WQ0003396_Additional Information Response #1_20210205

2/5/2021
Revise Print
Transmittal Form
A V =1
Letter of Transmittal
----- CivEl & Environmental Consultants, Inc.
3701 Arco Corporate Drive
Date: 21512021
Job No.: 195-440
Suite 400
Charlotte, NC 28273
Phone: [phone] • Toll Free: [phone]
Fax: [phone]
Attention: Ms. Lauren Raup-Plummer
To:
RE:
NC DEQ Division of Water Resources
Arauco North America, Moncure, NC
512 N. Salisbury St.
Raleigh, NC 27699
We are sending you attached via FedEx Priority the following items:
13Shop drawings ElPrints IZPlans USamples
ElCopy of letter 130hange order R1 Application
ElSpecifications
Copies
Date
No.
Description
1
02/05/2021
R1
Full Size Plan Set Arauco NA R1 (6 Sheets)
1
02/05/2021
R1
Half Size Plan Set Arauco NA R1 (6 Sheets)
1
02/05/2021
Form WWIS-06-16 and Supporting Documentation
1
02/05/2021
Set of Technical Specifications
1
02/05/2021
215/21 Letter Additional Information Request Response
For approval
Q For your use
As requested
For review and comment
El For bids clue
El Approved as submitted
EJ Approved as noted
11 Returned for corrections
13
13 Resubmit _ copies for approval
1:1 Submit _ copies for distribution
11 Return _ prints
Q Prints returned after loan to us
Remarks: On behalf of Arauco, NA, attached please find a resubmittal of the Application for Wastewater irrigation System
Permit Modification for the Arauco North America facility in Moncure, NC. This submittal has been revised in accordance with
the NCDEQ Additional Information Request dated Jan 7. 2021. As this is a resubmittal of a previous Application, we did not
submit an additional permit fee. An electronic copy is also being submitted.
If you have any comments or questions on the application, please do not hesitate to contact us.
Copy to: S. Carroll, Arauco
J. Bird, Arauco � ,1
T. Gingerich, CEC
�.f
E. Messina, CEC Signed:' —
1 G, orge R Tyrian P.E.
oyberr-.cecine.com/tools/xmitial.asp 1/1

.�W Z7
Civil & Environmental Consultants, Inc.
February 5, 2021
Ms. Lauren Raup-Plummer
NCDEQ
Division of Water Resources
512 N. Salisbury St.
Raleigh, NC 27699-1617
Dear Ms. Raup-Plummer:
Subject: Application No. WQ0003396
Additional Information Request
Arauco-Moncure WWTP
Wastewater Irrigation
Chatham County
CEC Project 195-440.0001
In response to your information request dated January 7, 2021, please note the following items
below. All items are addressed in the same order and are numbered the same as your original
requests. We have attached a revised application package (Application, Engineering Plan set,
Specifications) for your convenience and reference.
A. Cover Letter: Construction Sequence
Included as Attachment 1 please find the proposed construction sequence for the project.
Please note that Arauco intends to modify Pond 5D in stages, so that neither pond will be
drained and a plant shutdown is not required for construction to proceed.
C. Application:
1. Application package has been modified to list "Arauco North America, Inc." as the
Permittee and "Arauco-Moncure WWTP" as the facility.
2. The application has been modified to show the most recent permit issuance date as March
26, 2020 for Version 3.1 of WQ0003396.
3. The attached application has been modified to indicate which permits/certifications are
applicable. Please note that the Erosion and Sedimentation Control Plan cannot be
submitted until NCDEQ has ruled on the wetlands determination discussed in other items
below.
4. General Requirements IV.8 has been modified as "no" to submitting documentation of
Compliance with 143 Article 21 Part 6. Documentation of compliance will be submitted
pending an NCDEQ ruling on the proposed permit path offered by NCDEQ on February
2, 2021. It should be noted that the purpose of this project is to isolate wastewater Pond
5D from the 100-yr flood plain.
3701 Arco Corporate Drive, Suite 400 1 Charlotte, NC 28273 1 p: 980-237-0373 f: 980-237-0372 1 www.cecinc.com

Ms. Lauren Raup-Plummer - NCDEQ
CEC Project 195-440.0001
Page 2
February 5, 2021
5. Item VL3 has been modified to reflect the discharge point as the pump and haul loading
station.
6. Item VL8 has been modified to reflect bedrock as 14 feet below the bottom of Pond 5D.
The boring logs are included with the Specifications as the Geotechnical Engineering
Report on the existing ARAUCO Pond Embankments dated September 25, 2017 by ECS
Southeast, LLP.
7. Please note that we are not changing the existing pond depth as part of this project. For
added protection, the clay liner proposed will also provide protection against possible
groundwater infiltration. From available geotechnical data, we have provided area water
table elevation data, indicating the water table is well below the bottom elevation of Pond
5D.
8. A liner specification has been added to the Specifications, and is referenced in the
Application in both V1.10 and V1.12.
9. The Section VIII Setback Data has been added to the revised Application. Please note that
we are making no changes to the existing irrigation field, thus have not included this data.
G. Hydrogeologic Report:
Please see the Geotechnical Engineering Report on the existing ARAUCO Pond
Embankments dated September 25, 2017 by ECS Southeast, LLP for information related
to bedrock and water table elevations. This report is included with the revised application
as an attachment to the Specifications.
H. Water Balance:
1. Pond 5C is not in use as a stormwater retention pond, and only receives local stormwater
drainage from the pond area, not from the facility. The volume of Pond 5D is being
maintained for wastewater treatment. Thus, the change in volume of Pond 5C does not
affect any permitted rate.
I. Engineering Plans:
General: A revised set of engineering plans is included with the submittal. Detailed responses
to your questions are as follows:
I. Regarding proposed fill material source: please refer to the updated earthwork and liner
specification added to the specifications.
2. Regarding the permitting status of isolated wetland impacts, please see the attached
February 2, 2021 e-mail (and e-mail string) from Sue Homewood of the NC DWR,
Winston Salem Regional Office, regarding a permit path forward for Arauco to pursue.
A notification of jurisdictional determination from the US Army Corps of Engineers was
received on February 1, 2021, and is attached. Both items are included as
Attachment I to this letter.
Civii & Environmental Consultants, Inc.

Ms. Lauren Raup-Plummer - NCDEQ
CEC Project 195-440.0001
Page 3
February 5, 2021
3. An overflow pipe for Pond 5C matching the original elevation has been added to the
Engineering Plan sheet C300. To reiterate the discussion above under water balance, Pond
5C is not used as a stormwater retention pond.
4. No modifications to the inlet and discharge piping from Pond 5D are proposed as part of
this construction. The revised plan set included with the revised application includes the
inlet and outlet piping.
J. Specifications:
1. Section 3101 00 Earthwork
a. The "Geotechnical Engineering Report for Existing Arauco Pond Embankments" dated
September 25, 2017 referenced in the specification has been included as a specification
attachment.
b. A structural fill specification has been added to the specifications as well as the
earthwork specification being revised to include soil type and to differentiate between
impervious liner fill material and compacted berm fill material.
c. Within Part 32(A) FILLING AND COMPACTION the specifications and drawings
addressing keyways at toe of slopes have been added to the plan drawings. Benching
will not be required or utilized in this project.
2. Section 31 04 00 EXCAVATION AND BACKFILL did not address management of
wastewater. The construction sequence has been added to the plans to show the use of
temporary coffer dams during construction to complete each portion of the Pond 5D
modification. This will allow the plant and Pond 5D to remain operational during
construction.
K. Engineering Calculations:
1. Engineering calculations for the existing and proposed volumes of Ponds 5C, Pond 51),
and combined Pond 5 have been added to Appendix D of the revised Application.
L. Site Map:
1. Revised Site Maps that have been signed, sealed and dated by an NC Licensed Professional
Engineer are provided in Appendix F of the revised Application.
O. Residuals Management Plan:
1. We intend for pond solids from Pond 5D to be disposed as process wastewater residuals
and placed in Pond 5C. Sludge analyses to date indicate the process sludge are within
range for NC sludge land application standards. Again, Pond 5C is not used for stormwater
management.
Civii & Environmental Consultants, Inc.

Ms. Lauren Raup-Plummer - NCDEQ
CEC Project 195-440.0001
Page 4
February 5, 2021
P. Additional Documentation:
Floodway Regulation Compliance:
Regarding construction or operation of wastewater treatment and/or disposal facilities
within the floodplain, the reason this project is being performed is to isolate Pond 5D from
the 100-year floodplain. NCDEQ provided an initial permitting pathway on February 2,
2021. Based on this permitting pathway, Arauco will proceed with preparation of written
documentation and submittals to allow construction of this project within the 100-year
floodplain.
If you have any comments or questions on these items, please do not hesitate to contact us.
Sincerely,
CIVIL & ENVIRTE
AL CONSULTANTS, INC.
Geor e P. Tynan,
Project Manager
cc: E. Messina, PE, CEC
T. Gingerich, PE, CEC
S. Carroll, Arauco
J. McMillian, Arauco (e-mail only)
Attachments
Application (Revised 2/8/21)
Specifications (R.1 dated 2/8/2021)
Engineering Plan Set (R.1 dated 2/8/2021)
Cavil & Environmental Consultants, Inc.

RTT-A c-�- to 1
•MA��. ��41,�� iL�xr�f12���Gt
Tyrian, George
From: Homewood, Sue <[e-mail]>
Sent: Tuesday, February 2, 2021 10:30 AM
To: Thomas, Kevin; Goss, Stephanie
Cc: Messina, Erik; Tyrian, George
Subject: RE: [External] RE: SAW-2020-01778 (Arauco Flakeboard / 1985 Corinth Road / Moncure
/ Chatham County
Thanks again Kevin,
We understand that the term isolated (and rapanos process) aren't used by the USACE but we are stuck with continuing
to have to refer to/rely on that phrase because we don't have a definition of our own in the .1300 rules. So we will still
be referring to it and asking for the significant nexus analysis in order to show that a project would be eligible for review
under .1300.
Your maps refer to WA-3 as a wetland, so it's not obvious to the casual view that the area would be considered a
lake/pond. That makes a big difference for DWR purposes as wetlands are subject to wetland standards in 02B .0231
but lakes and ponds do not have surface water standards if they are isolated from any classified streams. So, I think you
have two options in this case: Update your documents to clearly indicate that the area is an open water and not a
wetland; or if it meets the 3 criteria of a wetland, then ensure your client has adequate documentation that there is no
significant nexus to surface waters. The confirmation from the USACE as an "excluded" wetland does not provide
sufficient evidence of "no significant nexus" because excluded wetlands can be connected to surface waters under
NWPR.
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
Sue. [e-mail]
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
Lnod CCXre,' ,(Xvxf@lve to !i!rad ff" IN's address Es sub;,(IC( to tl )0
NkXtf) C,arc);rkr f' iUir,, Records !_ow arxd nay be drsc b ecf to tlrrcl jxqflkas.
From: Thomas, Kevin <[e-mail]>
Sent: Tuesday, February 2, 2021 10:21 AM
To: Homewood, Sue <[e-mail]>; Goss, Stephanie <[e-mail]>
Cc: Messina, Erik <[e-mail]>; Tyrian, George <[e-mail]>
Subject: RE: [External] RE: SAW-2020-01778 (Arauco Flakeboard / 1985 Corinth Road / Moncure / Chatham County
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
Report Spam.

Sue
Yes, meant Section 02h.1300(c). We used the term "Excluded" as it's the new accepted language, and the Rapanos is no
longer viable with the United States Army Corp of Engineers.
However, under the new NWPR, Interim AJD form , Exclusions, I believe WA-3 would have best been served to be
exclude as a (b)(8) exclusion or Artificial Jake/pond constructed or excavated in upland or a non jurisdictional water, so
long as the artificial lake or pond is not an impoundment of a jurisdictional water that meets (c)(6).
However, as I stated, we were all just getting to know the NWPR and new language. I believe the (b)(8) language still fits
the exemptions in Section 02H.1300(c) and would allow us, based on our original Letter Report I previously attached, to
rule the feature Isolated and exempt.
Sorry for the confusion.
Kevin Thomas, PWS & LSS (NC, SC & FL) / Senior Project Manager
Civil & Environmental Consultants, Inc.
3701 Arco Corporate Drive • Suite 400 • Charlotte, NC 28273
Toll -Free: 855-959-9932 - Direct: 980-260-2035 - Fax: [phone]
Mobile: [phone] - http:f/www.cceitic.coiii
Senior Leadership - Integrated Services • Personal Business Relationships
This electronic communication and any allachnrents are intended solely for the use of the person or emit)? to which it is addresser!, and ray contain
information that is confidential, privileged and exempt fi•orn disclosure under applicable law, including copyright lase. Ifyott are not the intended
recipient of this message, you are prohibited f-onr disclosing, reproducing, distributing, disseminating or otherwise using this transmission. Please
Promptly notify the sender by reply electronic communication and immediately delete this message from your system.
From: Homewood, Sue <[e-mail]>
Sent: Tuesday, February 2, 2021 10:11 AM
To: Thomas, Kevin <[e-mail]>; Goss, Stephanie <[e-mail]>
Cc: Messina, Erik <[e-mail]>; Tyrian, George <[e-mail]>
Subject: RE: (External] RE: SAW-2020-01778 (Arauco Flakeboard / 1985 Corinth Road / Moncure / Chatham County
Thanks Kevin,
There are no exempted activities under 02B .0230, those are deemed permitted activities that match the 404
exemptions in the USACE regulations for jurisdictional wetlands. Did you mean the exemptions listed in Section 02H
.1300(c)?
If so, those rules are specific to what is exempt from permitting for isolated wetlands. So the first step is to determine it
is isolated, which is different than "excluded". Isolated is the old "no significant nexus" determination. It sounds like
this wetland would fall into that category but I want to be sure we're all saying the same thing so that it's clear for future
situations.
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office

336 813 1863 mobile
[e-mail]
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
Oro.,/ ccxrwwxff;yxv to aW f(cxrt OVS arkfioss Is sutY,cOct to ttv
MAI) aardih i 1) ih',: Records tw., Arid nwy W disc x%W to tf d Agnes.
From: Thomas, Kevin <[e-mail]>
Sent: Tuesday, February 2, 20219:42 AM
To: Homewood, Sue <sue.homewood(@ncdenr.gov>; Goss, Stephanie <stephanie.goss(@ncdenr.gov>
Cc: Messina, Erik <[e-mail]>; Tyrian, George <[e-mail]>
Subject: RE: [External] RE: SAW-2020-01778 (Arauco Flakeboard / 1985 Corinth Road / Moncure / Chatham County
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
Report Spam.
Hi Sue.
Thank you for the rapid reply as the Client is in need of a response to NC DEQ comments, for the pond, very soon. The
initial delineation was performed in September 2020, and we were all just becoming familiar with the New Navigable
Waters Protection Ruling (NWPR). I'm attaching our original findings. What you will note is WA-3 (The isolated or
excluded feature) is classified as Palustrine Unconsolidated Bottom Permanently Flooded Excavated Wetland. You will
note on figure 6 that the "feature" takes the shape of the base of the existing berm.
WA-3 was created in Upland Soil (See attached Report with both On-line and Published Soil Maps) by excavating
material (Non-Hydric Soil) for construction of the existing Berm. We feel WA-3 would be considered exempt as
described in 15A NCAC 02B .0230 as an isolated man-made pond/wetland, and it was created as a portion of the
Discharges of treated effluent into isolated wetlands and isolated classified surface waters resulting from activities that
receive NPDES Permits or State Non -Discharge Permits.
CEC utilized the NWPR language as it is now the accepted Rule in 49 of 50 states, with the one exception being Colorado.
Please advise if our original Report, Attached, will serve as enough documentation to rule the feature (WA-3) as exempt,
allowing the Client to proceed with the expansion of the Berm?
Talk soon,
Kevin Tliomas, PWS & LSS (NC, SC & FL) / Senior Project Manager
Civil & Environmental Consultants, Inc.
3701 Arco Corporate Drive • Suite 400 - Charlotte, NC 28273
Toll -Free: 855-859-9932 - Direct: 980-260-2035 • Fax: [phone]
Mobile: [phone] • http:/AvNyw.cecinc.corn
Senior Leadership - Integrated Services - Personal Business Relationships
This electronic communication and any attachments are intended solely for the arse of the person or entity to which it is addressed, and may contain
11 formatiall that is confidential, privileged and exempt from disclosure raider applicable lain, including copyright lair. If you are not the intended
recipient of this message, ,you are prohibited frtiom disclosing, reproducing, distribrrling, disseminating or otherwise rising this transmission. Please
promptly notify lire sender by reply electronic communication and immediately delete this message from yore• system.

From: Homewood, Sue <sue.homewood ncdenr. ov>
Sent: Monday, February 1, 20215:04 PM
To: Thomas, Kevin <[e-mail]>; Goss, Stephanie <[e-mail]>
Cc: Messina, Erik <[e-mail]>; Tyrian, George <[e-mail]>
Subject: RE: [External] RE: SAW-2020-01778 (Arauco Flakeboard / 1985 Corinth Road / Moncure / Chatham County
Hi Kevin,
Wetlands are protected under NC state regulations 15A NCAC 02B .0231 (State Wetland Standards) and
cannot be impacted except through appropriate permitting frameworks/regulations. The current State
permitting frameworks for wetlands that are NOT federally jurisdictional, and therefore not subject to Section
404 of the Clean Water Act are:
1. Isolated wetlands may be permitted in accordance with 15A NCAC 02H .1300 et. seq.
2. There is currently no permitting mechanism to authorize impacts to federally non -jurisdictional
wetlands that are not Isolated.
The term "Isolated" was used by the USACE prior to June 2020. And the Division will follow the same process
used by the USACE. You will want to conduct analysis of whether there is a "significant nexus" for the wetland
in question as outlined in Clean Water Act Jurisdiction Following the U.S. Supreme Court's Decision in Ra anos
v United States & Carabell v. United States. if you want Division confirmation of your analysis then you would
send your documentation to the appropriate DWR regional staff. The Division may need to conduct a site visit
after submittal of documentation and prior to confirmation.
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
[e-mail]
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
E iw C(yrespon(kn ;o to arx) f=) 111 s a0r'ess is SUlWV to Me
fibril) CE?tdi a Rd Y,;1 Re,=(Js Law ood olay be dw(osW to tli�,d parties.
From: Thomas, Kevin <kthomas cecinc.com>
Sent: Monday, February 1, 2021 2:26 PM
To: Goss, Stephanie <ste hanie. ass ncdenr. ov>; Homewood, Sue <[e-mail]>
Cc: Messina, Erik <emessina cecinc.com>; Tyrian, George <[e-mail]>
Subject: [External] RE: SAW-2020-01778 (Arauco Flakeboard / 1985 Corinth Road / Moncure / Chatham County
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
Report Spam.
Ms. Goss and Homewood.

Please find attached the Approved JD for the above referenced site, in Chatham County, NC.
Ms. Goss, you may recall we spoke on Dec, 2, 2020 about this project. The Client operates a particle wood
manufacturing plant in Moncure, NC. NC DEQ is requiring Arauco to raise the existing top elevation of the existing Ponds
berm two feet above the published FEMA FIRM Map 100 year flood plain elevation (See attached AJD or Figure 6). To
meet the states requirements the berms base will need to be expanded into the excluded feature WA 3.
Per your request I have included Ms. Homewood on this communication, as I'd like some direction on how we should
proceed with the project. NC DEQ is requiring this work to be done to the existing ponds and at this time the only
alternative is to expand the existing pond berm base and height.
Thank you for your time and we look forward to hearing from y'all soon.
Talk soon.
Kevin Thomas, PWS & LSS (NC, SC & FL) / Senior Project Manager
Civil & Environmental Consultants, Inc.
3701 Arco Corporate Drive - Suite 400 - Charlotte, NC 28273
Toll -Free: 855-859-9932 - Direct: 980-260-2035 • Fax: [phone]
Mobile: [phone] - http://NvAvw.cecine.coin
Senior Leadership - hntegrated Services - Personal Business Relationships
This electronic communication and arrd+ attachments are intended solely for the use of the person or entity to which it is addressed, and ntgv contain
information that is confidential, privileged and exempt fr•onn disclosure under applicable lair, including copyright lmp. If you are not the intended
recipient o f this message, yort are prohibited from disclosing, reproducing distributing, disseminating or othem,ise rising this transmission. Please
promptly motif the sender by reply electronic communication and iarnnediately delete this message fi•orn your system.
From: Thomas, Kevin
Sent: Wednesday, December 2, 2020 10:36 AM
To: [e-mail]
Subject: FW: SAW-2020-01778 (Arauco Flakeboard / 1985 Corinth Road / Moncure / Chatham County
Thanks for the call.
Kevin Thomas, PWS & LSS (NC, SC & FL) / Senior Project Manager
Civil & Environtnental Consultants, Inc.
3701 Arco Corporate Drive • Suite 400 - Charlotte, NC 28273
Toll -Free: 855-859-9932 • Direct: 980-260-2035 - Fax: [phone]
Mobile: [phone] - h :/hvww.cecinc.com
Senior Leadership • Integrated Services - Personal Business Relationships
This electronic communication and arr), attachments are intended solely for the use of the person or emity to which it is addressed, and rngv contain
it formation that is confidential, privileged and exempt f roar disclosure under applicable laup, including copyright la,. If )you are not (lie intended
recipient of this message, you are prohibited four disclosing, reproducing, distributing, disseminating or otherwise using this transmission. Please
promptly notify the sender by reply electronic communication and immediately delete this message fr•onn your system.

Ai t A .Pub (,-At�N T- 'i/
T rian,George Syov���C,� T&0--t-1)
From: Thomas, Kevin
Sent: Monday, February 1, 2021 2:26 PM
To: [e-mail], Homewood, Sue
Cc: Messina, Erik; Tyrian, George
Subject: RE: SAW-2020-01778 (Arauco Flakeboard / 1985 Corinth Road / Moncure / Chatham
County
Attachments: SAW-2020-01778 signed AJD.pdf; 195440_FIG6_AJD_UPDATED. pdf
Ms. Goss and Homewood.
Please find attached the Approved JD for the above referenced site, in Chatham County, NC.
Ms. Goss, you may recall we spoke on Dec, 2, 2020 about this project. The Client operates a particle wood
manufacturing plant in Moncure, NC. NC DEQ is requiring Arauco to raise the existing top elevation of the existing Ponds
berm two feet above the published FEMA FIRM Map 100 year flood plain elevation (See attached AJD or Figure 6). To
meet the states requirements the berms base will need to be expanded into the excluded feature WA 3.
Per your request I have included Ms. Homewood on this communication, as I'd like some direction on how we should
proceed with the project. NC DEQ is requiring this work to be done to the existing ponds and at this time the only
alternative is to expand the existing pond berm base and height.
Thank you for your time and we look forward to hearing from y'all soon.
Talk soon.
Kevin Thomas, PWS & LSS (NC, SC & FL) / Senior Project Manager
Civil & Envirolunental Consultants, Inc.
3701 Arco Corporate Drive • Suite 400 • Charlotte, NC 28273
Toll -Free: 855-859-9932 - Direct: 980-260-2035 • Fax: [phone]
Mobile: [phone] - htip://www.cecinc.com
Senior Leadership • Integrated Services • Personal Business Relationships
This electronic communication nication and may apart menls are intended solely fo• the use of the person or enti(v to which it is addressed, and may contain
information that is m1 ideutial, privileged and exempt from disclosure under applicable har, including copyright law. Ifyou are not the inlended
recipient of this nnessage, you are prohibiled f•onn disclosing, reproducing, distributing, disseminating or otherwise using this transmission. Please
promptly>notiTy the seeder h), reply electronic communication and immediately delete this message from your system.
From: Thomas, Kevin
Sent: Wednesday, December 2, 2020 10:36 AM
To: [e-mail]
Subject: FW: SAW-2020-01778 (Arauco Flakeboard / 1985 Corinth Road / Moncure / Chatham County
Thanks for the call.
Kevin Thomas, PWS & LSS (NC, SC & FL) / Senior Project Manager
Civil & Enviroiunental Consultants, Inc.

3701 Arco Corporate Drive, Suite 400 - Charlotte, NC 28273
Toll -Free: 855-859-9932 • Direct: 980-260-2035 • Fax: [phone]
Mobile: [phone] - http://www.eceinc.coni
Senior Leadership • Integrated Services • Personal Business Relationships
This electronic communication and any attachments are intended solety for the use of the person or entity to which it is addressed, and may contain
inrormatiom that is corftdenntial, privileged and exempt fn•om disclosure under applicable law, including copyright law. tryou are not the intended
recipient of this message, you are prohibited from disclosing, reproducing, distribuling, disseminating or otherwise using this transmission. Please
promptly notify the sender by reply electronic communication and immeeliatehv delete this nressage fi•an? yote• systems.

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2020-01778 County: Chatham U.S.G.S. Quad: NC- Moncure
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Requestor: Civil & Environmental Consultants, Inc.
Kevin Thomas
Address: 3701 Arco Corporate Dr., suite 400
Charlotte, NC 28273
Telephone Number: 410-259-4745
E-mail: kthomas a,cecinc.com
Size (acres) 8.26 Nearest Town Moncure
Nearest Waterway Shaddox Creek River Basin Cape Fear
USGS HUC 03030002 Coordinates Latitude: 35.6010
Longitude:-79.0397
Location description: The project area is approximately 8.26 acres located at the existing Arauco Flakeboard Plant, near the
town of Moncure, Chatham County, North Carolina.
Indicate Which of the Following Apply_:
A. Preliminary Determination
❑ There appear to be wetlands on the above described project area/property, that may be subject to Section 404 of the Clean Water
Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). The wetlands have been
delineated, and the delineation has been verified by the Corps to be sufficiently accurate and reliable. The approximate boundaries
of these waters are shown on the enclosed delineation map dated DATE. Therefore this preliminary jurisdiction determination
may be used in the permit evaluation process, including determining compensatory mitigation. For purposes of computation of
impacts, compensatory mitigation requirements, and other resource protection measures, a permit decision made on the basis of a
preliminary JD will treat all waters and wetlands that would be affected in any way by the permitted activity on the site as if they
are jurisdictional waters of the U.S. This preliminary determination is not an appealable action under the Regulatory Program
Administrative Appeal Process (Reference 33 CFR Part 331). However, you may request an approved JD, which is an appealable
action, by contacting the Corps district for further instruction.
❑ There appear to be wetlands on the above described project area/property, that may be subject to Section 404 of the Clean Water
Act (CWA)(33 USC § 1344) and/or Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403). However, since the
wetlands have not been properly delineated, this preliminary jurisdiction determination may not be used in the permit evaluation
process. Without a verified wetland delineation, this preliminary determination is merely an effective presumption of CWA/RHA
jurisdiction over all of the wetlands at the project area, which is not sufficiently accurate and reliable to support an enforceable
permit decision. We recommend that you have the wetlands on your project area/property delineated. As the Corps may not be
able to accomplish this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that
can be verified by the Corps.
B. Approved Determination
❑ There are Navigable Waters of the United States within the above described project area/property subject to the permit
requirements of Section 10 of the Rivers and Harbors Act (RHA) (33 USC § 403) and Section 404 of the Clean Water Act
(CWA)(33 USC § 1344). Unless there is a change in law or our published regulations, this determination may be relied upon for
a period not to exceed five years from the date of this notification.
® There are wetlands on the above described project area/property subject to the permit requirements of Section 404 of the Clean
Water Act (CWA) (33 USC § 1344). Unless there is a change in the law or our published regulations, this determination may be
relied upon for a period not to exceed five years from the date of this notification.
❑ We recommend you have the wetlands on your project area/property delineated. As the Corps may not be able to accomplish
this wetland delineation in a timely manner, you may wish to obtain a consultant to conduct a delineation that can be verified by
the Corps.
® The wetlands on your project area/property have been delineated and the delineation has been verified by the Corps. The
approximate boundaries of these waters are shown on the enclosed delineation map dated 12/2/2020, We strongly suggest you
have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps. Once verified, this

SAW-2020-01778
survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property which, provided there is no
change in the law or our published regulations, may be relied upon for a period not to exceed five years.
❑The wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the Corps Regulatory
Official identified below onDATE. Unless there is a change in the law or our published regulations, this determination may be
relied upon for a period not to exceed five years from the date of this notification.
❑ There are no waters of the U.S., to include wetlands, present on the above described project area/property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed rive years from the date of this notification.
❑ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act (LAMA).
You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to determine their
requirements.
Placement of dredged or fill material within waters of the US, including wetlands, without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). Placement of dredged or fill material, construction or
placement of structures, or work within navigable waters of the United States without a Department of the Army permit may
constitute a violation of Sections 9 and/or 10 of the Rivers and Harbors Act (33 USC § 401 and/or 403). If you have any questions
regarding this determination and/or the Corps regulatory program, please contact James Lastin er at 919-554-4884 ext 32 or
James.C.LastingerO,usace.army.mil.
C. Basis For Determination: Basis For Determination: See the approved jurisdictional determination
form (Interim) NWPR dated 02/01/2021.
D. Remarks: None.
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the particular site
identified in this request. The delineation/determination may not be valid for the wetland conservation provisions of the Food Security
Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation in USDA programs, you should request
a certified wetland determination from the local office of the Natural Resources Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in B.
above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination you
must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Phillip Shannin, Review Officer
60 Forsyth Street SW, Room 1OM15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by 0410212021.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this correspondence.**
Corps Regulatory Official:
Date of JD: 02/O1/2021 Expiration Date of JD: 01/31/2026

SAW-2020-01778
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete the Customer Satisfaction Survey located at
http://corpsmapu.usace.ai-my.miVem apex/f7p=136:4:Q
Copy famished:
Property Owner:
Arauco
Savannah Carroll
Address:
995 Corinth Road
Moncure, NC 27559
Telephone Number:
919-545-5848
E-mail:
savannah.carrollAurauco.com

NOTIFICATION OF ADMINISTRATIVE APPEAL OPTIONS AND PROCESS AND
REQUEST FOR APPEAL
Applicant: Civil & Environmental Consultants, Inc.,
File Number: SAW-2020-01778
Date: 02/01/2021
Kevin Thomas
Attached is:
See Section below
E]
INITIAL PROFFERED PERMIT (Standard Permit or Letter of permission)
A
❑
PROFFERED PERMIT (Standard Permit or Letter of permission)
B
❑
PERMIT DENIAL
C
®
APPROVED JURISDICTIONAL DETERMINATION
D
PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at or http:/hvmv.usace.arinyanii/Missions/CivilWorks/Re ug latoo ProgramandPermits.aspx
or the Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT. If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
Permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.
SECTION II - REQUEST FOR APPEAL, or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division
Mr. Phillip Shannin, Administrative Appeal Review Officer
Attn: James Lastinger
CESAD-PDO
Raleigh Regulatory Office
U.S. Army Corps of Engineers, South Atlantic Division
U.S Army Corps of Engineers
60 Forsyth Street, Room 1 OM15
3331 Heritage Trade Drive, Suite 105
Atlanta, Georgia 30303-8801
Wake Forest, North Carolina 27587
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15-day
notice of any site investigation, and will have the opportunity to participate in all site investi ations.
Date:
Telephone number:
Signature of appellant or agent.
For appeals on Initial Proffered Permits send this forin to:
District Engineer, Wilmington Regulatory Division, Attn: James Lastinger, , 69 Darlington Avenue, Wilmington, North
Carolina 28403
For Permit denials, Proffered Permits and Approved Jurisdiction:al Detertninations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Phillip Shannin, Administrative
Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 1OM15, Atlanta, Georgia 30303-8801
Phone: [phone]

U.S. ARMY CORPS OF ENGINEERS
REGULATORY PROGRAM
APPROVED JURISDICTIONAL DETERMINATION FORM (INTERIM)
NAVIGABLE WATERS PROTECTION RULE
I. ADMINISTRATIVE INFORMATION
Completion Date of Approved Jurisdictional Determination (AJD): 02/01/2021
ORM Number: SAW-2020-01778
Associated JDs: NIA
Review Area Location': StatefTerritory: NC City: Moncure County/Parish/Borough: Chatham
Center Coordinates of Review Area: Latitude 35.6010 Longitude-79.0397
IL FINDINGS
A. Summary: Check all that apply. At least one box from the following list MUST be selected. Complete the
corresponding sections/tables and summarize data sources.
❑ The review area is comprised entirely of dry land (i.e., there are no waters or water features, including
wetlands, of any kind in the entire review area). Rationale: NIA or describe rationale.
❑ There are "navigable waters of the United States" within Rivers and Harbors Act jurisdiction within the
review area (complete table in Section II.13).
© There are "waters of the United States" within Clean Water Act jurisdiction within the review area
(complete appropriate tables in Section II.C).
® There are waters or water features excluded from Clean Water Act jurisdiction within the review area
(complete table in Section II.D).
B. Rivers and Harbors Act of 1899 Section 10 & 10)2
10 Name
§ 10 Size
I § 10 Criteria
Rationale for § 10 Determination
NIA.
NIA. I NIA
I NIA.
NIA.
C. Clean Water Act Section 404
Territorial Seas and Traditional Navigable Waters a 1 waters :3
a 1 Name
a 1 Size
a 1 Criteria
Rationale fora 1 Determination
NIA.
NIA. I NIA.
NIA.
NIA.
Tributaries a 2 waters
a 2 Name
a 2 Size a 2 Criteria
Rationale fora 2 Determination
NIA.
NIA. I NIA. I NIA.
I NIA.
Lakes and ponds, and impoundments of jurisdictional waters a 3 waters):
a 3 Name
a 3 Size
a 3 Criteria
Rationale fora 3 Determination
NIA.
NIA. I NIA.
NIA.
NIA.
m Map(s)lfigure(s) are attached to the AJD provided to the requestor.
'If the navigable water is not subject to the ebb and flow of the tide or included on the District's list of Rivers and Harbors Act Section 10 navigable waters list, do
NOT use this document to make the determination. The District must continue to follow the procedure outlined in 33 CPR part 329.14 to make a Rivers and Harbors
Act Section 10 navigability determination.
n A stand-alone TNW determination is completed independently of a request for an AJD. A stand-alone TNW determination is conducted for a specific segment of river
or stream or other type of waterbody, such as a lake, where upstream or downstream limits or lake borders are established. A stand-alone TNW determination should be
completed following applicable guidance and should NOT be documented on the AJD Form.
Page 2 of 2 Form Version 10 June 2020_updated

U.S. ARMY CORPS OF ENGINEERS
I I REGULATORY PROGRAM
I �' APPROVED JURISDICTIONAL DETERMINATION FORM (INTERIM)
M® NAVIGABLE WATERS PROTECTION RULE
Adjacent wetlands a 4 waters):
a 4 Name
a 4 Size
a 4 Criteria
Rationale fora 4 Determination
WA-2
2.4
acre(s)
(a)(4) Wetland
Wetland directly abuts Shaddox Creek an a(2)
abuts an (a)(1)-
tributary
a 3 water.
D. Excluded Waters or Features
Excluded waters b)(1) — b 12 :4
Exclusion Name
Exclusion Size
Exclusions
Rationale for Exclusion Determination
WA-1
0.06
acre(s)
(b)(1) Non-
adjacent wetland.
WA-1 is entirely surrounded by uplands
WA-3
1.08
acre(s)
(b)(1) Non-
adjacent wetland.
WA-3 is entirely surrounded by uplands
III. SUPPORTING INFORMATION
A. Select/enter all resources that were used to aid in this determination and attach data/maps to this
document and/or references/citations in the administrative record, as appropriate.
® Information submitted by, or on behalf of, the applicant/consultant: AJD request packet received on
10/9/2020
This information is sufficient for purposes of this AJD.
Rationale: NIA
❑ Data sheets prepared by the Corps: Title(s) and/or date(s).
0 Photographs: Aerial: undated
® Corps site visit(s) conducted on: 12/1/2020
❑ Previous Jurisdictional Determinations (AJDs or PJDs): ORM Number(s) and date(s).
® Antecedent Precipitation Tool: provide detailed discussion in Section 111.B.
® USDA NRCS Soil Survey: Chatham County soil survey
® USFWS NWI maps: USFWS
® USGS topographic maps: Moncure Quad
Other data sources used to aid in this determination:
Data Source select
Name and/or date and other relevant information
USGS Sources
NIA.
USDA Sources
NIA.
NOAA Sources
NIA.
USACE Sources
NIA.
State/Local/Tribal Sources
NIA.
Other Sources
NIA.
B. Typical year assessment(s): According to the Antecedent Precipitation tool the site was under normal
conditions during the date of the delineation and site visit.
° Some excluded waters, such as (b)(2) and (b)(4), may not be specifically identified on the AJD form unless a requestor specifically asks a Corps district to do so.
Corps districts may, incase -by -case instances, choose to identify some or all of these waters within the review area.
s Because of the broad nature of the (b)(1) exclusion and in an effort to collect data on specific types of waters that would be covered by the (b)(1) exclusion, four sub-
categories of (b)(1) exclusions were administratively created for the purposes of the AJD Form. 1-lese four sub -categories are not new exclusions, but are simply
administrative distinctions and remain (b)(1) exclusions as defined by the NXVPR.
Page 2 of 2 Form Version 10 June 202C_updated

U.S. ARMY CORPS OF ENGINEERS
REGULATORY PROGRAM
APPROVED JURISDICTIONAL DETERMINATION FORM (INTERIM)
® NAVIGABLE WATERS PROTECTION RULE
C. Additional comments to support AJD: NIA or provide additional discussion as appropriate.
Page 2 of 2 Form Version 10 June 2020 updated

4
REFERENCE
1 1. ESRI WORLD IMAGERY I ARCGIS MAP SERVICE:
HTTP:IIGOTO.ARCGISONLINE.COMIMAPSIWORLD_IMAGERY,
ACCESSED 121212020, IMAGERY DATE: 2019.
2. CONTOURS DERIVED FROM NORTH CAROLINA ONLINE
NORTH DP 2 UP DATA SOURCE
3. USFWS NATIONAL WETLANDS INVENTORY (NWI)
Q DATA BY STATE - NORTH CAROLINA,
r
NOTES: JURISDICTIONAL AND EXCLUDED FEATURES
HAVE BEEN VERIFIED BY THE USACE. PM Mr. James
DP 1 WPT Lastinger Regulatory Project Manager on 12,1.2020
ti SAW-2020-01778
DIP = DATAWA = WET POINT
AREA
' Excluded Waters (b)(1) Nan -Adjacent Welland
WA-1: 0 06 ac; 2737 sf
Waters of the US (a)(4) Adjacenl Wetland
�•••_ 7.,,1+, WA2:2Aac,1D4.473sr
♦f" LxciLded Waters (b)(1) Non -Adjacent Wetland ; •- �?� •.: -till - •� +
R\ WA 3. 1.08 ac; 46.882 sf r
DP3WeIt
' �'�'�, �.%, is � • ._
%DP.5,WET
M--l-1-1
LEGEND
APPROXIMATE SITE BOUNDARY (8.26
ACRES)
- WETLAND 0
EXCLUDED WETLAND
Civil & Environmental Consultants, Inc.
3701 Arco Corporate Dr., Suite 400 - Charlotte, NC 28273
980-237-0373 800-365-2324
www.cocine.com
RAWN BY: MAK CHECKED BY:
ATE: 12/2/2020 SCALE:
KT APPROVED BY:
1 " - 250 i PROJECT NO:
10' INDEX CONTOUR
2' CONTOUR SCALE IN FEET
DP
0 125 250 500
ARAUCO NORTH AMERICA, INC.
MONCURE POND BERM MODIFICATION
CAPE FEAR TOWNSHIP
CHATHAM COUNTY, NORTH CAROLINA
APPROVED JURISDICTIONAL & EXCLUDED
FEATURES MAP
KT* FIGURE NO:
195-440
'Hand Sinnahim nn fit,

APPLICATION FOR
WASTEWATER IRRIGATION SYSTEM
PERMIT MODIFICATION
ARAUCO NORTH AMERICA, INC.
985 CORINTH ROAD
MONCURE, NC 27559
PREPARED FOR;
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES, NON -DISCHARGE
PERMITTING UNIT
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617
CEC PROJECT 195-440
North Carolina Board of Examiners
For
Engineers and Surveyors
License No. C-3035
OCTOBER 2020
R.1 FEBRUARY 2021
;,= Q 10 s sioa <�
Civil & Environmental
,i=1A
Consultants, Inc.
Charlotte 3701 Arco Corporate Drive, Suite 400 l Charlotte, NC 28273 1 p: 980-237-0373 is 980-237-0372 1 www,cecinc.com

TABLE OF CONTENTS
1.0 INTRODUCTION...............................................................................................................1
1.1 GENERAL PROJECT DESCRIPTION...............................................................
2
1.2 PROCESS WASTEWATER CHARACTERIZATION .......................................
2
1.3 TREATMENT PLANT EFFLUENT....................................................................
2
2.0 TREATMENT PLANT MODIFICATION......................................................................6
3.0 ADDITIONAL WASTEWATER IRRIGATION SYSTEMS APPLICATION
INFORMATION.................................................................................................................7
3.1 RELEVANT APPLICATION INFORMATION .................................................
7
3.1.1 Property Ownership Documentation...........................................................
7
3.1.2 Engineering Plans........................................................................................
7
3.1.3 Specifications..............................................................................................
7
3.1.4 Site Map......................................................................................................
8
3.1.5 Operation and Maintenance Plan................................................................
8
3.1.6 Residuals Management Plan.......................................................................
8
3.1.7 Most Recently Issued Existing Permit........................................................
8
3.1.8 Threatened or Endangered Aquatic Species Documentation ......................
8
3.1.9 Wastewater Chemical Analysis...................................................................
9
3.2 NON -RELEVANT APPLICATION INFORMATION ........................................
9
3.2.1 Soil Evaluation............................................................................................
9
3.2.2 Agronomist Evaluation................................................................................
9
3.2.3 Hydrogeologic Report .................................................................................
9
3.2.4 Water Balance.............................................................................................
9
3.2.5 Power Reliability Plan...............................................................................
10
3.2.6 Precipitation and Annual Loading Rates ...................................................
10
3.2.7 Floatation Calculations..............................................................................
10
APPENDICES
Appendix A—NCDEQ WWIS Form 06-16 (Revised 2/2021)
Appendix B — Wastewater Flow Diagram
Appendix C — Influent Wastewater Characterization Laboratory Analytical Reports
Appendix D — Engineering Calculations (Revised 2/2021)
Appendix E — Property Ownership Documentation
Appendix F — Site Map (Revised 2/2021)
Appendix G — Current Operation & Maintenance Manual
Appendix H — Current Residuals Management Plan
Appendix I — Existing Pretreatment Discharge Permit
Appendix J — Threatened or Endangered Aquatic Species Documentation
C i v i l & Environmental Consultants, Inc. -i- Wastewater Irrigation System Permit Modification
R.1 February 2021

