NCG140420_COMPLETE FILE - HISTORICAL_20170503

STORMWATER DIVISION CODING SHEET
RESCISSIONS
PERMIT NO.
IVL6 No L f2-,)
DOC TYPE
❑ COMPLETE FILE - HISTORICAL
DATE OF
RESCISSION
❑ 02$ 43
YYYYMMDD

Division of Energy, Mineral, and Land Resources
Land Quality Section / Stormwater Program
N' r-0 National Pollutant Discharge Elimination System (NPDES)
Energy, Mineral & PERMIT OWNER AFFILIATION DESIGNATION FORM
Land Resources
ENVIROMMENTALOUAWY (Individual Legally Responsible for Permit)
Use this form if there has been:
FOR AGENCY USE ONLY
Date Received
Year Month
Da
NO CHANGE in facility ownership' or facility name, but the individual
who is legally responsible for the permit has changed.
If the name of the facility has changed, or if the owner of the facility has changed,
do NOT use this form. instead, you must fill out a Name -Ownership Change Form
and submit the completed form with ail required documentation.
What does "legally responsible individual" mean?
The person is either:
• the responsible corporate officer (for a corporation);
• the principle executive officer or ranking elected official (for a municipality, state, federal or other public
agency); RECEIVED
• the general partner or proprietor (for a partnership or sole proprietorship);
• or, the duly authorized representative of one of the above. MAY 10 2017
1) Enter the permit number for which this change in Legally Responsible Indi Ot filiation")
applies: STORMWATER PERMITTING
Individual Permit (or) Certificate of Coverage
w.
'N5 € a.CG 1 y b' 4 a Olei
�, ,� .
2) Facility Information:
Facility name: —rFM&A,4P-y b P 4N b G7.
Company/Owner Organization:
Facility address: 6op C 12 M a RD
Address
CQNC"Izo _ r1tC_ goa-3-
City State Zip
To find the current legally responsible person associated with your permit, go to this website:
http://dcq nc• ov/about/divisions/ener -mineral-land-resources/energ -mineral-land-nennils/stormwater-proms
and run the Permit Contact Summary Report.
TION that should be removed:
Previous l
4) NEW OWNER AFFILIATION (legally responsible for the permit):
Person legally responsible for this permit:
Last
P,4VM17 _ M (fI•-IAP-A aLo
First MI Last
Page l of 2
5 W U-OWNERAFFH,23March2017

NPDES Stormwater Permit OWNER AFFILATION DESIGNATION Form
(if no Facility Name/Ownership Change)
A ss� s P(Zo, alp 6rz
Title
Mailing Address
64.4 R L6-U-'5 N C_ ')-
City State Zip
{ 3$6 ) 519_ 4 91L DMGuAPaaa.a t.AuEco,ss�a.,cf
Telephone E-mail Address Cmlh
Fax Number
5) Reason for this change:
A result of: ❑ Employee or management change -
❑ Inappropriate or incorrect designation before
® Other
If other please explain: Q RDa F_S 5 U 1 AS 7-�Co gZL�Cr _
The certification below must be completed and signed by the permit holder.
PERMITTEE CERTIFICATION:
I, RzS7Q R-I A!� — , attest that this application for this change in Owner Affiliation
(person legally responsible for the permit) has been reviewed and is accurate and complete to the best of my
knowledge. I understand that if all required parts of this form are not completed, this change may not be
processed
ignature Date
PLEASE SEND THE COMPLETED FORM TO:
Division of Energy, Mineral, and Land Resources
Stormwater Program
1612 Mail Service Center
Raleigh, North Carolina 27699-1612
For more information or staff contacts, please call [phone] or visit the website at:
http: //deg. nc.gov/about/divis ions/energy-mineral -1 and-resources/stormw ater
Page 2 of 2
5 W U-OWNERAF FII,23Mar2017

Permit: NCG140420
SOC:
County: Cabarrus
Region: Mooresville
Compliance Inspection Report
Effective: 07/01/16 Expiration: 06/30/17 Owner : The Lane Construction Corporation
Effective: Expiration: Facility: Temporary Concrete Batch Plant Lane Construction(
500 Goodman Rd
Contact Person: David Chaparro Title:
Directions to Facility:
System Classifications:
Primary ORC:
Secondary ORC(s):
On -Site Representative(s):
Related Permits:
Inspection Date: 07/27/2016 Entry Time: 01:OOPM
Primary Inspector: Holliday Keen
Secondary Inspector(s):
Concord NC 28027
Phone: [phone]
Certification: Phone:
Exit Time: 01:30PM
Phone:
Reason for Inspection: Other Inspection Type: Technical Assistance
Permit Inspection Type: Ready Mix Concrete Stormwater/Wastewater Discharge COC
Facility Status: Compliant Not Compliant
Question Areas:
Storm Water
(See attachment summary)
Page: 1

Permit: NCG140420 Owner- Facility: The Lane Construction Corporation
Inspection Date: 07/2712016 Inspection Type . Technical Assistance Reason for Visit: Other
Inspection Summary:
This inspection was conducted to assess the possibility of rescinding the ceritificate of coverage for this inactive site. After
my inspection of the Lane Construction site covered under NCG140420, I suggest that this rescission request be denied.
The lot is empty, but the 3 wastewater basins and a vegetated stockpile remain on site. Prior to rescinding the permit, the
permittee must remove all waste from the basins, discharge or pump the wastewater remaining in the basins per the permit
requirements, and bring the site to its original condition.
Page: 2

Permit: NCG140420 Owner- Facility: The Lane Construction Corporation
Inspection Date: 07/2712016 Inspection Type : Technical Assistance Reason for Visit: Other
Page: 3

LANE
April 26, 2016
`­-!',VNCDEQ
:Atfn; Stormwter Permitting
610 E. Center Avenue Suite 301
Mooresville NC 28115
r*— �-
Re Notice of Te�minatiorr,,Permit No. NCG.1
LANE Construction —Temporary Concrete plant Concord, NC
To Whom It May Concern,
Per my conversation with your stormwater permitting staff, please accept this letter as a
request to terminate the stormwater permit associated with 413 Goodman Road. The wastewater
ponds have been reclaimed and we are ready to terminate this permit. Should you require additional
information please contact me at 704-395-3264.
Sincere
Marcus Vol. Nackler
Environmental Coordinator
Cc: DMC CIVIC.
The Lane Construction Corporation
8205 Wilkinson Boulevard Charlotte, NC 28214 USA T704.394.8354 F704.394.5354
LeneConstruct.com
An Equal Opportunity Employer M/FIDIV

A
r. r��
NC®ET1R
North Carolina Department of Environment and Natural Resources
Pat McCrory John E. Skvarla, III
Governor Secretary
November 13, 2014
Marcus Hackler
The Lane Construction Corporation
8205 Wilkinson Blvd., Charlotte, NC 28214
Subje : Requested rescission of stormwater permit coverage under A1641¢04Za
escission request denied. Reason: 10') /41191-ZV111-
❑Rescission request approved, effective immediately. Permit coverage rescinded on the following basis:
You reported that you have ceased all regulated activity and sold the facility.
❑
You reported that although you retain ownership or control of the facility, you have ceased all regulated
activity, and there are no materials remainina on site that may resent a risk of stormwater pollution.
❑
You reported that continued permit coverage is not required because the site activities are not regulated by
the NPDES stormwater permitting program.
Note other basis:
k'ijEMLR Regional Office concurrence ❑ Request processed without RO comment
Operating a treatment facility, discharging wastewater, or discharging specific types of stormwater to
waters of the State without a valid NPDES permit will subject the responsible party to a civil penalty of
up to $25,000 per day. Enforcement action will be certain for persons that have voluntarily relinquished
permit coverage when, in fact, continuing permit coverage was necessary. If, in retrospect, you feel the
site still requires permit coverage, you should notify this office immediately. Furthermore, if in the future
you wish to again discharge to the State's surface waters, you must first apply for and receive new
coverage under an NPDES permit.
If you have questions about this matter, please contact the DEMLR Regional Office inspector (copied
below), or Pickle _ _ in the Raleigh Central Office at [phone]-.6 374
Sincerely,
7
for Tracy E. Davis, P.E., CPM, Director
Division of Energy, Mineral and Land Resources
CStormwater Permitting Program — with attachments
DWR Central Files
(rescissions only)
DEMLR ",owst,il& Regional Office, n5O."Ar &f a�afe
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 • httRalgortal.ncdenr.org/web/Ir/
An Equal Opportunity/Affirmative Action Employer

Alexander, Laura
From: Khan, Zahid
Sent: Thursday, October 30, 2014 3:31 PM
To: Alexander, Laura
Subject: FW: Rescission Request for NCG140420 - The Lane Corporation
Follow Up Flag: Follow up
Flag Status: Flagged
Laura,
Please see attached response by Samar, Inspection is uploaded in BIMS. Thanks
Zahid
From: Bou-ghazale, Samar
Sent: Wednesday, October 29, 2014 4:30 PM
To: Khan, Zahid
Subject: RE: Rescission Request for NCG140420 - The Lane Corporation
Site is not ready for a permit rescission. See summary in Bims.
Thanks,
Samar
From: Khan, Zahid
Sent: Tuesday, October 14, 2014 8:30 AM
To: Bou-ghazale, Samar
Subject: FW: Rescission Request for NCG140420 - The Lane Corporation
Samar,
F YA,
Thanks
From: Alexander, Laura
Sent: Tuesday, October 14, 2014 8:26 AM
To: Khan, Zahid
Subject: Rescission Request for NCG140420 - The Lane Corporation
Good Morning!
Please see attached rescission request.
Thanks for your help!
Laura Alexander
Stormwater Permitting Program
NC Division of Energy, Mineral and Land Resources
1612 Mail Service Center
Raleigh, NC 27699-1612
[phone]
I

COmnliance Inspection Report
Permit: NCG140420 Effective: 1210211 t Expiration: 06/30/16 Owner : The Lane Construction Corporation
SOC: Effective: Expiration: Facility: Temporary Concrete Batch Plant Lane Construction(
County: Cabarrus 500 Goodman Rd
Region: Mooresville
Concord NC 28027
Contact Person: David Chaparro Title: Phone: [phone]
Directions to Facility:
System Classifications:
Primary ORC:
Secondary ORC(s):
On -Site Representative(s):
Related Permits:
Inspection Date: 1012912014 Entry Time: 09:OOAM
Primary Inspector: Samar E Bou Ghazale
Secondary Inspector(s):
Certification:
Phone:
Exit Time: 09:30AM
Phone: [phone] Ext.2199
Reason for Inspection: Other Inspection Type: Compliance Evaluation
Permit Inspection Type: Ready Mix Concrete Stormwater/Wastewater Discharge COC
Facility Status: Compliant n Not Compliant
Question Areas:
E Storm Water
(See attachment summary)
Page: 1

Perrnit: NCG140420 Owner - Facility: The Lane Construction Corporation
Inspectlon Date: 10/2912014 Inspection Type :Compliance Evaluation Reason for Visit: Other
Inspection Summary:
The Lane Construction applied for a rescission request for this permit. An inspection was conducted on 40/29/2014 with
David Chaparro, project Engineer with Lane Construction. Inspection revealed that the three wastewater basins were still on
site in addidition to some aggregate materials. Mr. Chaparro was informed that prior to rescinding the permit, they need to
remove all waste from the basins and discharge or pump the wastewater remaining in the basins per the permit
requirements and bring the site to its original condition. It is recommended that the rescission request be denied.
Page: 2

permit: NGG140420 Owner- Facility: The Lane Construction Corporation
Inspection Late: 10/2912014 Inspection Type : Compliance Evaluation Reason for Visit: Other
Page: 3

LANE
September 1S, 2014
NCDENR DWQ
Attn: Wetlands and Stormwater branch
512 Salisbury Street
Raleigh NC 27604
Re: Stormwater permit 140420
LANE Construction Corp -Temp Concrete Plant Concord, NC
RECEIVED
OCT 0 3 2014
DENR-LAND QUALITY
STORMWATER PERMITTING
To Whom It May Concern,
Please accept thEs letter as a request to terminate the storm water permit associated with the
concrete plant at 413 Goodman Road. This facility is scheduled to start dismantling operations on
August 20, 2014. Should you require any additional information, please contact me at 704-395-3264. We
look forward to your response and have enjoyed working with the DAQ.
Sincerely;
9
Marcus W. Hackler
Environmental Coordinator
Cc: DJR GAH KMO RML DMC Doug Miller, City of Concord, Stormwater Services
The Lane Construction Corporation
8205 Wilkinson Boulevard Charlotte, NC 28214 USA T 704.394.8354 F 704.394.5354 LaneConstruci.com
An Equal Opportunity Employer MIFIDIV

• Division of Energy, Mineral & Land Resources
Land Quality Section/Stormwater Permitting Program
NCDENRNational Pollutant Discharge Elimination System
�.
FmnvrMnn —a N�K R�Cu
RESCISSION REQUEST FORM
FOR AGENCY USE ONLY
Date Received
Year
Month
Da
RECEIVED
Please fill out and return this form if you no longer need to maintain your NPDES stormwater Lit.
QUALITY
STa�RMW �R
1) Enter the permit number to which this request applies: PERMITTING
Individual Permit (or) Certificate of Coverage
N I C I S I I I I I N C G
2) Owner/Facility Information: " Final correspondence will be mailed to the address noted below
Owner/Facility Name The LANE Construction Corporation
Facility Contact
Street Address
City
County
Telephone No.
Marcus Hackler, Environmental Coordinator
8205 Wilkinson Blvd
Charlotte
Cabarrus
704-395-3264
State NC ZIP Code 28214
E-mail Address MW][e-mail]
Fax: [phone]
3) Reason for rescission request (This is wired information. Attach separate sheet if necessary):
® Facility closed or is closing on `8- 2'r(2a14All industrial activities have ceased such that no discharges of
stormwater are contaminated by exposure to industrial activities or materials.
❑ Facility sold to on r----1 . 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:
1, as an authorized representative, hereby request rescission of coverage under the NPDES Stormwater Permit for the
subject facility. 1 am familiar with the information contained in this request and to the best of my knowledge and belief
such information is true, complete and accurate.
Signature
Marcus W. Hackler
Print or type name of person signing above
Date 8-25-2014
Environmental Coordinator
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
1612 Mail Service Center, Raleigh, North Carolina 27699-1612
Phone: [phone] FAX: 919M7-6492
An Equal 0pportunit ylAffirmative Action Employer

Alexander, Laura
From: Khan, Zahid
Sent: Thursday, October 30, 2014 3:31 PM
To: Alexander, Laura
Subject: FW: Rescission Request for NCG140420 - The Lane Corporation
Follow Up Flag: Follow up
Flag Status: Flagged
Laura,
Please see attached response by Samar. inspection is uploaded in BIMS. Thanks
Zahid
From: Bou-ghazale, Samar
Sent: Wednesday, October 29, 2014 4:30 PM
To: Khan, Zahid
Subject: RE: Rescission Request for NCG140420 - The Lane Corporation
Site is not ready for a permit rescission. See summary in Bims.
Thanks,
Samar
From: Khan, Zahid
Sent: Tuesday, October 14, 2014 8:30 AM
To: Bou-ghazale, Samar
Subject: FW: Rescission Request for NCG140420 - The Lane Corporation
Samar,
FYA,
Thanks
From: Alexander, Laura
Sent: Tuesday, October 14, 2014 8:26 AM
To: Khan, Zahid
Subject: Rescission Request for NCG140420 - The Lane Corporation
Good Morning!
Please see attached rescission request.
Thanks for your help!
Laura Alexander
Stormwater Permitting Program
NC Division of Energy, Mineral and Land Resources
1612 Mail Service Center
Raleigh, NC 27699-1612
[phone]

LANE
September 15, 2014
NCDENR DWQ
Attn: Wetlands and Stormwater branch
512 Salisbury Street
Raleigh NC 27604
Re: Stormwater permit :140420
LANE Construction Corp -Temp Concrete Plant Concord, INC
RECEIVED
OCT 0 3 2Q14
DENR-LAND QUALITY
STORMWATER PERMITTING
To Whom It May Concern,
Please accept this letter as a request to terminate the storm water permit associated with the
concrete plant at 413 Goodman Road. This facility is scheduled to start dismantling operations on
August 20, 2014. Should you require any additional information, please contact me at 704-395-3264. We
look forward to your response and have enjoyed working with the DAQ.
Sincerely,
Marcus W. Hackler
Environmental Coordinator
Cc: DJR GAH KMC► RML DMC Doug Miller, City of Concord, Stormwater Services
The Lane Construction Corporation
8205 Wilkinson Boulevard Charlotte, NC 28214 USA T 704.394.8354 F 704.394.5354 LaneConstruct.com
An Equal Opportunity Employer MIFIDIV

A4LTIKWA• Division of Fnergy, Mineral & Land Resources
r Land Quality SectionlStormwater Permitting Program
NC®ENR National Pollutant Discharge Elimination System
f4c- C�a
Exvwa+..o —D Ka Re9W "
RESCISSION REQUEST FORM
FOR AGENCY USE ONLY
Dale Received
Year
Month Da
RECEIVED
99T vu
Please fill out and return this form if you no longer need to maintain your NPDES stormwatere�Rm�tANp
N QUALITY
1) Enter the permit number to which this request applies: STORMWATER PERMITTING
Individual Permit (or) Certificate of Coverage
N I C 1 5 1 1 1 1 1 1 1 1 N I C I G I 1 4 1 0 4 2 0
2) Owner/Facility Information: • final correspondence will be mailed to the address noted below
Owner/Facility Name The LANE construction Corporation
Facility Contact
Street Address
City
County
Telephone No.
Marcus Hackler. Environmental Coordinator
8205 Wilkinson Blvd
Charlotte
Cabarrus
704-395-3264
State NC ZIP Code 28214
E-mailAddress [e-mail]
Fax: [phone]
3) Reason for rescission request (This is reguired information. Attach separate sheet if necessary):
® Facility closed or is closing on W2172014AII industrial activities have ceased such that no discharges of
stormwater are contaminated by exposure to industrial activities or materials.
❑ Facility sold to �� on 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 knowledge and belief
such information is true, complete and accurate.
Signature
Marcus W. Hackler
Print or type name of person signing above
Date 8-25-2014
Environmental Coordinator
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
1612 Mail Service Center, Raleigh, North Carolina 27699-1612
Phone: [phone] FAX: [phone]
An Equal Opportunity \Affirmative Action Employer

Central Files: AP5 SWP
12/02/11
I1'
Permit Number NCG140420
Permit Tracking Slip
Program Category
Status Project Type
NPDES SW
In draft New Project
Permit Type
Version Permit Classification
Ready Mix Concrete Stormwater/Wastewater Discharge COC
COC
Primary Reviewer
Permit Contact Affiliation
jennifer.jones
Coastal SW Rule
Permitted Flow
Facilit
Facility Name
Major/Minor
Region
Temporary Concrete Batch Plant Lane
Minor
Mooresville
Constructioncc
Location Address
County
500 Goodman Rd
Cabarrus
Concord NC 28027
Facility Contact Affiliation
David Chaparro
500 Goodman Rd
Concord
NC 28027
Owner
Owner Name
Owner Type
The Lane Construction Corporation
Non -Government
Owner Affiliation
David Chapparo
413 Goodman Rd
Concord
NC 28027
Dates/Events
Scheduled
Orig Issue App Received Draft Initiated Issuance Public Notice Issue Effective Expiration
10/17/11 11/02/11 I Z� t j 1 2-1 y f 1 f 6,(301 i b
Regulated Activities Requested/Received Events 1
Ready mixed concrete production RO staff report requested 11/02/11
Ready mixed recycle system overflow Additional information requested 11/02/11
Ready mixed stockpile wetting RO staff report received 11/14/11
Additional information received 12/02/1 1
tfall 001
,terbody Name Stream Index Number Current Class Subbasin
ddle Creek 13-17-6-(5.5) C 03-07-11

--Z 1-� -�

April 9, 2007
Mr. Bonney G. Bright
Bonney Bright Sand Company
5513 Buzzard Neck Road
Virginia Beach, Virginia 23457
RE: Permit No. 27-49 / Bright Mine
Currituck County / Pasquotank River Basin
Dear Mr. Bright:
Your recent request to have the above referenced mining permit modified has been
approved. The modification is to allow discharging of stormwater from the permitted area as per
General Permit No. NCG020000 and Certificate of Coverage No. NCG020701 issued by the North
Carolina Division of Water Quality on February 23, 2007.
Please attach this approval letter to your existing mining permit for future reference. The
expiration date, mine name and permit number on the permit document shall remain the same as
before this modification.
The issuance of a mining permit and/or any modification to it does not supersede local
zoning regulations. The responsibility of compliance with any applicable zoning regulations lies
with you.
As a reminder, your permitted acreage at this site is 56.73 acres and the amount of land
you are approved to disturb is 45.04 acres.
Please advise this office at [phone] should you have any questions concerning this
matter
Sincerely,
Floyd R. Williams, PG, CPG, CPESC
State Mining Specialist
Land Quality Section
FRW/jw
cc: Mr. Pat McClain, PE
Mr. Bradley Bennett-DWQ

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor . Director
December 2, 2011
Mr. James Seybert
The Lane Construction Corporation
413 Goodman Road
Concord, NC 28027
Subject: General Permit No. NCG 140000
The Lane Construction Corporation
Temporary Concrete Batch Plant
COC No. NCG140420
Cabarrus County
Dear Mr. Seybert:
Dee Freeman
Secretary
In accordance with your application for a discharge permit received on December 1,
2011, we are forwarding herewith the subject certificate of coverage (COC) to discharge under
the subject state — NPDES general permit. This permit is issued pursuant to the requirements of
North Carolina General Statute 143-215.1 and the Memorandum of Agreement between North
Carolina and the US Environmental Protection Agency dated October 15, 2007 (or as
subsequently amended).
Please note that NCG140000 contains effluent limitations for process wastewater
discharges (see Part IV, Section D). Wastewater discharges must meet the requirements of
these effluent limitations. An exceedence of any of these limitations is a violation of permit
conditions.
Please note that groundwater standards in 15A NCAC 02L and 021' regulations must also
be met for recycle systems or any discharges to groundwater.
Please take notice that this certificate of coverage is not transferable except after notice to
the Division of Water Quality, The Division of Water Quality may require modification or
revocation and reissuance of the certificate of coverage. This permit does not affect the legal
requirements to obtain other permits which may be required by the Division of Water Quality or
permits required by the Division of Land Resources, Coastal Area Management Act or any other
federal or local governmental permit that may be required.
Please note that permit requirements in Part I1, Section A, numbers 1-5, and Part 11,
Section B, number 1 are no longer valid per NC Session Law 201 1-394. However, note that Part
11, Section A, number 6, and Part II, Section B, numbers 2-10 are unaffected by this Session
Law. Those sections will remain in effect for the duration of this permit term. Please be
Wetlands and Stormwater Branch One
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 NorthCarolina
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604 �� y y�
Phone: [phone] FAX: [phone] Customer Service ��f'r
1-877-623-6748 {l s/s/
Internet: www.ncwaterquality.org
An Equal Opportunity 1 Affirmative Action Employer

Mr. James Seybert
The Lane Construction Corporation — Temporary Concrete Batch Plant
NCG 140420
December 2, 2011
reminded that your facility must notify the appropriate DWQ Regional Office at least 72 hours in
advance of operation of your wastewater treatment facility.
If you have any questions concerning this permit, please contact Jennifer Jones at telephone .
number [phone].
Sincerely,
ORIGINAL SIGNED B)
for Coleewp.909
cc: Mooresville Regional Office, Samar Bou-Ghazale
Central Files
Stormwater Permitting Unit Files
Jon Risgaard, DWQ, Aquifer Protection Section, Land Application Unit
Mr. Doug Miller, P.E,, City of Concord, Stormwater Services, P.O. Box 308, Concord,
NC 28026-0308
enclosure

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
GENERAL PERMIT NO. NCG140000
CERTIFICATE OF COVERAGE No. NCG140420
STORMWATGR 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 process wastewater including discharges from the wetting of
raw material stockpiles from a facility located at
Temporary Concrete Batch Plant — Lane Construction
500 Goodman Road
Concord
Cabarrus County
to receiving; waters designated as a UT to Coddle Creek, a class C water in the Yadkin Pee -Dee
River Basin, in accordance with the effluent limitations, monitoring requirements, and other
conditions set forth in Parts I, 11, III, IV, V, and VI of'General Permit No. NCG140000 as
attached.
"Phis certificate of coverage shall become effective December 2, 2011.
This Certificate of Coverage shall remain in effect for the duration of the General Permit.
Signed this day December 2, 2011.
ORIGINAL SIGNED B`
KEN pica
for Coleen H. Sullins, Director
Division of Water Quality
By the Authority of the Environmental Management Commission

NCG 140420
Map Scale 1:16,330
The Lane Construction Group
Temporary Batch Plant
Concord, NC
Latitude: 35° 24' 23" N
Longitude: 800 42' 03" W
County: Cabarrus
Receiving Stream: UT to Coddle Creek
Stream Class: C
Sub -basin: 03-07-11 (Yadkin River Basin)
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North Carolina Department of Environment and Natural Resources 1-85 ! 485
Division of Land Resources
James D. Simons, PG, PE Land Quality Section Beverly Eaves Perdue, Governor
Director and State Geologist Dee Freeman, Secretary
October 24, 2011
LETTER OF RECEIPT OF EROSION CONTROL PLAN
The Lane ConStructi017 Corporation
Attention: David J..Rankin
90 Fieldstone Court
Cheshire, Connecticut 06410
RE: Project Name, Lane Construction Group Temporary Concrete Plant
Project ID: CABAR-2012-025
County: Cabarrus, Goodman Road SR 1441, Concord
River Basin: Yadkin-PeeDee
Submitted By: The Lane Construction Corporation
Date Received by LQS: October 19, 2011
Plan. Type: New
Dear Mr. Rankin:
This office has received a soil erosion and sediment control plan for the project listed above
which was submitted as required by the North Carolina Sedimentation Pollution Control Act (G.S.
l 13A-57 (4)),
The Act requires that all persons disturbing an area of one or more acres of land must obtain
approval of a soil erosion control plan prior to the commencement of the land -disturbing activity
(G.S. i 13A-54(d) (4)). The Act further states that this plan must be filed a minimum of 30 days
prior to the activity and the approving authority must approve or disapprove the submitted plan
within 30 days of receipt. Failure of the approving authority to approve or disapprove the submitted
plan within (lie 30-day period will be deerned approval of the plan.
Commencement or continuation of a land -disturbing activity under the juriscliction of this Act
prior to the approval of an erosion and sediment control plan is a violation of the Act.
Mooresville Regional Office
610 East Center Avenue, Suite 301, Mooresville, North Carolina 28115
Telephone: [phone] FAX. [phone] • Internet: hiipalwrrr,r.dlr.enrscater, usloauasaanuu alitrsaciic �.htrrrl
An Equal Opportunity 1 Affirmative Action Employer— 50% Recycled ! 10% Post Consumer Paper

