�[� �%�:� :r�� ; �:

TABLE
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAF10LI A
Size of a Concrete Recycling System for Process Wasttwated Stonnwater for a Ready Mix Concrete Plant
e for a 10yr, 24-hr Runoff Volume
tinge Area
vation
nth.
ine =
1=
I Intensity (Average Asheville and Charlotte)
Depth =
Runoff Volume
Recycle pits to hold -
Clio -10 Yr, 24hr Discharge -
for Weir for 010 =
Raw
Use SCS Peak Discharge
0.63 acres
or 27,443 sq ft.
4 ft
(Obtained from the site topo map)
277 ft
(Obtained from the site topo map)
3 min
(8.03a)
1.4%
85
(8.03b)
4.9 inches
(Ref Fig 8.03j) 10yr-24hr storm event
6.25 htw
(8.03f and 8.03g)
3,37 inches
(Table 8.03c)
Drainage Area x
Runoff Depth
7,707 cu It.
7,707 cu ft.
CIA
Q,e - 3.16
Peak rate of runoff in cubic feet per second (cfs)
C = 0.8
Runoff Coefficient
Average intensity of Rainfall in inches/hr for a storm duration-
i = 6,25
time of concentration (in1hr)
A = 0.63
Drainage area (acres)
3.0LHM
025 = 3,15
L = 2.5 Length of the weir (ft)
H = 1 Height of the weir (ft)
3,15 < 3.75 cfs Calculated discharge from the weir
Length of the weir -
2.5 ft
Number of Pits
3
Capacity of pits
Pits 1 and 2 Each (Fiat Area Volume)
L -
30
ft
W .
14
It AREAlplt -
2,940 cubic feet.
D=
7
It
or
5880 Cubic feet. (Two pits)
Pits 1 and 2 Each (Slope Area Volume)
L =
30
ft
W =
14
ft AREA/pit =
1,470 artiic feet.
D=
7
ft
or
2940 Wait feet (Two pits)
Pits 3 (Flat Area Volume)
L -
60
ft
W =
14
ft AREA1ptt =
8,400 aRk feel
D-
10
It
OF
8,400 albic feet (One pit)
Pits 3 (Slope Area Volume)
L =
0
ft
W =
0
ft AREA/pit=
0
D =
0
ft
0 atbic teat (One pit)
Total PR Volume (CFT) =
8,400 cubic feet > 7,707 aIDic feet
or
SZ832 gals > 57,647 gals
WATER BALANCE ANALYSIS
RNW
# of batches per day
25
40
belches
w.ew d" - 26 beb&K
Water per cubic yard
25
gals
e— d, - 40 bakh.
gals of water per batch (f 0 yards per batch)
250
The rkeWmd o1 haww e I en 24hr storm event in wu
Gals of water recycled in the plant
6,250 10,000
gals
Qea w thm in !,e WnW and owawe, Pb •3 emp" in 6-3 do"
e. rese=ble
# of days the water reused in the plant are =
10.1
6.3
days
AVG # of Days water recycled in the plant =
8.2
days
Gale. Pe#da, PE
CP EnffwsYq
tel: 7t74-541 -40/2
CPEES Prcjea Nc. 1i29-M

TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
1) ESTIMATE PARTICLE SETTLING VELOCITY CALCULATIONS - PROCEDURE FOR ALL PARTICLES ANALYZED
rticle Settiling Velocity = V
Assumdonsb
Varipbf
Units
Particles are spherical
g (P. - FQC?
Vp = Particle sesttiling velocity
ft/sec
Hydration of cement has no impact on the settling
Vp.
18 li
g = Accelaration due to gravity
ft/see
Laminar flow
d = Average diameter of cement particle
ft
Reynolds Numbner c0.3
p� = Density of cement
The
Discrete Settling- no agglomeration/flocculation
p,,,, = Density of water
We
N = Viscosity of Water
Ib/ft.sec
ml)le calculation of a »article
settling veloctri
9 =
32 fl/see
d =
15 micron 1 micron = 3.28084E-06 ft
ik =
200 Ibt t'
Pw =
62 [be
N=
5.981E-04lb1ft.sec
VP =
0,000996737 ft/sec
Chelam Pekele, PE
CP Engineering
Tel: [phone]
CPEES Project No. 11294002

I
I

TABLE 1
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
2) NON -RAIN AMOUNTS CALCULATIONS
FLOW FROM THE SITE NO -RAIN SITUATIONS
lber of trucks used at the plant (10 to 12) 12 (worst case)
tees produced at the Plant = 40 batches /per day (Summer) Winter would be lesser
work day = 10 hrs
luction per hatch = 10 cy/batch ( range is 8 to 12 cy/batch)
luction capacity of the Plant = 400 cy/day
Jpated Truck Wash Arrangements
acial cleaning
10 gal/batch
(No sediment)
it water used for all the batches/day =
400 gals/day
(No sediment)
le cleaning
10 gal/truck
(1 wash end of the day)
it water used for all the truckstday =
120 gals/day
n cleaning
200 gautruck
(i wash end of the day)
i water used for all the drums/day =
2400 gals/day
.I water used for washing purposes/day =
2920 gals 1 gal =
0.133681 0
or
7.30 gaVcy
or
390.3t: ft3
rrmination of Q for non -rain production (Q,)
Crete production rate/day =
400 cy/day
hwater production/day =
390.35 R3
work day =
10 hrs
1 hr = 3600 sec
Flow rate =
0.010843 cis
Chalam Pakala, PE
CP Engineering
Tel: [phone]
CPEES Project No. 1129 002

: - I : i " 1.

