NCG140439_COMPLETE FILE - HISTORICAL_20170411

STORMWATER DIVISION CODING SHEET
RESCISSIONS
PERMIT NO.
A%C G / YD ct3 t�
DOC TYPE
[I COMPLETE FILE -HISTORICAL
DATE OF
RESCISSION
26/ %
YYYYMMDD

Energy. Mineral &
Land Resources
ENVIRONMENTAL QUALITY
Mr. Christopher M. Ange
The Lane Construction Corporation
2149 Fleming Road
Greensboro, NC 27410
Dear Mr. Ange:
April 11, 2017
ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
TRACY DAVIS
Director
Subject: Rescission of NPDES Stormwater Permit
Certificate of Coverage Number NCG140439
Guilford County
On February 21, 2017, the Division off Energy, Mineral and Land Resources received your
request to rescind your coverage under Certificate of Coverage Number NCG 140439. In
accordance with your request, Certificate of Coverage Number NCG140439 is rescinded
effective immediately.
Operating a treatment facility, discharging wastewater or discharging specific types of
stormwater to waters of the State without valid coverage under an NPDES permit is against
federal and state laws and could result in fines. If something changes and your facility would
again require stormwater or wastewater discharge permit coverage, you should notify this office
immediately. We will be happy to assist you in assuring the proper permit coverage.
If the facility is in the process of being sold, you will be performing a public service if you would
inform the new or prospective owners of their potential need for NPDES permit coverage.
If you have questions about this matter, please contact us at 919-707-9200, or the Stormwater
staff in our Winston-Salem Regional Office [phone].
cc: Winston-Salem Regional Office
Stormwater Permitting Program
Central Files - w/attachments
Sincerely,
Original Signed By
Bethany Georgoulias
for Tracy E. Davis, PE, CPM, Director
Division of Energy, Mineral and Land Resources
Nothing Compares ---,-
State of North Carolina Environmental Quality I Energy, Mineral and Land Resources
W N. Salisbury Street I612 Mail Service Center I Raleigh, North Carolina 27u99-Ib12
9t9 707 9200

'ILA
Division of Energy, Mineral & Land Resources
Land uali Section/Stormwater Permittin Pro ram
.. Quality g g
NCDENRNational Pollutant Discharge Elimination System
Nowrm GWouw OVr HLNT or
&f oN Lw YID NAnxt L Fte 1 es
RESCISSION REQUEST FORM
FOR AGENCY USE ONLY
Date Received
Year
Month
Day
Please fill out and return this form if you no longer need to maintain your NPDES stormwater permit.
1) Enter the permit number to which this request applies:
Individual Permit (or) Certificate of Coverage
NtCA N. I C G 40439
Pl.�as� �.nai� FiNRt. Coae.Esp,
TO.. ell -As 7-YYOLA GEIJTe.E OR.
2) Owner/Facility Information: "Final correspondence will be mailed to the address noted below C HA2.L.a-rr6, Ne_ X 92.1-+
Owner/Facility Name The Lane Construction Corporation
Facility Contact Christopher M. Ange
p_sZ-'`r Street Address 2149 Fleming Rd
r09i� City Greensboro state NC ZIP Code 27410
LOSE county Guilford E-mail Address [e-mail]
Telephone No. 336 406-9060 Fax:
3) Reason for rescission request (This is Mulr information. Attach separate sheet if necessary):
® Facility closed or is closing on 9/22/,16 . All industrial activities have ceased such that no discharges of
stormwater are contaminated by exposure to industrial activities or materials.
❑ Facility sold to on F.___I . If the facility will continue operations under the new owner it
may be more appropriate to request an ownership change to reissue to permit to the new owner.
❑ Other:
4) Certification:
I, as an authorized representative, hereby request rescission of coverage under the NPDES Stormwater Permit for the
subject facility. I am familiar with the information contained in this request and to -the best of my kn6W- Iddge and'belief
such information is true, complete nd accurate.
Signature Date - -
Christopher M. Ange, PE Senior Job Engineer
Print or type name of person signing above
Title
Please return this completed rescission request form to: NPDES Permit Coverage Rescission
Stormwater Permitting Program
1612 Mail Service Center
Raleigh, North Carolina 27699-1612��""'+t� A
1612 Mail 5er0ce Center, Raleign, North Carolina 27699-1612
Phone: 919-807•0'300 I FAX: [phone]
An Equal 0pportunily 1 Affrmative Action Empfnyer
DEB 212017
""I)At 17Y
ti �

Alexander, Laura
From: / White, Glen
Sent: Friday, March 10, 2017 9:56 AM
To: Alexander, Laura
Cc: White, Sue
Subject: RE: Rescission Request NCG140439
Follow Up Flag: Follow up
Flag Status: Flagged
Laura
I went to 2149 Fleming Road yesterday. The concrete batch plant has been removed and nothing remains onsite. This
permit can be rescinded.
Glen White
Environmental Specialist
NCDENR Winston-Salem Regional Office
Division of Energy, Minerals & Land Resources
450 Hanes Mill Rd — Suite 300
Winston-Salem, NC 27 105
glen.white a ncdenr.gov
[phone]
From: Alexander, Laura
Sent: Thursday, March 02, 201711:09 AM
To. White, Glen <[e-mail]>
Subject: Rescission Request NCG140439
Glen,
Can you take a look at this facility and let me know if okay to rescind?
Thank you,
Laura
From: scanner.942A.arch(@ncdenr.gov mailto:scanner.942A.arch ncdenr. ov}
Sent: Wednesday, March 01, 2017 3:11 PM
To: Alexander, Laura <laura.alexander ncdenr. ov>
Subject: Scanned page
1

NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
Chad M. Curran
The Lane Construction Company Corporation
6125 Tyvola Centre Dr.
Charlotte, NC 28217
Dear Mr. Curran:
Donald R. van der Vaart
Secretary
August 28, 2015
Subject: General Permit No. NCG140000
Greensboro Western Loop
Temporary Concrete Plant
COC NCG140439
Guilford County
In accordance with your application for a discharge permit received on July 30, 2015, we are forwarding
herewith the subject certificate of coverage 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
Energy, Mineral, and Land Resources. The Division 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 Energy, Mining, and Land Resources, or permits required by the Division of Water
Resources, Coastal Area Management Act, or any other federal or local governmental permit that may be
required.
Division of Energy, Mineral and Land Resources
Energy Section - Geological Survey Section • Land Quality Section
1612 Mail Service Center, Raleigh, North Carolina 27699-1612 • Telephone [phone] FAX: [phone]
512 North Salisbury Street, Raleigh, North Carolina 27604 - Internet: http,//�P-ortal.ncdenr.orglweb11r1
An Equal Opportunity 1 Affirmative Action Employer — 50% Recycled 110% Post Consumer Paper

Chad Curran
August 28, 2015
Page 2 of 2
If you have any questions concerning this permit, please contact Richard Riddle at telephone number
[phone].
Sincerely,
ORIGINAL SIGNED E)
KEN PICKLE
for Tracy E. Davis, P.E., CPM
cc: Winston Salem Regional Office
Central Files
Stormwater Permitting Program Files
Division of Energy, Mineral and Land Resources
1612 Mail Service Center, Raleigh, NC 27699-1612 • Phone: [phone] • Fax: [phone]
Location: 512 N. Salisbury Street, Raleigh, NC 27604 • htt :II ortal,ncdenr,o: Iwebllrl
An Equal Opportunity/Affirmative Action Employer

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. NCG140439
STORMWATER and WASTEWATER DISCHARGES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful
standards and regulations promulgated and adopted by the North Carolina Environmental
Management Commission, and the Federal Water Pollution Control Act, as amended,
The Lane Construction Corporation
is hereby authorized to discharge stormwater and process wastewater from a facility located at
Greensboro Western Urban Loop — Temporary Concrete Plant
2149 Fleming Road
Greensboro
Guilford
to receiving waters designated as Horsepen Creels, a class WS-111, NSW water in the Cape Fear
River Basin, in accordance with the effluent limitations, monitoring requirements, and other
conditions set forth in Parts 1,1I, III, and IV of General Permit No. NCG140000 as attached.
This certificate of coverage shall become effective August 28, 2015.
This Certificate of Coverage shall remain in effect for the duration of the General Permit_
Signed this day August 28, 2015. ORIGINAL SIGNED B)
KEN PICKLE
for Tracy E. Davis, P.E., Director
Division of Energy, Mineral, and Land Resources
By the Authority of the Environmental Management Commission

Y" d.

Pat McCrory
Governor
As
NC®ENR
North Carolina Department of Environment and Natural Resources
August 24, 2015
MernoranduM
To: Regional Water Supply Supervisor, DWR Public Water Supply Section
From: Richard Riddle, Jr., DEM LR Stormwater Permitting Program
Subject: Review of the discharge location for the following:
Greensboro Western Urban Loop - Temporary Concrete Plant
2149 Fleming Road
Greensboro, NC 27410
Guilford
NCG140439
Reported receiving water: Horsepen Creek (WSIII; NSW)
Donald R. van der Vaart
Secretary
Please indicate your agency's position on the facility listed above. Attached is the staff report or
other application information for this facility. We cannot issue the permit without your
concurrence. Please return this format your earliest convenience.
RESPONSE:
This agency has reviewed the draft permit and determined that the proposed discharge will
not be sufficiently close to any existing or known proposed public water supply intake so as
to create an adverse effect on water quality. We concur with the issuance of this permit,
provided the facility is operated and maintained properly, the stated effluent limits are met
prior to discharge, and the discharge does not contravene the designated water quality
standards.
❑ Concurs with issuance of the above permit, provided the following conditions are met:
❑ opposes the issuance of the above permit, based on reasons stated below (or attached):
Signed C^-- / Y U'j Date:
1612 Mail Service Center, Raleigh, North Carolina 27699-1612 • Telephone [phone] FAX: [phone]
512 North Salisbury Street, Raleigh, North Carolina 27604 • Internet: http:Nportal.ncdenr.oraltiveblirlland-Qyality
An Equal Opportunity 1 Affirmative Action Employer - 50% Recycled 110% Post Consumer Paper

Riddle, Rick L
From:
Sent:
To:
Cc:
Subject:
Good Morning Bill and Rick,
Alexander, Laura
Wednesday, August 19, 2015 8:15 AM
Diuguid, Bill; Riddle, Rick L
White, Glen`
FW: NOF's NCG 200511 and NCG140439
Please see info below from Glen. Thank you, Glen!
Laura
From: White, Glen
Sent: Wednesday, August 19, 2015 8:11 AM
To: Alexander, Laura <[e-mail]>
Cc: White, Sue <[e-mail]>
Subject: N01's NCG 200511 and NCG140439
Laura
Went by the OmniSource site (NCG 200511) at 6301 Burnt Poplar Rd and, the Greensboro Western Loop Temporary
Concrete Plant site (NCG140439) at 2149 Fleming Rd yesterday. OK to issue both of these permits.
Glen White
Environmental Specialist
NCDENR Winston-Salem Regional Office
Division of Energy, Minerals & Land Resources
450 Hanes Mill Rd — Suite 300
Winston-Salem, NC 27105
glen.wh itenncdenr.gov
[phone]
1

RECEIVED
JUL 3 0 2015
DENR-LAND QUALITY
STORMWATER PERMITTING
LANE
Application Package For:
NPDES Permit
To Discharge Storrnwater / Processed
Wasterwater for Ready Mix Concrete Plants
NCG 140000
0
A
WD VR
0
NCG 140000
General Project information and
Plant Data
Location Maps
Site Plan
Stormwater Pollution Prevention
Plan
Stormwater Treatment System
Design Calculations &
Specifications
Wastewater Treatment System
Design Calculations & Specification
Appendix

E
•
A771V;A
NCDENR
NC-- C.ROU— 41
Ei�Y.AOnM[M' _0 H._ Rxri.Cl1
NOTICE OF INTENT
Division of Energy, Mineral and Land Resources
Land Quality Section
National Pollutant Discharge Elimination System
NCG 140000
I Date Rcccived I
9
National Pollutant Discharge Elimination System application for coverage under General Permit
NCG140000:
STORMWATER AND PROCESS WASTEWATER DISCHARGES associated with activities classifies! as:
SIC (Standard Industrial Classification) Code: 3273 and like activities - Ready Mixed Concrete
This N01 may be an application to discharge process wastewater. NCG140000 contains effluent limitations
for process wastewater discharges. Wastewater discharges must meet the requirements of these
effluent limitations. An exceedance of any of these limitations will result in a violation of the permit
conditions.
For questions, please contact the DEMLR Central Office or Regional Office in your area. (See page $)
(Please print or type)
1) Mailing address of owner/operator (official address to which all permit correspondence will be
mailed): (Please print or type all entries in this application form. )
Legal Owner Name THE LANE Construction Corporation
(Please attach the most recent Annual Report to the NC Secretary of State showing the current legal name. Alternatively this
permit can be given to an individual.)
Signee's Name (as signed for in question 29 below) Chad M. Curran
Street Address 6125 Tyvola Centre Dr.
City Charlotte
Telephone No. 704 426 2954
Alternate Contact Name
Alternate Contact Telephone (if different) _
2) Location of facility producing discharge:
Facility Name
Facility Contact
Street Address
City
County
Telephone No,
State NC
ZIP Code: 28217
Email [e-mail]
Email (if different)
Greensboro Western urban Loop - Temporary Concrete Plant
Chad M. Curran
2149 Fleming Road
Greensboro State NC ZIP Code 27410
Guilford
704 426 2954 Fax: [phone]
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). From 140E: Take exit 212B on to Hwy 73, then'take Byan Blvd E. exit
onto Fleming Road, take left at bottom of exit ramp. Follow Fleming Road to Highway project site. Plant will
be on left just before crossing over project.
(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 36 7' 21,00" Longitude 79 54' 9.81" (deg, min, sec)
5) This NPDES Permit Application applies to the following (check all that apply):
SWU-229-11032011
Page 1 of 7
Last revised 712114

NCG140000 N.O.I.
X New or Proposed Facility
❑ Existing Facility
Date operation is to begin 9/15/2015
Permit #
0
0
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NCG140000 14.0.1.
B) Consultant's application information:
is Consulting
Consulting Firm:
Mailing Address:
•
0
City:
State: Zip Code:
Phone: ( ) Fax: ( )
Email:
(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.)
Temporary Concrete batch plant to manufacture concrete for the Greensboro Western Urban Loop project.
The operation will include material stockpiles, Bulk water storage„ bulk flyash and cement storage.
Stormwater Discharge, Wastewater Treatment & Discharge and Permitting Information
9) Discharge points I Receiving waters: One (2).
Number of discharge points (ditches, pipes, channels, etc.) that convey stormwater and/or wastewater from
the property:
Stormwater-only: _1 Wastewater -only: _1_ Wastewater Commingled with Stormwater. _0
For new facilities: Expected date of commencement of discharge: 9/21/15
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? Horsepen Creek
Receiving water classification(s), if known:
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).
Will this facility discharge wastewater to SA (Shellfishing) waters? ❑ Yes X No
Note: Discharge of process wastewater to receiving waters classified as WS-11 to WS-V or SA must
be approved by the N.C. Division of Water Resources, Public Water Supply Section. If DWR
does not approve, coverage under NCG140000 cannot be granted. No new discharges of
process wastewater are permitted in receiving waters classified as WS-1 or freshwater ORW.
10) Each applicant shall provide the following information (attach additional sheets as necessary):
• Two (2) site plans depicting the facility or site with numbered outfalls which indicate stormwater and
wastewater outfalls. The plans shall legibly show. at a minimum, (existing or proposed):
o Outline of drainage areas with topographical lines and features
o Stormwater/wastewater treatment structures
o Location of numbered stormwater/wastewater outfalls (corresponding to which drainage areas)
o Runoff conveyance structures
o Areas and acreage where materials are stored
o Impervious area acreages
o Location(s) of streams and/or wetlands the site is draining to, and any applicable buffers
Page 3 of 7
SWU-229-07122011 Last revised 7/2114