1.0 INTRODUCTION
Arauco North America, Inc. (Arauco), located at 985 Corinth Rd., Moncure, NC 27559, Chatham
County, owns and operates a medium density fiberboard and wood moulding manufacturing plant in
Moncure, NC. Process wastewater that is generated by plant operations and on -site air scrubber units
is collected in Pond 5D for settling. From Pond 5D, settled wastewater is currently pumped to several
grit settling ponds (Pond 4, 2 and 3), mixed with treated sanitary wastewater in Pond 2 then pumped
from Pond 3 to multiple spray fields under NC non -discharge Permit No. WQ0003396.
The current sprayfield has a declining hydraulic capacity, and now is rated for approximately 39,000
GPD, approximately 31% of the permitted daily wastewater flow. For this reason, Arauco plans to
discontinue spray field operations and discharge pond effluent to the municipal sanitary sewer system
owned and operated by the City of Sanford. To keep the plant operational, Arauco now operates
under an additional pump and haul permit (WQ0041434) to dispose of wastewater that cannot be
pumped to the irrigation system. In order to keep the existing wastewater pond in service, North
Carolina Department of Environmental Quality (NCDEQ) is requiring Arauco to raise the existing
top elevation of the Pond 5D berm (approximately elevation 172.5) two feet above the published
Federal Emergency Management Agency (FEMA) Map 100-year flood plain elevation (elevation
176.5).
After review of multiple options, Arauco has chosen to modify its WWTP by raising the berm of the
wastewater pond 5D two feet above the 100 year flood plain elevation while maintaining the current
pond volume to continue its use as a facultative lagoon.
The facility's sanitary wastewater is collected and treated separately from the process WWTP,
therefore this proposed modification request is only for process wastewater treatment. This permit
application report provides a general description of the project with wastewater characterization,
treatment plant modifications design, and provides information requested on North Carolina's
Department of Environmental Quality (NCDEQ) permit modification application form WWIS 06-16.
Appendix A includes the completed WWIS06-16 form. Design drawings and technical specifications
for the modification are being submitted under separate cover for NCDEQ's review.
Civil & Environmental Consultants, Inc. -1- Wastewater Irrigation System Permit Modification
R.1 February 2021

1.1 GENERAL PROJECT DESCRIPTION
Existing major WWTP processes include a 6.2 MG working volume storage lagoon (Pond 5D)
(volume to El. 170.5, 2 feet below top of berm El 172.5) and a wastewater spray irrigation system
serving eight (8) spray fields totaling 33.85 acres.
This process handles process wastewater only. Sanitary wastewater is handled in an on -site biological
treatment plant and mixed with pond 5D wastewater prior to sprayfield application.
There is an adjoining Pond 5C segregated from the industrial WWTP system that receives local
rainwater (i.e., rainwater into the pond itself). There is no typical discharge from Pond 5C. Pond 5C
has the ability to overflow into 5D to lower its volume. Pond 5C was created to be process makeup
water. Upon completion of the Pond 5D modifications, Pond 5C will only be used for local
stormwater storage.
1.2 PROCESS WASTEWATER CHARACTERIZATION
A process flow schematic for wastewater at the facility is attached as Appendix B. Influent process
wastewater characterization is summarized in the following table (Table 1). Wastewater samples
were collected from the 100,000 gallon screened water storage tank ("100 K Tank") over December
2019 — June 2020. This tank is discharged directly to Pond 5D for disposal. One sample was collected
directly from Pond 5D as well during the 6/29/20 sampling event. A summary of the characterization
data collected is included as Appendix C.
1.3 TREATMENT PLANT EFFLUENT
Table 2 is a summary of the wastewater either sent to sprayfield or to pump and haul. Both discharge
sources are collected from the same location.
Table 3 is a summary of typical wastewater characteristics from ongoing pump and haul operations.
This wastewater is also sampled from Pond 3, and includes additional parameters not included in the
sprayfield effluent. These samples are indicative of an effluent quality acceptable to the City of
Sanford.
Civil & Environmental Consultants, Inc. -2- Wastewater Irrigation System Permit Modification
R.1 February 2021

Table 1
Process Wastewater Characterization
Arauco North America
CEC Project No. 195-440
Parameter
Units
IOOK OUT
100K OUT
100K OUT
100K OUT
100K OUT
Lagoon 5D
100K OUT
Sample Date(l)
12/4/2019
2I25/2020
4/7/2020
4/30/2020
6/29/2020
6/29/2020
Average
Max
BOD
mal
13,000
14,100
11,000
5,930
7860
1310
10378
14,100
BOD Dissolved
m
4,600
3,460
6,740
3950
4,688
6,740
HEM Oil and Grease
m
173
34,8
74.4
52.7
23
84
173
Alkalinity
rae/L
164
128
121
190
1500
151
190
Hardness, Total
m
353
247
300
353
TITS
m
564
7,420
10,300
6650
2490
6,234
10,300
TSS
mg/I
5,300
7.160
9A80
5540
670
6,870
9,490
0
Ammonia - N
ma/1
95.8
60.5
107
147
217
103
147
Dissolved Ammonia - N
70.6
43.7
132
82
132
TKN
259
159
368
596
349
346
596
Dissolved TICi�1
N-MaiL
158
229
194
229
Total Cyanide
0.11
0.024
0.027
0,26
<0.0080
0
0
Dissolved Cyanide
0.037
0.090
0
0
COD
19,000
36,100
27,700
16400
6080
24,800
36,100
Dissolved COD
11,200
13,600
12,400
13,600
Arsenic
ua
11
14.8
<100
<200
13
15
Barium
ua
1,180
641
467
412
763
1,180
Cadmium
u
6
3,7
<10
<20
5
6
Chromium
a
43
26.2
<50
<100
35
43
Copper
niL
240
265
151
<100
219
265
Lead
a
28
34,7
<50
<100
31
35
Nickel
a
46
29.5
<.50
<100
38
46
Selenium
ugfL
11
<10
<100
<200
11
11
Silver
ua
<5.0
<5.0
<50
<100
0
0
Zinc
u
1,050
1,120
746
387
972
1,.20
Merc
Uzi<0.20
<0.20
<0.2
<0.2
p
— m wsung none on pat mem

Table 2
Arauco North America
Historical Effluent Data
[Ft' P-1-t N. IQr.- do
Ammonia
BOD
Cl
fecal Coliform
Formaldehyde
Nitrate
Nitrite
Nitrate }
Nitrite
pH
TKN
TDS
TSS
Phosphorous
Total Nitrogen
Jan-16
11
170
8.23
73
410
73
Feb-16
10
86
8.33
47
160
47
Mar-16
2
61
190
8.66
41
3100
120
41
Apr-16
5
550
8.51
110
740
110
May-16
41
670
1
7.33
140
11.00
1
140
Jun-16
31
170
7.94
94
560
94
Jul-16
22
320
8.25
160
1700
150
Aug-16
48
200
8.13
180
500
180
Sep-16
40
730
270
8.29
180
4300
1500
180
Oct-16
48
2200
8.05
180
1100
18Q
Nov-16
36
1000
210
8.23
110
4600
640
110
Dec-16
10
250
8.3
110
440
110
Jan-17
4.4
260
300
7.2
120
Jan-17
27
400
73000
<0.025
0.3
<0.041
7.84
130
350
130
Feb-17
7.7
500
1
510
11
170
Feb-17
3.9
840
160000
<0.025
0.28
<0.041
8.07
130
500
130
Mar-17
9.6
1200
1100
15
190
Mar-17
12
1200
120000
<0.025
0.42
0.051
7.94
210
1800
1
210.051
May-17
55
570
400
17
200
May-17
100
3000
20000
<0.025
0.33
0.11
7.2
770
18000
770.11
Jun-17
0.42
45
1
140
13
130
Jul-17
11
150
1
250
10
76
Jul-17
7.5
35
140
>240000
<0.025
0.17
0.052
8.21
52
2600
170
52.052
Aug-17
56
770
1400
20
210
Aug-17
59
1800
>240000
<0.41
<0.016
<0.2
7.75
230
1900
1 230
Sep-17
0.065
120D
3100
15
210
Sep-17
80
3100
>240000
<0.025
0.34
0.047
7.84
330
3800
330.047
Oct-17
0.083
2500
1
8200
19
310
Oct-17
100
4000
>242000
<0.025
0.37
0.077
7.71
460
4200
460.077
Nov-17
69
1400
180
242000
0.067
<0.025
0.24
0.045
7.84
280
3800
150D
280,045
Dec-17
100
520
>242000
<0.025
0.18
0.082
7.86
290
2600
290.082
Jan-18
51
19Q
950
54
830
Jan-18
61
410
>240000
<0.025
0.1
0.047
7.78
230
670
230.047
Feb-18
45
190
790
9.2
150
Feb-18
54
450
>240000
<0.025
0.072
<0.041
7.72
200
540
200
Mar-18
69
420
1200
11
200
Mar-18
83
990
83
>240000
<0.025
0.029
0.049
7.81
230
1800
1100
230.049
Apr-18
59
240
1000
9.5
190
Apr-18
81
910
>240000
0.031
0.032
0.063
7.86
250
1600
250.063
May-18
77
1000
1
18D0
17
270

Table 2
Araucn North America
Historical Effluent Data
rrr D-*...-. ni., tine Ann
Ammonia
BOD
Cl
Fecal Coliform
Formaldehyde
Nitrate
Nitrite
Nitrate +
Nitrite
pH
TKN
TDS
TSS
Phosphorous
Total Nitrogen
May-18
300
3700
580000
0.14
0.033
0.17
7.16
2100
32000
2100.17
Jun-18
90
910
26000
22
290
Jun-18
280
1200
>240D00
0.14
0.023
0.16
7.7
2600
40000
2600.16
Jul-18
59
860
3900
25
340
Jul-18
68
1800
120
>240000
0.75
0.091
0.84
7.88
350
2100
3900
350.84
Aug-18
68
880
2300
190
250
Aug-18
85
1100
>240000
<0.025
0.1
0.076
7.6
200
1100
200.076
Sep-18
6.6
170
82C
8,4
89
Sep-18
83
290
20000
<0.025
0.054
0.076
7.62
150
250
150.076
Oct-18
0.22
81
590
6
64
Oct-18
13
75
98000
8.4
0.13
8.5
7.16
30
55
38.5
Nov-18
13
180
590
6.8
94
Nov-18
14
110
53
21000
82
0.4
0.062
0.46
7.66
41
1000
51
41.46
Dec-18
38
240
650
8.6
110
.Ian-19
30
720
530
9.8
160
Feb-19
74
1100
11400
14
230
Feb-19
76
590
51000
<0.041
0.09
<0.041
5.89
100
170
100
Mar-19
75
480
900
5.8
150
Mar-19
84
420
120
18000
<0.041
0.066
<0.041
7.55
170
63
170
Apr-19
93
290
1200
12
210
May-19
98
290
820
13
200
May-19
110
340
8100
<0.041
0.72
0.59
7.92
17
300
17.59
Jun-19
1
100
700
15
130
Jun-19
48
170
>2420
0.49
0.49
0.98
7.41
88
150
88.98
Jul-19
8.3
94
680
17
98
Ju1-19
57
<20
150
>240000
<0.041
0.68
0.32
7.48
97
1700 1
340
97.32
Aug-19
2.8
290
1000
18
120
Aug-19
36
160
52000
0.091
0.31
0.091
7.39
74
150
74.091
Sep-19
22
89
950
21
160
Sep-19
25
87
110000
5.6
0.13
5.7
7.71
87
130
92.7
Oct-19
0.45
41
670
14
41
Oct-19
23
110
22000
<0.041
0.3
0.045
7.83
65
120
65.045
Nov-19
19
64
170
110000
BRL
18
0.33
18
7.93
59
1600
S6
15
77
Nov-19
12
140[9
650
24
240
Average 49 710 153 106569 41 3.40 0.22 1.53 7.80 273 2660 2595 20 239
Maximum 300 4000 270 580000 82 18 0.72 18 8.66 2600 4600 40000 190 2600.16

Table 3
Arauoo North Ame,rl®
Monthlypump & Haul Effluent Data
CEC Pmlgc% No 195-440
Toth€Nltra£pn
Total
Ammonle
Amenk
Cadmlum
C8O65
Chloride
Chlorides
Chramlum
COD
Copper
Cyanide
lead
Mereury
Molybdenum
NkW
DIMS -Selenium
Saver
7oEuene
(1402+NO3+TKN1
Phasphereus
TSS
TTO
xyiano
Zinc
1/1912017
4.4
D.0058
0.00209
260
13D
180
0.0092
3300
0.0903
0.031
0.0086
O.00017
O.CC8
D.0192
523
I0052
O.0019
0.0014
E20
7.2
300
0.0033
0,0024
0.448
2/20/2017
7.7
0.034
D.0033
500
20D
200
0.0158
4200
0.286
0.049
0.0157
0.00017
0,0292
0.0274
55.7
0.031
0.0095
0.004
17C
11
SID
0.0021
0.0024
0.673
2/21/2017
9,6
0,04
0,00295
12DO
210
210
0.0242
6200
0.325
OA61
0=77
O.00017
0,0374
0.0265
284
OA5
0.0037
0.039
190
15
1100
0.041
D.01
0.857
5/10/2017
55
0.CD82
IDD443
570
ISO
ISO
0,0188
4600
0.253
0.051
0.014
0.00917
0.0345
0.0275
104
C.D062
OA022
D.63
200
17
400
0.658
0.0024
0.751
G/29/2017
1,11
1.1111
0,11371
45
111
140
0,1171
1111
0.141
1,011
1,1111
0. 111
1.1311
1.1211
11.1
1.11111
1.11114
1.1111
111
13
140
0
0.0024
0.7
7/20,7017
11
0.00921
D.0086
ISO
ISO
ISO
0.00452
1700
D.0135
0,046
0,00715
0,000059
0.0040I
D.0113
31.7
0.0062
0,13019
0,0014
75
20
250
O
0.0024
0.329
8/9/2017
56
0,014
O.OD632
770
170
170
0.0119
650C
0.405
0,079
C,D336
C.006009
0.0445
0.0319
293
C.0062
0,0057
D.ODB
210
20
140D
0.0361
0.0081
1.23
9/9/2017
D,D65
0.068
0.0133
1200
19D
190
0.0676
12000
0.727
0.031
C,D876
C.000354
0.0633
D.0848
533
0.062
D.019
0.063
210
15
Me
D.074
0.014
2.92
10/23/ZC17
IDES
0.068
D,0124
25DO
160
ISO
0.029
23000
0.277
0056
C.DSGG
0,000495
0,0541
0.0648
1730
0.062
C.019
C.00D14
310
19
S200
0
D.06
2.23
1/30/7012
51
0.034
0,0236
190
Ito
100
0.0121
2700
0.175
01012
O.D155
0.000099
0.0167
D.0214
91.4
0.031
MISS
D.14
830
54
950
0.241
O.D69
0.606
2/19/2018
45
0.0068
O.OD155
190
110
Ito
0.0112
2000
0.133
0,017
C,D126
0.00015
0,0124
D.0182
43.8
0.0052
0.00335
C.DOO14
ISO
9.2
790
0
0.0024
0,447
3/1/2012
69
0.0068
0100281
420
93
93
04146
350C
0.209
OMB
I0142
0.00015
0,0235
0.0227
154
0.0062
O.00343
C.00D14
200
11
1200
0
O.CO24
0.652
4/1D/201E
59
0.0071
0.00222
240
78
78
0.0155
VIC
0.164
0,019
C.D152
0.00015
0.0115
0.0213
38.4
0.0062
MOM
0.0094
190
5.5
1000
0.0094
O.D024
0.5E
5/3/2013
77
0.068
0.00825
1000
94
94
0,03I4
6000
0.349
0.016
0.C31
0100015
0.025
D.0221
375
0.062
0.019
0.00014
270
17
1800
0
O.00024
1.34
5/8/2018
90
0.034
0.0088
910
99
99
0.0393
7100
0,452
0.02
U636
0.000168
0.0325
0.0426
414
O.C31
0.0095
0.041
290
22
26000
0
0.0024
1.69
7/13/1013
59
1.076
1,1112
111
111
131
0.1111
7800
1,556
1,011
1.1111
1.1011205
1.1211
1.1717
1.4
1.111
0.111
1.1014
341
25
39W
D
O.D0024
7.25
8/IC/2018
68
0.076
IOD809
880
111
120
0.0254
5400
C.239
0,017
0.042
0.000252
0.0284
0.0485
204
C.C62
0.019
0.0014
250
ISO
2300
D
O.ODDz4
1,41
9/24/2018
5.5
0.0076
0.00104
170
59
59
O.00708
1300
D.0629
0,0085
0,00923
0.00015
0.00839
D.0139
26
C.0052
D.0019
0.0014
89
8.4
820
0
C.DOD24
0.28
1015/2018
0,22
0.038
0.0013
81
5o
50
0.007
840
D.0316
O.ODGB
CX55
0.00015
0.0125
0.0I17
14.3
0.03E
0.0095
O.CO14
64
6
590
0
0.00024
I.=
I1/26/2018
13
0.0076
0.00036
180
62
62
0.00778
SSOC
D.OSB3
0,0084
0,00846
0.00015
0.0125
0.0532
2.09
CAM
D.0039
O.CO72
94
5.8
590
0
O.D024
C.715
12/10/2018
38
C.0838
0.0035
240
68
68
0.0158
220C
D.0345
MISS
O.C31
0.00015
0.025
0.0257
31.2
0.062
C.019
O.CO72
110
9.6
65D
0
0.0024
0.389
I/11/2019
30
0.076
0.0036
720
73
73
0.014
2300
0,117
D10071
0.031
0.00015
0.0334
0.0497
54.6
0.062
0.019
O.CO72
160
9.8
530
0
0.0024
C.411
2/13/2019
74
0.076
0.00596
1100
83
83
0.023
5100
C.IG4
O.D98
0.031
0.00015
0.025
0.0289
54.1
0.062
0.019
O.CO72
230
14
1400
0
0.013
C.111
3/7/2019
75
0.076
0.0036
480
72
72
0.0275
340C
0.179
D,o21
0,C31
0100015
0.025
D.0279
190
0.062
0.019
0.0072
ISO
5.8
900
0
0.013
0.595
4/S/2019
93
0.038
O.0018
29C
130
230
D.007
280o
0.0264
0,024
0.015S
0.00075
0.0125
0.012I
3D
0.031
0.0095
0.0072
210
12
1200
0
0.013
C.382
5/2/z019
98
0,076
D.0035
290
14D
140
0.014
2100
D.0496
0013
C.031
0.00015
0,025
O.Dz2
1411
0.062
0.019
0.0072
200
33
$20
0
0.013
0361
6/18/2019
1
0.0076
0.000702
100
111
111
0.00252
1600
0.0355
0.009
O.00846
0,00015
0,00299
0.0101
1.5
0.0062
O.0039
0.0072
111
15
700
0
0.013
0.278
7/12/2019
83
0.076
IMAM
94
170
170
0.0I4
1900
0.116
01077
0,031
0100015
0.025
0.0319
9.13
0.062
0.019
D.CO72
98
17
680
0
0.013
0.515
e/I/2019
2.8
0,076
0.0036
290
15D
ISO
0.0169
180C
0.155
0009
C.031
0.00015
0.025
0.0483
36
0.062
0.019
0.0072
12D
18
1000
0
0.0013
0.642
9/5/2019
22
0.076
D.0036
89
19D
ISO
0.014
270C
D.0983
0,0049
C.031
0.00015
0.025
0.0438
3.79
0.062
0.019
0.0072
IGO
21
950
0
0.0013
C.693
1017/2019
0,45
C.0076
0,00109
41
ISO
ISO
0.00361
VIC
D.0282
OMS
O.OMG
0,00015
0,00453
0.0209
1.5
0.0062
0.0010
C.O0D72
41
14
S70
0
0.0013
0.313
1I/6/2019
12
0.038
0,00414
140
16D
ISO
0.0164
38OC
0,129
0,009
0,0186
0.00075
0.0123
0.0407
55.6
0.031
0.0095
O.CO72
240
24
66D
0
O.D13
0.8E
A-£e
36
0.041
0.005
506
127
127
0.019
4311
C.197
MOM
O,Czb
D,00021
0.023
0.032
155
0.0349
D.0105
0.0372
195
21
2047
0.033
0.020
1
mmlmum
98
0.0333
0.0I33
25DO
210
210
0.0575
23000
0,727
0.093
0.0376
0.00075
0.0633
0.0848
1730
0.062
C.019
0.63
230
190
26000
0.658
0,089
7,92

2.0 TREATMENT PLANT MODIFICATION
Design of the Pond 5D modifications is discussed in additional detail in the following subsections.
Proposed modifications consist of raising the berm on Pond 5D to 2 feet above the 100 year flood
plain elevation. In order to complete the berm modification with minimal site impact, portions of
Pond 5D will be filled in to raise the berm. To offset the lost volume, it is proposed to expand Pond
5D into a portion of the adjoining 5C pond.
Pond 5C is an adjoining pond currently only used for additional rainwater storage by the mill. Pond
5C does not see significant stormwater runoff from the mill property, only from the local pond area
inside the berm. Pond 5C was formerly a process water pond, and was created when Pond 5 was split
in half, creating Ponds 5C and 5D. Pond 5D has continued use as a process wastewater pond. Pond
5C does not have process wastewater discharged to it. Once the City of Sanford has completed its
sewer line extension, Pond 5C will be converted to use as a stormwater storage pond only. The Pond
5C capacity (at El. 172.5) will be reduced from approximately 8.28 MG to 4.28 MG. This volume
reduction is not anticipated to effect the current Pond 5C operation.
No other modification to the treatment system are proposed.
Engineering design calculations are included as Appendix D.
Civil & Environmental Consultants, Inc.
-6- Wastewater Irrigation System Permit Modification
R.1 February 2021

3.0 ADDITIONAL WASTEWATER IRRIGATION SYSTEMS APPLICATION
INFORMATION
This section provides information specifically requested in NCDEQs permit application form WWIS
06-16 and has been segregated into relevant and non -relevant information. For this permit
application, information pertaining to any processes involving the spray irrigation system or Pond 5D
base elevation has been deemed non -relevant due to no changes are proposed to the existing permitted
system.
3.1 RELEVANT APPLICATION INFORMATION
3.1.1 Property Ownership Documentation
Item D of NCDEQs form WWIS 06-16 indicates that proof of ownership of the facility must be
provided. As this application is a modification of an existing permit and no changes in ownership
have taken place, property ownership documentation is likely not needed. However, a copy of the
Article of Incorporation has been provided in Appendix E.
3.1.2 Engineering Plans
Engineering plans for the proposed modifications are provided under separate cover. Information
specific to spray irrigation has not been included as part of this submission, as no modifications or
new spray irrigation areas are proposed.
3.1.3 Specifications
Detailed specifications for site work, materials and equipment testing are provided under separate
cover, and are signed, sealed and dated by an NC Registered Engineer.
Civil & Environmental Consultants, Inc. -7- Wastewater Irrigation System Permit Modification
R.1 February 2021

3.1.4 Site Map
A site map has been provided as part of the engineering plans provided under separate cover. The
proposed WWTP modifications are located in and around the existing wastewater treatment area.
Please note that soil mapping units as well as setback distances for spray irrigation are not included
on the site map as no new spray irrigation areas are being proposed. Appendix F includes copies of
the site maps included as part of the current permits.
3.1.5 Operation and Maintenance Plan
The current Operation and Maintenance (O&M) Plan has been included in Appendix G. A final
O&M Plan will be provided with the final engineering certification prior to start-up of the new system.
It is anticipated that the current O&M Plan will be adequate for the modified pond operation.
3.1.6 Residuals Management Plan
A copy of the current Residuals Management Plan is included in Appendix H. It is anticipated that
the current Residuals Management Plan will be adequate for the modified pond operation.
3.1.7 Most Recently Issued Existing Permit
A copy of the most recently issued existing permit has been provided in Appendix I.
3.1.8 Threatened or Endangered Aquatic Species Documentation
Documentation from NCDEQ Natural Heritage Program has been included as Appendix J. This
documentation indicates that there are no threatened or endangered aquatic species within the
boundary of the proposed WWTP modification.
Civil & Environmental Consultants, Inc. -8- Wastewater Irrigation System Permit Modification
R.1 February 2021

3.1.9 Wastewater Chemical Analysis
An analysis of the influent wastewater was discussed in Section 1.2 of this application report with a
summary of the laboratory results included as Appendix C. Again, no changes to the storage lagoon
effluent parameters are expected or proposed. Characteristics of wastewater sent to the irrigation
system have been previously documented under normal permit submittals.
3.2 NON -RELEVANT APPLICATION INFORMATION
3.2.1 Soil Evaluation
A soil evaluation was not performed for this project as no new irrigation sites are being proposed.
3.2.2 Agronomist Evaluation
An agronomist evaluation was not performed for this project as no new irrigation sites are being
proposed.
3.2.3 Hydrogeologic Report
A hydrogeologic report was not performed for this project as no new irrigation sites are being
proposed.
3.2.4 Water Balance
A water balance was not performed for this project as no changes in flow, no changes in irrigation
sites, and no changes in storage are being proposed. No anticipated impact is expected due to the
reduced volume of Pond 5C as discussed in Section 2.0.
Civil & Environmental Consultants, Inc. -9- Wastewater Irrigation System Permit Modification
R.1 February 2021

3.2.5 Power Reliability Plan
There are no changes to any electrical equipment as part of the requested WWTP modifications,
therefore a Power Reliability Plan was not prepared.
3.2.6 Precipitation and Annual Loading Rates
Because the proposed modifications do not include new spray irrigation areas, calculations for
designed maximum precipitation and annual loading rates are not included as part of this submission.
3.2.7 Floatation Calculations
Floatation calculations are not required as no modifications to the existing ponds below existing
bottom contours are proposed.
Civil & Environmental Consultants, Inc. -10- Wastewater Irrigation System Permit Modification
R.1 February 2021

APPENDIX A
NCDEQ WWIS FORM 06-16

DWR
State of North Carolina
Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0500 — WASTEWATER IRRIGATION SYSTEMS
Division of Water Resources INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION
Plans, specifications and supporting documents shall be prepared in accordance with 15A NCAC 02H .0400 (if necessary), 15A
NCAC 02L .0100, 15A NCAC 02T .0100, 15A NCAC 02T .0700, Division Policies and good engineering practices. Failure to
submit all required items will necessitate additional processing and review time.
For more information, visit the Water Quality Permitting Section's Non -Discharge Permitting Unit ►rebsite
General — When submitting an application to the Water Quality Permitting Section's Non -Discharge Permitting Unit, please use the
following instructions as a checklist in order to ensure all required items are submitted. Adherence to these instructions and checking
the provided boxes will help produce a quicker review time and reduce the amount of requested additional information.
Unless otherwise noted, the Applicant shall submit one original and two codes of the application and supporting documentation.
A. Cover Letter (All Application Packages):
® List all items included in the application package, as well as a brief description of the requested permitting action.
B. Application Fee (All New and Major Modification Application Packages):
® Submit a check, money order or electronic funds transfer made payable to: North Carolina Department of Environmental
Quality (NCDEQ). The appropriate fee amount for new and major modification applications may be found at: Standard Review
Project Fees.
C. Wastewater Irrigation Systems (FORM: WWIS 06-16) Application (All Application Packages)-
0 Submit the completed and appropriately executed Wastewater Irrigation Systems (FORM: VMS 06-16) application. Any
unauthorized content changes to this form shall result in the application package being returned. If necessary for clarity or due
to space restrictions, attachments to the application may be made, as long as the attachments are numbered to correspond to the
section and item to which they refer.
❑ If the Applicant Type in Item 1.2. is a corporation or company, provide documentation it is registered for business with the
North Carolina Secretary of State.
❑ If the Applicant Type in Item L2. is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of Deeds in
the county of business.
® The facility name in Item I1.1. shall be consistent with the facility name on the plans, specifications, agreements, etc.
® The Professional Engineer's Certification on Page 12 of the application shall be signed, sealed and dated by a North Carolina
licensed Professional Engineer.
® The Applicant's Certification on Page 12 of the application shall be signed in accordance with 15A NCAC 02T .0106(b). Per
15A NCAC 02T .0106(c), an alternate person may be designated as the signing official if a delegation letter is provided from
a person who meets the criteria in 15A NCAC 02T .0106(b).
❑ If this project is for a renewal without modification, use the Non -Discharge System Renewal (FORM: NDSR) application.
D. Property Ownership Documentation (All Application Packages):
➢ Per 15A NCAC 02T .0504 , the Applicant shall demonstrate they are the owner of all property containing the wastewater
treatment, storage and irrigation facilities:
® Legal documentation of ownership (i.e., G1S, deed or article of incorporation), or
❑ Written notarized intent to purchase agreement signed by both parties with a plat or survey map, or
❑ Written notarized lease agreement that specifically indicates the intended use of the property and has been signed by both
parties, as well as a plat or survey map. Lease agreements shall adhere to the requirements of 15A NCAC 02L .0107.
® Provide all agreements, easements, setback waivers, etc. that have a direct impact on the wastewater treatment, conveyance,
storage and irrigation facilities.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 1 of 6

E. Soil Evaluation (All Application Packages that include new irrigation sites):
❑ Per 15A NCAC 02T .0504(b) and the Soil Scientist Evaluation Policy, submit a detailed soil evaluation that has been signed,
sealed and dated by a North Carolina Licensed Soil Scientist and includes at a minimum:
❑ The report shall identify all the sites/fields with project name, location, and include a statement that the sites/fields were
recommended for the proposed land application activity.
❑ Field delineated detailed soils map meeting all of the requirements of the Soil Scientist Evaluation Policy.
❑ Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Policy.
❑ Provide all soil boring logs performed at the site.
❑ Standard soil fertility analysis conducted no more than one year prior to permit application for each map unit in the soil
map legend for the following parameters:
❑ Acidity ❑ Exchangeable sodium percentage (by calculation) ❑ Phosphorus
❑ Base saturation (by calculation) ❑ Magnesium ❑ Potassium
❑ Calcium ❑ Manganese ❑ Sodium
❑ Cation exchange capacity ❑ Percent humic matter ❑ Zinc
❑ Copper ❑ PH
➢ Saturated hydraulic conductivity (KSAT) data that shall include at a minimum:
❑ A minimum of three KSAT tests shall be conducted in the most restrictive horizon for each soil series in the soil map.
❑ All KSAT tests shall be conducted in areas representative of the site.
❑ All KSAT tests shall be run until steady-state equilibrium has been achieved.
❑ All collected KSAT data shall be submitted, including copies of field worksheets showing all collected readings.
❑ Submit a soil profile description for each KsAT data point that shall extend at least one foot below the tested horizon.
➢ Soil evaluation recormnendations shall include at a minimum:
❑ A brief summary of each map unit and its composition and identification of minor contrasting soils.
❑ Maximum irrigation precipitation rate (in/hr) for each soil/map unit within the proposed irrigation areas.
❑ Seasonal irrigation restrictions, if appropriate.
❑ Identification of areas not suitable for wastewater irrigation.
❑ Recommended geometric mean KSAT rate to be used in the water balance for each soil/map unit based upon in -situ
measurement of the saturated hydraulic conductivity from the most restrictive horizon.
❑ Recommended drainage coefficient to be used in the water balance based upon comprehensive site evaluation, review
of collected onsite data, minor amounts of contrasting soils and the nature of the wastewater to be applied.
❑ Recommended annual hydraulic Ioading rate (in/yr) for each soil/map unit within the proposed irrigation areas based
upon in -situ KSAT measurements form the most restrictive soil horizon.
NOTE — If the soil evaluation was performed more than one year prior to the submittal of this application package, a statement shal
be included indicating that the site has not changed since the original investigation.
F. Agronomist Evaluation (All Application Packages that include new irrigation sites or new crops for existing irrigation sites):
❑ Per 15A NCAC 02T .0504(i), submit an agronomist evaluation that has been signed, sealed and dated by a qualified professional
and includes at a minimum:
❑ Proposed nutrient uptake values for each cover crop based upon each field's dominant soil series and percent slope.
❑ Plant available nitrogen calculations for each cover crop using the designed effluent concentrations in Application Item
V.1. and proposed mineralization and volatilization rates.
❑ Historical site consideration, soil binding and plant uptake of phosphors,
❑ Seasonal irrigation restrictions, if appropriate.
❑ A clear and reproducible map showing all areas investigated and their relation to proposed fields and crops.
❑ Maintenance and management plan for all specified crops.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 2 of 6

G. Hydrogeologic Report (All Application Packages treating industrial waste or having a design flow over 25,000 GPD).
❑ Per 15A NCAC 02T .0504(e), the Hydrogeologic Investigation and Reporting Policy, the Groundwater Modeling Policy and
the Performance and Analysis of Aquifer Slug Tests and Purnping Tests Policy, submit a detailed hydrogeologic description
that has been signed, scaled and dated by a qualified professional and includes at a minimum:
❑ A hydrogeologic description to a depth of 20 feet below land surface or bedrock, whichever is less. A greater depth of
investigation is required if the respective depth is used in predictive calculations.
❑ Representative borings within the irrigation areas and all proposed earthen impoundments.
❑ A description of the regional and local geology and hydrogeology.
❑ A description, based on field observations of the site, ofthe site topographic setting, streams, springs and other groundwater
discharge features, drainage features, existing and abandoned wells, rock outcrops, and other features that may affect the
movement of the contaminant plume and treated wastewater.
❑ Changes in lithology underlying the site.
❑ Depth to bedrock and occurrence of any rock outcrops.
❑ The hydraulic conductivity and transmissivity of the affected aquifer(s).
❑ Depth to the seasonal high water table (SHWT).
❑ A discussion of the relationship between the affected aquifers of the site to local and regional geologic and hydrogeologic
features.
❑ A discussion of the groundwater flow regime of the site prior to operation of the proposed facility and post operation of
the proposed facility focusing on the relationship of the system to groundwater receptors, groundwater discharge features,
and groundwater flow media.
❑ If the SHWT is within six feet of the surface, a mounding analysis to predict the level of the SHWT after wastewater
application.
H. Water Balance (All Application Packages that include new or modified irrigation sites, changes inflow or changes in storage):
❑ Per 15A NCAC 02T .0504(k) and the Water Balance Calculation Polic , submit a water balance that has been signed, scaled
and dated by a qualified professional and includes at a minimum:
❑ At least a two-year iteration of data computation that considers precipitation into and evaporation from all open atmosphere
storage impoundments, and uses a variable number of days per month.
❑ Precipitation based on the 801 percentile and a minimum of 30 years of observed data.
❑ Potential Evapotranspiration (PET) using the Thornthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
❑ Soil drainage based on the geometric mean of the in -situ KSAr tests in the most restrictive horizon and a drainage coefficient
ranging from 4 to 10% (unless otherwise technically documented).
➢ Other factors that may restrict the hydraulic loading rate when determining a water balance include:
❑ Depth to the SHWT and groundwater lateral movement that may result in groundwater mounding.
❑ Nutrient limitations and seasonal application times to ensure wastewater irrigation does not exceed agronomic rates.
❑ Crop management activities resulting in cessation of irrigation for crop removal.
NOTE -- Wastewater Irrigation Systems serving residential facilities shall have a minimum of 14 days of wet weather storage.
1. Engineering Plans (All Application Packages):
® Per 15A NCAC 02T .0504(c)(1), submit standard size and 11 x 17-inch plan sets that have been signed, scaled and dated by a
North Carolina licensed Professional En rg'neer, and shall include at a minimum:
® Table of contents with each sheet numbered.
® A general location map with at least two geographic references and a vicinity map.
® A process and instrumentation diagram showing all flow, recyclefreturn, aeration, chemical, electrical and wasting paths.
® Plan and profile views of all treatment and storage units, including their piping, valves, and equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), as well as their dimensions and elevations.
❑ Details of all piping, valves, pumps, blowers, mixers, diffusers, recording devices, fencing, auxiliary power, etc.
❑ A hydraulic profile from the treatment plant headworks to the highest irrigation point.
❑ The irrigation area with an overlay of the suitable irrigation areas depicted in the Soil Evaluation.
❑ Each nozzlelemitter and their wetted area influence, and each irrigation zone labeled as it will be operated.
❑ Locations within the irrigation system of air releases, drains, control valves, highest irrigation nozzle/emitter, etc.
❑ For automated irrigation systems, provide the location and details of the precipitation/soil moisture sensor.
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the plans may be
labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 3 of 6

J. Specifications (All Application Packages):
® Per 15A NCAC 02T .0504(c)(2), submit specifications that have been signed, sealed and dated by a North Carolina licensed
Professional Engineer, and shall include at a minimum:
® Table of contents with each section/page numbered.
❑ Detailed specifications for each treatment/storage/irrigation unit, as well as all piping, valves, equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), nozzles/emitters, precipitation/soil moisture sensor (if applicable),
audible/visual high water alarms, liner material, etc.
® Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backflling, compacting, fencing, seeding, etc.)
® Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
❑ Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc,)
❑ Means for ensuring quality and integrity of the finished product, including leakage, pressure and liner testing.
® Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY,
NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the
specifications may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
K. Engineering Calculations (All Application Packages):
® Per 15A NCAC 02T .0504(c)(3), submit engineering calculations that have been signed, sealed and dated by a North Carolina
licensed Professional Engineer, and shall include at a minimum:
❑ Hydraulic and pollutant loading calculations for each treatment unit demonstrating how the designed effluent
concentrations in Application Item V.I. were determined.
❑ Sizing criteria for each treatment unit and associated equipment (i.e., blowers, mixers, flow meters, pumps, etc.).
® Total and effective storage calculations for each storage unit.
❑ Friction/total dynamic head calculations and system curve analysis for each pump used.
❑ Manufacturer's information for all treatment units, pumps, blowers, mixers, diffusers, flow meters, irrigation system, etc.
❑ Flotation calculations for all treatment and storage units constructed partially or entirely below grade.
El A demonstration that the designed maximum precipitation and annual loading rates do not exceed the reconnnended rates.
❑ A demonstration that the specified auxiliary power source is capable of powering all essential treatment units.
L. Site Map (All Application Packages):
® Per 15A NCAC 02T .0504(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer and/or Professional Land Surveyor, and shall include at a minimum:
® A scaled map of the site with topographic contour intervals not exceeding 10 feet or 25 percent of total site relief and
showing all facility -related structures and fences within the wastewater treatment, storage and irrigation areas.
® Soil mapping units shown on all irrigation sites.
® The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial), springs, lakes, ponds, and other surface drainage features within 500 feet of all wastewater treatment, storage
and irrigation sites.
® Delineation of the compliance and review boundaries per 15A NCAC 02L .0107 and .0108, and 15A NCAC 02T .0506 c
if applicable.
® Setbacks as required by 15A NCAC 02T .0506.
® Site property boundaries within 500 feet of all wastewater treatment, storage and irrigation sites.
® All habitable residences or places of public assembly within 500 feet of all treatment, storage and irrigation sites.
NOTE — For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
M. Power Reliability Plan (All Application Packages):
❑ Per 15A NCAC 02T .0505 1 , submit documentation of power reliability that shall consist of at a minimum:
❑ An automatically activated standby power supply onsite that is capable of powering all essential treatment units under
design conditions, OR
➢ Approval from the Director that the facility:
❑ Serves a private water distribution system that has automatic shut-off during power failures and has no elevated water
storage tanks,
❑ Has sufficient storage capacity that no potential for overflow exists, and
❑ Can tolerate septic wastewater due to prolonged detention.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 4 of 6

N. Operation and Maintenance Plan (All Application Packages):
M Per 15A NCAC 02T ,0507, submit an operation and maintenance (O&M) plan encompassing all wastewater treatment, storage
and irrigation systems that shall include at a minimum a description of
M Operation of the wastewater treatment, storage and irrigation systems in sufficient detail to show what operations are
necessary for the system to function and by whom the functions are to be conducted.
M Anticipated maintenance of the wastewater treatment, storage and irrigation systems.
M Safety measures, including restriction of access to the site and equipment.
M Spill prevention provisions such as response to upsets and bypasses, including how to control, contain and remediate.
M Contact information for plant personnel, emergency responders and regulatory agencies.
NOTE — A final O&M Plan shall be submitted with the partial and/or final Engineering Certification required under 15A NCAC
02T .01 l6, however, a preliminary O&M Plan shall be submitted with each application package.
O. Residuals Management Plan (All Application Packages with new, expanding or replacement wastewater treatment systems):
® Per 15A NCAC 02T .0504(D and .0508, submit a Residuals Management Plan that shall include at a minimum:
M A detailed explanation of how generated residuals (including trash, sediment and grit) will be collected, handled, processed,
stored, treated, and disposed.
® An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
❑ A permit for residuals utilization or a written commitment to the Applicant fiom a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil/grease removal and collection are a designed unit process, submit an oillgrease disposal plan detailing how the
oillgrease will be collected, handled, processed, stored and disposed.
NOTE — Per 15A NCAC 02T .0505(o), a minimum of 30 days of residual storage shall be provided.
NOTE— Per 15A NCAC 02T .0504(i), a written commitment to the Applicant from a Permittee of a Department approved residuals
disposal/utilization program is not required at the time of this application, however, it shall be provided prior to operation of any
permitted facilities herein.
NOTE — If an on -site restaurant or other business with food preparation is contributing wastewater to this system, an oil/grease
disposal plan shall be submitted.
P. Additional Documentation:
➢ Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
❑ Per 15A NCAC 02T .0 115(a)(1) and .0504(a1, provide the Certificate of Public Convenience and Necessity from the North
Carolina Utilities Commission demonstrating the Applicant is authorized to hold the utility fi•anchise for the area to be
served by the wastewater treatment and irrigation system, or
❑ Provide a letter from the North Carolina Utilities Commission's Water and Sewer Division Public Staff stating an
application for a franchise has been received and that the service area is contiguous to an existing franchised area or that
fianchise approval is expected.
➢ Existing Permit (Ali Modification Packages):
® Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the port -nit modification
(i.e., compliance schedules, permit description, monitoring, permit conditions, etc.).
➢ Final Environmental Document (All Application Packages using public monies or lands subject to the North Carolina
Environmental Policy Act under 15A NCAC 01C .0100 to .0400):
❑ Per 15A NCAC 02T A 105(c)(4], submit one copy of the environmental assessment and three copies of the final
environmental document (i.e., Finding of No Significant Impact or Record of Decision).
❑ Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the wastewater treatment and irrigation system.
➢ Floodway Regulation Compliance (All Application Packages where any portion of the wastewater treatment, storage and
irrigation system is located within the I00-year floodplain):
❑ Per 15A NCAC 02T .0105(c)(8), provide written documentation from all local governing entities that the facility is in
compliance with all local ordinances regarding construction or operation of wastewater treatment and/or disposal facilities
within the floodplain.
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 5 of 6