TABLE
CONCRLTE SUPPLY
NORTWCAROLiNA
3) DETERMINATION OF DETENTION TIME AND CRITICAL SmumlO VELOCITY IN THE PITS
Slav for a 10 yr, 24.Irr Runoff Volume
Use SCS Peak Discharge
Drainage Ana -
0.63 acres
or 27,443 sq ft.
Rainfall hitenslty (Average AshwAtle and Charlotte) =
6.25 irallr
(B ON and 8.03g) -
Runoff Depth -
3.37 Iecfres
(Table 8.03c)
Runoff Volume
Drainage Area x Runoff Depth
7,707 Chi ft.
Design for pits to hold •
7,707 cu fL
4310. 10 Yr, 24-hr Discharge
CIA
010 -
3.15
Peak rate of runoff in cubic feet per second (ds)
or
11340
dUhr
C =
0.8
Runoff Coefficiem
Average intensity of Rainfall in indieMtt for a storm durabontime of
i =
6.25
concentration
A =
0.63
Drainage area
Determination of 0 for non -rain production (Onr)
Concrete production raWday
400 cylday
WashwwW producdordday =
320.34852 ft3
Avg work day -
10 his
Avg Flow rite -
0.010843 da
0 peak Combined (efs) =
3.161
PA 5ds - 0,01 Ids) (Stom7m event - non rain water or process water)
Size for Vftr for 0,e = Ow L H
3.0 L H
Broad Crested Weir Coefficient (Cw) = 3.0
010=
3,161
L =
2.6
Length of the weir (11)
H =
1
Height of the weir (ft)
O,a now
3.161 <
3.75
ds Calculated discharge from ft weir
Number of Pits
3
Mug aor Assumppon in inns basal. Therefore. Q] i - flout
NOTE In.2m 40 xdepe,Iw.rPM. Tr. eulo—"plgt•IOIe M�0.
C Beal Veroray (Va) In (Wsec) • 910 (HsySurhoe Area of the Basin (e2)
Defemion lime (Sec) = Voaune of the basin (113y010(ds)
1 dey- aw see
~ Wvlh Mtydlddrae P'" • z5 f
pt din- ra(U• 10(W). 71 f01 L- 60t
LaA'L • 57.5 t
rp.re. te. • r1ou25A II -'a W • 1{e
Peded• BEa 14x11R rAix lA rO) L• cot
L,V& 67.51
Sure= A • ®1-22 (ww l CO x 1M W • 142
W-0 L-n*0&yd-d. ywt+ 01
pldw• ma(L1. 111 tY15.7a;01 L• Wt
L-WL• ®t
Sur% eA—ak.let w- 141
e1.Ie. ral.le PE
CPrgm- .
Ter 7WUI4W
Offs Prci.cl N. 11291002

TABLE
CONCRETESUPYLY
KINGS MOUNTAIN. NORTH CAROLTNA
4) DETERMINATION OF CRITICAL SETTLING VELOCITY IN THE PITS
Ore1n Biro O1aYih11Bor1 of Poellend fwrrrt
°(
Pf S"Inp
veleclq (VP)
(16aao)
Chace' 8em:y
Vw-Ity MO
ltlis«I
L - C"a"' d in
But ratio
(V�
Ynt Fraction
Removed
flue Fraction
R.m.rna
To au -d
eeafn
IYn+I
Diameter
(microns)
Sine
DisWbutfon
%
Mass
Fractkm
Caldtau,/ar
'�
wa>va
CO 1
C4.12
Cd 3
W 4
Cd 5
Col a
Ca17
col a
Cd w Cd $
�� la la
OW 11
1
41%
4.7%
0.160
3.2$0$4E-W
4.430E-0a
3.927E-03
O.W7
ODOM
0.1596
Yn
t.5
2.0%
7.3%
0.156
4,92126E-8
9.987E-416
3927E-03
0003
0.0004
0.15"
Yee
2
4.8%
12.1%
0.140
6.56168E-06
1.772E-05
3.927E-03
0.005
0.0006
0.1394
Yea
3
5.5%
11.7%
0.125
9.84252E-06
3.987E-0S
3.927E-03
0.010
0.0013
0.123T
Yes
4
4.5%
22.3%
0100
1.31234E-05
7.088E-05
3.927E4x!
0.010
0,0016
00962
Yes
8
7.5%
29.9%
0.060
1.96830E-05
1.595EA4
3.927E-3
0.041
0.0024
0.0576
Yea
8
6.0%
359%
C-.=
2.62467E-05
2335E-04
3927E-03
0.072
0.0040
0.051D
Yea
12
10.5%
46.4%
0.050
3,93701E-OS
0.379E-04
3.927E-03
0.182
0.0061
0.0419
Yea
16
8.2%
54.9%
0040
324934E-5
1.134E-0S
3.927E-03
0.2"
0.0116
0.0204
Yes
24
138%
664%
0325
767402E-05
25sm-m
3927E-03
0.650
0.0068
Ym
32
10.3%
7a.7%
0.03.5
1.04957E-04
4,536E-03
3927E-03
>I
0.0000
No
48
12.4%
91.1%
0-020
1.5T480E04
1.021E-02
3.927E-M
>t
00000
No
52%
963%
0018
239974E-01
1415b-2
3927E-03
>1
O.ODW
No
2.4%
991%
0015
3.149ti1E--04
4.Oa3E-M
3.927E-M
>1
MO3T-
0.0000
No
OA%
09.5%
0002
4.19946L--W
7.255E-02
3.9M-03
>7
00000
No
0.5%
Iwo%
DO.WW
0A&U
°rain Bin Dim9ndion of Portlral Cam-nt
Dion~
PeftkM Bat8Y1g
ruc* "
CAOuI aalWlg
�T (ve+F
%r - CapOvd M
Na! ratlo
(Valve)
Yea Frac-w1
IRsaa Fractlo„basAp
Rr1laYtad
To Yu next
(YIN)
MN)
Diameter
(micMns)
Sim
Distiltution
%<
Mau
Fradlon
CCt1016on far
'at"
vp > vcr
Cal l
007
cd 3
Cd 4
Cal
caf a
Cd 7
Cd 6
(Ca CCI Cd a)
10 C411 10C.9)
Cd 11
1
4,7%
4.7%
0.160
3.28094E-08
4430E.W
2.841E-03
0.002 1
00003
0.1596
Yea
1.6
2.6%
T3%
0.155
4.92126E-08
9.987E-09
2-941E-03
0.004
0.00M
0.1540
Yu
2
44%
12.1%
0.139
85818SE-M
1.772E-05
2.641E-03
0.007
0.0009
0.1354
Yp
3
S.a%
17,7%
0.124
9,84252E.p8
3,987E-05
2.641E-02
0015
00012
0.1219
Yoe
4
4.6%
22.3%
9.096
t.31234E-05
7.088E-05
2.641EfiM
0.02T
0.0029
0.0956
Y.
6
7.6%
29.9%
0.058
1.96950E-0s
1.595E-0I
2.641E-0
0.060
O.W35
03641
Yea
a
60%
35.9%
0.051
262467E-05
2335E434
2.641E-3
0-10T
0.0055
00455
Ya
12
10,5%
4d4%
0.042
3937D1E45
9.379E-04
2.&ItE-03
0242
O010t
M0316
Yet
18
a2%
54.8%
0.029
524934E-05
1.134E-03
2.841E-03
0429
0.0122
0.0162
Yp
24
134%
68.4%
0.D09
7.87402E-0S
2-552E-03
2941E-01
01188
00065
0bDD3
Yes
MOO
0.048
0.617
pMkle 8-eiky CrW" S*nU p ar- ImO and it To &A next
Or-Y, &fad 04atrltuDon a1 Porttwl0 Ca411ant °( ` Velocky w velacty (VCO om rub Nne Ftactfon M-aa Fr-ttie4l bawn
(m- 4 (1tSeo) NWV-) Ren,o.rd Ru11en1ed (,rm
Diameter Sim Mass rtlonlor
(mImns) OlstdbuHan y'4 Fractkm %rp>v
Cd1 Cd2 Cd] Cda Cd5 Cola Cd7 Cda Cd9 Cd 10 CAI 11
(Cd 4 x Cd 8) 1Cd 4-Cd 9)
13 2.8% 7.3x 0.1340 /.92iz6E-06 9.967E-06 1.552E-03 0.008 0.W10 0.1530 Yea
2 4.5% 12.1% 0.13a4 686186E-06 1.772E-05 1.552E-0.i 0.011 O.W78 0.1369 Yea
3 5,6% 17.7% 7E 0.1219 a lurocm 19a.a5 1.552E-03 at14a 0 m1, a,167 Yee
a B,D% 35.9% 0.0455 2.62487E-0S 2.835E-04 1.552E-03 D.1 os 00083 0.0372 Yes
12 10,5% 46.4% 04316 3,93701E-0S 8.379E-474 1652E-03 O.N1 D.0131 0-0147 Yes
18 02% 1 54.6% 0.0162 s2443aEa5 1.131E-03 1.552E-03 0.131 0.D719 0.00" Yea
24 13.6% 68.4% 0.0063 ] 56]F.n'tt 1.552E-03 >t own BMW No
vP- afa-p-Id'
1s p
0 •
32 f (sec'
d-
Cal Se
14 -
200 lb*'
P6 -
62 "1
v -
5.991 E434 16,'a.sea
f n*m - 326084E-06 a
Va. QIA
Q- O combined rMW
A . SLvt l Anse a2
(L . V4
Cho- Pd.", PE
CP F pk."
Tat 704641400
CPEE$ Prod N. tIZD.=

TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
TAS C&C— ll-ATIONS
# of trucks at the site -
12
Avg. capacity of a single concrete truck (batch of concrete) =
10
(cubic yards - cyd)
# of batches May
40
batches
Total capacity of the plant =
40D
cyd
Wash of concrete on the drum for each batch Oust a dust on the drum)
0.001
cyd
Concrete left in the drum per truck at the and of the day =
0.10
cyd
Concrete left In the chute per truck at the end of the day =
0.02
cyd
Wash of concrete an the drumfdary -
0.04
cyd
(40 batches x 0.001cylbatch)
Concrete wash from all trucks at the and of the day =
7.20
cyd
(12 trucks x 0.1cy/truck)
Concrete wash from all trucks chutes at the and of the day
0.24
cyd
(12 trucks x 0.02 cy/truck)
Total Concrete washedlday =
1.46
cyd
Weight of concrete per CYD a
465
Ibs/cyd
Hass on concrete contained In the veashwater
688.2
lbs
Wt of cement in the CYO of concrete =
11.63%
%
PIT 93 Particles left In the pit (microns)
1 through 24
microns
Mass I.actlon leaving Pit 03
0,768
wthvt
% of particles scrsend from Pit #1 to Pit 02 Is 50% and Pit 02 to Pit #3 Is 50%
0.192
wtlwt
Aswmptlon:Due to hydration, particle
Mass of suspended cement In the washwater -
15.361
Ibs
shape and density effects, we guess
estimate a 50% reduction from each pit
Volume of water below the weir In Pit #3 =
62,83I
gal
going into the other pit
Anticipated effluent TSS concentration in Pit #3
0.0002
lblgal
Anticipated effluent TSS concentration [n Pit #3 a
29,30
mgfL
Maximum Allowable TSS by NC DENR a
30
mg1L
Note: 1 mgfL = 5.3454E-06 lb/gal
E4BLE SOLIE)§ 4§§1 CALCULATIQtj
These solids will settle In, the bottom of the coneshaped container In a 60 min period
TheorldcalSetding times for Particles to settle $"_and 1" for Settleabl__Rollds Test
St m of particles
(microns)
Settling
Velocity
(ftlaecj
6" Settling
Time
(hours)
1" Settling
Time
(hours)
1
4.430E-05
31.352
5125
1.5
8.967E-06
13.934
2.322
2
1.772E-05
7.638
1.306
3
3.987E-06
3.484
0.581
4
7.088E-05
1•960
0.327
6
1.695E-04
0.871
0.145
8
2.835E-04
0.490
0.082
Note: Settleable solids will be removed from Basin 01, #2 and 03 and therfore, no
settleable solids would be present in the effluent discharge from the pits a 0 mg/L
Chalam Pakala, PE
CP Engineering
Tel: [phone]D42
CPEES Project No. 11294)02

l'
• f. ...- J... yL-4 •' 1[+
F
.. �. -r -: JJ: 'f•r• 1`�. s
J. .�.
f-'S:,d--
- _ ., .ut11 r[,t,
�
r

TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
5] DETERMINATION OF THEORETICAL CONCENTRATION OF PH IN THE EFFLUENT FOR THE DESIGN STORM
aH MASS BALANCE CALCULATIONS
Anticipated Truck Wash Arrangements
Batches produced at the Plant =
40 batches /per day
(Summer) Wrnter would be lesser
Number of tracks used at the plant (10 to 12)
12
(worst case)
Surfacial cleaning
10 gal/batch
(No sediment)
Total water used for all the batches/day =
400 gaWday
(No sediment)
Chute cleaning
10 gatitruck
(1 wash end of the day)
Total water used for all the trucks/day =
120 galstday
Drum cleaning
200 gaVtruck
(1 wash end of the day)
Total water used for all the drums/day =
2400 gaWday
Total water used for washing purposes/day = 2920 gals 1 gal = 0.133681 ft3
Assume Pit #1 and Pk #2 were full of washwater before the rain = 8820 cft
or 65974 gals
PH of Washwater = 14 units pH = aog [l-I] or ]HI = 101-PH unit #
Motarity of H. concentration or 1.0000E-14
10yr-24hr Volume of flow = 7707 eft 1 c1t = 7.480 gals
10yr-24hr volume of flow = or 57648 gala
PH of Rain Water 5 units
Molarity of H- concentration or 1.0000E-05
Maas Balance of pH at the and of rain event -
(Vol 2f Pita 01 & #2 x MofadN gJ MI In Was hwaW + hr storm volume x MolaftIn the rain water)
(Volume of Pit #1 and 92 Washwater+ Volume of 10yr-24 hr Rain)
Molarhy of"of the effluent =
PH of the effluent -
4.6633E46
5.3313 units
Note: pH of washwater would be neutralized based on the rain pH. Some rain events could have a pH at 3 or 4 units and further, the discharge
from Pit p3 would go to another detention pond (using 10yr-24 hr storm event) constructed at the site for the Erosion & Sediment Control Plan.
Also, the water from the E&S Basin will travel several hundreds of yards on the ground as a sheet now before it reaches industrial ponds located on
the site before going into the waters of US. Therefore, no pH adjustment is needed for this site.
Chalam Pakala, PE
CP Engineering
Tel: [phone]
CPEES Projea No. 1129-002

. � � .r
1, .. r ,�,
.. .�� �i-" —'V : ref .- � �4 � ' r _ �� � � . �. �
... � '
.t, � r
_ _ - r a .-_ r �.
_ �'.. .. '
'• .r,' �
'r ` r ,.,
i �._)
. F •. '
i� .. .,,
• - �'�'j_ _. _ � _ _'. ._ _. _ ..
r � 1 fd .rr'J ` .. .. i
' � � ,t.
s
�, � .. i - r �. _

FIGURES
Figure l: Site Location Map
Figure 2: Aerial View of Surrounding Properties around the
Kings Mountain Plant
Figure 3:. Site- Layout Map - Proposed Process Washwater !
Stormwater Recycle System
Figure 4: Process Washwater and Stormwater Recycle System
Construction Details

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Map Name: Unknown Map Center: 035' 13' 32.41" N 081 ° 20' 15.23" W
Print Date: 08/14/11 Horizontal Datum: NAD27
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SCALE 1:24000 SITE LOCATION MAP
CONCRETE SUPPLY -KINGS MOUNTAIN
0 1000 2000 PLANT
VARNR r[`{` rir'�r rrfr inn ►ir. ann_^nn

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TABLE I
CONCRETE SUPPLY
KINGS MOUNTAIN - NORTH CAROLINA
Size of a Concrete Recycling System for Process Washwater/ Stormivater for a Ready Mix Concrete Plant
Size for a 10yr, 24- hr Runoff Volume =
Use SCS Peak Discharge
Drainage Area =
0.63 awns
or 27,443 sq ft-
Elevation =
4 e
(Obtained from the site topo map)
Length =
277 ft
(Obtained from the site topo map)
Tc a
3 min
(8.03a)
Slope =
1.4%
CN
85
(8.03b)
Rainfall =
4.9 inches
(Ref Fig 8.03j) 10yr-24hr storm event
Rainfall Intensity (Average Asheville and Charlotte) =
6.25 iNhr
(8.03f and 8.03g)
Runoff Depth =
3.37 inches
(Table 8.03c)
Runoff Volume =
Drainage Area x Runoff Depth
7,707 cu fL
Design Recycle pits to hold = 7,707 ou ft-
CIA
(lie' 3.15 Peak rate of runoff in cubic feet per second (ds)
C = 0.8 Runoff Coefficient
Q10 -10 Yr, 24- hr Discharge = Average intensity of Rainfall In inchesRtr for a storm durabon-
i = 6.25 time of concentration (inlhr)
A = 0.63 Drainage area (acres)
Size for Weir for 0+0=
3.0 L H 3n
0, =
3.15
L -
2.5
Length of the weir (ft)
H =
1
Height of the weir (ft)
+o now 3.15 <
3.75
cfs Calculated discharge from the weir
Length of the weir -
2.5 ft
Number of Pits
3
apacity of pits
Pits 1 and 2 Each (Flat Area Volume)
L a
30
It
W e,
14
it AREAIplt=
2,640 cubic feet.
DC
7
ft
or
5880 cubic feet. (Two pits)
Pits 1 and 2 Each (Slope Area Volume)
L -
30
ft
W a
14
ft AREA/pit=
1,470 cubic feet.
D =
7
it
or
2940 cubic feet. (Two pits)
Pits 3 (Fiat Area Volume)
L =
60
ft
W a
14
ft AREAIplt a
8,400 cubic feet.
Da
10
ft
or
8.400 cubic feet. (One pit)
Pita 3 (Slope Area Volume)
L =
0
It
W =
0
ft AREAIpit -
0
D =
0
ft
0 cubic feet. (One pit)
Total Pit Volume (CFT) =
8,400 cubic feet > 7,707 CUbiCteet
or
62,832 gals > 67,647 Is
ATER BALANCE ANALYSIS
# of batches per day
25
40
batches
wr4er t m - 23 bato&m
Water per cubic yard
25
gals
stench bore -40 bgOnw
gals of water per hatch (10 yards per batch)
250
The rkeV*W of hawk* a lour 24hrawn even in sun o is
Gals of water recycled in the plant
6,250 10,000
gals
greater than in the winter and rhererore. P* o3 empire in 6 3 day+
e a rewenade ea rn4e.
# of days the water reused in the plant are =
10.1
6.3
days
AVG # of Days water recycled in the plant =
8.2
days
ChWarn Pakara. PE
CP Erq-e&r Q
Tet 704-54+-4742
CPEESProject No. ii2i;W2

0
.r
m
0
m
0
M
cp
c
0
Q
0
r
0
E
m
U)
0
0
2
H (ft)
rAA
m
a
ca
0
t
c
m
0'
E
Note:
Use nomograph Tc for natural basins with well-defined channels, for overland
flow on Mare earth, and for mowed -grass roadside channels.
For overland flow, grassed surfaces, multiply Tc by 2.
For overland flow, concrete or asphalt surfaces, multiply Tc by 0.4.
For concrete channels, multiply Tc by 0.2.
Figure 8.03a Time of concentration of small drainage basins.
Tc(min)
200
100
SO
10
5
1
8.03.4