NCG140000 N.O.I.
o Site property lines, North Arrow, and bar scale
o if applicable, the 100-year floodplain line
o Acreage of each stormwater and wastewater topographical area
o Each of the facilities' wastewater or stormwater source and discharge structures and each of its
hazardous waste treatment, storage, or disposal facilities
o Site location (insert)
Site plans shall be 24" x 36" in size.
• Line drawing and description: A line drawing of the water flow through the facility. A pictorial
description of the nature and amount of any sources of water and any collection and treatment measures.
• A narrative description and identification of each type of process, operation, or production area which
contributes wastewater to the effluent for each outfall, and a description of the treatment the wastewater
receives (or will receive), including the ultimate disposal of any solid or fluid wastes other than by
discharge. Processes, operations, or production areas may be described in general terms (e.g. "ash
silo").
11) Does the applicant have any unresolved Notice of Violations (NOVs)?
X No ❑ Yes
Wastewater.,
12) 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 (VE)
❑
❑
❑
Wetting of raw material stockpiles (RM)
X
X
❑
Mixing drum cleaning (MD)
X
X
❑
Further explanation, if necessary:
13) Will your facility spray -down or actively wet aggregate piles?
❑ No X Yes
14) Does the facility use any of the following on site?
❑ Phosphorus -containing Detergents
❑ Brighteners ❑ Other Cleaning Agents
❑ Non -Phosphorus -containing Detergents
❑ Other:
15) Are wastewater treatment facilities planned in the 100-year flood plain?
X No ❑Yes
16) Does your facility use or plan to use a recycle system, or recycle components in your treatment system?
to
X Yes ❑ No
If yes, what size storm event is the system designed to hold before overflowing? (for example, 10-yr, 24-hr)
N1A year, 24-hr rainfall event 1.
Page 4 of 7
SVVU-229-07122011 Last revised 712114

NCG140000 N.O.I.
17) Will your facility build a closed -loop recycle system that meets design requirements in 15A NCAC 02T
.1000 and hold your facilities' working volume'?
❑ Yes X No
Will your facility discharge wastewater to surface waters?
❑Yes X 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 yoursite, 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 DEMLR'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 DEMLR's Stormwater
Permitting Unit Staff.
18) 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? ❑ VE ❑ RM ❑ MCA
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?* No. discharge will
C) Closed -loop Recycle System (must meet design requirements of 15A NCAC 2T .1000):
i) Are you already proposing a closed -loop recycle system (CLRS)? ❑ Yes X No
(1) If Yes, contact DEMLR's Aquifer Protection Section's Land Application Unit
(2) If No, is this option technologically feasible (possible)? Why or why not?*
0,
(3) If No, is it feasible to build a CLRS on your site? Why or why not?*
Temporary concrete plant will not be on site longenouph to consider this option_
(4) What is the feasibility of building a CLRS compared to direct surface water discharge?`
This is not feasible. Please see the question 18.i.3,
1 See DWQ's Aquifer Protection Section Land Application Unit's Water Balance Calculation Policy for more information, on DWQ LAU's
website httj)l/r)grtal.ncdenr.org/webtwqtaos/lau/policies for more information.
SWU-229-07122011
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Last revised 712114

NCG 140000 N.O.I.
d) Surface or Subsurface Disposal System (e.g., spray irrigation):
i) Is a surface or subsurface disposal technologically feasible (possible)?
Why or Why not?
.................. ❑ Yes X No
ii) Is a surface or subsurface disposal system feasible to implement?* ........................... ❑ Yes X No
Why or Why not?
iii) What is the feasibility of employing a subsurface or surface discharge as compared to a direct
discharge to surface waters?*
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 DEMLR's Land Application Unit to determine permitting requirements.
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?... ........... X Yes ❑ 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.
Stormwater: •
f
19) Does this facility employ any best management practices for Stormwater control? ❑ No X Yes
If yes, please briefly describe: Retention basins properly sized with diversion ditches.
20) Does this facility have a Stormwater Pollution Prevention Plan? ❑ No X Yes
If yes, when was it implemented? 9f12115
21) 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/Permitting:
22) Does this facility have a Division of Land Resources Erosion & Sedimentation Control (E&SC) Permit?
❑ No X Yes Vecelio and Grogan
If yes, list the permit numbers for all current E&SC permits for this facility:
23) Is your facility subject to Phase II Post -Construction Area? ❑ Yes X No
If yes, who is the permitting authority?
24) Is your facility located in one of the 20 Coastal Counties? ❑ Yes X No
Is your facility adding more than 10,000 ftz of built -upon area or CAMA Major Permit? ❑ Yes X No , S
Page 6 of 7
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NCG140000 N.O.I.
40
25) Is your facility discharging wastewater (treated or untreated) such as water from wetting of aggregate piles,
drum rinse -out, or vehicle and equipment cleaning to a stormwater BMP? ❑ No X Yes
If yes, please attach your approval from the permitting authority to do so.
26) 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:
27) 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:
28) 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.
3 X This completed application and all supporting documentation. See Question 10.
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).
X Two (2) site plans depicting the site plan with numbered outfalls which indicate stormwater and wastewater
�r
outfalls. See Question 10.
X A county map or USGS quad sheet with location of facility clearly marked.
29) Signatory Requirements (per 40 CFR 122.22)
All applications, reports, or information submitted to the Director shall be signed and certified.
a. All notices of intent to be covered under this General Permit shall be signed as follows:
(1) For a corporation by a responsible corporate officer. For the purpose of this permit, a responsible corporate officer means: (a) a president,
secretary, treasurer or vice president of the corporation in charge of a principal business function, or any other person who performs similar
policy or decision making functions for the corporation, or (b) the manager of one or more manufacturing production or operating facilities
employing more than 250 persons or having gross annual sales or expenditures exceeding 25 million (in second quarter 1980 dollars), if
authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures.
(2) For a partnership or sale proprietorship: by a general partner or the proprietor, respectively; or
(3) For a municipality, state, federal, or other public agency: by either a principal executive officer or ranking elected official.
Page 7 of 7
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NCG140000 N.OJ.
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
rated 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 orcontested 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.
l 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: ( _ r) C1 CA M . L U V F On , I u Le
Title:
(Signature of Appficant) (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:
10
Stormwater Permitting Unit Program
Division of Energy, Mineral and Land Resources
1612 Mail Service Center (�
Raleigh, North Carolina 27699-1612
Note
The submission of this document does not guarantee the issuance of an NPDES permit.
For questions, please contact the DEMLR Regional Office for your area.
DEMLR Regional Office Contact Information:
Asheville Office ......
[phone]
Fayetteville Office ...
[phone]
Mooresville Office ...
[phone]
Raleigh Office ........
[phone]
Washington Office ...(252)
946-6481
Wilmington Office ...
[phone]
Winston-Salem ......
[phone]
Central Office .........
[phone]
V
Page 8 of 7
SWU-229-07122011 Last revised 712114

LANE
July 28, 2015
Stormwater Permitting Unit
Division of Energy, Mineral and land Resources
1612 Mail Service Center
Raleigh, NC 27699-1612
Reference: North Carolina Department of Transportation
Contract No. C203197
Greensboro Western Loop Construction Project
NCG 140000 Permit Application
Gentlemen,
6125 Tyvola Centre Drive
Charlotte, NC 28217
Phone [phone]
Fax [phone]
Attached you will find our application package, in triplicate, for an NPDES Discharge Permit for a
temporary portable central mix concrete batch plant. This proposed facility will be located at 2149
Fleming Road, Greensboro NC and would be used solely to provide concrete for the above
referenced NCDOT interstate reconstruction project.
Enclosed you will find the necessary forms, plans, design calculations and specifications as well
as a check in the amount of $100.00 for the application fee.
trust that you will find our application package complete. Due to the fast track nature of this project
it is requested that this application be expedited. Should you have any questions please feel free
to contact our engineer, David Schuster, directly at 704-679-0530.
If I may be of any service to you please contact me at 704-679-0502.
Sincerely,
cijk
L"'�
Chad M. Curran, PE
District Manager

LANE
Application Package for:
NPDES Permit to Discharge Stormwater
Processed Wastewater for Ready Mix Concrete Batch Plant
Objective:
Lane has been contracted to perform 3 miles of interstate concrete paving work for the NCDOT
Greensboro Western Loop project. it is the intention of Lane to erect and operate a portable temporary
concrete central mix batch plant to provide concrete solely for this project. Being that this project is
extremely fast track in nature the concrete plant that is being presented in this application will have a
very short operational duration. Upon completion of the concrete paving in 2016, this batch plant will
be removed and the site will be restored.
Project: Greensboro Western Loop Construction (Future 1-840)
Owner: North Carolina Department of Transportation
City: Greensboro, NC
County: Guilford
Physical Address: 2149 Fleming Road, Greensboro NC 27410
Mailing Address: 6125 Tyvola Centre Drive, Charlotte NC 28217
1101 Prime Contact: David J. Schuster, PE
Project Engineer
Lane Construction
704-679-0530
DJSchuster@ laneconstruct.com
State Authority:
North Carolina Department of Environment and Natural Resources
Winston-Salem Regional Office
450 West Hanes Mill Road, Suite 300
Winston-Salem, NC 27105
Attn: Lisa Edwards, PE
Local Jurisdiction:
North Carolina Department of Transportation Division 7
PO Box 14996
Greensboro, NC 27415-4996
Attn: Robert Norris, P.E.
0

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FEATURES
• Hrghy podati 390 yd' R98 i hourly
Hydraulic seli-ereCt production capacity'
Aggmgate 5eclion Pre -wired, pi Mbed
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The Un1ROYef U1248 Llanl was spi)Clflcaly desgned for the
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COncr9[B paving plant The UroRover plan, cons sis of a mcbifu
eggregale section and a mobile mixer section, each of which
is desgned to he POSitronod on reusable steel fpundabon pads
and hydraulically raised rnlo operating posrhp_ minutes
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spas and Ii1ree (3) aggregate storage compartments to mee,
the nigh production capacity of 12 yd' (9.2 mr1 Vt-drum mixers
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exceed the COMB design cntena, which allow for 5 wide range
Of mix designs al rated Capacity. The 1111-drum mixer Can mix
a vanity of matenl rrr_ludiN Rape• Compacted Concrete
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STORAGE CAPACITY
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THE LANE CONSTRUCTION CORPORATION
6125 TYVOLA CENTRE DR.
CHARLOTTE, NC 28217
Pay_ to the
Date
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TOPO! map printed on 07/10/15 from "Concret Plant Site.tpo"
79056.000' W 79°55.000' W '70eew nnn. w _____ ___. __.
NATIONAL r , �.- ,-_ ,�,-,`�` "1'`' *TN
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GEOGRAPHIC rca' - - 1FlI,
07/10/15
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4.5'
WASHOUT PIT
m
SECTION A -A
3'
31' ---
40'
SECTION B-B
Ll
4.5'
3'
4.5' �— 11'� 4.5'
20'
SETTLING POND
SECTION A -A
3'
200'
SECTION B-B
3'
3' � 44' � 3'
50'
LANE
pH REDUCTION BASIN
SECTION A -A
3'
6' �—— 38' —� 6'
50'
cEIVED
L 3 0 2915
o"-L41
STGF�M qT�R QUALITY
ER1V11TT!!VG
SITE PLAN FOR TEMPORARY
CONCRETE BATCH PLANT
SECTION B-B
3'
6' 16'
25'
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40'X20'X3'
Settling Basin
200'X50'X3'
1
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STORM WATER BASIN
SECTION A -A
3'
6' —16'
140'
8.1
SECTION B-B
3'
46'
WM
1. BASE MAPPING INFORMATION TAKEN FROM
COUNTY MAPPING, WITH STREAMS AND
BOUNDARIES FIELD VERIFIED.
2. PROPOSED FINISHED GRADES WILL VARY
DUE TO ACTUAL MATERIAL PLACEMENT
AND OR USAGE BUT ARE APPROXIMATE.
PLANT
SITE
JOSEPH M
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- — — EXISTING GROUND
FINISH GROUND
ROADWAY EC DEVICES
ROADWAY BASINS
DISPOSAL TEMPORARY DIVERSION
SILT CHECK A VITH MATTING
DISPOSAL AREA SKIMMER BASIN
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• LANE
Stormwater Pollution Prevention Plan
For Temporary Concrete Batch Plant
Background
Lane has been contracted to perform 3 miles of interstate concrete paving work for the NCDOT
Greensboro Western Loop project. This project requires that approximately 50,000 cubic yards of
concrete be produced and placed into the new roadway. to order to facilitate this construction, a
temporary portable concrete batch plant will be erected on NCDOT property adjacent to the
roadway alignment. The physical address of this location is 2149 Fleming Road, Greensboro NC
27410.
The concrete plant that is being proposed in this application will exist solely to provide concrete
for the Greensboro Western Loop Construction Project. As scheduled this entire project will be
completed by March 14, 2018 and the concrete plant will be removed in advance of this date. It
is anticipated that this plant will only be in this location for 12 months and during that time it will
only be active during intervals of concrete paving. Upon the completion of concrete paving this
plant will be removed and the site will be restored.
• Waste Water Generated
There will be four different types of waste water generated at this site which need to be analyzed.
The first will come from the cleaning of the concrete hauling units. Dump trucks will be utilized to
haul the wet concrete and will need to have their dump bodies rinsed out after each load. This
water will combine with the concrete that is rinsed out of the dump body and will contain all the
elements of the concrete (Sand, Stone & Cement). No other cleaning or repair of these vehicles
will occur at this site.
The second waste water generated will be the wash water produced after cleaning the plant's
mixing drum. The composition of this water will be the same as that produced during the dump
truck rinsing operation. This cleaning of the mixing drum will occur upon of the completion of
each shift and also as necessary throughout the shift.
The third waste water generated will be the water used to wet the raw aggregate stockpiles.
These stockpiles will be watered consistently during concrete production operations. Water that
flows from these stockpiles will contain suspended fine particles that have escaped from the
stockpiles.
The final waste water generated at this site is storm water runoff. Currently the site is being
developed by the prime contractor and will need to be stabilized prior to the concrete plant being
setup. Once the area is stabilized the amount of runoff becomes much greater and has the
potential to create erosion.
•

Page 2
Jul. 22, 15
Waste Water Control & Treatment
• In order to effectively treat the waste water generated by this setup it must first be collected and
brought into the appropriate containment areas. As designed the treatment plan for this site will
separate storm water runoff from concrete wash water. The site will be graded and diversion
ditch lines will be established to ensure that storm water will flow into the southernmost basin
while the concrete wash water will be introduced into its own series of basins. This separation
will allow for a higher total system factor of safety.
The Stormwater Basin will be a "Skimmer" basin which is a BMP device designed to retain the
flow from a storm event and slowly dewater by skimming the surface water. This basin is 100%
effective in retaining all large particles that may be suspended in the storm water runoff. It is
anticipated that any particles originating from the plant yard itself will be relatively large (Fine
Sands) and easily collected in this basin. The remainder of the drainage area at this plant site is
a grassed field which could introduce silts and clays into the runoff. Any silt particles will easily
settle out in this skimmer basin. However, due to the ultra -fine particle size of clays if introduced
into the system these particles could potentially pass through prior to settling out. Settling time
is not realistically achievable for ultra -fine particles such as clays and as such the best treatment
method for these particles is to prevent their introduction into the system. This prevention is
most easily achieved by confirming the adequacy of the established ground cover. Any
disturbed soil must be vegetated to eliminate exposed erodible surfaces. Rock "Check Dams"
will also be utilized to slow the storm water as it flows toward the skimmer basin which will also
help to reduce the potential risk of erosion.
The Concrete Wash Water will be introduced into its own series of basins designed to effectively
settle all suspended particles and also to ensure that the pH of the outflowing water is within the
acceptable range. To do this, three basins will be created. The first basin in the series is the
"Washout Pit" where the dump trucks will be sprayed and the concrete will be directly mixed into
the system. This is also the location where wash water from the mixing drum will be transported
to. The second basin is to be the "Settling Basin" which is a very large retention basin sized to
provide adequate settling time to ensure that the fine particles have settled out prior to outflowing
into the final basin. The third basin is the "pH Reduction Basin" which is where a Fortran
System will be installed to monitor and regulate the pH of the wash water.
Predicted Maximums and System Performance
The storm water treatment system has been designed for the Ten Year rain event following the
N_ C Division of Land Quality Requirements. For the total accumulated drainage areas for this site
(1.9 AC plant site -and' 3.15 AC grassed field) the expected flow rate from this storm event would
be 22.3 CFS.
The concrete wash water treatment system has been designed for a concrete plant running at a
regular maximum production of 2,000 CY per day. This volume will result in a wash water flow of
approximately 2500 CFt, In actuality this production rate will only be achieved a limited number
of times on this project. However, it is important to calculate the waste water treatment system
based upon the project maximums and not the averages.
Upon release from either treatment system (Storm or Wash) the TSS and SS levels in the
outflowing water will be less than the established limits (30 mgA and 5 mlfl respectively), and the
pH will be within the acceptable 6-9 range.
•