P. Additional Documentation (continued):
➢ Operational Agreements (All Application Packages for Home/Property Owners' Associations and Developers of lots to be
sold):
➢ Home/Property Owners' Associations
❑ Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreement (FORM: HOA).
❑ Per 15A NCAC 02T .0115(c), submit the proposed or approved Articles of Incorporation, Declarations and By-laws.
➢ Developers of lots to be sold
❑ Per 15A NCAC 02T .0115(b), submit the properly executed Operational Agreement (FORM: DEV).
➢ Threatened or Endangered Aquatic Species Documentation (All Application Packages):
® Per 15A NCAC 02T .0105(c)(I 0), submit documentation from the Department's Natural Heritage Prop -rain demonstrating
the presence or absence of threatened or endangered aquatic species within the boundary of the wastewater treatment,
storage and irrigation facilities.
❑ If the facility directly impacts such species, this documentation shall provide information on the need for permit conditions
pursuant to 15A NCAC 02B .0110.
D Wastewater Chemical Analysis (All Application Packages treating Industrial Waste):
® Per 15A NCAC 02T .0504(h), provide a complete Division certified laboratory chemical analysis of the effluent to be
irrigated for the following parameters (For new facilities, an analysis fi-o2n a similar facility's effluent is acceptable):
❑ Ammonia Nitrogen (NH3-N)
❑ Calcium
❑ Chemical Oxygen Demand (COD)
❑ Chloride
❑ Fecal Coliform
❑ 5-day Biochemical Oxygen Demand (BOD5)
❑ Magnesium
❑ Nitrate Nitrogen (NO3-N)
❑ pH
❑ Phenol
❑ Sodium
❑ Sodium Adsorption Ratio (SAR)
❑ Total Dissolved Solids
❑ Total Kjeldahl Nitrogen (TKN)
❑ Total Organic Carbon
❑ Total Phosphorus
❑ Total Trihalomethanes
❑ Total Volatile Organic Compounds
❑ Toxicity Test Parameters
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES
WATER QUALITY PERMITTING SECTION
NON -DISCHARGE PERMITTING UNIT
By U.S. Postal Service:
1617 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1617
TELEPHONE NUMBER: [phone]
By Courier/Special Deliverx:
512 N. SALISBURY ST.
RALEIGH, NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR FORM: WWIS 06-16 & SUPPORTING DOCUMENTATION Page 6 of 6

State of North Carolina
13WR Department of Environmental Quality
Division of Water Resources
15A NCAC 02T .0500 — WASTEWATER IRRIGATION SYSTEMS
Divislon of Water Resources FORM: WWIS 06-16
I. APPLICANT INFORMATION:
1. AppIicant's name: Arauco North America Inc.
2. Applicant type: ❑ Individual ® Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State ❑ Municipal ❑ County
3. Signature authority's name: Jeff McMillian per 15A NCAC 02T .0106(b) Title: Plant Manager
4. Applicant's mailing address: 985 Corinth Rd
City: Moncure State: NC Zip: 27559-
5. Applicant's contact information:
Phone number: 919) 545-5845 Email Address: [e-mail]
H. FACILITY INFORMATION:
1. Facility name: Arauco-Moncure W WTF
2. Facility status. Existing
3. Facility type: Major L 10,000 GPD or> 300 disposal acres)
4. Facility's physical address: 985 Corinth Rd
City. Moncure State: NC Zip: 27559- County: Chatham
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 35.6007' Longitude:-79,04060
Datum: NAD83 Level of accuracy: Nearest 10 seconds Method of measurement:
Conversion from state coordinate plane
6. USGS Map Name:
III. CONSULTANT INFORMATION:
1. Professional Engineer: Erik Messina
License Number: 045263 Firm: Civil & Environmental Consultants Inc.
Mailing address: 3701 Arco Corporate Dr, Suite 400
City: Charlotte State: NC
.Zip: 28273-
Phone number: 9$0 237-0373
Email Address: [e-mail]
2. Soil Scientist: NIA
License Number. Firm:
Mailing address:
City: State:
Zip:
Phone number:
Email Address:
3. Geologist: NIA
License Number: Firm:
Mailing address:
City: State:
Zip: -
Phone number: C_) =
Email Address:
4. Agronomist: NIA
Firm:
Mailing address:
City: State:
Zip: -
Phone number: (--) _-
Email Address:
FORM: WWIS 06-16 Page I of 12

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100:
1. Application type: ❑ New ® Major Modification ❑ Minor Modification
If a modification, provide the existing permit number: WQD003396 and most recent issuance date: March 26, 2020
2. Application fee: $395 -Standard - Major Facili - Major Mod
3. Does this project utilize public monies or lands? ❑ Yes or ® No
If yes, was an Environmental Assessment required under 15A NCAC 01 C? ❑ Yes or ❑ No
If yes, which final environmental document is submitted? ❑ Finding of No Significant Impact or ❑ Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility;
4. What is the status of the following perinits/certifications applicable to the subject facility?
Permit/Certification
Date
Submitted
Date
Approved
Permit/Certification
Number
Agency Reviewer
Collection System (Q > 200,000 GPD)
N/A
Dam Safety
N/A
Erosion & Sedimentation Control Plan
Pending
NCDEQ
Nationwide 12 / Section 404
N/A
Pretreatment
11/4/20
IUP 000042
City of Sanford
Sewer System
N/A
Stormwater Management Plan
12/1/20
NCS 000151
NC DEMLA
Wetlands 401
Pending
NCDEQ
Other:
N/A
5. What is the wastewater type? ❑ Domestic or M Industrial (See 15A NCAC 02T .0103(20))
Is there a Pretreatment Program in effect? ® Yes or ❑ No
Has a wastewater chemical analysis been submitted? ® Yes or ❑ No
6. Wastewater flow: 126,000 GPD
Limited by: ❑ Treatment, ❑ Storage, ® Field Hydraulics, ❑ Field Agronomics or ❑ Groundwater Mounding
7. Explain how the wastewater flow was determined: ❑ 15A NCAC 02T .0114 or ® representative Data
Has a flow reduction been approved under 15A NCAC 02T .0 114(f)? ❑ Yes or ® No
Establishment Type
Daily Design Flow "
No. of Units
Flow
Medium Density Fiberboard Process Wastewater
126000 gal/Day
1
126000 GPD
gav
GPD
gall
GPD
gall
GPD
gall
GPD
gall
GPD
Total
126000 GPD
a See 15A NCAC 02T .01 14(b), (d), (e)(1) and (e)(2), for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling, proposed unknown non-residential development uses; public access facilities located near high public use areas;
and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals as defined
in G.S. 42A-4).
FORM: WWIS 06-16 Page 2 of 12

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100 (continued):
8. What is the nearest 100-year flood elevation to the facility? 176.5 feet mean sea level. Source: FEMA
Are any treatment, storage or irrigation facilities located within the 100-year flood plain? ® Yes or ❑ No
If yes, which facilities are affected and what measures are being taken to protect them against flooding? Install Berms
If yes, has the Applicant submitted written documentation of compliance with § 143 Article 21 Part 67 ❑ Yes or ® No
9. Has the Applicant provided documentation of the presence or absence of threatened or endangered aquatic species utilizing
information provided by the Department's Natural Heritage Program? ® Yes or ❑ No
10. Does the facility have a proposed or existing groundwater monitoring well network? ® Yes or ❑ No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed:
If yes, complete the following table (NOTE — This table may be expanded for additional wells):
Well Name
Status
Latitude a
Longitude a
Gradient
Location
SMW-3
Active
35.609758"
-79.0420820
Cross Gradient
Inside Field
SMW-4
Active
35.6070980
-79.0409970
Cross Gradient
On Review Boundary
SMW-5
Active
35.6037310
-79.0396690
Cross Gradient
Inside Com liance Bonn
SMW-8
Active
35,6044210
-79.0392280
Cross Gradient
On Compliance Boundar
SMW-9
Active
35.605777"
-79.039875"
Cross Gradient
Inside Compliance Boun
SMW-18R
Active
35.611792"
-79.0475650
Up Gradient
Outside Compliance Bou
SMW-19
Active
35.6036740
-79.039313°
Down Gradient
On Coi liance Boundai
SMW-20
Active
35,6036760
-79.039286°
Down Gradient
Outside Compliance Bou
SMW-21
Active
35.6036890
-79.038612"
Down Gradient
Outside Compliance Bou
SCMS
Active
35.603707"
-79.038380-
Down Gradient
Outside Compliance Bou
a Provide the following latitude and longitude coordinate determination information:
Datum: UnknownLevel of accuracy: Unknown Method of measurement: Unknown
11. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
❑ Yes, ❑No or ®NIA
12. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FORM: DEV) been submitted?
❑ Yes, ❑No or ®NIA
13. If the Applicant is a Home/Property Owners' Association, has an Association Operational Agreement (FORM: HOA) been
submitted? ❑ Yes, ❑No or ®NIA
14. Demonstration of historical consideration for permit approval — 15A NCAC 02T ,0120:
Has the Applicant or any parent, subsidiary or other affiliate exhibited the following?
a. Has been convicted of environmental crones under Federal law or G.S. 143-2I5.613? ❑ Yes or ® No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or ® No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or ® No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or ® No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105 e 2 ? ❑ Yes or ® No
FORM: WWIS 06-16 Page 3 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA— 15A NCAC 02T .0505:
1. For the following parameters, provide the estimated influent concentrations and designed effluent concentrations as
determined in the Engineering Calculations, and utilized in the Agronomic Evaluation and Groundwater Modeling (if
applicable):
Parameter
Estimated Influent Concentration
Designed Effluent Concentration
(monthly average)
Ammonia Nitrogen (NH3-N)
103 mg/I,
59 mg/L
Biochemical Oxygen Demand (BODS)
10378 mg/L
710 mg/L
Fecal Coliforms
per 100 mL
Nitrate Nitrogen (NO3-N)
mg/L
3.4 mg/L
Nitrite Nitrogen (NO2-N)
mg/L
0.22 mg/L
Total Kjeldahl Nitrogen
mg/L
Total Nitrogen
mg/L
239 ing/L
Total Phosphorus
mg/L
20 mg/L
Total Suspended Solids (TSS)
6870 mg/L
2595 mg/L
2. Is flow equalization of at least 25% of the average daily flow provided? ® Yes or ❑ No
3. Does the treatment facility include any bypass or overflow lines? ❑ Yes or ® No
If yes, describe what treatment units are bypassed, why this is necessary, and where the bypass discharges:
4. Are multiple pumps provided wherever pumps are used? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(k)?
5. Check the appropriate box describing how power reliability will be provided in accordance with 15A NCAC 02T .0505(1):
❑ Automatically activated standby power supply onsite capable of powering all essential treatment units; or
❑ Approval from the Director that the facility:
➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks;
➢ Has sufficient storage capacity that no potential for overflow exists; and
➢ Can tolerate septic wastewater due to prolonged detention.
6. If the wastewater treatment system is located within the 100-year flood plain, are there water -tight seals on all treatment units
or a ininimuin of two feet protection from the I00-year flood plain elevation? ® Yes, ❑ No or ❑ N/A
7. In accordance with 15A NCAC 02T .0505(0), how many days of residuals storage are provided? 54.7
8. How does the Applicant propose to prohibit public access to the wastewater treatment and storage facilities? Only authorized
staff are allowed on site, and the property is fenced.
9. If an influent pump station is part of the proposed facility (i.e., within the wastewater treatment plant boundary), does the
influent pump station meet the design criteria in 15A NCAC 02T .0305(h)? ]] Yes, ❑ No, ® N/A — To be permitted
separately, or ❑ N/A — Gravity fed
10. If septic tanks are part of the wastewater treatment facility, do the septic tanks adhere to the standards in 15A NCAC 18A
.1900? ❑ Yes, ❑ No or ® N/A
FORM; WWIS 06-16 Page 4 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
11. Provide the requested treatment unit and mechanical equipment information:
a. PRELIMINARY/ PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
Treatment Unit
No. of
Units
I Manufacturer or
Material
Dimensions (ft) /
Spacings in(gallons)
Volume
Plan Sheet
Reference
Specification
I Reference
Flow Equalization
1
Clay -lined basin
9.3 MG
C300
Select
Select
Select
Select
b. SECONDARY / TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit
No. of
Units
Manufacturer or
Material
Dimensions (ft)
Volume
(gallons)
Plan Sheet
Reference
Specification
Refere��ce
Select
Select
Select
Select
Select
Select
Select
Select
c. DISINFECTION
No. of
Manufacturer or
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
I
Units
Material
(gallons)
Reference
Reference
Select
Select
➢ If chlorination is the proposed method of disinfection, specify detention time provided: minutes (NOTE — 30
minutes minimum required), and indicate what treatment unit chlorine contact occurs:
➢ if ultraviolet (UV) light is the proposed method of disinfection, specify the number of banks: , number of lamps
per bank: and maximum disinfection capacity: GPM.
d. RESIDUAL TREATMENT
No, of
Manufacturer or
Volume
Plan Sheet
Specification
Treatment Unit
Dimensions (ft)
Units
Material
(gallons)
Reference
Reference
Select
Select
FORM: WWIS 06-16 Page 5 of 12

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA -- 15A NCAC 02T .0505 (continued):
e. PUMPS
Location
No. of
Pumps
Purpose
Manufacturer /
T e
Capacity
Plan Sheet
Reference
Specification
Reference
GPM
TDH
f. BLOWERS
Location
No. of
No.
Units Served
Manufacturer 1
Type
Capacity
CF
Plan Sheet
Reference
Specification
I Reference
g. MIXERS
Location
No. of
Mixers
Units Served
Manufacturer I
Type
Power
h
Plan Sheet
Reference
Specification
Reference
h. RECORDING DEVICES & RELIABILITY
Device
No. of
Units
Location
Manufacturer
Maximum
Capacity
Plan Sheet
Reference
Specification
I Reference
Select
Select
Select
Select
i. EFFLUENT PUMP / FIELD DOSING TANK (IF APPLICABLE):
FORM: WWIS 06-16 Page 6 of 12

FORM: WWIS 06-16 Page 7 of 12

VI. EARTHEN IMPOUNDMENT DESIGN CRITERIA — I5A NCAC 02T .0505:
IF MORE THAN ONE IMPOUNDMENT, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. What is the earthen impoundment type? Facultative Lagoon
2. Storage Impoundment Coordinates (Decimal Degrees): Latitude: 35.6007' Longitude:-79.0406'
Datum: NAD83 Level of accuracy: Nearest 10 seconds Method of measurement:
Conversion from state coordinate plane
3. Do any impoundments include a discharge point (pipe, spillway, etc)? ® Yes or ❑ No
4. Are subsurface drains present beneath or around the impoundment to control groundwater elevation? ❑ Yes or ® No
5. Is the impoundment designed to receive surface runoff? ❑ Yes or ® No
If yes, what is the drainage area? ft', and was this runoff incorporated into the water balance? ❑ Yes or ❑ No
6. If a liner is present, how will it be protected fi•om wind driven wave action?: N/A - Clay liner is used
7. Will the earthen impoundment water be placed directly into or in contact with GA classified groundwater? ❑ Yes or ® No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
8. What is the depth to bedrock from the earthen impoundment bottom elevation? 22 ft
If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater than
I x 10-' cm/s? ❑ Yes, No or ® NIA
Has the Applicant provided predictive calculations or modeling demonstrating that surface
water or groundwater standards will not be contravened? ❑ Yes or ❑ No
If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ® N/A
9. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom
elevation, how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)? Com acted clay liner
10. if applicable, provide the specification page references for the liner installation and testing requirements: Compacted Soil
Liner - 31 01 20
1 L If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ® Yes or ❑ No
12. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
Liner type:
® clay
❑ Synthetic
Top of cmbankinent elevation:
178.50 ft
❑ Other
I ❑ Unlined
Liner hydraulic conductivity:
1.0 x 101 cm/s
Freeboard elevation:
8.0 ft
Hazard class:
Select
Toe of slope elevation:
168 ft
Designed frecboard:
8.0 ft
Impoundment bottom elevation:
162 ft
Total volume:
1,235,064 ft'
9,238,279
gallons
Mean seasonal high water table depth:
146 ft
Effective volume:
921,075 ft
889,641 ,
6llons
Embankment slope:
3 : I
Effective storage time:
54.7 days
Top of dam water surface area:
206,770 ft2
Plan Sheet Reference:
C300
Freeboard elevation water surface area:
163,725 ft2
Specification Section:
Structural Fill - 3101 10
Bottom of impoundment surface area:
59,625 ft'
NOTE -- The effective volume shall be the volume between the two foot freeboard elevation and the: (1) pump intake pipe
elevation; (2) impoundment bottom elevation or (3) mean seasonal high water table, whichever is closest to the Wro foot
freeboard elevation.
FORM: WWIS 06-16 Page 8 of 12

VII. IRRIGATION SYSTEM DESIGN CRITERIA — 15A NCAC 02T ,0505:
I . Provide the minimum depth to the seasonal high water table within the irrigation area:
NOTE — The vertical separation between the seasonal high water table and the ground surface shall be at least one foot.
2. Are there any artificial drainage or water movement structures (e.g., surface water or groundwater) within 200 feet of the
irrigation area? ❑ Yes or ❑ No
If yes, were these structures addressed in the Soil Evaluation and/or Hydrogeologic Report, and are these structures to be
maintained or modified?
3. Soil Evaluation recommended loading rates (NOTE —This table may be expanded for additional soil series):
Soil Series
)Melds withinRecommended
Soil Series
Loading Rate
in/hr
Recommended
Loading Rate
in/ r
Annual /Seasonal
Loadin g
If Seasonal, list
appropriate
months
Select
Select
Select
Select
Select
Select
4. Are the designed loading rates less than or equal to Soil Evaluation recommcnded loading rates? ❑ Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505(n)?
5. How does the Applicant propose to prohibit public access to the irrigation system?
6. Has the irrigation system been equipped with a flow meter to accurately determine the volume of effluent applied to each
field as listed in V11.8.? ❑ Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0505 t ?
7. Provide the required cover crop information and demonstrate the effluent will be applied at or below agronomic rates:
Cover Crop
Soil Series
% Slope
Nitrogen Uptake Rate
lbs/ae r
.Phosphorus Uptake
Rate lbs/ac• r
a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained:
b. Proposed nitrogen mineralization rate:
c. Proposed nitrogen volatilization rate:
d. Minirnuin irrigation area fi-om the Agronomist Evaluation's nitrogen balance: ft2
e. Minimum irrigation area fi•om the Agronomist Evaluation's phosphorus balance: ft2
f. Minimum irrigation area from the water balance: ft2
FORM: WW1S 06-16 Page 9 of 12

VII. IRRIGATION SYSTEM DESIGN CRITERIA —15A NCAC 02T .0505 (continued):
8. Field Information (NOTE — This table may be expanded for additional fields):
Field
Area
(acres)
Dominant
Soil Series
Designed
Loading
Rate
inlhr
Designed
Loading
Rate
(in/ !)
Latitude A
Longitude
Waterbody
Stream Index
No. b
Classification
a
o
0
0
a
o
o
a
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
D
o
O
O
O
O
D
O
O
O
O
0
O
O
Total
a Provide the following latitude and longitude coordinate determination information:
Datum: Select Level of accuracy: Select Method of measurement: Select
b For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: ht!p:Hdeq.nc.gov/about/divisions/water-resources/planning/classification-standards/classifications
Spray Irrigation Design Elements
Drip Irrigation Design Elements
Nozzle wetted diameter:
ft
Emitter wetted area:
ftZ
Nozzle wetted area:
ft2
Distance between laterals:
ft
Nozzle capacity:
GPM
Distance between emitters:
ft
Nozzle manufacturer/inodel:
/
Emitter capacity:
GPH
Elevation of highest nozzle:
ft
Emitter manufacturer/model:
/
Specification Section:
Elevation of highest emitter:
ft
Specification Section:
FORM: WW1S 06-46 Page 10 of 12

VIII. SETBACKS — 15A NCAC 02T .0506:
1. Does the project comply with all setbacks found in the river basin rules (15A NCAC 02B .0200)? ® Yes or ❑ No
If no, list non -compliant setbacks:
2. Have any setback waivers been obtained in order to comply with 15A NCAC 02T .506(a) and .0506(b)? ❑ Yes or ® No
If yes, have these waivers been written, notarized and signed by all parties involved and recorded with the County Register of
Deeds? ❑ Yes or ❑ No
3. Provide the minimum field observed distances (ft) for each setback parameter to the irrigation system and treatment/storage
units (NOTE — Distances greater than 500 feet may be marked NIA):
Setback Parameter
Irrigation
System'
Treatment /
Ntorage Unit
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the pro'ect site
NIA
Any habitable residence or place of assembly owned by the Permittee to be maintained as
art of the roject site
Any private or public water supply source
N/A
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
80,
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
Subsurface groundwater lowering drainage systems
Surface water diversions (ephemeral streams, waterways, ditches)
Any well with exception of monitoring wells
NIA
Any properly line
60'
Top of slope of embankments or cuts of two feet or more in vertical height
Any water line from a disposal system
Any swimming pool
Public right of way
Nitrification field
Any building foundation or basement
Impounded public water supplies
Public shallow groundwater supply (less than 50 feet deep)
4. Does the Applicant intend on complying with 15A NCAC 02T .0506(c) in order to have reduced irrigation setbacks to
property lines? ❑ Yes or ® No
If yes, complete the following table by providing the required concentrations as determined in the Engineering Calculations:
Estimated Influent
Designed Effluent
Designed Effluent
Parameter
Concentration
Concentration
Concentration
__(monthly averse)
(daily maximum
Ammonia Nitrogen (NH3-N)
mg/L
mg/L
mg/L
Biochemical Oxygen Demand
mg/L
mg/L
mg/L
(BODs)
Fecal Coliforms
per 100 mL
per 100 mL
Total Suspended Solids (TSS)
mg/L
mg/L
mg/L
Turbidity
NTU
FORM: WWIS 06-16 Page 1 1 of I2

IX. COASTAL WASTE TREATMENT DISPOSAL REQUIREMENTS— 15A NCAC 02H .0400:
1. Is this facility located in a Coastal Area as defined per 15A NCAC 02H .0403? ❑ Yes or ® No
For assistance determining if the facility is located within the Coastal Area, a reference snap may be downloaded at: Coastal
Areas Boundary.
2. Is this an Interim Treatment and Disposal Facility per 15A NCAC 02H .0404(g)? ❑ Yes or ®No
NOTE — Interim facilities do not include County and Municipal area -wide collection and treatment systems.
IF ANSWERED YES TO ITEMS IX.1. AND IX.2., THEN COMPLETE ITEMS IX.3. THROUGH IX.17.
3. Is equalization of at least 25% of the average daily flow provided? ❑ Yes or ❑ No
4. How will noise and odor be controlled?
5. Is an automatically activated standby power source provided? ❑ Yes or ❑ No
6. Are all essential treatment units provided in duplicate? ❑ Yes or ❑ No
NOTE — Per 15A NCAC 02T .0103(16), essential treatment units are defined as any unit associated with the wastewater
treatment process whose loss would likely render the facility incapable of meeting the required performance criteria, including
aeration units or other main treatment units, clarification equipment, filters, disinfection equipment, pumps and blowers.
7. Are the disposal units (i.c., irrigation fields) provided in duplicate (e.g., more than one field)? ❑ Yes or ❑ No
8. Is there an impounded public surface water supply within 500 feet of the wetted area? ❑ Yes or ❑ No
9. Is there a public shallow groundwater supply (less than 50 feet deep) within 500 feet of the wetted area? ❑ Yes or ❑ No
10. is there a private groundwater supply within 100 feet of the wetted area? ❑ Yes or ❑ No
11. Are there any SA classified waters within 100 feet of the wetted area? ❑ Yes or ❑ No
I2. Are there any non -SA classified waters within 50 feet of the wetted area? ❑ Yes or ❑ No
13. Are there any surface water diversions (i.e., drainage ditches) within 25 feet of the wetted area? ❑ Yes or ❑ No
14. Per the requirements in 15A NCAC 021-1.0404(g)(7), how much green area is provided? fl
15. Is the green area clearly delineated on the plans? ❑ Yes or ❑ No
16. Is the spray irrigation wetted area within 200 feet of any adjoining properties? ❑ Yes, ❑ No or ❑ NIA (i.e., drip irrigation)
17. Does the designed annual loading rate exceed 91 inches? ❑ Yes or ❑ No
FORM: WWIS 06-16 Page 12 of 12

Professional Engincer's Certification:
I1- ,ILI- Ss'L o ?L <�"' /' y attest that this application for
(Professional Engineer's name from Application ter'ter�IH.(([)
(Facility name from Application Item I1.1)
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications, engineering
calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best of my knowledge the
proposed design has been prepared in accordance with this application package and its instructions, as well as all applicable regulations
and statutes. Although other professionals may have developed certain portions of this submittal package, inclusion ofthese materials
under my signature and seal signifies that 1 have reviewed this material and have judged it to be consistent with the proposed design.
NOTE — In accordance with General Statutes 143-215.6A and 143-215.613, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000, as well as civil penalties up to $25,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
Applicant's Certification per .15A NCAC 02T .0106(h):
1s t-thfj
;oo+1{1111111/f/ff���I/,
1 to LC //AA11 "
Of
Z
0
(Signature Authority's name & title from Application Item I.3.)
(Facility name from Application Item 11.1.)
est that this application for
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/oreriminal prosecution. I will make no claim against the Division of Water Resources should a condition
ofthis permit be violated. I also understand that if all required parts ofthis application package are not completed and that if all required
supporting information and attachments are not included, this application package will be returned to me as incomplete. I further certify
that the Applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater facility without
proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are compliant with any
active compliance schedule, and do not have any overdue annual fees per 15A NCAC 02T .0105(cl.
NOTE — in accordance with General Statutes 143-215.6A and 143-2[5.6B, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000 as well as civil penalties up to $25,000 per violation.
Signature:
Date: Z+ 3 7"2 l
FORM: WWIS 06-16 Page 13 of 12

APPENDIX B
PROCESS FLOW SCHEMATIC

..._.......
Q
_ J
'
I
E
e
•f
yjj.
jjfE{'E{
i
r-
.......I.
I
fill
'
P
-- ------- - -- --
t III „
i
r � ,
fj{Fi' V k a i i
..._.
I
i
2
FFF �
IS#
I
i
i
I 'f
kf�3

APPENDIX C
INFLUENT WASTEWATER CHARACTERIZATION
LABORATORY DATA

CEC Project Na. 195-440
W &n.—t.x Chnr=dcru-nrion Tnblc
CEC Pr jcct No. 105440
M®�aarrrrr®r®rr■���r�r■■
®®�
�—
��rirr�■r��arr�a�■rrNr��®
■r�r■■����
�����■®®®®�®�®■®
���rrrr�r■a�a■rrrrr�®��■
■ram■®�■®�
�■®��rrr�r���
����ws��a��r■rm�ur■©�®
�■irr.�r���rrr
�r_��®�®�®■■
aa
r���rrr��r�r�®�
�®®
�rr•�aaa
����■sue
rrr�r_��r•a
®rrr�r■■■■��
®®r■rrrr�rrr®
®®o
®■®®
�®�
�r•crrrcr•■�r■■a�
®�®�®®
����rrrrw�rrr•a
ror�■®®■rice®®®�■�
r��
rrwr■riw■■a�■rrr�
r•rrrirrr�w�r■�aa
®®■■■m�rr��r�rrr�®®r�®®
�r_��■�a
�®err®®�®®�
�■
��ri■rr��rrr�w■
�■■r��r�r■�r��■�rrrr�r�r�w��r■rrr�
ter■
��rrrrrr�a
a®®ram®®■rrr��®�
�s_■r�rrwr�a
■��®�■®��®
13F Bialilnr 131-dann
SpU Squcr c Watur from rm,
SCBR M¢in Scmbbc BI—d—
OWS CiNNntcr Snur¢mr EMot
4f7/2020 diavoEvcd :w>lglcv :un — 47'_0/20
MOM,
Tull 200 7
ahmta here
flnrdnyvenn be cnlimated b¢ecd on mctdv anoliscv. Rcicr to lnb p

APPENDIX D
ENGINEERING CALCULATIONS

1.1 BASIS OF DESIGN
It is proposed to raise the berm surrounding existing Pond 5D from an elevation of 172.50 to an
elevation of 178.50. This will bring the top of berm to an elevation that is 2.0 feet above the FEMA
Flood Elevation of 176.50 determined in this area for Shaddox Creek as shown on FEMA FIRM Map
3710968700K. The intent of the design is to maintain the volume of existing Pond 5D without changing
the working elevation of the pond. By maintaining the working elevation of the pond, the need to
change upstream process piping is avoided. The existing Pond 5D has a top of berm elevation of 172.50,
and a working elevation of 170.50. The bottom of pond varies from 161.00 to 165.00. The existing and
proposed volume calculations are shown in Table 1.0 below. The numbers were derived using existing
and proposed one -foot contours and applying the conic method to determine the volume of pond.
TABLE
1.0 - POND 5D VOLUMES
ITEM
MEASUREMENT
UNIT OF
MEASUREMENT
UNIT OF
MEASUREMENT
MEASUREMENT
EXISTING POND
VOLUME TO
TOP OF BERM
1,127,520
CF
8,433,850
GAL
ELEVATION
(ELEV.=172.50)
EXISTING POND
EFFECTIVE
834,099
CF
6,216,621
GAL
VOLUME
(ELEV.=170.50)
PROPOSED
POND VOLUME
TO ELEVATION
1,235,064
CF
9,238,279
GAL
OF PREVIOUS
BERM
(ELEV.=172.50)
PROPOSED
POND
EFFECTIVE
921,075
CF
6,889,641
GAL
VOLUME
(ELEV.=170.50)
Civil & Environmental Consultants, Inc.

TABLE 2.0 - POND 5C VOLUMES
ITEM
MEASUREMENT
NITOFMEASUREMENT
NITOF
MEASUREMENT
MEASUREMENT
EXISTING POND
VOLUME TO
TOP OF BERM
1,106,426
CF
8,276,641
GAL
ELEVATION
(ELEV.=172.50)
EXISTING POND
EFFECTIVE
780,781
CF
5,840,647
GAL
VOLUME
(ELEV.=170.50)
PROPOSED
POND VOLUME
TO ELEVATION
572,452
CF
4,282,238
GAL
OF PREVIOUS
BERM
(ELEV.=172.50)
PROPOSED
POND
EFFECTIVE
377,006
CF
2,820,201
GAL
VOLUME
(ELEV.=170.50)
TABLE 1.0 -
COMBINED POND VOLUMES
ITEM
MEASUREMENT
NITOFMEASUREMENT
NITOF
MEASUREMENT
MEASUREMENT
EXISTING POND
VOLUME TO
TOP OF BERM
2,233,946
CF
16,710,491
GAL
ELEVATION
(ELEV.=172.50)
EXISTING POND
EFFECTIVE
1,614,880
CF
12,057,268
GAL
VOLUME
(ELEV.=170.50)
PROPOSED
POND VOLUME
TO ELEVATION
1,807,516
CF
13,520,517
GAL
OF PREVIOUS
BERM
(ELEV.=172.50)
PROPOSED
POND
EFFECTIVE
1,298,081
CF
9,709,842
GAL
VOLUME
(ELEV.=170.50)
Civil & Environmental Consultants, Inc.

APPENDIX E
PROPERTY OWNERSHIP DOCUMENTATION

SOSID: 1238079
Date Filed: 3127/2019 2,28:00 PM
Elaine F. Marshall
North Carolina Secretary of State
STATE--
C2419 478 41444
Secretary of State
Corporations Division
313 West Tower
2 Martin Luther King, Jr. Dr.
Atlanta, Georgia 30334-1530
CERTIFICATE OF MEERGER
I, Robyn A. Crittenden, the Secretary, of.Siate and -the .Corporation Commissioner of the State of
Georgia, do hereby issue this certificate,pursuant to Titl - 4-of the Official Code of Georgia Annotated
certifying that articles or a certificate'of merger and fees have been`filea-regarding the merger of the below
entities, effective as of 1213112018..Attaehed is'a true and correci,eopy of the -said filing.
Surviving Entity:
Flakebaard America Limited, a Foreign Profit Corporation tip'!` +�
Nonsurviving Entity/Entities: i•ti'�'�
f t 3
ARAUCO PANELS USA,' LLC, a Domestic Limited Liability Company
11
r � y;. ,
WITNESS my Land and official seal in the City of Atlanta
and the State of Georgia on 12/26/201 S.
Robyn A. Crittenden
Secretary of State

ARTICL 99 OP MARGER
or
ARAUCO..PANELS-DSAt LL.0
Wfffl AND WO O
FLATIMIDARD AMWCA ' LIMMID
December 3l, 2015
Pursuant .to Section 141140a of the Geeor& Ottlted .liability Coitpatty Act (the
" cep), the undersigned dabs hembywiffy, as follows:
L
The t1aa91e5 of the tnorging entities are Arauco Pa nets USA, LLC, a rgia lia�iied
liability company (the "EulLglej, and Flakeboard America Limited, a Delaw&e coiporatidn (t '
. "St�rviven �ntitv').
11.
pursuant town Agreernenl and Plan of Merger (ttie rarge
with and into the Surviving &tlty. The Surviviug 90ty Will 'be the' survivihA'-panty in the
Merger.
1rr,
The Merger shall become effective as of December31, 2016 60'1;59p.m, €T,
1V,
As provided for in the Plan of Merger, the Certificate of S enToration of the Surviving
]entity shall continue as t1'ae C'ertika;te of incorporation of the Surviving Entity.
V.
The Bylaws of the Sur wing Entity shall continue in hall force aind'effect-as the byl4ws of
the gurviving gndty,
V[.
An executed copy of the -Plan of Merger is on file at the principal place of baidness-of IN
Surviving Wily,- which is located at 400 Perimeter Center Tetrace, Suite 750,-Ad antn, flwgia
30346, A copy of the Plan bf Merger will be furnished by the Surviving Rtkt , on request and
without cost, to any member or stockholder of either entity that Is a party to the Meter.
411.7556-65".1

iF
VTI.
krsuafic-W 80flon. 14-1 I-Sbj Of the Code, tW Merger true been duly,authodzed and
appTowd by the mquisita vbtn of -tba managerand sole madbef of the Dante n*pd by the bored:
old (Itest"kh6ldeis oftM-Stfi-viving utity.
401-2$SUM.9
15

EN INVEMOS9 WHEOV A Surviving IFAflty has �*uwA tEm Mcle;-of Mergar to
bO SiW bY its authorized Oker as of the date first wditen above,
R
48-If-W64M3
- 011
FIW!
PAJ _1'

A GREEMEMT AND ]PLAN OF ME,11GER
Ci
L O-PANSLS USA,1�LC
(a dwr& limited llabiilty company)
lt'lY art- \ .... 'o.
FLAMMOARD A.MERICA LIMITED
ED
(a Delawhre corporation)
THIS.AGif1la M A P 1► OF GER (the ., ") is dated as of
December 31.,.2Qf11, :g5' artd mnatig.Anum Pan0s USA, LW n'Geor ,llntlted °liability
snrnpany (" "), ohd� kaboard.Atnerica Unified, a Pelawar+e -Coqipdraftfl '("EWI and
togetheritli Pelsf'ihe ".�„, ts` u;ntntitles"y.
WITNESSETH:
W HEREASf upon and subject to the terms and conditions set forth herein, Panels desires
to Merge with acid Ihto PA1,., with VAL, as the surviving corporatlon of Such merger (the
"Merger").
NOW, THEREFORE. in consideration of the premises and the ttnttttW. covenants and
agreements herein contained, the parties do hereby agree as follows.
SECTION 1
THE ii?. ItOER; ADI)IiT ONAL ACTIONS
1.1 IbUftw Upon .the tenW and subjeel to the. conditions -of this Agreement and
in accordance with pp'plic'able taws, at the "Effeedve Tfine' (us defined below); Panels shall be
merged into PAL acid the saparUe existence Of Panels shall thereupon cease. PAID shall be the
surviving cotpormion- iti the Mt rge'r (rffet red to bemia m the ";;urv'vi �,l ntitv"), The
Surviving Entity shall -have the name "Amato Nortb Atnerka, Inc.."
1.2 ifective _`fI E.• The Merger shWI be etfCcd* Olt -Dee=744 31, 2018-at 11:59
P.M. ET
1.3 Efi`ea bf lvleraer, At the Effective Time, the separate existence of Panels shall
cease, and the Merger will have the effects -Set .f0A In the Delaware GenerA CorPor4ilcm Law
and the GeorgixLimited. UnWity Company Act. Without Iinuting the foregoing, at the Effective
Time: title to all Teal estate and tither property (including Intellectual property) owned by Panels
shall be vasted in PAL. without reversion or impairment; PAL shall have all liabilitles of Panels;
and any proceeding pending against Panels may be continded as if the Merger tud not occur or
PAL may be substlwtod in t6o proteedlug for Panels.