Letter of Receipt of Erosion Control
The Lane Construction Corporation
October 24, 2011
Page 2 of 2
The approval of an erosion and sediment control plan is conditioned on the applicant's
compliance with Federal and State water quality laws, regulations and rules.
If you have questions please do not hesitate to contact this office. Your cooperation in this
matter is appreciated and we look forward to working with 5•ou on this project.
Sincerel- ,
Erich Schweiber
Land Quality Section
ES/cys
cc; CESI

0
1]
AIFA
LPIWA
0, Division of Water Quality 1 Surface Water Protection
NCDENRNational Pollutant Discharge Elimination system
NpaiH C+AOLM. DE�TMEHT O�
f.+voo.+Mc.+T ..+o Nn�o.REsaoce�
NCG 140000
NOTICE OF INTENT
FOR AGENCYUSE ONLY
Date Received
Year
Month
Dav
Certificate ail, Carves �e
Check# Oroount
SO
Permit Assigned to
National Pollutant Discharge Elimination System application for coverage under General Permit
NCG140000:
STORMWATER AND PROCESS WASTEWATER DISCHARGES associated with activities classified as:
SIC (Standard Industrial Classification) Code: 3273 and like activities - Ready Mixed Concrete
Treatment facilities used to treat or recycle process wastewater that discharge to surface waters require
an ATC prior to construction per 15A NCAC 2H .0'138. The Authorization to Construct or Operate may
be applied for, and subsequently issued at the same time as the Certificate of Coverage (COC) for the NCG14
permit. Design of treatment facilities must comply with requirements of 15A NCAC 2H .0138 & .0139.
For new plant sites that will discharge process wastewater (even if commingled with stormwater): This NOI
may also be an APPLICATION FOR Authorization to Construct (ATC) wastewater treatment facilities.
ATC requests must be submitted at least 90 days prior to construction'.
For existing plant sites discharging process wastewater (even if commingled with stormwater): This NOI may
also be an APPLICATION FOR Authorization to Operate wastewater treatment facilities. Construction,
modification, or installation of any new treatment components at an existing site requires an ATC.
If your facility discharges wastewater to surface water, construction or operation of wastewater
treatment facilities at new or existing sites requires submission of three (3) sets of plans and
specifications, signed and sealed by a Professional Engineer (P.E.) or qualified stafe along with this
application. A copy of the design calculations should be included. Please see questions 10-17 for more details.
For questions, please contact the DWQ Regional Office for your area. (See page 6)
(Please print or type)
1) Mailing address of owner/operator (address to which all permit correspondence will be mailed):
Owner Name
Street Address
City
Telephone No.
J The Lane Construction Corporation
413 Goodman Rd
Concord
704 — 707-0538
State NC ZIP Code 28027
Fax: [phone]
2) Location of facility producing discharge: p
Facility Name
Facility Contact
Street Address
r As per 15A NCAC 2H .0106
Temporary Concrete Batch Plant — Lane Construction 16 , �
David Chaparro, PE
500 Goodman Rd 7 2nit
OfNR - WATERQUALITY
IIE WLSAN*0Sr QRiER eWW ti
z Unless treatment facilities are designed, constructed, and put into operation by employees internal to the company who are qualified to
perform such work for their respective companies in accordance with General Statutes, 89C-25 (7), plans and specifications must be signed
and sealed by a RE,
SW U-229-07 i 22011
Page 1 of 7

NCG140000 N.O.I.
City
County
Telephone No
Concord
Cabarrus
704-707-0538
3) Physical location information:
State NC ZIP Code 28027
Fax: [phone]
Please provide narrative directions to the facility (use street names, state road numbers, and distance and
direction from a roadway intersection). Take 1-85 to Exit 52, Poplar Tent Rd. Turn West onto Poplar Tent
and immediately turn North into Goodman Rd. The turn for the Plant will be approx.. 0.25 mile on the
left. See attached location map
(A copy of a county map or USGS quad sheet with facility clearly located on the map is a required part of this application.)
4) Latitude 35 24 22.77 Longitude -80 42 03.36 (deg, min, sec)
5) This NPDES Permit Application applies to the following (check all that apply):
X New or Proposed Facility
❑ Existing Facility Permit t
❑ Application for ATC ❑
Date operation is to begin 02-01-2012
Application for ATO
6) Consulting Engineer's (or other qualified design staffs) application information:
Consulting Engineer: Please see attached sheet
Consulting Firm:
Mailing Address:
City:
State:
Phone:{ }
Email:
Zip Code:
Fax: ( )
(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.)
This is Temporary Portable Central Mix Concrete Batch Plant which will be used to produce concrete for the '
NCDOT 1-85 Widening and 1-8511-485 Interchange projects
Stormwater Discharge, Wastewater Treatment & Discharge and Permitting Information
9) Discharge points I Receiving waters:
Number of discharge points (ditches, pipes, channels, etc.) that convey stormwater and/or wastewater from
the property,
J
Stormwater-only: _0 Wastewater-only:_t) Wastewater Commingled with Stormwater:_9
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? Unnamed tributary of Coddle 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). NIA
Page 2 of 7
SW U-229-07122011

•
NCG140000 N.O.I.
Will this facility discharge wastewater to SA (Shellfishing) waters? ❑ Yes X No
Note: Discharge of process wastewater to receiving waters classified as WS-II to WS-V or SA must be
approved by the N.C. Dept. of Environmental Health. If DEH does not approve, coverage under
NCG140000 cannot be granted. No new discharges of process wastewater are permitted in
receiving waters classified as WS-1 or freshwater ORIN.
Wastewater:
10) What types of wastewater does your facility generate or discharge?
Type of Authorized Wastewater
Generate
Discharge
Sent to WW
Treatment
System
Vehicle and equipment cleaning VE
X
X
X
Wetting of raw material stockpiles RM
X
X
X
Mixing drum cleaning MD
X
X
X
Further explanation, if necessary:
11) Will your facility spray -down or actively wet aggregate piles?
❑ No X Yes
12) Does the facility use any of the following on site? No
❑ Phosphorus -containing Detergents
❑ Brighteners ❑ Other Cleaning Agents
❑ Nan -Phosphorus -containing Detergents
❑ Other:
13) Are wastewater treatment facilities planned in the 100-year flood plain?
X No ❑ Yes
If yes, include information to demonstrate protection from flooding. (Minimum design requirements for
treatment works include protection from the 100-year flood, per 15A NCAC 2H .0219.)
14) Does your facility use or plan to use a recycle system, or recycle components in your treatment system?
❑ Yes X No
If yes, what size storm event is the system designed to hold before overflowing? (for example, 10-yr, 24-hr)
year, 24-hr rainfall event
vm�15) Will your facility build a closed -loop recycle system that meets design requirements in 15A NCAC 02T
__.1000 and hold your facilities' working volume3?
❑ Yes X No
Will your facility discharge wastewater to surface waters?
X Yes ❑ No The facility will discharge into permitted Vulcan Materials LP Cabarrus Quarry facility and
eventually into unnamed tributary of Coddle Creek
A See DWO's Aquifer Protection Section Land Application Unit's Water Balance Calculation Policy for more information, on DWO LAU's
website htti):Ilportal.ncdenr.o[g/web/wq/aps/laulpolicies for more information.
Page 3 of 7
SWU-229-07122011

NCG140000 N.O.I.
If the facility's treatment system meets the design requirements of 15A NCACO2T .1000 (including holding
40 the 25-year, 24-hour storm plus one foot of freeboard), holds the working volume of your site, and
does not discharge wastewater to surface waters, you may not be required to obtain an NPDES permit for
wastewater discharges. If you believe this is the case, please contact DWQ's Aquifer Protection Section
Land Application Unit Central Office Supervisor or staff (1636 Mail Service Center, Raleigh, NC 27699-1636)
for more information on obtaining the necessary permits or approvals. If you will discharge wastewater or
stormwater to surface waters, please continue to apply for a permit to discharge associated with ready -mixed
concrete or like operations under NCG140000. For further questions, please contact DWQ's Stormwater
Permitting Unit Staff. Also see questions 16 and 17.
16) A wastewater treatment alternatives review is required by 15A NCAC 2H.0105 (c)(2) for any new or
expanding water pollution control facility's discharge in North Carolina. You may attach additional sheets.
a) What wastewaters were considered for this alternatives review? X VE X RM X MD
b) Connection to a Municipal or Regional Sewer Collection System:
i) Are there existing sewer lines within a one -mile radius? ..................................... X Yes ❑ No
(1) If Yes, will the wastewater treatment plant (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?* NIA
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)? See question 15... ❑ Yes X No
(1) If Yes, contact DWO's Aquifer Protection Section's Land Application Unit (see question 15)
(2) If No, is this option technologically feasible (possible)? Why or why not?'' Yes
It is possible to reuse treated wastewater for equipment_ cleanup _
(3) If No, is it feasible to build a CLRS on your site? Why or why not?' No
The water storage requirements for rain events plus the volume of waste water generated durin
peak production will require the installation of a very large CLRS system that will operate for a
short period of time and will have to be removed shortly after. For the intended_ use, the potentially
recycled wastewater will need to be pressurized which will add_ additional_ devices to the_alrea_dy
large CLRS system. The temporary nature of this facility_ makes_ the construction of a CLRS not
economically and environmentally feasible. Additionally, space limitations within_ the facility also
make this option not feasible_. _
(4) What is the feasibility of building a CLRS compared to direct surface water discharge?*
Due to the temporary nature of the facility, direct surface water discharge is significantly more
feasible from an economic and environmental point of view
d) Surface or Subsurface Disposal System (e.g., spray irrigation):
i) Is a surface or subsurface disposal technologically feasible (possible)? ....................X Yes ❑ No
Why or Why not? Surface discharge of treated wastewater is technologically feasible ._
ii) Is a surface or subsurface disposal system feasible to implement?* ...........................❑ Yes X No
Why or Why not? There is no available area within the facility for a potential surface disposal
system. The volume of the discharge will require a larvae system installed in a large area that is not
available. Additionally, the temporary nature of the facility makes the installation of such system not
feasible
Iii) What is the feasibility of employing a subsurface or surface discharge as compared to a direct
discharge to surface waters?" Due to the temporary nature of the facility, direct discharge of surface
waters is significantly more feasible from an economic and environmental point of view
Page 4 of 7
5W U-229-07122011

V
� r
r1
L'J
•
NCG140000 N.O.I.
e) Direct Discharge to Surface Waters: Is discharge to surface waters the most environmentally sound
alternative of all reasonably cost-effective options of the wastewaters being considered?* ... X Yes ❑ No
i) If No, contact DWQ's Land Application Unit to determine permitting requirements (See Question 14).
f) If this review included all wastewater discharge types, would excluding some types (e.g. raw
stockpile wetting) make any of the above non -discharge options feasible? ..............❑ Yes X No
* You may be asked to provide further information to support your answers to these questions after the initial review.
Feasibility should take into account initial and recurring costs.
uoes vour Dlant aiscnarge Process wasrewarer ro Surface warers! A Yes Li No
When applying for this permit, you may also concurrently apply for an Authorization to Construct
(ATC) (for new treatment facilities) or Authorization to Operate (ATO) (for existing treatment facilities),
or you may apply at a later date. However, an ATC from DWQ's Stormwater Permitting Unit is required to be
obtained prior to construction of wastewater treatment facilities that discharge to surface waters.
ATC/ATO application information is as follows:
For new sites, you must submit three (3) sets of design plans and specifications with this
application (signed, sealed and stamped by a Professional Engineer (P.E.) or qualified staff) and
provide supporting calculations that predict compliance of final discharge with permit limits. A copy of
the design calculations should be included.
For existing sites, applicants must submit three (3) sets of plans, specs for facilities as-builts
(signed, sealed and stamped by a Professional Engineer (P.E.) or qualified staffs). Provide as
many design details as possible. A copy of the design calculations should be included.
Applications for ATC or ATOs shall include (Attach separate sheet(s)):
• A detailed diagram of treatment systems in place, including design specifics such as:
o tank volumes
o dimensions
o retention time
o surface are
o working volume
o piping
o settling basin details
o any other pertinent design information.
• Water balance equations for treatment systems and holding ponds (inputs, outputs, rates).
• Rainwater use in mix (rate and volumes), if applicable.
• Calculations to demonstrate compliance with permit effluent limits (pH — 6-9 SU, Total Suspended
Solids (TSS) — 30 mg/l, and Settleable Solids (SS) — 5 mill).
Stormwater:
18) Does this facility employ any best management practices for Stormwater control?
❑ No X Yes
If yes, please briefly describe: This site will utilize multiple BMP's including bmp structures for erosion control,
stormwater & wastewater management. Additionally, regular NPDES inspections will be conducted,
a Unless treatment facilities are designed, constructed, and put into operation by employees internal to the company who are qualified to
perform such work for their respective companies in accordance with General Statutes, 89C-25 (7), plans and specifications must be signed
and sealed by a P.E.
5 Unless treatment facilities are designed, constructed, and put into operation by employees internal to the company who are qualified to
perform such work for their respective companies in accordance with General Statutes, 89C-25 (7), plans and specifications must be signed
and sealed by a P.E.
SWU-229-07122011
Page 5 of 7

e
•
NCG140000 N.O.I.
19) Does this facility have a Stormwater Pollution Prevention Plan?
X No ❑ Yes
If yes, when was it implemented?
20) Are vehicle maintenance activities (VMA) occurring or planned at this facility?
X No ❑Yes
If yes, does your VMA area discharge into your wastewater treatment device? ❑ No ❑ Yes
Other/Permitting:
21) Does this facility have any other NPDES permits?
❑ No X Yes
If yes, list the permit numbers for all current NPDES permits for this facility: NPDES Permit NCG020172
22) Does this facility have any Non -Discharge permits (ex: recycle permits)?
XNo❑Yes
If yes, list the permit numbers for all current Non -Discharge permits for this facility:
23) Does this facility have a Division of Land Resources Erosion & Sedimentation Control (E&SC) Permit?
❑ No X Yes There is an existing permit for the Vulcan Materials Cabarrus Quarry facility, but Lane Construction
has developed and is submitting an E&SC Plan to the Division of Land Resources for the proposed facility.
If yes, list the permit numbers for all current E&SC permits for this facility: Cabarrus Quarry Mine Permit 13-27
24) Hazardous Waste:
a) Is this facility a Hazardous Waste Treatment, Storage, or Disposal Facility?
X No ❑ Yes
b) Is this facility a Small Quantity Generator (less than 1000 kg. of hazardous waste generated per month) of
hazardous waste?
X No ❑ Yes
c) Is this facility a Large Quantity Generator (1000 kg. or more of hazardous waste generated per month) of
hazardous waste?
d)
X No ❑ Yes
Type(s) of waste: NIA
How is material stored:
Where is material stored:
How many disposal shipments per year:
Name of transport 1 disposal vendor:
Vendor address:
Final Checklist
This application will be returned as incomplete unless all of the following items have been included:
❑ Check for $100 made payable to NCDENR.
❑ This completed application and all supporting documentation (including design details, water balance
equations, and calculations for treatment systems) — see Question 17.
❑ If an Erosion & Sedimentation Control (E&SC) Plan is required from Division of Land Resources (DLR)
t or local designee: documentation verifying applicant has developed and submitted that Plan to the
governing agency (required per 15A NCAC 02H .0138).
Page 6 of 7
SW U-229-07122011

NCG140000 N.O.I.
� ❑ For new sites (or sites that will install new treatment facilities): Three (3) copies of plans and specifications
r for wastewater treatment facilities (including recycle system components), signed and sealed by a
Professional Engineer or qualified staff meeting requirements of G.S. 89C-25 (7) — see Question 17.
❑ For existing sites: three (3) copies of plans and specifications for wastewater treatment facilities
1 (including recycle system components) as built, stamped and sealed by a Professional Engineer, or (only if
plans not available) a detailed diagram of treatment systems in place that includes information such as tank
volumes, dimensions, retention time, piping, settling basin details, etc. — see Question 17.
❑ A site map showing, at a minimum, (existing or proposed):
(a) outline of drainage areas, (b) stormwaterlwastewater treatment structures, (c) location of
stormwaterlwastewater outfalls (corresponding to which drainage areas), (d) runoff conveyance structures,
(e) areas where materials are stored, (f) impervious areas, and (g) site property lines.
❑ A county map or USGS quad sheet with location of facility clearly marked.
25) Certification:
North Carolina General Statute 143-215.6 B(i) provides that:
Any person who knowingly makes any false statement, representation, or certification in any application, record, report, plan, or other
document filed or required to be maintained under this Article or a rule implementing this Article; or who knowingly makes a false
statement of a material fact in a rulemaking proceeding or contested case under this Article: or who falsifies, tampers with, or knowingly
renders inaccurate any recording or monitoring device or method required to be operated or maintained under this Article or rules of the
(Environmental Management] Commission implementing this Article shall be guilty of a Class 2 misdemeanor which may include a fine
not to exceed ten thousand dollars ($10.000).
r1
L_J
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.
1 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: James Seybert
Title: PrQi6c_ [dlanaoer
(Signature gvAppticant)
(Date Signed)
Notice of Intent must be accompanied by a check or money order for $100.00 made payable to: NCDENR
Page 7 of 7
SW U-229-07122011

NCG140000 N.O.I.
Mail the entire package to:
• Stormwater Permitting Unit
Division of Water Quality
1617 Mail Service Center
r1
L_J
s
Raleigh, North Carolina 27699-1617
Note
The submission of this document does not guarantee the issuance of an NPDES permit.
I For questions, please contact the DWQ Regional Office for your area.
DWQ Regional Office Contact Information:
Asheville Office ...... [phone]
Fayetteville Office
... [phone]
Mooresville Office
... [phone]
Raleigh Office ........
[phone]
Washington Office
...[phone]
Wilmington Office...
[phone]
Winston-Salem ......
[phone]
Central Office .........(919)
807-6300
Page 8 of 7
SWU-229-07122011

. Question 6:
Consulting Engineer's (or other qualified design staff's) application information:
The following Consulting Engineers participated in the design of the proposed facility. Their contact
information is shown below:
Wastewater system design:
Consulting Engineer: Jonathan Henderson, PE
Consulting Firm: HDR Engineering, Inc of the Carolinas
Mailing Address: 3733 National Drive Suite 207
City: Raleigh
State: NC Zip Code: 27612-4845
Phone: _(919) 785-1118 Fax: [phone]
Email: Jonathan. He_nderson(�hdrinc.com
9
Site development and overall stormwater design.
Consulting Engineer: David F.Reese, PE
Consulting Firm: CESI
Mailing Address: PO Box 268
City: Concord
State: _NC Zip Code: _28026-0268_
Phone: [phone] Fax: [phone]
Email: [e-mail]
C9

0 Application Package for:
NPDES Permit to Discharge Stormwatcr and Processed Wastewater for Ready Mix Concrete Plants
The Lane Construction Corporation has been awarded the NCDOT contracts for the 185 Widening
and the 1-85 1 1-485 Interchange projects. It is the intention of The Lane Construction Corporation to
erect and operate a portable temporary concrete central mix batch plant to provide concrete solely for
these projects. The proposed facility will be located at Vulcan Materials leased property west of
Vulcan Materials quarry on Poplar Tent Rd. Concord, NC.
Upon completion of these projects, this plant will be removed and the site will be restored.
Project: 1-85 Widening and 1-851 1-485 Interchange
Owner: North Carolina Department of Transportation
City: Concord
County: Cabarl-US
Physical Address: 500 Goodman Rd, Concord, NC28027
Mailing Address: 413 Goodman Rd, Concord, NC 28027
0 State Authority:
North Carolina Department of Environmental and Natural Resources
Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617
Local Jurisdiction:
Cabarrus County
65 Church Street SE
Concord, NC 28026
City of Concord
66 Union Street South
Concord, NC 28025
0

I
500 Goodman Rd
COnCord, NC 28027
4XI
c
LANE 1-85 Widening/1-85 & 1-485 Interchange Location Map
(NCDDT Contracts 13803E and R2123CF) Temporary Portable Concrete Batch Plant
The Lane Construction Corporation

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Zoning Compliance Permit Report
Stormwater Calculations
For
Lane Mobile Concrete Batch Plant
Goodman Road
Cabarrus County
Concord, North Carolina
PARCEL PIN 4690363816
CESI PROJECT NO. 110822.00
Date: October 2011
Project Manager:
avid F. Reese, PE
CESI, Inc.
NC Firm License No. C-0263
Land Development Services
PO Box 268
Concord, NC 28026-0268
P.704.786.5404
F.704-786.7454
O M.704.657.4180

Lane Mobile concrete Batch Plant
Goodman Road
Cabarrus County
Concord, North Carolina
PARCEL PIN 4690363816
CESI PROJECT NO. 110822.000
Narrative
Channel Calculations
Water Quality Calculations
NCDENR Supplemental
OEt M Agreement
Wet Detention Pond BMP Calculation
Outlet Box Buoyancy Calculation
Detention Routings
O

October 11, 11
Lane Mobile Concrete Batch Plant
go Construction Narrative
The proposed facility is being located on Vulcan leased property west
of the Vulcan quarry on Poplar Tent Road on a vacant parcel between
two existing asphalt plants, the property will be accessed from
Goodman Road through the asphalt plant entrance at the plant
furthest from Poplar Tent Road.. The concrete will be used for the
proposed improvements to I-85 under design build agreement with the
NCDOT. The proposed plant is temporary in nature and will only be in
operation during the improvements to I-85.
The current property has some general storage areas and essentially
draining to the west at 1-2% slope. Existing ground show evidence of
stone but has small amounts of grass growing within the stone area,
some areas are heavier with vegetation but most exhibit the same
runoff characteristics as stone paving.
Proposed build out of the site would involve stone haul roads,
stockpiles, waste water treatment beds, testing trailers, batch plant
and associated equipment. All storm water will be directed through a
proposed Wet Detention pond at the rear of the site. No allowance or
reduction was taken for the existing impervious in BMP calculations
and the wet detention pond will provide both water quality and
detention. Offsite drainage areas will be routed around the
development to the natural exist point which is an existing culvert
entering the Vulcan quarry. The storm evidentially drains to Coddle
Creek classification C, index 3-17-6--(5.5).
Majority of erosion control will be handle through use of s skimmer
basin located within the.same area as the proposed wet detention
pond, smaller areas which are less than one acre will be drained
through silt fence with installed rock weir draw down devices.
0

Channel Report
Hydraflow Express by Intelisolve
® CHANNEL #1
Trapezoidal
Botom Width (ft)
= 8.00
Side Slope (z:1)
= 2,00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 1.00
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 85.14
Friday, Oct 7 2011, 2:27 PM
Highlighted
Depth (ft)
= 1.55
Q (cfs)
= 85.14
Area (sqft)
= 17.20
Velocity (ftls)
= 4.95
Wetted Perim (ft)
= 14.93
Crit Depth, Yc (ft)
= 1.36
Top Width (ft)
= 14.20
EGL (ft)
= 1.93
Elev (ft) Section
103.00
4)
102,50 — —
102.00
101.50
101.00
100.50
100,00
is 99,50
Depth (ft)
3.00
2.50
2.00
1.50
591I11
0.50
M
_n rIn
2 4 6 8 10 12 14 16 18 20 vvv
Reach (ft)

10/11/11 1:31 PM
fiS(BUiff
40
Erosion Control Materials Design Software
Version 5.0
Channel Analysis
DS75
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyvillc, Indiana 47633
Tel, 800.772.2040
Fax [phone]
www.nagreen. corn
Phase
Reach
DischargeVelocit}
Normal
i'vlannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
IDS75
Straight
85.14 efs
5.07
1.52 ft
0.032
1.55 lbs/112
095 lbs/112
1.63
STA13L1?
D
U nve 7etated
ft/s
DS75
Bend
85.14 efs
5.07
1.52 ft
0.03
1.55 Ibslf12
1.03 lbs/112
1.51
STA13LE
D
Unve elated
ft/s
S7513N
1'itase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear-
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
S75BN
Straight
85.14 cfs
5.07
1.52 ft
0.032
1.6 lbsl112
0.95 lbs/112
1.69
STA13LE
D
Unvegetated
ft/s
S75BN
i
Bend
85.14 cfs
5.07
1.52 ft
0.03
1.6 {bsl12
1.03 lbslft2
1.56
STA 13 L F
D
Unvegetated
I
I
I ft/s
Phase
Reach
Nornial IManniugs
I'ermissiblc Shear
Calculated Shear
Safety
Renmrks
Staple
IDischargeNfeloCit-
Dept!►
i\'
Stress
Stress
Factor
I
Pattern
S75
Straight
85.14 cfs
5.07
l .52 ft
0.032
1.55 lbs11t2
095 lbslft2
1.63
STABLE
D
Unve 7etated
I
ft/s
I
I
I
S75
fiend
I
85.14 cfs
I
5.07
I
1 1.52 ft
1 0.03
1.55 lb,,0f12
1.03 11)0f12
1.51
STA131.,1-
ID
U Ilve 'etated
ft/s
S15013N
Phase
Reach
Dischar•geVelocit}
Normal
rIN1annings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
S150BN
Straight85.14
cfs
5.07
1.52 it
0.032
1.85 Ibsl112
0.95 Ibs/112
1.95
STABLE
D
Unvegetated
ft/s
S150BN
Bend
85.14 cfs
5.07
1.52 ft
0.03
1.85 lbslft2
1.03 lbslft2
1.8
STABLI
D
Unvegetated
I ft/s
DS150
Phase
Reach
1) i sc h A r ge
N, el oci I YI
Norrual I
M -n i) ri i ii gsl
Ile rmiss ilrleShear I
Cal culatedShear 1
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
DS150
Straight85.14
cfs
5.07
1.52 ft
0.032
1.75 ]bslfl2
0.95 1bslft2
1.84
STA13LE
D
Unvep,etated
ftls
DS150
Bend
85.14 cfs
5.07
1.52 ft
0.03
1.75 lbslft2
1.03 Ibs/112
1.7
STAI3LE?
D
Unvegetated
ft/s
LO
htip:J/www.ecmds.com/piint/analysis/1734/1M Page 1 of 2