Table 8.0.3b
Runoff Curve Numbers (CN)
Hydrologic Soil Group
A
8
C
D
Land Use/Cover
Cultivated land
without conservation
72
81
88
91
with conservation
62
71
78
81
Pasture land
poor condition
68
79
86
89
fair condition
49
69
79
84
good condition
39
61
74
80
Meadow
good condition
30
58
71
78
Wood or forest land
Thin stand - poor cover, no mulch
45
66
77
83
Good stand - good cover
25
55
70
77
Open spaces, lawns, parks, golf courses, cemeteries, etc.
good condition:
grass cover on 75%
or more of the area
39
61
74
80
fair condition:
grass cover on 50
to 75% of the area
49
- 69
79
84
Commercial and business
areas (85%impervious)
89
92
94
95
Industrial districts
(72% impervious)
81
88
91
93
Residential:' Development completed and vegetation established
Average lot size Average % Impervious
1 /8 acre or less 65
77
85
90
92
114 acre 38
61
75
83
87
1 /3 acre 30
57
72
81
86
1 /2 acre 25
54
70
80
85
1 acre 20
51
68
79
84
2 acre 15
47
66
77
81
Paved parking lots, roofs,
driveways, etc.
98
98
98
98
Streets and roads
paved with curbs and
storm sewers
98
98
98
98
gravel
76
85
89
91
dirt
72
82
87
89
Newly graded area
81
89
93
95
Residential: Development underway and no vegetation
Lot sizes of 1/4 acre
88
93
95
97
Lot sizes of 12 acre
85
91
94
96
Lot sizes of 1 acre
82
90
93
95
Lot sizes of 2 acres
81
89
92
94
'Curve numbers are computed assuming the runoff fromthe house and driveway is directed toward the street.
source: USDA-SCS
8.03.10 Rev. UM

Appendices
Table 8.03c
Runoff Depth
u
b. Determine runoff depth (in inches) from the curve number and rainfall
depth using Table 8.03c.
Rainfall
Curve Number (CN)
(Inches)
60
65
70
75
80
85
90
95
1.0
0.00
0.00
0.00
0.03
0.08
0.17
0.32
0.56
1.2
0.00
0.00
0.03
0.07
0.15
0.28
0.46
0.74
1.4
0.00
0.02
0.06
0.13
0.24
0.39
0.61
0.92
1.6
0.01
0.05
0.11
0.20
0.34
0.52
0.76
1.11
1.8
0.03
0.09
0.17
0.29
0.44
0.65
0.93
1.30
2.0
0.06
0.14
0.24
0.38
0.56
0.80
1.09
1.48
2.5
0.17
0.30
0.46
0.65
0.89
1.18
1.53
1.97
3.0
0.33
0.51
0.72
0.96
1.25
1.59
1.98
2.44
4.0
0.76
1.03
1.33
1.67
2.04
2.46
2.92
3.42
5.0
1.30
1.65
2.04
2.45
2.89
3.37
3.88
4.41
6.0
1.92
2.35
2.80
3.28
3.78
4.31
4.85
5.40
7.0
2.60
3.10
3.62
4.15
4.69
5.26
5.82
6.40
8.0
3.33
3.90
4.47
5.04
5.62
6.22
6.81
7.39
9.0
4.10
4.72
5.34
5.95
6.57
7.19
7.79
8.39
10.0
4.90
5.57
6.23
6.88
7.52
8:16
8.78
9.39
11.0
5.72
6.44
7.13
7.82
8.48
9.14
9.77
10.39
12.0 _
6.56
7.32
8.05
8.76
9.45
10.12
10.76
11.39
To obtain runoff depths
for CN's and other rainfall amounts not shown
in this table, use an arithmetic Interpolation.
The volume of runoff from the site can be calculated by multiplying the
area of the site by the runoff depth.
Step 4. Determine the peak rate of runoff for the design storm by adjusting for
watershed shape as follows:
a. Determine an "equivalent drainage area" from the hydraulic length of the
watershed using Figure 8.03n. Hydraulic length is the length of the flow
path from the most remote point in the watershed to the point of discharge.
b. Determine the discharge (cfs/irtch of runoff) for the equivalent drainage
area from Figure 8.03o through 8.03q:
Figure 8.03o - for average watershed slopes 0-3%
Figure 8.03p - for average watershed slopes 3-7%
Figure 8.03q - for average watershed slopes 8-50%
Calculate the peak discharge, 01. of the equivalent watershed by multi-
plying equivalent watershed area by runoff from Table 8.03c in Step 3b.
8.03.11

20
15
10
a
0
6
r`n 4
m
t
c�
c
2
.N
c
m l
0.8
`c
0.6
Q 0.4
W,
0'.1 L
5
10 20 40 60
Minutes
Figure 8.03f Rainfall Intensity duration curves —Asheville.
20
15
IC
e
6
0
L 4
m
r
2
a
m
0.8
w
0.6
c
is 0.4
tL
0.2
0.I
1
s
Duration
2 3 4 6 8 12 18 24
Hours
5 10 20 40 60 2 3 4 6 8 12 18 24
Minutes Hours
Duration
Figure 8.03g Rainfall intensity duration curves—Cha►tow.
Appendices
8.03.7

71
In
c
a
CO
C
Ca
7r
Ca
N
ry
i
a
m
a
a
J
28-year 1 day precipitation (inches)
5eoh M man
a 25 LSD 75 taa
RAINFALL DATA MAP
6
8
8
85
0

Attachment B
NC DENR — Division of Water Quality Stream Classification Table for
Cleveland County