I A Qgj cate ration and l3yiuws.
(a) ' rca ti The Canificate of Incorporation of FAL to
effect immediately prior to the Effec4ve Time of the ledger shall be dW Cortiflcate of
Incorporation of the Surviving FAtity, The Ce"ifieate of Incorporation of the Surviving Entity
Oat) be atneaded by deleting the text of Articic I in its. entirety and replacing it with the
following.. '"cite irnrrto of the earpQration is Armco north Arntrica', Inc." All other provisiom of
the Certificate of incorpotmlod shall remain unchanged.
(b) Dvltt vst .'Tire bylaws of FA rL in effect" ImMediateiy prior to the Effective
Time of the Merger shall be the bylaws of the Surviving Entity unless and until•amaded or
repeated as provided by law. by the Cetlificate of Incorporation of the 5urvivink Entity, or by the
bylaws of the Surviving Entity.
1.5 Md (letters. The directors and officers of FAL immediately prior to
the Effective 711nte of the Merger shall be the Directors and Officers of the Surviving Entity,
until their successors shall httve baen elected and shall qualify or Until olherwlse provided by
law, by the Certiflcate of Incorporation of the Surviving Entity, or by the bylaws of the Surviving
Entity.
1.6 IMsferloob. At the Effective Time, the interest tmasfer btsaks of panels shall
be closed and no nimsfcr of any Interest of the Panels shall thereafter be recorded,
1.7 Eumq rt: Aummore5. If, at any time after the Effective 'Time of the Merger, ttm
Surviving Entity shall conslder or be advised that any deeds, bills or sale, imignrftnts,
ussurnn®es, or any Other actions Or things are rracessary or desirable to vest, pa&a-or confirm of
m =rd or otherwise in the Sarviving Entity, its right, We or interest itt, to of under any of the
tights, propeaies or trssets of Panels -acquired or to be acquired'by the Surviving Entity, as a
result Of, Or in coaae don with, the'Merger or to Otherwise emy out this Agreement, the officers
and directors of the Surviving Entity slick, and hereby are auihorireed to, execute and deliver, in
the name and an behalf of the Constituent Entities or othetWise, all such de*, bills of sale,
assignments and asuranres and to take and do, in the mane and on behalf of the Constituent
Entities or othetwisc, all sUh othee aetlons and things as may be neousary or desfrable to vest,
Perfect or conffm'any and ell ought, title and 1ntemM in, to and tinder Such tights, pioperties or
sets in the 3uMving Endty Or to otherwise carry alit tftis Agee mew,
SECHON 2
TERMS OF THE T ANSAMON
2.1 At the Effeceive Time, by virtue Of the Merger and without arty action on The part
of the haidets thereof, all issbed and outstanding membership interests of panels shall be
surrendcrredi to the Surviving .Entity for cancellation And shall not be converted Or exchanged in
any manner.
2.2 This Agreement is part of a "plan of reorganization" (as defaned in U.S. Ttensury
Regulation Section 1.365-2(g)), The parties intend that The transactions contemplated hereby
shall be treated as part of a reorganization that satisfies the requirements of Section 369 (a)(1)(A)
2 4aao core aaaas

and, in the alternative. Section 368 (a)(1)(D) of the U,S. Intomal Revenue Code of 1986, as
amended.
SEMON 3
MISCELLANEOUS
3.1 a t. This Agreement, constitutes the scale twildmWdIng of the
paxtics with respect to tic* subjc-ct ratter hereof; provided,`tmwever, that this pravisigh is not
Intended to abrvgate-any other written agtcernent between the ptrrties executet( w)th or afier this
Agreement.
3.2 This Agmemmt may be tema nated and the Merger.abandonod at
MY tune pr€or to making approprittte flings with thm Secretary of State. f-d gia turd the
Seeretaty of State of IJelMby action taken by the ftpe6tive governing bodies of the
Constituent Entides,
3,3 . This Ag mat may executed -IA any.tjumbef txf corttnt rts,
tech o(which sha!(-far�ell purposes be deemed to to an original and all of which shall constitute
the same instrument.
3A KWIfin, The headings of the Sections and-parigmphs of;this-Agmtruent ft
t;
Inserted for cotiv6fem ortly acid shall riot be doomed to ennstltotte part of thls ggreeatent or to
affect the ronstructioa then` 6E
.3.5 9overn;rr 1. I This Agrement Is executed by the panics here a in and shall be
construed in accordant mAth and governed by the laws of the Statd of l)elawajj without giving
effeet to tiro principles. of conAicts of law thereof.
(Signatures appear on next page]
A�4U-3523GU�fL3

.t. 7
J.
IN WITNESS WMMOV, each of tha Constituent Entities has card this Agreement to
be metfted by its duty authorized officers, as of the date Rust above written.
.AI BOARD A RICA LMffED,
a Dalaware co radon
By, _
Name: '4 G
A AUCO PA LS VISA, UC,
A Georgia firnited liability company
By,
Nam rti ,r .t
0
Gjtrs .uS
4 asao :sz�•s��r3

Delaware,
Page 1
The First State
X, JEPFPXY W. BULLOCK, SECRETARY OF STATE OF THE STATE Or,
DELAWARE, DO HEREBY CERTIFY THAT THE SAID "FLAKEBOARD ANERTCA
LIMITED", FXLED A CERTXFXCATE Or AERGER, CHANGING ITS .NAME TO
"ARAUCO NORTH AMERTCA, XNC. " ON THE TLi'XRTY-FIRST DAY OF
DECEMER, A.D. 2018, AT 3 : 54 O'CLOCK P.M.
AND X DO HEREBY FURTHER CERTII`Y THAT THE EFFECTIVE DA!VE OF
THE AFORESAID CERTIFICATE OF MERGER XS THE TRZRTY--FXR;ST DAY OF
DECEMBER, A.D. 2018 AT 11:.5.9 O'CLOCK P.M.
4176871 8320
5R# 20190788799
You may verlfythis certificate online at corp.delaware.govjauthver.shtmt
JaT7vaYW.S�iase.Yuats�t®ryc�Stela ]
Authentication: 202213801
Date: 02-06-19

APPENDIX F
SITE MAPS

- - --- - - - - - - - + ,' - ate- -' ,. - - ` ti — . ; -, , { • , . - f W
ills T2
1 ' `' • n • �' N LL - I
eoll
C _ � � � s .l ♦'//jpy � � + ,;�� %�•Y►� ��w�'wr►•r ' - .. r` � +k�,,����; ,� g�e8 U � O ❑LIP
..
W U U) D w
�� a ��t C7 fig° Q ❑m C3
y�C� •r`�• , am\�r + LLj wO(❑Q
�%W Y
�US
M r �• - r�+1\` a `'� :+ 1.. V Q •-!. 3` O U u) a-
sf / \ Q LL re�a 3
�e }® j Z % �� � Min- O Z Z
'tag 14 z N II� CL Q Ln sc='S = °< Ll J QIL CC
j
As I
CID
IL
100
+ . I tt.-
+r i 1 Q LO 1 ~ Q - t I ` I x �' ts+ -• '� U
4a cm
� I l ! + ti P-4 -
cl w
> U ci
*" 1 � 'ice .� �`' •_y ', + d' r.� +, ,� �
/ , "\ i c' % . (L) crj --3 C)
IN
00
co
yy�
• `' r. + i i ' . ,�`_ } \I J I I 1 I r• a0 1' +'iIt
:O� , a %
N Ir. d ".}�"�. r 1 I1 1 1 u) LL / c, ' _ C'7 Cl
�^\ i•`'� 5•f ''i {i , tar r rii • 1 O I1 Q- ,\ I r 7 • f�- lV ❑ I ' c ,' (j
V } . t, '� f+e. t. A• tr ', • � r i (%j j/ \ / �� !�_. ♦ +fir' ❑ Z Q. ` {,,, i Q
"`+ - � � 'r - + �.• { 4� .yam -' . t � '. t I �, '� ��rr�dP ` t Lam[ A. —r �,'' � 0 �1-• � � y Q •�
CORN TH ROAD, I .. .� `,
Lli
CSC COILPORATION 10"T-Of-W r{ * . ^: 1 , f ' 1 Q
GHT-OP-WAY i ti H d� U I U 0
_-
Ld
LL-
<t {f�•�,�. 1 U
6a Q r w
+["+� c a C4
let
�1 fMIX
r- tbvU►f. �6 c O a I'� ac 's•3'9G• o o `o ccL
LL
w U
Z tM f r ti F i A s 1. Ilr 4 i os, c mom' a �o o z�Cn
Q 1 � %+ - _ z ':=; +`tr �. J:p ` m E `m,•, �_ OO Z LL 0
OI. M4 •1, `�, .I t { _r�TS�w tr, ' - n vl o� �� C14 YUH6!
h 2' 4 0 Di c 2 ti p W H L7 t+J
p ' • v �� I �+ ' r fr� �r - r� � r. -3 ° � �3 Ra + M a a n y ? � s U U a Z a N
_ ''+ir .t • tI +• + �" a•'+7 f 1 t f.l HAW RIVV-R igv °i�t _ • n tip. ca x v u �' o W >
n r -'� 'fx �,`r,�� , 1 i 11 ,7U.� '! , ' { i/ ' jL "� • {• 'n •"' ...� 'Yr't'��i 1+-:� �a?4 .. .:G �� { �.r� `�'�wl W Q O'K Fti 7F�iJ �' (n �W a
` t 4• '�' / 5 / �•' ► - f.— `.- e . +r- y �T� 'Y r ��`•' "rta_,'a.�"'�i l + t•�rx''}ter `r`� L•e;e•F: n •r 4 `b� i" w t•• ��„ , La ZD
�Y �(WjJ Z z
W m W Z
6 w
CD LL
Y

.. __ _ ._ -_ --_ _—.ice. _ .. _ _ • _ _ __ - _ _ .. _ ___- ___- 1J \ _" __. - _.-'. - _.- � _ a-
14
wr
�1\�� r�br` �I\ oo ^Y.-- r \, \ Y `* ' ` o'f z z
{-,/r"A� I � �•�! � � \`- I
/.•:- err-...1 �,�• ?
�I � +T �.' - J' _Y�" w �+�^, `\� / \`� ,���'w' ` /�' i`'IF� /Ir•! \` F.., ' � J w q t � � Q O z �
o' •"� • _ a / I �Y , '' // / F �$ S a C I L �' d
a r-- o z
=LL
�. y f _ �, o
4 --�►/ \\ ' .y oat 5 � �' {� Ll �
aaacc z
3O W a.� ❑co
Wz D �a— O Dfr
1 / ♦ ` ter/ 1 �..r./ � a � � ��' �a U U O
cA
Z) z
`\` �• °�i` I� \/ /r, rr\+ — ` // r^rr*� /♦ r1�r,..r� jw a g
Q o fl
�Ego O c-
/ �a Yk+•a i J \�r�I �'^�► rr tirr—/^ti/ / / j f�ti1 �— 'tl 2; m O
Irdr
~ * ~-�_I-- z
/(- ',� �r,I , J /Ii '�,�} 1 !`+' 1 { ` �/ J ♦ \�� / j /
/ � `� '\ •�`L +r el 1i U
/ �}� •� �,• I •�/" Q,r y / r ^t } / _— IF �•'\✓✓ I/� /✓' / /y FA`� —) 1 Ur^~ I ice"^\
/ , .. ! ui
rL O
'• r1' �` 1/ 1 . � I . - I I �r� I I� i r�� t \ ! � �"'�,� �� a oC
ir G� a' r / \ r 1 Q N
1.0
/' li�� \' it / .•''/ �j; . / 4c+`v
C.k N
\r•�, q ���•. 'F '�.. _ _ ; ` / � // r�Y— i 4 1 f Leh .1 , � ; �" \�^ / � � 0
I co
N Q
�� / I ►� / r I« q cw
E Icn
ar- i \ �t.n�AZI_ •, i*t /ter �.. \ / /i; ��-[ O w 0
.c U o
N N
w co
"'Fi NOV ..r � ` ! L ,;.►a s r A. a
. Ir" Ir i � j l� � /' /' ¢ f /` .� rn ir
j�l /rrlr Jf �p \ \\ \��_ J ��mF.. 00
�' 1 I� 'i, ; 1. , y �// ri'/r'Yi ' fc /
�/ 1 1.��r�•r-.-...`..r=+��^ t _- // _^_ 0 __—_ - CQRINTHROAO .�' /
`�-~gam^'_'Z•�I �r.r- r�-._f_--�^� -+ Jo pj
ll00
5ifQl/ i;+i� //� /II J ♦\ R``\ f 1 ' I� a` u L� w
1 r r r/ ,k`` ^l� !— k . /, •d' �w
+• v'r \� :d tom% �`r- F l 'r j !a y / / / o�9&s� $uc _OH
~' *. /. ` \\'I ll $g°�W WUL
m ,+ + {, r � "{% ` { -� \ ♦ �1ti . Q IS S ago @ J R 0
.•R✓."'., e / + .\ti J� '�' 'd i I _� .�.� oc'woarv$$H� zQ
1 c E E p
E \ ! /. r.a R ij �, '�^� F /• J r— e' �1� f�., s aogoog�&r LL ]iU
w/ .! ', / ` i'•�by ` +Hci{l� s ca �a•g . .���. n ZzO�
°' I \ ' 11' �; \� —r✓^ 1 1 �^ ee �a g 9 g € o E O
r r I..-�`. ..`+\—r^`r `---^• r� .a�,a 3 .Oy s/Rr •a o n g g n_ Q o s Q WCV
O� v N. s /�\ {''k� '�' • i --- tl�c a' 4 r �� a �x���� �Sr o N �GOI_
~��``�� �'_ �
� ;j-�Z�°a� i•�r -a �w5">=' �5.$=aN
^\r� Q W ZW
I bey p 1Ry��1[(ER i••� y o 5.1�`r~ aa�a lQ'cz a-E )
O —/ I 1 G. , / ^� /� {� •\ Y '_{'� io{`L,' 3uf�aaa`��3 U Qw
pq Z S (f} Z W
iiJ o Vi
W W Z W
•J ! \ �} \ it F s" �� . i [t._ r 1 (n Z 0 z
ti \ter✓ tAl W m
LU
Zr

C
cl
12
Cc < o
j ---- -
CD
I 6
N a `Y W U I— w
�, : =, pro C)
of 00 U) 9 I 1 0.a Q z O C'3
8 �• i
f 1 _
Snsu `•I - , ' S ��+',• T r, J', ',�I IIlk-
`\. W,$Agg• O cc Lo
w O � 0 Q]
_ \ aEr
1D
W
-$�• + 1 1 o4a�> in
LU
! ilf ��•. � :. t-r-�.... -~ � I N 1. I 1` �! � / f .�, \� �- -�_ °��vu`ti � � �
_ .: .r•�f I �-Lf `,7.' �� r r w I ! _ - / ,- .. '•t',• ,� f 7 Z L¢L w
CO
h .w, U
r l I I r y
O .. `. +04,
�>t "11 `5. _ r �'-' I - _ f II 3'`l t 1 1� I •����^ �y rrA co Q m
co
fu
LL
N f~
N
co i
r' 4 I 14 •. i � � rn �
a
aco♦ —�—ram -� _ �' �~
CORINTHROAD- ' C K `o Z
~i Y t t �4 ,� 1 '� .t Z) w
4� to
Z ' f
Ow on m w n rn �+ m p ns
0, o ai ca nl oo ve m nl W m 1 ' '_+•:� ' i • 1
? v v r°'n m ai v m m m m {fit . r i +r4 ,rt� �i�� r `< ; _ "' li 3 El �' Z Z C71
._' �'y 9 0 oe o n Z C7 Z wO
�e ^� wE Na o — J0 N
l � yam+ �` ' I _ _ r ' I} � � .n. ``'` 3 a ti•»` � �_\• Q 1—
n a n n in .n .CO 0 n n >i 1 �� k�'.i q'j ,s-J•. ,� ly c Co
rn n m ,n .� m m m m 1 1 4 >✓ i I _ '` ,, "+,a it tS? f a-i'r Q- d m r m } Q W a LU
0 0 o P o .-I o 0 0 0�. •,• t. RIVER G` -� : �:, {� c & V f 0-
io m w ca m w m _n sn ti< - t 11 c y 1 .1 " I�. I HAW ,;, 'x �, \ p o E > 't'- .o a p [� Q }-
O iri vi vi ui vj ui ui vi ui vi 1 _ + - • . u j / 3£ " i f ~':i 2 U W UcD ) ❑ 12 U) liJ
m m rn m m m m m m m , ') •� I.� - F°� +ri .° wi• '$ a : „1 w z Z U1 Q
�' i71 + y FQ F �d y 1 C9 W W
- -,* • _I, 1 • *' r '-ir_s�-.s �' ty ,� Q�,'� JJ n z
00 En P12h-2
% 1 c W m Ld Z
� 61 r�l rl fY'A9 is "' 1 i o LL
LU
� vi of - .
T
y

APPENDIX G
EXISTING OPERATION & MAINTENANCE PLAN

Work Area
Site Wide Environmental
Document #
EHS MONCOM ENV 005
arauco
Document Owner
Environmental Manager
Revision #
001
Revision Contact
EHS MS Administrator
Revision Date
7/30/19
Arauco North America Inc
Moncure, NC
Wastewater Spray Irrigation System
Operation and Maintenance Plan
Permit No. WQ0003396
Revision Date; July 2019

Work Area
Site Wide Environmental
Document #
EHS MONCOM ENV 005
arauco
Document Owner
Environmental Manager
Revision #
001
Revision Contact
EHS MS Administrator
Revision Date
7/30/19
Table of Contents
System Description
11. Operational Function
III. Required System Maintenance
IV. Sludge Management
V. Safety Measures
VI. Spill Control Measures
VII. Contact Information
Revision Date: July 2019

Work Area
Site Wide Environmental
Document #
EHS MONCOM ENV 005
arauco
Document Owner
Environmental Manager
Revision #
001
Revision Contact
EHS MS Administrator
Revision Date
7/30/19
I. System Description
Spray Irrigation System:
For the operation of wastewater storage lagoon (Pond #5) modifications consisting of:
Installation of an earthen lagoon divider to separate Pond 45 into "Side C" 6.79 million
gallons (MG) — to store rainwater, and "Side D" — 6.73 MG - to store process wastewater
from the existing PB and MDF mill; one 48.1 GPM mill water make pump (can also
transfer water from lagoon "Side C" to "Side D" if necessary)
For the continued operation of a 39,525 GPD wastewater treatment and surface irrigation
facility consisting of
A 13.52 MG clay lined wastewater storage lagoon (Pond 45); a grit settling pond (Pond
#4) to receive wastewater from Pond #5, made up of plant wastewater and wash down
water; a grit settling pond (Pond #1); a domestic wastewater package treatment plant
consisting of bar screen, a 7,000 galloon aeration, a 1,167 gallon secondary clarifier; a
1,047 gallon sludge holding tank, dual 36 cubic feet per minute (CFM) blowers, and a
185 gallon chlorine contact chamber equipped with tablet feed; an aerobic treatment pond
(Pond #2) to receive treated effluent from the domestic package treatment plant, in
addition to the wastewater from Ponds #1 and 4; secondary settling pond (Pond #3) to
receive the wastewater from Pond #2; a 500 GPM pump station to transfer treated
effluent from Pond 43 to the spray irrigation fields.
A center pivot irrigation system consisting of sprinkler nozzles averaging 11.5 GPM
divided into eight spray irrigation zones with a total irrigation area of 333.85 acres
II. Operational Function
Any blowdown water is taken to the dirty side of Pond #5, "Side D", treated though
Ponds #24, and disposed of on the irrigation fields north of the MDF facility.
Domestic wastewater is tributary to a DAVCO tertiary package treatment plant. The
package treatment plant's discharge is tributary to Pond #2, then to Pond #3, and the
disposed of on the irrigation fields north of the MDF facility.
Revision Date: July 2019

Work Area
Site Wide Environmental
Document #
EHS MONCOM ENV 005
arauco
Document OwnerW
Environmental Manager
Revision #
001
Revision Contact
EHS MS Administrator
Revision Date
7/30/19
111. Required System Manallement
Tanks: Inspect for leaks or overflow, tame out of service and repair as necessary.
Pipes: Inspect for leaks, take out of service and repair as necessary.
Pumps: Grease, change seals, repair leaks, and replace when necessary.
Center Pivot Irrigation Systems: Grease, unplug nozzles, change nozzles, and pump or
replace tires when necessary.
Ponds: Inspect base of Ponds #1-4 regularly, mow and maintain surrounding areas, clean
screen between Pond #4 and Pond #2 as necessary and check level gauge for adequate
freeboard regularly.
Package Plant: Inspect for proper operation of pumps and blowers as well as verify
chlorine tablets are added prior to the chlorine contact basin and final discharge to Pond
#2. Ensure influent and effluent pump station pumps are greased, have seals changesd
have leaks repaired, and be replaced when necessary.
*Moneure site maintains a work order system for mechanical and electrical malfunctions
as well as repairs. If repairs are needed, add a work order to the work order system.
Revision Date: July 2019

Work Area
Site Wide Environmental
Document #
EH5 MONCOM ENV 005
arauco
Document Owner
Environmental Manager
Revision #
001
Revision Contact
EHS MS Administrator
Revision Date
7/30/19
IV. Sludge Management
Several types of "sludge" or "residuals" are generated in the systems as described
previously in the system description. Listed below are the means by which each of the
sludges are to be handled and disposed.
Domestic Sludge: generated in the DAVCO tertiary treatment plant that only treats
domestic wastewater. These solids are taken to the City of Sanford by a septage hauler.
Procedure: Refer to Arauco Residuals Management Plan Section 1.
Process Wastewater Sludge: that is washed or emptied into "Side D" of Pond 45. These
solid consist entirely of wood residuals from the MDF plant.
Procedure: Refer to Arauco Residuals Management Plan Section 111.
Revision Date: July 2019

Work Area
Site Wide Environmental
Document ##
EHS MONCOM ENV 005
coraUCO
Document Owner
Environmental Manager
Revision H
001
Revision Contact
EHS MS Administrator
Revision Date
7/30/19
V. Health and Safety Measures
Required PPE when on Moncure's Site Includes:
• Steel/Composite Toe Footwear
• Hard Hat
• Safety Glasses
• Hearing Protection
• Hi -Visibility Clothing
Rubber/Nitrile gloves should also be used when working on the package plant. if
working with any chemicals additional PPE guidelines found in the chemical's SDS
should be followed.
The Moncure site is secured with fencing that has specific control access points for
vendors and visitors. All vendors and visitors must sign -in at the front desk located in the
log cabin and/or the scale house. Vendors and visitors should also be escorted or
accompanied by an Arauco employee while on the Moncure site.
Environmental locks are placed on the spray irrigations pumps, electrical boxes to the
rotors, and well caps in order• to prevent unauthorized use of these systems. Designated
environmental personnel are the only employees that have keys to the environmental
locks.
The spray irrigation system is to only be operated under the direction or supervision of an
environmental team member.
Revision Date: July 2019

Work Area
Site Wide Environmental
Document #
EHS MONCOM ENV 005
arauco
Document Owner
Environmental Manager
Revision #
001
Revision Contact
EHS MS Administrator
Revision [late
7/30/19
VI. Spill Control Measures
Spill of Wastewater:
• Shut source off
• Contain the spill utilizing containment material
o Dirt, Wood Residuals, Absorbents
• Pump remaining wastewater to an appropriate location
o Wastewater storage lagoon
o Tankers to be hauled off site to a POTW
• Clean up and ensure proper disposal of containment material or any spilled
wastewater sludge
VII. Contact Information
Environmental Manager
Savannah Carroll
Environmental Technician
Patrick Mays
Site Manger
Jeff HCIli llan
DEQ
Emergency .Response Center
[phone](offrce)
[phone] (cell)
(919)-545-5435 (office)
[phone](office)
[phone] (cell)
[phone]
1 [phone] (After Hours)
Revision
Number
Revision Date
Description of Change
001
7/30/19
Document Created
Revision Date: July 2019

APPENDIX H
EXISTING RESIDUALS MANAGEMENT PLAN

Work Area
Site Wide Environmental
Document #
EHS MONCOM ENVO04
arauco
Document Owner
Environmental Manager
Revision #
001
Revision Contact
EHS MS Administrator
Revision Date
7/30/19
Arauco North America Inc
Moncure Residuals Management Plan
Permit No. WQ0003396
Revision Date: July 2019

Work Area
Site Wide Environmental
Document #
EHS MONCOM ENVO04
arauco
Document Owner
Environmental Manager
Revision #
001
Revision Contact
EHS MS Administrator
Revision Date
7/30/19
Table of Contents
Description of Residual Generation, Storage, & Disposal
I. Domestic Residuals
II. Mud & Sediment
III. Process wastewater residuals
The Moncure site generates residuals in the three different areas. Each residual stream
for each area has differing characteristics and is handled in its own respective way. The
characteristics and handling methods will be described below for each residual stream.
I. Domestic Residuals are generated by Moncure site employees.
a. 100% of the domestic wastewater is tributary to and treated by the
D"CO Tertiary Wastewater Treatment Plant.
b. Sludge is wasted to the sludge holding tank
c. When necessary the tank is pumped by a septage hauler and transported to
the City of Sanford Municipal Wastewater Treatment plant for treatment
and disposal.
Note: No domestic solids or residuals are treated any fiuther nor disposed of
on the Moncure site. All residuals must be taken to a municipal wastewater
treatment plant for fiuther treatment and disposal.
Revision Date: July 2019

Work Area
Site Wide Environmental
Document #
EHS MONCOM ENVO04
arauco
Document Owner
Environmentai Manager
Revision#!
001
Revision Contact
EH5 MS Administrator
Revision Date
7/30/19
II. Mud & Sediment is transferred though the act of pumping water from the
Haw River to the two Moncure site fire water ponds. The fire pond water is
utilized in the site's fire protections systems.
a. Over time mud and sediment are introduced to Moncure systems as a
result of pumping grater from a natural water source, the Haw River.
b. The sediment settles in the fire water ponds.
c. Solids build up in the fire water ponds over time and must be periodically
removed to prevent damage to site fire system piping. Most recently in
2018 the Moncure Site brought in a contractor to dredge the fire water
ponds.
d. Contact should be made with the respective agency responsible for
permitting/approvals, etc. for the use/reuse/disposal of this sediment when
removal is necessary.
Revision Date: July 2019

Work Area
Site Wide Environmental
Document #
EH S MONCOM ENVO04
arauco
Document Owner
Environmental Manager
Revision #
001
Revision Contact
EHS MS Administrator
Revision Date
7/30/19
111. Process Waste -water Residuals are those that consist of wood material that is
generated on the Moncure plant site.
a. Process wastewater is generated and made tributary to Moncure's
wastewater storage lagoon
b. Other process residuals are captured in Moncure's north and south
stormwater settling ponds {authorized by Permit No. NCS000151).
c. Residuals settle to the bottom of the lagoons and ponds
d. Periodic cleaning of the storinwater ponds takes place as necessary
e. Residuals from the storrnwater ponds are taken and mixed with dry wood
residuals and used for fuel in the site biomass burner.
f. Residuals from the process wastewater lagoons are cleaned periodically
and placed in lagoon 5C.
Revision
Number
Revision Date
Description of Change
001
7/30/19
Document Created
Revision Date: July 2019

APPENDIX I
CURRENT NON -DISCHARGE PERMIT

PEW�T
Industrial User Pretreatment Permit (IUP)
To Discharge Wastewater Under the
Industrial Pretreatment Program
000042
IUP Number
429
40 CFR Category(d Applicahlej
CITY OF SANFORD
Control Authority andlor Muntapatdy
In compliance with the provisions of North Carolina General Statute 143-215.1, any
applicable federal categorical pretreatment regulations, all other lawful standards and
regulations promulgated and adopted by the North Carolina Environmental Management
Commission, and the Control Authority andlr Municipality Sewer Use Ordinance. The
following Industry hereafter referred to by name or as the permittee:
Industry name, permittee�
Arauco Panels USA, LLC
Facility located at Street Address
985 Corinth Road
City
Moncure
Stale, Zip
North Carolina 27559
is hereby authorized to discharge wastewater from the facility located at the above listed
address into the sanitary sewer collection system and the wastewater treatment facility of
the Control Authority and/or Municipality listed below:
IUP Control Authority andlor Municipality WWTP name:
Ci of Sanford Big Buffalo Creek WWTP
MPDES Humbe€:
NC 0024147
WWTP Address:
5327 Iron Furnace Road
r�y
tate, Zip
Sanford, North Carolina 27331-3729
in accordance with effluent limitations, monitoring requirements, and all other conditions
set forth in Parts I,11, and III of this Industrial User Pretreatment Permit (IUP).
Effective date, this permit and the authorization to discharge shad become
effective at midnight on this date',
November 5, 2020
Expiration date, this permit and the &&onzafion to discharge shall expire at
midnight on this date:
September 30, 2024 F
Date signed Pubfi Works Director

industrial User Pretreatment Permit 1UE
PART tl
Specific Conditions
IUP, PART I, OUTLINE:
A.) IUP Basic Information
B.) IUP Modification History
C_) Authorization Statement
D.) Description of Discharges
E.) Schematic and Monitoring Locations
F.) Effluent Limits & Monitoring Requirements
G.) Definitions and Limit Page(s) notes
A. IUP Basic Information:
Receiving Control Authority & W WTP name:
POTW NPDES 4:
City of Sanford Big Buffalo WWTP
NC 0024147
[UP Name:
ItIP Number:
Arauco Panels USA, LLC
000042
[UP Effective date:
Pipe Numbers, list all regulated pipes:
November 5, 2020
01 &02
IUP Expiration slate:
IlIP 40 CFR N (irapplicable), or N/A:
September 30, 2024
40CFR 429
B. IUP History
Effective Date
11 /5/2020
Ifenewal or Description of changes over previous 1UP.
Modification
New Permit New IUP Permit, Transition from a general permit
C.) Authorization Statement:
1.) The Permittee is hereby authorized to discharge wastewater in accordance with
the effluent limitations, monitoring requirements, and all other conditions set

Industrial User Pretreatment Permit QUP
PART I
Specific Conditions
forth in this Industrial User Pretreatment Permit (IUP) into the sewer collection
system and wastewater treatment facility of the Control Authority and/or
Municipality.
2.) The Permittee is hereby authorized to continue operation of and discharge
wastewater from the following treatment or pretreatment facilities. These
facilities must correspond to the treatment units listed on both the application
and inspection forms.
It] Treatment Units
1-4
3.) The Permittee is hereby authorized to, if required by the Control Authority
and/or Municipality and after receiving Authorization to Construct (A to C)
from the Control Authority and/or Municipality, construct and operate
additional pretreatment units as needed to meet final effluent limitations.
D.) Description of IUP Discharge(s):
1. Describe the discharge(s) from all regulated pipes.
Description of Discharge: hardwood chips and sawdust, softwood chips and sawdust,
urea formaldehyde resin, wax, potassium hydroxide solution.

Industrial User Pretreatment Permit IUP
PART I
Specific Conditions
E.) Monitoring Locations and Schematic:
.0
�
4A
'Ir( c�au
:fyl�t r.URI 1'h'C� IlL
In

IUP, Part 1 Section F:
Effluent Limits and Monitoring Requirements
The Permittee may discharge from this specific
Pipe number according to these specific dates,
effluent limits, and monitoring requirements
Receiving POTW name =>
Receiving POTW NPDES # =>
Effective date for these Limits =>
Expiration date for these Limits =>
Big Buffalo WWTP _> IUP
NC 0024147
November 5, 2020
September 30, 2024
THE LIMITS ON THIS PAGE ARE, (Check one below):
LIMITS for ENTIRE permit period => X
INTERIM Limits for period # 1 =>
INTERIM Limits for period # 2 =>
FINAL Limits Page =>
Name ARAUCO PANELS
USA, LLC
IUP # —> 000042
Pipe # => Of
40 CFR # =>429
if not applicable put NIA
Monthly
Monitoring FrequencyFrequenoy
Monitoring Frequency
Sample Collection Method
Recommended
Laboratory
Units
Average
B Indus
B Cl
Core
Detection Level
inmo
I
Flow
MGD
Daily & Each Composite
Each Composite Sampling
Metered
Sampling Event
Event
2
Arsenic
m /l
1 per six months
Composite
0.002
3
Cadmium
mg/1
0.01
1 per six months
4 per six months
Composite
0.0005
4
Chromium
m /I
1.5
4 per six months
Composite
0.005
5
Copper
m /l
0A
4 per six months
Composite
0.002
6
C anide
m I
0.15
4 per six months
l per six months
Grab
0.01
7
Lead
m I
0.3 J.
4 per six months
Composite
0.005
8
Mercury
m I
2 per six months
Composite
0.0002
9
Nickel
mg/1
1.0
4 per six months
Composite
0.005
10
pH (Range
Std.
6.0-10.5*
4 per six months
Grab
Std. Units
Min./Max.)*
Units
11
Silver
m /l
0.24
4 per six months
Composite
0.001
12
Tempe ature *
°C
66*
4 per six months
Instantaneous
13
TTO
mg/I
l per six months providing the
I per year providing the
Grab
0.01
certification is not submitted
certification is not submitted
14
Zinc
mg/1
1.24
4 per six months
Composite
0.01
15
Xylene
mg/l
1 per six months
Grab
0.01
16
Toluene
mg/1
1 per six months
Grab
0.01
17
Chloride
mg/l
1 per six months
Grab
0.5
G
*Please be advised pH and temperature will not be monthly averages. pH cannot be averaged and temperature has a numeric maximum.

1UP, Part 1 Section F:
Effluent Limits and Monitoring Requirements
The Permittee may discharge from this specific
Pipe number according to these specific dates,
effluent limits, and monitoring requirements
Receiving POTW name =>
Receiving POTW NPDES # =>
Effective date for these Limits =>
Expiration date for these Limits =>
Big Buffalo WWTP =>
NC 0024147
November 5, 2020
September 30, 2024
THE LIMITS ON THIS PAGE ARE, (Check one below);
LIMITS for ENTIRE permit period => X
INTERIM Limits for period # I =>
INTERIM Limits for period # 2 =>
FINAL Limits Page => X ,
!vE ivnaei� r►aan e�.v a �i�t, a�u uue�.
LLC
lUP # => 000042
Pipe # => 02
40 CFR # =>429
if not applicable put NIA
Monitoring Frequency
Monitoring Frequency
Sample Collection
Monthly
Method
Recommended Laboratory
Units
Average
By Industry
By City
C or G
Detection Level in mall
1
Flow MGD
.150
Daily & Each Composite
Each Composite
Metered
Samlin Event
Sampling Event
2
Ammonia m I
] per six months
Composite
0.1
3
CBOD-5 m I
4 per six months
Grab
2.0
4
Molybdenum mg/1
1 per six months
Grab
0.01
5
Oil & Grease MO
4 per six months
Grab
5.0
6
Std.
pH (Range min/max)*
6.0-10.5 *
4 per six months
Grab
Units
7
Selenium mg/1
1 per six months
Composite
0.005
S
Temperature* °C
66*
4 per six months
Instantaneous
9
Total Nitrogen mg/I
1 per six months
Composite
0,5
02+NO3+TKN
10
Total Phosphorus mg/1
1 per six months
Composite
0.1
11
TSS m ]
4 per six months
n Composite 1
2.5
*Please be advised pH and
temperature
will not be monthly averages.
pH cannot be averaged
and temperature
has a numeric maximum.
I

Industrial User Pretreatment Permit IU
PART i
Specific Conditions
G.) Definitions and Limit Page(s) notes:
In addition to the definitions in the City of Sanford Sewer Use Ordinance the
following definitions and requirements apply:
I. Composite Sample:
A composite sample for the monitoring requirements of this IUP, is defined
as the automatic or manual collection of one grab sample of constant
volume, not less than too ml, collected every hour during the entire
discharge period on the sampling day. Sampling day shall be a typical
production, and discharge day.
2. Daily Monitoring Frequency
Daily Monitoring Frequency as specified in this IUP shall mean each day
of discharge.
3. Grab Sample
Grab sample for the monitoring requirements of this IUP, is defined as a
single "dip and take" sample collected at a representative point in the
discharge stream.
4. Instantaneous measurement
An Instantaneous measurement for the monitoring requirements of this IUP
is defined as a single reading, observation, or measurement.
7

Industrial User Pretreatment Permit i UP)
PART 11
General Conditions
Outline of PART 11,
1.
Representative Sampling
16.
Federal and/or State Laws
2.
Reporting
17.
Penalties
3.
Test Procedures
18.
Need to Halt or Reduce
4.
Additional Monitoring by Permittee
19.
Transferability
5.
Duty to comply
20.
Property Rights
6.
Duty to Mitigate
21.
Severability
7.
Facilities Operation, Bypass
22.
Modification, Revocation,
Termination
8.
Removed substances
23.
Reapplication
9.
Upset Conditions
24,
Dilution Prohibition
10.
Right of Entry
25.
Reports of Changed Conditions
H .
Availability of Records
26.
Construction of pretreatment
facilities
12.
Duty to provide information
27.
Reopener
13.
Signatory Requirements
28.
Categorical Reopener
14.
Toxic Pollutants
29.
General Prohibitive Standards
15.
Civil and Criminal Liability
30.
Reports of Potential Problems
1.
Representative Sampling
Sanples and measurements taken as required herein
shall be representative of the volume and nature
of the monitored discharge. All samples shall
be taken at the monitoring points specified in this
permit and, unless otherwise specified, before the
effluent joins or is diluted by any other
wastestream, body of water, or substance.
Monitoring points shall not be changed without
notification to, and approval by, the permit issuing
authority.
2. Reporting
a.) Monitoring results obtained by the permittee shall be reported on forms specified by the
Control Authority and/or Municipality post marked no later than 20 days following the
month in which the data was received from the Certified Lab. If no discharge occurs during
a reporting period (herein defined as each calendar month) in which a sampling event was
to have occurred, a fonn with the phrase "no discharge" shall be submitted. Copies of these
and all other reports required herein shall be submitted to the Control Authority and/or
Municipality and shall be sent to the following address:
Sarah Jordan
Pretreatment Coordinator
City of Sanford Wastewater Management Facility
P.O. Box 3729
Sanford, North Carolina 27331-3729
b.) if the sampling performed by the permittee indicates a violation, the permittee shall notify the
Control Authority and/or Municipality within 24 hours of becoming aware of the violation_ The
permittee shall also repeat the sampling and analysis and submit the results of the repeat
analysis to the Control Authority and/or Municipality within 30 days after becoming aware of
the violation.
S

Industrial User Pretreatment Permit QYD,
PART 11
General Conditions
c.) if no self -monitoring is required by this IUP, and the sampling performed by the Control
Authority and/or Municipality indicates a violation, the Control Authority and/or Municipality
shall notify the permittee within 24 hours of becoming aware of the violation, and the permittee
shall sample for the applicable parameter and submit the results of this analysis within 30 days
after the POTW became aware of the violation.
3. Test Procedures
Test procedures for the analysis of pollutants shall be performed in accordance with the techniques
prescribed in 40 CFR part 136 and amendments thereto unless specified otherwise in the monitoring
conditions of this permit.
4. Additional Monitoring by Permittee
If the permittee monitors any pollutant at the location(s) designated herein more frequently than
required by this permit, using approved analytical methods as specified above, the results of such
monitoring shall be submitted to the Control Authority and/or Municipality. The Control Authority
and/or Municipality may require more frequent monitoring or the monitoring of other pollutants not
required in this permit by written notification_
5. Duty to Comply
The permittee must comply with all conditions of this permit. Any permit noncompliance constitutes
a violation of the Control Authority and/or Municipality Sewer Use Ordinance and is grounds for
possible enforcement action.
b. Duty to Mitigate - Prevention of Adverse Impact
The permittee shall take all reasonable steps to minimize or prevent any discharge in violation of
this permit which has a reasonable likelihood of adversely affecting human health, the POTW, the
waters receiving the POTW's discharge, or the environment.
7. Facilities Operation, Bypass
The permittee shall at all times maintain in good working order and operate as efficiently as possible,
all control facilities or systems installed or used by the permittee to achieve compliance with the
terms and conditions of this permit. Bypass of treatment facilities is prohibited except when
approved in advance by the Control Authority and/or Municipality. Bypass approval shall be given
only when such bypass is in compliance with 40 CFR 403.17_
8. Removed Substances
Solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control of
wastewaters shall be disposed of in a manner such as to prevent any pollutants from such materials
from entering the sewer system. The permittee is responsible for assuring its compliance with any
requirements regarding the generation, treatment, storage, and/or disposal of "Hazardous waste" as
defined under the Federal Resource Conservation and Recovery Act.
9. Upset Conditions
An "upset" means an exceptional incident in which there is an unintentional and temporary
noncompliance with the effluent limitations of this permit because of factors beyond the reasonable
control of the permittee. An upset does not include noncompliance to the extent caused by
operational error, improperly designed or inadequate treatment facilities, lack of preventative
maintenance, or careless or improper operations.
9

Industrial User Pretreatment Permit RUP)
PART 11
General Conditions
An upset may constitute an affirmative defense for action brought for the noncompliance. The
permittee has the burden of proof to provide evidence and demonstrate that none of the factors
specifically listed above were responsible for the noncompliance.
10. Right of Entry
The permittee shall allow the staff of the State of North Carolina Department of Environment and
Natural Resources, Division of Water Quality, the Regional Administrator of the Environmental
Protection Agency, the Control Authority and/or Municipality, and/or their authorized
representatives, upon the presentation of credentials:
1. To enter upon the permittee's premises where a real or potential discharge is located or
in which records are required to be kept under the terms and conditions of this permit;
and
2. At reasonable times to have access to and copy records required to be kept under the
terms and conditions of this permit; to inspect any monitoring equipment or monitoring
method required in this permit; and to sample any discharge of pollutants.
11. Availability of Records and Reports
The permittee shall retain records of all monitoring information, including all calibration and
maintenance records as well as copies of reports and information used to complete the application
for this permit for at least three years. All records that pertain to matters that are subject to any type
of enforcement action shall be retained and preserved by the permittee until all enforcement
activities have concluded and all periods of limitation with respect to any and all appeals have
expired.
Except for data determined to be confidential under the Sewer Use Ordinance, all reports prepared
in accordance with terms of this permit shall be available for public inspection at the Control
Authority and/or Municipality. As required by the Sewer Use Ordinance, effluent data shall not be
considered confidential.
12. Duty to Provide Information
The permittee shall furnish to the Director of Public Works or his/her designees, within a reasonable
time, any information which the Director, his/her designee, or the Division of Water Quality may
request to determine whether cause exists for modifying, revoking and reissuing, or terminating this
permit or to determine compliance with this permit. The permittee shall also furnish, upon request,
copies of records required to be kept by this permit.
13. Signatory Requirements
All reports or information submitted pursuant to the requirements of this permit must be signed and
certified by the Authorized Representative as defined under the Sewer Use Ordinance. If the
designation of an Authorized Representative is no longer accurate because a different individual or
position has responsibility for the overall operation of the facility, or overall responsibility for
environmental matters for the company, a new authorization satisfying the requirements of this
section must be submitted to City of Sanford Pretreatment Coordinator prior to or together with any
reports to be signed by an authorized representative.
14. Toxic Pollutants
if a toxic effluent standard or prohibition (including any schedule of compliance specified in such
effluent standard or prohibition) is established under Section 307(a) of the Federal Clean Water Act
for a toxic pollutant which is present in the discharge and such standard or prohibition is more
stringent than any limitation for such pollutant in this permit, this permit may be revised or modified
in accordance with the toxic effluent standard or prohibition and the permittee so notified.
10

Industrial User Pretreatment Permit QUP)
DART Rt
GeneraR Conditions
15. Civil and Criminal Liability
Nothing in this permit shall be construed to relieve the permittee from civil or criminal penalties for
Iioncompliance.
16. Federal and/or State Laws
Nothing in this permit shall be construed to preclude the institution of any legal action or relieve the
permittee from any responsibilities, liabilities, or penalties established pursuant to any applicable
Federal and/or State law or regulation.
17. Penalties
The Sewer Use Ordinance of the Control Authority and/or Municipality provides that any person
who violates a permit condition is subject to a civil penalty not to exceed $25,000 dollars per day of
such violation.
Under state law, (NCGS 143-215.6B), under certain circumstances it is a crime to violate terms,
conditions, or requirements of pretreatment permits. It is a crime to knowingly make any false
statement, representation, or certification in any record or other document submitted or required to
be maintained under this permit, including monitoring reports or reports of compliance or
noncompliance. These crimes are enforced at the prosecutorial discretion of the local District
Attorney.
18. Need to Halt or Reduce not a Defense
It shall not be a defense for a permittee in an enforcement action that it would have been necessary
to halt or reduce the permitted activity to maintain compliance with the conditions of the permit.
19. Transferability
This permit shall not be reassigned or transferred or sold to a new owner, new user, different
premises, or a new or changed operation without approval of the Town.
20. Property Rights
`['his permit does not convey any property rights in either real or personal property, or any exclusive
privileges, nor does it authorize any injury to private property or any invasion of personal rights,
nor any infringement of Federal, State or local laws or regulations.
21. Severability
The provisions of this permit are severable and, if any provision of this permit or the application of
any provision of this permit to any circumstance is held invalid, the application of such provision to
other circumstances and the remainder of this permit shall not be affected thereby.
22. Permit Modification, .Revocation, Termination
This permit may be modified, revoked and reissued or terminated with cause in accordance to the
requirements of the Control Authority and/or Municipality Sewer Use Ordinance and North
Carolina General Statute or implementing regulations.
23. Re -Application for Permit Renewal

industrial User ]Pretreatment Permit IkJP
PART 11
Geffnef°al Conditions
The permittee is responsible for filing an application for reissuance of this permit at least ISO days
prior to its expiration date.
24. Dilution Prohibition
The permittee shall not increase the use of potable or process water or in any other way attempt to
dilute the discharge as a partial or complete substitute for adequate treatment to achieve compliance
with the limitations contained in this permit.
25. Reports of Changed Conditions
The permittee shall give notice to the Control Authority and/or Municipality of any planned
significant changes to the permittee's operations or system which might alter the nature, quality, or
volume of its wastewater at least 180 days before the change. The permittee shall not begin the
changes until receiving written approval from the Control Authority and/or Municipality_ Also see
Part 11, 30 below for additional reporting requirements for spill/slug issues.
Significant changes may include but are not limited to
(a) increases or decreases to production;
(b) increases in discharge of previously reported pollutants;
(c) discharge of pollutants not previously reported to the Control Authority and/or
Municipality;
(d) new or changed product lines;
(e) new or changed manufacturing processes and/or chemicals; or
(f) new or changed customers.
26. Construction
No construction of pretreatment facilities or additions thereto shall be begun until Final Plans and
Specifications have been submitted to the Control Authority and/or Municipality and written
approval and an Authorization to Construct (A to C) have been issued_
27. Reopener
The permit shall be modified or, alternatively, revoked and reissued to comply with any applicable
effluent standard or limitation for the control of any pollutant shown to contribute to toxicity of the
WW`1'P effluent or any pollutant that is otherwise limited by the POTW discharge permit. The
permit as modified or reissued under this paragraph may also contain any other requirements of
State or Federal pretreatment regulations then applicable_
28. Categorical Reopener
This permit shall be modified, or alternatively, revoked and reissued, to comply with any applicable
effluent standard or limitation issued or approved under Sections 302(b)(2)(C) and (D), 304(b)(2),
and 307(a)(2) of the Clean Water Act, if the effluent standard or limitation so issued or approved_
I.) contains different conditions or is otherwise more stringent than any effluent
limitation in this permit; or
2.) controls any pollutant not limited in this permit.
The permit as modified or reissued under this paragraph shall also contain any other requirements
of the Act then applicable.
29, General Prohibitive Standards
The permittee shall comply with the general prohibitive discharge standards in 40 CFR 403.5 (a)
and (b) of the Federal pretreatment regulations.
I?