10/11/11 1:31 PM
SC15OBN
Phase
Reach
Discharge
Velocity
Normal
rNiannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
SC15013N
Straight
85.14 cis
5.35
1.46 ft
0.03
2.1 lbs/ft2
0.91 lbs/f't2
2.31
STAE31,E
D
Unve related
I I ft/s
SC150BN
Bend
85.14 cfs
5.35
1.46 ft
0.03
2.1 Ibs/ft2
0.98 Ibs/ft2
2.13
STA131_,17-
D
Unve ,etated
I ft/s
S150
Phase
Reach
Discharge
Velocity
(Normal
Tannings
Permissible Shear
Calculated Shear
Sarely
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
S150
Straight
85.14 ci's
5.07
1.52 ft
0.032
1.75 lbs/ft2
0.95 Ibs/ft2
1.84
STAI1LL
D
Unve etated
ft/s
S150
Bend
85.14 cfs
5.07
1.52 ft
0.03
1.75 lbs/ft2
1.03 Ibs/112
1.7
STABLE
D
Unve etated
I
I ft/s
C 125 BN
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Rernarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
C125BN
Straight85.14
cfs
7.36
1.13 ft
0.019
2.35 lbs/ft2
0.7 Ibs/ft2
3.34
STAB1,L
D
Unve Tctated
ft/s
C12513N
Bend
85.14 cfs
7.36
1.13 ft
0.02
2.35 Ibs/ft2
0.76 Ibs/112
3.08
STA13L1'-7
D
Unve etated
ft/s
SC 150
I'llase
Reach
Discharge
Velocity
Normal
\7:uulings
PermissibleSllear
CalculntedShcar
Sarety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
SC150
Straight
85.14 cis
5.35
1.46 ft
0.03
2 Ibs/112
0.91 lbs/ft2
2.2
STABLE
D
Unve'ctated
ft/s
SC150
Bend
85.14 cfs
5.35
. 1.46 ft
0.03
2 Ibs/ft2
0.98 Ibs/ft2
2.03
STAI31,E
D
Unve rotated
ft/s
Cl 25
Phase
Reach
Discharge
Velocity
Norim.il
�'larmings
Permissible Shear
Calculated Shear'
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
C125
Straight85.14
cfs
7.36
1.13 ft
0.019
2.25 lbs/ft2
0.7 Ibslft2
3.2
STA131,E
D
Unve etated
ft/s
C125
Bend
85.14cl's
7.36
1.13 ft
0.02
2.25 lbs/ft2
0.76Ibs/ft2
2.95
STABLE
D
Unvc etated
ft/s
4
Unreinforced Vegetation - Class C - Btmch Type - Fair 50-75%
Phase
Reach
Discharge
Velocity
Normal
111annings
Permissible
Calculated
Safety
Remarks
Staple
Depth
N
Shear Stress
Shear Stress
Factor
Pattern
Unreinforced
Siraight$5.14
cfs
3.96
1.84 ft
0.045
4.2 lbs/ft2
1.15 Ibsl112
3.65
STA13L EVegetation
ft/s
Underlying
Straight85.14
cl's
396
1.84 ft
--
0.02 lbs/ft2
0.097 lbsl112
0.21
UNS`I'A131.,F
--
SUbstrate
ft/s
Unreinforced
Bend
85.14 cfs
3.96
1.84 ft
0.05
4.2 Ibslft2
124 Ibsl112
3.39
STABLE
--
Vc rctation
ftls
Underlying
fiend
85.14 cfs
396
1.84 ft
--
0.02 Ibs/ft2
0.097 Ibsl112
0.21
UNST'A13LL
--
Substrate
ft/s
hltp://www.ecr7lds.com/print/analysis/1734/173S Page 2 of 2

Channel Report
Hydraflow Express by Intelisolve
ID CHANNEL2
Trapezoidal
Botom Width (ft)
= 5.00
Side Slope (z:1)
= 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 16.20
Elev (fit)
1 VZ.00
G
101,50
101.00
100.50
100.00
1 2 3 4
Section
5 6
Reach (ft)
Friday, Oct 7 2011, 2:28 PM
Highlighted
Depth (ft)
= 0.94
Q (cfs)
= 16.20
Area (sgft)
= 6.47
Velocity (ftls)
= 2.50
Wetted Perim (ft)
= 9.20
Crit Depth, Yc (ft)
= 0.64
Top Width (ft)
= 8.76
EGL (ft)
= 1.04
7 8
Depth (ft)
Z.00
1,50
1.00
0.50
HE
-0.50
9 10 11

10/11/11 1:31 PM
nz
�� rz.;
0
4
DS75
Erosion Control Materials Design Software
Version 5.0
Channel Analysis
Tensar International Corporation
5401 St. Wendel-Cynthiana !toad
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
mm.nagreen.com
Phase
Reach 1
Discharge
Velocity
Normal
Nlanniugs
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
DS75
Straight
16.2 cfs
2.12
1.07 ft
0.042
1.55 lbs/ft2
0.33 Ibs/ft2
4.64
STA13LF
D
Unve getated
ftls
Phase
Reach
Discharge
Velocity
Normal
Nlannings
Permissible Shear
Calculated Shenr
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
S75
Straight
16.2 cfs
2.12
1.07 ft
0.042
1.55 lbsM2
0.33 lbs/ft2
4.64
STABLL
D
Unve getated
Ells
DS 150
I'hase
Reach
Discharge
VelocitJ
Normal
N-Dimings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
DS 150
Straight
16.2 cfs
2.12
1.07 ft
0.042
1.75 Ibs/ft2
0.33 Ibs/ft2
5.24
STA131-,173
D
Unve gctated
ft/s
S150
Phase
Reach
Dischn rge
Velocity
Normal
iYiannings
Permissible Shear
Calculated Shear,
Safety
Remnr•ks
Staple.
Depth
N
Stress
Stress
Factor
Pattern
S150
Straight
16.2 cfs
2.12
1.07 ft
0.042
1.75 lbs/R2
0.33 lbs/ft2
5.24
S`l'A111,17
D
Unve etated
ft/s
SC 150
1'hnsc
Reach
DischargeVclocity
Normal
A9annings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
IN
Stress
Stress
Factor
Pattern
SC150
Straight
16.2 cfs
2.24
1.02 ft
0.039
2 lbs/ft2
0.32 lbs/112
6.26
STABLE
D
Unve getawd
ft/s
C 125
Phase
Reach
Dischnroe!
Velocit3
Normni
\•iannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
C125
Straight
16.2 cfs
3.46
0.73 ft
0.021
2.25 Ibs/f12
0.23 Ibs/112
9.94
STABLF
D
Unve'etated
R/s
Unreinforced Vegetation - Class C - Bunch 'Type - Fair 50-75%
I'hase Rcnch Discharge Velocity Normal Safety Remarks Staple.
Depth N Stress Stress Factor Pattern
Imp://%vww.ecmds.com/print/analysis/173412213 Page 1 of 2

10/11/11 1:31 PM
Unreinforced
Ve ctation
Straight
16.2 cfs
1.42
ft/s
1.45 ft
0.074
4.2 Ibs/ft2
0.45 lbsl112
9.3
STABLIE
--
Underlying
Substrate
Straight
16.2 cfs
1.42
ft/s
1.45 Ft
--
0.04-1bs/fl2
0.012 Ibs/ft2
2.9
STA13L1
--
n
•
http://www,ecmds.com/print/analysis11734/2213 Page 2 of 2

Permit
ffo be provided by OWQ)
IM
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part tit) must be printed, !riled out and submitted along with all of the required information.
I: PROJECTEINF,ORMATION';4�,,Fc.
Project name LANE TEMPORARY CONCRETE PLANT FOR 1-85
Contact person DAVID REESE
Phone number
Date
Drainage area number
704-786 5404
9122111
11`!DESIGNJNFORMATIONt "" x ' " : =,' , • h ?' '.;
Site Characteristics
Drainage area 263,538 ft2
Impervious area, post -development 192,100 ft2
%impervious 72.89 %
Design rainfall depth
Storage Volume: Non-SAWaters
Minimum volume required
Volume provided
Storage Volume: SA Waters
runoff volume
re -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1-yr, 24-hrstorm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shell elevation
Sediment cieaneut, top elevation (bottom of pond)
Sedimenl cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevaticr of the top of the additional volume
•
1.0 in
15,506 W OK
16,106 to
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
2.9 in
84.00 (unitless)
86.00 (unitless)
4,80 inlhr OK
15.23 ft'lsec
1.77 ft'Isec
-13,46 ft'isec
71695 fmsl
715.50 fmsl
708,00 fmsl
716.00 fmsl
715.00 fmsl
709.00 fmsl
708.00 fmsl
1.00 ft
Y (Y or N)
717.0 fmsl OK
Form SW401-Wet Detention Basin-Rev.8-9117109 Parts I. 8 II. Design Swamary, Pape 1 of 2

Permit No.
(to be provided by r7i'v4)
{lfea, temporary pool
Area REQUIRED, permanent pool
SAIDA ratio
Area PROVIDED, permanent pool, A,,_,,
Area, bottom of 10H vegetated shelf, A,,, No
Area, sediment cieanout, top elevation (bottom of pond), A,, ,,,b
Volumes
Volume, temporary pool
Volume, permanent pool, V,,,,,,-,,,,
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, V,, , ,,,,
Area provided, permanent pool, A,,_.p,,,
Average depth calculated
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10.2b)
Area provided, permanent pool, Ap,,,,_p„
Area, bottom of 10ft vegetated shelf, Ab„ ,h,„
Area, sediment cleanoul, top elevation (bottom of pond), At,,,,,
"Depth" (distance blw bottom of 1 Oft shelf and top of sediment)
Average depth calculated
�Average depth used in SAIDA. d_ (Round to nearest 0.5ft)
rawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (Cb)
Driving head (H,)
Drawdown through weir?
Weir type
Coefficient of discharge (Cj
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak Flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpalh to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
r�
u
12,471 ft'
8.486 ft2
3.22 (unitless)
9,410 ft' OK
7,359 ft'
1,666 ft,
16,106 fe OK
29,953 fe
6,000 1
20.0% % OK
90 %
N (Y or N)
Y (Y or N)
3.22 (unitless)
(Y or N)
29,953 fC
9,410 ft'
ft Need 3 ft min.
ft
Y (Y or N)
9,410 ft'
7,359 92
1,666 ft2
5.00 ft
4.43 ft OK
4.5 ft OK
_ (Y or N)
2.00 in
_ in'
0.60 (unitless)
1.40 ft
(Y or N)
_(unitless)
(unitless)
—ft
—ft
15,23 folsec
1.77 ft'/sec
0.07 fO/sec
2.40 days
3 :1
10 :1
10.0 ft
2 :1
2.4 :1
Y (Y or N)
1.0 ft
N (Y or N)
Y (Y or N)
Y (Y or N)
GV
OK, draws down in 2-5 days.
OK
OK
OK
Insufficient flow path to width ratio. Must not short-circuit pond.
OK
OK
OK
OK
OK
OK
form SW401-Wet Delention 8asin-Hov.8-9WJ09 Paris I. & II. Design Summary, Page 2 of 2

•
0
is
Lana COncrCkB Plant CESI La11d Develo inent'Services
JOB NO.: ttoezzoa f3Y•03Bo�260
aen - ... �e ..,4 :F 1 . w'ti`�'x•Ta'� r• �-a..,-a -iur 2nn2a.".� 3 .dr :',�.' '.ra,...d'..;:.,L.ri t:�C a _a. Fi:x.. �,.: :,, . s�.a-, r
Wet Detention Cell
POST DEVELOPMENT
DRAINAGE AREA: 6.05 ac.
I MPERVIOUS AREA: 441 aa.
IMPERVIOUS PERCENT. 72,09%
PERMANENTPOOL
ESTIMATE AVERAGE DEPTH: 4.5 1t.: CHOOSE PER NCDENR BMP MANUAL TABLE 10.3
SA7DA RATIO: 3.22 %
SA REQUIRED: 0-19 ac.
8,486 s1.
Impervious
Pool Depth ff
a 45
5
70%
3.30 3.10
2,80
72.89%
3.44 3,27
2.94
80%
3,80 3.50
3.30
SA PROVIDED:
9,410
S.f.
0.22
ac
POOL DEPTH PROVIDED:
650
ft
VOLUME:
CONTOURS
ELEV
AREA
INCR. VOL.
TOTALVOL.
It.
ft7
ft,
ft,
709
1,666
0
0 'Sediment Slorege not included in storage volumes
710
2,419
2,043
2.043 (Elevation 828 00 to 829.00)
711
3.261
2,840
4.883
712
4,177
3,719
0.602 Aey= 7.359
713
5.165
4.671
13,273 A-= 9,410
714
6.226
5.696
18,968 A-= 1,666
715.0
7,359
5,793
25,761 Depth= 6,5
715.5
9,410
4,192
29,953
PERMANENT POOL VOLUME:
26,761
ft,
AVERAGE DEPTH:
443
ft
WATER QUALITY VOLUME:
Rv - 0.05. DA
*I,t
SIMPLE METHOD PER NCDENR BMP MANUAL SECTION 3, 3.1
V • 3630' Re' R„' A
WHERE:
Rv = Runalf coefficient [storm runoff (in)lslorm rainfall (in)), unilless
I, = Impervious fraclion Impervious portion of drainage area (ac)Idrainage area (ac% unitless
Rv,_ =
0.7060
"V = Volume of runoff that must be controlled for the design storm (ft)
V,.r,o, =
15,506
it,
RD= Design storm rainfall depth (in) (Typicafly, 1.0' or 1.51
A = Watershed area (ac)
'NG'J is ACHIEVED BY£tFVATION
71590
Determination of Orifice slxe for 2-5 day_drawdown
Treatment Vol
15,506 Cr
Draw Down Time
2 DAYS
Draw Down Time
172,000 sec
Flow(C)
0,089731163 CFS
Cd
0.6
H13
C, 467 ft
Area of 0rdce
0027270348 sf
Din
2.24
Water Quality Basin Blare a Velumasa>!"*+ �' 5 Y
I-ElWVblumeT
716 i i1932 02670 S,261 01200
Si?718-1 irFJl �1S 72a'A"'�.r', e2941.�r�'�%A'-6429 '��Y;��S:. 0.14705:
7167 1 11.817 02111 7,509 0. 1748
8!71B S:`:7`F'11.900 Ts;:'�110.2734:«<''Yr`k 6792-=¢'�'�'0.24183'Q
7164 1 12002 02755 9sea 02293
r'7165-17a1 102177^-.: t.:.11 193`ti;:?9, 2569_".
7!98 1 12-159 02798 12,497 02a48
ii71B7.7 "'122E2!."^y 0.7a20 �,: •ri13 fi70 ��': � P3179'1±t
716 5 1 17.376 1 02341 14.863 03412
P..'-71fi 9 "�' I VL 17 471 �; i.r 0,7a632k� I.: �410 100 �Y; 0 f 0 3647:r
717 1 12..54 U 2aB4 17.357 0 3985
"A 71a 069501r:
719 1 $5 toe 03473 44732 10259
I
Treatment Vol
15.506 CF
Oraw Down Time
5 DAYS
Draw Down Time
432,000 $ec
Flaw (Q)
0.0358925 CFS
Cd
06
Hi3
0.467 ft
Area of orifice
0-0109081 Sf
Din
1 41 Use 2"

r
Lane.;.Concrete; Piant ,r
"CESI`Land Development Services
P.0.,Box 268
:"�_: yConcord,'iNC 28026;
JOB NO.: 110822.00
DATE: 3/30/11
BY: dfT
P.M: dfr
,REVISED: dfr
.FLOATMOWCALCULATIONS':
41
ca1Cula1ions'Giuen Datit -,� s. s
°,' -` ; .Staiidard P'oolin Assumptions ;
Weight of Concrete � �� ��
150 Ibslft^3
--......
.... ......_- _S'l
1. Footing base to be 1 ft, wider than structure
Weight of Water
A
62.4 Ibslft 3
on all sides.
Safet Factor S.F.
1.25
2. Footing depth to be a minimum of 24 inches in depth.
li uat2VliS IlSecl.l.._.', !1 � � •,' •M1 - �].� �� �,� ri~... `/ - •� 5� _ .- �.f• '�H�, i - .,
Outlet Structure Weight, W(s) 4(w + t) x t x h x W(bc)
Displaced Water Weight, W(w) = (w + 2t)A2 x W(w) x h
Required Base Weight, W(b) = (W(w) x S.F.) - W(s)
Required Footing Volume, V(t) = W(b) /Wconc-Wwater
where, w = outlet box inside dimension, ft.
t = structure wall thickness, ft.
h = height of structure, ft,
W(c)= weight of concrete, Ibs/ft^3
W(w)= weight of water, lbs/ft^3
S.F= safety factor
WDP x.4ut et.S1ructure
.
Striictiere Diiiierisiriris
0b'ect Weir hIi
"
Height of structure, h =
8.95 ft.
Outlet Structure Weight, W(s) =
14768 lbs
..................................----- -.._...-..................._...........-
Structure wall thickness, f =
- - --- _............ :..........
6 in.
...--.--..................------.--..................._....
..-.--.-----..............- .......-- - -........... _.-.......
Displaced Water Weight, W(w) = 20105.28 lbs
- - :..............
Outlet box reside dimension, w =
..--.---.--..--..
5 ft.
......--..--...
................ - -- -----I.......---................-
Re 'd Base Wei ht, W(b) =
-----..---- -- .........
10364 lbs
Required Footing Volume, V(f) =
.................. - - --............................
118 cf
--- -------........................
......---.--.--..........----.
Standard Footing Length, L =
--............._....... -----.......................-...........
8.00 ft, .......... .....
Provided Footing Volume, V(f) _
128 cf
Standard Footing Width, W =
8.00 ft.
Footing Check
okayMinimum
Foofin Depth, D =
2.00 ft.
Footing Size�fo 6e used::,
r Length
8.00�fr
x _
Width
8 00 ft.,
WDP.;Outlet`Structurebep

Permit Number:
E
0
s
(to be proWded by DTVQ)
Drainage Area NLImbCr:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. "These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
preh•eatrnent including forebays and the vegetated filter if one is provided.
This system (check mie):
❑ does ® does not
This system (check ooze):
❑ does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
important maintenance procedures:
- Irmnediately after the vet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment Ioad to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follo.vs. Any problems that are found shall
be repaired immediately.
BMP element:
Potential problem:
How I will rernediate the problem:
The entire BMP
Trash/debris is present
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established, Provide lime and a
one-time fertilizerapplication.
Vegetation is too short or too
Maintain vegetation at a licigllt of
long
-approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4
Page 1 of 4

Permit Dumber;
•
Oo he provided b}y DI9%CQ)
Drainage Area Number-
BMI' element:
Potential problem:
How I will remediate theproblem:
The inlet device: pipe or
The pipe is clogged.
Unclog the pipe. Dispose of the
Swale
sediment off -site.
The pipe is cracked or
Replace the pipe.
otherwise damaged,
Erosion is occurring in the
Regrade the Swale if necessary to
swale.
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems ivith erosion.
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment anti remedy the problem if
original design depth for
possible. Remove the sediment and
sediment storage.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
Weeds are present
hand. If pesticide is used, wipe it on
the plants rather than spraying,
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it oil
the plants rather than spraying.
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original dcsiFll sediment
possible. Remove the sediment and
storage depth,
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal groAAh covers over
Consult a professional to remove
50% of the area.
and control the algal growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin su rface.
Form SW401-Wet Detention Basin 0&,M-Rev.4
Page 2 oN

Permit Number:
4)
•
•
(to be provicled by D1VQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will rernediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present,
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. (if applicable)
The outlet device
Clogging has occurred-
Clean out the ouHet device. Dispose
of the sediment off -site.
The outlet device is daina ed
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
IYater Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786,
The treasuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads _709.00_ feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads _710.00_ feet in the forebay, the sediment
shall be removed.
Sediment Removal 1� . 710.00
Bottom lalevatio, ,709.00
F OREBAY
BASIN DIAGRAM
(fill in Me blanks)
Permanent Pool Elevation 715.5
Ile/ill an ellPool
- Volunic --Sediment Removal I--levation 709.00-------- Volume
-ft Min. ------
Sedimcnt
Storage
Bottom Elevation 708,00
MAIN POND
Lift 9111.
pediment
Storage
Dorm SW401-Wet Detention Basin O&M-Rev-4
Page 3 of 4

Permit Number:
(to he provided by DPVQ)
I acknowledge and agree by my signature below that I am responsible for the
® performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Lane Construction Group Temporary
BA4P drainage area number:1
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50`%) of'
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of , CIO hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SISAL
My commission expires
Form SW401-Wet Detention Basin O&rtit-Rev.4 Page 4 of 4

41
•
•
Hydrograph Summary Re ply Q.w ,,ydrographs Extension for AuioCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
.Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
description
1
SCS Runoff
15.23
2
716
30.754
------
------
------
Pre Dev
2
SCS Runoff
16,69
2
716
33,813
------
------
------
Post Dev
3
Reservoir
1.773
2
742
33,166
2
717.03
17,721
trial
i
trial
run.gpw
Return Period:
1 Year
Monday, Sep
I
26, 2011

Hydrograph Report
E
HydraFlow Hydrographs Extension for AutoCADO Civil 31DO 2008 by Autodesk. Inc, v6.052
Hyd. No. 1
® Pre Dev
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
= 1 yrs
= 2 min
= 6.300 ac
0.0 %
= USER
= 2.90 in
= 24 h rs
" Composite (Area1CN) = [(3.120 x 89) + (3.180 x 79)] / 6.300
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
628
0.153
1348
0.165
648
0232
1368
0.163
668
0.361
1388
0.161
688
0.617
1408
0.159
708
5.949
1428
0,156
728
2,241
1.358
...End
®748
768
0.949
788
0.759
808
0.645
828
0.553
848
0.481
868
0.452
888
0.424
908
0,394
928
0.364
948
0.334
968
0.308
988
0.298
1008
0.287
1028
0.277
1048
0.266
1068
0.255
1088
0.244
1108
0.233
1128
0.222
1148
0.211
1168
0.200
1188
0.189
1208
0.180
1228
0.178
1248
0.176
1268
1288
0.173
0.171
1308
0.169
1328
0.167
Monday, Sep 26, 2011
Peak discharge = 15.23 cfs
Time to peak =
716 min
Hyd. volume =
30,754 cuft
Curve number =
84*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.0 min
Distribution
= Type II
Shape factor
= 484
( Printed values >= 1.00 % of Op. Print interval = 10)

Hydrograph Report
3
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
40 Post Dev
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 2 min
= 6,300 ac
= 0.0 %
= USER
= 2.90 in
= 24 hrs
" Composite (Area/CN) = [(1.960 x 79) + (4.340 x 89)) 16.300
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
614
0,171
1334
0.174
634
0.237
1354
0.172
654
0.345
1374
0.169
674
0.540
1394
0.167
694
1,140
714
14.30
... End
2.119
•734
754
1.187
774
0.941
794
0.769
814
0.647
834
0.557
854
0.498
874
0.468
894
0.437
914
0.406
934
0.374
954
0.342
974
0.321
994
0.310
1014
0.298
1034
0.287
1054
0.276
1074
0.264
1094
0.253
1114
0.241
1134
0,229
1154
0.218
1174
0,206
1194
0.194
1214
0.187
1234
0.185
®1254
1274
0.183
0.181
1294
0.178
1314
0.176
Monday, Sep 26, 2011
Peak discharge = 16.69 cfs
Time to peak
= 716 min
Hyd. volume
= 33,813 cuft
Curve number
= 86*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.0 min
Distribution
= Type II
Shape factor
= 484
( Prinle(l values - 1,00% of Op. Print interval = 10)

Hydrograph Report
4
Hydra4low Hydrographs Extension Fcr AutoCADO Civil 3D® 2008 by Autodesk, tnc. v6.052
Hyd. No. 3
® trial
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Max. Elevation
= Reservoir
1 yrs
= 2 min
= 2 - Post Dev
= 717.03 ft
Peak discharge
Time to peak
Hyd. volume
Reservoir name
Max. Storage
Monday, Sep 26. 2011
= 1.773 cfs
= 742 min
= 33,166 cuft
= Wet Detentions Ce
= 17,721 cuft
Storage Indication method used.
Hydrograph Discharge
Table
(Printed values -
1 00% of Op. Print Interval =10)
Time
Inflow
Elevation
Clv A
Clv B
Clv C PfRsr
Wr A Wr B
Wr C Wr D
Exfil Outflow
(min)
cfs
ft
cfs
cfs
cfs cfs
cfs cfs
cfs cfs
cfs cfs
660
0.382
715.62
37.05
0.019
----- -----
----- -----
----- -----
----- 0,019
680
0.628
715.67
37.05
0.031
----- -----
----- -----
----- -----
----- 0,031
700
2.917
715.80
37.05
0.048
----- -----
----- -----
----- -----
----- 0.048
720
13.17
716.77
37.05
0.114
----- -----
----- -----
----- -----
----- 0.114
740
1.836
717.03
37.05
0.126
----- -----
1.642 -----
----- -----
----- 1.768
760
1.096
717.01
37.05
0.126
----- -----
1.135 -----
----- -----
----- 1.261
780
0.873
717.00
37.05
0.125
----- -----
0.830 -----
----- -----
----- 0.956
800
0.732
717.00
37.05
0,125
----- -----
0.707 -----
----- -----
----- 0.832
820
0.620
716.98
37.05
0.124
----- -----
0.620 -----
----- -----
----- 0.745
840
0.530
716.97
37.05
0.124
----- -----
0.529 -----
----- -----
----- 0.653
O880
860
0.489
0,459
716.96
716.95
37.05
37.05
0.123
0.123
----- -----
----- -----
0.451 -----
0.398 -----
----- -----
----- -----
----- 0,575
----- 0.521
900
0.428
716.95
37.05
0.123
----- -----
0,356 -----
----- -----
----- 0.479
920
0.396
716.94
37.05
0.122
----- -----
0.320 -----
----- -----
----- 0.443
940
0.364
716.94
37.05
0.122
----- -----
0.287 -----
----- -----
----- 0.409
960
0.332
716.93
37.05
0.122
----- -----
0.254 -----
----- -----
----- 0.376
980
0,317
716.93
37.05
0.122
----- -----
0.226 -----
----- -----
----- 0.348
1000
0,306
716.93
37.05
0.122
----- -----
0.207 -----
----- -----
----- 0.329
1020
0.295
716.93
37.05
0.122
----- -----
0.192 -----
----- -----
----- 0.314
1040
0.284
716,92
37.05
0.122
----- -----
0.179 -----
----- -----
----- 0.301
1060
0.272
716.92
37.05
0.122
----- -----
0.167 -----
----- -----
----- 0.288
1080
0.261
716.92
37.05
0.121
----- -----
0.155 -----
----- -----
----- 0.277
1100
0.249
716.92
37.05
0.121
----- -----
0.144 -----
----- -----
----- 0.265
1120
0.238
716.92
37.05
0.121
- --- -----
0.132 -----
----- -----
----- 0.253
1140
0.226
716.92
37.05
0.121
----- -----
0.121 -----
----- -----
----- 0.242
1160
0.214
716.91
37.05
0.121
----- -----
0.109 -----
----- -----
----- 0.230
1180
0.202
716.91
37.05
0,121
----- -----
0,097 -----
----- -----
----- 0.218
1200
0,191
716.91
37.05
0.121
----- -----
0.086 -----
----- -----
----- 0.207
1220
0.187
716.91
37.05
0.121
----- -----
0,076 -----
----- -----
----- 0.197
1240
0.184
716.91
37.05
0.121
----- -----
0.070 -----
----- -----
----- 0.191
1260
0.182
716.91
. 37.05
0.121
----- - ---
0.066 -----
----- -----
----- 0.187
1280
0.180
716.91
37.05
0.121
----- ' -----
0.063 -----
----- -----
----- 0.184
1300
0.178
716.91
37.05
0.121
----- -----
0.060 -----
----- -----
----- 0.181
1320
0.176
716.91
37.05
0,121
----- -----
0.058 -----
----- -----
----- 0.179
1340
0.173
716.91
37.05
0.121
----- -----
0.056 -----
----- -----
----- 0.176
1360
0.171
716.91
37.05
0.121
----- -----
0.053 -----
----- -----
----- 0.174
1380
0.169
716.91
37.05
0.121
-^Y--
0.051
0.172
1400
0.166
716.91
37.05
0.121
- -----
0.049 - ----
----- -----
----- 0.170
1420
0.164
716.91
37.05
0.121
----- -----
0.047 -----
----- -----
----- 0.167
1440
0.162
716.91
37.05
0.121
----- -----
0.044 -----
----- -----
----- 0.165
Continues on next page...