Name of Stream
Description
Curr. Class
Date
Basin
Stream Index #
Persimmon Creek
From source to Muddy
C
09/01/74
Broad
9-53-6-2
Fork
Little Persimmon
From source to
C
09/01/74
Broad
9-53-6-2-1
Creek
Persimmon Creek
Potts Creek
From source to Muddy
C
09/01/74
Broad
9-53-6-3
(Pilot Branch)
Fork
Roberts Branch
From source to Dam at
B
03/01/63
Broad
9-53-7-(1)
(Joes Lake)
Joes Lake
Roberts Branch
From Dam at Joes Lake
C
03/01/63
Broad
9-53-7-(2)
to Buffalo Creek
Beason Creek
From source to Buffalo
C
09/01/74
Broad
9-53-8
Creek
Long Branch
From source to Beason
C
09/01/74
Broad
9-53-8-1
Creek
Wolf Branch
From source to Long
C
09/01/74
Broad
9-53-8-1-1
Branch
Jakes Branch
From source to Buffalo
C
03/01/63
Broad
9-53-9
Creek
Kings Creek
source to North
09/01/74
Broadarolina-South
[From
arolina State Line
Sipe Creek (City
From source to Kings
C
08/03/92
Broad
9-54-1
Lake)
Creek
Unnamed
From source to Dam at
B;HQW
08/01/00
Broad
9-54-1-(1)
Tributary at
Lake Montonia
Lake Montonia
(Lake Montonia)
Unnamed
From Dam at Lake
C
09/01/74
Broad
9-54-1-(2)
Tributary at
Montonia to City Lake,
Lake Montonia
Sipe Creek
Davidson Creek
From source to Kings
C
08/03/92
Broad
9-54-2
(Davidson Lake)
Creek
Dixon Branch
From source to North
C
09/01/74
Broad
9-54-3
Carolina -South
Carolina State Line
Clark Fork
From source to North
C
08/03/92
Broad
9-54-4
Carolina -South
Carolina State Line
Page 7 of 7 2011-08-13 07:13:50

2) Meeting Effluent Limits: In some cases, engineers must show that they will meet the
effluent TSS and settleable solids benchmarks. Generally, if they can meet the settleable
solids benchmark, then they can meet the TSS benchmark. One method of showing this
is using Particle Settling Calculations Using Stokes Law:
(—zt'—)D2tgsec2 (L'�)(P — P f3
sec
a. Settling Velocity: vs
�' � _ 1 ' 2
18µ lb
ft -- sec
i. Gravity, g=32.2 ft/sec2
ii. Diameter of Particle, D
1. Cement, D=4.92 Sft [NOTE: This is equal to 15 microns. (1
micron=3.28e-6 ft).]
2. 15 microns may be representative of "settleable solids" (but this
is an arguable point). If a particle size distribution is provided,
check to see the relative volumes of particle sizes that are
expected. 15 microns may be too low for mining. Or, you could
use another value for d to represent "settleable solids" as you -see
fit.
3. Note: Can consult ASTM Study on Particle Size Distribution for
Portland Cement (2004 NIST Publication) for average PSD for
this material. Although calculations may give an average size
for this particle, certain percentages of the particles are larger
and smaller.
iii. Density of Settling Material, P,
1. Cement, Pr=94 lb/ft (or 1510kg/m3) Possible correction: this
may be bulk density of dry material (?). Specific gravity of
Portland cement = 3.15, so density of particle more like
3.15(62.4) = 197 1013 (3160 kg/m3). However, note that using a
lower density results in a more conservative estimate of settling
time, so may be okay.
iv. Density of Water, P2=62.4 lb/ft' (I 000kg/m3)
v. Viscosity of water, li=5.98* 10-4 lb/ft-sec (0.00089 pa.$) (this is
temperature -dependent so you may see slightly different values in
applications)
b. Settling Time: t (sec) = d se"11 (ft )
serrle ft
vs(sec)
i. Settling Depth, dam= Average depth of the settling basin for the design
(ft)
c. Detention Time: t
YolumeBa sin( ft 3 )
�re1Y,a„ (sec} = 3
Flow ThroughBa sin f-t
sec
i. Volume of the Basin: The engineer must size the settling basin so that
the detention time is greater than the settling time.

1
:!.
�. \•�` i)- i' n. r 1. ! „t5 .1, �.41. .
r ..
l{r'i{r t' f' ti. 1i.. '�t':1, rr ;:1.: !' • -'I
r '
.. ';r'i.
,lam �) ... ! _ r I=� i' + F ! r.€: ),. ' "'+' !" r ��; •h f
. +. _ . mil.•• :; •
� .. 5f si•1;• :�J _ .i.i J '.f r i' . =.Jf' '•i'•fJ I�i •l,V
-1 rr' 1.1 ,
.'� �' : ": •r slrr, 1/J t r �J +( �_ •+ .I,+i1:: J�rJfi ._ ., �t
r
-
I.jr .r]+ � ' ._ I r . 1'l3 J - •1 -r,, ,•+k r I:.j: , 1-1r r'
r
I 'J�tSi
r �)
liL'i,
r. ",4
.7:'
"ij ., ~rj .f. . jr+ J k'• '' — ` . �!' ill .� t '�.�. r'% 1.•. ' 1
+ri,
I'+
r:r'
,•
IL

ii. Flow through the basin: This is the volume of water that drains from the
site to the settling basin during a "big" (undefined in the permit) storm
plus any wastewater that is being generated. If there are a series of
settling ponds, this analysis is more rigorous. Generally, calculate the
peak -flow:
in hr min t z
1•Peak(Ail
= C I �-)( { A t
Q sec hr 60 min 60 sec 12in
a. Rational Coefficient, C= (0.90*%Impervious)+Cp(1-
%almpervious) (unitless) .
i. Where Cp is the Pervious Coefficient (specific
for the soil type where the water is draining
from), Cp=:
1. Type A Soil: 0.20
2. Type 8-Soil: 0.25
3. Type C Soil: 0.30
4. Type D Soil: 0.35
ii. Or, use tabulated values for C:
I. Inclined Roof: C=1.0
2. Parking Lot: C= 0.9
3. Residential: C=0.5
4. Park: C=0.25
5. If the site is mostly impervious, C=O.9.
(Note: This is an area where the
engineer could really reduce the peak
flow — watch the Rational Coefficient
because if they choose C=O.5, which is
a representative or residential lots, then
the peak flow will be essentially half of
the C=0.9 value. If the engineer under
estimates peak flow (which is when the
most water will leave the settling basin),
then the Stokes Law approach may not
be valid in determining whether or not
the particles settle out.
b. Drainage Area, A: Drainage to the basin(s)
c. Intensity, 1: Found using the design storm and the time
of concentration:
i. Design storm: This is undefined in our permit,
but we try to.encourage -the 10-year, 24-hr storm
if possible.
ii. Time of concentration:
L3 0,395
C H)
iii. t� = 128 min
1. L=Hydraulic length in feet (longest
distance water will travel to the settling
basin)