Industrial User Pretreatment Permit UP
PART ID
General Conditions
30. Potential Problems
The permittee shall provide protection from accidental and slug discharges of prohibited materials
and other substances regulated by this permit. The permittee shall also notify the POTW
immediately of any changes at its facility affecting the potential for spills and other accidental
discharge, discharge of a non -routine, episodic nature, a non -customary batch discharge, or a slug
load as defined in the Sewer Use Ordinance.
Additionally, the permittee shall notify by telephone the Control Authority and/or Municipality
immediately of all discharges that could cause problems to the POTW including any slug loadings
as defined in the Sewer Use Ordinance. If the permittee experiences such a discharge, they shall
inform the Control Authority and/or Municipality immediately upon the first awareness of the
commencement of the discharge. Notification shall include location of the discharge, type of waste,
concentration and volume if known and corrective actions taken by the permittee. A written follow-
up report thereof shall be filed by the permittee within five (5) days, unless waived by the Control
Authority and/or Municipality.
13

Industrial User Pretreatment Permit QUP)
PART III
Special Conditions
1. Slug/Spill Control Measures
In addition to the requirements in Part 11, 30, the Permittee shall complete
installation and/or commence implementation, operation, and/or maintenance of
the following specific protection Measures, Activities, Plans. Etc. (Items without
specific completion dates, or marked as "Continuous." must be performed for the
entire duration of the permit):
Required
Completion/
Implementation
Description of Measure, Activity, Plan, etc. Date
Implement Spill Control Plan Continuous
Implement Toxic Organic Management Plan Continuous
The permittee shall provide updates to the Control Authority as required by Part 11,
30, of this IUP. Modifications to the measures shall be approved by the Control
Authority prior to installation/implementation. If a measure fails, the Control
Authority shall be notified within 24• hours.
2. Sludge Management Plan
Ninety days prior to the initial disposal of sludge generated by any pretreatment
facility, the permittee shall submit a sludge management plan to the Control
Authority.
3. Flow Measurement Requirements
The permittee shall maintain appropriate discharge flow measurement devices and
methods consistent with approved scientific practices to ensure the accuracy and
reliability of measurements of the volume of monitored discharges_ Devices
installed shall be a flow meter capable of measuring flows with a maximum
deviation of less than 10% from true discharge rates throughout the range of
expected discharge volumes. The devices shall be installed, calibrated, and
maintained to ensure accuracy. The totalizer shall be non-resettable. At the time
of issuance of the permit, this method consists of continuous recording totalizing
flow meters.
Pipe 01 and Pipe 02 flow meters shall be calibrated semiannually by the 30"' of
each of the following months by a non-affiliated third party that must be approved
by the Control Authority: April and October_ Modificati6 is to the flow metering
equipment shall be approved by the Control Authority prior to installation_ if a
required flow measurement device tails, the Control Authority shall be notified
within 24 hours.
z

Industrial User Pretreatment Permit (liUP)
��U ll�wuy 1L tL�
eclad condiflons
4. Certified Laboratory Analysis
Pollutant analysis shall be performed by a North Carolina Division of Water
Quality Certified Laboratory that is certified in the analysis of the pollutant in
wastewater.
5. Certified Operator
Pursuant to Chapter 90A-44 of North Carolina General Statutes, and upon
classification of the facility by the Certification Commission, the permittee shall
employ a certified wastewater pretreatment plant operator in responsible charge
(ORC) of the wastewater treatment facilities. Such operator must hold a
certification of the type and grade equivalent to, or greater than the classification
assigned to the wastewater treatment facilities by the Certification Commission.
The permittee must also employ a certified backup operator of the appropriate type
and grade to comply with the conditions of Title 15A, Chapter 8A .0202. The ORC
of the facility must visit the wastewater facility as required; must properly manage
and document daily operation and maintenance of the facility; and must comply
with all other conditions of Title 15A, Chapter 8A .0202. The permittee shall
submit a letter designating the operator in responsible charge to the Certification
Commission or their designee within thirty days after facility classification.
b. Total Toxic Organics (TTO) Definition
"TTO", or Total Toxic Organics, is the sum of the concentrations of the toxic
organic compounds listed in 40 CFR 429pmt that are found in the permittee's
process discharge at a concentration greater than 0.01 mg/l.
7. Total Toxic Organics (TTO) Certification
In lieu of monitoring for TTO, the permittee may, upon submitting to the Control
Authority one sample showing TTO compliance and a toxic organic management
plan, make the following certification every six months:
"Based upon my inquiry of the person or persons directly responsible for
managing compliance with the permit limitation for total toxic organics (TTO),
1 certify that, to the best of my knowledge, no dumping of concentrated toxic
organics into the wastewaters has occurred since filing of the last monitoring
report. I further certify that this facility is implementing the toxic organic
management plan submitted to the Control Authority."
15

Industrial Ter Pretreatment Permit UP
PART ER111
At a minimum, the certification statements are due by June 30t' of each year covering
the January through .tune six month period, and December 15t of each year covering
the July through December six month reporting period. If the certification is not
submitted for both periods within 15 days of the respective due dates, the Control
Authority may collect TT 0 samples before December 31 in which the permittee shall
be billed for the cost of the TTO sampling and/or analysis.
16

pup synopsis
A. IUP Basic Information
Receiving POTW name: PUTW NPIANI.
City of Sanford Big Buffalo Creek Ww,rp NC 0024147
1UP name: IUP Nmnber:
Arauco USA LLC 000042
[UP Effective date: Pipe Numbers, list all regulated pipes:
November 5, 2020 01 and 02
[UP expiration date: [UP 40 CM, if applicable:
September 30. 2024 1 429
B. IUP Survey & Application form
Attach a completed copy of the Industrial User Wastewater Survey &
Application Form (see appendix 6-A)
C. IU Inspection form
Attach a copy of an Industrial User Inspection Form (see chapter 7) completed
by the Control Authority within the past 12 months.
D. RATIONALE FOR LIMITATIONS:
As listed on the IUP Limits Page(s), PART I, Section F of the [UP.
RATIONALE #1:
Review of IU Monitoring Data, with no Over Allocation situation:
The following pollutants were assigned numerical limits in this IUP based on
a review of monitoring data for the permittee to determine what ranges of
concentrations are currently being discharged. To account for sample
variability if needed a factor was applied to the monitoring data to determine
the permit limit. Permit limits assigned by the Local IUP Control Authority
cannot results in an Over Allocation situation for any pollutants.
VA

RUP synopsis
RATIONALE #2a:
Categorical Industrial Limits, with no Over Allocation situation:
Check here if Combined Wastestream Formula (CWF) or other categorical limits
calculations were used. If used, please attach calculations: (see CWF Spreadsheet,
Appendix 6-F
Were used (attach calculations)
Were not used X
The following pollutants were assigned numerical limits in this IUP based on the
categorical regulations. These limits do not result in over allocations.
RATIONALE #3a:
Over Allocation Prevention, with IU pollutant reduction:
The following pollutants were assigned numerical limits in this IUP based on allocating
the Maximum Allowable Industrial Loading (MAIL) determined with the Headworks
Analysis (HWA) among all Industrial Users. The total loading of each pollutant from alI
permitted discharges does not exceed the MAIL. These limits do not result on over
allocations.
Cd, Cr, Cu, Pb, Ni, Zn, Cyanide
RATIONALE #3b:
Interim Limits for IU pollutant reduction:
The following pollutants were assigned interim numerical limits in this IUP to allow time
for the industry to come compliance with final limits that will not in over allocations.

RATIONALE #4:
4.) Other Rationale for Limitations:
The following rationale was used for developing IUP Limits_
a. Parameters found in the discharge and/or are Non -Categorical
Parameters where No Limit are needed or assi 7ned in the IUP
Parameter Rationale
Molybdenum and Selenium LTMP/40 CFR 503 required
Total Nitrogen, Total Phosphorus, CBOD, TSS, and Monitored for data and/or Surcharge
O&G only
Ammonia, Arsenic, Chloride, Mercury, Toluene Parameters found in discharge
monitored for data only
b. Parameters that were marked on the application as present in discharge but were not
given monitoring requirements.
Parameter Rationale
N/A
RATIONALE #5a:
Non -Categorical Parameters where No Limit needed or assigned in an IUP:
The following pollutants were not assigned numerical limits in this IUP because the
loadings for these pollutants from this IU were less than 5% of the MARL. The loading
of these
pollutants from this IU is considered insi niticant at tms time.
Pollutant I Avg S1U mg/l 11 Avg SIU lbs/day 5% MAHL, lbs/day
RATIONALE #5b:
Categorical Parameters with Waived Monitoring:
Non -applicable
19

APPENDIX J
THREATENED/ENDANGERED AQUATIC SPECIES DOCUMENTATION

0; ]ONE Roy Cooper, Governor
:nErm NC DEPARTMENT OF Susi Hamilton, Secretary
Boom NATURAL AND CULTURAL RESOURCES
■r,00m Walter Clark, Director, Land and Water Stewardship
N C NH D E-13067
October 14, 2020
Kevin Thomas
Civil & Environmental Consultants Inc.
1900 Center Park Drive, Suite A
Charlotte, NC 28217
RE: Arauco Flakeboard, Chatham County, NC: 195-440
Dear Kevin Thomas:
The North Carolina Natural Heritage Program (NCNHP) appreciates the opportunity to provide
information about natural heritage resources for the project referenced above.
Based on the project area mapped with your request, a query of the NCNHP database indicates that
there are no records for rare species, important natural communities, natural areas, and/or
conservation/managed areas within the proposed project boundary. Please note that although there
may be no documentation of natural heritage elements within the project boundary, it does not
imply or confirm their absence; the area may not have been surveyed. The results of this query
should not be substituted for field surveys where suitable habitat exists. In the event that rare
species are found within the project area, please contact the NCNHP so that we may update our
records.
The attached 'Potential Occurrences' table summarizes rare species and natural communities that
have been documented within a one -mile radius of the property boundary. The proximity of these
records suggests that these natural heritage elements may potentially be present in the project area
if suitable habitat exists. Tables of natural areas and conservation/managed areas within a one -mile
radius of the project area, if any, are also included in this report.
If a Federally -listed species is found within the project area or is indicated within a one -mile radius of
the project area, the NCNHP recommends contacting the US Fish and Wildlife Service (USFWS) for
guidance. Contact information for USFWS offices in North Carolina is found here:
httos://www,fws.aov/offices/Di rectory/ListOff ices, cfm?statecode=37.
Please note that natural heritage element data are maintained for the purposes of conservation
planning, project review, and scientific research, and are not intended for use as the primary criteria
for regulatory decisions. Information provided by the NCNHP database may not be published
without prior written notification to the NCNHP, and the NCNHP must be credited as an information
source in these publications. Maps of NCNHP data may not be redistributed without permission.
The NC Natural Heritage Program may follow this letter with additional correspondence if a
Dedicated Nature Preserve, Registered Heritage Area, Clean Water Management Trust Fund
easement, or Federally -listed species are documented near the project area.
If you have questions regarding the information provided in this letter or need additional assistance,
please contact Rodney A. Butler at rod ney.butler(concdcr.gov or 919-707-8603.
Sincerely,
NC Natural Heritage Program
DEPARTMENT Or- NATURAL. AND CULTURAL. RESOURCES
(o] 1ll w..1vNES STREET, RALEtc::t f. Ptc` 1./fiU3 1651 t•fAlL cERVICE CEt,t1 ER, RALEIGtl, NC 27699
1&) 0FG 910.7U7.9120 - FAX IIMI )T90

Natural Heritage Element Occurrences, Natural Areas, and Managed Areas Within a One -mile Radius of the Project Area
Arauco Flakeboard, Chatham County, NC
Project No. 195-440
October 14, 2020
NCNHDF-13067
Element Occurrences Documented Within a One -mile Radius of the Project Area
Taxonomic EO ID
Scientific Name
Common Name Last Element Accuracy Federal
State
Global
State
G_ roup
Observation Occurrence Status
Status
Rank
Rank
i
Date Rank
Animal 32240
Waterbird Colony
--- 2009-04-19 CD 4-Low ---
---
GNR
S3
Assemblage
Dragonfly or 33757
Somatochlora
Coppery Emerald 2004-Pre H? 5-Very ---
Significantly
G3G4
S2?
Damselfly
georgiana
Low
Rare
Freshwater Fishlll26
Moxostoma so, 3
Carolina Redhorse 1977 H 3-Medium ---
Threatened
GIG20
S2
Vascular Plant 6411
Fnemion biternatum
Eastern Isopyrum 1951-04 H 4-Low ---
Special
G5
S2
Concern
Vulnerable
Vascular Plant 16759
Phacelia covillei
Buttercup Phacelia 1995-03-21 A 2-High ---
Significantly
G3
S3
Rare
Throughout
Natural Areas Documented Within a One -mile Radius of the Project Area
Site Name
Representational Rating Collective Rating
i
CPF/Rocky River Subbasin Aquatic Habitat
Rl (Exceptional) C2 (Very High)
No Managed Areas are Documented Within a One -mile Radius of the Project Area
Definitions and an explanation of status designations and codes can be found at httns,//ncnhde,naluCPS.erye ara lo_ Data query generated on October 14, 2020; source: NCNHP, 03 July 2020. Please
resubmit your information request if more than one year elapses before project initiation as new information is continually added to the NCNHP database.
Page 2 of 3

NCNHDE-13067: Arauco Flakeboard, Chatham County, NC
I lad n ccd
<4 f
4.
I
N
1Y i
S
October 14, 2020
❑ Project Boundary
❑ Buffered Project Boundary
NHP Nalural Area (NHNA)
Page 3 of 3
1:23,774
0 02 0.4 0e ml
0 0.325 0.65 1.3 kM
soils Eri t�ae. cans i-a--+�. Eo.,a v cam. ecEca. oaw.
M. ergsl
.. E>� li (• g r 4L (s) oreuiee64p [oraM , atl k G'.S
I

TECHNICAL SPECIFICATIONS
Prepared For:
ARAUCO NORTH AMERICA INC.
WASTEWATER STORAGE POND BERM MODIFICATION
CITY OF MONCURE
CHATHAM COUNTY, NORTH CAROLINA
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA 28217
CEC Project 195-440
North Carolina Board of Examiners
For
Engineers and Surveyors
License No. C-3035
FEBRUARY 2021
0e11111 11111P®pIpe
aer. 4 �' .. L� ApB✓a
Final Design — Not Released
for Construction
Civil & Environmental Consultants, Inc.
3701 Arco Corporate Drive, Suite 400 1 Charlotte, NC 28273 1 p: 980-237-0373 f: 980-237-0372 1 www.cecinc.com

TABLE OF CONTENTS
TECHNICAL SPECIFICATIONS
00 73 00 SPECIAL CONDITIONS
017113 MOBILIZATION
0241 00 DEMOLITION
31 01 00
EARTHWORK
31 01 10
STRUCTURAL FILL
31 01 20
COMPACTED SOIL LINER
31 0200
CLEARING AND GRUBBING
31 0300
WASTE MATERIAL DISPOSAL
31 0400
EXCAVATION AND BACKFILL
31 0500
UNCLASSIFIED EXCAVATION
31 0600
DITCH EXCAVATION
31 0700
SUBGRADE
3201 00
SITE STABILIZATION
32 02 00
RESTORATION OF SURFACES
32 03 00
TOP SOIL
32 04 00
SEEDING, FERTILIZING, AND MULCHING
32 05 00
ROCK EXCAVATION
32 06 00
JUTE THATCHING
Attachments for Reference:
ECS Geotechnical Report dated September 25, 2017
February 2021 Table of Contents CEC #195-440
Construction Documents

SECTION 00 73 00
SPECIAL CONDITIONS
PART 1 GENERAL
1.1 SUMMARY OF WORK
A. This project generally includes the following:
The project generally consists of grading, erosion control measures, fine grading, seeding,
and grassing to serve the proposed development of the project.
1.2 PROJECT MEETINGS
A. Preconstruction Conference: A preconstruction conference will be scheduled by the
Engineer after issuance of the Notice of Award. The Contractor and his major
subcontractors shall attend the meeting, which will be chaired by the Engineer or his
representative. The purpose of the pre -construction conference will be to discuss
administration of the Contract and the execution of work, and to answer any questions
relative to performance of work under these Contract Documents. All decisions,
instructions and interpretations made at this conference shall be binding and conclusive.
The proceedings of this conference will be recorded and copies of the proceeding
minutes will be issued to the Contractor for his use and distribution to his subcontractors.
B. Progress Meetings: The Contractor and any subcontractors, material suppliers or vendors
whose presence is necessary or requested shall attend meetings, referred to as Progress
Meetings, when requested by the Engineer or his representative for the purpose of
discussing the execution of work. Each meeting will be held at the time and place
designated by the Engineer or his representative. Any decisions, instructions and
interpretations at these meetings shall be binding and conclusive on the Contractor and
such decisions, instructions and interpretations shall be confirmed in writing by the
Engineer or his representative. The proceedings of these meetings will be recorded and
the Contractor will be furnished with a reasonable number of copies for his use and for
his distribution to the subcontractors, material suppliers and vendors involved.
1.3 PROJECT PAYMENTS AND RETAINAGE
A. The Owner may retain a portion of the amount otherwise due the Contractor. Except
as provided elsewhere, the amount retained by the Owner shall be limited to the
following:
1. Withholding of not more than 5% of the payment claimed until work is 50%
complete.
2. When the contract is 50% complete no further retainage shall be withheld from
periodic payments. However, the Owner may reinstate retainage (up to 5%) if they
feel the work is unsatisfactory. The Owner may withhold additional retainage as
necessary from periodic payments in a sum necessary to maintain total retainage of
2.5% of contract cost through the completion of the project.
February 2021 00 73 00 - 1 CEC #195-440
Construction Documents

3. When the work is substantially complete (operational or beneficial occupancy), the
withheld amount shall be further reduced below 5% to only that amount necessary
to assure completion.
4. The Owner may accept securities negotiable without recourse, conditions or
restrictions, a release of retainage bond or an irrevocable letter of credit provided by
the Contractor in lieu of all or part of the cash retainage.
B. For unit price projects, the Contractor may use the "Unit Bid Item Summary" form
included at the end of this section, or a similar form that provides the required
information.
C. Sales Tax Statement: When requested by the Owner, each request for progress payment
submitted by the Contractor shall include a sales tax reimbursement statement. The
Contractor shall utilize the form provided at the end of this section, or a similar form that
provides the required information and certification.
1.4 SUBMITTALS
A. General: All transmittals from the Contractor shall be accompanied by a transmittal cover
form that includes pertinent information related to the project and the particular
transmittal. The Contractor shall use the "Transmittal Form" provided at the end of this
section, or a similar form that includes the required information.
B. Construction Schedule: The Contractor shall, within ten (10) days after receipt of the
Notice of Award, prepare and submit to the Engineer for approval a practicable
construction schedule showing the order in which the Contractor proposes to carry on
the work, the date on which he will start the several salient features and the contemplated
dates for completing such salient features. The schedule may be in any form, at the option
of the Contractor, but shall maintain current with each submittal for progress payment, at
least the following information.
1. The various classes and area of work broken down into times projected for
submittals, approvals and procurement; times for installation and erection; and times
for testing and inspection.
2. The work completed and the work remaining to complete the project.
3. Any items of work which will delay the start or completion of other major items of
work so as to delay completion of the whole project.
C. Schedule of Values: For lump sum projects, the Contractor shall, within thirty (30) days
after the Notice of Award and prior to submitting the first Application for Payment,
submit to the Engineer for approval a Schedule of Values for the project. The Schedule
of Values shall establish the actual value of the components of the work and, after
approval by the Engineer, shall be the basis for the Contractor's Applications for
Payment. The Schedule of Values shall include separate line items for all major portions
of the work.
D. Material Suppliers and Subcontractor Listings: As soon as possible, but in no case more
than 30 days after receipt of the Notice of Award, the Contractor shall supply the names
and addresses of all major material suppliers and subcontractors to the Engineer.
February 2021 00 73 00 - 2 CEC #195-440
Construction Documents

E. Shop Drawings and Samples: The Contractual requirements for shop drawings and
samples are specified in the General Conditions and in the individual specification
sections for each item. The Contractor shall submit shop drawings and samples
accompanied by the "Submittal and Routing Form" included at the end of this section.
Resubmissions, where required, shall be in accordance with the procedures established for
the initial submittal.
F. Record Documents: Record drawings will not be required of the Contractor; however, to
enable the Owner to prepare record drawings, the Contractor shall keep a complete and
accurate record of changes and/or deviations from the Contract Documents and shop
drawings, indicating the work as actually installed. Changes shall be neatly and correctly
shown on the respective portion of the affected document, using prints of the Drawings
affected, or the Specifications, with appropriate supplementary notes. The record set of
marked -up Drawings, shop drawings, and Specifications shall be kept at the job site
during construction and be available for inspection by the Engineer and the Owner.
These marked prints shall be included in the package of final documentation submitted
before final payment is required.
1.5 TYPES AND LIMITS OF INSURANCE
A. Certificates of Insurance: Satisfactory certificates of insurance shall be filed with the
Owner through the Engineer prior to starting any construction work on this contract.
The Owner will be named as an additional insured on all policies of insurance and all
certificates shall contain a 60-day Notice of Cancellation. In connection with the
provisions set forth in the General Conditions Article 2.7, the Notice to Proceed will not
be issued until satisfactory certificates of insurance are filed.
1. Worker's Compensation and Employer's Liability: This insurance shall protect the
Contractor and Owner against all claims under applicable state workmen's
compensation laws. The Contractor and Owner shall also be protected against
claims for injury, disease, or death of employees which, for any reason, may not fall
within the provisions of a workmen's compensation law. This policy shall include an
"all states" endorsement.
The liability limits shall be not less than:
a. Worker's Compensation
b. Employer's Liability
2. Comprehensive Automobile Liability: This insurance shall be written in
comprehensive form and shall protect the Contractor and Owner against all claims
for injuries to members of the public and damage to property of others arising from
the use of motor vehicles, and shall cover operation on or off the site of all motor
vehicles licensed for highway use, whether they are owned, non -owned or hired.
The liability limits shall be not less than:
a. Bodily Injury
$300,000 each occurrence
b. Property Damage
$100,000 aggregate
February 2021 00 73 00 - 3 CEC #195-440
Construction Documents

Comprehensive General Liability: This insurance shall be written in comprehensive
form and shall protect the Contractor and Owner against all claims arising from
injuries to persons other than his employees or damage to property of the Owner or
others arising out of any act or omission of Contractor or his agents, employees, or
Subcontractors. The policy shall also include protection against claims insured by
usual personal injury liability coverage and shall include a "protective liability"
endorsement to insure the contractual liability assumed by the Contractor under the
indemnification provisions in the General Conditions, and "Completed Operations
and Products Liability" coverage (to remain in force during the correction period).
To the extent that the Contractor's work, or work under his direction, may require
blasting, explosive conditions, or underground operations, the comprehensive
general liability coverage shall contain no exclusion relative to blasting, explosion,
collapse of building, or damage to underground property.
a. Bodily Injury
$300,000 each occurrence
b. Property Damage
$100,000 aggregate
4. Umbrella Liability Policy: This insurance shall protect the Contractor against all
claims in excess of the limits provided under the workmen's compensation and
employer's liability, comprehensive automobile liability, and general liability policies.
The liability limits of the umbrella liability policy shall not be less than $5,000,000.
1.6 DELIVERY, STORAGE AND HANDLING
A. The Contractor shall be responsible for delivery, storage and handling of all materials and
equipment, unless otherwise noted. All material and equipment shall be shipped to
arrive at the job site on the dates indicated on the purchase order. The following
information shall be supplied:
1. The contents and bill of lading, number of shipments.
2. The method of shipments.
3. The date of shipment.
4. The name of the construction project.
B. Prior to shipment, all items shall be properly prepared to protect all critical areas from
the effects of weather, normal expected transport and on site handling.
C. Items shall be tagged and marked with equipment and/or motor numbers as per the
manner stipulated in the purchase order.
D. All spare parts and expendable supplies shall be properly crated, marked, and shipped to
the job site on the date specified.
February 2021 00 73 00 - 4 CEC #195-440
Construction Documents

PART 2 PRODUCTS
2.1 EQUIPMENT AND MATERIAL STANDARDS
A. All equipment and materials of construction described in this specification shall meet the
more stringent requirements of the applicable codes listed below:
1. OSHA - Occupational Safety and Health Administration.
2. ASTM - American Society for Testing Materials.
3. ANSI - American National Standards Institute.
4. AGMA - American Gear Manufacturers Association.
5. AISC - American Institute of Steel Construction.
6. AWS - American Welding Society.
7. NEC - National Electric Code.
8. NEMA - National Electrical Manufacturers Association.
9. API - American Petroleum Institute.
2.2 QUALITY ASSURANCE
A. All equipment shall, after installation by the Contractor, shall be inspected, tested and
started up by a qualified representative of the equipment manufacturer. The Contractor
and the manufacturer's representative shall complete the "Equipment Start-up Form"
provided at the end of this section and submit the completed form to the Engineer.
B. The listing of a manufacturer in the specifications does not necessarily imply that the
manufacturer's standard equipment meets the requirements of the specifications, but that
the manufacturer listed has the capability to meet the requirements of the specifications.
PART 3 EXECUTION
3.1 SPECIAL REQUIREMENTS
A. Limits of Construction: The Contractor shall confine all operations and personnel to the
limits of construction as shown on the plans. There shall be no disturbance whatsoever
of any areas outside the limits of construction nor shall the workmen be allowed to travel
at will through the surrounding private property.
B. Construction Superintendent: The Contractor shall place in charge of the work a
competent and reliable superintendent, who shall have the authority to act for the
Contractor and who shall be accountable to the Engineer. The Contractor shall, at all
times, employ labor and equipment sufficient to accomplish the several classes of work to
full completion in the manner and time specified.
C. Site Conditions:
1. The Contractor shall maintain the work and project grounds free from rubbish, debris
and waste materials during all phases of the work.
2. Immediately upon completion of the work and prior to final acceptance, the
Contractor shall remove all rubbish, debris, temporary structures, equipment, excess
or waste materials and shall leave the work and project grounds in a neat and orderly
condition that is satisfactory to the Engineer and Owner.
February 2021 00 73 00 - 5 CEC #195-440
Construction Documents

D. Right of Entry: The Engineer and his representative will at all times have access to the
work. In addition, authorized representatives and agents of any participating Federal or
State agency shall be permitted to inspect all work, materials, payrolls, records of
personnel, invoices of materials, and other relevant data and records.
E. Temporary Construction Services and Facilities: The Contractor shall obtain all necessary
permits, licenses, etc. and shall pay all costs incident to the furnishing, installing and
maintenance of temporary utility services and facilities required for the duration of the
work.
F. Control of Erosion, Siltation, and Pollution:
1. Surface drainage from cuts and fills within the construction limits, whether or not
completed, and from borrow and waste disposal areas, shall, if turbidity producing
materials are present, be graded to control erosion within acceptable limits.
Temporary erosion and sediment control measures such as berms, dikes or drains, if
required to meet the above standards, shall be provided and maintained until
permanent drainage and erosion control facilities are completed and operative. The
area of bare soil exposed at any one time by construction operations should be held
to a minimum. Fills and waste areas shall be constructed by selective placement to
eliminate silts or clays on the surface that will erode and contaminate adjacent
streams.
2. The Contractor shall take whatever measures are necessary to minimize soil erosion
and siltation, water pollution, and air pollution caused by his operations. The
Contractor shall also comply with the applicable regulations of all legally constituted
authorities relating to pollution prevention and control. The Contractor shall keep
himself fully informed of all such regulations which in any way affect the conduct of
the work, and shall at all times observe and comply with all such regulations. In the
event of conflict between such regulations and the requirements of the specifications,
the more restrictive requirements shall apply.
3. The Engineer shall have the authority to limit the area over which clearing and
grubbing, excavation, borrow, and embankment operations are performed whenever
the Contractor's operations do not make effective use of construction practices and
temporary measures which will minimize erosion, or whenever construction
operations have not been coordinated to effectively minimize erosion, or whenever
permanent erosion control features are not being completed as soon as permitted by
construction operations.
4. The Contractor shall control dust throughout the life of the project within the
project area and at all other areas affected by the construction of the project,
including, but not specifically limited to, unpaved secondary roads, haul roads, access
roads, disposal sites, borrow and material pits, and production sites. Dust control
shall not be considered effective where the amount of dust creates a potential or
actual unsafe condition, public nuisance, or condition endangering the value, utility,
or appearance of any property.
5. The Contractor will not be directly compensated for any dust control measures
necessary, as this work will be considered incidental to the work covered by the
various contract items.
G. Disposal of Materials: Debris and waste materials, including all combustibles, shall be
removed by the Contractor from the construction area unless otherwise approved in
writing by the Owner or his Representative.
February 2021 00 73 00 - 6 CEC #195-440
Construction Documents

H. Quantities of Estimate: The estimated quantities of work to be done and materials to be
furnished under this Contract shown in any of the documents, including the proposal, are
given for use in comparing bids and to indicate approximately the total amount of the
contract; and the right is especially reserved, except as herein otherwise specifically
limited to, to increase or diminish the quantities as may be reasonably necessary or
desirable by the Owner to complete the work contemplated by this Contract.
I. Utility Coordination: The Contractor shall make all necessary arrangements with private
and public utility companies to avoid any possible damage to or interruption of utility
equipment or service. The Contractor shall be responsible for all inquiries concerning
locations of utility lines. Repair of any damage to public or private utilities resulting from
this work shall be the responsibility of the Contractor.
Construction Surveying: All work shall be constructed in accordance with the lines,
grades and elevations shown on the plans or as given by the Engineer in the field. The
Contractor shall be fully responsible for maintaining alignment and grade. All principal
controlling points and base lines for locating the principal components of the work
together with a suitable number of benchmarks adjacent to the work will be provided by
the Engineer. From this information, the Contractor shall verify benchmarks and
develop and make all detail surveys needed for construction. The Contractor shall
protect and safeguard all points, stakes, grade marks, monuments, and benchmarks at the
site of the work and shall re-establish, at his own expense, any marks which are removed
or destroyed due to his construction operations.
K. Laying Out Work:
1. It is imperative that the Contractor work within the shown rights of way or
easements at all times, unless approved otherwise by the property owner and the
Engineer.
2. The Contractor shall, at his expense, provide competent engineering survey services
and shall provide and maintain accurate, detailed, survey work.
3. The plans and supplementary drawings shall not be scaled and the Contractor must
verify all dimensions and elevations at the site prior to proceeding with the work.
The Contractor shall also verify existing utility locations prior to purchasing materials
affected by these locations.
L. Use of Explosives:
1. If the use of explosives is necessary for the execution of the work, the Contractor
shall exercise the utmost care not to endanger life or property. The Contractor shall
be responsible for any and all damage or injury to persons or property resulting from
the use of explosives. Such responsibility shall include, but shall in no way be limited
to, all damages arising from all forms of trespass to adjacent property as a result of
blasting by the Contractor.
2. All explosives shall be stored in a secure manner, in compliance with all laws, and all
such storage places shall be marked clearly "DANGEROUS EXPLOSIVES".
M. Use of Chemicals: All chemicals used during project construction, whether herbicide,
pesticide, disinfectant, polymer, reactant or of other classification, must show approval of
either EPA or USDA. Use of all such chemicals and disposal of residues shall be in
conformance with instructions.
N. Safety and Health Regulations:
February 2021 00 73 00 - 7 CEC #195-440
Construction Documents

1. The Contractor shall comply with all Federal, State and Local Safety and Health
Regulations including the Department of Labor Safety and Health Regulations for
construction promulgated under the Occupational Safety and Health Act of 1970
(P.L. 91 - 596) and under Section 107 of the Contract Work Hours and Safety
Standards Act (P.L. 91-54).
2. The Contractor shall provide continuous, safe access to all properties, both public
and private, along the project in all cases where such access will be provided by the
completed facility and shall conduct his operations in such a manner that
inconvenience to the property owners will be held to a minimum.
O. Equipment and Material Storage: The Contractor shall plan his activities so that all
materials and equipment can be stored within the project limits. There shall be no
disturbance whatsoever of any areas outside the project limits without the prior approval
of the Engineer.
P. Disturbed Areas: All areas disturbed as a result of the work of the Contractor shall be
restored to the original or better condition. Reasonable care shall be taken during
construction to avoid damage to the Owner's property or that of any adjacent property
owner(s).
Q. Tree and Plant Protection: No trees or shrubs except those specifically indicated, shall be
removed or trimmed without prior approval from the Engineer. All trees and shrubs
within the construction limits to be retained by the Owner shall be properly protected by
fencing, posts or other means approved by the Engineer. Where any trees or shrubs are
damaged or where limbs are required to be trimmed or removed because of operations
under this Contract a qualified horticulturist shall be consulted and the trimming
performed in the proper manner. Any landscape plantings severely damaged or which
die as a result of the Contractor's operations shall be replaced at no additional cost to the
Owner.
R. Temporary Sanitary Facilities: The Contractor shall be solely responsible for furnishing
and maintaining temporary sanitary facilities during the construction period. Such
facilities shall include but not be limited to, potable water supply and toilet facilities.
Such facilities shall be in compliance with all applicable state and local laws, codes, and
ordinances and shall be placed convenient to work stations and secluded from public
observation. Once the project is completed all temporary sanitary facilities shall be
removed by the Contractor.
S. Traffic Maintenance:
1. The Contractor shall provide, erect, and maintain all necessary barricades, suitable
and sufficient warning lights, danger signals, and signs, shall provide a sufficient
number of flagmen to direct the traffic and shall take all necessary precautions for the
protection of the work and the safety of the public.
2. All barricades and obstructions or hazardous conditions shall be illuminated as
necessary to provide for safe traffic conditions.
3. Warning and caution signs shall be posted throughout the length of any portion of
the project where traffic flow is restricted.
3.2 WEATHER DELAYS
February 2021 00 73 00 - 8 CEC #195-440
Construction Documents

A. Extensions of Contract Time for Abnormal Weather:
1. If the basis exists for an extension of time in accordance with article 12.03 of the
Standard General Conditions of the Construction Contract, an extension of time on
the basis of Abnormal Weather may be granted only for the number of Weather
Delay Days in excess of the number of days listed as the Standard Baseline for the
period of the contract.
2. In the event adverse weather other than those conditions described in Section C,
"Adverse Weather and Rain Delay Days", delays construction activity, such as
temperature extremes. The baseline must be adjusted to reflect the number of
expected days as described in Section D, "Development of Adverse Weather
Baseline".
3. In order to determine precipitation at the contract site the contractor shall maintain a
rain gauge on site. The rain gauge should be read daily and documentation of
Adverse Weather Days should be coordinated with the Engineer's Representative.
B. Standard Baseline for Average Climactic Range:
1. The Engineer has reviewed weather data available from the National Oceanic and
Atmospheric Administration (NOAA) and determined a Standard Baseline of
average climatic range for the City of Asheville, North Carolina. In the event that the
standard baseline for the construction site differs significantly from the Asheville,
North Carolina Standard Baseline it will be the Contractor's responsibility to provide
documentation of said differences.
2. Standard Baseline shall be regarded as the normal and anticipatable number calendar
days for each month during which construction activity shall be expected to be
prevented and suspended by cause of adverse weather. Suspension of construction
activity for the number of days each month as listed in the Standard Baseline is
included in the Work and is not eligible for extension of Contract Time.
3. Standard Baseline is as follows:
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
8 6 6 7 5 8 7 5 6 3 5 7
C. Adverse Weather and Rain Delay Days:
1. Adverse Weather is defined as the occurrence of one or more of the following
conditions which prevents exterior construction activity or access to the site within
twenty-four (24) hours:
a. Precipitation (rain, snow, and/or ice) in excess of two -tenths inch (0.20'� liquid
measure.
b. Standing snow in excess of one inch (1.00").
2. Adverse Weather may include, if appropriate, "dry -out" or "mud" days:
a. For rain days above the standard baseline,
b. Only if there is a hindrance to site access or site work such as excavation,
backfill, footings; and,
C. At a rate no greater than 1 make-up day for each day or consecutive days of rain
beyond the standard baseline that total 1.0 inch or more, liquid measure, unless
specifically recommended otherwise by the Engineer.
A Weather Delay Day may be counted if adverse weather prevents work on the
project for fifty percent (50%) or more of the Contractor's scheduled work day,
February 2021 00 73 00 - 9 CEC #195-440
Construction Documents

including a weekend day or holiday if the Contractor has scheduled construction
activity for that day.
D. Development of Adverse Weather Baseline:
1. Development of Adverse Weather Data — This is the process of collecting,
compiling and analyzing the raw weather data (NOAA and other sources) that forms
the baseline for estimating anticipated delays and project durations and determining
the occurrence of unusually severe weather. The following actions make up the
development process:
a. Analyze the project scope and site geography to determine which weather
parameters (temperature, precipitation, wind, etc.) are applicable. The
parameters selected should present adverse conditions that could potentially
delay construction activities.
b. Review the technical specifications to determine the numerical values that will
be assigned to each parameter in order to establish the anticipated adverse
weather. Usually when two or more construction phases are affected by the
same parameter, the less severe numerical value should be used (i.e. if roofing
work is delayed by temperatures below 40 degrees and concrete work is delayed
by temperatures below 32 degrees, then the numerical value used to define
adverse weather should be 40 degrees unless some other factor renders the
roofing phase insignificant in terms of schedule criticality).
C. Compile the number of days per month that the anticipated weather is expected
to be adverse by analysis of NOAA or other weather data. When at all possible,
the last 10 years of consecutive data should be used to establish the baseline.
However, in the absence of 10 years of data, a shorter period may be used. It
may be necessary to extrapolate the number of calendar days that the
temperature is expected to fall below the selected numerical value (say, 40
degrees) from raw data.
d. Adverse weather data must be periodically updated in order to reflect changes in
the 10-year averages and incorporate any necessary corrections derived from
actual field experience. It is recommended that data used for establishing
adverse weather baselines be reviewed annually.
3.3 PROJECT CLOSE-OUT
A. Final Documentation: Prior to final payment, and before the issuance of a final certificate
for payment in accordance with the provisions of the General Conditions, the Contractor
shall file with the Engineer the documents listed hereinafter:
1. Guarantees: The Contractor's one (1) year guarantee required by the General Conditions
and all other guarantees stated in the Specifications.
2. Affidavit and Waiver of Liens: As required by General Conditions. The Contractor shall
utilize the form provided at the end of this section.
3. Consent of Surety Company to Final Payment.
4. Certified Final Sales Tax Statement (as required)
5. Certified Payroll Records (as required)
6. Project Record Documents: Record documents shall be as specified in Section 01200-
1.04.F.
7. Operation and Maintenance Manuals: Submit at least three (3) sets of operation and
maintenance manuals for all equipment, electrical valve actuators, electrical devices, and
all other materials or devices with special operating and maintenance requirements.
February 2021 00 73 00 - 10 CEC #195-440
Construction Documents

B. Submittals: The above records shall be arranged in order, in accordance with the various
sections of the Specifications, and properly indexed. At the completion of the work, the
Contractor shall certify by endorsement thereof that each of the revised and marked -up
prints of the Drawings and Specifications is complete and accurate.
C. No review or receipt of such records by the Engineer or the Owner shall be a waiver of any
change from the Contract Documents or the shop drawings, or in any way relieve the
Contractor of his responsibility to perform the work as required by the Contract
Documents, and the shop drawings to the extent they are in accordance with the Contract
Documents.
END OF SECTION
(Recommended Standard Forms follow)
February 2021 00 73 00 - 11 CEC #195-440
Construction Documents

UNIT BID ITEM SUMMARY
LITEM
#
DESCRIPTION
UNIT
MEAS.
CONTRACT
I BID QUAN.
CONTR.
UNIT BID
TOTAL WORK
LAST APPL.
WORK THIS
APPL.
ITOTALWORK
TO DATE
JPAYMENT
EARNED
A
B
C
D
E
F (H FROM LAST
APPL.)
G
H
(F&G)
I
(EXH)
unbidsum.doc

CONTRACTOR
SALES TAX REIMBURSEMENT FORM
PROJECT
OWNER
FOR PERIOD
VENDOR I ADDRESS I INVOICE I DATE I AMOUNT I N.C. TAX I TOXNTY I NAME
I, , being duly sworn, certify that the foregoing statement of sales tax paid in connection with the
referenced contract does not contain sales or use taxes paid on purchases of tangible personal property purchased by such contractors for use in
performing the contract which does not annex to, affix to or in some manner become a part of the building or structure being erected, altered or
repaired for the governmental entities as defined by G.S. 105-164.14(c) and is to the best of his/her belief, true and correct.
Sworn to before me this day of
My commission expires
slsmstm.doc
, 200
Signature
Title
Notary Public

TRANSMITTAL FORM
O Shop Drawings
O Printed Materials
O Other
REFERENCE:
Project
Chvner
Address
Location
FROM: TO
Name
Company
FOR: O Transmittal Only
O Approval
() Approved as noted
() Revise & Resubmit
Name
Civil & Environmental Consultants, Inc.
Company
Address Address
telephone/fax telephone/fax
Project Ref. No. By:
Signature
transmit.doc

ATTENTION: CONSTRUCTION ADMINISTRATION
SUBMITTAL AND ROUTING FORM
(TO BE USED WITH EACH INDIVIDUAL PLAN SUBMITTAL OR SHOP DRAWING)
SUBMITTAL AND APPROVAL (Contractor to complete)
Project Name:
CEC Project #:
Contractor:
Submittal #:
Contract for:
Specification Section:
Submittal Title:
Sheet/item numbers:
Subcontractor:
Supplier:
Date Transmitted:
Date Needed:
Change from Contract Documents? Yes No
Attached documentation:
Complete Submittal? Yes No
The Contractor must review and approve this submittal for all requirements and conformance to
Contract documents prior to submittal to CEC. Submittals
forwarded without the Contractor's
approval will be returned without review or comment.
Reviewed by:
Date:
CEC SUBMITTAL ROUTING CEC to complete)
Date Received: Logged by: To: Return by:
REVIEW CODES: 1 = Approved: 2 = Approved as Noted: 3 = Revise & Resubmit: 4 = Not Approved
Reviewed by
(in order)
Review
Code
COMMENTS
Date
Initials
Project Engineer's approval: Date

CONTRACTOR'S FINAL AFFIDAVIT AND WAIVER OF LIEN
PROJECT:
CONTRACT AMOUNT:
STATE OF:
COUNTY OF:
OWNER:
CONTRACTOR:
CONTRACT DATE:
DATE:
This is to certify that all claims for labor, material, services and any other just claims arising out of
the performance of this Contract have been satisfied, except for payment to subcontractors to be
made out of retainage presently being held by the Owner, and that no claims or liens exist against
this Contractor in connection with this contract; that to the best of our knowledge no claims or liens
exist, and if any such claims or liens appear after payment of the retained amount due on the
Contract, this Contractor shall save the Owner harmless on account thereof. After payment of the
retained amount the undersigned does hereby waive, release and relinquish any and all claims or
rights of lien presently held or hereafter accruing upon the above project.
CONTRACTOR:
TITLE:
Sworn to and subscribed before me this
day of 200
(Notary Public)
My Commission expires:
relolien.doc