61,
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
CIv B
Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
Cfs
cfs cfs cfs cfs cfs Cfs cfs
cfs
1460
0.000
716.90
37.05
0.120
--_-- ----- ----- ----- ----- ----- -----
0.120
1480
0.000
716.88
37.05
0.120
----- ----- ----- ----- ----- ----- -----
0.120
1500
0.000
716.87
37.05
0.119
----- ----- ----- ----- ----- ----- -----
0.119
1520
0.000
716.86
37.05
0.119
----- ----- ----- ----- ----- ___--
0.119
1540
0.000
716.85
37.05
0.118
----- ----- ----- ----- ----- ----- -----
0.118
1560
0.000
716.84
37.05
0.118
----- ----- ----- ----- ----- ----- -----
0.118
1580
0.000
716.82
37.05
0.117
----- ----- ----- ----- ----- ----- -----
0.117
1600
0.000
716.81
37.05
0.116
----- ----- ----- ----- ----- ----- -----
0.116
1620
0.000
716.80
37.05
0.116
----- ----- ----- ----- ----- ----- -----
0.116
1640
0.000
716.79
37.05
0.115
----- ----- ----- ----- ----- ----- -----
0.115
1660
0.000
716.78
37.05
0.115
----- ----- ----- ----- ----- ----- -----
0.115
1680
0.000
716.77
37.05
0.114
----- ----- ----- ----- ----- ----- -----
0.114
1700
0.000
716.76
37.05
0.114
----- ----- ----- ----- ----- ----- -----
0.114
1720
0.000
716.74
37.05
0.113
----- ----- --_-- ----- ----- ----- -----
0.113
1740
0.000
716.73
37.05
0.113
----- ----- ----- ----- ----- ----- -----
0,113
1760
0.000
716.72
37.05
0.112
----- ----- ----- ----- ----- ----- -----
0.112
1780
0.000
716.71
37.05
0.112
----- ----- ----- ----- ----- ----- __
0.112
1800
0.000
716.70
37.05
0.111
----- ----- ----- ----- ----- --- - -----
0.111
1820
0.000
716.69
37.05
0.110
----- ----- ----- ----- ----- ----- -----
0.110
1840
0.000
716.68
37.05
0.110
----- ----- ----- ----- ----- ----- -----
0.110
1860
MOO
716.67
37.05
0.109
----- ----- ----- ----- ----- ----- -----
0.109
1880
0.000
716.66
37.05
0.109
----- ----- ----- ----- ----- ----- -----
0.109
1900
0.000
716.65
37.05
0.108
----- ----- ----- ----- ----- ----- -----
0.108
1920
0.000
716.64
37.05
0.108
----- ----- ----- ----- ----- ----- -----
0.108
•1940
0.000
716.62
37.05
0.107
----- -----
-----
0.107
1960
0.000
716.61
37.05
0.107
----- ----- ----- -----
- - ----- -----
0.107
1980
0.000
716.60
37.05
0.106
----- ----- ----- ----- ----- ----- -----
0.106
2000
0.000
716.59
37.05
0.106
----- ----- ----- ----- ----- ----- -----
0.106
2020
0.000
716.58
37.05
0.105
----- ----- ----- ----- ----- ----- _----
0.105
2040
0.000
716.57
37.05
0.104
----- ----- ----- ----- ----- ----- --- -
0.104
2060
0.000
716.56
37.05
0.104
----- ----- ----- ----- ----- _____ -----
0.104
2080
0.000
716.55
37.05
0.103
----- ----- ----- ----- ----- ----- -----
0.103
2100
MOO
716.54
37.05
0.103
----- ----- ----- ----- ----- ----- -----
0.103
2120
0.000
716.53
37.05
0.102
----- ----- ----- ----- ----- ----- -----
0.102
2140
0.000
716.52
37.05
0.102
---- ----- ----- ----- ----- ----- -----
0.102
2160
0.000
716.51
37.05
0.101
----- ----- ----- ----- ----- ----- -----
0.101
2180
0.000
716.50
37.05
0.101
----- ----- ----- ----- ----- ----- -----
0.101
2200
0.000
716.49
37.05
0.100
----- ----- ----- ----- ----- ----- -----
0.100
2220
0.000
716.48
37.05
0.099
----- ----- ----- ----- ----- ----- -----
0.099
2240
0.000
716.47
37.05
0.099
----- ----- ----- ----- ----- ----- -----
0.099
2260
0.000
716.46
37.05
OA98
----- ----- ----- ----- ----- ----- -----
0.098
2280
0.000
716.45
37.05
0.098
----- ----- ----- ----- ----- ----- -----
0.098
2300
0.000
716.44
37.05
0.097
----- ----- ----- ----- ----- ----- -----
0.097
2320
0.000
716.43
37.05
0.097
----- ----- ----- ----- ----- ----- -----
0.097
2340
0.000
716.42
37.05
0.096
----- ----- ----- ----- ----- ----- -----
0.096
2360
0.000
716.41
37.05
0.096
----- ----- ----- ----- ----- ----- -----
0.096
2380
0.000
716.40
37.05
0.095
----- ----- ----- ----- ----- ----- -----
0.095
2400
0.000
716.39
37.05
0.095
----- ----- ----- ----- ----- ----- -----
0.095
2420
0.000
716.38
37.05
0.094
----- ----- ----- ----- ----- ----- -----
0.094
2440
0.000
716.38
37.05
0.093
----- ----- ----- ----- ----- ----- -----
0.093
®2460
0.000
716.37
37.05
0.093
-
-----
0.093
2480
0.000
716.36
37.05
0.092
- __-
----- ----- ----- ----- -----
0.092
2500
0.000
716.35
37.05
0.092
----- ----- ----- ----- ----- ----- -----
0.092
2520
0.000
716.34
37.05
0.091
----- ----- ----- ----- ----- ----- -----
0.091
Continues on next page...

I�
trial
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C PfRsr Wr A Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs
cfs Cfs cfs cfs cfs cfs Cfs
cfs
2540
0.000
716.33
37.05
0.091
----- ----- ----- ----- ----- ----- -----
0.091
2560
0.000
716.32
37.05
0.090
----- ----- ----- -__-- ----- ----- -----
0.090
2580
0.000
716.31
37.05
0.090
----- ----- ----- ----- ----- ----- -----
0.090
2600
0.000
716.30
37.05
0.089
----- ----- ----- ----- ----- ----- -----
0.089
2620
0.000
716.29
37.05
0.089
----- ----- ----- ----- __-__ ----- -----
0.089
2640
0.000
716.29
37.05
0.088
----- ----- ----- ----- ----- ----- -----
0.088
2660
0.000
716.28
37.05
0.087
----- ----- ----- ----- ----- ----- -----
0.087
2680
0.000
716.27
37.05
0.087
----- ----- ----- ----- ----- ----- -----
0.087
2700
0.000
716.26
37.05
0.086
----- ----- ----- ----- ----- ----- -----
0.086
2720
0.000
716.25
.37.05
0.086
----- ----- ----- ----- ----- ----- -----
0.086
2740
0.000
716.24
37.05
0.085
----- ----- ----- ----- ----- ----- -----
0.085
2760
0.000
716.23
37.05
0.085
----- ----- ----- ----- ----- ----- _----
0.085
2780
0.000
716.23
37.05
0.084
----- ----- ----- ----- ----- ----- -----
0.084
2800
0.000
716.22
37.05
0.084
----- ----- ----- ----- ----- ----- -----
0.084
2820
0.000
716.21
37.05
0.083
----- ----- ----- ----- ----- ----- -----
0.083
2840
0.000
716.20
37.05
0.083
----- ----- ----- ----- ----- ----- -----
0.083
2860
0.000
716.19
37.05
0.082
----- ----- ----- ----- ----- ----- -----
0.082
2880
0.000
716.18
37.05
0.081
----- ----- ----- ----- ----- ----- -----
0.081
2900
0.000
716.18
37.05
0.081
----- ----- ----- ----- ----- ----- -----
0.081
2920
0.000
716.17
37.05
0.080
----- ----- ----- ----- ----- -- _- -----
0.080
2940
0.000
716.16
37.05
0.080
----- ----- ----- ----- ----- ----- _----
OA80
2960
0.000
716.15
37.05
0.079
----- ----- ----- ----- ----- ----- --_--
0.079
2980
0.000
716.15
37.05
0.079
----- ----- ----- ----- ----- ----- -----
0.079
3000
0.000
716.14
37.05
0.078
----- ----- ----- ----- ----- ----- -----
0.078
3020
0.000
716.13
37.05
0.07$
-----
0,07$
3040
0.000
716.12
37.05
0.077
_---- __'__ _-_-- ----- ----- Y----
- ----
0.077
3060
0.000
716.11
37.05
0.076
----- ----- ----- ----- ----- ----- -----
0.076
3080
0.000
716.11
37.05
0.076
----- ----- ----- ----- ----- ----- -----
0.076
3100
0.000
716.10
37.05
0.075
--_-- ----- ----- ----- ----- ----- -----
0.075
3120
0.000
716.09
37.05
0.075
----- ----- ----- ----- ----- ----- -----
0.075
3140
0.000
716.08
37.05
0.074
----- ----- --- ----- ----- ----- -----
0.074
3160
0.000
716.08
37.05
0.074
-----
3180
0.000
716.07
37.05
0.073
----- ----- ----- ----- ----- ----- -----
0.073
3200
0.000
716.06
37.05
0.073
----- ----- ----- ----- ----- ----- _----
0.073
3220
0.000
716.06
37.05
0.072
----- ----- ----- ----- ----- ----- -----
0.072
3240
0.000
716.05
37.05
0.072
- --- ----- ----- ----- ----- ----- -----
0.072
3260
0.000
716.04
37.05
0.071
----- ----- ----- ----- ----- ----- -----
0.071
3280
0.000
716.03
37.05
0.070
----- ----- ----- ----- ----- ----- -----
0.070
3300
0.000
716.03
37.05
0.070
----- ----- ----- ----- ----- ----- -----
0.070
3320
0.000
716.02
37.05
0.069
----- ----- ----- _____ ----- _____ -----
0.069
3340
0.000
716.01
37.05
0.069
----- ----- ----- ----- ----- _____ -----
0.069
3360
0.000
716.01
37.05
0.068
----- ----- ----- ----- --_-- ----- -----
0.068
3380
0.000
716.00
37.05
0.068
----- ----- ----- ----- ----- ----- -----
0.068
3400
0.000
715.99
37.05
0.067
----- ----- ----- ----- ----- ----- -----
0.067
3420
0.000
715.98
37.05
0.066
----- ----- ----- --_-- ----- ----- -----
0.066
3440
0.000
715.98
37.05
0.066
----- ----- ----- ----- ----- ----- -----
0.066
3460
0.000
715.97
37.05
0.065
----- ----- ----- ----- ----- ----- -----
0.065
3480
0.000
715.96
37.05
0.065
----- ----- ----- ----- ----- ----- -----
0.065
3500
0.000
715.95
37.05
0.064
----- ----- ----- ----- ----- ----- -----
0.064
3520
0.000
715.95
37.05
0.063
----- - --- ----- ----- ----- --_-- -----
0.063
3540
0.000
715.94
37.05
0.063
-----
0.063
3560
0.000
715.93
37.05
0.062
- --_-- _---- -'--_ ----- ----- ---_-
0.062
3580
0.000
715.93
37.05
0.061
----- ----- ----- ----- ----- ----- -----
0.061
3600
0.000
715.92
37.05
0.061
----- ----- ----- ----- ----- ----- -----
0.061
Continues on next page...

7
trim
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C PfRsr Wr A
Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs
cfs cfs cfs cfs
cfs
3620
0.000
715.91
37.05
0.060 ----- ----- -----
----- ----- ----- -----
0.060
3640
0.000
715.91
37.05
0.060 ----- ----- -----
----- ----- ----- -----
0.060
3660
0.000
715.90
37.05
0.059 ----- ----- -----
----- ----- ----- -----
0.059
3680
0.000
715.89
37.05
0.058 ----- ----- -----
----- ----- ----- -----
0.058
3700
0.000
715.89
37.05
0.058 ----- ----- -----
----- ----- ----- -----
0.058
3720
0.000
715.88
37.05
0.057 ----- ----- -----
----- ----- ----- -----
0.057
3740
0.000
715.87
37.05
0.056 ----- ----- -----
----- ----- ----- -----
0.056
3760
0.000
715.87
37.05
0.056 ----- ----- -----
----- ----- ----- -----
0.056
3780
0.000
715.86
37.05
0.055 ----- ----- -----
----- ----- ----- -----
0.055
3800
0,000
715.85
37.05
0.055 ----- ----- -----
----- ----- ----- -----
0.055
3820
0.000
715.85
37.05
0,054 ----- ----- -----
----- ----- ----- -----
0.054
3840
0.000
715.84
37.05
0.053 ----- ----- -----
----- ----- ----- -----
0.053
3860
0.000
715.83
37.05
0.053 ----- ----- -----
----- ----- ----- -----
0.053
3880
0.000
715.83
37.05
0.052 ----- ----- -----
----- ----- ----- -----
0.052
3900
0.000
715.82
37.05
0.051 ----- ----- -----
----- ----- ----- -----
0.051
3920
0.000
715.82
37.05
0.051 ----- ----- -----
----- ----- ----- -----
0.051
3940
0.000
715.81
37.05
0.050 ----- ----- -----
----- ----- ----- -----
0.050
3960
0.000
715.81
37.05
0.049 ----- ----- -----
----- ----- ----- -----
0.049
3980
0.000
715.80
37.05
0.049 ----- ----- -----
----- ----- ----- -----
0.049
4000
0.000
715.79
37.05
0.048 ----- ----- -----
----- -_--- ----- -----
0.048
4020
0.000
715.79
37.05
0.048 ----- ----- -----
----- ----- ----- -----
0.048
4040
0.000
715.78
37.05
0.047 ----- ----- -----
----- ----- ----- -----
0.047
4060
0.000
715.78
37.05
0.046 ----- ----- -----
----- ----- ----- -----
0.046
4080
0.000
715.77
37.05
0.046 ----- ----- -----
----- ----- ----- -----
0.046
®4100
0.000
715.77
37.05
0.045 -
0.045
4120
0.000
715.76
37.05
_____ _____
0.044 -
__--_ ^"-_ __=-_ __=_=
0.044
4140
0.000
715.76
37.05
0.044 ----- ----- -----
----- ----- ----- -----
0.044
4160
0.000
715.75
37.05
0.043 ----- ----- -----
----- ----- ----- -----
0.043
4180
0.000
715.75
37.05
0.043 ----- ----- -----
----- ----- ----- -----
0.043
4200
0.000
715.74
37.05
0.042 ----- ----- -----
----- ----- ----- -----
0.042
4220
0.000
715.74
37.05
0,041 ----- ----- - ---
----- ----- ----- -----
0.041
4240
0.000
715.73
37.05
0.041 ----- ----- -----
----- ----- ----- -----
0.041
4260
0.000
715.73
37.05
0.040 ----- ----- -----
----- ----- ----- -----
0.040
4280
0.000
715.72
37.05
0.039 ----- ----- -----
----- ----- ----- -----
0.039
4300
0.000
715.72
37.05
0.039 ----- ----- -----
----- ----- ----- -----
0.039
4320
0.000
715.72
37.05
0.038 ----- ----- -----
----- ----- ----- -----
0.038
4340
0.000
715.71
37.05
0.037 ----- ----- -----
----- ----- ----- -----
0.037
4360
0.000
715.71
37.05
0.037 ----- ----- -----
----- ----- ----- -----
0.037
4380
0.000
715.70
37.05
0.036 ----- ----- -----
----- ----- ----- -----
0.036
4400
0.000
715.70
37.05
0.036 ----- ----- -----
----- ----- ----- -----
0.036
4420
0.000
715.69
37.05
0.035 ----- ----- -----
----- ----- ----- -----
0.035
4440
0.000
715.69
37.05
0.034 ----- ----- -----
_---- ----- ----- -----
0.034
4460
0.000
715.69
37.05
0.034 ----- ----- -----
----- ----- ----- -----
0.034
4480
0.000
715.68
37.05
0.033 ----- ----- -----
----- ----- ----- --_--
0.033
4500
0.000
715.68
37.05
0.032 ----- ----- -----
----- ----- ----- -----
0.032
4520
0.000
715.68
37.05
0.032 ----- ----- -----
----- ----- ----- -----
0.032
4540
0.000
715.67
37.05
0.031 ----- ----- -----
----- ----- ----- -----
0.031
4560
0.000
715.67
37.05
0.030 ----- ----- -----
----- ----- ----- -----
0.030
4580
0.000
715.67
37.05
0.030 ----- ----- -----
----- ----- ----- -----
0.030
4600
0.000
715.66
37.05
0.029 ----- ----- -----
----- ----- _____ ____
0.029
4620
0.000
715.66
37.05
0.029 -
0.029
4640
0.000
715.66
37,05
0.028 ----- ----- -----
----- -`--- ----- -----
0.028
4660
0.000
715.65
37.05
0.028 ----- ----- -----
----- ----- ----- -----
0.028
4680
0.000
715.65
37.05
0.027 ----- ----- -----
----- ----- ----- -----
0.027
Continues on next page...

8
trim
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C PfRsr Wr A
Wr B Wr C Wr D
Exfil
Outflow
(ruin)
cfs
ft
cfs
cfs cfs cfs cfs
cfs cfs cfs
cfs
cfs
4700
0.000
715.65
37.05
0.026 ----- ----- -----
----- ----- -----
-----
0.026
4720
0.000
715.64
37.05
0.025 ----- ----- -----
----- ----- -----
-----
0.025
4740
0.000
715.64
37.05
0.025 ----- ----- -----
----- ----- -----
-----
0.025
4760
0.000
715.64
37.05
0.024 ----- ----- . -----
----- ----- -----
-----
0.024
4780
0.000
715.63
37.05
0.023 ----- ----- -----
----- ----- -----
-----
0.023
4800
0.000
715.63
37.05
0.023 ----- ----- -----
----- ----- -----
-----
0.023
4820
0.000
715.63
37.05
0.022 ----- ----- -----
----- ----- -----
-----
0.022
4840
0.000
715.63
37.05
0.021 ----- ----- -----
----- ----- -----
-----
0.021
4860
0.000
715.62
37.05
0.021 ----- ----- -----
----- ----- -----
-----
0.021
4880
0.000
715.62
37.05
0.020 ----- ----- -----
----- ----- -----
-----
0.020
4900
0.000
715.62
37.05
0.020 ----- ----- -----
----- ----- -----
-----
0.020
4920
0.000
715.62
37.05
0.019 ----- ----- -----
----- ----- -----
-----
0.019
4940
0.000
715.62
37.05
0.019 ----- ----- -----
----- ----- -----
-----
0.019
4960
0.000
715.61
37.05
0.01$ ----- ----- -----
----- ----- -----
-----
0.018
...End
•
•

Pond Report
9
Hydraflow Hydrographs Extension for AutoCADO Civil
3D0 2008 by Autodesk, Inc. vii
Monday, Sep 26, 2011
Pond No. 1 - Wet Detentions
Cell
Pond Data
Contours - User -defined contour areas.
Conic method used for volume calculation. Begining Elevation = 715.50 ft
Stage I Storage Table
Stage (ft) Elevation (ft)
Contour area
(sgft)
Incr. Storage (tuft) Total storage (tuft)
0.00 715.50
9,410
0 0
0.50 716.00
11,632
5,250 5,250
1.50 717.00
12,564
12,094 17,344
2.50 718,00
13,528
13.042 30,386
3.50 719.00
15,130
14,320 44,706
4.50 720.00
15,513
15,320 60,025
Culvert 1 Orifice Structures
Weir Structures
[A] [B]
[C]
[PrfRsr]
[A] [13]
[C] [D]
Rise (in) = 24.00 2.00
Inactive
0.00
Crest Len (ft) = 20,00 Inactive
0.00 0.00
Span (in) = 24.00 2.00
10.00
0.00
Crest El. (ft) = 716.95 717,00
0.00 0.00
No. Barrels = 1 1
2
0
Weir Coeff. = 3.33 3,33
3.33 3.33
Invert EI. (ft) = 708,50 715.50 717.00
0.00
Weir Type = Riser Rect
--- ---
Length (ft) = 75.00 0,50
0,50
0.00
Multi -Stage = Yes No
No No
Slope (%) = 1.00 0.00
0.00
n/a
N-Value = .013 .013
.013
1
Orifice Coeff. = 0.60 0.60
0.60
0,60
Exfil.(in/hr) = 0.000 (by Contour)
Multi -Stage = n/a Yes
No
No
TW li (ft) = 0.00
OStage (ft)
5.00
9
4.00
3.00
I•EXIIII
0.00 T_ L
0.00 5.00
Total Q
Note: CulverUOrifice outflows are analyzed under inlet (ic} and outlet i control. weir risers checked for orifice conditions (ic) and submergence (s)
Stage 1 Discharge
10,00 15.00 20.00 25.00 30.00 35.00 40.00 45,00
Elev (ft)
720.50
719.50
718.50
717.50
716.50
-1- 715.50
50.00
Discharge ii

10
a
L
Hydrograph Summary Re PlRy flow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc, v6.052
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
description
1
SCS Runoff
20.47
2
716
41,517
------
------
------
Pre Dev
2
SCS Runoff
22,04
2
716
44,988
------
------
------
Post Dev
3
Reservoir
9.882
2
722
44,338
2
717.23
20,293
trial
trial run.gpw
Return Period: 2 Year
Monday, Sep 26, 2011

Hydrograph Report
11
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2008 by Autodesk, Inc. v6.052
Hyd. No. 1
Pre Dev
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 2 min
= 6.300 ac
= 0.0 %
= USER
= 3.50 in
= 24 hrs
Composite (Area1CN) = [(3.120 x 89) + (3.180 x 79)] 1 6.300
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
610
0.205
1330
0.212
630
0.283
1350
0.209
650
0.406
1370
0.207
670
0.611
690
0.987
...End
710
10.79
730
.814
O
750
1 .644
770
1.202
790
0.967
810
0.817
830
0.701
850
0.615
870
0.578
890
0.540
910
0.502
930
0.463
950
0.424
970
0.393
990
0.380
1010
0.366
1030
0.352
1050
0.338
1070
0,324
1090
0.310
1110
0.296
1130
0.282
1150
0.268
1170
0.253
1190
0.239
1210
0.228
1230
0.226
1250
0.223
1270
0.220
1290
0.218
1310
0.215
Monday, Sep 26, 2011
Peak discharge = 20.47 cfs
Time to peak =
716 min
Hyd. volume =
41,517 cuft
Curve number =
84*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.0 min
Distribution
= Type II
Shape factor
= 484
( Printed values - 1.00 % of Op. Print interval = 10)

Hydrograph Report
12
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
0 Hyd. No. 2
Post Dev
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 2 min
= 6.300 ac
= 0.0 %
= USER
= 3.50 in
= 24 hrs
" Composite (Area1CN) _ ((1.960 x 79) + (4.340 x 89)j / 6.300
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
596
0.222
616
0.295
636
0,394
656
0.552
676
0.850
696
2.312
716
736
22.04 «
2.607
756
1,467
776
1.174
796
0.965
816
0.812
836
0.698
856
0.630
876
0.590
896
0.551
916
0.510
936
0.470
956
0.429
976
0.405
996
0.390
1016
0.376
1036
0.361
1056
0.347
1076
0.332
1096
0.318
1116
0.303
1136
0,288
1156
0.273
1176
0.258
1196
0.243
1216
0.236
1236
1256
0233
0,230
1276
0.227
1296
0.224
Time -- Outflow
(min cfs)
1316 0.222
End
Monday, Sep 26. 2011
Peak discharge = 22.04 cfs
Time to peak =
716 min
Hyd. volume =
44,988 cuft
Curve number =
86*
Hydraulic length =
0 ft
Time of conc. (TO =
5.0 min
Distribution =
Type II
Shape factor =
484
( Printed values - 1.00 % of pp. Print interval = 10)

Hydrograph Report
13
Hydrailow Hydrographs Extension for AutoCAD® Civi! 3D0 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
O trial
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Max. Elevation
= Reservoir
= 2 yrs
= 2 min
= 2 - Post Dev
= 717.23 ft
Peak discharge
Time to peak
Hyd. volume
Reservoir name
Max. Storage
Monday, Sep 26, 2011
= 9.882 cfs
= 722 min
= 44,338 cuft
= Wet Detentions Ce
= 20,293 cuft
Storage Indication method used.
Hydrograph
Discharge Table
(Fin Mad values - 1 00% of Qp. Print
;nterv,11=ID)
Time
Inflow
Elevation
Clv A
Clv B
Clv C PfRsr
Wr A
Wr B Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs
cfs cfs
cfs
cfs cfs cfs cfs
cfs
720
17.18
717,18
37.05
0.133
----- -----
7.272
----- ----- ----- -----
7.406
740
2.360
717.07
37.05
0.128
----- -----
2.964
_---- ----- ----- -----
3,092
760
1.404
717.03
37.05
0.126
----- -----
1.536
----- ----- ----- -----
1.663
780
1.115
717.01
37.05
0.126
----- -----
1.099
----- ----- ----- -----
1.225
800
0.934
717.00
37.05
0.125
----- -----
0.868
----- ----- ----- -----
0.993
820
0.789
717,00
37.05
0.125
----- -----
0.733
----- ----- ----- -----
0.858
840
0.675
716.99
37.05
0.125
----- -----
0.664
----- ----- ---_- -----
0.789
860
0.622
716.98
37.05
0.124
----- -----
0.587
----- ----- ----- -----
0,711
880
0.583
716.97
37.05
0.124
----- -----
0.529
----- ----- ----- -----
0.653
900
0,543
716.96
37.05
0,123
----- -----
0.481
----- ----- ----- -----
0,604
O940
920
0.502
0.462
716,96
716.95
37.05
37.05
0.123
0.123
----- -----
----- -----
0.437
0,395
----- ----- ----- -----
----- ----- ----- -----
0.560
0.518
960
0.421
716.95
37.05
0.123
----- -----
0.354
----- ----- ----- -----
0.476
980
0.402
716.94
37.05
0.122
----- -----
0.318
----- ----- ----- -----
0,441
1000
0.387
716.94
37.05
0.122
----- -----
0.294
----- ----- ----- -----
0.416
1020
0.373
716.94
37.05
0.122
----- -----
0.275
----- ----- ----- -----
0.397
1040
0.359
716,93
37.05
0.122
----- -----
0,258
----- ----- ----- -----
0.380
1060
0.344
716.93
37.05
0.122
----- -----
0.243
----- ----- ----- -----
0.364
1080
0.329
716.93
37.05
0.122
----- -----
0.228
----- ----- ----- -----
0.349
1100
0,315
716.93
37.05
0.122
----- -----
0.213
----- ----- ----- -----
0.335
1120
0.300
716.93
37.05
0.122
----- -----
0.198
----- ----- ----- -----
0.320
1140
0.285
716.92
37.05
0.122
----- -----
0.184
----- ----- ----- -----
0.305
1160
0.270
716.92
37.05
0.122
----- -----
0.169
----- ----- ----- -----
0.290
1180
0.255
716.92
37.05
0.121
----- -----
0.154
----- ----- ----- -----
0.275
1200
0.240
716.92
37.05
0,121
----- -----
0.139
----- ----- ----- -----
0.260
1220
0,235
716.92
37.05
0.121
----- -----
0.126
----- ----- ----- -----
0.248
1240
0.232
716.92
37.05
0.121
----- -----
0.119
----- ----- ----- -----
0.240
1260
0,230
716.92
37.05
0.121
----- -----
0.114
----- ----- ----- -----
0235
1280
0.227
716.91
37.05
0.121
----- -----
0.110
----- ----- ----- -----
0.231
1300
0.224
716.91
37.05
0.121
----- -----
0.107
----- ----- ----- -----
0.228
1320
0.221
716.91
37.05
0.121
----- -----
0.104
----- ----- ----- -----
0.225
1340
0,218
716.91
37.05
0,121
----- -----
0.101
----- ----- ----- -----
0.222
1360
0,215
716.91
37.05
0.121
----- -----
0.098
----- ----- ----- -----
0.219
1380
0.212
716.91
37.05
0.121
----- -----
0.095
----- ----- ----- -----
0.216
1400
0.209
716.91
37.05
0,121
----- -----
0.092
----- ----- ----- -----
0.213
1420
0,206
716.91
37.05
0.121
----- -----
0.089
----- ----- ----- -----
0.210
1440
1460
0.203
0.000
716.91
716.90
37.05
37.05
0.121
0.120
----- -----
----- -----
0.087
-----
- ---- ----- ----- -----
----- ----- -----
0.207
1480
0.000
716.89
37.05
0.120
----- -----
-----
-----
----- ---- ----- -----
0,120
0.120
1500
0.000
716.87
37.05
0.119
----- -----
-----
----- ----- ----- -----
0.119
Continues on next page...