' . �i+' �+, I rl .�i i' fl-'��1:�,. T:.i7 .. i ,� .i .r,
'{
�t�_• •rli 7
..li{'.1sJlu ' r ...l?r{.1.. .��•;•,. .i .J',i;!Is -; r:• %j*'
•f'�
.py=: ,i., :Srl' :1'.:.'
• .
1
r ICJ' �I > .I .IJ = �,. •+I J'!1 i .•1ji r fl
�I r.;'E ri ri �, . , .II r j -i i„• .IET `r �;
.I I Il.tl
I 5
I !Ir l,.'r•� •11� ��. .• .\_ •{ •i le` .1 rJ !_
}i 1
.�
• I 'w' r1 :� 1, 1
f r;

0
2. H=Change in elevation along L in feet
iv. Example intensity calculation using these
variables and data from the precipitation data
server for the city in question,
http:///hdsc.nws.noaa.gov/hdsc/pfds
City of Lenoir
Preci itatlon F quencyEstinnuates(inches)
ART
5
10
M
30
60
1-'0
3
6
12
24
49
4
7
10
20
30
45
60
+cars
!n
mm
mm
miu
nm
mm
hr
hr
br
hr
hr
& y
day
da
da
day
day
da
1
0.36
058
0.72
0.99
L23
144
L6
2
15
248
3.58
4.04
4.69
5.37
7.16
8.871
112
i3.3
2
0.43
0.69
0.96
19
L49
175
0
24
3
361
4.32
4.87
5.6
6.4
8.48
MA
131
15.5
5
0.51
081
103
146
L89
2.22
2.4
3
3.T
4.59
5.44
6.05
6.83
7.7
U
0
148
17.5
10
1 0.571
0.91
1161
L671
2.181
26
221
34
4.31
5.36
6.3 q
6.971
773
8.68
U2
13.2
16.1
18.9
25
0,65
L04
132
195
2.6
3.15
34
4,2
.5.4
6.42
7.51
8.231
9.06
9.97
12.8
14.8
178
20.7
50
0.71
1 W
144
217
2.94
361
39
4.8
5.7
7.28
8.47
9.23
10.1
iq
14
15.9
9
22.
100
0.78
L24
156
2.4
33
4.1
45
5.4
6.4
8.16
PA
11.2
ll
B
15.3
U
20-1
23.4
200
0.94
134
169
2.63
3-69
4.62
5,1
6.1
7A
909
13.5
113
12.1
13
]6-5
18.1
213
246
500
0.93
147
L85
2.94
4.22
5Ai
6
7.1
.1
U,4
IL9
12.7
13.4
14.3
18-1
95
227
2Q2
1000
1 11
157
197
3-21
4.671
6.05
6.3
8
8.9
114
13
13.8
145
15.3
9.4
20.5
237
27.3
Tc=15 min
Design Storm=10 years
Depth=1.16 inches
Intensig5 1.16inches/ 15 min*60min/hr=4.6inlhr
d. Particles will settle out if the settling time is less than the detention time. This is
a fairly basic way of calculating this. You may also see calculations involving
the critical velocity, etc. These are more advanced ways of determining if
sediment will re -mobilize. The method presented here is a good basic review
method.
3) Estimates of related variables from past submissions:
a. Wash water produced (no recycle): 15 gal/yd3 cement produced
b. Batch plant daily capacity: 2,000 yd3
c. Dump truck bed wash out: 130 lb concrete for each 10-yd3 load, or 13 lb/yd3 of
load.
4) Containing Design Storm: 1n some cases, engineers must show that they will be able to
contain the design storm (See Appendix F for city -specific data). The BMP manual uses
Schueler's Simple Method. This is an alternate method. Do not composite curve
numbers (do not area -weight them) in the following calculations:
a. Runoff Volume: Secondary -containment may have tocontrola certain design
storm plus the wastewater. The design storm volume that they must contain is
found from the following calculations:
b. Curve Number, CN: This is specific to soil type and land use. Typically, for
mining and ready mix, engineers should use a high CN. Others are presented
here so that we will be aware of when engineers are under -estimating runoff.
Cover
Type A
Type B
Type C
Type D
Parking
Lot/Roof
98
98
98
98
Park/ Golf
39
61
74
80

rlr
'.I...JlE
% It f
to
.!f'
—' � 1, ..- lll� ..P,r' -fl �, .I. .. ji .,-,' '
: � 'Ir 'r .I "IJ {iJ• .,.�. �1 , i•" r --
11' .}�:.. (YJ
I
' i!•' '}i r't- Y l:i�!r
�� a• ems.-. I,�.r� ri:: 1}i
• ''i`:I'• :JI I,+.—' ;.I!<:t�: 1
'�, ;�� i?.+ '!r.'"' l�tP. ! J f �� :Ir{'
,
r •'rl,:f+
7I1.
' ty,ly'iCl+ �', f' E•ia i� or.
'Jli'1Ji. 'i';,'. �Y.p rf:.il' ,". Or 1 Jr '
:k,;+:. } �E1• if
,
� I rJr
! I T

Cover
Type A
Type B
Type C
Type D
Course
Commercial
89
92
94
95
Industrial
81
88
91
93
Residential
61
75
83
87
1000
c. Ultimate Soil Storage: S = CN — 10 inches
d. Precipitation: P = (inches), http://hdsc.nws.noaa.gov/hdsc/pfds/ for the city in
question at the design storm of interest (for instance, I0-year, 24-hour storm)
(P — 0.2S)2
ft inches e. Runoff depth, QRu...,*, Q
(P + 0.8S)
f. Drainage Area in the Watershed, A,,,az,rh,,d: ft�
g. Runoff Volume, QRtmo8dM."'(ft3/sec) = QRunoff ilopth (ft)*Awausshed ( )
E

t �
r

11
Part I deals with quantities of water used and
discharged through domestic, industrial,
and agricultural use; physical, chemical, and
biological characteristics of water and their
significance; and global impacts of water
quality. Analytical methods for use in water
quality modeling and the analysis of treatment
processes are developed in Bart If. The funda-
mental modeling principles developed in Part 11
are applied to streams, estuaries, lakes, reser-
voirs, and groundwater systems in Part Ill.
Physical, chemical, and biological methods of
water quality modification are treated in Part IV.
The book progresses in a logical fashion
from the characterization of water quality, to
the significance of the various contaminants,
to the methods used to describe changes
in water quality in the environment, to water
and wastewater treatment. Nonoonventional
methods of treatment such as air stripping for
volatile organics and batch -activated sludge
are also included. Because of the need for
creative solutions to water quality management
problems based on scientific principles,
fundamental relationships and phenomena
are stressed throughout the text. Numerous
worked examples are used to illustrate the
application of the principles presented. The
book is self-contained; all needed coefficients
and data are given in tables, diagrams, and
eight appendixes.
The focus of this book and succeeding
books in this series is on water quality man-
agement issues that are central to the civil
engineering profession, that is, subjects that
have been, and will continue to be, of impor-
tance to society and the primary responsibility
of civil engineers. The succeeding two
books in the series, FUNDAMENTALS OF
WATER AND WASTEWATER TREATMENT
and HYDRAULICS OF WATER QUALITY
MANAGEMENT SYSTEMS focus on engineer-
ing design for water quality management.
George Tchobanoglous
Edward D. Schroeder
UNIVERSITY OF CAUFORNIA AT DAVIS
vv ADDISON-WESLEY PUBLISHING COMPANY
Reading, Massachusetts a Menlo Park, California
Don Mills, Ontario • Wokingham, England ■ Amsterdam
Singapore w Tokyo • Mexico City ■ Bogota
Santiago ■ San Juan
Sydney