Page 2
Jul. 22, 15
Maintenance of System
All water treatment devices will be evaluated on a bi-weekly basis, and after any event resulting in
0.5" of precipitation or greater. Any damage to the devices will be repaired immediately and any
sediment that has been built up will be removed routinely. This system has been designed to
allow for easy access and maintenance which will help to ensure that it functions property.
During intervals where the concrete plant is active the wash water basins will be inspected on a
daily basis. It is anticipated that at a minimum the "Washout Pit" will require routine cleaning
during these intervals. The aggregates that will accumulate in this basin will begin to impact the
function of the system if they are allowed to build up. It is the responsibility of Lane to ensure
that this buildup of materials is removed on a timely basis.
Summary
The purpose of this treatment system is to effectively treat both the Stormwater and the
Wastewaters produced from this concrete plant site. This treatment system has been used
successfully at previous sites for concrete batch plants, most recently this exact plant and
treatment methodology was used for a similar NCDOT project in Davidson County (Lane
Construction, 2011). The rules and guidelines set forth by general permit NCG 140000 will be
strictly adhered to and BMP's will be employed. Any questions regarding the operation of this
facility can be directed to the facility contact noted in the application.
•
0

ENCxI' EERS CERTIFICATION
Or THE MODEL 5000-S PIS
MONITORING AND CONTROL SYSTEM
13y;
Q.C. Environmental, Inc.
P.O, Box 40725
Raleigh, NC 27529
For:
Portrans Inc.
P.O. Box 40
Wendell, NC 27541
Dated:
Scptcmber 11, 2003
•

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G. C. Environmental, Inc.
5312 Pinewood Court
Wendell, NC 27591. ? 3 =
[phone]
September 11, 2003 '����{� we.�.•�,`�
p
PVKPOSE
G.C. Pnvironmentatl, Inc., wits contracted to provide an engineers review and certification that the
Model 5000-S pH Monitor and Control System manufactured by Coastal Carolina Supply in
Morehead City, NC, could effectively provide on a continuous basis, an average pi -I range of6-9 units
on the supernato layer of a stormwater/rinse water %edimenttttion basin typically found at Redi-mix
concrctc facilities.
SGOf E OF WORK
During the week of August 1 I , 2003, G.C. Environmental, Inc„ witnessed the operation oftlte Model
5000-S self-contained pH Monitoring and Control System at a Kcdi-mix plant located in Durham, NC.
During the two (2) day test program, measurements were made within the facilities stormwater/rinse
water sedimentation basin far pt-1, temperature and depth (both supernate and sludge), During the tirwi
day of testing, the basin was found to be Heavily loaded with solids and adjustments were made to the
solids blanket to complete testing the following day.
TEST MCTIFIODOLOGY
A primary sedimentation basin located at a Red! -mix concrete plant located in Durham, NC was
treated utilizing the Modcl 5000-S pH Monitor and Control System. During; the test program, the
basin was, on a serni-continuous basis, being; fed rinse water Pram the exterior cleaning of cement
trucks, Measurements for pH, temperature, supernate and %fudge blankets were made within the
sedimentation basin, Initial PH measurements showed pH levels of at least 12.0 units. The
sedimentation basin was rectangular in shape with concrete walls and bottom. The basin ranged in
depth of V at the inlet to approximately Tat the deepest point_ Sludge measurements within the basin
showed that at least 2/3 of the basins depth was comprised of sludge and the remainder supernate.
The Modal 5000-S pI-I Monitor and Control System was set up at the reoungular sedimontation basin
with the intake and discharge hoses situated at opposite ends of the basin. Roth the intake and
discharge lines were sot at depths within the supernate layer of the basin. A clockwise flow pattern
was established once the unit began operation and pt-1 and temperature measurements were made at
several locations throughout the supemate layer ofthe sedimentation basin. Approximately eighteen
(18) pH and temperature measurements were collected with at mean pH value of S.SG and mean
temperature values of 30,94 OC. The pH system was left to run essentially on a continuous hrasis over
a four (4) hour period. An estimated volumc existing within the sedimentation basin was 25, 000
gallons with a little over 8000 gallons consisting of relatively clean supernate. The amount. of 25%

Sulfuric acid (H,.SO,) uscd to treat the sedimentation baying wpernaio was approximately 18-20
'� guilor<;s,
MODEL 5000-S PH MONITOR AND cowrRpL SYSTEM
The model 5000-S pH Monitor and Control System is compri,ed ora Hayward Power blow 11 (3/4
hp, 56 GPM) centrifugal pump which delivers raw water to a completely contained pH sensor
connected to a p.tl meter equipped with control relays which operate two (2) stenner (60 GPD) acid
injection pumps. The acid 25% 1-12SO,, is injected into the pump discharge line which empties into the
sedimentation busin. Sulfuric acid is delivered to the system by 15 gallon earbuoys located outside of
the Fiberglass weatherprool'enclosurc which houses all of the aforementioned equipment. On top of
the enclosed is an alarm light which is tied into the pI1 meter which is activated when pH levels exceed
8.5 pH unite or arc below 6.0 units.
CONCLUSION
1, The Model 5000-S pl l Monitor and Control System is an effective system for the pH balancing► of
sedimentation basins which are used to collect stormwater runolTand rinse water, commonly found
at Rcd-mix concrete pianty.
2. During the test program an average pH or8.54 units was measured in the subject sedimentation
basin with a range of 7.95 to 9.34 measured,
3. Sludge levels existing within the rectangular sedimentation ranged from 6.0 inches to 2.0 feet. Pff
values after pH stabilization at the sludge/supernate interfltcu were approximately 12,0 units
(�, 4. For this test program, approximately 180 mg/f ofsulfatea were added to the scdimcntaiion begin as
a result of pH adjustment with 25% sulfuric acid_
5. The 5000-S pH Monitor and Control System is Fully automated and provides a pH :adjusted waste
water which could effectively he reused within the Rcdi-mix concrete industry.

16
FORTRANS pH CONTROL SYSTEMS
FORTRANS pH CONTROL SYSTEMS are
completely aulomatle. They continually monitor/test
the pH of the inituent water and compares It to the
pH setting of the control unit. If a change in pH is
detected. the controller activates the solenoid valve
for the CO2. The pH adjustment chemical is then fed
to the return side of the circulation pump until the
pH is again at the proper level set at the controller.
The unit will continuously circulate the water until a
change in pH is detected and the treatment cycle
begins once again. The unit also features a digital
PH meter connected to a probe In the sample cell
to ensure unit Is functioning property and that the
correct pH level Is maintalned.
The pH CONTROL SYSTEMS are designed to
treat and maintain a specified pH level in a body of
water usually 100,000 gallons or less to allow the
permitted discharge of treated water to the
environment. Permits must be obtained from the
local governing agency to allow any discharge to the
environment. Treated water may be Used for wetting
of rock and/or dust control to aid compliance with
stormwater run off regulations. Treated water may
also be used in water recycling systems.
These systems offers precise monitoring and
control of the pH in settling basins, lagoons and
other outfall containment devices.
,The pH CONTROL SYSTEMS will treat up to
57 gallons per minute - max 20' head pressure.
Unique water circulation design eliminates the need
for separato neutralization tank.
•1.5" quick connect fittings on inlet and return
for easy hook-up, The standard unit Is equipped with
2-30'sections of f .5" flexible hose with quick connect
fittings. Inlet and outlet fittings at the basin or lagoon
Are per our specifications.
-Unit is shipped completely assembled. The
chCmlcal controller is preprogrammed to maintain a
pH of 7.5. Just attach hoses and PVC fittings.
-1 year warranty on all component parts
and housing.
Fortrans...,.
FORTRANS, INC. 7400 C.Slernerts Rd. • Wendell N.G. 27b91
1.9$8.36S.8760 - 1,919,624.0832
IntoOfortrans.blx - www.fortrnnis.biz
The Model 5000-S pH Control System is a salf-
contained pH monitor and control system housed In
a weatherproof facility with lockable doors and
adequate space to house the instrumentation and
circulation pump. The system is configured for carbon
dioxide gas operation -
The Model 5000-SK Skid Mounted pH Control
System contains all of the instrumentation and
components of the regular Model 5000-S System
and is snipped on a 44"x47' plastic skid with a durable
solid plastic surface. The Control Panel is provided
loose with all components €nstaJled and is designed
to be attached to an interior wall of the control
building. The tubing to the sample cell and from the
CO2 solenoid valve to the Sparger stone reed
assembly must be €nserted after receipt of the unit.
The system features a 115V-30Amp Breaker Box
and two GFCI receptacles. The system is shipped
with a CO2 food system.

FORTRANS pH CONTROL SYSTEMS - MODEL 5000-5 & 5000-SK
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Fortrans...
. 1)00Q Original Honry Rd.. P.O. 13ox 760 - Hrjnry, VA. 24102 A77.387.8509 - www.tortrans.blx
• 1
Model 5000 S & SK pH Control Systems
INSTALLATION NOTES
1 _ Connect W hose to nose fitting on the white CO2 injector and the other end
of the hose to the hose fitting on the check valve at the solenoid valve.
Push hose ends all the way into the Whose fittings. (SK Model only)
Note: The CO2 injector is shipped in an upside down position on skid mounted
systems. Turn it to an upright position and tighten union connection. (SK Model)
3. Connect hose fitting on retum line to the Hose fitting marked "inlet" on the
sample cell with the 'W hose, (SK Model)
4, Connect hose fitting on the Intake or suction line to the hose fitting marked
''outlet" on sample cell. (SIC Model)
5. insert pH probB Into probe fitting and tighten. Do not let probe dry. if necessary
add water to sample cell through tho probe holder and reinsert pH probe_
6. pH probe has been calibrated at the factory. It should be re -calibrated every
week. See operations manual for calibration instructions.
7. Catalog # 2866-t_ ph 4.01 buffer and catalog It 2881-L ph 7 buffer agent are
included, These materials may be re -ordered from Fortrans Inc.
S. It may be necessary to Install a'/" PVC ball valve on intake tine in order to fill
l line with water to help prime the pump. See drawing in operation manual for
. placement of the ball valve.
9. Use PVC Cleaner and PVC Cement to install intake and outlet fitting through
the back of the housing.
10, Plug the pH Controller into the 1000 joule surge sup pro ssor-
11. Ground pump to copper grounding rod.
12. Position outlet In basin so that the water flows parallel to surface of water.
This will create a circular flow In the basin. See drawing for more detail.
13. Install warning light and plug into outlet on right side of controller.
14. Tighten ail union connections before operating.
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Practice Stnlidards and Specificafloits
Definition A small, temporary ponding basin formed by an embankment or excavation
to capture sediment.
PurpoSe To detain sediment laden nrneff and trap the sediment to protect receiving
streams, lakes, drainage systems, and protect adjacent property.
Conditions Where Specific criteria for installation of temporary sedimenatrop are as follows:
Practice Applies • At the outlets of diversions, channels, slope drains, or other runoff
conveyances that discharge sediment -laden water.
• Below areas that are draining 5 acres or less.
• Where access can be mnintained for sediment removal and proper
disposal.
• In the approach to a stormwater inlet located below a distntbed area as
part of an inlet protection system.
• Structure life limited to 2 years.
A temporary sediment trap should not be located in in intermittent or
Perennial stream.
Planning Select locations for sediment traps during site evaluation. Mote naturai
Considerations drainage divides and select trap sites so that runoff from potential sediment•
producing areas can easily be diverted into the traps. Ensure the drainage
areas for each trap does not excccd 5 acres. Install temporary sediment traps
before land disturbing takes place within the drainage area.
Make traps readily accessible for periodic sediment removal and other
necessary maintenance. Plan locations for sediment disposal as part of trap
site selection. Clearly designate all disposal areas on the plans.
In preparing plans for sediment traps, it is important to consider provisions to
}protect the embanlauent from failure from storm runoff that exceeds the design
capacity. Locate bypass outlets so that flow will not damage the embankment.
Direct emergency bypasses to undisturbed natural, stable areas. tfa bypass is
not possible and failure would have severe consequences, consider alternative
Sites.
Sediment trapping is achieved primarily by settling within a pool formed by
an embankment. The sediment pool may also be formed by excavation, or by
a combination of excavation and embankment, Sediment -trapping efficiency
is a function of surface area and inflow rate (Practice 6.61, Sediment Basin),
Therefore, maximize the surface area in the design. Because porous babes
improve flow distribution across the basin, high length to width ratios are not
necessary to reduce short circuiting and to optimize efficiency.
Because .well planned scilLnent traps are key measures to preventing off -
site sedimentation, they should be installed in the first stages of project
development.
Rev. M 6.60.1
_ta

i Tempgary Sediment 7Ya
a
D@5lgl1 Cflfl3l-!a �-�-
Se
Primary Spillway: Stone Spillway
Maximum Drainage Area: 5 acres
Minimum Volume: 3600 cubic feet per acre of disturbed area
Minimum Surface Area: 435 square feet per cfs of Q10 peak inflow
Minimum UW Ratio: 2:1
Minimum Depth: 3.5 feet, 1.5 feet excavated below grade
Maximum Height: Weir elevation 3.5 feet above grade
Deivatering Mechanism: Stone Spillway
Minimum DewaleringTime. NIA
Baffles Required: 3
Storage capacity --Provide a minimum volume of 3600 ft'lacre of distrurbed
area draining into the basin. Required storage volume may also be determined
by modeling the soil loss with the Revised Universal Soil loss Equation or
other acceptable methods. Measure volume to the crest elevation of the stone
spillway outlet,
Trap cleanout—Remove sWiment front tho trap, and restore the capactty
to original trap dimensions when sediment has accumulated to one-half the
design depth.
Trap etticieney---The following design elements must be provided for
adequate trapping efficiency:
Provide a surface area of 0.01 acres (435 square feet) per cfs based on the
10-year storm;
• Convey runoff into the basin through stable diversions or temporary slope
drains;
Locate sediment inflow to the basin away from the dam to prevent short
circuits from inlets to the outlet;
• Provide porous baffles (Practice 6.65, Porous Baffles);
• Excavate 1.5 feet of the depth of the basin below grade, and provide
miniimun storage depth of2.feet above grade.
Embankment Ensure that embankments for temporary sediment traps do
not exceed 5 feet in height. Measure from the center line of the original ground
surface to the top of the embankment. Keep the crest of the spillway outlet
a minimum of 1.5 feet below the settled top of the embankment. Freeboard
may be added to the embankment height to ailmv flow through a designated
bypass location. Construct embankments with a minimum top width of feet
and side slopes of 2.1 or batter. Machine compact embankments.
Excavation —Where sediment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Outlet sect lotz-Construct the sediment trap outlet using a stone section of
the embankment located at the. low point in the basin. The stone section serves
two purposes: (1) the top section serves as a Iron -erosive spillway outlet for
flood flows; and (2) the bottom section provides a means of dewatering the
basin behveen runoff events.
Ston a size- Construct the outlet using well -graded stones with a ds, size of 9
inches (Class 3 erosion control stone is recornmended,) and a maximum stone
6.60.2 Rm 6106