14
trial
Hydrograph Discharge Table
Time
Inflow
Elevation
CIv A
Clv B
Clv C PfRsr Wr A Wr B Wr C Wr D
Exfil Outflow
(min)
cfs
ft
cfs
cfs
cfs cfs cfs Cfs cfs cfs
cfs cfs
1520
0.000
716.86
37.05
0.119
----- ----- ----- ----- ----- -----
----- 0.119
1540
0.000
716.85
37.05
0.118
----- ----- _-___ __ _-- _-_--
___-- 0.118
1560
0.000
716.84
37.05
0.118
----- ----- ----- ----- ----- -----
----- 0.118
1580
0.000
716.83
37.05
0.117
----- ----- ----- ----- ----- -----
----- 0.117
1600
0.000
716.82
37.05
0.117
----- ----- ----- ----- ----- -----
----- 0.117
1620
0.000
716.80
37.05
0.116
----- ----- ----- ----- --_-- -----
----- 0.116
1640
0.000
716.79
37.05
0.116
----- ----- ----- ----- ----- -----
----- 0.116
1660
0.000
716.78
37.05
0.115
----- ----- ----- ----- ----- -----
----- 0.115
1680
0.000
716.77
37.05
0.114
----- ----- ----- ----- ----- -----
----- 0.114
1700
0.000
716.76
37.05
0.114
----- ___-- ___-- ___-- ___-- ___--
__-_- 0.114
1720
0.000
716.75
37.05
0.113
----- ----- ----- -_--- ----- -----
----- 0.113
1740
0.000
716.74
37.05
0.113
----- _____ _____ ____ _____ _____
_____ 0.113
1760
0.000
716.73
37.05
0.112
----- ----- ----- ----- ----- -_---
----- 0.112
1780
0.000
716.71
37.05
0.112
----- ----- ----- ----- ----- -----
----- 0.112
1800
0.000
716.70
37.05
0.111
----- ----- ----- ----- ----- -----
----- 0.111
1820
0.000
716.69
37.05
0.111
----- ----- ----- ----- ----- -----
----- 0.111
1840
0.000
716.68
37.05
0.110
----- ----- ----- ----- ----- -----
----- 0.110
1860
0.000
716.67
37.05
0.109
----- ----- ----- ----- ----- -----
----- 0.109
1880
0.000
716.66
37.05
0.109
----- ----- ----- ----- ----- -----
----- 0.109
1900
0.000
716.65
37.05
0.108
----- ----- ----- ----- ----- -----
----- 0.108
1920
0.000
716.64
37.05
0.108
----- ----- ----- ----- ----- -----
----- 0.108
1940
0.000
716.63
37.05
0.107
----- ----- ----- ----- ----- -----
----- 0.107
1960
0.000
716.62
37.05
0.107
----- ----- ----- ----- ----- -----
----- 0.107
1980
0.000
716.61
37.05
0.106
----- ----- ----- ----- ----- -----
----- 0.106
®2000
0.000
716.60
37.05
0.106
----- 0.106
2020
0.000
716.59
37.05
0.105
--_ ----- - _-- -----
- ----- ----- ---
----- 0.105
2040
0.000
716.58
37.05
0.105
----- ----- ----- ----- ----- -----
----- 0.105
2060
0.000
716.56
37.05
0.104
----- ----- ----- _-_-- __-_- _-___
----- 0.104
2080
0.000
716.55
37.05
0.103
----- ----- ----- ----- ----- ----_
----- 0.103
2100
0.000
716.54
37.05
0.103
----- ----- ----- ----- ----- -----
----- 0.103
2120
0.000
716.53
37.05
0.102
----- ----- ----- ----- ----- -----
----- 0.102
2140
0.000
716.52
37.05
0.102
----- ----- ----- ----- ----- -----
---- 0.102
2160
0.000
716.51
37.05
0.101
----- ----- ----- ----- ----- _----
----- 0.101
2180
0.000
716.50
37.05
0.101
----- --_-- ----- ----- ----- -----
----- 0.101
2200
0.000
716.49
37.05
0.100
----- ----- ----- ----- ----- -----
----- 0.100
2220
0.000
716.48
37.05
0.100
----- ----- ----- ----- ----- -----
----- 0.100
2240
0.000
716.47
37.05
0.099
----- ----- ----- ----- ----- -----
----- 0.099
...End

•
r1
tt 15
Hydrograph Summary Re pI�?drafiow Hydrographs Extension for AutOCADO Civil 3DO 2008 by Autodesk, Inc, v6.052
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
34.89
2
716
72,081
------
------
------
Pre Dev
2
SCS Runoff
36.56
2
716
76,335
------
------
------
Post Dev
3
Reservoir
31.50
2
720
75,680
2
717.57
24,573
trial
i
i
I
j trial
run.gpw
Return Period:
10
Year
Monday, Sep
26, 2011

Hydrograph Report
16
Nydranow Nydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 1
Pre Dev
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 2 min
= 6.300 ac
= 0.0 %
= USER
= 5,10 in
= 24 h rs
` Composite (Area1CN) = ((3.120 x 89) + (3.180 x 79)] / 6.300
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
578
0.355
598
0.450
618
0.582
638
0.761
658
1.032
678
1.572
718
34.02
738
3.833
758
2.202
778
1.756
798
1.454
818
1.224
838
1.049
858
0.955
878
0.894
898
0.833
918
0.771
938
0.709
958
0.646
978
0.613
998
0.591
1018
0.569
1038
0.546
1058
0.524
1078
0.502
1098
0.479
1118
0.457
1138
0.434
1158
0.412
1178
0.389
1198
0.366
0.357
®1218
1238
0.352
...End
Monday, Sep 26, 2011
Peak discharge = 34.89 cfs
Time to peak =
716 min
Hyd. volume =
72,081 cuft
Curve number =
84*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.0 min
Distribution
= Type II
Shape factor
= 484
( Printed values >= 1.00% of Op. Print interval = 10)

Hydrograph Report
17
40
HydraFlow Hydrographs Extension for AutOCADD Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
Post Dev
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 2 min
= 6.300 ac
= 0.0 %
= USER
= 5.10 in
= 24 hrs
Composite (Area1CN) _ [(1.960 x 79) + (4.340 x 89)) 1 6.300
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
548
0.367
568
0.398
588
0,479
608
0,598
628
0.766
648
1.018
668
1.404
688
2.136
708
16,41
728
4.959
748
2.947
768
2.039
788
1.620
808
1.368
828
1,167
848
1.011
868
0.949
888
0.885
908
0.822
928
0.758
948
0.694
968
0.638
988
0.616
1008
0.593
1028
0.570
1048
0.547
1068
0.524
1088
0,501
1108
0.478
1128
0.455
1148
0.432
1168
0.409
1188
0.386
1208
0.366
End
Monday, Sep 26, 2011
Peak discharge = 36.56 cfs
Time to peak
= 716 min
Hyd. volume
= 76,335 cuft
Curve number
= 86*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.0 min
Distribution
= Type II
Shape factor
= 484
( Printed values>= 1.00% of Op. Print interval = 10)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
0 Hyd. No. 3
trial
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 -Post Dev
Reservoir name
Max. Elevation
= 717.57 ft
Max. Storage
Storage Indication method used.
Hydrograph Discharge Table
Monday, Sep 26, 2011
= 31.50 cfs
= 720 min
= 75,680 cuft
= Wet Detentions Ce
= 24,573 tuft
( Printed values - 1 .00% of op. Print interval = 10)
Time
Inflow
Elevation
Civ A
Clv B
CIv C PfRsr
Wr A Wr B
Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs
cfs
720
27.94
717.55 <<
37.05
0.147
----- -----
31.36 -----
----- ----- -----
31.50 <<
740
3.757
717.11
37.05
0.130
----- -----
4.520 -----
----- ----- -----
4.650
760
2.223
717.06
37.05
0.127
----- -----
2.481 -----
----- ----- -----
2.608
780
1.760
717.03
37.05
0.126
----- -----
1.806 _----
----- ----- -----
1.934
800
1.469
717.02
37.05
0.126
----- -----
1.438 -----
----- ----- -----
1.565
820
1.240
717.01
37.05
0.126
----- -----
1.187 -----
----- ----- -----
1.313
840
1.058
717.01
37.05
0.125
----- -----
0.996 -----
----- ----- -----
1.122
860
0.974
717.00
37.05
0.125
----- -----
0.874 -----
----- ----- -----
1,000
880
0.911
717.00
37.05
0.125
----- -----
0.807 -----
----- ----- -----
0.933
900
0.847
717.00
37.05
0.125
----- -----
0.744 -----
----- ----- -----
0.869
920
940
0.784
0.720
717.00
716.99
37.05
37.05
0.125
0.125
----- -----
----- -----
0,714 -----
0.667 -----
----- ----- -----
----- ----- -----
0.839
0.791
960
0.655
716.98
37.05
0,124
----- -----
0.611 -----
----- ----- -----
0.735
980
0.625
716.98
37.05
0.124
----- -----
0.559 -----
----- ----- -----
0.683
1000
0,602
716.97
37.05
0.124
----- -----
0.522 -----
----- ----- -----
0.646
1020
0.579
716.97
37.05
0.123
----- -----
0.493 -----
----- ----- -----
0.616
1040
0.557
716.96
37.05
0.123
----- -----
0.467 -----
----- ----- -----
0.590
1060
0.534
716.96
37.05
0.123
----- -----
0A42 -----
----- __--- -----
0.566
1080
0.511
716.96
37.05
0.123
----- -----
0.419 -----
----- ----- -----
0.542
1100
0.488
716.95
37.05
0.123
----- -----
0.396 -----
----- ----- -----
0.519
1120
CIA65
716.95
37.05
0.123
----- -----
0.373 -----
----- ----- -----
0.496
1140
0.441
716.95
37.05
0.123
----- -----
0.350 -----
----- ----- -----
0.473
1160
0.418
716.94
37.05
0.122
----- -----
0,327 -----
----- ----- -----
0.449
1180
0.395
716.94
37.05
0.122
----- -----
0.304 -----
----- ----- -----
0.426
1200
0.372
716.94
37.05
0.122
----- -----
0.281 -----
----- ----- -----
0.403
1220
0.364
716.94
37.05
0.122
----- -----
0.262 -----
----- ----- -----
0.383
1240
0.359
716.93
37.05
0.122
----- -----
0.250 -----
----- ----- -----
0.372
1260
0.355
716.93
37.05
0.122
----- -----
0.242 -----
-- -- ----- -----
0.364
1280
0.350
716.93
37.05
0.122
----- -----
0,236 -----
----- ----- -----
0.358
1300
0.345
716.93
37.05
0.122
----- -----
0.230 -----
----- ----- -----
0.352
1320
0.341
716.93
37.05
0.122
----- -----
0.225 -----
----- ----- -----
0.347
1340
0.336
716.93
37.05
0.122
----- -----
0.221 -----
----- ----- -----
0.343
1360
0.332
716.93
37.05
0.122
----- -----
0.216 -----
----- ----- -----
0.338
1380
0.327
716.93
37.05
0.122
----- -----
0.212 -----
----- ----- -----
0.333
1400
0.323
716.93
37.05
0.122
----- -----
0.207 -----
----- ----- -----
0.329
1420
0,318
716.93
37.05
0.122
----- -----
0202 -----
----- ----- -----
0.324
1440
0.313
716.93
37.05
0.122
----- -----
0.198 -----
----- ----- -----
0.320
... End

L
4
19
Hydrograph Summary RepPyOow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc, v6.052
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
description
1
SCS Runoff
43.07
2
716
89,972
------
------
------
Pre Dev
2
SCS Runoff
44,74
2
716
94,537
------
------
------
Post Dev
3
Reservo}r
39.59
2
718
93,880
2
717.69
26,059
trial
trial run.gpw
Return Period: 25 Year
Monday, Sep 26, 2011

Hydrograph Report
20
Hydraflow Hydrograptls Extension for AutoCADO Civil 3D® 2008 by Autodesk, tnc. v6,052
Hyd. No. I
OPre Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 6.300 ac
Basin Slope
= 0.0
Tc method
= USER
Total precip.
= 6.00 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(3.120 x 89) + (3.180 x 79)] / 6.300
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
546
0.431
566
0.467
586
0.554
606
0.690
626
0.884
646
1.168
66
1.582
686
2.429429
706
15.98
726
7.112
746
3.710
766
2.455
786
1.939
806
1.641
826
1,396
846
1.199
866
1.124
886
1.050
906
0.975
926
0.900
946
0.824
966
0.755
986
0.728
1006
0.701
1026
0.674
1046
0.647
1066
0.620
1086
0.593
1106
0.566
1126
0.539
1146
0.511
1166
0.484
16
0,457
120206
0.43232
...End
Monday, Sep 26, 2011
Peak discharge = 43.07 cfs
Time to peak =
716 min
Hyd. volume =
89,972 cuff
Curve number =
84*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.0 min
Distribution
= Type II
Shape factor
= 484
( Printed values >= 1.00 % of Op. Print interval = 10)

Hydrograph Report
21
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
Post Dev
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 25 yrs
= 2 min
= 6.300 ac
= 0.0 %
= USER
= 6.00 in
= 24 hrs
` Composite (Area1CN) = {(1.960 x 79) + (4.340 x 89)] 16.300
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
530
0.449
550
0.520
570
0.555
590
0.668
610
0.829
630
1.045
®670
650
1.380
1.915
690
2,843
710
25,61
730
5.747
750
3.310
770
2.401
790
1.920
810
1.616
830
1.381
850
1.208
870
1.132
890
1.055
910
0.979
930
0.902
950
0.825
970
0.763
990
0.736
1010
0.708
1030
0.681
1050
0.653
1070
0.626
1090
0.598
1110
0.570
1130
0.542
1150
0.514
0.487
-1170
1190
0.459
End
Monday, Sep 26, 2011
Peak discharge = 44.74 cfs
Time to peak =
716 min
Hyd. volume =
94,537 cuft
Curve number =
86*
Hydraulic length =
0 ft
Time of conc. (Tc) =
5.0 min
Distribution =
Type II
Shape factor =
484
( Prinled values - 1 .00% of Op. Print inlerval = 10)

Hydrograph Report
22
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, tnc. v6.052
Hyd. No. 3
trial
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Max. Elevation
= Reservoir
= 25 yrs
= 2 min
= 2 - Past Dev
= 717.69 ft
Peak discharge
Time to peak
Hyd. volume
Reservoir name
Max. Storage
Monday, Sep 26, 2011
= 39.59 cfs
= 718 min
= 93,880 tuft
= Wet Detentions Ce
26,059 cuft
Storage Indication method used -
Hydrograph Discharge Table
Printed Printed values >= 1.00°/ of Op. Print interval = 10)
Time
Inflow
Elevation
Clv A
Clv B
Clv C PfRsr
Wr A Wr B
Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs
cfs
720
33.98
717.66
39.92
0.107
----- -----
39.04 -----
----- ----- -----
39.14
740
4.538
717.13
37.05
0.131
----- -----
5.412 -----
----- ----- -----
5.543
760
2.680
717.07
37.05
0.128
----- -----
2.977 -----
----- ----- -----
3.106
780
2.119
717.05
37.05
0.127
----- -----
2.201 -----
----- ----- -----
2.328
800
1.768
717.03
37.05
0.126
----- -----
1.757 -----
----- ----- -----
1.883
820
1,491
717.02
37.05
0.126
----- -----
1.454 -----
----- ----- -----
1.580
840
1.272
717.02
37.05
0.126
----- -----
1.223 -----
----- ----- -----
1.349
860
1.170
717.01
37.05
0.125
----- -----
1.076 ----
----- ----- -----
1.201
880
1.094
717.01
37.05
0.125
----- -----
0.994 -----
----- ----- -----
1.120
900
1.017
717.01
37.05
0.125
----- -----
0.918 -----
----- ----- -----
1.044
920
0.940
717.00
37.05
0.125
----- -----
0.842 -----
----- ----- -----
0.967
940
0.863
717.00
37.05
0.125
-__=_
0.765 -
0.890
960
0.786
717.00
37.05
0.125
-
0.720 -
___`_ _____ _____
0.845
980
0.749
716.99
37.05
0.125
----- -----
0.677 -- --
----- ----- -----
0.802
1000
0.722
716.99
37.05
0.124
----- -----
0.642 -----
----- ----- -----
0.766
1020
0.694
716.98
37.05
0.124
----- -----
0.611 -----
----- ----- -----
0.735
1040
0.667
716.98
37.05
0.124
----- -----
0.582 -----
----- ----- -----
0.706
1060
0.639
716.97
37.05
0.124
----- -----
0.553 -----
----- ----- -----
0.677
1080
0.612
716.97
37.05
0.124
----- -----
0.525 -----
----- ----- -----
0.649
1100
0.584
716.97
37.05
0.124
----- -----
0.498 -----
----- ----- -----
0.621
1120
0.556
716.96
37.05
0.123
----- -----
0.470 -----
----- ----- -----
0.594
1140
0.528
716.96
37.05
0.123
----- -----
0.442 -----
----- ----- -----
0,566
1160
0.501
716.96
37.05
0.123
----- -----
0.415 -----
----- ----- -----
0.538
1180
0.473
716.95
37.05
0.123
----- -----
0.387 -----
----- ----- -----
0.510
1200
0.445
716.95
37.05
0.123
----- -----
0.359 -----
----- ----- -----
0.482
1220
0.435
716.95
37.05
0.123
----- -----
0.336 -----
----- ----- -----
0.459
1240
0.430
716.94
37.05
0.122
----- -----
0.322 -----
----- ----- -----
0.445
1260
0.424
716.94
37.05
0.122
----- -----
0.313 -----
----- ----- -----
0.435
1280
0.419
716.94
37.05
0.122
----- -----
0.306 -----
----- ----- -----
0.428
1300
0.413
716.94
37.05
0.122
----- -----
0.299 -----
----- ----- -----
0.421
1320
0.408
716.94
37.05
0.122
----- -----
0.293 -----
----- ----- -----
0.415
1340
0.402
716.94
37.05
0.122
----- -----
0.287 -----
----- ----- -----
0.410
1360
0.397
716.94
37.05
0.122
----- -----
0.282 -----
----- ----- -----
0.404
1380
0.391
716.94
37.05
0.122
----- -----
0.277 -----
----- ----- -----
0.399
End
0

L
Is
23
Hydrograph Summary Re plydrlow Hydrographs Extension for AutoCADO Civil 3D® 2008 by Autodesk, Inc, v6.052
Hyd.
No.
Hydrograph
type
{origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(tuft)
Hydrograph
description
1
SCS Runoff
50.35
2
716
106,130
------
------
------
Pre Dev
2
SCS Runoff
51.99
2
716
110,920
------
------
------
Post Dev
3
Reservoir
42.58
2
720
110,262
2
717.82
27,812
trial
trial run.gpw
Return Period: 50 Year
Monday, Sep 26, 2011

Hydrograph Report
24
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 1
OPre Dev
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 50 yrs
= 2 min
= 6.300 ac
= 0.0 %
= USER
= 6.80 in
= 24 hrs
` Composite (Are@ICN) = [(3.120 x 89) + (3.180 x 79)] / 6,300
Hydrograph Discharge Table
Time -- outflow
(min cfs)
534
0.510
554
0.579
574
0.623
594
0.768
614
0,963
634
1.215
1.617
®654
674
2.328
694
4.482
714
44.30
734
5.940
754
3.285
774
2.583
794
2.099
814
1.760
834
1.510
854
1.346
874
1,261
894
1.175
914
1.088
934
1.001
954
0.914
974
0.856
994
0.825
1014
0,794
1034
0.763
1054
0.732
1074
0.700
1094
0,669
1114
0.638
1134
0.606
1154
0.575
1174
0.543
1194 0.512
...End
Monday, Sep 26, 2011
Peak discharge = 50.35 cfs
Time to peak =
716 min
Hyd. volume =
106,130 cuft
Curve number =
84*
Hydraulic length =
0 ft
Time of conc. (Tc) =
5.0 min
Distribution =
Type 11
Shape factor =
484
( Printed values >= 1 00% of Op. Print interval = 10)

Hydrograph Report
25
HydraFlow Hydrographs Extension for AutoCADO Civil 3D0 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
40 Post Dev
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 6.300 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total precip.
= 6.80 in
Storm duration
= 24 hrs
' Composite (Area1CN) = [(1.960 x 79) + (4.340 x 89)] 1 6.300
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
520
0.526
540
0,628
560
0.680
580
0.754
600
0.919
620
1.153
640
660
1.466
1.91911
680
2.848
700
11.60
720
39.33
740
5.229
760
3.085
780
2.437
800
2.032
820
1.713
840
1.461
860
1.343
880
1,255
900
1,167
920
1.079
940
0.990
960
0,901
980
0.859
1000
0.828
1020
0.796
1040
0.765
1060
0.733
1080
0.701
1100
0.669
1120
0,637
1140
0.605
1160
0.573
1180
0.541
...End
Monday, Sep 26, 2011
Peak discharge = 51.99 cfs
Time to peak =
716 min
Hyd. volume =
110,920 cuft
Curve number =
86*
Hydraulic length =
0 ft
Time of cone. (Tc) =
5.0 min
Distribution =
Type II
Shape factor =
484
( Prinled values >= 1.00% of Op. Print interval = 10)

Hydrograph Report
26
Hydraflow Hydrographs Extension for AutoCADO Civil 3D(D 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
® trial
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Max. Elevation
= Reservoir
50 yrs
= 2 min
= 2 -Post Dev
= 717.82 ft
Storage Indication method used
Peak discharge
Time to peak
Hyd. volume
Reservoir name
Max. Storage
Monday, Sep 26, 2011
= 42.58 cfs
= 720 min
= 110,262 cuft
= Wet Detentions Ce
= 27,812 cuft
Hydrograph Discharge Table
(Printed values >=1.00 dUp. Print lnlerva,=10)
Time
Inflow
Elevation
Clv A
Clv B
Clv C PfRsr
Wr A Wr B
Wr C Wr D Exfil
Outflow
(min)
cfs
ft
cfs
cfs
cfs cfs
cfs cfs
cfs cfs cfs
cfs
700
11.60
717.09
37.05
0.129
----- -----
3.513 -----
----- ----- -----
3.641
720
39.33
717.80 <<
42.58
0.064
----- -----
42.52 -----
----- ----- -----
42.58 <<
740
5.229
717.15
37.05
0.132
----- -----
6.204 -----
----- ----- -----
6.336
760
3.085
717.08
37.05
0.129
----- -----
3.391 -----
----- ----- -----
3.519
780
2.437
717.06
37.05
0,128
----- -----
2.546 -----
-_--- ----- -----
2.674
800
2.032
717.04
37.05
0.127
----- -----
2.037 - ---
----- ----- -----
2,165
820
1.713
717.03
37.05
0.126
----- -----
1.688 -----
----- ----- -----
1.815
840
1.461
717.02
37.05
0.126
----- -----
1.423 -----
----- ----- -----
1.549
860
1.343
717.02
37.05
0.126
----- -----
1.253 -----
----- -- -- -----
1.379
880
1.255
717.01
37.05
0.126
----- -----
1.160 -----
----- --_-- -----
1.286
®
900
920
1.167
1.079
717.01
717.01
37.05
37.05
0.125
0.125
----- -----
----- -----
1.072 -----
0.985 -----
----- ----- -----
----- ----- -----
1.198
1.110
940
0.990
717.00
37.05
0.125
----- -----
0.895 -----
----- ----- -----
1.021
960
0.901
717.00
37.05
0.125
----- -----
0.807 -----
----- ----- -----
0.932
980
0.859
717.00
37.05
0.125
----- -----
0.746 -----
---- ----- -----
0.872
1000
0.828
717.00
37.05
0.125
----- -----
0.730 -----
----- ----- -----
0.855
1020
0.796
716.99
37.05
0.125
----- -----
0.707 -----
----- ----- -----
0.831
1040
0.765
716.99
37.05
0.125
----- -----
0.679 -----
----- ----- -----
0.804
1060
0.733
716.99
37.05
0.124
----- -----
0.650 -----
----- ----- -----
0.774
1080
0,701
716.98
37.05
0.124
----- -----
0.619 -----
----- ----- -----
0.743
1100
0.669
716.98
37.05
0.124
----- -----
0.587 -----
----- ----- -----
0.712
1120
0.637
716.97
37.05
0.124
----- -----
0.556 -----
----- ----- -----
0.680
1140
0.605
716.97
37.05
0.124
----- -----
0,524 -----
----- ----- -----
0.648
1160
0.573
716.97
37.05
0.123
----- -----
0.493 -----
----- ----- -----
0.616
1180
0.541
716.96
37.05
0.123
----- -----
0.461 -----
----- ----- -----
0.584
1200
0.509
716.96
37.05
0.123
----- -----
0.429 -----
----- ----- -----
0.552
1220
0.498
716.95
37.05
0.123
----- -----
0.403 -----
----- ----- -----
0,526
1240
0.492
716.95
37.05
0.123
----- -----
0.387 -----
----- ----- -----
0.509
1260
0.486
716.95
37.05
0.123
----- ----
0.376 -----
----- ----- -----
0.498
1280
0A79
716.95
37.05
0.123
----- -----
0.367 -----
----- ----- -----
0.490
1300
0.473
716.95
37.05
0.123
----- -----
0.360 -----
----- ----- -----
0.483
1320
0.467
716.95
37.05
0.123
----- -----
0.353 -----
----- ----- -----
0.476
1340
0.460
716.95
37.05
0.123
----- -----
0.346 -----
----- ----- -----
0.469
1360
0.454
716.95
37.05
0.123
----- -----
0.340 -----
----- ----- -----
0.463
1380
0,448
716.94
37.05
0.123
----- -----
0,334 -----
----- ----- -----
0.456
1400
0,441
716.94
37.05
0.122
----- -----
0.327 -----
----- ----- -----
0.450
1420
0.435
716.94
37.05
0.122
----- -----
0.321 -----
----- ----- -----
0.444
1440
0.429
716.94
37.05
0.122
----- -----
0.315 -----
----- ----- -----
0.437
... End