APPLICATION FOR PAYMENT
PROJECT: Application No.:
Date Notice Proceed:
Completion Date:
Days Remaining in Contract:
Percent Complete:
ENGINEER: Civil & Environmental Consultants, Inc.
Charlotte, North Carolina
CONTRACTOR: Federal ID #
Contractor's Address:
CONTRACT: ORIGINAL CONTRACT AMOUNT
$
APPROVED CHANGE ORDER AMOUNT
$
REVISED CONTRACT AMOUNT
$
SUMMARY: TOTAL WORK COMPLETED TO DATE
$
TOTAL MATERIALS STORED ON SITE
$
TOTAL EARNED THIS APPLICATION
$
LESS % RETAINAGE
$
SUBTOTAL
$
LESS PREVIOUS PAYMENTS
$
CURRENT PAYMENT DUE
$
SIGNATURES:
CONTRACTOR:
Name
VERIFICATION:
Title
Date
IN ACCORDANCE WITH THE CONTRACT AND THIS APPLICATION FOR PAYMENT, THE
CONTRACTOR HAS COMPLETED THE WORK STATED ABOVE AND IS ENTITLED THE
FULL PAYMENT IN THE AMOUNT SHOWN.
ENGINEER: Civil & Environmental Consultants, Inc.
Title
APPROVAL:
THIS APPLICATION IS HEREBY APPROVED FOR PAYMENT:
OWNER:
Name
Title
Date
Date
AP-1

SECTION 01 7113
MOBILIZATION
PART 1 GENERAL
1.1 SCOPE OF WORK
A. The work covered by this section consists of preparatory work and operations, including
but not limited to those necessary for the movement of personnel, equipment, supplies,
and incidentals to the project site; for the establishment of all offices, building, and other
facilities necessary for work on the project; and for all other work and operations which
must be performed or costs incurred prior to beginning work on the various items on the
project site. Included in this item will be the erection of all construction signs and signals,
traffic warning devices, project sign and other preparatory signs.
PART 2 NOT USED
PART 3 NOT USED
END OF SECTION
February 2021 01 71 13 - 1 CEC #195-440
Construction Documents

SECTION 02 41 00
DEMOLITION
PART 1 GENERAL
1.1 SCOPE OF WORK
A. The work of this section consists of removal and disposal of structures, old pavements,
abandoned pipelines, and other obstructions as designated, including salvaging of materials
and backfilling of resulting trenches, holes and pits. Also included is all work, which relates
to explosives including receiving, handling, transporting, storing, distributing, priming,
loading, firing, and disposal.
B. Raze, remove, and dispose of structures, and other obstructions indicated. Carefully
remove designated salvageable material; transport and store in approved locations. Fill
cavities left by structure removal to level of the surrounding ground and thoroughly
compact, as directed. Directions for execution of the work will be supplemented by the
Engineer as necessary.
PART 2 NOT USED
PART 3 EXECUTION
3.1 DEMOLITION
A. Bituminous Paved Areas: Scarify and completely remove. Resultant material may be
utilized in bottom portion of areas to receive fill. No pieces shall be left exposed in the fill
slopes. If material is used in any portion of the new construction, layers shall be a
maximum of 8" and separated by minimum 6" layers of earth. Water and compaction
requirements are specified under other sections. No compaction is required for materials
used for obliteration work outside the limits of new construction.
B. Removal of Concrete Surfaces and Structures: Concrete designated for removal, break into
pieces and use for rip -rap. Volume, minimum 0.5 cubic foot; 75% of pieces shall be
between 1.5 and 2.0 cubic feet. Stockpile at designated locations.
C. Pipe Removal: Remove pipe, exercising care to avoid breaking or damaging. Store pipe to
be relaid as directed.
3.2 EXPLOSIVES
A. The use of explosives will not be permitted.
3.3 DISPOSAL
A. Dispose of debris from demolition operations in an approved and satisfactory manner.
END OF SECTION
February 2021 0241 00 - 1 CEC #195-440
Construction Documents

SECTION 31 01 00
EARTHWORK
PART 1 GENERAL
1.1 DESCRIPTION
A. SCOPE:
1. CONTRACTOR shall provide all labor, materials, equipment and incidentals
required to perform all excavating, stockpiling, backfilling, filling and grading
of earth materials as required for construction of the proposed leachate
storage tank and piping and associated features required to complete the
Work in every respect.
2. The Work of this Section shall include, but not necessarily be limited to:
excavating, hauling, stockpiling, backfilling, compacting, surveying, trenching
and grading of soils. The Work of this Section may pertain in whole or in
part to construction of the following: subgrade, structural fill, access roads,
trenching for pipe installation and construction of surface water control
structures. The Work of this Section also includes dewatering and protection
of the Work.
3. All temporary means needed to prevent discharge of sediment to water
courses from dewatering systems or erosion are included.
4. No classification of excavated materials will be made. Excavation includes
all materials regardless of type, character, composition, moisture, or
condition thereof.
5. The contractor shall conform to the dimensions, lines, and grades specified
on the Drawings.
B. RELATED SECTIONS:
1. Section 31 01 10, Structural Fill
2. Section 31 0120, Compacted Soil Liner
1.2 QUALITY ASSURANCE
A. FIELD CONFORMANCE TESTING:
1. Where noted in Part 2, the CONTRACTOR shall engage the services of a
qualified laboratory to make tests and determine acceptability of the fill or
material. Laboratory shall be acceptable to Engineer.
B. PERMITS AND REGULATIONS:
February 2021 31 01 00 - 1 CEC #195-440
Construction Documents

1. Obtain all necessary permits for work in roads, rights -of -way, railroads, etc.
Also obtain permits as required by local, state and federal agencies for
discharging water from excavations.
2. Perform excavation work in compliance with applicable requirements of
governing authorities having jurisdiction.
C. REFERENCE STANDARDS: COMPLY WITH APPLICABLE
PROVISIONS AND RECOMMENDATIONS OF THE FOLLOWING
EXCEPT AS OTHERWISE SHOWN OR SPECIFIED:
1. ASTM A 36, Specification for Structural Steel.
2. ASTM A 328, Specification for Steel Sheet Piling.
3. ASTM D 422, Method for Particle -Size Analysis of Soils.
4. ASTM D 698 (AASHTO T99), Test Methods for Moisture -Density Relations
of Soils and Soil Aggregate Mixtures, Using 5.5 pound (2.5 kg) Rammer and
12-inch (304.8 mm Drop).
5. ASTM D 1556, Test Method for Density and Unit Weight of Soil in Place by
the Sand -Cone Method.
6. ASTM D 1557, Test Method for Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000 ft 16/cu ft) (2,700 KN-m/cum).
7. ASTM D 6938, Standard Test Method for In -Place Density and Water
Content of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth).
8. AISC Specifications for the Design, Fabrication, and Erection of Structural
Steel for Buildings.
9. OSHA Standard, Title 29, Code of Federal Regulations, Part 1926, Section
.650 (Subpart P - Excavations).
10. ASTM D 4220, Standard Practices for Preserving and Transporting Soil
Samples
11. ASTM D 4318, Standard Test Method for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils.
12. ASTM D 2487, Standard Classification of Soils (Unified Soil Classification
System).
1.3 SUBMITTALS
A. Proposed compaction methods and equipment.
B. Certification that all fill materials brought to the site have been obtained from a
clean source.
B. Submit proposed supplier's source of fill materials for approval by Engineer.
C. Submit supplier certifications that fill materials obtained from off -site sources
meet the specified requirements.
1.4 JOB CONDITIONS
February 2021 31 01 00 - 2 CEC #195-440
Construction Documents

A. Subsurface Information:
1. Additional test borings and other exploratory operations may be made by
CONTRACTOR at no cost to OWNER.
B. Existing Structures: The Drawings show certain surface and underground
structures adjacent to the Work. This information has been obtained from
existing records. It is not guaranteed to be correct or complete and is shown for
the convenience of CONTRACTOR. CONTRACTOR shall explore ahead of
the required excavation to determine the exact location of all structures. They
shall be supported and protected from damage by CONTRACTOR. If they are
broken or damaged, they shall be restored immediately by CONTRACTOR at
his expense.
C. Existing Utilities: Locate existing underground utilities in the areas of Work. If
utilities are to remain in place, provide adequate means of protection during all
operations.
1. Should uncharted or incorrectly charted piping or other utilities be
encountered during excavation, consult piping or utility owner and
ENGINEER immediately for directions as to procedure. Cooperate with
OWNER and utility owner in keeping services and facilities in operation.
Repair damaged utilities to satisfaction of utility owner.
2. Do not interrupt existing utilities serving facilities occupied and used by
OWNER or others, except when permitted in writing by ENGINEER and
then only after acceptable temporary utility services have been provided.
D. Use of Explosives:
1. The use of explosives will not be permitted.
E. Protection of Persons and Property: Barricade open excavations occurring as
part of the Work and post with warning lights. Operate warning lights during
hours from dusk to dawn each day and as otherwise required.
1. Protect structures, utilities, sidewalks, pavements, and other facilities from
damage caused by settlement, lateral movement, undermining, washout and
other hazards created by earthwork operations.
F. Dust Control: Conduct all operations and maintain areas of activity, including
sweeping and sprinkling of roadways, to minimize creation and dispersion of
dust. Calcium chloride shall not be used at this site.
PART 2 PRODUCTS
2.1 MATERIAL SPECIFICATIONS
February 2021 31 01 00 - 3 CEC #195-440
Construction Documents

Refer to specific Sections regarding material specifications.
PART 3 EXECUTION
3.1 INSPECTION
A. Provide ENGINEER with sufficient notice and with means to examine the areas
and conditions under which excavating, filling, and grading are to be performed.
CONTRACTOR will notify ENGINEER if conditions are found that may be
detrimental to the proper and timely completion of the Work. Do not proceed
with the Work until unsatisfactory conditions have been corrected in an
acceptable manner.
3.2 EXCAVATION
A. Perform all excavation required to complete the Work as shown, specified and
required. Excavations shall include earth, sand, clay, gravel, hardpan, boulders
not requiring drilling and blasting for removal of decomposed rock, pavements,
rubbish and all other materials within the excavation limits, except rock.
B. Excavations for structures and pipelines shall be open excavations. Provide
excavation protection system(s) required by ordinances, codes, law and
regulations to prevent injury to workmen and to prevent damage to new and
existing structures or pipelines.
C. Pumping of water from excavations shall be done in such a manner to prevent
damage to the existing subgrade.
D. When excavations are made below the required grades, without the written
approval of ENGINEER, they shall be backfilled with compacted structural fill
as directed by ENGINEER, at the expense of CONTRACTOR.
E. Subgrades for roadways shall be firm, dense, and thoroughly compacted and
consolidated; shall be free from mud, muck, and other soft or unsuitable
materials; and shall remain firm and intact under all construction operations.
Subgrades which are otherwise solid, but which become soft or mucky on top
due to construction operations, shall be reinforced with crushed stone or gravel.
The finished elevation of stabilized subgrades shall not be above subgrade
elevations shown.
F. Pipe Trench Preparation:
1. No more trench may be opened in advance of pipe laying than can be
backfilled that day.
February 2021 31 01 00 - 4 CEC #195-440
Construction Documents

2. Trench width shall be minimized to greatest extent practical but shall
conform to the following:
a. Sufficient to provide room for installing, jointing and inspecting
piping, but in no case wider at top of pipe than pipe barrel OD plus
2 feet.
b. Enlargements at pipe joints may be made if required and approved
by ENGINEER.
C. Sufficient for shoring and bracing, or shielding and dewatering, if
necessary.
d. Sufficient to allow thorough compaction of backfill supporting pipe.
e. Do not use excavating equipment which requires the trench to be
excavated to excessive width.
3. Depth of trench shall be as shown. If required and approved by
ENGINEER, depths may be revised.
G. Material Storage: Stockpile satisfactory excavated materials in approved areas,
until required for backfill or fill. Place, grade and shape stockpiles for proper
drainage.
H. Silt fence shall be installed around the perimeter of the stockpiles as shown on
the Construction Drawings.
I. Locate and retain soil materials away from edge of excavations.
J. Where ENGINEER considers the existing material beneath the bedding material
unsuitable, CONTRACTOR shall remove same and replace it with structural fill.
3.3 UNAUTHORIZED EXCAVATION
A. All excavation outside the lines and grades shown, and which is not approved by
ENGINEER, together with the removal of the associated material shall be at
CONTRACTOR'S expense. Unauthorized excavations shall be filled and
compacted with select backfill by CONTRACTOR at his expense.
3.4 DRAINAGE AND DEWATERING
A. Excavations and Depressions:
1. CONTRACTOR shall be responsible for pumping of water from
excavations and depressions until the completion of construction.
2. Prevent surface and subsurface water from flowing into excavations and
from flooding adjacent areas.
3. Remove water from excavation as fast as it collects.
4. Maintain the ground water level below the bottom of the excavation to
provide a stable surface for construction operations, a stable subgrade for the
permanent work, and to prevent damage to the Work during all stages of
construction.
February 2021 31 01 00 - 5 CEC #195-440
Construction Documents

5. Provide and maintain pumps, sumps, suction and discharge lines and other
dewatering system components necessary to convey water away from
excavations.
6. Obtain ENGINEER'S approval before shutting down dewatering system for
any reason.
B. Disposal of Water Removed by Dewatering System:
1. Dispose of all water removed from the excavation in such a manner as to
comply with the NPDES permit and not to endanger public health, property,
or any portion of the Work under construction or completed.
2. Leachate, if encountered, shall be pumped to the leachate collection system.
Piping or hoses for conveyance of leachate from trench to leachate collection
system shall remain within the limits of waste placement or be dual
contained.
3. Dispose of water in such a manner as to cause no inconvenience to
OWNER or others involved in work about the site.
4. Convey water from the construction site in a closed conduit. Do not use
trench excavations as temporary drainage ditches.
3.5 STOCKPILING
A. Stockpiles shall be no steeper than 3:1 (horizontal:vertical) graded to drain, sealed by
tracking parallel to the slope with a dozer or other means approved by the Owner or
Engineer, and dressed daily during periods when soil is taken from the stockpile.
B. Excavated material classified as rejected or accepted shall be segregated and
stockpiled as specified by the Owner or Engineer.
C. Stockpiles that will remain out of active use for a period greater than seven months
or as directed by the Owner or Engineer shall be revegetated in accordance with
Section 2485, "Seeding/Mulching".
3.6 SHEETING, SHORING AND BRACING
A. GENERAL:
1. Used material shall be in good condition, not damaged or excessively pitted. All
steel or wood sheeting designated to remain in place shall be new. New or used
sheeting may be used for temporary work.
2. All timber used for breast boards (lagging) shall be new or used, meeting the
requirements for Douglas Fir Dense Construction grade with a bending
strength not less than 1500 psi or Southern Pine No. 2 Dense.
3. All steel work for sheeting, shoring, bracing, cofferdams etc., shall be designed
in accordance with the provisions of the "Specifications for the Design,
Fabrication and Erection of Structural Steel for Buildings", of the AISC except
that field welding will be permitted.
February 2021 31 01 00 - 6 CEC #195-440
Construction Documents

4. Steel sheet piling shall be manufactured from steel conforming to ASTM A 328.
Steel for soldier piles, wales and braces shall be new or used and shall conform
to ASTM A 36.
5. Maintain shoring and bracing in excavations regardless of time period
excavations will be open. Carry down shoring and bracing as excavation
progresses.
6. Unless otherwise shown, specified, or ordered, all materials used for temporary
construction shall be removed when work is completed. Such removal shall be
made in a manner not injurious to the structure or its appearance or to adjacent
Work.
3.7 TRENCH SHIELDS
A. Excavation of earth material below the bottom of a shield shall not exceed the limits
established by ordinances, codes, laws and regulations.
B. When using a shield for pipe installation:
1. Any portion of the shield that extends below the mid -diameter of an installed
rigid pipe (i.e., RCP) shall be raised above this point prior to moving the shield
ahead for the installation of the next length of pipe.
2. The bottom of the shield shall not extend below the mid -diameter of installed
flexible pipe (i.e., HDPE, PVC, etc.) at any time.
C. When using a shield for the installation of structures, the bottom of the shield shall
not extend below the top of the bedding for the structures.
D. When a shield is removed for moved ahead, extreme care shall be taken to prevent
the movement of pipe or structures or the disturbance of the bedding for pipe or
structures. Pipe or structures that are disturbed shall be removed and reinstalled as
specified.
3.8 GENERAL REQUIREMENTS FOR BACKFILL, FILL AND COMPACTION
A. Furnish, place and compact all backfill required for structures, trenches and to
provide the finished grades shown and specified. Unless otherwise specified fill may
be obtained from on -site sources. Additional materials, if required, shall be
furnished from off -site sources at no additional cost to OWNER.
B. Backfill excavations as promptly as Work permits, but not until completion of the
following:
1. Acceptance by ENGINEER of construction below finish grade.
2. Inspection, testing, approval, and recording of locations of underground utilities.
3. Removal of concrete formwork.
4. Removal of shoring and bracing.
5. Removal of trash and debris.
6. Permanent or temporary horizontal bracing is in place on horizontally supported
walls.
February 2021 31 01 00 - 7 CEC #195-440
Construction Documents

C. Keep excavations dry during backfilling operations. Bring backfill around structures
and piping up evenly on all sides.
D. Do not allow levels of backfill against concrete walls to differ by more than 2 feet on
either side of walls unless walls are adequately braced or all floor framing is in place
up to and including grade level slabs.
E. Place all backfilling in pipe trenches which are below structures, other pipes, or
paved areas, in horizontal layers not exceeding 6 inches in depth and thoroughly
compact each before the next layer is placed. In other pipe trenches, compacted
layers shall be 6 inches up to the pipe center line and 12 inches thereafter.
F. Where pipe is laid in rock excavation, crushed stone or gravel fill shall be carefully
placed and tamped over the rock before the pipe is laid. Depth of crushed stone or
gravel shall be at least 6 inches for pipe 24-in. and smaller and 9 inches for pipe 30-
in. and larger. After laying pipe, the balance of the backfill shall be placed as
described herein.
G. Prior to the installation of pipes which are to be installed in fill sections, place the fill
as described herein, until a minimum height of 2 feet above the pipe is reached,
unless otherwise required in other Sections. The fill for the trench width shall then
be excavated and the pipe installed and backfilled. The remainder of the fill shall
then be placed.
H. Unless otherwise specified or directed by ENGINEER fill shall be placed in
horizontal loose lifts not exceeding 12 inches in thickness and shall be mixed and
spread in a manner assuring uniform lift thickness after placing.
I. Control the water content of fill material during placement within the range
necessary to obtain the compaction specified. In general, the moisture content of
the fill shall be within 3 percent of the optimum moisture content for compaction as
determined by laboratory tests. Perform all necessary work to adjust the water
content of the material to within the range necessary to permit the compaction
specified. Do not place fill material when free water is standing on the surface of the
area where the fill is to be placed. No compaction of fill will be permitted with free
water on any portion of the fill to be compacted.
J. Do not place or compact fill in a frozen condition or on top of frozen material.
Remove fill containing organic materials or other unacceptable material and replace
with approved fill material.
K. Perform Compaction of fill with equipment suitable for the type of material placed
and which is capable of providing the densities required. CONTRACTOR shall
select compaction equipment and submit it and his proposed procedure to
ENGINEER for approval.
February 2021 31 01 00 - 8 CEC #195-440
Construction Documents

L. Compact fill shall be compacted by at least two coverages of all portions of the
surface of each lift by compaction equipment. One coverage is defined as the
condition obtained when all portions of the surface of the fill material have been
subjected to the direct contact of the compactor.
M. Test the effectiveness of the equipment selected by CONTRACTOR at the
commencement of compaction by construction of a small section of fill within the
area where fill is to be placed. If tests on this section of fill show that the specified
compaction is not obtained, CONTRACTOR shall increase the number of
coverages, decrease the lift thicknesses or obtain a different type of compactor. No
additional cost to OWNER shall be incurred.
N. Perform backfill around structures using the specified procedures, except that within
10 feet of foundations and underground structures, light compaction equipment shall
be used, with the gross weight of the equipment not exceeding 7,000 pounds.
Provide equipment that is capable of the required compaction within restricted areas
next to structures and around piping.
O. Fill that supports piping, roadways, parking areas, and walks shall be 95 percent of
the maximum dry density determined by the Standard Proctor Method (ASTM
D698).
P. If the specified densities are not obtained because of improper control of placement
or compaction procedures, or because of inadequate or improperly functioning
compaction equipment, the CONTRACTOR shall perform whatever work is
required to provide the required densities. This work shall include complete removal
of unacceptable fill areas, and replacement and recompaction until acceptable fill is
provided.
Q. CONTRACTOR shall repair, at his own expense, any after settlement that occurs.
He shall make all repairs and replacements necessary within 30 days after notice
from ENGINEER or OWNER.
3.9 GENERAL FILL
A. Unless otherwise directed by ENGINEER fill shall be placed in horizontal loose lifts
not exceeding 8 inches in thickness and shall be mixed and spread in a manner
ensuring uniform lift thickness after placing.
B. The minimum density shall be 95 percent of maximum dry density in accordance
with Standard Proctor ASTM D 698.
3.10 UNCOMPACTED BACKFILL
A. Compaction of trench backfill above top of pipe in locations other than those
specified will not be required except to the extent necessary to prevent future
settlement.
February 2021 31 01 00 - 9 CEC #195-440
Construction Documents

B. Place material above embedments so that no excessive or unbalanced load, shock or
impact occurs on the pipe or results in displacement of the pipe.
3.11 DISPOSAL OF EXCAVATED MATERIALS
A. Refuse removed from the excavations which is in excess of that required for backfill
shall be hauled to the working face and coordinated with the OWNER.
3.12 DEWATERING AND DRAINAGE
A. At all times during construction, the Contractor shall provide, maintain and operate
proper dewatering equipment and facilities to remove all water entering excavations
and keep such excavations dry to expedite construction.
B. Surfaces that are damaged by water inundation due to inadequate dewatering
procedures shall be dewatered, moisture conditioned, and recompacted. The
damaged soil may be removed to satisfactory bearing material and the area backfilled
with approved material to bring the excavated area back to design elevations. These
remedial measures shall be performed by the Contractor at no cost to the Owner.
C. Drainage shall be discharged only in an area approved by the Owner or Owner's
Engineer.
3.13 SURVEY CONTROL
A. The Owner shall provide all as -built surveying for the project and the Contractor
shall provide all layout surveying as discussed in Section 01050.
B. The Owner will provide Record Drawings of the pre- and post -excavation surfaces
in accordance with the requirements of the CQA Plan. Once the Owner certifying
survey is complete and the as -built is found to be at design grade within tolerances,
the Contractor may proceed with construction.
3.14 PROOFROLLING
A. The surface of the subgrade shall be proofrolled with a compactor or other heavy
equipment as approved in the CQA Plan under the observation of the QA/QC
Consultant. Should the subgrade fail to achieve density required, the Contractor
shall remoisturize or recompact the soil as needed under the observation of the
QA/QC Consultant. This procedure shall be repeated as necessary. After acceptable
recompaction, the subgrade shall be proof rolled under the observation of the
QA/QC Consultant.
February 2021 31 01 00 - 10 CEC #195-440
Construction Documents

B. Should efforts to achieve required density be unsuccessful at the discretion of the
QA/QC Consultant, the Contractor shall over excavate the material and replace with
suitable backfill. Undercutting shall not be permitted except at the direction of the
Engineer.
3.15 FINISH GRADING
A. All earthwork shall be shaped to the lines and grades indicated on the Construction
Drawings. All grading shall be blended into the surrounding, existing terrain.
3.16 FIELD QUALITY CONTROL
A. Quality Control Testing During Construction:
1. OWNEWs testing lab will inspect and approve subgrades and fill layers before
further construction work is performed thereon.
2. Tests of subgrades and fill layers shall be taken from the Construction Quality
Assurance Plan.
B. Unsuitable Compaction: If, based on reports of testing lab and inspection, subgrade
or fills which have been placed are below specified density, provide additional
compaction and testing at no additional expense to the OWNER.
END OF SECTION
February 2021 31 01 00 - 11 CEC #195-440
Construction Documents

SECTION 31 01 10
STRUCTURAL FILL
PART 1 GENERAL
1.1 DESCRIPTION
A. SCOPE:
1. CONTRACTOR shall provide all labor, materials, equipment and
incidentals as shown, specified and required to place structural fill in
the proposed leachate storage tank and piping. Work includes
compaction of the structural fill to the specified degree and bringing it
to the required lines and grades.
B. RELATED SECTIONS:
1. Section 31 01 00, Earthwork
2. Section 31 0120, Compacted Soil Liner
1.2 QUALITY ASSURANCE
A. Permits and Regulations:
1. Samples of the proposed structural fill material shall be submitted to testing
laboratory in air -tight containers, 50-lb. sample of each type of material.
B. SUBMITTALS:
1. CONTRACTOR shall obtain all necessary permits for the Work including
permits as required by local, state and federal agencies for discharging water
from excavations into rivers and streams.
2. CONTRACTOR shall perform Work in compliance with applicable
requirements of governing authorities having jurisdiction.
C. REFERENCE STANDARDS: COMPLY WITH APPLICABLE
PROVISIONS AND RECOMMENDATIONS OF THE FOLLOWING
EXCEPT AS OTHERWISE SHOWN OR SPECIFIED.
1. ASTM D 422, Method for Particle -Size Analysis of Soils.
2. ASTM D 698 (AASHTO T99), Test Methods for Moisture -Density Relations
of Soils and Soil Aggregate Mixtures, Using 5.5 pound (2.5 kg) Rammer and
12-inch (304.8 mm Drop).
3. ASTM D 1556, Test Method for Density of Soil in Place by the Sand -Cone
Method.
February 2021 02221 -1 CEC #195-440
Construction Documents

4. ASTM D 1557, Test Methods for Moisture -Density Relations of Soils and
Soil Aggregate Using 10 lb. (4.5 kg) Rammer and 18-inch (457 mm) Drop.
5. ASTM D 2216, Standard Test Method for Laboratory Determination of
Water (Moisture) Content of Soil and Rock by Mass.
6. ASTM D 2850, Standard Test Method for Unconsolidated, Undrained
Compressive Strength of Cohesive Soils in Triaxial Compression.
7. ASTM D 6938, Standard Test Method for In -Place Density and Water
Content of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth).
8. ASTM D 4318, Standard Test Methods for Liquid Limit, Plastic Limit, and
Plasticity Index of Soils.
9. OSHA Standard, Title 29, Code of Federal Regulations, Part 1926, Section
.650 (Subpart P — Excavations).
PART 2 PRODUCTS
2.1 SOIL MATERIALS
A. STRUCTURAL FILL:
1. Structural fill shall be obtained from borrow areas.
2. Structural fill uses are as follows: engineered subgrade,
berms/embankments, and access roads.
3. Provide approved materials that are free of debris, foreign material, and
deleterious material.
PART 3 EXECUTION
3.1 PREPARATION OF SURFACES UNDER STRUCTURAL FILL
A. Prior to placing the structural fill on earth surfaces, the vegetation, topsoil and
organic material shall be removed and stockpiled as directed by the OWNER.
Then the earth shall be plowed or harrowed to a depth of at least 8 inches. Water
shall be added, if required. Where structural fill is placed on or against rock or
concrete, the surface shall be cleaned thoroughly and moistened if necessary to
assure a good bond. All holes and depressions shall be filled with structural fill
placed in layers, moistened with water if necessary, and tamped with mechanical
tampers to 95 percent of maximum density as determined by Standard Proctor.
As soon as surfaces have been made reasonably level the balance of the
structural fill shall be constructed as specified.
February 2021 02221 -2 CEC #195-440
Construction Documents

3.2 CONSTRUCTION OF STRUCTURAL FILL
A. Materials for construction of compacted structural fill shall be transported in
approved conveying units of such size and having such bearing tread areas that
the
completed fill shall not be unduly rutted by their passage. Equipment shall
not be used if it is so heavy as to cause non -uniform consolidation of the earth
All earth fill surfaces which are too smooth to bind properly with succeeding
layers shall be loosened by disking or harrowing or other approved means before
the succeeding layer is placed thereon. The earth fill material shall be evenly and
uniformly spread in layers not exceeding 8 inches thick.
B. All stones greater than 6 inches diameter and all roots and other perishable
materials shall be removed prior to rolling. Smaller stones shall be kept apart
and not permitted to accumulate in groups. A sufficient number of laborers shall
be available when the spreading and rolling is being done to remove all oversize
stones, roots and other unsuitable materials and to separate the smaller stones.
No frozen material shall at any time be used in the construction of the structural
fill and no materials shall be placed which are frozen or loosened by freezing.
C. All excavation, transportation and placing operations shall be such as will
produce a satisfactory mixture and gradation of materials after they have been
spread and compacted. The spreading equipment shall be light -weight and no
other equipment, except sprinklers or harrows as necessary shall pass over any
layer which is being prepared for rolling before the rolling is completed.
Dumping, spreading, sprinkling and compacting operations shall be carried out
systematically so as not to interfere with each other.
D. Structural fill shall be compacted to 95 percent of Standard Proctor maximum
density at the approximate optimum moisture content. ENGINEER'S specific
requirements as to selection of materials, water content and degree of
compaction will be varied as necessary to obtain an earth fill of the required dry
weight, imperviousness and stability.
3.3 MOISTURE CONTROL
A. The moisture content of materials in the structural fill shall be controlled to meet
the requirements of this Section. When necessary, moisture shall be added by
use of approved watering equipment. Water shall be added uniformly and each
layer shall be thoroughly disked or harrowed to provide proper mixing. Any
layer found too wet for proper compaction shall be allowed to dry before it is
rolled. Placing or rolling of material on earth fills will not be permitted during or
immediately after rainfall which increase the moisture content beyond the limit
of satisfactory compaction. The earth fill shall be brought up uniformly and its
February 2021 02221 - 3 CEC #195-440
Construction Documents

top shall be kept graded and sloped. Compacted earth fill that is damaged by
washing, shall be replaced by CONTRACTOR in an acceptable manner.
3.4 ROLLING
A. Approved tamping rollers shall be used for compacting the structural fill which
they can effectively reach. Each drum of a roller shall have an outside diameter
of not less than 5 feet and shall be not less than 4 feet or more than 6 feet in
length. The space between two adjacent drums, when on a level surface, shall be
not less than 12 inches or more than 15 inches. Each drum shall be free to pivot
about an axis parallel to the direction of travel. Each drum shall be equipped
with a suitable pressure -relief valve.
B. At least one tamping foot shall be provided for each 100 square inches of drum
surface. The space measured on the surface of the drum, between the centers of
any two adjacent tamping feet, shall be not less than 9 inches. The length of
each tamping foot from the outside surface of the drum shall be maintained at
not less than 9 inches. The cross -sectional area of each tamping foot shall be not
more than 10 square inches at a plane normal to the axis of the shank, 6 inches
from the drum surface, and shall be maintained at not less than 7 square inches
nor more than 10 square inches at a plane normal to the axis of the shank, 8
inches from the drum surface.
C. The weight of a roller when fully loaded shall be not less than 4,000 pounds per
foot of length of drum. The loading used in the roller drums and operation of
the rollers shall be as required to obtain the required compaction. If more than
one roller is used on any one layer of fill, all rollers so used shall be of the same
type and essentially of the same dimensions and weight. Tractors used for
pulling rollers shall have sufficient power to pull the rollers satisfactorily when
drums are fully loaded with sand and water. During the operation of rolling,
CONTRACTOR shall keep the spaces between the tamping feet clear of
materials which would impair the effectiveness of the tamping rollers.
February 2021 02221 - 4 CEC #195-440
Construction Documents

D. The number of trips of the roller required over each layer shall be such as will
give at least 50 percent coverage. Tandem drums may be used to reduce the
number of trips. In order to perform this operation to best advantage, the
moisture content of the top two layers must be right, otherwise the structural fill
will sink and weave under the roller or material trucks, indicating that moisture
content is excessive and compaction inadequate. If such condition develops to
an unsatisfactory extent, operations shall be suspended until the structural fill
solidifies. Adjacent roller trips shall overlap to insure proper coverage. All parts
of the structural fill shall be compacted to the extent ordered by ENGINEER in
accordance with the results and requirements described and specified
hereinabove. In the early part of the Work, various numbers of roller trips will
be tried in order to determine the proper compaction method. CONTRACTOR
shall vary the number of roller trips as directed and shall cooperate with
ENGINEER in obtaining a solid, tight structural fill. A minimum of two passes
of roller trips shall be completed on the structural fill.
E. Other types of rollers may be used if it can be shown that equal or better results
can be obtained. If CONTRACTOR wishes to make such substitution, he shall
demonstrate the effectiveness of the roller by actual soil compaction results with
laboratory work performed by an approved soil testing laboratory.
3.5 FINISHING STRUCTURAL FILL
A. The structural fill shall be constructed to the elevations, lines, grades and cross -
sections as shown, specified or otherwise directed by ENGINEER with such
increased heights and widths as deemed necessary by ENGINEER to allow for
later shrinkage and settlement, but in no case will such increase exceed 3 percent
of the dimensions shown. The structural fill shall be maintained in a completely
satisfactory manner and surfaces shall be compact and accurately graded before
riprap, paving or topsoil is placed on them.
3.6 INSPECTION
A. ENGINEER shall examine the areas and conditions under which structural fill
Work is to be performed and notify CONTRACTOR of conditions detrimental
to the proper a timely completion of the Work. Do not proceed with the Work
until unsatisfactory conditions have been corrected in an acceptable manner.
END OF SECTION
February 2021 02221 - 5 CEC #195-440
Construction Documents

SECTION 31 01 20
COMPACTED SOIL LINER
PART 1 GENERAL
1.1 SUMMARY
A. SECTION INCLUDES:
1. Contractor to furnish all labor, materials, tools, equipment, and services for soil
liner components as indicated, in accordance with provisions of Contract
Documents.
2. Completely coordinate with work of all other trades.
3. Although such work is not specifically indicated, furnish and install all
supplementary or miscellaneous items, appurtenances, and devices incidental to
or necessary for a sound, secure, and complete installation.
B. Related Sections include but are not necessarily limited to:
1. Section 31 01 00 — Earthwork
2. Section 31 01 10 —Structural Fill
1.2 QUALITY STANDARDS
A. REFERENCE STANDARDS:
1. ASTM — American Society for Testing and Materials:
a. D-422, Particle Size Analysis.
b. D-698, Standard Proctor.
c. D-854, Specific Gravity.
d. D-1140, Fines Content in Soils.
e. D-1556, In -Situ Density Measurement Using the Sand Cone.
f. D-1557, Modified Proctor.
g. D-2166, Unconfined Compressive Strength.
h. D-2216, Moisture Content Using Over -Dry Method.
i. D-2487, Soils Classification.
j. D-2573, Field Vane Shear Test.
k. D-2922, In -Situ Density Using Nuclear Methods.
1. D-3017, In -Situ Moisture Content Using Nuclear Methods.
m. D-4318, Atterberg limits.
n. D-5084, Flexible Wall Permeameter.
1.3 SUBMITTALS
A. Soil liner conformance testing.
B. Certification that all fill materials brought to the site have been obtained from a clean
source.
1.4 JOB CONDITIONS
A. Verify conditions of subgrade prior to commencing work.
February 2021 31 01 20 - 1 CEC #195-440
Construction Documents

1.5 TOLERANCES
A. THE SOIL LINER SYSTEM MUST EXCEED THE FOLLOWING TOLERANCES:
1. The saturated hydraulic permeability of the soil liner must be equal to or less than
1.Ox10-7 cm/sec as determined by ASTM D-5084, or a saturated hydraulic
permeability equal to or less than 1.Ox10-5 cm/sec accompanied by a geosynthetic
clay liner (GCL).
2. The thickness of the soil liner must be equal to or greater than 18 IN.
3. The work should be constructed to lines, grades, and control points indicated on
the Drawings and shall be controlled and documented with survey methods.
Laser based survey systems are preferred for grading.
4. Finished Grade Tolerance: +0.1 FT from required elevation.
B. The Contractor is responsible for certifying that the Work is constructed to the
specified tolerances and for providing sealed surveys supporting the certification.
PART 2 PRODUCTS
1.6 MATERIALS
A. LOW PERMEABILITY SOIL — GENERAL:
1. Contractor shall provide natural, fine-grained soil or bentonite amended soil that
is capable of being worked to produce a soil layer of thickness shown on the
Drawings that meets the hydraulic conductivity requirements.
2. In accordance with these specifications, the Contractor is responsible for
conducting a borrow soil characterization study (BSCS).
3. Contractor shall provide the Engineer and Owner access to information about the
borrow source of the low permeability soil and certify that it is not contaminated
with hazardous materials or hazardous wastes.
4. The soil shall be relatively homogeneous ion color and texture and shall be free
from roots, stones, and other deleterious materials.
B. NATURAL FINE-GRAINED SOIL:
1. Classification: Natural fine-grained soil shall have a classification of CH, CL,
MH, or ML as determined by ASTM D-2488.
2. Grain sizes shall be within the following gradation:
Sieve Size Percent Passing by
Weight
1/2 IN 100
No. 4 > 95
No. 200 > 30
3. Hydraulic Conductivity: The saturated hydraulic conductivity of the natural fine-
grained soil shall meet the stated tolerances, when compacted in accordance with
requirements established by the Engineer and Contractor on the basis of the soil
liner test strip as specified herein.
4. Other Soil Liner Properties: The liquid limit shall be at least 25 as measured by
ASTM D-4318. The plasticity index shall be at least 10 and less than 30, as
measured by ASTM D-4318.
February 2021 31 01 20 - 2 CEC #195-440
Construction Documents

C. BENTONITE AMENDED SOIL (WHERE APPLICABLE):
1. Hydraulic conductivity of constructed bentonite amended soil shall meet the
tolerances when compacted in accordance with requirements established by the
Engineer on the basis of test results from the soil liner test strip and the borrow soil
characterization study.
2. Soil used in the bentonite amended soil shall be free from roots, organic matter,
debris, particles larger than 3/4 IN, and other deleterious material. All soil used in
the bentonite amended soil shall be taken from a borrow area approved by the
Engineer.
3. Unless approved otherwise by the Engineer, the soil used in the bentonite amended
soil shall meet the following washed sieve gradation:
Sieve Size Percent Passing by
Weight
3/4 IN 100
No. 4 55 — 100
No. 20 45 — 75
No. 200 10 - 40
4. Bentonite:
a. Bentonite shall be free -flowing, powdered, high -swelling, sodium
montmorillonite clay (bentonite) free of additives.
b. Acceptable bentonite manufacturers are:
1) American Colloid, Co., [phone].
2) Bentonite Corp., [phone].
3) CETCO, [phone].
4) Federal Industrial, [phone].
5) WYO-BEN, [phone].
C. The Contractor may propose a bentonite supplier other than those listed
above if it is demonstrated that its use in the amended soil satisfies the
requirements of these specifications.
1.7 SOIL LINER MATERIAL ACCEPTANCE
A. General: All imported, on -site, and processed materials specified in this section are
subject to the following requirements:
1. Certification that the material conforms to the Specification requirements along
with copies of the test results from a qualified commercial testing laboratory shall be
submitted to the Engineer for approval at least 10 days before the material is
required for use. All material samples shall be furnished by the Contractor at the
Contractor's sole expense.
2. All samples required in this section shall be representative and be clearly marked to
show the source of the material and the intended use on the project. Sampling of
the material source shall be done by the Contractor in accordance with ASTM D-75.
3. Notify the Engineer at least 24 HRS prior to sampling so that they may observe the
sampling procedures.
4. Tentative acceptance of the material source shall be based on the certified test
results of the Borrow Source Characterization Study (BSCS) as submitted by the
Contractor to the Engineer. No imported materials shall be delivered to the site
February 2021 31 01 20 - 3 CEC #195-440
Construction Documents

until the proposed source and materials tests have been accepted in writing by the
Engineer.
Final acceptance of any material will be based on results of tests made on material
samples taken from the completed soil liner test strip, combined with the results of
the BSCS. If tests conducted by the Contractor indicate that the material does not
meet specification requirements, material placement will be terminated until
corrective measures are taken. Material which does not conform to the specification
requirements and is placed in the work shall be removed and replaced at the
Contractor's sole expense.
6. Contractor shall be solely responsible for obtaining all permits required to obtain
acceptable sources of materials for use in the work.
B. SAMPLING AND RETESTING REQUIRED HEREIN SMALL BE DONE AT
THE CONTRACTOR'S SOLE EXPENSE.
C. BORROW SOURCE CHARACTERIZATION STUDY:
1. The Contractor will be responsible for all processing and screening of the soil liner
material at his own cost to meet the requirements of the specifications. The
Contractor will be responsible for the erosion protection of the stockpile and borrow
area during his operation. The Contractor shall coordinate all aspects of this
operation with the Engineer.
2. Contractor shall complete a BSCS of natural fine-grained soils or of soil that will be
used in bentonite amended soils.
3. Contractor shall conduct tests, including particle size, Atterberg limits, moisture -
density, and hydraulic conductivity tests, as necessary to locate an acceptable source
of material.
4. Once a potential source of material has been located, the Contractor shall develop
and undertake a testing program to demonstrate the acceptability of the proposed
material. Certified results of all tests shall be submitted to the Engineer upon
completion of tests. Tentative acceptance of the borrow source by the Engineer will
be based upon the results of the study. The testing program shall include the
following elements, at a minimum:
a. An excavation plan for the borrow source indicating proposed surface mining
limits and depths of samples to be taken for testing.
b. Test pits for borrow source sampling shall be appropriately spaced to reflect site
geomorphology and sampled at depth intervals appropriate to the proposed
excavation methods.
c. A minimum of 12 samples shall be collected and tested for the parameters
required as described in the following paragraphs.
5. Test Parameters and Reporting for Natural Fine -Grained Soils:
a. All samples collected from the proposed borrow area for natural fine-grained
soils shall be tested for the following parameters.
Parameter Test Method
Particle Size (sieve plus ASTM D-422
hydrometer)
Atterberg Limits ASTM D-4318
Standard Proctor ASTM D-698
February 2021 31 01 20 - 4 CEC #195-440
Construction Documents

Hydraulic Conductivity* ASTM D-5084
*Hydraulic conductivity tests shall be performed on
recompacted samples of the proposed material compacted
according to criteria developed by the Engineer using data
from tests conducted in accordance with ASTM D-698.
6. Test Parameter for Soil to be used in Bentonite Amended Soil:
a. Parameters and reporting for soils to be used in bentonite amended soil shall
be the same as for natural fine-grained soil.
b. Tests required under this paragraph are part of the BSCS. Additional tests on
the bentonite amended soil product are required for soil liner acceptance. See
paragraph 2.2-E.
D. Borrow Soils Conformance Testing:
1. Following acceptance of a borrow source for natural fine-grained soils and soils
for bentonite amendment, the following tests shall be performed by the
Contractor on samples taken from the excavated material using the methods and
at the frequencies indicated below:
Test Test Method Minimum Frequency
Percent Fines ASTM D-1140 1 per 5,000 cu.yd.
Atterberg Limits ASTM D-4318 1 per 5,000 cu.yd.
Sieve Analysis ASTM D-422 1 per 5,000 cu.yd.
Hydraulic ASTM D-5084* 1 per 5,000 cu.yd.
Conductivity
Standard Proctor ASTM D-698 1 per 5,000 cu.yd.
*Except Test Pad
2. The Contractor shall conduct tests more often if variation in test results is
occurring or if material appears to depart from specifications.
3. If tests indicate material does not meet specification requirements, Contractor
shall terminate material placement until corrective measures are taken.
4. Contractor shall remove and replace material which does not meet specification
requirements at no additional cost to the Owner.
February 2021 31 01 20 - 5 CEC #195-440
Construction Documents