Practice Standards amd Specicatiotis
size of 14 inches. The entire upstream face of the rock structure should be
covered with fine gravel (NCDOT #57 or #5 wash stone) a minijnum of 1 foot
thick to reduce the drainage rate.
Side slopes --Keep the side slopes of the spillway section at 2:1 or flatter.
To protect the embankment, keep the sides of the spillway at feast 21 inches
thick.
Depth The basin should be excavated 1.5 feet Wow grade.
Stone spillway height —"The sediment storage depth should be a minimum of
2 feet and a maximum of 3.5 feet above grade.
Protection from pipng—Place filter cloth on the foundation below the riprap
to prevent piping. An alternative would be to excavate a kcyivay trench across
the rlprap foundation and up the sides to the height of the dam,
Weir length and depth —Keep the spillway weir at least 4 feet long and sized
to pass the peak discharge of the 10-year storm {Figure 6.60a). A maximum
flow depth of six inches, a minimurn freeboard of I foot, and maximum side
slopes of 2:1 are recommended. Weir length may be selected from Table 6.60a
shown for most site locations in North Carolina.
Cross -Section 1r ANDO#e '5' f
.----------
3600 cu ft/acre
Design settled
_ri� p
----_L-----------
V
Plan View
filter . 3'
fabric rnim
filter.
fabric
Figure 6.60a Plan view and cross-section view of a temporary sediment trap.
Overtl6'for
settlement
[Natural
Ground
Emergency by-
pass 6' below
settled tap of
dam
Rev. 6M6 6.60.3

l
6.60.4
rc
Table 6,60a
Design of Spillways
Drainage Area Weir Length'
(acres) (ft)
1 4.0
2 6.0
3 8.0
4 10.0
5 12.0
' Dimensions shown are minimum.
Construction i. Clear,grub, and strip the area under the embankmentofall vegetation and
Specifications root mat. Remove all surface soil containing high amounts of organic matter,
and stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal area.
2. Ensure that fill material for the embankment is free of roots, ,woody
vegetation, organic matter, and other objectionable material. Place the fill in
lifts not to exceed 9 inches, and machine compact it. Over fill the embankment
6 inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection
between the riprap and the soil from piping by using filter fabric or a keyway
cutoff trench behveen the riprap stricture and soil.
• Place the filter fabric between the riprap and the soil. Extend the fabric
across the spillway foundation and sides to the top of the darn; or
• Excavate a keyway trench along the center fine of the spillway foundation
extending up the sides to the height of the darn. The trench should be at
least 2 feet deep and 2 feet wide with 1:1 side slopes.
4. Clear the pond area below the elevation of the crest of the spillway to
facilitate sedimeat cleanout.
5. All cut and fill slopes should be 2:1 cr flatter.
6. Ensure that the stone (drainage) section of the embankment has a
minimum bottom width of 3 feet and maximum side slopes of 1:1 that extend
to the bottom of the spillway section.
7. Construct the minimum finished stone spillway bottom width, as shown
on the plans, with 21.1 side slopes extending to the top of the over filled
embaD msent. Keep the thickness of the, sides of the spillway outlet structure
at a minimum of 21 inches, The weir must be level and coastructed to
grade to assure design capacity.
S. Matuiai used in the stone section should be a well -graded mixture of stone
with a d, size of 9 inches (class 13 erosion control stone is recommended) and
a maximun► stone size of 14 inches. The stone may be machine placed and the
smaller stunts worked into the voids of the larger stones. The stone should be
hard, angular, and highly weather -resistant.
9. Discharge inlet water into the basin in a manner to prevent erosion, Use
temporary slope drains or diversions with outlet protection to divert sediment -
laden water to the upper end of the pool area to improve basin trap efficiency
(References: Runoff Control Aleasures and Outlet Protection).
Rev, 6106

r Practice Standards and Specifications
10, Ensure that the stone spillway outlet section extends downstream past the
toe of the embatkment until stable conditions are reached and outlet velocity
is acceptable for the receiving strearn. Keep the edges of the stone outlet
section flush with the surrounding ground, and shape the center to confine the
outflow stream (References. Outlet Proteaiiom).
11. Direct emergency bypass to natural, stable areas. Locate bypass outlets
so that flow will not damage the embankment.
12. Stabilize the embankment and all disturbed areas above the sediment pool
and downstream from the trap immediately after construction (References:
Surface Stabilization).
13. Show the distance from the top of the spillway to the sediment cleanout
level (1/2 the design depth) on the plans and mark it in the field.
14, Install porous bafiliea as specified in Practice 6.65, Porous Raffles,
Maintenance inspect temporary sediment traps at least weekly and after each sippaificant (%
inch or greater) rainfall event and repair immediately. Remove sediment, and
restore the trap to its original dimensions when the sediment has acciunulated
to one-half the design depth of the trap. Place the sediment that is removed in
the designated disposal area, and replace the part of the gravel facing that is
impaired by sediment.
Check the stricture for damage from erosion or piping. Periodically check the
l� depth of the spillway to ensure it is a minimum of 1.5 feet below the low point
of the -embankment: immediately fill any settlement of the embankment to
slightly above design grade. Any riprap displaced from the spillway must
be replaced immediately.
After all sediment -producing areas have been permancntly stabilized, remove
the structure and all unstable sediment. Smooth the area to blend with the
adjoining areas, and stabilize property (References: Srface Stabilization).
References Drrtlel Proteclion
6.41, Outlet Stabilization Structure
Runoff Control Measrmes
6.20, Temporary Divensions
6.21, Permanent Diversions
6,22, Diversion Dike (Perimeter Protection)
6.21, Right-of-way Diversion (Water Bars)
Stnface Stabflfrafi`on
6.10, Temporary Seeding
6.11, Permanent Seeding
6.15, P iprap
Sediment Traps and Barriers
6.61, Sednnent Basins
6.64, Skimvaer Basins
6.65, Porous Babes
North Carolina Deprntment of Trmrsporfatfon
Standard Specifications for Roads and Structures
t
rtev 6106
6.60.5

0
PROJECT: U-2524
WESCRIPTION: Greensboro Western Urban Loop Project
SUBJECT / TASK; Calculate Stormwater Runoff from Concrete Plant Site & Design Treatment System
CALCULATED BY: RML
DATE: 7/20/2015
•
uniective:
Lane Construction has proposed to construct and operate a temporary portable concrete
batch plant to facilitate the construction of the above referenced project. Given the provided
layout for this plant site, it is necessary to design and size a stormwater management system.
As detailed on the plan sheet, this system will utilize diversions to channel runoff and
sediment basins to contain & treat that runoff.
iLai;cuiate time oT c.oncenTration it,)
L = 575 Ft.
H = 18 Ft.
t' = 4.0 Minutes
t, (min) = 5.0 Minutes
Calculate Peak Flow Rate ( Q)
Impervious Plant Yard & Driveways
C = 0.9
i = 6.8 in/hr
A = 3.2 AC
Q IMP = 19.584 CFS
Pervious Surrounding Grassed Areas
C =
0.5
i =
6.8 in/hr
A =
0 AC
Q Pet
0 CFS
Q30Total =
19.584 CFS
r� = [UIH)-'---1128 (Malcom
Hydraulic length of watershed
Elevation change along length
Minimum t. = 5 minutes
Use Minimum tc:
Q =CiA
*Rational Coefficient - 8.03b NCDOT NCDOT Erosion and
Sediment Control Planning and Design Manual
*Rainfall Intensity - Table 8.03c NCDOT Erosion and Sediment Control Planning
and Design Manual Greensboro 10yr, 5-Minute Storm
Drainage Area, Impervious
*Rational Coefficient - 8.03b NCDOT NCDOT Erosion and
*Rainfall Intensity - Table 8.03c NCDOT Erosion and Sediment Control Planning
and Design Manual Greensboro 10yr, 5-Minute Storm
Drainage Area, Pervious
Drainage Area = 3.2 AC Select Skimmer Basin
*(NCDOT BMP Selection & Design Criteria Chart)
Page 1 of 5

•
•
caicuiate basin uesign minimums
Storage Volume =
1800 CF/AC *NCDOT Guidelines
Min. Capacity =
5760 CIF
Surface Area =
32SQ10 SF *NCDOT Guidelines
Min. Surface Area =
6364.8 SF
lected BMP Basin
Top Dimensions * Bottom Dimensions
Length: 140 Ft Length: 128
Width: 46 Ft Width: 34
Depth: 3 Ft (At Weir) " Skimmer Requires Minimum 3:1 L:W Ratio
Side Slopes: 2 :1 (H:V)
SURFACE AREA = 6440 SF Basin Size is: Good
RETENTION VOLUME = 16116 Basin Volume is: Good
TER BASIN
Depth to Dewater 2 FT
Volume to Dewater: 10,744 CF
Basin to Dewater in: 3 Days * NCDOT Guidelines
Outflow = 3581.333 CF/Day
'SKIMMER
Skimmer Size = 2.5 inch * Faircloth Skimmer Selection Chart
H = 0.208
RIFICE
D = 1.84 Inch D = SQRT{Q/(2310SQRT(H)))
R = 0.92 Inch
'BARREL SIZE
Qbarrel = 18.60 GPM
4" Barrel will Suffice * Figure C-1 (NCDOT Manual)
Page 2 of 5

0
0
EMERGENCY SPILLWAY
Spillway Width
Confirm Suitability with
Weir Equation_
38 Ft * NCDOT Method (Basin Width - 81)
22.16 FT GOOD
COMPLETED STORMWATER BASIN DESIGN
Basin Size:
Basin Drainage Area:
Skimmer Size:
Orifice Radius:
Outflow Barrel:
Spillway Width:
140Ft x 46Ft x 3Ft
3.2 AC
2.5 IN
0.92 IN
4 IN
38 FT
N CA
Oti
1 �
a SEAS- =
33151
M.'t.
7 riolV I S
Page 3 of 5

•
►`J
CONFIRM RETENTION TIME FOR SETTLING PURPOSES
This skimmer basin is designed for the 10 Year - 5 Minute Storm. Any storm Intensity beyond
this design event could overwhelm the system. However, such inflow would still be treated by
this basin. All storm water will be channeled into the basin and be forced to flow its entire
length. Water escaping the system via the emergency spillway will be free of any large
suspended particles, and depending upon time spent in the basin the majority of the suspended
fines should also settle.
For suitability purposes only the smallest particles from each of the Drainage Areas will be
analyzed. From the plant yard it is anticipated that "Very Fine" sands lost from the aggregate
stockpiles would be the smallest suspended particles introduced into the stormwater basin.
Then, from the grassed field the smallest particles would be expected to be silts & clays eroded
from any exposed surfaces.
Smallest Particles Suspended in Storm Water
i ��` '"��.vr
�' 5inallesti,°� Avg <Rar'ticle'Diameter; Avg. P..,articIe'Diame te
.- �
� ,•.•..:.-- .� '-�
Particle : r ��
(1lificrons)
Plant Yard
"very Fine Sandi
50
1.64E-04
"Silts"
30
9.84E-05
Grass Field
'Avg. to Lg. Clays"
2
6,56E-06
JULLI111g I1111V t.d1LUid LIVIIW
Very Fine Sand :
5.04E-03
ft/sec
V=gd2(p1-p2)/18µ *
Silts :
1.09E-03
ft/sec
' Used a Typical Density for each type of
Avg. to Large Clays :
4.84E-06
ft/sec
particle
t"ectiveness oT
Settling Time Achieved by Basin: 3 Days
Depth of Basin 2 Ft *
Percentage of "Fine Sands" Settled Out:
Percentage of Silts Settled Out:
Percentage of Avg. to Large Clays Settled Out
* Skimmer Designed to Dewater
top 2' in 3 Days
100.00 %
100.00
62.75 %
Page 4 of 5

Conclusions
This system is adequate to suspend any particles lost from the plant yard itself. However,
there could be some particles from the Grass Field that may not be able to adequately settle out
prior to being released from the system. Since Clays are so small they require extremely
long retention times in order to completely settle, which are not feasible to reach during storm
events.
The only way to ensure that the amount of suspended clays flowing out of the system is within
a tolerable level is to prevent their introduction to the system. It is recommended that ground
cover is provided anywhere there are exposed & erodible soils. It is also beneficial to slow all
flowing water with rock check dams so that erosion does not occur in ditchlines.
The combination of this Skimmer Basin and the BMP`s discussed above will produce an effective
stormwater treatment system.
0
0
Page 5 of 5

PROJECT: U-2524
�DESCRIPTiON: Greensboro Western Urban Loop
SUBJECT / TASK: Calculate "Wash Water" Volume from Concrete Plant Operations & Design Treatment System
CALCULATED BY: RML
DATE: 7/20/2015
e
•
uniective:
Lane Construction has proposed to construct and operate a temporary portable concrete
batch plant to facilitate the construction of the above referenced project. Given the provided
technical information regarding concrete plant operations, specific to this plant and project,
the volume of "Wash Water" needs to be calculated and a treatment system needs to be
designed.
Wash Water:
There are two sources of "Wash Water." The first being the water used to wash out the beds
of the wet batch hauling concrete dump trucks after each load. This operation is completed
by spraying the truck bed with a fire hose. The wash water then flows from the truck bed into
the washout pit. Once the washout pit fills, washwater will be skimmed from the surface with a
pump and reused to spray out truck beds. (This is done as a water conservation effort.)
The second source of wash water is the water that is used to clean the plant's mixing drum upon
completion of each shift and as needed throughout the shift. This operation is completed by
spraying the drum, letting it, mix then dumping the wash water into a loader bucket for
transport to the washout pit.
TRUCK CLEANING WASH WATER
Estimated Maximum Concrete
Production per Day:
Average Load Size:
Number of Loads:
Time Spent Cleaning Truck Bed per Load:
Typical Fire hose flow Rate for this
plant setup:
Total Wash Water Needed Per Shift:
Fresh Wash Water Introduced to System:
Wash Water "Recycled" from Wash Pit:
2000 CY *
10 CY
200 EA
70 Seconds*
100
GPM *
23,333
Gallons
17,500
Gallons * ( 75% Fresh Water j
5,833
Gallons * ( 25% Recycled Water)
Truck Cleaning Wash Water 2,339 ft3
Introduced to System per Day:
DRUM CLEANING WASH WATER
Estimated Cleaning Cycles per Shift: 3 EA
Amount of Water Used per Cycle: 350 Gal
Total Wash Water Produced: 1,050 Gallons
Drum Cleaning Wash Water 140 ft3
Introduced to System per Day:
TOTAL WASH WATER INTRDUCED per Day: 2,480 ft3
( * Denotes Information Provided by Lane Construction, based on project projections and past measurements),
Page 1 of 8

0
•
Laiculate composition wasn water
Estimate Amount of Waste Concrete
Volume of Waste Concrete Washed
out of Haul Trucks (Per Each): 100
Volume of Waste Concrete Washed 125
out of Mixing Drum (Per Each):
-- - ---Total Waste Concrete Dumped-- 20,375-
into Washout Pit per Day:
Typical Mix Design for this Plant Setup:
Cement: 14%
Fine Agg: 29%
Course Agg: 49%
Water: 8%
Amounts of Waste Materials introduced into Wash Water
Cement 2,771 Lbs.
Fine Agg: 5,909 Lbs.
Course Agg: 9,984 Lbs.
Water: 1711.5 Lbs. -
Lbs. * * Provided by Lane Construction, based
upon past measurements and recent
Lbs. ' experience in North Carolina.
Lbs. -
* Provided by Lane Construction,
based upon recent History in North
Carolina.
205 Gal
Page 2of8

•
•
E
Setup ana oetan of i reatment
The Wash Water will contain waste concrete and as such there will be Suspended Solids.
Concrete is a mixture of Course Aggregate (Stone), Fine Aggregate (Sand), Cement
and Water. The aggregates will settle out of the wash water almost instantly and be
deposited at the base of the system. However, the cement will require a much greater
settling time due to its average particle size being quite small. It is this cement particle that
this water treatment system is designed for.
As detailed on the plan sheet, this system will employ three basins which will work in series.
The first basin is the "Washout Pit" which is where all the aggregates will settle out of the
wash water, leaving only the cement particles to flow into basin 2 which is the "Settling Basin."
The "Settling Basin" is where the fine particles (Cement) will settle out of suspension. As
designed, this basin is to have a 4:1 Length to Width Ratio in order to maximize the amount
of time required for wash water to flow through the basin. Being that the settling time in this
basin is so imperative, baffles are also to be installed to ensure that "Short Circuiting" is not
possible. (Four Baffies are to be installed dividing this basin into Five equal size chambers.)
From the "Settling Basin" the wash water will move into basin 3 which is the "PH Reduction"
basin. Since cement is very alkaline (pH 12-13) it is necessary to monitor and control the wash
water prior to it's release from this system. A "Fortran" system will be setup at basin 3 which
will ensure that pH levels are acceptable prior to release. (Please see the manufacturers
specifications, which are included in the Appendix, for details and performance expectations)
Upon release from the "pH Reduction" basin wash water will then disperse and flow across
approximately 200' of undisturbed grass field prior to reaching its receiving water, which is an
unnamed tributary of the Cape Fear River Basin.
it is also noteworthy that each basin will be connected by a "Rock Sediment Dam." These BMP
structures employ wide weir's which allow for a thin layer of surface water to slowly move
between each basin. The main purpose of a sediment dam is to "skim" the surface water
(cleanest water) from the upstream basin and allow it move on to the next basin in the series.
This "skimming" characteristic is essential for the proper operation of this system. It
essentially works to trap the smallest particles (cement) that are suspended in the wash water.
These tiny cement particles range in size with its smallest particle being only 1 Micron in
diameter. The retention time required to completely settle out a 1 Micron particle is
extremely difficult to provide. However, creating a system that traps these minute particles is
much more feasible. This system is designed to trap suspended particles in each basin, the
smallest of which will be trapped and eventually settled out in basin 2, the "Settling Basin."
Page 3 of 8