27
r
jq
Hydrograph Summary Re p11y0ow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation i
(ft)
Total
strge used
(cult)
Hydrograph
description
1
SCS Runoff
57.61
2
716
122,462
------
------
------
Pre Dev
2
SCS Runoff
59.22
2
716
127,442
------
------
------
Post Dev
3
Reservoir
43.62
2
720
126,782
2
718.02
30,578
trial
trial run,gpw
Return Period: 100 Year
Monday, Sep 26, 2011

1
Hydrograph Report
28
Hydrailow Hydrographs Extension for AutoCAD(D Civil 31DO2008 by Autodesk, Inc. v6.052
Hyd. No. 1
OPre Dev
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 2 min
= 6.300 ac
= 0.0 %
= USER
= 7.60 in
= 24 hrs
Composite (Area1CN) _ [(3.120 x 89) + (3.180 x 79)] 1 6.300
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
524
0.583
544
0.693
564
0.740
584
0.848
604
1.036
624
1.308
1.689
®644
664
2.217217
684
3.360
704
18.79
724
15,09
744
5.183
764
3.286
784
2.582
804
2.182
824
1,849
844
1,578
864
1.475
884
1.377
904
1.279
924
1.181
944
1.082
964
0.987
984
0.950
1004
0.914
1024
0.879
1044
0.844
1064
0.809
1084
0.773
1104
0.738
1124
0.703
1144
0.667
1164
0.631
. 1184 0.596
...End
Monday, Sep 26, 2011
Peak discharge = 57.61 cfs
Time to peak =
716 min
Hyd. volume =
122,462 cuft
Curve number =
84*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.0 min
Distribution
= Type II
Shape factor
= 484
( Printed values >= 1.00% cf Op, Print interval = 10)

Hydrograph Report
29
Hydraflow Hydrographs Extension for AutoCAl Civil M 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
40 Post Dev
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 2 min
= 6.300 ac
= 0.0 %
= USER
= 7.60 in
= 24 h rs
` Composite (Area1CN) = [(1.960 x 79) + (4.340 x 89)] 1 6,300
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
510
0.594
530
0.709
550
0.806
570
0.847
590
1.006
610
1.231
630
1.530
650
1.992
670
2.725
690
3.981
710
34.49
730
7.504
750
4.310
770
3.121
790
2.494
810
2.097
830
1.791
850
1.565
870
1.466
890
1.367
910
1.267
930
1.167
950
1.067
970
0.987
990
0.951
1010
0.915
1030
0.880
1050
0.844
1070
0.808
1090
0.772
1110
0.736
1130
0.700
1150
0.664
1170 0.628
...End
Monday, Sep 26, 2011
Peak discharge = 59.22 cfs
Time to peak =
716 min
Hyd. volume =
127,442 cuft
Curve number =
86*
Hydraulic length =
0 ft
Time of conc. (Tc) =
5.0 min
Distribution =
Type II
Shape factor =
484
( Printed values >= 1,00 % of Qp. Print interval = 10)

• r
Hydrograph Report
30
Hydraflow Hydrographs Extension for All) Civil 317O 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
® trial
Hydrograph type
Storm frequency
Time interval
Inflow hyd. No.
Max. Elevation
= Reservoir
= 100 yrs
= 2 min
= 2 - Post Dev
= 718.02 ft
Peak discharge
Time to peak
Hyd. volume
Reservoir name
Max. Storage
Monday, Sep 26, 2011
= 43.62 cfs
= 720 min
= 126,782 cuft
= Wet Detentions Ce
30,578 cuft
Storage Indication method used.
Hydrograph Discharge Table
(Printed values,=1.00% of op. Print interval =10)
Time
Inflow
Elevation
Clv A
Clv B Clv C
PfRsr
Wr A Wr B
Wr C Wr D Exfil
Outflow
(rain)
cfs
ft
cfs
cfs cfs
cfs
cfs cfs
cfs cfs cfs
cfs
700
13,46
717.19
37,05
0.133 -----
-----
7.830 -----
----- ----- -----
7.962
720
44.65
718.01 <<
43.62
0,046 -----
-----
43.57 -----
----- ----- -----
43.62 <<
740
5.916
717.17
37.05
0.132 -----
-----
7.055 -----
----- ----- -----
7.187
760
3.487
717.10
37.05
0,129 -----
-----
3,761 -----
----- ----- -----
3.890
780
2.754
717.07
37.05
0.128 -----
-----
2.890 -----
----- ----- -----
3.017
800
2.295
717.05
37.05
0.127 -----
-----
2.317 -----
----- ----- -----
2.445
820
1.934
717,04
37.05
0.127 -----
-----
1.923 -----
----- ----- -----
2.050
840
1.649
717.03
37.05
0.126 -----
-----
1.623 -----
----- ----- -----
1.749
860
1.516
717.02
37.05
0.126 -----
-----
1.431 -----
----- ----- -----
1,557
880
1.416
717.02
37.05
0.126 -----
-----
1.326 -----
----- ----- -----
1.451
900
1.317
717.02
37.05
0.126 -----
-----
1.225 -----
----- ----- -----
1.351
S920
1.217
717.01
37.05
0.126 -----
-----
1,126 -----
----- ----- -----
1.252
940
1.117
717.01
37,05
0.125 -----
-----
1.027 -----
----- ----- -----
1.152
960
1.016
717.01
37.05
0,125 -----
-----
0.925 -----
----- ----- -----
1.051
980
0.969
717,00
37.05
0,125 -----
-----
0.859 -----
----- ----- -----
0.983
1000
0.933
717.00
37.05
0,125 -----
-----
0.821 -----
----- ----- -----
0.946
1020
0.897
717.00
37.05
0.125 -----
-----
0.784 -----
----- ----- -----
0.910
1040
0,862
717.00
37,05
0.125 -----
-----
0.748 -----
----- ----- -----
0,874
1060
0.826
717.00
37.05
0.125 -----
-----
0.730 -----
----- ----- -----
0.855
1080
0.790
716.99
37.05
0.125 -----
-----
0.704 - ---
----- ----- -----
0.829
1100
0.754
716.99
37.05
0.125 -----
-----
0,674 -----
----- ----- -----
0.798
1120
0,718
716.99
37.05
0.124 -----
-----
0.640 -----
----- ----- -----
0,764
1140
0.682
716.98
37.05
0.124 -----
-----
0.605 -----
----- ----- -----
0,729
1160
0.646
716.98
37.05
0.124 -- --
-----
0.570 -----
----- ----- -----
0.694
1180
0.610
716.97
37.05
0.124 -----
-----
0.534 -----
----- ----- -----
0.658
1200
0.574
716.97
37.05
0,124 -----
-----
0.499 -----
----- ----- -----
0.622
1220
0.561
716.96
37.05
0.123 -----
-----
0.469 -----
----- ----- -----
0.592
1240
0.554
716.96
37.05
0.123 -----
-----
0.451 -----
----- ----- -----
0.574
1260
0.547
716.96
37.05
0.123 -----
-----
0.438 -----
----- ----- -----
0.561
1280
0.540
716.96
37,05
0.123 -----
-----
0.429 -----
----- ----- -----
0.552
1300
0.533
716.96
37.05
0.123 -----
-----
0.420 -----
----- ----- -----
0.543
1320
0.526
716.96
37.05
0.123 -----
-----
0.413 -----
----- ----- -----
0.536
1340
0.518
716.95
37.05
0.123 -----
-----
0.405 -----
----- ----- -----
0.528
1360
0.511
716.95
37.05
0.123 -----
-----
0.398 -----
----- ----- -----
0.521
1380
0.504
716.95
37.05
0.123 -- --
-----
0.391 -----
----- ----- -----
0.514
1400
0.497
716.95
37.05
0,123 -----
-----
0,384 - ---
----- ----- -----
0.507
1420
0.490
716.95
37.05
0.123 -----
-----
0.377 -----
----- ----- -----
0.499
1440 0.483 716.95 37.05 0,123 ----- ----- 0.369 ----- ----- ----- ----- 0.492
...End

• r i
Hydraflow Rainfall Report.
31
9
is
1
J
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc. v6.052 Monday, Sep 26, 2011
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
64.6880
13,0000
0.9002
--------
2
66.7847
12.4000
0.8642
--------
3
0.0000
0.0000
0.0000
--------
5
75.2703
13.0000
0.8421
--------
10
71.9699
12.4000
0.8031
--------
25
61.9247
11.0000
0.7384
--------
50
56,4944
10.1000
0.6971
--------
100
50.2401
9.0000
0,6526
--------
File name: Concord.IDF
Intensity = B 1 (Tc * D)AE
Return
Period
Intensity Values (inlhr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
4.80
3.85
3.22
2.78
2.45
2.19
1.98
1.81
1.67
1.55
1.45
1.36
2
5.66
4,55
3.82
3.31
2.92
2.62
2.38
2,18
2.02
1.88
1.76
1,65
3
0.00
0.00
0.00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.60
5.37
4.55
3.96
3.52
3.17
2.89
2.66
2.46
2.30
2.15
2.03
10
7.26
5.93
5.04
4.41
3.93
3.55
3.25
2.99
2.78
2.60
2,45
2.31
25
7.99
6.54
5.59
4.90
4.39
3.99
3.66
3.40
3.17
2.98
2.81
2.66
50
8,51
6.98
5.97
5.26
4.73
4.31
3.97
3.69
3.45
3.25
3.07
2.92
100
8.98
7,35
6.31
5.58
5.03
4.60
4.25
3.96
3.72
3,51
3.33
3.17
Tc = time in minutes. Values may exceed 60.
Precin_ file name' Cnnrrnrrl nrn
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
2.90
3.50
0.00
4.40
5,10
6.00
6.80
7,60
SCS 6-Hr
2.11
2,54
0.00
3.17
3.67
4.32
4.84
5.36
Huff -1st
0.00
0.00
0,00
0.00
0.00
0.00
0.00
0,00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0,00
0.00
0.00
0.00
0.00
0,00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
Huff-Indy
0.00
0,00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0,00
0.00
0.00
0.00
0.00
0.00

35' 24' 28-
35' 24' 15"
Soil mavarrus County, North Carolina
0 0
w �
ZIA-15613 Wtby 20 51IJPBU 3LIU4U ]2IIW nZ II bU 7L 12 LU ,)ZIZOV n2IJ4U 3214W �2l4ou
T - n
y 6
IZay,,
Y � 33� t• -:Jr � /i��/� S.r .��•i a! � ,r .St'.� • YT � _ _.
Z VIN
41
' � x �'� r� � s2r ", i LhA7.J� ,Y � - i �.•'" � ii � M ' Y� l` .�i
•4�'�'' #�� :tx t •.'4 ,yx _-„ 3• �1 �, -i?-_ T� ��,., "f, �}r_- y` # � 4 �' 7'r
4i`�iaL� �' � -� �'.a. t `4'.L• J. Y � _ �`� - f'� r?"7r m
ty
� a J� • '31' {'L 43a'�' ��-�•lT,-., T '_q.'��I _ { - L �� i -1� .� { •!
3 S
4 S, 3. �: - ,y; S'+•[ }fit„ �i`Ka _ �.
526860 52692n 526980 527040 527100 527160 527220 527280 527340 527400 527460
Map Scale: 1:2,990 if printed on A size {8.5" x 11-) sheet.
v N Meters
m 0 40 80 160 240
Feet
0 150 300 600 900
USDA Natural Resources Web Soil Survey
7 Conservation Service National Cooperative Soil Survey
e
0
9/20/2011
Page 1 of 3
f
35"
35" 24' 15"

0
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
J
Soil Map Units
Special
Point Features
LJ
Blowout
®
Borrow Pit
X
Clay Spot
♦
Closed Depression
Gravel Pit
Gravelly Spot
(
Landrid
JAL
Lava Flow
,1J,,
Marsh or swamp
51,
Mine or Quarry
©
Miscellaneous Water
Q
Perennial Water
v
Rock Outcrop
+
Saline Spot
Sandy Spot
Severely Eroded Spot
0
Sinkhole
Slide or Slip
or
Sodic Spot
Spoil Area
d
Stony Spot
0
Soil Map—Cabarrus County, North Carolina
(Z Very Stony Spot
i Viet Spot
Other
Special Line Features
t = Gully
Short Steep Slope
r% Other
Political Features
O Cities
Water Features
.—� Streams and Canals
Transportation
Rails
•u interstate Highways
��. US Routes
Major Roads
i Local Roads
is
MAP INFORMATION
Map Scale: 1:2,990 if printed on A size (8.5" x 11 ") sheet.
The soil surveys that comprise your AOl were mapped at 1:24,000
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for accurate map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
Coordinate System: UTM Zone 17N NAD83
This product is generated from the USDA-NRCS certified data as of
the version dates) listed below.
Sail Survey Area Cabarrus County, North Carolina
Survey Area Data: Version 10, May 28, 2009
Date(s) aerial images were photographed: 6/22/2006
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 9/20/2011
ii=- Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil l:A9I:,--0abirrus County, North Carolina
4D
C .
Map Unit Legend
Cabarrus County, North Carolina (NCO25)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
ChA
�Chewacla sandy loam, 0 to 2 percent slopes,
frequently flooded
0.4
1.1%
COB I
Coronaca clay loam, 2 to 8 percent slopes
7.6
21.5% i
Coo
Coronaca clay loam, 8 to 15 percent scopes 1I
17.9
50.6%
CuB2
Cullen clay loam, 2 to 8 percent slopes,
moderately eroded
9.5
26.8%
Totals for Area of Interest
35.4
100.0%
USDA Natural Resources Web Soil Survey 9120/2011
~`� Conservation Service National Cooperative Soil Survey Page 3 of 3

SEA z
Wastewater Treatment Plan ,
Background C� %
The Lane Construction Corporation has been awarded the NCDOT contracts for the 1-85
Widening and the I-85 / 1-485 interchange projects. In order to provide the required
concrete for paving we have rented space on private property to place and operate a
portable temporary concrete central mix batch plant. The concrete produced by this
temporary plant will only be used on these projects.
The concrete plant will be in operation only during times of concrete paving. Upon
completion of the project, the plant will be disassembled and moved off site and the site
will be restored to pre -project conditions.
Types/Characterization of Waste Water Generated
There will be three different types of waste water generated at this site. Tile first one will
come from cleaning the concrete hauling units. Dump trucks hauling the concrete will
have their truck beds rinsed out on site. This water will contain both course and fine
aggregate along with cement and flyash material. No other cleaning or repair of these
vehicles will take place at the concrete batch plant,
isThe second waste water is generated once a day at the end of the paving operation. This
water conies from the cleaning of our mixing drum. The material contained in this water
is the same as that of the truck rinsing operation.
The third waste water will be from the raw aggregate stockpiles. Watering of the
stockpiles will be continuous during concrete production.
Concrete is made up of water, stone aggregate, sand, and cement. The cement particles,
being the smallest, are the only particles that won't immediately settle out in the sediment
basin during washing operations. The associated Total Suspended Solids (TSS) analysis
only considers these cement particles.
Waste Water Control treatment Measures
The treatment area will consist of three sediment ponds with stone weirs placed in series.
The wastewater generated by the vehicle and mixing drum cleanup will runoff into the
first basin of the treatment system. During rain events the majority of this water entering
these basins will come from rainfall runoff in the proximity of the wastewater treatment
system. The purpose of the basin is to allow for an extended settlement time for the
additional sediment particles in this water.
e

The discharge from the third pond is calculated to contain less than 30 tng/l of "I'SS.
® These basins have been designed to accommodate both the stormwater runoff as well as
wash water. This is the "worst case" when considering basin volume.
Once the water reaches the outflow of the basin, it is filtered through a stone check dam.
The check dam consists of rip rap stone with a No 57 stone face on the up stream side.
Its purpose is to filter any remaining particulate matter from the waste water before it
leaves the system. The water leaving the treatment system will be channeled into the
overall facility stormwater basin located in the north west corner of the site. At this point
the water will be treated for pH to assure that the combined discharge of process
wastewater and stormwater is within the acceptable G to 9 pH range.
Maintenance of Treatment Devices
All water treatment devices will be evaluated on a weekly basis. Any damage to the
devices will be repaired irrtntecliatcly. The sediment basin has been designed to allow for
easy maintenance. The sediment shall be excavated as needed and hauled off site to an
approved waste area.
During production, the sediment basins shall be cleaned when the basin is fiill of'
sediment. This involves excavating the sediment in the pit and hauling it off sitc to a
waste area. The outlet weirs shall be analyzed, cleaned and replaced as needed.
0 Predicted Runoff & Treatment System Performance
The treatment system for this site has been designed for the ten year rain event, following
NC Division of Land Quality requirements. It has been estimated that 1.2 ac will drain
into wastewater treatment facility. Runoff from the rest of the site will be handled by the
stormwater basin located at the north west corner of the site.
Another concern related to runoff and ready mix concrete plants is pH level. Cement is
very alkaline (pH 12-13), therefore, pH levels need to be monitored and controlled. To
this end we propose to use the commercially available "Fortran" system. Please refer to
the attached technical specifications for details and performance expectations. During;
times of rain, production of the concrete plant is stopped thus preventing any possible
runoff from the concrete batch plant operations. Taking; this information into account,
the proposed treatment system will keep site runoff within the acceptable pH range.
Summary
The put -pose of the treatment system is to monitor and control pH and settle TSS resulting
from concrete washing operations before it leaves the site. This treatment system has
been used oil previous sites for concrete batch plants and has been very successful. We
will follow all rules and guidelines set forth by general permit NCG 140000. Any
questions regarding our operation can be directed to the facility contact noted ill out -
application.

O
0
(Project: 1-3803B and R2123CE 1Computed:_ RH Date: 8/2/ll
(Subject: Concrete Plant Wash Water Settling Time Calcs IChecked _ _ Date: 9/2/1 1
'Task: Calcs. For cement particles 1Sheet l 01' 5
Gravity, g=
32.2 ft/seez
avg. diameter of cement particle (microns), d=
] 5 micron~
1 micron=
3.2817--06 ft
avg. diameter of cement particle (ft), d=
4.921:-05 ft
density of cement, p1=
94 lblft3
density of water, p2=
62.4 lb/ft3
viscosity of water=
5.981---04 If/ft-sec
Particle settling velocity (ft/sec), V=gd2(pI-p2)/18µ=
2.29E-04 ft/sec
Settling Depth= 3 ft
Settling Time— 13,106 sec
3.64 hrs
0.15 days
Wash water produced= 12 galley
1:stintated daily capacity of batch plant— 3.000 cy
Estimated wash water produced per day-- 36.000 gal
I gallon= 0.133681 ft3
Estimated wash water produced per day--
4813 Ft'
"Dotal volume of basin I required=
7146 ft3
[detention time available in basin 1=
1.48875 days
Total volume ofbasin 2 required=
7146 A
Detention time available in basin 2=
1.48875 days
Total volume of basin 3 required=
5616 I113
Detention time available in basin 3=
1.17 days
Total volume of all basins=
19908 1t3
Total detention time available—
4,1475 days
Q10= 7.8408 efs
1 8 1t
Depth of flow over discharge weir (ft), D=(Q/(3.1 *I-))213= 0.46 ft
QwashwalerW 0. 134 e1ti
Depth of now over discharge weir (ft), 1)=(Q/(3.1 *1_))213— 0.031 ft
r'--+n
cement particle
see sed basin calcs.
see sed basin calcs.
scc scd hasin cales.
fi-onl stoimwatersed basin riles.
from sed basin Cale,,.
❑ssunle 10 hr workday
washwaler only

0
Proiect: 1-3903B and R2123CE
ISuhiect. Concrete Plant Wash Water Settling Time Calcs IChccked
rarsk: Calcs. For cernent particles ISheet 2
C tilical Velmity basin I, Vcl= 2.332E-05 to settle to Nmonl
Wash wader only critical Velocity basin I, VcI= 2.391:-07 to settle to weir
Stonriwater critical velocity basin 1, %Ie1= 3.6091--06 to settle to weir
[Date: 812/1 1
1Datc: 9/2/ 1 1
101' 5
3,00 ft
0.031 It
0.464 tt
&W11 1
61-ain size of Portland Cement 12004 NISI stlydv)
Diameter
(microns)
Size
distlibrlion
'%,<
Diallmer 11
,c mg
Velocity
VIA
(11/sec)
lime, days
Xr-VpINC I
%that settle
to bottom
Xr-\'pI1Vc]
% that scttic
to weir
1
4.7
4.7%
3.28E-06
1.021-.-06
34.130
4.30%
28 20%
1,5
2.6
7.3%
4.921 06
129F 06
15.169
9.91%
63.44%
2
1 4.8
12.1%
6.561 06
4.071---0(,
1 8.533
17.45"%
100.00%
3
5.6
17.7 %
9.84E-06
9.16E-06
3.792
39.26%
100.00%
4
4.6
22.3%
1.31 E-05
1,631,05
2.133
69,79'y"
100.00'%
6
7.0
29.9%
1.97E-05
3.661_-05
WAS
100.00%
100.00%
8
6,0
35.9%
2.62E-05
6.51E-05
0.533
100.00%
100.00%,
12
10.5
46,4%,
3.94E-05
I,A61 04
0.237
100.00%
100,00'Y.
16
8.2
54.6%
5.25E-05
2.60E-04
0.133
100.00%
100.00%,
24
13.8
68.4°/,
7,87E-15
5.86E-04
0.059
]()0.00%
1 10(m)(m,
32
10.3
78.7%
1.05E-04
1.04E-03
0.033
100.011%
100.00%
48
12.4
91.1 %
1.57E-04
2.34E-03
0.015
100.00%
100.00%
64
5,2
96.3%
2.10E-04
4,17E-03
0,008
101,00%
100.00%
96
2.8
99.1 %
3.151?-04
9.38E-03
0.004
100.00%
100.00%
128
(1,4
99.5%1
4.201-04
1,67E-02
0,002
100.00%
100.00111".
> 128
1 0.5
100.o%
-
-
I OI1.110%
100.(Nl'%"
During normal operation ((fry) all particles will settle more than 0.027 it, No discharge inlo hasin 2,
O During rain CVC1115 particles 2 microns and smaller will [low over the weir and will discharge into basin 2.
Critical Veoocity b;isin 2, Vc]= 2.332E-05 to settle to bn(lom 3.Oo t1
Wash waleronlycritical Velocity basin 2, Vcl= 3.608E-06 toscttleto weir 0.404 t1
Basin 2
Grain size o1' Portland Cement I2004 NISI studv)
Settling
Velocity
Xr=Vpl/Vcl
Xr=vpl/Vcl
Diameter
Size
Vpl
% that scttic
% that scttic
(microns)
dis0ihluion
o/<
Diameter fi
(0/sec)
Time, days
to bottom
to Weil-
4.7
4.7%
3.28E-06
1.02E-06
34,130
4.36%
28,20%
1.5
2.6
7.3'%
4.921-06
2.29E-06
15.169
1 9.81 %
63.44%
2
4.8
1 12.1%1
6,561i-06
1 4,071E-06
11 8.533
17,45%11
100,00%
3
4.8
1 16.9%1
1.481-05
1 2.061:-05
11 1.685
1 88.33%1
1 100.00%
During rain events particles 1.5 microns and smaller will flow over the weir and will discharge into basin 3.
l"ritical Vclocily hysin 3. Vc1= 2,9681-1-05 to scttic to bottom 3.00 t]
Wash water only critical velocity basin 3, Vc l= 4.591E-06 to settle to weir 0.46411
Bawl! j
Grain size of Portland Cement (2004 NISI'studv)
Settling
Velocity
Xr=\'pl/vcl
Xr=Vpl/Vcl
Diameter
Sitc
Vpl
%, 111a1 settle
'iu that settle
(microns)
(list] ibution
%<
Diameter 11
(itisee)
Time, e, days
to bottom
to Weil-
1
4.7
4.7%
3.28E-06
1.02E-06
34.130
3.43%
77.16%
1,5
2.6
7,3"A
492E-06
2.29E-06
15.109
7.71 %
49.86%,
2
4.8
12 PX,
6.56E-06
4,07E-06
11 8.533
3.71%1
100.00%
3
1 4.8
16.9%
1A8E-05
1 2.06E-05
11 1.085
1 9.42%
100.00%
0 During rain events particles 1.5 microns and smaller will flow over the weir and will discharge into basin from basin 3.

n
f�J
0
C J
Project: 1-3803B and R2123CE
teed: .1 RH
Subject. Concrete Plant Wash Water Settling Time gChecked
I"Mask: TSS passing basin 3 ISheet 3 01 5
Weight of Concrete Settled per Basin:
CY/day Wt. Cement
3,000 5070
(rainfall and washwater combined)
*Concrete will not be produced during rain events.
Diameter
(microns)
Size
distribution
Basin 1
to weir
Basin 2
to weir
Basin 3
to weir
Weight
cement
< 2 m
Pass to
Basin 2
Pass to
Basin 3
Discharge
from
Basin 3
Settle in
Basin 1
Settle in
Basin 2
Settle in
Basin 3
1
4.7
28.20%
28.20%
22.16%
238.29
171.10
122.86
95.63
67.19
48.24
27.22
1.5
2.6
63.44%
63.44%,
49.861%,
131.82
48.19
17.62
8.83
83.63
30.57
8.78
2
1 4.8
100.00%
100.00%
100.00%
243.36
1 0.00
1 0.00
1 0.00
1 243.36
1 0.00
1 0.00
Total:
1 613.47
1 219.29
1 140.471
104.47
1 394.18
1 79.82
1 36.01

IPrgject: 1-3803B - Cabarrus County (Computed: JRl-f 17ate: 8/2/1 1
® ISuhject: Concrete Plant Wash Water Settling Time Cales (Checked Date: 8/2/1 1
ITask: TSS passing basin 3 IShee(4 Of' S
fast'tmation of TSS from basin 3: (front cement)
Concrete trucks will be washed out after every load. It is expected that 100 lbs of concrete will washed froth each
10 CY truck load or 10 lb/CY.
The design for portland cement on this project is approximately 530 Ibs/C)' and the average CY ol'concrete weighs
4,050 lbs. therefore the weight ol' cement averages I YA per CY of concrete.
Waste concrete at 15 lbs/CY with 14.1% of the weight coming from cement will yield 2.1 lbs/CY of cement that
will adhere to the truck and be included in the wash water.
See weigh( of concrete settled per basin calculations
*Suspended cement discharging; from basin 3 during rain event= 104.47 lbs
*If operations ran during rain events. which they will not.
Based on this analysis it is impossible to realistically size a system of basins to settle out particles 1.5 microns and
smaller when considered with a rain event. 'Therefore since concrete production will be halted during rainfall events
during a rain event we can assume that previously settled particles distribute themselves evenly through the depth of
the basin. To be conservative assume that 30% of the settled particles discharge to basin 3
30% of
weigh(
Basin 2 to
weir
Pass to Basin 3
51.33
28.20%
36.86
14.46
63.44",,
5.29
® During a rain event we can assume that previously settled particles distribute themselves evenly through the depth of
the basin. To be conservative assume that 30% of the settled particles descharge from basin 3
30'% of
weight
Basin 2 to
weir
Pass to Basin 3
11.06
22.16%
8.61
1.59
49.86%
0.80
Total Suspended cement discharging from basin 3= 9.40 lbs
Volume of basin 3= 42011 gal
Estimated daily TSS= 2.2381_-04 lbs/gal
Inig/l= 8.345E-06lbs/gal
Estimated TSS during a rain event= 26.8 mg/1
Estimated TSS during nomial production= 0 tng/1
Maximum allowable TSS= 30 mg/I
It is recommended that basins be cleaned and sediment removed when 1/2 of the storage volume has been used.