E. Bentonite Amended Soil Conformance Testing (where applicable):
1. Following acceptance of a source for soils to be used in Bentonite amended soils,
the Contractor shall perform a Design Mix Analysis and submit certifications for
the imported Bentonite material as described below:
a. Design Mix Analysis:
1) Collected 2 of the coarsest samples of the soil taken from the approved
borrow area (based on percent retained on #200 sieve). Soil samples for
testing shall be at least 100 pounds each.
2) Trail mix samples shall be prepared by mixing each soil sample with three
trial application rates of Bentonite. Compact each trial mix sample to a
dry density equal to 95 percent relative compaction and at a moisture
content within the range of optimum to optimum plus 3 percent (ASTM
D-698) for the unamended soil.
3) Test the hydraulic conductivity of the trial mix samples using ASTM D-
5084 and report all data to Engineer. Graph measured hydraulic
conductivity versus percent Bentonite.
4) Contractor shall select a minimum Bentonite content needed to
consistently achieve the required in -place hydraulic conductivity.
2. After mix design and initial testing, Contractor shall conduct tests of the mixed
Bentonite amended soil, after it has been discharged from the pugmill and before
this is placed in the work using the following methods and at the following
frequencies.
Test Method Minimum Frequency
Standard ASTM D-698 or 1 per 5,000 CU YD
Proctor ASTM D-1557
3. Bentonite: Contractor shall submit certifications from the supplier of the
Bentonite material that it meets the requirements specified under PART 2 —
PRODUCTS.
F. Fine -Grained Material Dewatering, Mixing, and Staging:
1. Dewatering of soil liner borrow excavations, if required, shall be solely at the
Contractor's expense.
2. Drying, blending, or wetting required to maintain the soil liner soil at a suitable
moisture content shall be solely at the Contractor's expense.
1.8 EQUIPMENT
A. COMPACTION EQUIPMENT:
1. The compacting equipment shall be of a suitable type, adequate to obtain the
permeability specified, that provides a kneading action, such as a wobble -wheeled roller
or a sheepsfoot roller having tines as long as the maximum loose lift thickness to
ensure proper lift interface compaction free of voids.
2. The Contractor shall confirm compaction equipment adequacy, and recommend
changes if required, based on the soil liner test strip. Such additional equipment will be
provided by the Contractor at no additional cost.
3. The compaction equipment shall be maintained and operated in a condition that will
deliver manufacturer's rated compactive effort.
February 2021 31 01 20 - 6 CEC #195-440
Construction Documents

4. Hand -operated equipment shall be capable of achieving specified soil densities.
5. The finished surface of the final lift shall be rolled with a smooth steel drum roller or
rubber -tired roller to eliminate tine or roller marks and provide a smooth, dense
surface for geomembrane placement.
B. MOISTURE CONTROL EQUIPMENT:
1. Equipment for applying water shall be of a type and quality adequate for the Work,
shall not leak, and shall be equipped with a distributor bar or other approved device to
assure uniform application.
2. Equipment for mixing and drying out material shall consist of blades, discs, or other
equipment defined by the Engineer.
3. Mixing of natural fine-grained soils may also be required to get even distribution of
moisture.
4. Soil liner material must not be compacted within 24 HRS of the adjustment of water
content by the addition of water.
C. BENTONITE AMENDED SOIL MIXING EQUIPMENT (WHERE APPLICABLE):
1. Contractor shall mix, process, and condition the bentonite amended soil in a pugmill
prior to placing and compacting the mixture.
2. The pugmill shall have the capability to break up soil clumps and mix material to form
a homogeneous blend. The pugmill shall have controls that allow a variable rate of
discharge from it to control the degree of mixing. The pugmill shall have automated
controls to control the rate of feed of each material to within an accuracy of 2 percent
by weight.
3. The pugmill discharge shall be equipped with a hatching bin having a drop outlet for
loading hauling vehicles directly from the pugmill. Pugmill shall be positioned to allow
direct discharge to hauling vehicles.
4. Contractor shall not store amended soil in a manner or for a length of time that will
cause any degradation of the project or amended soil.
PART 3 EXECUTION
1.9 SOIL LINER TEST STRIP
A. TEST STRIP INSTALLATION:
1. Prior to actual soil liner installation, a soil liner test strip of a dimension no less than
100 FT long by 30 FT wide by 1.5 FT thick shall be constructed by the Contractor
over a compacted subgrade within the liner construction site.
2. The soil liner test strip shall be constructed in four 6 IN lifts. The final compacted
thickness of each lift shall be a maximum of 6 IN. Prior to placement of successive
lifts, the surface of the lift in -place shall be scarified or otherwise conditioned to
eliminate lift interfaces.
3. The soil liner test strip shall be constructed using the same equipment and
construction procedures that are anticipated for use during actual liner installation.
4. During test strip installation, the Contractor in coordination with the Engineer shall
determine the field procedures that are best suited for his construction equipment to
achieve the requirements specified herein.
February 2021 31 01 20 - 7 CEC #195-440
Construction Documents

5. If the test strip fails to achieve the desired results, the soil material of the strip shall
be completely removed, and additional test strip(s) shall be constructed until the
requirements are met.
6. The Contractor shall document that the subgrade of the test strip liner is properly
compacted to at least 95 percent of the maximum dry density, as determined using
the Standard Proctor test (ASTM D-698). Field density tests on the subgrade shall
be performed by the Contractor and documented at a minimum of 3 test locations
within the test strip area.
7. At least five field density measurements shall be performed by the Contractor on
each lift of the liner test strip. The field density tests shall be conducted using a
nuclear gauge (ASTM D-2922) or other method, as approved by the Engineer.
Corresponding tests for moisture content to determine dry density shall likewise be
performed by using a nuclear gauge (ASTM D-3017), or other approved method.
On the test pad, the density measurement if performed by a nuclear gauge shall be
verified by recovering at least 5 samples for oven -dry testing (ASTM D-2216) from
the test location.
8. A composite sample will be taken from each lift for recompacted lab permeability
(ASTM D-5084).
9. Upon completion of the soil liner test strip, the Contractor shall measure the
thickness of the test strip at a minimum of 5 random locations.
10. A minimum of 5 random samples of the liner construction materials delivered to the
site during test strip installation shall be tested by the Contractor for moisture
content (ASTM D-2216), sieve analyses (ASTM D-421 and D-422) and Atterberg
limits (ASTM D-4318).
11. The Contractor shall conduct at least one standard Proctor (ASTM D-698) and one
modified Proctor (ASTM D-1557) compaction test on bag samples of the test strip
material to determine the moisture -density relationships.
12. A minimum of 1 undisturbed sample shall be taken from each lift of the test strip by
the Contractor for laboratory hydraulic conductivity testing. The samples shall be
taken with a 2-foot radius of the in -situ density and moisture tests. The Contractor
will also conduct at least 1 confirmatory in -situ hydraulic conductivity test.
Laboratory hydraulic conductivity testing shall be conducted using constant head,
triaxial type permeameters (ASTM D-5084). The test specimens shall be
consolidated under an isotropic effective consolidation stress not to exceed 10 psi.
The inflow to and outflow from the specimens shall be monitored with time and the
coefficient of permeability calculated for each recorded flow increment. The test
shall continue until steady state flow is achieved and relatively constant values of
coefficient of permeability are measured.
13. The data gathered from the test strip sampling (i.e., field density, moisture,
undisturbed samples, and in -situ hydraulic conductivity) shall be used along with the
Proctor curve for the soil to develop a range of acceptable moisture and density test
values which are likely to result in a maximum permeability no greater than 1x10-7
cm/sec. This range of moisture/density values will be established by the Engineer
and will be utilized as a means to establish Pass/Fail Criteria for the remainder of the
area to be lined by the subject material.
14. The test strip will be considered acceptable if the measured hydraulic conductivity of
the test strip as determined by ASTM D-5084 meets the requirements of the
specifications.
February 2021 31 01 20 - 8 CEC #195-440
Construction Documents

15. If field and laboratory test data indicate that the installed test strip meets the
requirements of this specification, it may be used as part of the liner provided that it
is adequately protected by the Installer from drying and equipment damage after
installation. The Installer shall scarify the liner material along the edge of the test
strip. A minimum 2-foot overlap per lift is required for mixing and compaction
between the test strip and the liner.
16. If the test strip fails to meet specifications, additional mix designs (if bentonite
amended) and/or test strips will be constructed until a test strip meets the
requirements. No soil liner may be placed until a test strip has been accepted by the
Engineer.
17. Upon receipt of the test data from the Contractor, the Engineer shall inform the
Contractor if the test strip can remain in -place as part of the liner.
1.10 INSTALLATION
A. The subgrade to be lined shall be smooth and free of vegetation, sticks, roots, and
debris. It shall be the responsibility of the Contractor to keep the receiving surfaces
in the accepted condition until complete installation of the liner is accomplished.
B. The subgrade shall be proofrolled with a pneumatic tired vehicle of at least 20 tons
GVW, making passes across the area as directed by the Engineer. The soil liner shall
not be placed over areas deemed unacceptable by the Engineer based on proofroll
observations or inadequate test results.
C. The soil liner shall be installed in 4 compacted lifts of approximate equal thickness.
The material shall be placed consistent with criteria developed from construction of
satisfactory test strip.
D. When particles exceeding 3/4" are observed at the final lift surface, they shall be
removed by the Contractor prior to final rolling of the surface.
E. Equipment shall be used such that bonding of the 2 lifts will occur. Equipment shall
have cleats or other protrusions of such length necessary to completely penetrate into
the loose lift. Compaction shall be performed using appropriately heavy, properly
ballasted, penetrating foot compactor making a minimum number of passes as
approved by the Engineer based on the soil liner test strip.
F. If desiccation and crusting of the lift surface occurs prior to placement of the next
lift, this area shall be scarified to a minimum depth of 2 IN or until sufficiently moist
materials are encountered, whichever is greater. After scarification, the superficial
material should be reworked to obtain a moisture content at least 2 percent above
optimum moisture content. Alternately, the drier superficial soil may be stripped and
mixed with additional moist soil to achieve a moisture content satisfying the project
requirements.
G. No frozen material shall be placed.
H. Material shall not be placed on a previous lift which is frozen. Frozen in -place
material shall be removed prior to placement of additional soil material.
February 2021 31 01 20 - 9 CEC #195-440
Construction Documents

I. Material which has been subjected to a freeze/thaw cycle(s) shall be disked and
recompacted prior to placement of subsequent lifts.
During construction, exposed finished lifts of the soil liner material should be
sprinkled with water to minimize desiccation, as necessary. The Contractor is
responsible to protect the soil liner from rain, drying, desiccation, erosion, and
freezing. All defective areas shall be repaired by the Contractor to the satisfaction of
the Engineer at no extra compensation.
K. At the end of each day's construction activities, completed lifts or sections of the
compacted soil liner should be sealed. Common sealing methods including rolling
with a rubber tired or smooth -drum roller, backdragging with a bulldozer, or
placement of temporary cover soil over the compacted soil liner. The compacted soil
liner should be sprinkled with water, as needed.
L. If testing shows that a lift is significantly thicker than 6 IN, the top of the lift will be
shaved off so that the lift is approximately 6 IN thick.
1.11 FIELD QUALITY CONTROL AND QUALITY ASSURANCE
A. The following field and laboratory quality control tests shall be performed by the
Contractor at no additional expense to the Owner during soil liner construction:
February 2021 31 01 20 - 10 CEC #195-440
Construction Documents

Test
Method
Minimum
Acceptable Criteria
Frequency
Field Density
ASTM D-
1/100' x 100'
>_95%
2937
grid/lift
or
ASTM D-
1/100' x 100'
>_95%
3017
grid/lift
and
ASTM D-
1/5 D-3017 tests
>_95%
2937
Thickness
Surveyor
8locations/acre
>_24"
Atterberg Limits
ASTM D-
1 /acre/lift
BSCS Criteria
4318
Fine Content
ASTM D-
1 /acre/lift
BSCS Criteria
1140
Hydraulic
ASTM D-
1/acre/lift
<_IXIO-7 cm/sec
Conductivity
5084
Laboratory
ASTM D-
1/5000 CY of
N/A
Moisture Density
698 or
placed liner
Relationship
D1557
material
Foreign Objects
Visual
Daily
None Present
Roots, Stones,
Litter and Other
deleterious Material
B. Test methods shall also conform to criteria set forth in Paragraph 3.1 — Soil Liner
Test Strip.
C. If there are indications of declining or failing tests results, frequencies may be
increased. If hydraulic conductivity test results are well above acceptable, the
frequency for Atterberg limit and fine content testing may be waived.
D. The acceptable criteria may be modified by the Contractor if supported by the test
strip results and approved by the Engineer.
E. Holes in the compacted soil liner created as a result of destructive testing (e.g., thin -
walled Shelby tube sampling and nuclear gauge, field density determinations) shall be
backfilled and tamped by rod uniformly in 2 IN thick lifts. The backfill material shall
be the same liner construction material or hydrated bentonite powder, if approved by
the Engineer. On the surface, the backfill material shall extend slightly beyond the
holes to make sure that a good tie in with the surrounding liner is achieved. Repaired
areas shall be observed and documented by the Contractor.
F. Give minimum of 24 HRS advance notice to Engineer when ready for soil testing and
inspection in completed area of the soil liner.
February 2021 31 01 20 - 11 CEC #195-440
Construction Documents

G. For areas not meeting field and laboratory testing criteria, the Contractor shall scarify
the full depth of the lift or replace the material as needed. The material shall be
reshaped, rewetted as needed, rehomogenized and recompacted to the specified
density. Areas not meeting the thickness requirements shall be augmented with
additional materials. The added materials shall be reworked with the soil layer to
ensure homogeneity and proper bonding. This may be done by scarification of the
surface prior to addition of new material. The repaired area shall be properly
documented, and field and laboratory quality control testing shall be performed to
ensure the repaired liner section meets the requirements specified herein.
H. The Contractor shall pay for all costs associated with corrective work and retesting
resulting from failing tests. The Engineer shall be informed immediately of all failing
tests.
END OF SECTION
February 2021 31 01 20 - 12 CEC #195-440
Construction Documents

SECTION 31 02 00
CLEARING AND GRUBBING
PART 1 GENERAL
1.1 SCOPE OF WORK
A. Clearing and grubbing shall consist of the removal and satisfactory disposal of all trees,
brush, stumps, logs, grass, weeds, roots, decayed vegetable matter, posts, fences, stubs,
rubbish and all other objectionable matter resting on or protruding through the original
ground surface and occurring within the construction limits or right-of-way of any
excavation, borrow area, or embankment.
PART 2 NOT USED
PART 3 EXECUTION
3.1 GENERAI,
A. Clearing and grubbing operations shall be completed sufficiently in advance of grading
operations as may be necessary to prevent any of the debris from the clearing and
grubbing operations from interfering with the excavation or embankment operations.
All work under this section shall be performed in a manner which will cause minimum
soil erosion. The Contractor shall perform such erosion control work, temporary or
permanent, as may be directed by the Engineer in order to satisfactorily minimize
erosion resulting from clearing and grubbing operations.
1. Clearing:
a. The work of clearing shall be performed within the limits established by the
plans, specifications, or the Engineer.
b. Clearing shall consist of the felling and cutting up, or the trimming of trees, and
the satisfactory disposal of the trees and other vegetation together with the
down timber, snags, brush and rubbish occurring within the areas to be cleared.
Trees and other vegetation, except such individual trees, groups of trees, and
vegetation, as may be indicated on the plans to be left standing, and all stumps,
roots and brush in the areas to be cleared shall be cut off six inches above the
original ground surface.
C. Individual trees and groups of trees designated to be left standing within cleared
areas shall be trimmed of all branches to such heights and in such manner as
may be necessary to prevent interference with construction operations. All
limbs and branches required to be trimmed shall be neatly cut close to the
whole of the tree or to main branches, and the cuts thus made shall be painted
with an approved tree wound paint. Individual trees, groups of trees, and other
vegetation, to be left standing shall be thoroughly protected from damage
February 2021 31 02 00 - 1 CEC #195-440
Construction Documents

incident to construction operations by the erection of barriers or by such other
means as the circumstances require.
d. The Engineer will designate all areas of growth or individual trees which are to
be preserved due to their desirability for landscape or erosion control purposes.
When the trees to be preserved are located within the construction limits, they
will be shown on the plans or designated by the Engineer.
e. Clearing operations shall be conducted so as to prevent damage by falling trees
to trees left standing, to existing structures and installations, and to those under
construction, and so as to provide for the safety of employees and others.
When such damages occur, all damaged areas shall be repaired, removed or
otherwise resolved utilizing generally accepted practices at the Contractor's
expense.
2. Grubbing:
a. Grubbing shall consist of the removal and disposal of all stumps, roots and
matted roots from all cleared areas, except as herein specified.
b. All depressions excavated below the natural ground surface for or by the
removal of stumps and roots shall be refilled with suitable material and
compacted to make the surface conform to the surrounding ground surface.
3. Disposal of Cleared and Grubbed Material: Saw logs, pulp wood, cord wood or
other merchantable timber removed incidental to clearing and grubbing shall remain
the property of the Owner. All combustible matter shall be deposited at locations
approved by the Engineer. Combustible matter may be burned or may be disposed
of as stated above. Debris shall not be burned unless written permission or permit is
issued by the Fire Marshall having jurisdiction in the area if applicable. The
Contractor shall adhere to all limitations and conditions set forth in the permit.
Burning shall be done at such time and such manner as to prevent fire from
spreading and to prevent any damage to adjacent cover and shall further be subject
to all requirements of State or Federal Governments pertaining to the burning.
Disposal by burning shall be kept under constant attendance until all fires have
burned out or have been extinguished.
END OF SECTION
February 2021 31 02 00 - 2 CEC #195-440
Construction Documents

SECTION 31 03 00
WASTE MATERIAL DISPOSAL
PART 1 GENERAL
1.1 SCOPE OF WORK
A. The work covered by this section consists of the disposal of waste and debris in
accordance with the requirements of these specifications. Waste will be considered to be
all excavated, grubbed or removed materials which are not utilized in the construction of
the project.
PART 2 NOT USED
PART 3 EXECUTION
3.1 GENERAL REQUIREMENTS
A. Waste shall be disposed of in areas that are outside of the project area and provided by
the Contractor, unless otherwise required by the plans or special provisions or unless
disposal within the project area is permitted by the Engineer.
B. Concrete that is painted must be disposed of in accordance with requirements and
regulations of the North Carolina Department of Environment and Natural Resources
(NCDENR) Solid Waste Section. Prior to disposal of painted concrete, the Contractor
shall submit a written certification to NCDENR that the paint on the concrete is not
lead -based. Certification that paint on concrete is not lead -based paint is required prior
to management as inert debris. Lead -based paint is defined by federal statute (Title X of
the Housing and Community Development Act and the Toxic Substances Control Act,
by reference). Concrete that is painted with lead -based paint, or paint that has not been
certified to the satisfaction of the North Carolina Department of Environment and
Natural Resources Solid Waste Section to be below the federal standard to be considered
lead -based paint, must be disposed of at a properly permitted construction and
demolition landfill or a permitted municipal solid waste landfill.
C. The Contractor shall maintain the earth surfaces of all waste areas, both during the work
and until the completion of all seeding and mulching or other erosion control measures
specified, in a manner which will effectively control erosion and siltation.
D. The following requirements shall also be applicable to all waste or disposal areas other
than active public waste or disposal areas:
1. Rock waste shall be shaped to contours which are comparable to and blend in with
the adjacent topography where practical, and shall be covered with a minimum 6"
thick layer of earth material either from the project waste or from borrow.
February 2021 31 03 00 - 1 CEC #195-440
Construction Documents

2. Earth waste shall be shaped to contours which are comparable to and blend in with
the adjacent topography where practicable, but in no case will slopes steeper than 2:1
be permitted.
3. Construction debris, grubbed debris and all broken pavement and masonry shall be
covered with a minimum 6" thick layer of earth waste material from the project or
borrow. The completed waste area shall be shaped as required above for disposal of
earth waste.
4. Seeding and mulching shall be performed over all earth or earth covered waste areas.
The work of seeding and mulching shall be performed in accordance with Section
02931.
5. Where the Engineer has granted permission to dispose of waste and debris within
the project, the Engineer will have the authority to establish whatever additional
requirements may be necessary to insure the satisfactory appearance of the
completed project.
Disposal of waste or debris in active public waste or disposal areas will not be
permitted without prior approval by the Engineer. Such disposal will not be
permitted when, in the opinion of the Engineer, it will result in excessive siltation or
pollution.
END OF SECTION
February 2021 31 03 00 - 2 CEC #195-440
Construction Documents

SECTION 31 04 00
EXCAVATION AND BACKFILL
PART 1 GENERAL
1.1 SCOPE OF WORK
A. General:
1. The work covered by this section shall consist of furnishing all materials, labor,
equipment and services for the excavation and backfill at all areas within the limits
of the project. Work is limited to the areas of construction, and includes (but is not
necessarily limited to) stockpiling of topsoil, site grading, excavation of footings and
trenches, filling, backfilling, compaction, finish grading, spreading of topsoil,
disposal of waste material, and proof rolling.
2. Perform all excavation, dewatering, sheeting, bracing, and backfilling in such a
manner as to eliminate all possibility of undermining or disturbing the foundations
of existing structures.
3. Requirements of the General and Supplemental Conditions apply to all work in this
section. Provide all labor, materials, equipment, and services indicated on the
drawings, or specified herein, or reasonably necessary for or incidental to a complete
j ob.
4. Excavations shall provide adequate working space and clearances for the work to be
performed therein and for installation and removal of concrete forms. In no case
shall excavation faces be undercut for extended footings.
5. Subgrade surfaces shall be clean and free of loose material of any kind when
concrete is placed thereon.
6. Backfilling during freezing weather shall not be done except by permission of the
Engineer. No backfill, fill, or embankment materials shall be installed on frozen
surfaces, nor shall frozen materials, snow, or ice be placed in any backfill, fill, or
embankment.
1.2 SYSTEM DESCRIPTION
A. Excavation, General: Excavation consists of the removal and disposal of all materials
encountered for footings, foundations, pipework, and other construction as shown on the
drawings. Perform all excavation work in compliance with applicable requirements of
governing authorities having jurisdiction.
1.3 QUALITY ASSURANCE
A. Referenced Standards: Unless otherwise indicated, all referenced standards shall be the
latest edition available at the time of bidding. Any requirements of these specifications
shall in no way invalidate the minimum requirements of the referenced standards.
Comply with the provisions of the following codes and standards, except as otherwise
shown or specified.
1. ASTM C33: Standard Specifications for Concrete Aggregate
February 2021 31 04 00 - 1 CEC #195-440
Construction Documents

2. ASTM D698: Standard Test Methods for Moisture -Density Relations of Soils and
Soil -Aggregate Mixtures Using 5.5 lb. Rammer and 12" Drop.
3. ASTM D3282: Standard Recommended Practice for Classification of Soils and
Soil -Aggregate Mixtures for Highway Construction Purposes.
4. Standard Specifications for Roads and Structures, North Carolina Department of
Transportation, January 1, 2002 edition.
5. Erosion and Sediment Control Planning and Design Manual.
B. Unauthorized Excavation: Except where otherwise authorized, indicated, or specified, all
materials excavated below the bottom of concrete walls, footings, slabs on grade, and
foundations shall be replaced, by and at the expense of the Contractor, with concrete
placed at the same time and monolithic with the concrete above.
C. Existing Utilities:
1. Locate existing underground utilities in the area of work. If utilities are to remain in
place, provide adequate means of protection during earthwork operations.
2. Should uncharted or incorrectly charted piping or other utilities be encountered
during excavation, consult the Engineer immediately for directions as to procedure.
Cooperate with Owner and utility companies in keeping respective services and
facilities in operation. Repair damaged utilities to the satisfaction of utility companies.
1.4 SITE CONDITIONS
A. Site Information: No test borings or related subsurface information is available for the
project area. Test borings and other exploratory operations may be undertaken by the
Contractor at his own expense provided such operations are acceptable to the Owner.
PART 2 PRODUCTS
2.1 MATERIALS
A. Classification of Excavated Materials: Classification of excavated materials will be made
as follows:
1. Rock is defined as being sandstone, limestone, flint, graphite, quartzite, slate, hard
shale, or similar material that cannot be excavated without systematic drilling and
blasting.
B. Classification of Other Materials:
1. Satisfactory Subgrade Soil Materials: Soils complying with ASTM D 3282, soil
classification Groups A-1, A-2-4, A-2-5, and A-3.
2. Unsatisfactory Subgrade Soil Materials: Soils described in ASTM D 3282, soil
classification groups A-2-6, A-2-7, A-4, A-5, A-6, and A-7; also peat and other highly
organic soils, unless otherwise acceptable to the Engineer.
3. Cohesionless Soil Materials: Gravels, sand -gravel mixtures, sands, and
gravelly -sands.
4. Cohesive Soil Materials: Clayey and silty gravels, sand -clay mixtures, gravel -silt
mixtures, clayey and silty sands, sand -silt mixtures, clays, silts, and very fine sands.
February 2021 31 04 00 - 2 CEC #195-440
Construction Documents

5. Backfill and Fill Materials: Provide satisfactory soil materials for backfill and fill, free
of masonry, rock, or gravel larger than 4" in any dimension, and free of metal,
gypsum, lime, debris, waste, frozen materials, vegetable, and other deleterious matter.
Use only excavated material that has been sampled, tested, and certified as
satisfactory soil material.
6. Select Backfill: Select backfill is defined as backfill and fill material that is transported
to the site from outside the project limits, and which meets the soil requirements
specified above under "Backfill and Fill Materials." Material excavated in
conjunction with the construction of this project cannot be considered as "select
backfill" for payment purposes.
7. Pipe Bedding: Crushed stone or crushed gravel meeting the requirements of ASTM
C 33, Gradation 67.
8. Inundated Sand: Sand for inundated sand backfill shall be clean with not more than
25% retained on a No. 4 sieve and not more than 7% passing a No. 200 sieve and
shall have an effective size between 0.10 mm and 0.30 mm. Sand shall be deposited
in, or placed simultaneously with application of, water so that the sand shall be
compacted by a mechanical probe type vibrator. Inundated sand shall be compacted
to 70% relative density as determined by ASTM D4253 and D4254.
9. Graded Gravel: Gravel for compacted backfill shall conform to the following
gradation:
Sieve Size
Percent Passing by Weight WMEW
1"
100
150-80
3/4"
85 - 100
3/8"
No. 4
35 - 60
No. 40
15 - 30
105-10
No. 200
The gravel mixture shall contain no clay lumps or organic matters. The fraction
passing the No. 4 sieve shall have a liquid limit not greater than 25 and a plasticity
index not greater than 5. Gravel backfill shall be deposited in uniform layers not
exceeding 12" in uncompacted thickness. The backfill shall be compacted by a
suitable vibratory roller or platform vibrator to not less than 70% relative density as
determined by ASTM D4253 and D4254.
C. Any rock or unsuitable material removed and/or replaced without the direction/approval
of the Owner's testing ageny will not be paid for by unit prices.
2.1 EQUIPMENT
A. Mechanical Excavation:
1. The use of mechanical equipment will not be permitted in locations where its
operation would cause damage to trees, buildings, culverts, or other existing property,
utilities, or structures above or below ground. In all such locations, hand excavating
methods shall be used.
February 2021 31 04 00 - 3 CEC #195-440
Construction Documents

2. Mechanical equipment used for trench excavation shall be of a type, design, and
construction and shall be controlled, that uniform trench widths and vertical sidewalls
are obtained at least from an elevation one foot above the top of the installed pipe to
the bottom of the trench, and that trench alignment is such that pipe when accurately
laid to specified alignment will be centered in the trench with adequate clearance
between the pipe and sidewalls of the trench. Undercutting the trench sidewall to
obtain clearance will not be permitted.
PART 3 EXECUTION
3.1 PREPARATION
A. Dewatering:
1. The Contractor shall provide and maintain adequate dewatering equipment to
remove and dispose of all surface water and groundwater entering excavations,
trenches, or other parts of the work. Each excavation shall be kept dry during
subgrade preparation and continually thereafter until the structure to be built, or the
pipe to be installed therein, is completed to the extent that no damage from
hydrostatic pressure, flotation, or other cause will result.
2. All excavations for concrete structures or trenches that extend down to or below
groundwater shall be dewatered by lowering and keeping the groundwater level
beneath such excavations 12" or more below the bottom of the excavation.
3. Surface water shall be diverted or otherwise prevented from entering excavated areas
or trenches without causing damage to adjacent property.
4. The Contractor is responsible for obtaining any required permits or permissions
necessary for the disposal of groundwater that is removed. Any discharged
groundwater shall be clean and free of sediment.
5. The Contractor shall be responsible for the condition of any pipe or conduit which
he may use for drainage purposes, and all such pipes or conduits which he may use
for drainage purposes, and all such pipes or conduits shall be left clean and free of
sediment.
6. Where trench sheeting is left in place, such sheeting shall not be braced against the
pipe, but shall be supported in a manner which will preclude concentrated loads or
horizontal thrusts on the pipe. Cross braces installed above the pipe to support
sheeting may be removed after pipe embedment has been completed.
B. Stabilization:
1. Subgrades for concrete structures and trench bottoms shall be firm, dense, and
thoroughly compacted and consolidated; free from mud and muck; and sufficiently
stable to remain firm and intact under the feet of the workmen.
2. Subgrades for concrete structures or trench bottoms, which are otherwise solid but
which become mucky on top due to construction operations, shall be reinforced
with one or more layers of crushed rock or gravel. The stabilizing material shall be
spread and compacted to a depth of not less than 6" below the bottom of the
structure or pipe. Not more than 1 /2" depth of mud or muck shall be allowed to
remain on stabilized trench bottoms when the pipe bedding material is placed
February 2021 31 04 00 - 4 CEC #195-440
Construction Documents

thereon. The finished elevation of stabilized subgrades for concrete structures shall
not be above subgrade elevations indicated on the drawings.
C. Cutting Concrete or Asphalt Surface Construction:
1. All pavement cutting and repair shall be done in accordance with local ordinances.
Cuts in concrete and asphaltic concrete shall be no larger than necessary to provide
adequate working space for proper installation of pipe and appurtenances. Cutting
shall be performed with a concrete saw in a manner which will provide a clean
groove the complete thickness of the surface material along each side of the trench
and along the perimeter of cuts for structures.
2. Concrete and asphaltic concrete over trenches excavated for pipelines shall be
removed so that a shoulder not less than 12" in width at any point is left between the
cut edge of the surface and the top edge of the trench. Trench width at the bottom
shall not be greater than at the top and no undercutting will be permitted. Cuts shall
be made to and between straight or accurately marked curved lines which, unless
otherwise required, shall be parallel to the center line of the trench.
3. Pavement or other surfaces removed for connections to existing lines or structures
shall not be of greater extent that necessary for the installation.
4. Where the trench parallels the length of concrete walks and the trench location is all
or partially under the walk, the entire walk shall be removed and replaced. Where
the trench crosses drives, walks, curbs, or other surface construction, the surface
construction shall be removed and replaced between existing joints or between saw
cuts as specified for payment.
D. Site Grade:
1. General: Uniformly grade areas within limits of grading under this section, including
adjacent transition areas. Smooth finish the surface within specified tolerances;
compact with uniform levels or slopes between points where elevations are shown,
or between such points and existing grades.
2. Ground Surface Preparation: Remove vegetation, debris, unsatisfactory soil
materials, obstructions, and deleterious materials from ground surface prior to
placement of fills. Plow, strip, or break up sloped surfaces steeper than 1 vertical to
4 horizontal so that fill material will bond with existing surface. Shape the subgrade
as indicated on the drawings by forking, furrowing, or plowing so that the first layer
of new material placed thereon will be well bonded to it.
3.2 FIELD MEASUREMENTS
A. Alignment, Grade, and Minimum Cover:
I. Vertical and horizontal alignment of pipes, and the maximum joint deflection used in
connection therewith, shall be in conformity with requirements of the section
covering installation of pipe.
2. Where pipe grades or elevations are not definitely fixed by the contract drawings,
trenches shall be excavated to a depth sufficient to provide a minimum depth of
backfill cover over the top of the pipe cover depths may be necessary on vertical
curves or to provide necessary clearance beneath existing pipes, conduits, drains,
drainage structures, or other obstructions encountered at normal pipe grades.
Measurement of pipe cover depth shall be made vertically from the outside top of
February 2021 31 04 00 - 5 CEC #195-440
Construction Documents

pipe to finished ground or pavement surface elevation except where future surface
elevations are indicated on the drawings.
B. Limiting Trench Widths: Trenches shall be excavated to a width that will provide
adequate working space and sidewall clearances for proper pipe installation, jointing, and
embedment. For the purposes of quantity measurements and payments, maximum
trench widths shall be no greater than the pipe outside diameter plus 24" (12" either side
of pipe).
3.3 PROTECTION
A. Temporary Protection: Protect structures, utilities, sidewalks, pavements, and other
facilities from damages caused by settlement, lateral movement, undermining, washout,
and other hazards created by earthwork operations.
B. Sheeting and Bracing: Make all excavations in accordance with Federal, State, and Local
health and safety rules and regulations, including those promulgated by the Department
of Labor, Occupation Safety and Health Administration, "Safety and Health Regulations
for Construction". Furnish, put in place, and maintain such sheeting, bracing, etc., as may
be necessary to support the sides of the excavation to comply with the above mentioned
rules and regulations.
C. Blasting:
1. The Contractor shall be responsible for all damage caused by blasting operations.
Suitable methods shall be employed to confine all materials lifted by blasting within
the limits of the excavation or trench.
2. All rock which cannot be handled and compacted as earth shall be kept separate from
other excavated materials and shall not be mixed with backfill or embankment
materials except as specified or directed.
D. Care and Restoration of Property:
1. Enclose the trunks of trees which are to remain adjacent to the work with substantial
wooden boxes of such height as may be necessary to protect them from piled
material, equipment or equipment operation. Use excavating machinery and cranes of
suitable type and operate the equipment with care to prevent injury to remaining tree
trunks, roots, branches and limbs.
2. Do not cut branches, limbs, and roots except by permission of the Engineer. Cut
smoothly and neatly without splitting or crushing. In case of cutting or unavoidable
injury to branches, limbs, and trunks of trees, neatly trim the cut or injured portions
and cover with an application of grafting wax and tree healing paint as directed.
3. Protect by suitable means all cultivated hedges, shrubs and plants that might be
injured by the Contractor's operations. Promptly heel in any such trees or shrubbery
necessary to be removed and replanted. Perform heeling in and replanting under the
direction of a licensed and experienced nurseryman. Replant in their original position
all removed shrubbery and trees after construction operations have been substantially
completed and care for until growth is reestablished.
February 2021 31 04 00 - 6 CEC #195-440
Construction Documents

4. Replace cultivated hedges, shrubs, and plants injured to such a degree as to affect
their growth or diminish their beauty or usefulness, by items of kind and quality at
least equal to the kind and quality existing at the start of the work.
5. Do not operate tractors, bulldozers or other power -operated equipment on paved
surfaces if the treads or wheels of the equipment are so shaped as to cut or otherwise
injure the surfaces.
6. Restore all surfaces, including lawns, grassed, and planted areas that have been injured
by the Contractor's operations, to a condition at least equal to that in which they were
found immediately before the work was begun. Use suitable materials and methods
for such restoration. Maintain all restored plantings by cutting, trimming, fertilizing,
etc., until acceptance. Restore existing property or structures as promptly as
practicable and do not leave until the end of construction period.
E. Protection of Streams: Exercise reasonable precaution to prevent the silting of streams.
Provide at Contractor's expense temporary erosion and sediment control measures to
prevent the silting of streams and existing drainage facilities. The Contractor shall size
structures and conform fully with the North Carolina Sedimentation Pollution Control
Act.
F. Air Pollution:
1. Comply with all pollution control rules, regulations, ordinances, and statutes which
apply to any work performed under the Contract, including any air pollution control
rules, regulations, ordinances and statutes, or any municipal regulations pertaining to
air pollution.
2. During the progress of the work, maintain the area of activity, including sweeping and
sprinkling of streets as necessary, so as to minimize the creation and dispersion of
dust. If the Engineer decides that it is necessary to use calcium chloride or more
effective dust control, furnish and spread the material, as directed, and without
additional compensation.
3.4 TRENCH EXCAVATION
A. Length of Trench:
1. No more trenches shall be opened in advance of pipe laying than is necessary to
expedite the work. One block or 400 feet (whichever is the shorter) shall be the
maximum length of open trench on any line under construction.
2. Except where tunneling is indicated on the drawings, is specified, or is permitted by
the Engineer, all trench excavation shall be open cut from the surface.
B. Trench Excavation:
1. General: Perform all excavation of every description and of whatever substance
encountered so that the pipe can be laid to the alignment and depth shown on the
drawings.
2. Brace and shore all trenches, where required, in accordance with Federal, State, and
Local health and safety rules and regulations, including those promulgated by the
Department of Labor, Occupation Safety and Health Administration, "Safety and
Health Regulations for Construction".
February 2021 31 04 00 - 7 CEC #195-440
Construction Documents

3. Make all excavations by open cut unless otherwise specified or indicated on the
drawings.
4. Width of Trenches: Excavate trenches sufficiently wide to allow proper installation of
pipe, fittings and other materials. Measurement and payment quantities will be based
on a maximum trench width of not more than 12" clear of pipe on either side at any
point. Do not widen trenches by scraping or loosening materials from the sides.
5. Trench Excavation in Earth: Earth excavation includes all excavation of whatever
substance encountered. In locations where pipe is to be bedded in earth excavated
trenches, fine grade the bottoms of such trenches to allow firm bearing for the
bottom of the pipe on undisturbed earth. Where any part of the trench has been
excavated below the grade of the pipe, fill the part excavated below such grade with
pipe bedding material and compact at the Contractor's expense.
6. Trench Excavation in Fill: If pipe is to be laid in embankments or other recently filled
material, first place the fill material to the finish grade or to a height of at least one
foot above the top of the pipe, whichever is the lesser. Take particular care to ensure
maximum consolidation of material under the pipe location. Excavate the pipe
trench as though in undisturbed material.
7. Trench Bottom in Poor Soil: Excavate and remove unstable or unsuitable soil to a
width and depth, as directed by the Engineer, and refill with a thoroughly compacted
gravel bedding.
8. Bell Holes: Provide bell holes at each joint to permit the joint to be made properly
and to provide a continuous bearing and support for the pipe.
C. Trench Backfill:
1. General: Unless otherwise specified or indicated on the drawings, use suitable
material for backfill which was removed in the course of making the construction
excavations. Do not use frozen material for the backfill and do not place backfill on
frozen material. Remove previously frozen material before new backfill is placed.
Start backfilling as soon as practicable after the pipes have been laid, or the
structures have been built and are structurally adequate to support the loads,
including construction loads to which they will be subjected, and proceed until its
completion.
2. With the exception mentioned below in this paragraph, do not backfill trenches at
pipe joints until after that section of the pipeline has successfully passed any
specified tests required. Should the Contractor wish to minimize the maintenance of
lights, and barricades, and the obstruction of traffic, he may, at his own risk, backfill
the entire trench as soon as practicable after installation of pipe, and the related
structures have acquired a suitable degree of strength. He shall, however, be
responsible for removing and later replacing such backfill, at his own expense,
should he be ordered to do so in order to locate and repair or replace leaking or
defective joints or pipe.
3. Material: The nature of the materials will govern both their acceptability for backfill
and the methods best suited for their placement and compaction in the backfill.
Both are subject to the approval of the Engineer. Do not place stone or rock
fragments larger than 4" in greatest dimension in the backfill. Do not drop large
masses of backfill material into the trench in such a manner as to endanger the
pipeline. Use a timber grillage to break the fall of material dropped from a height of
February 2021 31 04 00 - 8 CEC #195-440
Construction Documents

more than 5 feet. Exclude pieces of bituminous pavement from the backfill unless
their use is expressly permitted.
4. Zone Around Pipe: Place bedding material to the level shown on the Drawings and
work material carefully around the pipe to insure that all voids are filled, particularly
in bell holes. For backfill up to a level of 2 feet over the top of the pipe, use only
selected materials containing no rock, clods or organic materials. Place the backfill
and compact thoroughly under the pipe haunches and up to the mid -line of the pipe
in layers not exceeding 6" in depth. Place each layer and tamp carefully and
uniformly so as to eliminate the possibility of lateral displacement. Place and
compact the remainder of the zone around the pipe and to a height of one foot
above the pipe in layers not exceeding 6" and compact to a maximum density of at
least 100 % as determined by ASTM D0698.
5. Tamping: Deposit and spread backfill materials in uniform, parallel layers not
exceeding 12" thick before compaction. Tamp each layer before the next layer is
placed to obtain a thoroughly compacted mass. Furnish and use, if necessary, an
adequate number of power driven tampers, each weighing at least 20 pounds for this
purpose. Take care that the material close to the bank, as well as in all other portions
of the trench, is thoroughly compacted. When the trench width and the depth to
which backfill has been placed are sufficient to make it feasible, and it can be done
effectively and without damage to the pipe, backfill may, on approval of the
Engineer, be compacted by the use of suitable rollers, tractors, or similarly powered
equipment instead of by tamping. For compaction by tamping (or rolling), the rate
at which backfilling material is deposited in the trench shall not exceed that
permitted by the facilities for its spreading, leveling and compacting as furnished by
the Contractor.
6. Wet the material by sprinkling, if necessary, to insure proper compaction by tamping
(or rolling). Perform no compaction by tamping (or rolling) when the material is too
wet either from rain or applied water to be compacted properly.
7. Trench Compaction: Compact backfill in pipe trenches to the maximum density as
shown on the drawings, or as listed in the subsection entitled COMPACTION, with
a moisture content within the range of values of maximum density as indicated by
the moisture -density relationship curve.
3.5 SITE GRADE
A. Placement and Compaction:
1. Place backfill and fill material in layers not more than 8" in loose depth. Before
compaction, moisten or aerate each layer as necessary to provide the optimum
moisture content. Compact each layer to the required percentage of maximum
density for each area classification. Do not place backfill or material on surfaces that
are muddy, frozen, or contain frost or ice.
2. In areas not accessible to rollers or compactors, compact the fill with mechanical
hand tampers. If the mixture is excessively moistened by rain, aerate the material by
means of blade graders, harrows, or other approved equipment, until the moisture
content of the mixture is satisfactory. Finish the surface of the layer by blading or
rolling with a smooth roller, or a combination thereof, and leave the surface smooth
and free from waves and inequalities.
February 2021 31 04 00 - 9 CEC #195-440
Construction Documents