17J
•
•
BASIN 1 - "WASHOUT PIT"
Select Treatment Device (BMP Device)
TRSD - Type B
Size Selected BMP Basin
Top Dimensions
Length: 40 Ft
Width: 20 Ft
Depth: 3 Ft
(At Weir)
Side Slopes: 1.5 :1
(H:V)
SURFACE AREA =
800 SF
RETENTION VOLUME =
1671 CF
WEIR LENGTH =
10 Ft
BASIN 2 - "SETTLING BASIN"
Select Treatment Device (BMP Device)
*NCDOT BMP Selection & Design Criteria Chart
Best Fit for Application - (Settle Aggregates)
Bottom Dimensions
Length: 31
Width: 11
Basin Size is: Good
Basin Volume is: Good
*NCDOT BMP Selection & Design Criteria Chart
TRSD - Type B Best Fit for Application - (Sized Large to provide extended retention time to
facilitate settling of Small Particles)
Size Selected BMP Basin
Top Dimensions
Length: 200 Ft
Width: 50 Ft
Depth: 3 Ft
(At Weir)
Side Slopes: 1 :1
(H:V)
SURFACE AREA =
10000 SF
RETENTION VOLUME =
27786 CF
WEIR LENGTH =
10 Ft
BASIN 3 - "PH REDUCTION BASIN"
Select Treatment Device (BMP Device)
TRSD - Type B
Size Selected BMP Basin
Top Dimensions
Length: 50 Ft
Width: 25 Ft
Depth: 3 Ft
(At Weir)
Side Slopes: 2 :1
(H:V)
SURFACE AREA =
1250 SF
RETENTION VOLUME =
2544 CF
WEIR LENGTH =
10 Ft
Bottom Dimensions
Length: 194
Width: 44
Basin Size is: Good
Basin Volume is: Good
*NCDOT BMP Selection & Design Criteria Chart
Best Fit for Application - (Provide Surface Area)
Bottom Dimensions
Length: 38
Width: 13
Basin Size is: Good
Basin Volume is: Good
Page 4 of 8

9
•
0
Retention Time Provided by System
Basin One
Capacity Offered:
1671 CF
Volume of Wash Water:
2,480 CF/DAY
Retention Time:
0.67 DAY
Basin Two
Capacity Offered:
27786 CF
Volume of Wash Water:
2,480 CF/DAY
Retention Time:
11.21 DAY
Basin Three
Capacity Offered:
2544 CF
Volume of Wash Water:
2,480 CF/DAY
Retention Time:
1.03 DAY
TOTAL:
12.90 DAY
Ketention i ime Kequirea to betne the Average cement rarticie
Particle Settling Velocity
Average Diameter of Cement Particle:
1 micron:
Average Diameter of Cement Particle:
Density of Cement:
Density of Water:
Viscosity of Water:
Gravity:
Settling Velocity for Average
Cement Particle:
Depth of Settling Basin:
Settling Time for Avg. Cement Particle:
0.15 Days <
V=gd,(p1-p2)/18µ
15 microns
3.28E-06 Ft
4,92E-05 Ft
94 1 b/ft3
62.4 lb/ft3
5.98E-04 if/ft-sec
32.2 ft/sec2
2.29E-04 ft/sec
3 Ft
13,106 Sec . = 3.64 Hours 0.15 Days
0.67 Days
Therefore:
The average Cement Particle will settle out of the wash water in the "Washout Pit."
This will leave only the smallest of particles to analyze in the "Settling Basin."
Page 5 of 8

•
•
Analyze Settlement of Particles too Fine to Completely Settle Out
Realistically most of the suspended cement particles have settled out in the Washout Pit.
Then, an additional amount of suspended cement settled out at the Rock Sediment Dam.
However, for an increased factor of safety the analysis of basin 2 is to be performed with the
assumption that all suspended cement has passed from basin 1 into basin 2.
Cement Grain Size Distribution Analysis
N 151
Diameter
(microns]
Size
distribution
<
Amount in
System
(Lbs.)
Diameter (Ft)
Settling Velocity
(Ft/Sect
Time to Settle
to Bottom of
Basin (Days)
1
4.7
4.7
130.24
3.28E-06
1.02E-06
34.13
1.5
2.6
7.3
72.05
4.92E-06
2.29E-06
15.17
2
4.8
12.1
133.01
6.56E-06
4.07E-06
8.53
2.5
2.8
14.9
77.59
8.20E-06
6.36E-06
5.46
3
2.8
17.7
77.59
9.84E-06
9.16E-06
3.79
4
4.6
22.3
127.47
1.31E-05
1.63E-05
2.13
6
7.6
29.9
210.60
1.97E-05
3.66E-05
0.95
8
6
35.9
166.26
2.62E-05
6.51E-05
0.53
12
10.5
46.4
290.96
3.94E-05
1.46E-04
0.24
16
8.2
54.6
227.22
5.25E-05
2.60E-04
0.13
24
13.8
68.4
382.40
7.87E-05
5.86E-04
0.06
32
10.3
78.7
285.41
1.05E-04
1.04E-03
0.03
48
12A
91.1
343.60
1.57E-04
2.34E-03
0.01
64
5.2
96.3
144.09
2.10E-04
4,17E-03
0.01
96
2.8
99.1
77.59
3.15E-04
9.38E-03
0.00
128
0.4
99.5
11.08
4.20E-04
1.67E-02
0.00
>128
0.5
100
13.86
Total Settling Time Provided by Basin 2: 11.21 Days * Calculated Previously
Therefore:
1.5 Micron sized particles are the largest that might not completely settle out.
These particles will need to be "Trapped" to prevent them from moving on.
Settling Required to Ettectively "Trap" Suspended Particles
Depth of Basin (At outlet Weir): 3 Ft Length of Basin: 200 Ft
Assuming that flow is spread equally across width of basin (Baffles should ensure this) settling
time of suspended particles will have a linear correlation to Basin Length. For an added
factor of safety assume that all suspended particles need to have settled at least one third of the
total weir depth to be considered effectively "trapped."
Settled depth of Smallest "Trapped" Particle (1 Micron) at Weir: 1 Ft
Retention time required to settle a 1 Micron particle to this depth: 11.38 Days
Page 6 of 8

•
•
•
Calculate Amount of Suspended Cement Settled and Trapped in Settling Basin
Diameter
(microns)
Amount of
Suspended
Cement
Introduced to
System (Lbs.)
%of
Settling
Time
Achieved by
Basin
Amount of
Suspended
Cement Settled
to Bottom
(Lbs.)
% of Trapping
Time Achieved
by Basin
Amount of
Suspended
Cement
Trapped In
Basin (Lbs.)
1
130.24
32.83%
42.76
98.49%
85.51
1.5
72.05
73.87%
53.22
100.00%
18.83
2
133.01
100.00%
133.01
100,00%
0.00
2.5
77.59
100.00%
77.59
100.00%
0.00
3
77.59
100.00%
77.59
100.00%
0.00
4
127.47
100.00%
127.47
100,00%
0.00
6
210.60
100.00%
210.60
100.00%
0.00
8
166.26
100.00%
166.26
100.00%
0.00
12
290.96
I00.00%
290.96
100.00%
0.00
16
227.22
100,00%
227.22
100.00%
0.00
24
382.40
100.00%
382.40
100.00%
0.00
32
285.41
100.00%
285.41
100.00%
0.00
48
343.60
100.00%
343.60
100.00%
0.00
64
144.09
100.00%
144.09
100.00%
0.00
96
77.59
100.00%
77.59
100.00%
0.00
128
11.08
100.00%
11.08
100.00%
0.00
>128
13.86
100,00%
13.86
100.00%
0.00
Amount of
Suspended
Cement Passing
out of Settling
Basin (Lbs.)
1.97
0.00
0.00
0.00
0.00
0.00
0.00
_
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
_
0.00
0.00
2771.00 2664.69 104.34
1.97
Calculate Amount of Suspended Cement Settled in Basin 3
Amount of
%
of
of
Amount of
Amount of
Page 7 of 8

•
u
eaicuiate maximum oa!IV T55 t_eveis in outtiowme wash water
Total Suspended Cement Discharged from System:
Water Discharged from System
Amount of Suspended Cement in Qutflowing Wash Water:
1 mg/L =
Daily TSS
Maximum Allowable per NCDENR Regulations
SYSTEM IS
1.97 Lbs.
18,755 Gal
1.05E-04 lbs./Ga I
8.35E-06 Lbs./Gal
12.56 mg/L
30 mg/L \�.�� '(\A CAR,o(��''�;
O�O�*�ssi0
ti
Acceptable _ 1:4 9�
SEAL
r-4
Notes: �'vGINE��'�
rM.�L` 1 `i\o
This System is Designed to effectively treat the wash water for a concrete plant
running at Daily Production Rate of 2,000 CY. The outflowing wash water from this
plant setup will be in conformance with the NCDENR allowable limits for pH, TSS & SS. D�
This is a temporary concrete plant setup which exists only to service an NCDQT
project. As such, the production rate of 2000 CY/Day will only be achieved a limited
number of times during its lifespan (Less than 2 yrs.). It should be expected that this
system of containment basins will be dry for approximately 70% of their existence.
During these dry periods there will be no outflowing wash water at all.
(Zero TSS, SS, and no pH to Consider)
The Fortran System will be installed to treat the outflowing wash water which will
develop during high production intervals. Since these high production intervals are
anticipated to be infrequent the "pH reduction" basin will be dry for the majority of its
existence. During times where the "pH Reduction" basin is dry, the installed Fortran
System will be inactive.
The wash out basin shall be inspected daily during high production intervals and be
cleaned as necessary. It is important that aggregates and settled fines do not impair
the effectiveness of the Rock Sediment Dam leading into the Settling Basin.
Accumulated aggregates and settled fines shall be properly removed and disposed of
by the Lane.
The settling basin shall be inspected regularly and maintained as necessary. It is
important to ensure that the installed baffles are functioning properly (spreading flow
across width of basin). Replace/Repair any deficient baffles as necessary. Settled
fines are to be removed by Lane as frequently as possible (When dry) to reduce
the risk of their re -introduction into system. At a minimum, settled fines are to be
removed when any basin chamber is 20% full.
Page 8 of 8

•
PROJECT: U-2524
DESCRIPTION: Greensboro Western Urban Loop Project
SUBJECT / TASK: Calculate Stormwater Runoff from Concrete Plant Site & Design Treatment System
CALCULATED BY: RML
DATE: 7/20/2015
Ubjective:
Lane Construction has proposed to construct and operate a temporary portable concrete
batch plant to facilitate the construction of the above referenced project. Given the provided
layout for this plant site, it is necessary to design and size a stormwater management system.
As detailed on the plan sheet, this system will utilize diversions to channel runoff and
sediment basins to contain & treat that runoff.
Calculate Time of Concentration ( t, ) tr = [La/H]a.3as/128 (Malcom)
L = 575 Ft. Hydraulic length of watershed
H = 18 Ft. Elevation change along length
tE = 4.0 Minutes Minimum tc = 5 minutes
tc (min) = 5.0 Minutes Use Minimum tc:
Calculate Peak Flow Kate I Q
Impervious Plant Yard & Driveways
Q =CIA
*Rational Coefficient - 8.03b NCDOT NCDOT Erosion and
C = 0.9
Sediment Control Planning and Design Manual
'Rainfall Intensity -Table 8,03c NCDOT Erosion and Sediment Control Planning
I = 5.8 In/hr and Design Manual Greensboro 10yr, 5-Minute Storm
A = 3.2 AC Drainage Area, Impervious
Q imp = 19.584 CFS
Pervious Surrounding Grassed Areas
C = 0.5 *Rational Coefficient - 8.03b NCDOT NCDOT Erosion and
*Rainfall Intensity -Table 8.03c NCDOT Erosion and Sediment Control Planning
i = 6.8 in/hr and Design Manual Greensboro 10yr, 5-Minute Storm
A = 0 AC Drainage Area, Pervious
Q Per= 0 CFS
Qio Total = 19.584 CFS
Drainage Area = 3.2 AC Select Skimmer Basin
*(NCDOT BMP Selection & Design Criteria Chart)
Page 1 of 5

7
40
Calculate Basin Design Minimums
Storage Volume =
1800 CF/AC *NCDOT Guidelines
Min. Capacity =
5760 CF
Surface Area =
325Q10 SF *NCDOT Guidelines
Min. Surface Area = .
6364.8 SF
lected BMP Basin
Top Dimensions * Bottom Dimensions
Length: 140 Ft Length: 128
Width: 46 Ft Width: 34
Depth: 3 Ft (At Weir) * Skimmer Requires Minimum 3:1 L:W Ratio
Side Slopes: 2 :1 (H:V)
SURFACE AREA = 6440 SF Basin Size is: Good
RETENTION VOLUME = 16116 Basin Volume is: Goad
TER BASIN
Depth to Dewater 2 FT
Volume to Dewater: 10,744 CF
Basin to Dewater in: 3 Days * NCDOT Guidelines
Outflow = 3581.333 CF/Day
SKIMMER
Skimmer Size = 2.5 Inch * Faircloth Skimmer Selection Chart
H = 0.208
RIFICE
D = 1.84 Inch D = SQRT(Q/(2310SQRT(H)))
R = 0.92 Inch
r BARREL SIZE
Qbarrel = 18.60 G P M
4" Barrel will Suffice * Figure G1 (NCDOT Manual)
Page 2 of 5

•
10
40
EMERGENCY SPILLWAY
Spillway Width: 38 Ft
Confirm Suitability with
22.16 FT
Weir Equation:
COMPLETED STORMWATER BASIN DESIGN
Basin Size:
Basin Drainage Area:
Skimmer Size:
Orifice Radius:
Outflow Barrel:
Spillway Width:
* NCDOT Method (Basin Width - 8')
GOOD
140Ft x 45Ft x 3Ft
3.2 AC
2.5 IN
0.92 IN
4 IN
38 FT
CA ,,,,��►4t�1r�1���
�0Q-O�
? a SEAL <'
33'161
FNG l NS . 9-
Page 3 of 5

6
CONFIRM RETENTION TIME FOR SETTLING PURPOSES
This skimmer basin is designed for the 10 Year - 5 Minute Storm. Any storm Intensity beyond
this design event could overwhelm the system. However, such inflow would still be treated by
this basin. All storm water will be channeled into the basin and be forced to flow its entire
length. Water escaping the system via the emergency spillway will be free of any large
suspended particles, and depending upon time spent in the basin the majority of the suspended
fines should also settle.
For suitability purposes only the smallest particles from each of the Drainage Areas will be
analyzed. From the plant yard it is anticipated that "Very Fine" sands lost from the aggregate
stockpiles would be the smallest suspended particles introduced into the stormwater basin.
Then, from the grassed field the smallest particles would be expected to be silts & clays eroded
from any exposed surfaces.
5manest Farticies suspenaeo in Storm water
�`' raDrain�geFArea "�,:�� �-°��'-�=�-�y�4��,'.�� �`•, ..,,..� ;�a,s;�,�s .�r����n.,�sc,���.:-•r'
{.+i��}�4c�.
Plant Yard "very Fine Sand" 50 1.64E-04
"Silts" 30 9.84E-05
Grass Field "Avg. to Lg. Clays" 2 6.56E-06
7Ct161111rj 1111M %.0ILUId L1UI I,
Very Fine Sand : 5.04E-03 ft/sec V=gd2(p1-p2)/18µ *
Silts : 1.09E-03 ft/sec Used a Typical Density for each type of
Avg. to Large Clays : 4.84E-06 ft/sec Particle
Effectiveness or bystem
Settling Time Achieved by Basin: 3 Days * * Skimmer Designed to Dewater
Depth of Basin 2 Ft * top 2' in 3 Days
Percentage of "Fine Sands" Settled Out: 100.00 %
Percentage of Silts Settled Out: 100.00 %
Percentage of Avg. to Large Clays Settled Out: 6235 %
Page 4 of 5

•
•
Conclusions
This system is adequate to suspend any particles lost from the plant yard itself. However,
there could be some particles from the Grass Field that may not be able to adequately settle out
prior to being released from the system. Since Clays are so small they require extremely
long retention times in order to completely settle, which are not feasible to reach during storm
events.
The only way to ensure that the amount of suspended clays flowing out of the system is within
a tolerable level is to prevent their introduction to the system. It is recommended that ground
cover is provided anywhere there are exposed & erodible soils. It is also beneficial to slow all
flowing water with rock check dams so that erosion does not occur in ditchlines.
The combination of this Skimmer Basin and the BMP's discussed above will produce an effective
stormwater treatment system.
Page 5 of 5