�I
M
i a'
8
Oil 4
k
k
!!
B Y II II k
k i
` ' a
� s
Q
tion enters at all depths. All particles having a settling velocity greater
than v, will be removed, no matter where they enter, but particles having
a velocity u, a V, will be removed in the proportion v,/v,,. Thus the
critical settling velocity becomes a useful design parameter, Manipulating
v,, in terms of other variables results in the overflow rate (OFR), Q/A,.
H Q
u:�—He d aQ
BIt i�/Q WL A, (12.29)
where
u,r - critical settling velocity, m/s
H — tank depth, m
BN - hydraulic detention time, s
Q - volumetric flow rate, m'/s
W • tank width, m
G — tank length, m
A, -surface area, m2
0
The development of the relationship defined by Eq. (12.29) for the three
N
common types of sedimentation tanks used for water and wastewater
treatment is given in Fig. 12.16.
Typical overflow rates used in practice are given in Table 123. The
relationship between overflow rates and removal efficiency is illustrated
TABLE 12.3
Typical Overflow Rates Used for the Owen of Sedlmentedlae
Tanks In Water and Wastewaler Tmattneat Plants
a
TYPE OF OVERFLOW RATE m/d
y
OPERATION Range Typical'
Water vemawnl
Alum coagulation
Turbidity removal •40-60 48
Color removal
35-45 40
Lithe softening
Low magnesium 60-110 80
High magnesium 50-90 65
Wastewater treatment
Primary
treatment
Primary only 30-60 40
Primary with waste activated sludge return 22-40 30
Secondary VC31ment
Activated sludge
w
(excluding extended aeration) 1b-32 24
Activated sludge
( following extended aeration) 10-24 16
(9
W
Trickling filter 16-30 24
"The typical value is based on average plant flow; for peak flow use twice the typical value.
i '
4

F AOA
PHYSICAL TREATMENT
in Example 12.5. It is important to remember that the overflow rate is a
particle settling velocity, not a fluid velocity.
ExAMPLE 12.5_
ANALYSIS OF DISCRETE PARTICLE SETTLING
A suspension of particles having an average density of 1400 kg/m3 is to
be treated in a tank designed for an overflow rate'of 25 m3/m2 • d.Tor
the particle size distribution given, determine the fraction F, removed.'
EFFECTIVE
DIAMETER.
MASS
MM
FRACTION
0,010
0.10
0,015
0.20
b.=
0.25
0,025
0.15
0.030
0,05
0.035
0.15
0.040
US
0 045
0.05
SOLUTION
1. Apply Eq. (12.27) to determine the particle velocity For each n and
i
use the overflow rate to determine the fraction removed t each
group.
4 (9.81)(400)dp
t'r s 3 Ca(1000)
2.291 � I
r d ji/7
m/s
ll D!
25 m3 m2 • d a 2.89 X 10" m/s
°"' 0 66,400 s/d
0.3
0.2
li
0.
pankle diomNu, d,, mm
FIGURE 12.17 Sint
Influent and epflumo PdA
d&tributian For fxm+�P1e 11.5
' CITATION 4"
i2.i SED�
When NR > 0.3 the problem must be solved by trial and error.
For this problem the values of Nit are all less than 0.3, so Eq. (12.28)
can be used.
STOKES' LAW
MASS
MASS
d�
MASS
VELOCITY. r„
FRACTION
FRACTION
ss�m
FRACTION
m/s
Nit
v,/v_
REMOVED
REMAINING
0.010
0.10
2.18 x 10'3
2.21 X 10-4
0.075
0.008
0.092
0.015
0.20
4.90 x 10-5
7.41 X 10`4
0.169
0.034
0.166
0,020
0.25
8.72 X 10-3
1.71 x 10-3
0.301
0.075
0.175
0.025
0.15
13.62 X 10" °
3.4 X 10-3
0.471
0.071
0,079
0.030
0.05
19.62 X 10-s
5.8 X 10'3
0.678
0.034
0.016
0.035
0,15
26.71 X 10-5
9.4 X 10`3
0.923
0.138
0.012
0.040
0.05
34.88 X 10's
1.4 X 10-3
0,205
0,050
0.000
0.045
0.05
44.15 x 10- S
2.0 x 10- 2
1.526
0.050
0.000
Total
1.00
0.460
0.540
2. Plot the influent and efflucnt particle size distribution.
The distributions are plotted in Fig. 12.17. As shown there, the
particle size distributions for the influent and effluent are quite
different.
Practical Sedimentation Systems
The ideal sedimentation systems described above have a number of major
differences from actual systems. First, the assumption that particles do
not interact is incorrect; in fact, several types of interaction occur.
Second, flow patterns in real work tanks cause considerable deviation
from the ideal conditions.
Parflde Interaction
"Three types of interaction occur: (1) flocculation in which particles
collide and adhere and particle growth results; (2) fluidic, in which
particles are so close together that flow is restricted and the particles
move as a block; and (3) mechanical, in which particles physically
interact, particularly in a compressivc mode. water is squeezed out of the'
flocs, and particle volume may decrease (Fig. 12.18). These three types of
interaction result in three classes of sedimentation (Types II. 111. and IV)
other than discrete and are often referred to by class or as flocculant,
hindered, and compression (or thickening), respectively, Flocculanr set -
fling occurs only when chemical or biological flocs form in the system.
This commonly occurs in water treatment plants. Mineral suspensions
and primary sedimentation in wastewater treatment plants are best
characterized as discrete -particle sedimentation systems.