HDR Computation
IProjccc 1-3803B (Computed 1RH (Date: 8/2111
ISubjecc Erosion Control - Concrete Plant Site (Checked IDate: 812/1 1
�l I'i'ask: Sediment Basin _ Sheet 5 Of 5
Basin Location: Concrete plant site
Calculate Time of Concentration {tj t, _ [L}/H]0 "'/] 28 (Malcom)
Hydraulic length of watershed 1. (ft) = 350
Elevation change along length H (ft) = 20
t (min) = 2.1
use t, (min) = L.
Calculate Peak Flow
Q-CIA
C= 0.9
1 (in/hr)= 7.3 10-yr, 5-min storm NC E&S Design Manual, Figure 8.03c, Charloite
A (Ac.) = 1.20 Drainage Area (used in calculations)
Qtq (cfs)= T8
QWUSrI water 0.26
Qtotal= 8.1
Sediment Storage
Minimum Storage Required (cf/Ac) 1,800 NCDOT Guidelines
Sediment Storage (c 2,160 min required storage volume
Surface Area
A (SF) = 0.01 *Q,o* 43,560 NC E&S Guidelines, 6.60.2
A (SF )= 3,529 min required surface area for 75% efficiency
*Minimum Total Size Basin
Bottom
Full
Length (ft)
188
200
Width (ft)
28
40
Side -slope
2
(X:1)
Depth
3
ft at spillway
Conclusion,
Construct the trap to be:
200 ft top length
40 ft top width
3 ft deep at spillway
4.5 ft top of dam
2 :1 side -slope
8 ft weir length
volume calculations for geometric rectangular trap
stage
area
volume
cum. Vol.
ffj
(CF)
(CF)
0
5,264
-
-
1
6,144
5,704
5,704
2
7,056
6,600
12,304
3
8,000
7,528
19,832
3.5
8,484
11,655
31,487
4
8,976
4,365
35,852
5
9,984
9,480
45,332
*Basin surface area and volume to be divided between three basins in series.
Basin 1: 80' L X 40' W Basin 2: 80' L X 40' W Basin 3: 60' L X 40' W

THE
Is LANE
CONSTRUCTION
CORPORATION
Since X894
A Com�rm mL to E:cellcme
October 14, 2011
Stormwater Permitting Unit
Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617
Reference: NCG]40000 Permit Application
I-85 Widening and 1-85/I-485 Interchange Projects
NCDOT Contracts C202522 and C202523
Gentlemen,
Field Office:
413 Goodman Rd.
Concord, NC 28027
Attached you will find our application package in triplicate, for an NPDES Discharge permit for a
temporary portable central mix concrete plant. This proposed facility will be used solely to provide
concrete Ior the above referenced NCD0'F interstate reconstruction contracts.
Enclosed in our application you will find the necessary forms, plans, design calculations, specifications,
and a check in the amount of $100.00 for the application fee.
We trust that you find our application package complete and due to the fast track nature of this project we
ask that this application be expedited. Our concrete batching activities are time sensitive and your
attention to this matter is appreciated.
Should you have any questions regarding this application, please contact our project engineer, David
Chaparro, directly at 704-707-0538.
Sincerely,
Th the Const ction Corporation
amcs Seybert
Project Manager
EJ
OCT 1 7 Zd11
DENR- WATER 421Al.1TY
k-nMESMD STftMTER $RANCH

0
Ll
•
Application Package for:
NPDES Permit NCG140000
Table of Contents
Tab 1
NCG140000
Tab 2
General Project Information
Location Plans
Tab 3
Facility Plans, Details and specifications
(Full size drawings)
Tab 4
Stormwater System - Supporting Information
Tab 5
Wastewater System - Supporting Information
Tab 5
Appendix
Fortrans pH Control System
Correspondance with City of Concord - Wastewater Resources

Pom
"THE LANE CONSTRUCTION CORPORATION 2065
"413GOODMAN,RD �,:,
CONCORD, NC 2E3027 (r
`—�1 "1 BRANCH 02*
fttPAk
to the { . 6rder u
m „G:0.. w........
a...
u VOID AFTER 120 DAYS
WACHOVIA
Wachoda Bank, a dM*Ion of Wa@e Fargo $anK N.A.
FORO�r�
11200 206 5i1' 1:0 2 i'iO-,L i08l: 20000 5 2 7 2 70 3 il'

i
0
ENGINEERS CERTIFICATION
OF THE MODEL 5000-S PH
MONITORING AND CONTROL SYSTEM
By:
G.C. Environmental, Inc.
P,O, Box 40125
Raleigh, NC 27629
For:
Fortrans Inc.
P.O. Sox 40
Wendell, NC 27591
Dated:
September 11, 2003
0

G. C. Environmental, Inc.
® 5312 Pinewood Court
Wendell, NC 27591.
[phone]
September 1 1, 2003
PURPOSE
G.C. t-invironmc:ntal, Inc., was contracted to provide an engineer,; review and certification that The
Model 5000-S pH Monitor and Control System manufactured by Coastal C urolina Supply ill
Morehead City, INC. could effectively provide on a continuous basis, an average pl-I range of 6-9 unit-,
on the supernato layer of it stormwater/rinse water sedimentation basin typically found at Redi-mix
Concrete f4cilitees,
SCOPE OF WORE{
During the week of August 11, 2003, G.C. Environmental, Inc„ witnessed the operation ofthe Model
5000-S self-contained pH Monitoring and Control System at a Kcdi-trix plant located in Durham, NC.
During the two (2) day test program, measurements were made within the facilities storm watc r/rinse
water sedimentation basin for pH, temperature and depth (bothsupernate and sludge), During the firsit
day of testing, the basin was found to be heavily loaded with -,olids and adjustments were made to the
solids blanket to complete testing the following day.
TESTMUl'HODOLOGY
A priniaiy sedimentation basin located at a Rcdi-mix concrete plant Ideated in Durham, NC was
treated utilizing the Model 5000-S pH Monitor and Control Systern. During the test program, the
basin was, on a semi -continuous basis, being fed rinse water from the exterior cleaning; of cement
trucks. Measurements for pH, temperature, supernate and sludge blankets were made within the
sedimentation basin, initial pH measurements showed pl-1 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 1" at the inlet to approximately Y at the deepest point. Sludge measurements within the basin
showed that at least 2/3 ol'the basins depth was comprised of sludge and the remainder supernate.
The Model 5000-S pl-I Monitor and Control System was set up at the rectangular sedimentation basin
with the intuke and discharge hoses situated at opposite ends of the basin. Both the intake and
discharge lines were sat at depths within the supernate layer of the basin. A clockwise flow pattern
was established once the unit began operation and pl-1 and temperature measurements were made at
several locations throughout thesupernate layer of the sedimentation basin. Approximately eighteen
(18) pH and temperature measurements were collected with it mean pH value of 8.56 and mean
temperature values of30.94 *C. The pH system was left to run essentially on a continuous basis over
a four (4) hour period. An estimated volume existing within the sedimentation basin was 25, 000
gallons with a little over 8000 gallons consisting of relatively clear supernato. The amount of 25%

Sulfuric acid (H,SO,) used to treat the sedimentation basins supernale was approximatcly 18-20
• gullort;t.
® MODEL 5000-S PI -I MONITOR AND CONTROL SYSTEM
The model 5000-S pH Monitor and Control System is comprised ora Hayward Power Flow 11 (.114
hp, 56 GPM) centrifugal pump which delivers raw water to a completely contained pH sensor
connected to a phi meter equipped with control relays which operate two (2) stenner (60 GPD) acid
injection pumps. The acid 25% 1-12S0, is injected -into the pump dischargo Iine which empties into the
sedimentation basin. Sulfuric acid is delivered to the system by 15 gallon carbuoys located outside of
the fiberglass weatherproof'enclosurc which houses all of the aforementioned equipment. On top of
the enclosed is an alarin light which is tied into the p1-1 meter which is activated when pi-i levels exceed
8.5 pH units or arc below 6.0 units.
CONCLUSION
1, The Model 5000-S pLJ Monitor and Control System is an effective system forthe pH balancing of
sedimentation basins which are used to collect stormwater runolr and rinse water, commonly found
at Rcd-mix concrete plants.
2. During the test program an average pH 0178.54 units was measured in the subject sedimentation
basin with a range of7.95 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/superntite interince were approximately 12,0 units
4. For this test program, approximntcly 180 mg/l ofsulfates were added to the sedimentation basin as
a result orp1`1 adjustment with 25% sulruric 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.
•

40'
�l
0
FORTRANS pH CONTROL SYSTEMS
FORTRANS pH CONTROL SYSTEMS are
completely automatic. They continually monitor/test
the pH of the influent water and compares it to the
pH setting of the control unit. If a change in pH is
detected, the controller activates the solenoid valves
for the 002. The pH adjustment chemical Is then fed
IQ 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 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 separate 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 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.
Fortrans..
1�
FORTHANS, NC. - 7400 b. Siemens Rd.. Wendell N.C. 27591
1.666.365.8760 - 1,919,624.8832
Info®fortrans.blz - vrww.fortrans,biz
The Model 5000-S pH Control System is a self-
containecl 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 5000-9 System
and is shipped on a 44"x4r plastic skid with a durable
solid plastic surface. The ContY01 Panel is provided
loose with all components Installed and is designed
to be attached to an interior wall of the control
building. The tubing to the sample cell and from the
CO2 solenoid valve to the Sparger stone feed
assembly must be Inserted after receipt of the unit.
The system features a 115V-30Amp Breaker Box
and two GFC1 receptacles. The system is shipped
with a CO2 feed system.

FORTRANS pH CONTROL SYSTEMS - MODEL 5000-S & 5000-SK
}
•
Intake line detail
Ovcdwad view
Srttli� 6 ninj Na
wall
IIUW
t t
i
Ar `
p ketun
1 lino
]iitt�kc
+xrcmbly� _ 1 I12" pipe
cla�nllte)
Return line detail
•
11/2" cnntlnck
quick CntlrlCE1
Option
I V2" xchcdulo 90 w600 AwId be
Inextrd uhnve wader line ao Mat check
vnI�r canZCleaned
" Y vale .
t 112 r c �nt•tk �.
i.ticatc 12" iron the lwiilom
of Ihr.. haxln
5ce n.Gi�.I v:rur titr ceurcct pi�c
pitieemrnt in basin. illix Pan of
'he mtum line. IA rntatcd 7V' over
Iht< bttYtiu will,
Ketunt Iinolx inhialled un interior
ride o(wIlling baliu. Taatcn wish
I i/1" pig ci:Unp,
Water liow
q .11� nu
�Ilp vulve to 11wilitme
onsy priuiinR ul
Pump
r �U
1 Ja" emil took
Quick connecl
Relum lido pullet
%proximately 12"from
tlw 1.0tiont Ot lilt
�— Return line outlet is
IT,
constructed with
1 1l2.'� SCi>r41u1e Fp PVC

Fortrans.
T 7-
,1000 Oripinnl Hrnry Rcl., PO. Rox 70 — Hbnry, Va. 24102 - 077-387.8509 www.fortrans.bfx
Model 5000 S & SK pH Control Systems
INSTALLATION NOTES
1. Connect W hose to hose 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 %- hose 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 return 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 lilting marked
"outlet" on sample cell. (SK Model)
5. Insert pH probe into probe fitting and tighten. Oo not let probe dry. If necessary
add water to sample cell through the probe holder and reinsert pH probe.
6. pH probe has been callbrated.at flip factory. It should be re-callbrated every
week. See operations manual for calibration instructions.
7. Catalog # 2866-L. ph 4.01 buffer and catalog # 28131-1- ph 7 buffer agent are
included. These materials may be re -ordered from Fortrar)s Inc.
8. It may be necessary to Install a YP PVC ball valve on Intake line Jn order to fill
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 suppressor.
11, Ground pump to copper grounding rod.
12. Position outlet in basin so that the water Rows 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 all union connections before operating.
Mit 00 of MONO lutb UlODUCIh... ;ifHlp.i rrl•f colt l Sv::lnm - Mrlrt:rfrrltln --r:rrnf:lrTlr1 1-hun(3vrrr -;:rh• :30:rp II" •;inlrr ;:nap • C .-ir nnlby -('.horry (:nr S onp-
Grcwsi) DImicr' Truck Wrr'tn-1-nrlrnrl;i 400- -;,6r: Inr:k"10010 -yr;tit L:Ir anrrr.: -Hawn W:r;:h"'-Rorkot Wtt:Ji" -::pray BeI!jht"

Fortrans Self -Contained pH Conti-ol and Monitoring Systems
Page i of-4
•
•
•
Fortrans...,
pH Control Systems - Concrete Removers
[e-mail]
Concrete Removers pH Control Systems Biodegradable Product Inio Case Studies Contact Us Horne
pH Control Systems
All pH Control and Monitoring Systems may be leased or leased to buy.
Contact us for details.
• REDUCE OR ELIMINATE THE COST OF STORING OR DISPOSAL. OF EXCESS PROCESS WATER
• TREATED WATER MEETS PH AND TOTAL SUSPENDED SOLIDS LIMITS FOR DISCHARGE
• FORTRANS SYSTEMS ARE SAFER AND MUCH LESS COSTLY TO OPERATE THAN ACID BASED SYSTEMS
• PH ADJUSTED PROCESS WATER IS IDEAL FOR RECYCLING, RINSING TRUCKS, DUST CONTROL OR IRRIGATION
• SIMPLE LOW MAINTENANCE DESIGN
• REDUCE POTABLE WATER USAGE
All standard Fortrans pH Control Systems include:
The Fortrans exclusive in -line carbon dioxide diffusion and injection system
(patent pending) adjusts the pH of process water and/or storm water
automatically, on an as -needed basis. This carbon dioxide pH adjustment
system is driven by a programmable logic controller that achieves, and then
automatically maintains a target range (usually pH 7.5 to pH 8.0), for water
stored in your detention basin. Target pH range is adjustable. Includes pH
measurement cell, and fully automated operation. Highly reliable, and
exceptionally economical to operate.
• High efficiency stainless steel submersible pump with stainless steel
impeller, thermally protected continuous -duty motor, and float assembly to
protect against run -dry condition. The standard system pump yields
approximately 70,000 gallons per day from a typical 12 to 15 foot deep
detention basin, and has capacity to pump from basins or pits 20 feet and
more in depth.
. High quality pump boom, 2 feet high, with 30" boom reach, including a
manual winch.
• 1.5-inch pump connection and 1.5-inch discharge hoses (25 feet each) with
cam lock quick connect fittings for quick and easy set-up.
• Electronic flow rate meter to indicate that the system is operating within a normal Flow range, or to indicate that maintenance
cleaning of the pump inlet, or the system hoses, is required.
• Factory installed industrial -duty surge suppressor to protect the system electronics.
• Red light fixture to warn that the system pH has exceeded the alarm set -point. Provides automatic alarm indication that CO2 supply
is exhausted, and your tank requires filling.
• A system enclosure that is best suited to your facilities needs.
• Feature an exclusive in -line carbon dioxide diffusion and injection system to precisely adjust the pH of process water in detention
basins.
Fortrans pH System Benefits:
• Optimize process and storm water treatment to comply with federal and local regulations. Reduce or eliminate costs of storing or off -
site disposal of excess process water.
• Operational Cost Savings. Fortrans pH control systems are exceptionally efficient, with 60% to 70% typical operational expense
savings over acid -based pH adjustment systems. The Fortrans system reduces total suspended solids to EPA standards of less than
30 mgl liter without additional chemicals or filters.
• Maintenance Cost Savings. An elegant design allows Fortrans pH control systems to operate automatically, 24 hours a day. Routine
maintenance is simple and easy.
• Safety. Fortrans pH control systems use carbon dioxide in lieu of hazardous acids. Employees will not need protective equipment or
safety training for handling hazardous acids used in other pH control methods.
• Proven Reliability. Fortrans pH control systems, with our exclusive in -line CO2 injection and diffusion technology provides a proven
PH control solution, with hundreds of installations currently operating throughout the United States.
httpa/www. tortransltic. COni/P11 Contro1.11tin
10/ 10/201 1

Fortrans Sell' -Contained 1*1 Control and Monitoring Systems
Page 2 o1.74
•
0
Performance. Fortrans guarantees their systems will perform to their customers, satisfaction, and we back this with a 60 day
purchase price refund offer, (Less Shipping)
Click here to see our pH Control and Monitoring Systems fiver
Self -Contained pH Control and Monitoring Systems
Fortrans Inc. announces a new self-contained pH control and monitoring
system designed specifically for the neutralization of high pH process water
produced at ready mixed concrete plants.
The Model 5000S pH Control and Monitoring System offers precise monitoring
and pH control of process water in settling basins, lagoons and other outfall
containment devices.
This system has been certified by an independent engineering firm to perform
as specified. The units are shipped fully assembled and only require an
electrical connection and a supply of carbon dioxide gas. The system will treat
approximately 100,000 gallons per day. The system is also available as a skid
mount unit. (15001 These systems are highly reliable and affordable
to purchase and operate.
The Model 5000S pH Control and Monitoring System enables operators of
ready mixed concrete plants to effectively control the pH and Total Suspended
Solids of both process water and/or stormwater run-off. After the pH is lowered
to 7.5 the typical total suspended solids are between 5-18 mg/L without
filtration. This enables the facility to meet the pH requirements as well as the
30 mg1L TSS most permits demand before the water can be released. The
treated water may be used to batch concrete, to irrigate rock, to rinse the
interiors of the drums on the concrete trucks and rinse the exteriors of the
trucks as well.
We are currently using 9 of the Model 5000S pH Control Systems supplied by Fortrans at our ready mix concrete plants and are very
pleased with them. In fact, they are not only helping us to control the pH in our pit systems but also help us deal with the solids build-up
as well. They are reliable and virtually maintenance free and one of the best methods that I have found in dealing with high pH process
water which is one of the most critical and increasingly regulated issues in our industry. We currently operate 30 plants and I intend to
purchase several more Model 5000S systems.
Jeff Lamm, Environmental Manager
Southern Concrete Matedals, Asheville, INC
Our systems offer precise monitoring and control of the pH in pit systems, settling basins, lagoons and other containment areas.
The pH Control Systems will treat up to 57 gallons per minute - max 20' head pressure. Unique water circulation design eliminates
the need for separate neutralization tank.
1.5" quick connect fittings on inlet and return for easy hook-up. The standard unit is equipped with 2-20' sections of 1.5" Flexible hose
with quick connect fittings. Inlet and outlet fittings at the basin or lagoon are per our specifications.
Unit is shipped 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
The pH Control Systems are designed to treat and maintain a specified pH level in a body of water usually 100,00 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 storm water run off
regulations and may be used in water recycling systems.
April 2010 - Ph and Total Solids Control For Concrete Producers Press Release,
August 2009 - Modular Treatment System Neutralizes Process Water featured in Concrete Products magazine.
Model 5000-B
stalled in a heavy gauge all aluminum enclosure with hinged and sloped top.
eatures piano hinged top and swing away doors for easy access. Built on a Trexe
6d with Coexe plastic flooring for maximum protection against water damage.
upplied with a stainless steel submersible pump with float switch that is connected
GFCI outlet in rear of system. Suction and discharge hoses are equipped with cam
ck quick connect fittings. Red alarm light and fixture in included.
wrier supplied items are a 1D' X 1 D' concrete pad to allow for CO2 tank storage.
15V 20 Amp electrical service and CO2 tank with regulator and hose.
hipping weight 290 lbs. Class 55 freight classification — Lowest Freight Rate
lick here to view available accessories.
Model 5000-S Full Enclosure pH Control System
11ttl)://www.fc)i-tralisitic.coiii/1)1-1Coiiti-o1.]itiii
10/10/201 1

Fortrans Self -Contained pl-1 Control and Monitoring Systems
Page i of 4
,7
0
Installed in a full enclosure 4' wide 4' deep and 8' high. It is equipped with lighting,
shelving and a steel door with lockset. The system includes a stainless steel
submersible pump with a float switch that is Connected to a GFC1 outlet in rear of
system. Suction and discharge hoses are equipped with cam lock quick connect
fittings. Red alarm light and fixture is included. This model is built on a Trexe skid
with Coex® plastic flooring for maximum resistance 10 water damage.
Owner supplied items are a 10' X 10' concrete pad which provides space for CO2
tanks, 115V 20 Amp electrical service and CO2 supply with regulator and hose.
Shipping weight 650 lbs. Class 200 Freight classification
Click here to view available accessories.
Skid mounted system for installation in owner provided enclosures or existing
facilities.
It contains many of the features and components of the above systems. No lighting
or
shelving is provided with this system. Pump, hoses, alarm light are provided as per
above system descriptions. Shipping Weight 185 Ibs Class 55
All systems are equipped with an electronic flow meter and a factory wired industrial
Surge suppressor (2800 Joule). An installation, operation and maintenance manual
is provided with each system. Factory support is also available.
Click here to view available accessories.
Fortrans introduces a new pH control system. The Model 5000SP is a small portable
unit designed for mobile operations. This system features heavy duty steel
construction with lockable castors for easy maneuverability. The system features the
same Fortrans modular inline CO2 injectorldiffuser found on the our larger pH control
systems. It is equipped with 2-25' sections of 1 '/z"suction and discharge hose with
polypropylene camlock fittings. System uses owner furnished tanks or basins.
Specify type of pump required: flooded head or self -priming before placing orders.
Dimensions: 37" High 39" Long 22" Wide.
Requires 115V 20 AMP Eleclrical Connection.
The 5000SP may be trailer or truck mounted for field operations requiring pH controi.
The unit is primarily designed for concrete operations producing less than
10,000 GPD.
This system is also equipped with a large cartridge filter which can produce water filtered to .3 micron, The filter cartridge has 90 square
foot filter area capacity. Paper or reusable polyethylene filter cartridges are available. Unit is shipped with one paper cartridge. The
filters function is to remove fines from the pH adjusted water when treated water does not have adequate settling time. The filter is not
designed to clarify process water before pH adjustment. Typically the system is operated to lower pH and then a filler cartridge is
inserted to filter the water before final discharge.
Accessories:
• Custom System Flow And Treatment Capacity.
Fonrans pH control systems are scalable to meet your facility's current and future pH adjustment requirements. The standard Fortrans system
has a through put of approximately 70,000 gallons per day and can efficiently adjust up to 140,000 gallons of water per day. Higher capacity
units are available for pH adjustment of 300,000 GPO to a million gallons per day and more. Contact Fortrans for a quote on a custom system
to meet your specific needs.
• Electronic Flow Meter With Totalizer Function.
Upgrade the standard electronic flow rate meter to a flow rate and totalized flow meter with power disruption backup, and an output for external
data recording. Use for managing your system maintenance and CO2 re -supply schedule.
• Data Logger.
Continuously record the pH and flowrate of the system, and store the process pH and fiowrate data on a SD flash card with a two -channel data
logger. Be able to access all of your system process data from anywhere, at anytime with your Ethernet connection to this data logger.
Complete with software to export process data to Excel for regulatory reporting,
Modular Discharge Option.
® Modular discharge option provides external piping and a manual valve or solenoid valve, to divert your facility's pH adjusted excess process
water or storm water to discharge. You supply a discharge hose for the cam lock discharge connection. System continuously monitors and
records discharge water flow rate and pH using a datalogger with Ethernet connection, Record and store your discharge data on a SD card,
with the date and time as well as the pH and flowrate of the discharge. Streamline your recordkeeping and reporting with export of this
discharge data to Microsoft Excel.