LANE
July 28, 2015
Stormwater Permitting Unit
Division of Energy, Mineral and Land Resources
1612 Mail Service Center
Raleigh, NC 27699-1612
Reference; North Carolina Department of Transportation
Contract No. C203197
Greensboro Western Loop Construction Project
NCG 140000 Permit Application
Gentlemen,
6125 Tyvola Centre Drive
Charlotte, NC 28217
Phone [phone]
Fax [phone]
Attached you will find our application package, in triplicate, for an NPDES Discharge Permit for a
temporary portable central mix concrete batch plant. This proposed facility will be located at 2149
Fleming Road, Greensboro NC and would be used solely to provide concrete for the above
referenced NCDOT interstate reconstruction project,
Enclosed you will find the necessary forms, plans, design calculations and specifications as well
as a check in the amount of $100.00 for the application fee.
I trust that you will find our application package complete. Due to the fast track nature of this project
it is requested that this application be expedited. Should you have any questions please feel free
to contact our engineer, David Schuster, directly at 704-679-0530.
If I may be of any service to you please contact me at 704-679-0502.
Sincerely,
j`QL"�
Chad M. Curran, PE
District Manager

LANE
. Application Package for:
NPDES Permit to Discharge Stormwater
Processed Wastewater for Ready Mix Concrete Batch Plant
Objective:
Lane has been contracted to perform 3 miles of interstate concrete paving work for the NCDOT
Greensboro Western Loop project. It is the intention of Lane to erect and operate a portable temporary
concrete central mix batch plant to provide concrete solely for this project. Being that this project is
extremely fast track in nature the concrete plant that is being presented in this application will have a
very short operational duration. Upon completion of the concrete paving in 2016, this batch plant will
be removed and the site will be restored.
Project: Greensboro Western Loop Construction (Future 1-840)
Owner: North Carolina Department of Transportation
City: Greensboro, NC
County: Guilford
Physical Address: 2149 Fleming Road, Greensboro NC 27410
Mailing Address: 6125 Tyvola Centre Drive, Charlotte NC 28217
Prime Contact: David J. Schuster, PE
is Project Engineer
Lane Construction
704-679-0530
DJSchuster la neconstruct.com
State Authority:
North Carolina Department of Environment and Natural Resources
Winston-Salem Regional Office
450 West Hanes Mill Road, Suite 300
Winston-Salem, NC 27105
Attn: Lisa Edwards, PE
Local Jurisdiction:
North Carolina Department of Transportation Division 7
PO Box 14996
Greensboro, NC 27415-4996
Attn: Robert Norris, P.E.
U

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UN1ROVER U1248
PORTABLE CONCRETE PAVING PLANT
HIGH PRODUCTION IN A SELF -ERECTING PLANT
FEATURES
Highly pOrlable
390 yd1129g mq houny
Hydraulic self -erect
production capacity'
Aggregate sachon
Pre -wired, pre -plumbed
and mixer section
ana at systems lested +
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The Jnft r Ut 248 plant was speCi6Calfy designed for the
cenerele paving Industry The UniRover hire provides mnovationS
that concrete Paving Contractors have demanded most,
innovations that Create a truty Sell -erecting and portable
concrete paving plant The Ur9Rover plant cons,sts of a mobile
aggregate seetlon and a MObila mixer section, each of which
1s designed to be poslttonad on reusable sleet foundation pads
and hydraulically raised into operating Dosihon in minutes
The UroRover plant has rniegrated Cement and rty-ash storage
silos and three (3) aggregale storage compartments to meet
the high production cacacrly of 12 yd' {9.2 m'y tat -drum mixers.
Both the cement and aggregate accumUW-T a weigh-batehers
exceed the CPMB design cntena. which allow for a wide range
of mix designs at ratna capacity. The 1111-0n mixer can mix
a vanety of matenafs, inCludmg Roller Compacted Concrete
(RGC). Gemenl Treated Base fCTBf and "Zero Siump' Concretes.
thesenlatenals have allowed contractors using our concrete
paving Dlants to expand their markets.
UNIROVER U1248
STANOAgpS 6 OPTIONS` TRAVEL POSITION MIXER
STORAGE CAPACITY
A9tir-ow slwage riikw Ai qv
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AGGREGATE TRANSFER CONVEYOR
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TRANSPORTATION DIMENSIONS —AGGREGATE UNIT
Travel L geh
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WASHOUT PIT
rT
Ll
SECTION A -A
11
3'
4.5'
40'
SECTION B-B
3'
,�
4.5 11 4.5
20'
6
SETTLING POND
b,
SECTION A -A
3'
3' 194' 3'
200'
SECTION B-B
3'
3' 44' 3'
-do 50'
LANE
k
SITE PLAN FOR TEMPORARY
CONCRETE BATCH PLANT
pH REDUCTION BASIN
SECTION A -A
3'
6' � 38' � 6'
50' 2-1
r?ECCIVED
0 2015
flENR-LANp
�RMWAr� QI111L�n,
�C-r_Thf r_f3AnTA1r Ahlr$ s
I LlU JlMiIL. QJT/Y./J --L-
SECTION B-B
3'
6'-----13' f 6'
25' 0-1
Washout Pond
40'X20'X3'
Settling Basin
200'X50'X3'
n
v
STORM WATER BASIN
SECTION A -A
3'
6' 128' 6'
140'
SECTION B-B
3'
6' 34' 6'
46'
NOTES:
1. BASE MAPPING INFORMATION TAKEN FROM
COUNTY MAPPING, WITH STREAMS AND
BOUNDARIES FIELD VERIFIED.
2. PROPOSED FINISHED GRADES 1MLL VARY
DUE TO ACTUAL MATERIAL PLACEMENT
AND OR USAGE BUT ARE APPROXIMATE.
� r'r
w
PLANT
SITE
JOSEPH M
5f5f� BRYAN BLVU
F5�
PTi
IRPORT ,• -�
LEGEND:
— — MC[S'I'ING GROUND
FINISH GROUND
ROADWAY EC DEVICES
ROADWAY BASINS
DISPOSAL TEMPORARY DIVERSION
SILT CHECK A WITH MATTING
DISPOSAL AREA SKIMMER BASIN
fy�v evoij mc,

LANE
Stormwater Pollution Prevention Plan
For Temporary Concrete Batch Plant
Background
Lane has been contracted to perform 3 miles of interstate concrete paving work for the NCDOT
Greensboro Western Loop project. This project requires that approximately 50,000 cubic yards of
concrete be produced and placed into the new roadway, in order to facilitate this construction, a
temporary portable concrete batch plant will be erected on NCDOT property adjacent to the
roadway alignment. The physical address of this location is 2149 Fleming Road, Greensboro NC
27410.
The concrete plant that is being proposed in this application will exist solely to provide concrete
for the Greensboro Western Loop Construction Project. As scheduled this entire project will be
completed by March 14, 2018 and the concrete plant will be removed in advance of this date. f
is anticipated that this plant will only be in this location for 12 months and during that time it will
only be active during intervals of concrete paving. Upon the completion of concrete paving this
plant will be removed and the site will be restored.
O Waste Water Generated
There will be four different types of waste water generated at this site which need to be analyzed.
The first will come from the cleaning of the concrete hauling units. Dump trucks will be utilized to
haul the wet concrete and will need to have their dump bodies rinsed out after each load. This
water will combine with the concrete that is rinsed out of the dump body and will contain all the
elements of the concrete (Sand, Stone & Cement). No other cleaning or repair of these vehicles
will occur at this site.
The second waste water generated will be the wash water produced after cleaning the plant's
mixing drum. The composition of this water will be the same as that produced during the dump
truck rinsing operation. This cleaning of the mixing drum will occur upon of the completion of
each shift and also as necessary throughout the shift.
The third waste water generated will be the water used to wet the raw aggregate stockpiles.
These stockpiles will be watered consistently during concrete production operations. Water that
flows from these stockpiles will contain suspended fine particles that have escaped from the
stockpiles.
The final waste water generated at this site is storm water runoff. Currently the site is being
developed by the prime contractor and will need to be stabilized prior to the concrete plant being
setup. Once the area is stabilized the amount of runoff becomes much greater and has the
potential to create erosion.
0

Page 2
.Jul. 22, 15
Waste Water Control & Treatment
In order to effectively treat the waste water generated by this setup it must first be collected and
brought into the appropriate containment areas. As designed the treatment plan for this site will
separate storm water runoff from concrete wash water. The site will be graded and diversion
ditch lines will be established to ensure that storm water will flow into the southernmost basin
while the concrete wash water will be introduced into its own series of basins. This separation
will allow for a higher total system factor of safety.
The Stormwater Basin will be a "Skimmer" basin which is a BMP device designed to retain the
flow from a storm event and slowly dewater by skimming the surface water. This basin is 100%
effective in retaining all large particles that may be suspended in the storm water runoff. It is
anticipated that any particles originating from the plant yard itself will be relatively large (Fine
Sands) and easily collected in this basin. The remainder of the drainage area at this plant site is
a grassed field which could introduce silts and clays into the runoff. Any silt particles will easily
settle out in this skimmer basin. However, due to the ultra -fine particle size of clays if introduced
into the system these particles could potentially pass through prior to settling out. Settling time
is not realistically achievable for ultra -fine particles such as clays and as such the best treatment
method for these particles is to prevent their introduction into the system. This prevention is
most easily achieved by confirming the adequacy of the established ground cover. Any
disturbed soil must be vegetated to eliminate exposed erodible surfaces. Rock "Check Dams"
will also be utilized to slow the storm water as it flows toward the skimmer basin which will also
help to reduce the potential risk of erosion.
The Concrete Wash Water will be introduced into its own series of basins designed to effectively
settle all suspended particles and also to ensure that the pH of the outflowing water is within the
acceptable range. To do this, three basins will be created. The first basin in the series is the
"Washout Pit" where the dump trucks will be sprayed and the concrete will be directly mixed into
O the system. This is also the location where wash water from the mixing drum will be transported
to. The second basin is to be the "Settling Basin" which is a very large retention basin sized to
provide adequate settling time to ensure that the fine particles have settled out prior to outflowing
into the final basin. The third basin is the "pH Reduction Basin" which is where a Fortran
System will be installed to monitor and regulate the pH of the wash water.
Predicted Maximums and System Performance
The storm water treatment system has been designed for the Ten Year rain event following the
NC Division of Land Quality Requirements. For the total accumulated drainage areas for this site
(1.9 AC plant site and 3.15 AC grassed field) the expected flow rate from this storm event would
be 22.3 CFS.
The concrete wash water treatment system has been designed for a concrete plant running at a
regular maximum production of 2,000 CY per day. This volume will result in a wash water flow of
approximately 2500 CFID. In actuality this production rate will only be achieved a limited number
of times on this project. However, it is important to calculate the waste water treatment system
based upon the project maximums and not the averages.
Upon release from either treatment system (Storm or Wash) the TSS and SS levels in the
outflowing water will be less than the established limits (30 mg1I and 5 mlll respectively), and the
pH will be within the acceptable 6-9 range.
e

I'abe 2
1u1. 22, 15
Maintenance of System
All water treatment devices will be evaluated on a bi-weekly basis, and after any event resulting in
0.5" of precipitation or greater_ Any damage to the devices will be repaired immediately and any
sediment that has been built up will be removed routinely. This system has been designed to
allow for easy access and maintenance which will help to ensure that it functions property.
During intervals where the concrete plant is active the wash water basins will be inspected on a
daily basis. It is anticipated that at a minimum the "Washout Pit" will require routine cleaning
during these intervals. The aggregates that will accumulate in this basin will begin to impact the
function of the system if they are allowed to build up. It is the responsibility of Lane to ensure
that this buildup of materials is removed on a timely basis.
Summary
The purpose of this treatment system is to effectively treat both the Stormwater and the
Wastewaters produced from this concrete plant site. This treatment system has been used
successfully at previous sites for concrete batch plants, most recently this exact plant and
treatment methodology was used for a similar NCDOT project in Davidson County (Lane
Construction, 2011). The rules and guidelines set forth by general permit NCG 140000 will be
strictly adhered to and 8MP's will be employed. Any questions regarding the operation of this
facility can be directed to the facility contact noted in the application,
s
0

10
E
ENGINEERS CERTIFICATION
OF THE MODEL 5000-S PIS
MONITORING AND CONTROL SYSTEM
BY:
G.C. Environmental, Inc,
P.O. Box 40125
Raleigh, NC 27629
For:
Fortrans Inc.
P.O. Box 40
Wendell, NC 27591
Dated-
Scptcmbcr 11, 2003

0
(0)
G. C Environmental, Inc.
\�� ��?•n^� <hh�'': ��/ fit'
5312 Pinewood Court = -L
Wendell, NC 27591. 2 i
[phone]
•Q, .
September 1 i, 2b03 �'�i� � �°•°•• • �•
p �iif� � r e er'r a i.•i`•
PURPOSE
G.C. Environmental, Inc., was contracted to provide an engineers review and certification that The
Model 5000-S pH Monitor and Control System manufactured by Coastal Carolina Supply in
Morehead City, NC, could effectively provide on a continuous basis, an average pl-1 range of 6-9 units
on the supernatc layer of a stormwater/rinse water sedimentation basin typically found at Redi-mix
concrete facilifle%,
SCOPE OF WORK
During the week of August 11, 2003, G.C. Environmental, Inc., witnessed the operation of -tile Model
5000-5 self-contained pH Monitoring and Control System at a Kcdi-tvix plant located in Durham, NC.
During the two (2) day test program, measurements were made within the facilities swrmwatWrinsc
water sedimentation basin I'orpl-1, temperature and depth (both supornate and sludge), During the#ir,t
day of testing, the basin was found to be heavily loaded with solids and adjustments were made to the
solids blanket to complete testing, the following day,
TEST MCA41000LOGY
A primary sedimentation basin located at a Redi-mix concrete plant located in Durham, NC was
treated utilizing the Model 5000•-.S pH Monitor- and Control System, During; the test program, the
basin was, on a semi -continuous basis, being fed rinse water from the exterior cleaning of comcnt
trucks. Measurements for pH, temperature, supornate and sludge blankets were made within the
Sedimentation basin, Initial pl-1 measurements showed pl-I levels of at least 12.0 units. The
sedimentation basin was rectangular in shape with concrete walls and bottom, The basin ranged in
depth of I" at the inlet to approximately Y at the deepest poitx. Sludge measurements within the basin
showed that at least 2/3 or the basins depth was comprised of sludge and lho remainder supernate.
The Modal 5000-5 p1-1 Monitor and Control System was set up atlhe rcc;tanbular sedimentation basin
with the intake and discharge hoses situated at opposite ends of the basin. Both the intake and
discharge litres were sat at depths within the supernate layer of the Basin. A clockwise How pattern
was established once the unit began operation and pt-I and temperature measurements were made at
several locations throughout the supornate layer of tile sedimentation basin. Approximately eighteen
(18) pII and tcrnperature measurements were collected with a mean pH value of .-5-9 and mean
temperature values of 3�094 'C. The pH systern wa4 Ieft to run essentially on a continuous hagis over
a four (4) hour period. An cstimatcd volume existing within the sedimentation basin was 25, 000
gallons with a little over 8000 gallons consisting of relatively clear supematc. The amount of 25%

Sulfuric acid (H,.SO,) used to treat the sedimentation bw%in:i tiupernato was approximately 18-20
gullvnw.
MODEL 5000-5 PH MONITOR AND CONTROL, SYSTEM
The model 5000-5 pH Monitor and Control System is comprised ora Hayward Power Mow 11 (314
hp, 56 GPM) centrifugal pump which delivers raw water to a completely contained pH sensor
connected to a p.Fl meter equipped with control relays which operate two (2) stenner (60 CrPD) acid
injection pumps. The Acid 25% 1-12SO, is injected into the pump dischargo line which empties into the
sedimentation buMn. Sulruric acid is delivered to the system by 15 gallon earbuoys located outside of
the fiberglass weatherproof enclosure which houses all of the aforementioned equipment. On top of
rho enclosed is an alarm light which is tied into the p1-1 meter which is activated when pH levels exceed
8,5 pH units or are below 6.0 units.
CONCLUSION
1, The Model 5000-5 pl i Monitor and Control System is an ci ective system for the pH balancing of
sedimentation basins which arc used to collect vormwater runoff and rinse water, commonly round
at Rcd-mix concrete plants.
2. During the test prograrn an average pH of 8.54 units was measured in the subject sedimentation
basin with u range of'7.95 to 9.34 measured,
3. Sludge levels existing within the rectangular sedimentation ranged from 6.0 inches to 2.0 feet. PH
values after PH stabilization at the sludge/superna.te interflace were approximately 12.0 units
4. For this test program, approximately 180 mg/1 of sulfates were added to the sedimentation basin as
a result of pi -I Adjustment with 25% sulruric acid.
5. The 5000-5 pH Monitor And Control System is fully automated and provides a pH adjusted waste
water which could effectively he reused within the Redi-mix concrete industry.
O

(01
FORTRANS pH CONTROL. SYSTEMS
FORTRANS pH CONTROL SYSTEMS are
completely automatic. They continually monitor/test
the pH of the inlluent water and compares It to the
pH setting of the control unit. if a change in pH is
detected, the controller activates the solenoid valve
for the CO2. The pH adjustment chemical Is then fed
to the return side of the circulation pump until the
pH is again at the proper level set at the controller.
The unit will continuously circulate the water until a
change In pH is detected and the treatment cycle
begins once again. The unit also features a digital
pH meter connected to a probe In the sample cell
to ensure unit is functioning properly and that the
correct pH level is maintained.
The pH CONTROL SYSTEMS are designed io
treat and maintain a specified pH level in a body of
water usually 100,000 gallons or less to allow the
permitted discharge of treated water to the
environment. Permits must be obtained from the
local governing agency to allow any discharge to the
environment. Treated water may be used for wetting
of rock and/or dust control to aid compliance with
stormwater run off regulations. Treated water may
also be used In water recycling systems.
These systems offers precise monitoring and
control of the PH In settling basins, lagoons and
other outfall containment devices.
-The pH CONTROL SYSTEMS will treat up to
57 gallons per minute - max 20" head pressure.
Unique water circulation design eliminates the need
for separate neutralizatlon tank.
•1.5" quick connect fittings on inlet and return
for easy hook-up, The standard unit is equipped with
2-30' sections of 1.5" flexible hose with quick connect
fittings. Inlet and outlet fittings at the basin or lagoon
are per our specifications.
-Unit is shipped completely assembled. The
chemical controller is preprogrammed to maintain a
pH of 7.5. Just attach hoses and PVC fittings.
-1 year warranty on all component parts
and housing.
Fortrcxns....
F'ORTHANS, INC. • 7400 b.Slemens Rd, . Wendell N.C. 27691
1,988.36S.9760 • 1.219,624,8522
Infogfortrans.blz - www.fortrana.biz
The Model 5000-S pH Control! System is a self-
contained pH monitor and control system housed In
a weatherproof facility with lockable doors and
adequate space to house the instrumentation and
circulation pump. The system is configured for carbon
dioxide gas operation -
The Model 5000-SK Skid Mounted pH Control
System contains all of the instrumentation and
components of the regular Model 5000-S System
and Is shipped on a 44"W" plastic skid with a durable
solid plastic surface. The Control Panel is provided
lease with all components installed and is designed
to be attached to an interior wall of the control
building. The tubing to the sample cell and from the
CO2 solenoid valve to the Sparger stone feed
assembly must be Inserted after receipt of the Unit.
The system features a 115V 30Amp Breaker Box
and two GFCI receptacles. The system is shipped
with a 002 feed system.

FORTRANS pH CONTROL SYSTEMS - MODEL 5000-S & 5000-SK
I
AW
Intake line detail
Ovcritc;nl view
eltii�sin�
will
flcuern
lino
11ow
17Uw
'xr
Rct
i lino
00
1nt;rkc ^�
"Femb[y� I W-pipe
ct:.rnhl+)
Return fine detai
r �
I In" cnm lock
quick cmaltecl
Oplim)
l 1!2"aehcdule 90 tudore should be
Ineuled uhave wnlcr lute so that ehoc4
t•nlve eun ba citaftorl
! 1 n" PVC chctk waive.
L.etcate 42" Grin the ltaetam
of thr. h:rsln
7l� C hall
vaivc w faciliv4w
onsy prio-ing of
Pump
ern
5co...erlrarlv.rwfrrrerrrrtite�~
placcmcm In basitl. Thit pito p of
the rclum Ilne ism ted `J{i' over
the, basin watt.
Heeum lino lit iaeml Icd on iritcrior ] 1R^ ueup luJ;
Mido of soiling butin, R;rarcn wsh u /2 outs ll t
I IR,r p7m clampit. �, 9
„G jialio \+•trN
Water How
Relurn Shia rxrllcl
rpproximutely 12" from
tl+a 11pt1�A1 Ot the Iraaill
IT* Attum Tina outlet is
cannrumd with
f ItY"fel�rdulerX0PVC

Fortrans.
:1f140 Urlg] nnl Henry RCI„ 13,0, nox 769 - Henry, V0, 2d102 - 87-r.381.0609 - wwwJortrsns.blz
Model 5000 S & SK pH Control Systems
INSTALLATION NOTES
1. Connect Whose to hose fitting on the white CO2 injector and the other end
of the Dose to the hose fdt[ng on the check valve at the solenoid valve,
Push hose ends all the way into the'/." hose fittings. (SK Model only)
Note: The CO2 injector is shipped in an upside down position on skid mounted
systems. Turn it to an uptight position and tighten union connection- (SK Model)
3, Connect hose fitting on return line to the Hose fitting marked `Inlet" on the
sample cell with the'/." hose. (SK Model)
4, Connect hose fitting on the intake or suction line to the hose fitting marked
"outlet" on sample cell, (SK Model)
5 Insert pit probe Into probe fitting and tighten Do not let probe dry. If necessary
add water to sample cell through the probe holder and reinsert pH probe.
6. pH probe has been calibrated at the factory. It should be re-rallbrated every
week. See operations manual for calibration instructions.
7. Catalog # 2666-1_ ph 4.01 buffer and catalog # 2881-L ph 7 buffer agent are
included, These materials may be re -ordered from Fortrans Inc.
8. It may be necessary to Install a 1/s" PVC ball valve on Intake line In order W fill
tine with water to help prime the pump. See drawing in operation manual for
placement of the ball valve.
g. Use PVC Cleaner and PVC Cement to install Intake and outlet fitting through
the back of the housing.
10, plug the pH Controller into the 10D0 joule surge suppressor.
11. Ground pump to copper grounding rod.
12. Position outlet in basin so that the water flows parallel to surface of water.
This will create a circular flow In the basin. See drawing for more detail.
13. Install warning fight and plug into outlet on right side of controller.
14, Tighten all union connections before operating.
Mi,ker0 4I thcuA 1n1:i I]YOC1e Ci4... :;l�n:� rrf-i (i,t lruf Sy:anm Mirrl:rtrn0n"-C7unr3u010finnxtvnr-,7a1t• $pup II' ;in1n $onp" - CLr F1aAy-f'hnrry (-.nr Soog-
GYL'{Ih0 Qiwitef TruCk WrtM) S-t9rinati:t aGU" •'.ilu: lm:k." -Siq ,0illr:" ' WoUd I -AM n- - Mququ:ydn (:Inner: -Hnw ri Ww:h--Rorkel W4v;h- -Spray Cielghr.
e

I
sH
0
Practice Standards andSpecifications
Definition A small, terporary ponding basin formed by an embankment or excavation
to capture sediment.
Purpose To detain sediment -laden runoff and trap the sediment to protect receiving
streams, lakes, drainage systems, and protect adjacent property,
Conditions Where specific criteria for installation of a temporary sediment trap are as follows;
Practice Applies • At the outlets of diversions, channels, slope drains, or other runoff
conveyances that discharge sediment -laden water.
• Below areas that are draining 5 acres or less.
• Where access can be maintained for sediment removal and proper
disposal.
• In the approach to a stormwater inlet located below a disturbed area as
part of an. inlet protection system.
• Structure life limited to 2 years.
A temporary sediment trap should not be located in an interraiiient or
Perennial stream.
Planning Select locations for sediment traps during site evaluation. Dote natural
Considerations drainage divides and select trap sites so that ruaofl'frorn potential sedinieni-
producing areas cart easily be diverted into the traps., Ensure the drainage
areas for each trap does not exceed 5 acres. Install temporary sediment traps
before land disturbing takes place within the drainage area.
Make traps readily accessible for periodic sediment removal and other
necessary maintenance. Plan locations for sediment disposal as part of trap
site selection. Clearly designate all disposal areas on the plans.
In preparingpians for sediment traps, it is important to consider provisions to
protect the embanktent from failure from storm runoff that exceeds the design
capacity. Locate bypass outlets so that flow will not damage fate embankment.
Direct emergency bypasses to undisturbed natural, stable areas. If a bypass is
not possible and failure would have severe consequences, consider alternative
sites.
Sediment trapping is achieved primarily by settling within a pool formed by
an embankment. The sediment pool may also be formed by excavation, or by
a combination of excavation and embankment. Sediment -trapping efficiency
is a function of surface area and inflow rate (Practice 6.61, Sediment Basin),
Therefore, maximize the surface area irk the design. Because porous baffies
improve flow distribution across the basin, high length to width ratios are not
necessary to reduce short-circuiting and to optimize efficiency.
Because well planned sediment traps are key measures to preventing off-
site sedimentation, they should be installed in the first stages of project
development.
Rev. G" 6.60.1;

f
i
Design Criteria
summnrr Temporga sediment Trap
Primary Spillway: Stone Spillway
Maximum Drainage Area: 5 acres
Minimum Volume: 3600 cubic feet per acre of disturbed area
Minimum Surface Area: 435 square feet per cfs ofQ1, peak inflow
Minimum UW Ratio. 2:1
Minimum Depth. 3.5 feet, 1.5 feet excavated below grade
Maximum Height: Weir elevation 3.5 feet above grade
Dewutering Mechanism: Stone Spillway
lvfrnimum DewateringTime: NIA
Baffles Required: 3
Storage capacity --Provide a minimum volume of 3600 fig/acre of disturbcd
area draining into the basin. Required storage volume may also be determined
by modeling the soil loss with the Revised Universal Soil Loss Equation or
other acceptable methods_ Measure volume to the crest elevation of the stone
spillway outlet.
Trap eleanout--Remove sWiment from the trap, and restore the capactty
to original trap dimensions wheu sediment has accumulated to one-half the
design depth.
Trap efficiency —The following design elements roust be provided for
adequate trapping efficiency:
• Provide a surface area of'0.01 acres (435 square feet) per cfs based on the
10-year stone;
• Convey runoff into the basin through stable diversions or temporary slope
drains;
• Locate sediment inflow to the basin away from the dam to prevent short
circuits from inlets to the outlet;
• Provide porous baffles (Practice 6.65, Porous Baffles);
• Excavate 1.5 feet of the depth of the basin belo;v grade, and provide
minimum storage depth of 2fEet above grade.
�J
Embankment —Ensure that embankments for temporary sediment traps do
not exceed 5 feet in height. Measure from the center Line of the original ground
surface to the top of the embankment. Keep the crest of the spillway outlet
a minimum of 1.5 feet below the settled top of the embankment. Freeboard
may be added to the embankment height to allow flow through a designated
bypass location. Construct embankments with a minitnrrtn top widtli of feet
and side slopes of 2:1 or flatter. Machine compact embankments.
Excavation —Where sediment pools are formed or enlarged by excavation,
keep side slopes at 2:1 or flatter for safety.
Outlet section —Construct the sediment trap outlet using a stone section of
the embankment located at the low point hi the basin. The stone section serves
two purposes: (1) the top section serves as a non -erosive spillway outlet for
flood flows; and (2) the bottom section provides a means ofdewatering the
basin between runoff events.
Stone size --Construct the outlet using well -graded stones ivith a d59 size of 9
inches (Class B erosion control stone is recommended) and a maximum stone
6:b0.2 Rev. 6106

0
Practice Sfatrdards and Specificatioirs
size of I4 inches. The entire upstream face of the rack structure should be
covered with fine gravel (NCDOT #57 or #5 wash stone) a minimuru of I foot
thick to reduce the drainage rate.
Side slopes —Keep the side slopes of the spillway section at 2:1 or flatter.
To protect the embankment, keep the sides of the spillway at least 21 inches
thick.
Depth —The basin should be excavated 1.5 feet below grade.
Stone spillway height—Tbo sediment storage depth should be a minimum of
2 feet and a maximurn of 3.5 feet above grade.
Protection from plpiflgm--Place filter cloth on the foundation below the riprap
to prevent piping. An alternative would be to excavate a keyway trench across
the riprap foundation and up the sides to the height of the dam.
Weir length and depth —Keep the spillway weir at ]east 4 feet long and sized
to pass the peak discharge of the 10-year storm (Mgure 6.60a). A maximurn
flow depth of six inches, a minimum freeboard of 1 foot, and maximum side
slopes of 2:1 are recommended. Weir length pray be selected from "fable 6.60a
shown for most site locations in North Carolina.
Cross -Section 12' min. of NCDOT #5 �—
or957washedstone -_min --__- _-__
1 5' rain.
3600 cuft/acre
Design settled
p
?V
ti m�n filter.
fabric
Plan View
filter 3'
Tobric min,
Figure 6,60a Plan view and cross-section view of a temporary sedlment trap.
Rev. S@6
Overfill 6" for
settlement
Naturol
Ground
Emergency by-
pass 6° below
settled top of
dam
6.60.3

o
l� !
}
6,60.4
0
Table 6.60a
Design -of Spillways
Drainage Area
Weir Length' 1
(acres)
(ft) J
1
4,0
2
6.0
3
9,0
4
10.0
5
12.0
' Dimenslons shown are minimum.
Construction 1. Clear, grub, and strip the area under the embankment oral l vegetation and
Specifications coat mat. Remove all surface soil containing high amounts of organic matter,
and stock -pile or dispose of it properly. Haul all objectionable material to the
designated disposal area.
2. Ensure that fill material for the embankment is free of roots, woody
vegetation, organic matter, and other objectionable material. Place the fill in
lifts not to exceed 9 inches, and machine compact it. over till the embankment
6 inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection
between the riprap and the soil from piping by using filter fabric or a keyway
cutoff trench between the riprap structure and soil.
• Place the filter fabric between the riprap and the soil. Extend the fabric
across the spilhvay foundation and sides to the top of the dam; or
• Excavate a keyway trench along the center fine of the spillway foundation
extending up the sides to the height of the darn. The trench should be. at
least 2 feet deep and 2 feet wide with 1:1 side slopes.
4. Clear the pond area below the elevation of the crest of the spillway to
facilitate sediment cleanout.
5. All out and fill slopes should be 2:1 or flatter.
6. Ensure that the stone (drainage) section of the embankment has a
minimum bottom width of 3 feet and maximum side slopes of 1:1 that extend
to the bottom of the spillway section.
7. Construct the minimum finished stone spillway bottom width, as shown
on the plans, with 2:1 side slopes extending to the top of the over filled
embankment. Keep the thickness of the sides of the spillway outlet structure
at a minimum of 21 Inches, The weir mast be level and constructer] to
grade to assure design capacity.
8. Material used in the stone section should be a weli-graded mixture of stone
with a d. size of 9 inches (class a erosion control stone is recommended) and
a maximum stone size of 14 inches. The stone may be machine placed and the
smaller stones worked into the voids of the larger stones. The stone should be
hard, angular, and highly weather -resistant.
9. Discharge inlet water into the basin in a manner to prevent erosion. Use
temporary slope drains or diversions with outlet protection to divert sedirnent-
laden water to the upper end of the pool area to improve basin trap efficiency
(References: RimoffConfrol dleasures and Oullef Protection).
Rev. 610

Practice Standards and Specifications
10. Enure that the stone spiU%vay outlet section extends downstream past the
toe of the embankment until stable conditions are reached and outlet velocity
is acceptable for the receiving 4(:arn. Keep the edges of the stone outlet
section flush with the surrounding ground, and shape the center to confine the
outflow stream (References: Outlet Protection).
11. Direct emergency bypass to natural, stable areas. Locate bypass outlets
so that flow will not damage the embankment.
12. Stabilize the embankment and all disturbed areas above the sediment pool
and downstream from the trap immediately after construction (References:
Surface Stabilization).
.13. Show the distance from the top of the spillway to the sediment cleanout
level (112 the design depth) on the plans and mark it in the field.
14. Install porous baffles as specified in Practice 6.65, Porous Baffles.
Maintenance Inspect temporary sediment traps at least weekly and after each significant
etch or greater) rainfall event and repair immediately. Remove sediment, and
restore the trap to its original dimensions when the sediment has accumulated
to one-halt'the design depth of the trap. Place the sediment that is removed in
the designated disposal area, and replace the part of the gravel facing that is
impaired by sediment.
Check the structure for damage $onr erosion or piping. Periodically check the
depth of the spiif way to ensure it is a minimum of 1.5 feet below the low point
'A of the embanlanent: Immediately fill any settlement of the embankment to
slightly above design grade. Any riprap displaced from the spillway must
v be replaced immediately.
After all sediment -producing areas have been permanently stabilized, remove
the structurt and ail unstable sediment. Smooth the area to blend iviih the
adjoining areas, and stabilize properly (Xteferences: Suface Stabilization).
References Diulet Prolecliou
6.41, Outlet Stabilization Structure
Runoff Control Nfeas=aes
6.20, Temporary Diversions
6.21, Permanent Diversions
6.22, Diversion Dike (Perimeter Protection)
6.23, Right-of-way Diversion (Water Bars)
Sinface Stabiltzation
6.10, Temporary Seeding
6.I1, Permanent Seeding
6.13, Riprap
Sediment Tlraps and Ban, fers
6.61, Sediment Basins
6.64, Skimmer Basins
6.65, Porous Bates
North Carolina Deparrment of P-ansportarion
f
Standard Specifications for Roads and Structures
0
Rev. 6106