Fortrans Self -Contained pl-I Control, and Monitoring Systems
Page 4 o l' 4
Discharge option monitors and reports pH and total gallons discharged and date of discharge. Includes 2 channel data logger with
ethernet connection and SD memory card with software to download data to paper format for permanent storage. Unit is equipped with
external piping and electric butterfly valve. Manual switch to control discharge. Owner supplied items! 2" flat hose with camlock quick
connect fitting.
• Chemical Pump And Injectors.
Systems can be customized to raise pH, as well as to lower pH as desired, or perform both functions on a continuous basis.
• Electronic Flow Meter with Totalizer function,
Permanent memory and analog output for a data logger or a chart recorder.
• Electronic Flow Meter and Totalizer with permanent memory.
Ethernet connection and 1 GB SD card for data collection and download.
. 2 Channel Data logger with software.
For printout of data in chart, tabular or graph formats for formal reporting requirements. USB Cable included.
• Chemical pump and installed chemical injectors to raise pH if needed.
Systems are available that can raise or lower pH as desired or perform both functions on a continuous basis.
We offer custom made pH control systems for hi -volume process water treatment.
Please contact us for quotes.
Copyright m 1996-2009 - Fortrans. Inc. - 74p0 Siemens Road Wen0ell. North Carolina 27591 - All Rights Reserved as.A co M
0

David M. Chaparro
•From: Mark Fowler <[e-mail]>
Sent: Wednesday, September 28, 2011 10:04 AM
To: David M. Chaparro
Cc: Sue Hyde
Subject: Re: City of Concord sewer system
Mr. Chaparro,
I have confirmed with the Pre-treatment Coordinator with our wastewater treatment plant that we can not accept flow
from the proposed plant due to the high solids concentration.
Please let me know if you have any other questions.
Mark Fowler
Wastewater Resources Director
City of Concord
>>> <[e-mail]> 5:35 PM 9/27/11 >>>
Mr. Fowler,
am writing on behalf of The Lane Construction Corporation regarding a temporary concrete batch plant that we intend
to construct at aprox. 600 Goodman Rd, Concord (inside Vulcan Materials quarry).
We are applying for a Wastewater Permit with NCDENR and we are required to evaluate several alternatives for the
discharging of the wastewater. One of the alternatives that we are required to evaluate is the connection to a Municipal
Sor Regional Sewer Collection System.
The wastewater generated in our intended facility will have the following effluent limits
TSS: 30 mg/I, and 90%TSS
SS-5mg/I
It is my understanding that with these sediment concentrations it is not possible to connect to the City of Concord sewer
system.
I will appreciate it if you can confirm this or if you can indicate me who within the City of Concord Waste Water
Resources I can contact to discuss this.
Thank you for your attention to this matter.
Best Regards
David Chaparro, P.E.
Project Engineer
The Lane Construction Corporation
dmchaoarroPlaneconstruct.com
704-707-0538 (office)
336-518-4671 (cell)
Note:
This message is for the named person's use only. It may contain confidential, proprietary or legally privileged
information. No confidentiality or privilege is waived or lost by any mistransmission. If you receive this message in

C.
•
error, please immediately delete it and all copies of it from your system, destroy any hard copies of it and notify the
sender. You must not, directly or indirectly, use, disclose, distribute, print, or copy any part of this message if you are
not the intended recipient. LANE INDUSTRIES and any of its subsidiaries each reserve the right to monitor all e-mail
communications through its networks.
Any views expressed in this message are those of the individual sender, except where the message states otherwise and
the sender is authorized to state them to be the views of any such entity.
Thank You.
Pursuant to North Carolina General Statutes Chapter 132, Public Records,
this electronic mail message and any attachments hereto, as well as any
electronic mail message(s) that may be sent in response to it may be
considered public record and as such are subject to request and review
by anyone at any time.
2

WASH RACK
M
39
31*
M
M
M
WASHOUT PIT
BAS�N'�
A skew betweern ponds
may be needed to
accomodate site conditions
REFER TO NCDOT
STANDARD DETAIL
1634.02
PLAN VIE
BASIN 2
STANDARD DETAIL ROCK SEDIMENT DAM TYPE 8 (STANDARD 1634.02)
0PAINAGE AREA WEIR LENGTH
4 hi>`RE I (FT)
,0
8.0
4 10.0
1:o
SEDIMENT , -.::::...
0ONTA01, STONE
STRUCTURAL L STONE
PROFILE SECTION
DESIGN
+q �'ic��tt STRUCTURAL STONE
F�!W'�.3..%iC'i ..
S' MAX.
I x Wf; I fI LI—NGo H
R POOR DEFINED CHANNELS
CROSS SECTION
' MAX .
REFER TO NCDOT
STANDARD DETAIL
1634.02
BASIN 3
E
E
E
a'►
REFER TO NCDOT
STANDARD DETAIL
1634.02
a.,. B
A A
ME'AGENCY BY-PASS 6"
t4fl-OW SETTt, VJ. , TC)P OF DAM
NATURAL, G.R.WN0
NOTES
USE 'CLASS B EROSION CONTROL L. STONE FOR STRUCTURAL STONE.
USE NO. 5 DR NO. 57 STONE FOR SEDIMENT CONTROL STONE.
DIKE MAY EXTEND ALONG MORE THAN ONE SIDE OF THE TRAP AREA. PROVIDE A
TOTAL. SEDIMENT STORAGE VOLUME OF DDT CUBIC FEET PER ACRE OF DISTURBED
AREA. SOME: OF THE REQUIRED VOLUME MAY BE PROVIDED BY OTHER D'F OR
DOWNSTREAM GONTROLS.
AN UNDERLAY OF STRUCTURAL STONE WITH FILTRATION GEOTE. TILE MAY ICE REOUIRED
AS DIRECTED.
INSTAL COIR FIBER BAFFLES ON THE UPSTREAM SIDE OF THE DAM IN ACCORDANCE
WITH STANDARD DRAWINQ NO. 1640.01.
SEED AND PLACE MATTING FOR EROSION CONTROL ON ALL INTERIOR AND EXTERIOR SLOPES
OF SEDIMENT BASIN AS DIRECTED.
SPILLWAY
GENERAL NOTES:
Basin 1: $p ' L x 4O' W
(top dimentions)
Basin 2: SU ' L x 40' W
(top dimentions)
CC
W LL-
Basin 3; 60 ' L x 4a' W
(top dimentions)
Top of dam: 4.5'
C5b
Side slope: 2:1
Cr
I
Depth at spillway: 3'
CL
W
a.
W
3E
1-4
CL
W
I�
1a,oa
SEDIMENTATION BASINS X-SECTIONS
BASIN 1 AND 2
B TOP DIMEN.SION& 31Y X V
A E
m a m,m__ ....w—.....__.___-—
€
I
3 BOiTLM+1 DIME W NNS; 62' x 22'
Section A -A
ti•
9' 62' 9'
Section B-B
BASIN 3
A A 'TOP DIMENSIONS., F:f€' X 40'
E
€
€
{ BOTTOM DIMENSIONS: 42'X22`
€
14.5
'
s4
4.5'
9' 22' 9'
Section A -A
Section B-B
NN.. ��L . ........ ti AN
T 22' 91
T
4.5'
4.5`
,,,��1ttttu t Sri yr���
w
The Lane Construction Corporation
Mobile Concrete Batch plant
(not to scale)l
Concrete Washout Pit and Wastewater Sediment Banns Details

t ' 1 � i' K,� � � - , ` •'` � -- 1 J �r � . . I - / ! �i L.#- , � 1 � A �, 1 � ' �� � � � ,, ,, 1 ' 1 � ` i ��'i � � ; 1 � " �5 Ali
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TO RESTRICT OFF —SITE RUNOFF �^ -- � '-' , � i
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STONE BEARING COURSE --- I
,� TO MATCH GRADE � - _ `, _,_=� ,` ,\` . -` -_ - - _._ ___ ___ _- i i ,� I'- f
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t r �'� •. �__ . �
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EX. RIM: 714.46 S
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WATERUALlTY �-. ua �� �> a� <� �,.�� ��, �� �r��, � ����
,' EX. !N OUT: 676. � 6.� t s�,, �,� �� � � �: ��� �,r �` � r k _ FY �� � 3 �cr
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PROVIDE ACCESS l r i rr'�� kry�a i%� 'qP x+y'�'rr '`""� 2Fy�+ ��� �a lXa Sr��]�:sa�� b��'t � .�.A �d�Q
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r� //--++ ` / 1 ', r '.�f ��4k S,(1 yz, i �>V�!^r, , �`� ��� ����SL �. iw4:,�ti§ ��:s�0 � Q
24" RCP � �;f''f3` ST � � �, x •r, �-"ry � � ?ry ,z->�''� l= � .r'f : e, rr h x:,. S,� i'' i<� �^' ''d s is c�:�rt �' � p / _ � ,
/ �q�a•'��^=;i�5,c .'�',.vz_ wry sN3r �-a��e�ir��� e:��z�,ti�� �S�'�'y�'�tny-r"f���;.a ��'r"'��`�'� ��' `��pp'� -�,��^ � V / � l
� ,: � s, �, t ,;� t �„ � >:.a c t' ! '� a ><,.� �'
CLASS III OR IV ��- �,•,� �'� � �s � g �,� k .�< -;� � ��� �«�'" `�� �., ��;���sv��� p f
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.I r
BMP OUTLET
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� ca -RIM: 7i fi.95 � .� �� � � = k'�� r � L � � I I I t , I� , o o ...
INV. IN: 7Q9.QQ � r.�°�,��� k;��� �� >� d ������� k�,� �>z� ,�,�������><� ���n� ti ��:�,�',��: \ E � I
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INV. OUT: 00
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1 / -...'�` �..�Y-:.,j ,.�- � rcp� �-�,''<n,
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t � . ? � � �l €� �� � � x TO FACILITATE INSTALLATION
s ��, A � ', � k ?" t ' _�� , :r..,w'r-f�z•� ^r4 ,� I r.' ')� 7���i�i' �!' ; ' L1 lti o' I
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,�, >,�:';�, ,tea � ! � I I
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O BERM AS RED
t,; '! , ' ; M REQUIRED U I FOR
I4j � S
t
� l !r •' �. � ": ,�,rr ti• F ,� ,� �. I WATERLINE INSTALLATION � l -
n f � STILLING BASIN >.r�`''"", u. \.
Y�' �v1
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SOUTHERN & NORTHERN OFFSITE DRAINAGE AREAS � �� � r � rf � ,w�� _ -� � �'
0 ���'-. �. � ry � - �. r fi� F i '. ' � ----- Y V l^ 't< a ,� r i 1 //
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EXCLUDED FROM BOTH PRE & POST DEVELOPMENT .-
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HY ROGRAPHS. BOTW AREAS ARE B ASSED IN POST
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r
POST DEVELOPMENT DRAINAGE AREA 5.06ac.
(6.05ac.—WASTEWATER DA=0.99) -- _ _ - \ __ ,.,,,,,..,,•.E.<.r:�,.- _,,.,,. - � �' ,� .- (� � /; �� �--" _,�� �•, -�!� I;I` }. '! �' , ', , � , � k, . � ��, s�S - �'�' ';I'
�BERMIMPERVIOUS (GRAVEL) 3.97ac. �PERVIOUS (GRASS, LINDEN.) 2.08ac- I w LJ � I r '•`i li ._..
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BERM SEPARATES RELOCATE
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lBY PASS CHANNEL SITE FLOW FROM POND OUTLET IiBY—PASS CHANNEL
`
SEE DETAIL SWEET C701
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NOTES: ----_. \, ',` f� I �� t \ � r,.,,r,,�� ��I _eft? ,'' �/ �,� �—' � �.� � 1 ��'t ��, iIII� 'iII! �Irl r'�J\J VI t '}�I,,i1111,',! `s� ' � I It��l�` ��i'''lllt�� / t �• lid � E '
i � , I i 1 -' ` j / is j! 'V I I I ;� t, !' ! I I I .-. � i I
ALL MATERIALS, EQUIPMENT, LABOR, AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH AND \ \ ``_ -r-'" � � ` `'' ' � t1'( � ' � � � ' j C `� r ( � '� � [ � I ° '1 } i, 1, I it I +� Itl, � t : I ; I + . t t I } I I _} �� � � / \ , � I` ,- � . \; �I l 1 '� i -'' �; J , J i / / �_ I _ / � w,_� J f r I ! I , / \\ I } l `
i _ i � / / � I i l� l II Ill,kl I !I I!l' I i,i y \ rl ! II
SUBJECT TO THE WATER AND SEWER AUTHORITY OF CABARRUS COUNTY'S STANDARD ' � ' -'/' 1 c'� / r �r r ! � / � ` I• I f � � ',! 4 1 7 � ' � t , � l� l,t , ,,, r '1 ` � �- �' 1 �! t i , I � I �' �' .1 + { i I '�
\ \ `y �I I � / / / � ,1 , 1 I \ ` ', 1 I ; i I { I i 1, I : ��
SPECIFICATIONS; THE CITY OF CONCORD'S ORDINANCES, POLICIES AND STANDARD SPECIFICATIONS !. i i \,`. . , _ - 1 '' t / i 1 / ^ ' � � � \ 1. r 11 ; I `+ I � `• ',1 1 , � , I , ' � , , I , ; I �I � I I
AND THE NORTH CAROLINA ADMINISTRATIVE CODE FOR WASTEWATER COLLECTION AND WATER
DISTRIBUTION SYSTEMS: IN THE EVENT OF CONFLICT BETWEEN WATER AND SEWER AUTHORITY . � � ` _ - 1 I ''/ , � �~ � r ;.r� ' / 1'f / ` .- t ' 1 ''} i � �� 1 / •� �. � i, ; { `� '1 t � } ' '1`'ltl `' .,1 : ; i '\�•�, \ \ �\ �� ! 5 1 ` I I i �i ' I � ', ' �I I i I 1--vim. , `i �; l t ' ! E�
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OF CABARRUS COUNTY'S STANDARD SPECIFICATIONS: THE CITY OF CONCORD'S ORDINANCES,
POLICIES, AND STANDARD SPECIFICATIONS, DR THE NORTH CAROLINA ADMINISTRATIVE CODE, THE MORE RESTRICTIVE REQUIREMENTS SHALL APPLY. _ _ . _ _ - _ --:, _ , `\'\` ;•F- - �� f i �f i i ` l ''I�i f! I I / -• I� � ; � , � `'i', :1 ` i' � `, \\ \ ` � / l i ` '}' '' 7� I � �, l I <� � s , I S
,
_
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_ __ � \ ,-v S ; I: ) // `.il., r / �\ ) i � 't 1
REVIEW AND APPROVAL OF THE PLANS DOES NOT RELIEVE THE OWNER, CONTRACTOR, OR `� f ' / , S , � t 1''}
, I � i
DEVELOPER FROM MEETING THE REQUIREMENTS OF THE CITY OF CONCORD'S OR CABARRUS '� , ) � � `, � ))f ' r ! l - k f , ; I ! I •. 1 \ . , 1 `' ; I\ '`,\ - � ,,' , � �-,. 1 -�5,,, ; � '', I , ; , F
C NTY ANCOU ORDIN ES, POLICIES, AND STANDARD SPECIFICATIONS, (AS APPLICABLE), CONCORD
WATER & SEWER POLICIES AND TECHNICAL SPECIFICATIONS, THE "STANDARD SPECIFICATfON FOR __.. _ ' , ; ' ; � �-, - , ,' ,, 1 , ' I', , • , ,\ ', \' , , `, > `, • >, I j ,
-- - I •� � '•�{ �j`, �{_i ,( 1 `\ 1` \ i it tr !� \ t1,. ,t ,`', .�. \, ` � I '1 1, I � i- ', i' ! i'. :� s
WASTEWATER COLLECTION & WASTE D6TRIBUTION FOR CABARRUS COUNTY (WSACC MANUAL) AND
ANY OTHER LOCAL STATE AND FEDERAL REGULATIONS &APPROVALS,"
/ � n i .
THE CONTRACTOR MUST CONTACT THE CITY OF CONCORD ENGINEERING CONSTRUCTION MANAGER, I '
PHILI.IP KINGSLAND, AT 704-920-542 AT LEAST 24-HOURS PRIOR TO INITIATING ANY NOTE: CONSTRUCTION LAYOUT SURVEYOR
CONSTRUCTION ACTIVITY: STORM PIPE CHART SHALL CONFIRM VERTICAL DATUM
THE EXISTING WATER MAIN VALVE RIMS AND STEMS AND THE EXESTING SEWER MAIN MANHOLES
RIMS ARE TO BE RAISED OR LOWERED TO FINAL GRADE, AS APPLICABLE AND AT LEAST 3-FT OF
COVER iS T MAINTAIN OVER THE EXISTING UTILITIES AT A ! _....... . ... ..._. ........ � ...._..- - ._ _., .,._. ..._..-......._...__... �..-._. -._. .,-_ ..-....-..__.. :-.__ ., _._ _ _--_..:- - .-. ..-. .,.-. ... .._._ _..._-....... __._...__ .._._.., m:_-.. _ ._.-._.-. .. _....__._---�.._........,--..._.._.,._-, ... ..__.. �:...-....._ ..,..._.: -,, .-.-__ .,_.._ ...__._._..,...,__.-: _-.-.... , �-- ......._, ..__-
GROUND CO E 0 BE MAINTAINED 0 5 LIT ES ALL TIMES. a GRADING PLAN
!
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Line ID Ins EI � v EIenU a en eS' a �m C t A ota e Dn In Lin L th Pi Iz Grnd1R Dn GmdlRkmU Incr Area �TotalArea RunoffCoefF IncrC x A Tota1C x A'InfetTime Time one Rnfalln TotalRunoff dnlFlow T IFlow Ca acFull Velnc HGLDn NGLU
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DEVELOPMENT. IF NOT THE OWNER OR DEVELOPER IS RESPONSIBLE FOR INSTALLING THE _ _..... - --__ ____..- ..._. _ ._ .___-- _-.-__.__.._ .__ -, .._..- ___ _.... ___ _.._. -_,_ .....-. _... .._:
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NECESSARY AND APPROVED DEVICES) TO MAKE ANY ADJUSTMENTS TO THE WATER PRESSURE, GRAPHIC SCALD
AND/OR WATER VOLUME SUPPLIED BY THE CONCORD AND SHALL BE RESPONSIBLE FOR THE MAINTENANCE OF ALL SUCH DEVICES: *CONTACTOR MAY SUBSTITUTE SMOOTH WALL HDPE IN LIEU "PER WASTE WATER CALCULATIONS 1" = 40'
OF RCP, PROVIDED PROPER TRENCH COMPACTION IS USED
2FT VERTICAL AND 5FT HORIZONTAL SEPARATION MUST BE MAINTAINED BETWEEN THE PROPOSED FULL BACKFILL WITH WASHED STONE.
WATER LINE AND THE OTHER EXISTING UTILITIES, UNDERGROUND GAS AND COMMUNICATION LINES.
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THE
LANE
CONSTRUCTION
CORPORATION
Since 1890
A Can mml to Exenlln�
November 30, 2011
Stormwater Permitting Unit
Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617
Attention : Jennifer Jones
Environmental Engineer
Reference: NCG140000 Permit Application
I-85 Widening and 1-85/1-485 Interchange Projects
NCDO'I' Contracts C202522 and C202523
Ms. Jones,
Field Office:
413 Goodman Rd.
Concord, NC 28027
kINc�03oePm B
DEC - 1 2011
DENR - WATER QUALITY
WETLANDS AND STORMINATER BRA KK
I'lease find Attached to this letter two copies of the revised drawing C-300 for our Mobile Concrete Batch
Plant.
As mentioned in the original permit application, due to the iiist track nature of this project we request that
your review ofthis permit application continues to be expedited.
Should you have any questions regarding this application, please contact our project engineer, David
Chaparro, directly at 704-707-0538.
Sincerely,
'I'hc Lane Construction Corporation
James Seybert
Project Managcr

16
IVULCAN MATERIALS COMPANY CABARRUS QUARRY SITE SITE 1 `r .� ;IU 85 Iv;, f1 VICINITY MAP NOT TO SCALE INV. il 6.25 III
C -EXISTING DI
EX. RIM: 714-46 `—INV. IN: 708.24 WATER QUALITY EX. INV. OUT: 676.16,g,�
MONITORING POINT/ PROVIDE ACCESS 1 01 'e, 'O' RING PIPE 24" RCP 00
CLASS III OR IV BMP OUTLET
Q_ -RIM: 716.95
�INV. IN: 709.00
INV. OUT: 709.00 ,
North Carolina One —Call Center IM W. Vembodw In% IdW W WET DETENTION boubw% Nw% Cmdka MW
kjOmma-mma POND%WWI 2 DAYS BEFORE DIGGING IN NORTH CAROUNk CALL 1-800-632-4949 UNDERGROUND LOCATORS. II r-CONTRACTOR SHALL CONTACT r- THE UNDERGROUND LOCATORS EV-__RY iO DAYS FOR AN UPDATE TO UTILITY LOCATIONS. � � k - 11 l
Call BEFORE you DIG! "It's The Lal - J���
w
SOUTHERN & NORTHERN OFFSITE DRAINAGE AREAS
EXCLUDED FROM BOTH PRE & POST DEVELOPMENT
HYDROGRAPHS. BOTH AREAS ARE BYPASSED IN POST
DEVELOPMENT DESIGN.
PRE DEVELOPMENT DRAINAGE AREA 6.05ac.
IMPERVIOUS (GRAVEL) 2.85ac.
PERVIOUS (GRASS, UNDEV.) 3.20ac.
POST DEVELOPMENT DRAINAGE AREA 5.06ac.
7
(6.05ac. —WASTEWATER DA=0.99)
IMPERVIOUS (GRAVEL) 3.97ac.
PERVIOUS (GRASS, UNDEV.) 2.08ac.
NOTES:
ALL MATERIALS, EQUIPMENT, LABOR, AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH AND
SUBJECT TO THE WATER AND SEWER AUTHORITY OF CABARRUS COUNTY'S STANDARD
SPECIFICATIONS; THE CITY OF CONCORD'S ORDINANCES, POLICIES, AND STANDARD SPECIFICATIONS,
AND THE NORTH CAROLINA ADMINISTRATIVE CODE FOR WASTEWATER COLLECTION AND WATER
DISTRIBUTION SYSTEMS, IN THE EVENT OF CONFLICT BETWEEN WATER AND SEWER AUTHORITY
OF CABARRUS COUNTY'S STANDARD SPECIFICATIONS; THE CITY OF CONCORD'S ORDINANCES,
POLICIES, AND STANDARD SPECIFICATIONS, OR THE NORTH. CAROLINA ADMINISTRATIVE CODE, THE
MORE RESTRICTIVE REQUIREMENTS SHALL APPLY.
REVIEW AND APPROVAL OF THE PLANS DOES NOT RELIEVE THE OWNER, CONTRACTOR, OR
u DEVELOPER FROM MEETING THE REQUIREMENTS OF THE CITY OF CONCORD'S OR CABARR S
COUNTY ORDINANCES, POLICIES, AND STANDARD SPECIFICATIONS, (AS APPLICABLE), CONCORD
WATER & SEWER POLICIES AND TECHNICAL SPECIFICATIONS, THE "STANDARD SPECIFICATION FOR
WASTEWATER COLLECTION & WASTE DISTRIBUTION FOR CABARRUS COUNTY (WSACC MANUAL) AND
OTHER LOCAL, STATE, AND FEDERAL REGULATIONS & APPROVALS."
IANY
THE CONTRACTOR MUST CONTACT THE CITY OF CONCORD ENGINEERING CONSTRUCTION MANAGER,
PHILLIP KlNGSLAND, AT 704-920-542 AT LEAST 24—HOURS PRIOR TO INITIATING ANY
CONSTRUCTION ACTIVITY.
STORM PIPE CHART
THE EXISTING WATER MAIN VALVE RIMS AND STEMS AND THE EXISTING SEWER MAIN MANHOLES
RIMS ARE TO BE RAISED OR LOWERED TO FINAL GRADE, AS APPLICABLE AND AT LEAST 3—FT OF
4" RCP
IIv , , , _ - { I !� r , =_�_J i � 1 , '', � y, ', � ` 1 Jy �+ i 1 ' 1 1� I�t, I '� t '. � I7 IIII0; `0 11
0
IIv
IIIIIII NV. 71 6.75IBERM AS REQUIRED TO RESTRICT OFF —SITE RUNOFF t
I1i STONE BEARING COURSE TO MATCH GRADE THIS EDGE TIE TO EXISTING ASPHALT PAVING C,
CD �7 I4u 0 0
Uj
C) FFE OF TRAILERS Ce
0 730.50' (ASSUMED) I0 IILLj L 0
I0 + GRADE AS REQUIRED ITO FACILITATE INSTALLATION
. . .. ....... Uj 0 U_- OF TRAILER Ln Uj z I0 cc L GRADE AND REPLACE 0 BERM AS REQUIRED FOR IWATERLINE INSTALLATION z U) 00 40 FFE ELEVATION FOR 13% PLANT BY OTHERS 0 7 67 . . ... . I....... . . .. L IIV W 7' I .. . . .... .. II50 yj BERM
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I0 21 (n UJI IBERM SEPARATES RELOCATE 1,
SITE FLOW FROM POND OUTLET f BY—PASS CHANNEL I f IIBY—PASS CHANNEL ISEE DETAIL SHEET C701 IiIIIy IIIr IIIIIITIIINOTE. CONSTRUCTION LAYOUT SURVEYOR
� - -� \-,—-; _A- '\-, �'�-\ \�\ 1 . `.'_-. _-\ _'�_x\—J\ 7t...r__.'�- ' �< 1 _.-.-��-.-`"_._�\-'r,�- '�_ / � -- --.-\�---_�_'r :� `7 - 1 �— 1—�/ —.�._�`-lr/-- --_'�_-__I_._ ...--...-_/_r-. -.-� .___ — '�__---_..-_� '-�_.—,__._-=_—_ \_--V ._- -,it'_-_�.�.`__���" �� � __-_.: I--`'. -- _ '_-,i�. - �`�j'i�\ `� / -! ` \\�/J ���\ fti J �/\I ,- �t V�;' \ ��.�\ '- , �,� 1��'\ •1 1'1'i+I t- /i1 '' / i '! \ 1 ';III \ A l •, ''/ ,l >1 i`''It ''\V.1i, �, `l ., ' .� ' +� }t i\�1 iit\`t' 1i,, !` ,`,�\V �`11'_'',,� , .1��1 �Ei,'', \ ' 1\\ I� � ,1I�\i 1 I,, Si� ii I-``�I' ` � `\t�\ '\ �1 I .1I 1 I �''I1�, ;}I �1 ',,' 1,i + t J''Ii_r �4t \}iIi 'il:If .:1 V ,�i� �1},, II �,�..J�i ,` \� `\''I�V� \ ,'t •,}� It i ,t; r �� },1��'I.i`}I' � �,'+''r 11,7,�r7r4r' :�, •`1�E 1,E , � ` Ili�I ;I 1IIi� >� 1Ii i IIi I1 !€f iI I11�i V1 I i I ,II i �ifI i j� t' ' II� Ii, i+I I' i " '. �r,i'R Il I I I � I I� di} � i�lfs 4`�,I€� � �I iI•�I1 ,� ''' 1`1,;h i iII�I
�_ r'�, �, , �7 '-_ Y}-� .��1.`��.,1,�✓� " ��I4`.1 �1 .\ � `J�1 \ 11 \'1 1 .� ``�,� nYir�, i YI #dt!!l i
SHALL CONFIRM VERTICAL DATUM
76
TIES AT ALL TIMES. GROUND COVER IS TO BE MAINTAINED OVER THE EXISTING UTILI lr% I =1 n �1 I i ; 14o'w'� apacFull�Veloc�HG11-1171n!H LUp:
efen Dn:G dIR-111 AncrArealTotalAreaiRunoffCoeff lincrCxA�TotalCxAl!lnletTime!iTi eConciRnfalint�iTotaiRunoff'AdniFlow'Tota G
THE OWNER AND/OR DEVELOPER ARE RESPONSIBLE FOR DETERMINING IF THE DOMESTIC WATER
PRESSURE AND EXISTING PUBLIC FIRE FLOW WILL BE ADEQUATE FOR THEIR PROPOSED
DEVELOPMENT. IF NOT, THE OWNER OR DEVELOPER IS RESPONSIBLE FOR INSTALLING THE
NECESSARY AND APPROVED DEVICE(S) 70 MAKE ANY ADJUSTMENTS TO THE WATER PRESSURE,
AND/OR WATER VOLUME SUPPLIED BY THE CONCORD AND SHALL BE RESPONSIBLE FOR THE
MAINTENANCE OF ALL SUCH DEVICES.
2FT VERTICAL AND 5FT HORIZONTAL SEPARATION MUST BE MAINTAINED BETWEEN THE PROPOSED
WATER LINE AND THE OTHER EXISTING UTILITIES, UNDERGROUND GAS AND COMMUNICATION LINES.
me INV wV INV S (Cfs) (Cfs) (in1hr) (Cfs) (111) (ft) (it) (in) (ft) (ft) (ac) (ac) (min) (min) 0)
.. .............. ..... . ..... 0 ;WW SED. POND-113IMP OUTLET 709.00 719.50 410.16 18 709.00 724.00 00 0 0 0 5 5 0 7.8 7.8 16.8 8 710.07 720.57
*CONTACTOR MAY SUBSTITUTE SMOOTH WALL HOPE IN LIEU
OF RCP, PROVIDED PROPER TRENCH COMPACTION IS USED
FULL BACKFILL WITH WASHED STONE.
"PER WASTE WATER CALCULATIONS
GRADING PLAN
SCALE IN FEET
40 0 40 80
GRAPHIC SCALE
I 92 = 40'
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