PROJECT: U-2524
ODESCRIPTION: Greensboro Western Urban Loop
SUBJECT / TASK: Calculate "Wash Water" Volume from Concrete Plant Operations & Design Treatment System
El
0
CALCULATED BY: RML
DATE: 7/20/2015
Lane Construction has proposed to construct and operate a temporary portable concrete
batch plant to facilitate the construction of the above referenced project. Given the provided
technical information regarding concrete plant operations, specific to this plant and project,
the volume of "Wash Water" needs to be calculated and a treatment system needs to be
designed.
Wash Water:
There are two sources of "Wash Water." The first being the water used to washout the beds
of the wet batch hauling concrete dump trucks after each load. This operation is completed
by spraying the truck bed with a fire hose. The wash water then flows from the truck bed into
the washout pit. Once the washout pit fills, wastewater will be skimmed from the surface with a
pump and reused to spray out truck beds. (This is done as a water conservation effort.)
The second source of wash water is the water that is used to clean the plant's mixing drum upon
completion of each shift and as needed throughout the shift. This operation is completed by
spraying the drum, letting it mix then dumping the wash water into a loader bucket for
transport to the washout pit.
TRUCK CLEANING WASH WATER
Estimated Maximum Concrete 2000 CY
Production per Day:
Average Load Size:
Number of Loads:
Time Spent Cleaning Truck Bed per Load:
Typical Fire hose flow Rate for this
plant setup:
Total Wash Water Needed Per Shift:
Fresh Wash Water Introduced to System:
Wash Water "Recycled" from Wash Pit:
10 CY
200 EA
70 Seconds*
100
GPM *
23,333
Gallons
17,500
Gallons * ( 75% Fresh Water)
5,833
Gallons * { 25% Recycled Water)
Truck Cleaning Wash Water 2,339 ft3
Introduced to System per Day:
DRUM CLEANING WASH WATER
Estimated Cleaning Cycles per Shift
Amount of Water Used per Cycle
Total Wash Water Produced
3 EA
350 Gal
1,050 Gallons
Drum Cleaning Wash Water 140 ft3
Introduced to System per Day:
TOTAL WASH WATER INTROUCED per Day: 2,480 ft3
( * Denotes information Provided by Lane Construction, based on project projections and past measurements))
Page 1 of 8

is
s
0
Calculate Composition Wash Water
Estimate Amount of Waste Concrete
Volume of Waste Concrete Washed 100
out of Haul Trucks (Per Each):
Volume of Waste Concrete Washed
out of Mixing Drum (Per Each): 125
Total Waste Concrete Dumped
into Washout Pit per Day: 20,375
Typical Mix Design for this Plant Setup:
Cement: 14%
Fine Agg: 29%
Course Agg: 49%
Water: 8%
Amounts of Waste Materials Introduced into Wash Water
Cement 2,771 Lbs,
Fine Agg: 5,909 Lbs.
Course Agg: 9,984 Lbs.
Water; 1711.5 Lbs. _
Lbs. * * Provided by Lane Construction, based
upon past measurements and recent
Lbs. * experience in North Carolina.
Lbs.
* Provided by Lane Construction,
based upon recent History in North
Carolina.
205 Gal
Page 2 of 8

0
•
t�
and Detaki of Treatment
The Wash Water will contain waste concrete and as such there will be Suspended Solids.
Concrete is a mixture of Course Aggregate (Stone), Fine Aggregate (Sand), Cement
and Water. The aggregates will settle out of the wash water almost instantly and be
deposited at the base of the system. However, the cement will require a much greater
settling time due to its average particle size being quite small. It is this cement particle that
this water treatment system is designed for.
As detailed on the plan sheet, this system will employ three basins which will work in series.
The first basin is the "Washout Pit" which is where all the aggregates will settle out of the
wash water, leaving only the cement particles to flow into basin 2 which is the "Settling Basin."
The "Settling Basin" is where the fine particles (Cement) will settle out of suspension. As
designed, this basin is to have a 4:1 Length to Width Ratio in order to maximize the amount
of time required for wash water to flow through the basin. Being that the settling time in this
basin is so imperative, baffles are also to be installed to ensure that "Short Circuiting" is not
possible. (Four Baffles are to be installed dividing this basin into Five equal size chambers.)
From the "Settling Basin" the wash water will move into basin 3 which is the "PH Reduction"
basin. Since cement is very alkaline (pH 12-13) it is necessary to monitor and control the wash
water prior to it's release from this system. A "Fortran" system will be setup at basin 3 which
will ensure that pH levels are acceptable prior to release. (Please see the manufacturers
specifications, which are included in the Appendix, for details and performance expectations)
Upon release from the "pH Reduction" basin wash water will then disperse and flow across
approximately 200' of undisturbed grass field prior to reaching its receiving water, which is an
unnamed tributary of the Cape Fear River Basin.
It is also noteworthy that each basin will be connected by a "Rock Sediment Dam." These BMP
structures employ wide weir's which allow for a thin layer of surface water to slowly move
between each basin. The main purpose of a sediment dam is to "skim" the surface water
(cleanest water) from the upstream basin and allow it move on to the next basin in the series.
This "skimming" characteristic is essential for the proper operation of this system. It
essentially works to trap the smallest particles (cement) that are suspended in the wash water.
These tiny cement particles range in size with its smallest particle being only 1 Micron in
diameter. The retention time required to completely settle out a 1 Micron particle is
extremely difficult to provide. However, creating a system that traps these minute particles is
much more feasible. This system is designed to trap suspended particles in each basin, the
smallest of which will be trapped and eventually settled out in basin 2, the "Settling Basin."
Page 3 of 8

•
BASIN 1 - "WASHOUT PIT"
Select Treatment Device (BMP Device)
TRSD - Type B
Size Selected BMP Basin
Top Dimensions
Length: 40 Ft
Width: 20 Ft
Depth: 3 Ft
(At Weir)
Side Slopes: 1.5 :1
(H:V)
SURFACE AREA =
800 SF
RETENTION VOLUME =
1671 CF
WEIR LENGTH =
10 Ft
BASIN 2 - "SETTLING BASIN"
Select Treatment Device (BMP Device)
*NCDOT BMP Selection & Design Criteria Chart
Best Fit for Application - (Settle Aggregates)
Bottom Dimensions
Length: 31
Width: 11
Basin Size is: Good
Basin Volume is: Good
*NCDOT BMP Selection & Design Criteria Chart
TRSD -Type B Best Fit for Application - (Sized Large to provide extended retention time to
facilitate settling of Small Particles)
Size Selected BMP Basin
Top Dimensions
Length: 200 Ft
Width: 50 Ft
Depth: 3 Ft
(At Weir)
Side Slopes: 1 :1
(H:V)
SURFACE AREA =
10000 SF
RETENTION VOLUME =
27786 CF
WEIR LENGTH =
10 Ft
BASIN 3 - "PH REDUCTION BASIN"
Select Treatment Device (BMP Device)
TRSD - Type B
Size Selected BMP Basin
Top Dimensions
Length: 50 Ft
Width: 25 Ft
Depth: 3 Ft
(At Weir)
Side Slopes: 2 :1
(H:V)
SURFACE AREA =
1250 SF
RETENTION VOLUME =
2544 CF
WEIR LENGTH =
10 Ft
Bottom Dimensions
Length: 194
Width: 44
Basin Size is: Good
Basin Volume is: Good
*NCDOT BMP Selection & Design Criteria Chart
Best Fit for Application - (Provide Surface Area)
Bottom Dimensions
Length: 38
Width: 13
Basin Size is: Good
Basin Volume is: Good
Page 4 of 8

0
u
•
Retention lime rroviaea
Basin One
Basin Two
Capacity Offered:
Volume of Wash Water:
Retention Time:
Capacity Offered:
Volume of Wash Water:
Retention Time:
Basin Three
Capacity Offered:
Volume of Wash Water:
Retention Time:
TOTAL:
1671 CF
2,480 CF/DAY
0.67 DAY
27786 CF
2,480 CF/DAY
11.21 DAY
2544 CF
2,480 CF/DAY
1.03 DAY
12.90 DAY
retention i ime Kequirea to Bettie the ,overage cement Farticie
Particle Settling Velocity
V=gdz(p1-p2)/18µ
Average Diameter of Cement Particle:
15 microns
1 micron:
3.281-06 Ft
Average Diameter of Cement Particle:
4.92E-05 Ft
Density of Cement:
94 Ib/ft3
Density of Water:
62.4 lb/ft3
Viscosity of Water:
5.98E-04 If/ft-sec
Gravity:
32.2 ft/sec2
Settling Velocity for Average
Cement Particle: 2.29E-04 ft/sec
Depth of Settling Basin: 3 Ft
Settling Time for Avg. Cement Particle: 13,106 Sec . = 3.64 Flours 0.15 Days
0.15 Days < 0.67 Days
Therefore:
The average Cement Particle will settle out of the wash water in the "Washout Pit."
This will leave only the smallest of particles to analyze in the "Settling Basin."
Page 5 of 8

0
0
s
Analyze Settlement of particles too fine to cornpieteiv Settle uut
Realistically most of the suspended cement particles have settled out in the Washout Pit.
Then, an additional amount of suspended cement settled out at the Rock Sediment Dam.
However, for an increased factor of safety the analysis of basin 2 is to be performed with the
assumption that all suspended cement has passed from basin 1 into basin 2.
cement Grain size distribution
ZU04 N151
Diameter
(microns)
Size
distribution
% <
Amount in
System
(Lbs.)
Diameter (Ft)
Settling Velocity
(Ft/Sec)
Time to Settle
to Bottom of
Basin (Days)
1
4.7
4.7
130.24
3.28E-06
1.02E-06
34.13
1.5
2.6
7.3
72.05
4.92E-06
2.29E-06
15.17
2
4.8
12.1
133.01
6.56E-06
4.07E-06
8.53
2.5
2.8
14.9
77.59
8.20E-06
6.36E-06
5.46
3
2.8
17.7
77.59
9.84E-06
9.16E-06
3.79
4
4.6
22.3
127.47
1.31E-05
1.63E-05
2.13
6
7,6
29.9
210.60
1.97E-05
3.66E-05
0.95
8
6
35.9
166.26
2.62E-05
6.51E-05
0.53
12
10.5
46.4
290.96
3.94E-05
1.46E-04
0.24
16
8.2
54.6
227.22
5.25E-05
2.60E-04
0.13
24
13.8
68.4
382.40
7.87E-05
5.86E-04
0.06
32
10.3
78.7
285.41
1.05E-04
1.04E-03
0.03
48
12.4
91.1
343.60
1.57E-04
2.34E-03
0.01
64
5.2
96.3
144.09
2.10E-04
4.17E-03
0.01
96
2.8
99.1
77.59
3.15E-04
9.38E-03
0.00
128
0.4
99.5
11.08
4.20E-04
1.67E-02
0.00
>128
0.5
100
13.86
Total Settling Time Provided by Basin 2: 11.21 Days * Calculated Previously
Therefore:
1.5 Micron sized particles are the largest that might not completely settle out.
These particles will need to be "Trapped" to prevent them from moving on.
Settling Required to Effectively "Trap" Suspended Particles
Depth of Basin (At outlet Weir): 3 Ft Length of Basin: 200 Ft
Assuming that flow is spread equally across width of basin (Baffles should ensure this) settling
time of suspended particles will have a linear correlation to Basin Length. For an added
factor of safety assume that all suspended particles need to have settled at least one third of the
total weir depth to be considered effectively "trapped."
Settled depth of Smallest "Trapped" Particle (1 Micron) at Weir: 1 Ft
Retention time required to settle a 1 Micron particle to this depth: 11.38 Days
Page 6 of 8

0
G7
�11
Calculate Amount of Suspended Cement Settled and Trapped in Settling Basin
Diameter
(microns)
Amount of
Suspended
Cement
Introduced to
System (I.bs.)
% of
settling
Time
Achieved by
Basin
Amount of
Suspended
Cement Settled
to Bottom
iLbs.)
`Yo of Trapping
Time Achieved
by Basin
Amount of
Suspended
Cement
Trapped in
Basin (Lbs.)
1
130.24
32.83%
42.76
98.49%
85.51
1.5
72.05
73.87%
53.22
100.00%
18.83
2
133.01
100.00%
133.01
100.00%
0.00
2.5
77.59
100,00%
77.59
100.00%
0.00
3
77.59
100.00%
77.59
100.009/0
0.00
4
127.47
100.00`Yo
127.47
100.00%
0.00
6
210.60
100.00%
210.60
100.00%
0.00
8
166.26
100.00%
166.26
100.00%
0.00
12
290.96
100.00%
290.96
100.00%
0.00
16
227.22
100.00%
227.22
100.00%
0.00
24
382.40
100.00%
382.40
100.00%
0.00
32
285.41
100.00`Yo
285.41
100,00%
0.00
48
343.60
100.00%
343.60
100.00%
0.00
64
144.09
100.00%
144.09
100.00%
0.00
96
77.59
100.00%
77.59
100.00%
0.00
128
11.08
100.00%
11.08
100.00%
0.00
>128
13.86
100,00%
13.86
100.00%
0.00
Amount of
Suspended
Cement Passing
out of Settling
Basin (Lbs.)
1.97
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2771.00 2664.69 104.34
1.97
Calculate Amount of Suspended Cement Settled in Basin 3
Amount of
y; of
Amount of
amount of
Amount of
Diameter
Suspended
Settling
Suspended
%of Trapping
Suspended
Page 7 of 8

0 Calculate Maximum Daily TSS Levels in outflowing Wash Water
Total Suspended Cement Discharged from System: 1.97 Lbs,
Water Discharged from System: 18,755 Gal
Amount of Suspended Cement in Outflowing Wash Water: 1.05E-04 Lbs./Gal
1 mg/L = 8.35E-06 Lbs./Gal
Daily TSS: 12.56 mg/L
Maximum Allowable per NCDENR Regulations: 30 mg/L ���, �yt GAf?0�
o�''FEss�a••�� -�
SYSTEM IS: Acceptable �' a SEAL~
Notes: �Nc i NSk
M. C
This System is Designed to effectively treat the wash water for a concrete plant f 111 r I I
running at Daily Production Rate of 2,000 CY. The outflowing wash water from this
plant setup will be in conformance with the NCDENR allowable limits for pH, TS5 & S . p�
This is a temporary concrete plant setup which exists only to service an NCDOT
project. As such, the production rate of 2000 CY/Day will only be achieved a limited
number of times during its lifespan (Less than 2 yrs.). It should be expected that this
system of containment basins will be dry for approximately 70% of their existence.
During these dry periods there will be no outflowing wash water at all.
(Zero TSS, SS, and no pH to Consider)
The Fortran System will be installed to treat the outflowing wash water which will
develop during high production intervals. Since these high production intervals are
anticipated to be infrequent the "pH reduction" basin will be dry for the majority of its
existence. During times where the "pH Reduction" basin is dry, the installed Fortran
System will be inactive.
The wash out basin shall be inspected daily during high production intervals and be
cleaned as necessary. It is important that aggregates and settled fines do not impair
the effectiveness of the Rock Sediment Dam leading into the Settling Basin.
Accumulated aggregates and settled fines shall be properly removed and disposed of
by the Lane.
The settling basin shall be inspected regularly and maintained as necessary. It is
important to ensure that the installed baffles are functioning properly (spreading flow
across width of basin). Replace/Repair any deficient baffles as necessary. Settled
fines are to be removed by Lane as frequently as possible (When dry) to reduce
lie the risk of their re -introduction into system. At a minimum, settled fines are to be
removed when any basin chamber is 20% full.
Page 8 of 8