3. Place backfill and fill materials evenly adjacent to structures, to the required
elevations. Take care to prevent wedging action of backfill against structures. Carry
the material uniformly around all parts of the structure to approximately the same
elevation in each lift.
4. When existing ground surface has a density less than that specified under the
subsection entitled COMPACTION for the particular area classification, break up
the ground surface, pulverize, moisture -condition to the optimum moisture content,
and compact to required depth and percentage of maximum density.
B. Grading Outside Building Lines: Grade to drain away from structures to prevent ponding
of water. Finish surface free from irregular surface changes.
C. Planting Areas: Finish areas to receive topsoil to within not more than one inch (1")
above or below the required subgrade elevations, compacted as specified, and free from
irregular surface changes.
D. Walks: Shape the surface of areas under walks to line, grade, and cross-section, with the
finish surface not more than 0" above or 1" below the required subgrade elevation,
compacted as specified, and graded to prevent ponding of water after rains.
E. Pavements:
1. Shape the surface of the areas under pavement to line, grade and cross section, with
finish surface not more than 1 /2" above or below the required subgrade elevation,
compacted as specified, and graded to prevent ponding of water after rains. Include
such operations as plowing, discing, and any moisture or aerating required to provide
the optimum moisture content for compaction.
2. Fill low areas resulting from removal of unsatisfactory soil materials, obstructions,
and other deleterious materials, using satisfactory soil material.
3. Shape to line, grade, and cross section as shown on the drawings.
F. Protection of Graded Areas: Protect newly graded areas from traffic and erosion, and
keep free of trash and debris. Repair and re-establish grades in settled, eroded, and rutted
areas to specified tolerances.
G. Reconditioning Compacted Areas: Where completed compacted areas are disturbed by
subsequent construction operations or adverse weather prior to acceptance of work,
scarify surface, reshape, and compact to required density prior to further construction.
H. Unauthorized Excavation:
1. Unauthorized excavation consists of the removal of materials beyond indicated
elevations without the specific direction of the Engineer. Under footings,
foundations, bases, etc., fill unauthorized excavation by extending the indicated
bottom elevation of the concrete to the bottom of the excavation, without altering
the required top elevation. Lean concrete fill may be used to bring elevations to
proper position only when acceptable to the Engineer.
2. For pipe trenches and elsewhere, backfill and compact unauthorized excavations as
specified for authorized excavations of the same classification, unless otherwise
directed by the Engineer.
February 2021 31 04 00 - 10 CEC #195-440
Construction Documents

3.6 BACKFILL AROUND STRUCTURES
A. General: Unless otherwise specified or indicated on the drawings, use suitable material for
backfill which was removed in the course of making the backfill and do not place backfill
which was removed in the course of making the construction excavations. Do not use
frozen material for the backfill and do not place backfill upon frozen material. Remove
previously frozen material before new backfill is placed.
B. Material: Approved selected materials available from the excavations may be used for
backfilling around structures. Obtain material needed in addition to that of construction
excavations from off -site borrow pits selected by the Contractor. Furnish all borrow
material needed on the work. Place and compact all material, whether from the
excavation or borrow, to make a dense, stable fill. Use fill material which contains no
vegetation, masses of roots, individual roots over 18" long or more than 1/2" in
diameter, stones over 4" in diameter, or porous matter. Organic matter must not exceed
negligible quantities.
C. Placing Backfill: Do not place backfill against or on structures until they have attained
sufficient strength to support the loads (including construction loads) to which they will
be subjected, without distortion, cracking, or other damage. Make special leakage tests, if
required, as soon as practicable after the structures are structurally adequate and other
necessary work has been done. Use the best of the excavated materials in backfilling
within 2 feet of the structure. Avoid unequal soil pressures by depositing the material
evenly around the structure.
3.7 COMPACTION
A. General: Control soil compaction during construction providing at least the minimum
percentage of density specified for each area classification.
B. Percentage of Maximum Density Requirements: After compaction, all fill will be tested in
accordance with Method "C" of ASTM D-698, unless specified otherwise. Except as
noted otherwise for the zone around pipe, provide not less than the following
percentages of maximum density of soil material compacted at optimum moisture
content, for the actual density of each layer of soil material -in -place:
UNPAVED AREAS
Compact
Full Depth to 92%
DRIVES AND PARKING
Top 24" - 100%
TRENCH BACKFILL (PAVED AREAS)
Compact
full depth to 100%
TRENCH BACKFILL(UNPAVED AREAS
Compact
full depth to 95%
ALL OTHER BACKFILL
1 Compact
full depth to 95%
C. Moisture Control: Where subgrade or layer of soil material must be moisture conditioned
before compaction, uniformly apply water to surface of subgrade, or layer of soil material,
to prevent free water appearing on surface during or subsequent to compaction
operations. Remove and replace, or scarify and air dry, soil material that is too wet to
February 2021 31 04 00 - 11 CEC #195-440
Construction Documents

permit compaction to specified density. Soil material that has been removed because it is
too wet to permit compaction may be stockpiled or spread and allowed to dry. Assist
drying by discing, harrowing or pulverizing, until moisture content is reduced to a
satisfactory value, as determined by moisture -density relation tests.
D. Disposal of Surface Material: Upon approval of the Engineer, haul all surplus materials
not needed or acceptable for backfill off -site.
3.8 FIELD QUALITY CONTROL
A. Soil Testing and Inspection Service: Compaction tests of all fill areas will be made by an
independent testing laboratory. Such tests will be provided and paid for by the Owner,
except that tests that reveal non-conformance with the specifications and all succeeding
tests for the same area shall be at the expense of the Contractor until conformance with
the specifications is established. The Owner will be responsible for paying for only the
successful tests.
END OF SECTION
February 2021 31 04 00 - 12 CEC #195-440
Construction Documents

SECTION 31 05 00
UNCLASSIFIED EXCAVATION
PART 1 GENERAL
1.1 SCOPE OF WORK
A. The work covered by this section consists of the excavation, placement, and compaction
or satisfactory disposal of all unclassified materials encountered within the limits of the
work.
B. All materials excavated under this section, regardless of its nature or composition, shall be
classified as Unclassified Excavation.
PART 2 NOT USED
PART 3 EXECUTION
3.1 GENERAI,
A. All suitable material removed in the excavation shall be used as far as practical in the
formation of embankments, subgrades, and shoulders and at such other places as may be
indicated on the plans or directed by the Engineer. No excavation shall be wasted except
as may be permitted by the Engineer.
B. The Engineer will designate materials that are unsuitable and their disposal location.
C. Where suitable materials containing excessive moisture encountered above grade in cuts,
the Contractor shall construct above grade ditch drains prior to the excavation of the cut
material when in the opinion of the Engineer such measures are necessary to provide
proper construction.
D. Widening of cuts or flattening of cut slopes will not be required in rock or material which
required ripping. When rock is unexpectedly encountered, any widening or flattening
already begun shall be transitioned to leave the cut with a pleasing and safe appearance.
E. Excavation in the earth beyond the specified lines and grades shall be corrected by filling
the resulting voids with approved compacted earth fill, except that, if the earth is to
become the subgrade for riprap, rock fill, sand or gravel bedding, or drain fill, the voids
may be filled with material conforming to the specifications for the riprap, rock fill,
bedding or drain fill.
F. Slide and overbreaks which occur prior to final acceptance of the project due to natural
causes shall be removed and disposed of by the Contractor as directed by the Engineer.
February 2021 31 05 00 - 1 CEC #195-440
Construction Documents

G. Where slides or overbreaks occur due to negligence or carelessness on the part of the
Contractor, the Contractor shall remove and dispose of the material at no cost to the
Owner.
H. Where it is necessary for existing utilities to remain in their original location, the
Contractor shall conduct his earthwork operations in a manner which will not disturb
these facilities.
END OF SECTION
February 2021 31 05 00 - 2 CEC #195-440
Construction Documents

SECTION 3106 00
DITCH EXCAVATION
PART 1 GENERAL
1.1 SCOPE OF WORK
A. The work covered by this section consists of the excavation and satisfactory disposal of
all material excavated in the construction of ditches.
1.2 QUALITY ASSURANCE
A. The excavation shall be done to the lines, grades, typical sections and details shown on
the plans or established by the Engineer. All work covered by this section shall be
coordinated with the grading, and shall be maintained in a satisfactory condition so that
adequate drainage is provided at all times. Ditches shall be landscaped in accordance with
Section 02931.
B. The ditches shall be maintained by the Contractor until the final acceptance of the
project.
PART 2 - NOT USED
PART 3 — EXECUTION
3.1 PREPARATION
A. Silt Detention: When directed by the Engineer or shown on the drawings, the Contractor
shall excavate silt detention basins and silt ditches to the dimensions and at the locations
established by the Engineer for the purpose of siltation control. Silt detention basins shall
be cleaned out, when so directed by the Engineer, if necessary to maintain their
effectiveness. Silt detention basins and silt ditches shall be backfilled and shaped for
seeding and mulching prior to the completion of the project unless otherwise directed by
the Engineer.
B. All roots, stumps, and other foreign matter in the sides and bottom of ditches shall be cut
one foot below finish grade. Care shall be taken not to over -excavate ditches below the
grades indicated. Any excessive ditch excavation due to removal of roots, stumps, etc., or
due to over -excavation shall be backfilled to grade either with suitable material,
thoroughly compacted, or with suitable stone or cobble to form an adequate invert, as
directed. The Contractor shall maintain all ditches excavated under this specification free
from detrimental quantities of leaves, sticks, and other debris until final acceptance of the
work.
February 2021 31 06 00 - 1 CEC #195-440
Construction Documents

3.2 DISPOSAL OF MATERIALS
A. All excavated materials shall be utilized in the construction of embankments except where
otherwise directed by the Engineer. Materials which are excess to the needs of the
project may be deposited alongside the ditch, and spread to form a low, flat,
inconspicuous spoil bank of sufficiently regular contour to permit seeding and mowing to
be performed.
END OF SECTION
February 2021 31 06 00 - 2 CEC #195-440
Construction Documents

SECTION 31 07 00
SUBGRADE
PART 1 GENERAL
1.1 SCOPE OF WORK
A. The work covered by this section consists of the preparation, shaping, and compaction
of that portion of the roadbed upon which base or pavement, including base and paving
for shoulders, is to be placed.
PART 2 NOT USED
PART 3 EXECUTION
3.1 CONSTRUCTION
A. The subgrade shall be shaped to the lines, grades, and typical sections shown on the
plans. All unsuitable material, boulders, and all vegetative matter shall be removed and
replaced with suitable material. Suitable material, when not available from the subgrade
work, shall be taken from roadway excavation or borrow pits.
B. Material excavated in preparing the subgrade shall be stored or stockpiled in such a
manner as to not interfere with proper drainage or any of the subsequent operations of
placing base or pavement.
C. The subgrade shall be compacted at a moisture content which is approximately that
required to produce the maximum density. The Contractor shall dry or add moisture to
the subgrade when required to provide a uniformly compacted and acceptable subgrade.
3.2 QUALITY CONTROL
A. A tolerance of plus or minus 1 /2" from the established grade will be permitted after the
subgrade has been graded to a uniform surface.
B. Ditches and drains shall be provided and maintained when required to satisfactorily drain
the subgrade. Where previously approved subgrade is damaged by natural causes, by
hauling equipment, or by other traffic, the Contractor shall restore the subgrade to the
required lines, grades, and typical sections and to the required density at no cost to the
Owner.
END OF SECTION
February 2021 31 07 00 - 1 CEC #195-440
Construction Documents

SECTION 32 01 00
SITE STABILIZATION
PART 1 GENERAL
1.1 SCOPE OF WORK
A. This section covers the furnishing of all labor, equipment and materials necessary for the
establishment of vegetation of all areas of the site disturbed by construction operations
and all earth surfaces of embankments including rough and fine grading, topsoil if
required, fertilizer, lime, seeding and mulching. The Contractor shall adapt his
operations to variations in weather or soil conditions as necessary for the successful
establishment and growth of the grasses and legumes.
PART 2 PRODUCTS
2.1 MATERIALS
A. Fertilizer:
1. The quality of fertilizer and all operations in connection with the furnishing of this
material shall comply with the requirements of the North Carolina Fertilizer Law and
regulations adopted by the North Carolina Board of Agriculture.
2. Fertilizer shall be 10-10-10 grade. Upon written approval of the Engineer a different
grade of fertilizer may be used, provided the rate of application is adjusted to provide
the same amounts of plant food.
3. During handling and storing, the fertilizer shall be cared for in such a manner that it
will be protected against hardening, caking, or loss of plant food values. Any
hardened or caked fertilizer shall be pulverized to its original conditions before being
used.
B. Lime:
1. The quality of lime and all operations in connection with the furnishing of this
material shall comply with the requirements of the North Carolina Lime Law and
regulations adopted by the North Carolina Board of Agriculture.
2. During the handling and storing, the lime shall be cared for in such a manner that it
will be protected against hardening and caking. Any hardened or caked lime shall be
pulverized to its original conditions before being used.
3. Lime shall be agriculture grade ground dolomitic limestone. It shall contain not less
than 85% of the calcium and magnesium carbonates and shall be of such fineness
that at least 90% will pass a No. 10 sieve and at least 50% will pass a No. 100 sieve.
C. Seed:
1. The quality of seed and all operations in connection with the furnishing of this
material shall comply with the requirements of the North Carolina Seed Law and
regulations adopted by the North Carolina Board of Agriculture. Seed shall have
February 2021 3201 00 - 1 CEC #195-440
Construction Documents

been approved by the North Carolina Department of Agriculture or any agency
approved by the Engineer before being sown, and no seed will be accepted with a
date of test more than 9 months prior to the date of sowing. Such testing however,
will not relieve the Contractor from responsibility for furnishing and sowing seed
that meets these specifications at the time of sowing. When a low percentage of
germination causes the quality of the seed to fall below the minimum pure live seed
specified, the Contractor may elect, subject to the approval of the Engineer, to
increase the rate of seeding sufficiently to obtain the minimum pure live seed
contents specified, provided that such an increase in seeding does not cause the
quantity of noxious weed seed per square yard to exceed the quantity that would be
allowable at the regular rate of seed.
2. During handling and storing, the seed shall be cared for in such a manner that it will
be protected from damage by heat, moisture, rodents or other causes.
3. Seed shall be entirely free from bulblets or seed of Johnson Grass, Nutgrass,
Sandbur, Wild Onion, Wild Garlic, and Bermuda Grass. The specifications for
restricted noxious weed seed refers to the number per pound, singly or collectively,
of Blessed Thistle, Wild Radish, Canada Thistle, Corncockle, Field Bindweed,
Quackgrass, Dodders, Dock, Horsenettle, Bracted Plantain, Buckhorn or Wild
Mustard; but in no case shall the number of Blessed Thistle or Wild Radish exceed
27 seeds of each per pound. No tolerance on weed seed will be allowed.
D. Mulch: Straw Mulch shall be threshed straw of oats, rye or wheat free from matured seed
of obnoxious weeds or other species which would grow and be detrimental to the
specified grass.
E. Tackifier: Emulsified asphalt or organic tackifier such as Reclamare R2400 shall be
sprayed uniformly on mulch as it is ejected from blower or immediately thereafter.
Tackifier shall be applied evenly over area creating uniform appearance. Rates of
application will vary with conditions. Asphalt shall not be used in freezing weather.
PART 3 EXECUTION
3.1 PREPARATION
A. Protection of Existing Trees and Vegetation:
1. Protect existing trees and other vegetation indicated to remain in place against
cutting, breaking or skinning of roots, skinning and bruising of bark, smothering of
trees by stockpiling construction materials or excavated materials within drip line,
excess foot or vehicular traffic, or parking of vehicles within drip line. Provide wood
or metal stakes set on 8 to 10 foot centers and connected at a 4'-0" height by 2"
minimum brightly colored flagging tape to protect trees and vegetation to remain.
Set perimeter of protection at the drip line of trees to remain unless approved
otherwise by the Engineer.
2. Provide protection for roots over 1-1/2" diameter cut during construction
operations. Cleanly cut off end of damaged root and coat cut faces with an
emulsified asphalt, or other acceptable coating, formulated for use on damaged plant
February 2021 3201 00 - 2 CEC #195-440
Construction Documents

tissues. Temporarily cover exposed roots with wet burlap to prevent roots from
drying out and cover with earth as soon as possible.
3. The Contractor shall not remove or damage trees and shrubs which are outside the
Clearing Limits established by the Owner or those within the Clearing Limits
designated to remain.
4. Repair trees scheduled to remain and damaged by construction operations in a
manner acceptable to the Engineer. Repair damaged trees promptly to prevent
progressive deterioration caused by damage.
5. Replace trees scheduled to remain and damaged beyond repair by construction
operations, as determined by the Engineer with trees of similar size and species.
Repair and replacement of trees scheduled to remain and damaged by construction
operations or lack of adequate protection during construction operations shall be at
the Contractor's expense.
B. Grading:
1. Rough grading shall be done as soon as all excavation required in the area has been
backfilled. The necessary earthwork shall be accomplished to bring the existing
ground to the desired finish elevations as shown on the Contract Drawings or
otherwise directed.
2. Fine grading shall consist of shaping the final contours for drainage and removing all
large rock, clumps of earth, roots and waste construction material. It shall also
include thorough loosening of the soil to a depth of 6" by plowing, discing,
harrowing or other approved methods until the area is acceptable as suitable for
subsequent landscaping operations. The work of establishing vegetation shall be
performed on a section by section basis immediately upon completion of earthwork
or pipeline installation.
3. Upon failure or neglect on the part of the Contractor to coordinate his grading with
seeding and mulching operations and diligently pursue the control of erosion and
siltation, the Engineer may suspend the Contractor's grading operations until such
time as the work is coordinated in a manner acceptable to the Engineer.
C. Seedbed Preparation:
1. The Contractor shall cut and satisfactorily dispose of weeds or other unacceptable
growth on the areas to be seeded. Uneven and rough areas outside the graded
section, such as crop rows, farm contours, ditches and ditch spoil banks, fence line
and hedgerow soil accumulations, and other minor irregularities which cannot be
obliterated by normal seedbed preparation operations, shall be shaped and smoothed
as directed by the Engineer to provide for more effective seeding and for ease of
subsequent mowing operations.
2. The soil shall then be scarified or otherwise loosened to a depth of not less than 6"
except as otherwise provided below or otherwise directed by the Engineer. Clods
shall be broken and the top 2" to 3" of soil shall be worked into an acceptable
seedbed by the use of soil pulverizers, drags, or harrows; or by other methods
approved by the Engineer.
3. On 2:1 slopes a seedbed preparation will be required that is the same depth as that
required on flatter areas, although the degree of smoothness may be reduced from
that required on the flatter areas if so permitted by the Engineer.
February 2021 3201 00 - 3 CEC #195-440
Construction Documents

4. On cut slopes that are steeper than 2:1, both the depth of preparation and the degree
of smoothness of the seedbed may be reduced as permitted by the Engineer, but in
all cases the slope surface shall be scarified, grooved, trenched, or punctured so as to
provide pockets, ridges, or trenches in which the seeding materials can lodge.
5. On cut slopes that are either 2:1 or steeper, the Engineer may permit the preparation
of a partial or complete seedbed during the grading of the slope. If at the time of
seeding and mulching operations such preparation is still in condition acceptable to
the Engineer, additional seedbed preparation may be reduced or eliminated.
6. The preparation of seedbeds shall not be done when the soil is frozen, extremely
wet, or when the Engineer determines that it is in an otherwise unfavorable working
condition.
3.2 APPLICATION
A. Seed shall be applied by means of a hydro -seeder or other approved methods. The rates
of application of seed, fertilizer and limestone shall be as stated in Table I.
B. Equipment to be used for the application, covering or compaction of limestone, fertilizer,
and seed shall have been approved by the Engineer before being used on the project.
Approval may be revoked at any time if equipment is not maintained in satisfactory
working condition, or if the equipment operation damages the seed.
C. Limestone, fertilizer, and seed shall be applied within 24 hours after completion of
seedbed preparation unless otherwise permitted by the Engineer, but no limestone or
fertilizer shall be distributed and no seed shall be sown when the Engineer determines
that weather and soil conditions are unfavorable for such operations.
D. Limestone may be applied as a part of the seedbed preparation, provided it is immediately
worked into the soil. If not so applied, limestone and fertilizer shall be distributed
uniformly over the prepared seedbed at the specified rate of application and then
harrowed, raked, or otherwise thoroughly worked or mixed into the seedbed. Seed shall
be distributed uniformly over the seedbed at the required rate of application, and
immediately harrowed, dragged, raked, or otherwise worked so as to cover the seed with a
layer of soil. The depth of covering shall be as directed by the Engineer. If two kinds of
seed are to be used which require different depths of covering, they shall be sown
separately.
E. When a combination seed and fertilizer drill is used, fertilizer may be drilled in with the
seed after limestone has been applied and worked into the soil. If two kinds of seed are
being used which require different depths of covering, the seed requiring the lighter
covering may be sown broadcast or with a special attachment to the drill, or drilled lightly
following the initial drilling operation.
F. When a hydraulic seeder is used for application of seed and fertilizer, the seed shall not
remain in water containing fertilizer for more than 30 minutes prior to application unless
otherwise permitted by the Engineer.
February 2021 3201 00 - 4 CEC #195-440
Construction Documents

G. Immediately after seed has been properly covered the seedbed shall be compacted in the
manner and degree approved by the Engineer.
H. When adverse seeding conditions are encountered due to steepness of slope, height of
slope, or soil conditions, the Engineer may direct or permit that modifications be made in
the above requirements which pertain to incorporating limestone into the seedbed;
covering limestone, seed, and fertilizer; and compaction of the seedbed.
Such modifications may include but not be limited to the following:
1. The incorporation of limestone into the seedbed may be omitted on (a) cut slopes
steeper than 2:1; (b) on 2:1 cut slopes when a seedbed has been prepared during the
excavation of the cut and is still in an acceptable condition; or (c) on areas of slopes
where the surface of the area is too rocky to permit the incorporation of the
limestone.
2. The rates of application of limestone, fertilizer, and seed on slopes 2:1 or steeper or
on rocky surfaces may be reduced or eliminated.
3. Compaction after seeding may be reduced or eliminated on slopes 2:1 or steeper, on
rocky surfaces, or on other areas where soil conditions would make compaction
undesirable.
I. Mulching:
1. All seeded areas shall be mulched unless otherwise indicated in the special provisions
or directed by the Engineer.
2. It shall be spread uniformly at a rate of two tons per acre in a continuous blanket
over the areas specified.
3. Before mulch is applied on cut or fill slopes which are 3:1 or flatter, and ditch slopes,
the Contractor shall remove and dispose of all exposed stones in excess of 3" in
diameter and all roots or other debris which will prevent proper contact of the mulch
with the soil. Mulch shall be applied within 24 hours after the completion of seeding
unless otherwise permitted by the Engineer. Care shall be exercised to prevent
displacement of soil or seed or other damage to the seeded area during the mulching
operation.
4. Mulch shall be uniformly spread by hand or by approved mechanical spreaders or
blowers which will provide an acceptable application. An acceptable application will
be that which will allow some sunlight to penetrate and air to circulate but also
partially shade the ground, reduce erosion, and conserve soil moisture.
5. Mulch shall be held in place by applying a sufficient amount of asphalt or other
approved binding material to assure that the mulch is properly held in place. The
rate and method of application of binding material shall meet the approval of the
Engineer. Where the binding material is not applied directly with the mulch it shall
be applied immediately following the mulch application.
6. The Contractor shall take sufficient precautions to prevent mulch from entering
drainage structures through displacement by wind, water, or other causes and shall
promptly remove any blockage to drainage facilities which may occur.
February 2021 3201 00 - 5 CEC #195-440
Construction Documents

3.3 MAINTENANCE
A. The Contractor shall keep all seeded areas in good condition, reseeding if and when
necessary, until an acceptable stand of grass is established over the entire area seeded and
shall maintain these areas in an approved condition until final acceptance of the Contract.
B. Grassed areas will be accepted when a 95% cover by permanent grasses is obtained and
weeds are not dominant. On slopes, the Contractor shall provide against washouts by an
approved method. Any washouts which occur shall be regraded and reseeded until a
good sod is established.
C. Areas of damage or failure due to any cause shall be corrected by being repaired or by
being completely redone as may be directed by the Engineer. Areas of damage or failure
resulting either from negligence on the part of the Contractor in performing subsequent
construction operations or from not taking adequate precautions to control erosion and
siltation as required throughout the various sections of the specifications, shall be
repaired by the Contractor as directed by the Engineer at no cost to the Owner.
TABLE I - APPLICATION RATES
A. Lime and Fertilizer:
In the absence of a soil test, the following rates of application of limestone and fertilizer
shall be:
1. 4,000 pounds limestone per acre
2. 1000 pounds 10-10-10 (N-P205-K20) fertilizer per acre and the remaining quantity
applied when vegetation is three inches in height or 45 days after seeding, whichever
comes first.
B. Mulch:
Mulch shall be applied at the following rates per acre:
1. 3,000-4,000 pounds straw mulch, or
2. 1,500-2,000 pounds wood cellulose fiber.
3. 35-40 cubic yards of shredded or hammermilled hardwood bark
4. 1,200-1,400 pounds of fiberglass roving
C. Seed:
The kinds of seed and the rates of application shall be as contained in this table. All rates
are in pounds per acre. See Notes 1 and 2.
1. Fall and Winter (Normally August 1 to June 1)
80 pounds of Ky-31 tall fescue and 15 pounds of rye grain
2. Summer (Normally May 1 to September 1)
100 pounds of Ky-31 tall fescue
February 2021 3201 00 - 6 CEC #195-440
Construction Documents

NOTES
1. On cut and fill slopes having 2:1 or steeper slopes, add 40 pounds of sericea
lespedeza per acre to the planned seeding (hulled in spring and summer unhulled in
fall and winter) plus 15 pounds of sudangrass in summer seeding or 25 pounds of rye
cereal per acre in fall and winter seeding, if seeded September to February.
2. These seeding rates are prescribed for all sites with less than 50% ground cover and
for sites with more than 50% ground cover where complete seeding is necessary to
establish effective erosion control vegetative cover. On sites having 50% to 80%
ground cover where complete seeding is not necessary to establish vegetative cover,
reduce the seeding rate at least one-half the normal rate.
END OF SECTION
February 2021 3201 00 - 7 CEC #195-440
Construction Documents

SECTION 32 02 00
RESTORATION OF SURFACES
PART 1 GENERAL
1.1 SCOPE OF WORK
A. This section covers the furnishing of all labor, equipment and materials necessary for the
proper restoration of existing surfaces disturbed or damaged as a result of construction
operations which are not specifically scheduled or specified for topsoil and seeding,
paving, landscaping or other surfacing.
B. In general, the types of replacement included in this section are seeding along pipelines,
concrete sidewalks, driveways, roadways, ditches, lawns and landscaped areas, curb and
gutter.
C. Any damage to existing structures shall be repaired using materials and workmanship
equal to those of original construction.
PART 2 NOT USED
PART 3 EXECUTION
3.1 RESTORATION OF SURFACES
A. Seeding Along Pipelines:
1. All ground surfaces along pipelines, which are not classified as lawns, landscaped
areas, or pavement areas, but would be classified as open fields, shall be raked
smooth and seeded in accordance with the section entitled Seeding, Fertilizing and
Mulching. Large rocks, clumps of earth and excessive spoil material shall be
removed from the area prior to seeding.
2. Shoulders of all roads shall be restored as specific for lawns and landscaped areas.
3. Wooded areas, not classified as lawns shall be restored to as near their original
condition as possible.
B. Concrete Sidewalks:
1. Concrete walks removed in connection with, or damaged as a result of, construction
operations under the Contract shall be replaced with new construction. Such walks
shall be constructed of Class B concrete on a thoroughly compacted subgrade, shall
have a vertical thickness, unless otherwise noted, of not less than 4" or the thickness
of the replaced walk where greater than 4".
2. Walks shall be float finished, edged with an edging tool, and grooved at intermediate
intervals not in excess of the width of the walk, uniform throughout the length of
the walk in any one direction.
February 2021 32 02 00 - 1 CEC #195-440
Construction Documents

C. Driveways:
1. Unless otherwise noted, unpaved driveways shall be surfaced with not less than 4" of
CABC, topped with 4" of stone, gravel, or other materials equal to that found in the
original driveway. Driveways shall be left in a condition better than their original
condition.
2. Concrete drives shall be replaced with Class B concrete and shall have equal
thickness and reinforcing steel to that of the original drive. Prior to placing the
concrete a 6" aggregate base course shall be placed in the drive area.
3. Unless otherwise noted, bituminous or Asphaltic concrete drives shall be restored to
original base and asphalt thicknesses or a minimum of 6" aggregate base course and
a 2" surface course, whichever is greater. Base material shall be compacted in 3-inch
lifts and type I-2 asphalt compacted in 2-inch lifts to match existing pavement
section. All work shall be in accordance with the section entitled Bituminous
Pavement Repairs.
D. Roadway Replacement:
1. Bituminous or Asphaltic pavements shall include all areas paved with blacktop;
built-up pavements or oil and stone, tar and stone and similar pavements constructed
with a bituminous or asphalt and stone materials.
2. Immediately upon completion of installation of underground piping and structures,
the trench shall be backfilled and the roadway shall be repaired. Provide materials as
specified in the Contract Drawings. If, in the opinion of the Engineer, the area
adjacent to the excavation has not been damaged to the extent that the base course
need to be replaced, restoration may consist of a surface course of sufficient
thickness to meet the existing pavement.
3. Portland cement concrete roadways shall be replaced with Class B Concrete and
shall have equal thickness and reinforcing steel as the original roadway. An aggregate
of 6" shall be placed prior to the placing of concrete.
4. Differential settlement of restored pavements shall be corrected immediately.
5. The Contractor shall repair and restripe any traffic markings that were damaged,
removed or covered during construction. All work shall be done in accordance with
NCDOT requirements and specifications.
6. All existing manhole and valve covers shall be raised as required by the Contractor
prior to paving. The cost of this work shall be included in the unit bid prices for
other related work and no additional payment shall be made.
E. Ditches: Ditches shall be regraded to the original grade and line. The surface of all
ditches shall be returned to the same condition as found before commencing work.
F. Lawns and Landscaped Areas:
1. Lawns and landscaped areas shall be regraded and replaced as follows:
a. Grading shall be to the grade existing before construction of the work under
this Contract.
b. Lawn replacement shall be in accordance with the section entitled Landscaping.
Topsoiled areas shall be replaced with topsoil of equal quality and quantity.
2. Landscaped areas shall be replaced with shrubs, hedges, ornamental trees, flowers, or
other items to original condition.
February 2021 32 02 00 - 2 CEC #195-440
Construction Documents

G. Curb and Gutter: Curb and gutter removed with, or damaged as a result of construction
operations, injured or disturbed by the Contractor, his agents, or employees, shall be
replaced with new construction to a condition similar and equal to that existing before
damage was incurred. Class B Concrete shall be used in curb and gutter replacement.
H. Damage to Structures: Any damage to existing structures shall be repaired of materials
and workmanship equal to those of original construction. Extensively damaged
structures, where the structural stability has been affected or which cannot be repaired in
a suitable fashion shall be replaced entirely. Replacement shall not commence until
approval of the plan of replacement has been given by the Engineer. Replacement costs
shall be responsibility of the Contractor.
END OF SECTION
February 2021 32 02 00 - 3 CEC #195-440
Construction Documents

SECTION 32 03 00
TOP SOIL
PART 1 GENERAL
1.1 SCOPE OF WORK
A. The work of this section consists of furnishing and placing topsoil for turf areas to be
seeded, fertilized, and mulched. No topsoil shall be furnished, nor will be paid for,
under this section until all job -stockpiles have been exhausted.
1.2 SUBMITTALS
A. Soil Analysis Certificates: Submit six (6) copies of soil analysis certificates covering grain
size and additive recommendations from the State University Agricultural Extension
Service or other certified testing laboratory.
1.3 DELIVERY
A. Product Handling: Do not deliver topsoil in frozen or muddy condition.
PART 2 PRODUCTS
2.1 MATERIALS
A. TOPSOIL
Natural, friable, loamy soil, typical of local topsoil which produces heavy vegetative
growth; free from subsoil, weeds, sods, stiff clay, stones larger than 1 inch, toxic
substances, litter, or other foreign material harmful to plant growth; having a pH
between 6.0 and 7.0.
GRADING ANALYSIS
Sieve
Minimum Percent Passing
2 inch
100
No. 4
90
No. 10
80
Topsoil shall contain sand, silt, and clay as required by AASHTO M146.
February 2021 32 03 00 - 1 CEC 195-440
Construction Documents

Minimum Percent
Maximum Percent
Sand
20
75
Silt
10
60
Clay
5
30
PART 3 EXECUTION
3.1 PREPARATION
A. Job Conditions: Do not perform tilling operations when ground is frozen or excessively
wet.
3.2 INSTALLATION
A. General:
1. Use equipment and methods to prevent damage to existing structures, utilities,
lawns and plantings.
2. Prior to placing topsoil, shape the subgrade to graded lines, and cross sections to
provide for 2 inches of compacted topsoil. Clear the subgrade of materials larger
than 2 inches. Excavate to depth of 12 inches all areas that have become saturated
with oil, gasoline, or bituminous products; backfill with approved material.
3. After alignment of subgrade, loosen and till to a depth of 6 inches by disking,
harrowing, rototilling, or other approved methods.
4. After approval, place and spread topsoil to secure required depth after compaction;
rake and remove materials larger than 2 inches. Compact with approved roller
equipment. Finish smoothing even, and true to lines and grades indicated.
END OF SECTION
February 2021 32 03 00 - 2 CEC 195-440
Construction Documents

SECTION 32 04 00
SEEDING, FERTILIZING, AND MULCHING
PART 1 GENERAL
1.1 SCOPE OF WORK
A. This section covers the furnishing of all labor, equipment and materials necessary for the
landscaping of all areas of the site disturbed by construction operations and all earth
surfaces of embankments including rough and fine grading, topsoil if required, fertilizer,
lime, seeding and mulching. The Contractor shall adapt his operations to variations in
weather or soil conditions as necessary for the successful establishment and growth of the
grasses or legumes.
PART 2 PRODUCTS
2.1 MATERIALS
A. Fertilizer:
1. The quality of fertilizer and all operations in connection with the furnishing of this
material shall comply with the requirements of the North Carolina Fertilizer Law and
regulations adopted by the North Carolina Board of Agriculture.
2. Fertilizer shall be 10-10-10 grade. Upon written approval of the Engineer a different
grade of fertilizer may be used, provided the rate of application is adjusted to provide
the same amounts of plant food.
3. During handling and storing, the fertilizer shall be cared for in such a manner that it
will be protected against hardening, caking, or loss of plant food values. Any
hardened or caked fertilizer shall be pulverized to its original conditions before being
used.
B. Lime:
1. The quality of lime and all operations in connection with the furnishing of this
material shall comply with the requirements of the North Carolina Lime Law and
regulations adopted by the North Carolina Board of Agriculture.
2. During the handling and storing, the lime shall be cared for in such a manner that it
will be protected against hardening and caking. Any hardened or caked lime shall be
pulverized to its original condition before being used.
3. Lime shall be agriculture grade ground dolomitic limestone. It shall contain not less
than 85% of the calcium and magnesium carbonates and shall be of such fineness that
at least 90% will pass a No. 10 sieve and at least 50% will pass a No. 100 sieve.
February 2021 32 04 00 - 1 CEC #195-440
Construction Documents

C. Seed:
1. The quality of seed and all operations in connection with the furnishing of this
material shall comply with the requirements of the North Carolina Seed Law and
regulations adopted by the North Carolina Board of Agriculture.
2. Seed shall have been approved by the North Carolina Department of Agriculture or
any agency approved by the Engineer before being sown, and no seed will be
accepted with a date of test more than nine (9) months prior to the date of sowing.
Such testing however, will not relieve the Contractor from responsibility for
furnishing and sowing seed that meets these specifications at the time of sowing.
When a low percentage of germination causes the quality of the seed to fall below the
minimum pure live seed specified, the Contractor may elect, subject to the approval
of the Engineer, to increase the rate of seeding sufficiently to obtain the minimum
pure live seed contents specified, provided that such an increase in seeding does not
cause the quantity of noxious weed seed per square yard to exceed the quantity that
would be allowable at the regular rate of seed.
3. During handling and storing, the seed shall be cared for in such a manner that it will
be protected from damage by heat, moisture, rodents, or other causes.
4. Seed shall be entirely free from bulblets or seed of Johnson Grass, Nutgrass, Sandbur,
Wild Onion, Wild Garlic, and Bermuda Grass. The specifications for restricted
noxious weed seed refers to the number per pound, singly or collectively, of Blessed
Thistle, Wild Radish, Canada Thistle, Corncockle, Field Bindweed, Quackgrass,
Dodders, Dock, Horsenettle, Bracted Plantain, Buckhorn or Wild Mustard; but in no
case shall the number of Blessed Thistle or Wild Radish exceed 27 seeds of each per
pound. No tolerance on weed seed will be allowed.
D. Mulch: Straw mulch shall be threshed straw of oats, rye or wheat free from matured seed
of obnoxious weeds or other species which would grow and be detrimental to the
specified grass.
E. Tackifier: Emulsified asphalt or organic tackifier such as Reclamare R2400 shall be
sprayed uniformly on mulch as it is ejected from blower or immediately thereafter.
Tackifier shall be applied evenly over area creating uniform appearance. Rates of
application will vary with conditions. Asphalt shall not be used in freezing weather.
PART 3 EXECUTION
3.1 PREPARATION
A. Protection of Existing Trees and Vegetation:
1. Protect existing trees and other vegetation indicated to remain in place against
unnecessary cutting, breaking or skinning of roots, skinning and bruising of bark,
smothering of trees by stockpiling construction materials or excavated materials
within drip line, excess foot or vehicular traffic, or parking of vehicles within drip
line. Provide temporary guards to protect trees and vegetation to be left standing.
2. Provide protection for roots over 1-1/2" diameter cut during construction
operations. Coat cut faces with an emulsified asphalt, or other acceptable coating,
formulated for use on damaged plant tissues. Temporarily cover exposed roots with
February 2021 32 04 00 - 2 CEC #195-440
Construction Documents

wet burlap to prevent roots from drying out and cover with earth as soon as
possible.
3. The Contractor shall not remove or damage trees and shrubs which are outside the
Clearing Limits established by the Owner or those within the Clearing Limits
designated to remain.
4. Repair trees scheduled to remain and damaged by construction operations in a
manner acceptable to the Engineer. Repair damaged trees promptly to prevent
progressive deterioration caused by damage.
5. Replace trees scheduled to remain and damaged beyond repair by construction
operations, as determined by the Engineer with trees of similar size and species.
Repair and replacement of trees scheduled to remain and damaged by construction
operations or lack of adequate protection during construction operations shall be at
the Contractor's expense.
B. Grading:
1. Rough grading shall be done as soon as all excavation required in the area has been
backfilled. The necessary earthwork shall be accomplished to bring the existing
ground to the desired finish elevations as shown on the Contract Drawings or
otherwise directed.
2. Fine grading shall consist of shaping the final contours for drainage and removing all
large rock, clumps of earth, roots and waste construction materials. It shall also
include thorough loosening of the soil to a depth of 6" by plowing, discing,
harrowing or other approved methods until the area is acceptable as suitable for
subsequent landscaping operations. The work of landscaping shall be performed on
a section by section basis immediately upon completion of earthwork.
3. Upon failure or neglect on the part of the Contractor to coordinate his grading with
seeding and mulching operations and diligently pursue the control of erosion and
siltation, the Engineer may suspend the Contractor's grading operations until such
time as the work is coordinated in a manner acceptable to the Engineer.
C. Seedbed Preparation:
1. The Contractor shall cut and satisfactorily dispose of weeds or other unacceptable
growth on the areas to be seeded. Uneven and rough areas outside of the graded
section, such as crop rows, farm contours, ditches and ditch spoil banks, fence line
and hedgerow soil accumulations, and other minor irregularities which cannot be
obliterated by normal seedbed preparation operations, shall be shaped and smoothed
as directed by the Engineer to provide for more effective seeding and for ease of
subsequent mowing operations.
2. The soil shall then be scarified or otherwise loosened to a depth of not less than 6"
except as otherwise provided below or otherwise directed by the Engineer. Clods
shall be broken and the top 2" to 3" of soil shall be worked into an acceptable
seedbed by the use of soil pulverizers, drags, or harrows; or by other methods
approved by the Engineer.
3. On 2:1 slopes a seedbed preparation will be required that is the same depth as that
required on flatter areas, although the degree of smoothness may be reduced from
that required on the flatter areas if so permitted by the Engineer.
February 2021 32 04 00 - 3 CEC #195-440
Construction Documents

4. On cut slopes that are steeper than 2:1, both the depth of preparation and the degree
of smoothness of the seedbed may be reduced as permitted by the Engineer, but in
all cases the slope surface shall be scarified, grooved, trenched, or punctured so as to
provide pockets, ridges, or trenches in which the seeding materials can lodge.
5. On cut slopes that are either 2:1 or steeper, the Engineer may permit the preparation
of a partial or complete seedbed during the grading of the slope. If at the time of
seeding and mulching operations such preparation is still in a condition acceptable to
the Engineer, additional seedbed preparation may be reduced or eliminated.
6. The preparation of seedbeds shall not be done when the soil is frozen, extremely
wet, or when the Engineer determines that it is in an otherwise unfavorable working
condition.
D. Application Rates: Seed shall be applied by means of a hydro -seeder or other approved
methods. The rates of application of seed, fertilizer and limestone shall be as stated
below.
1. Lime and Fertilizer: In the absence of a soil test, the following rates of application of
limestone and fertilizer shall be:
a. 4,000 pounds limestone per acre
b. 1000 pounds 10-10-10 (N-P205-K20) fertilizer per acre and the remaining
quantity applied when vegetation is three inches in height or 45 days after
seeding, whichever comes first.
2. Mulch: Mulch shall be applied at the following rates per acre:
a. 3,000-4,000 pounds straw mulch, or
b. 1,500-2,000 pounds wood cellulose fiber.
c. 35-40 cubic yards of shredded or hammermilled hardwood bark
d. 1,200-1,400 pounds of fiberglass roving
3. Seed: The kinds of seed and the rates of application shall be as contained in this
table. All rates are in pounds per acre. See Notes 1 and 2.
a. Fall and Winter (Normally August 1 to June 1)
80 pounds of Ky-31 tall fescue and 15 pounds of rye grain
b. Summer (Normally May 1 to September 1)
100 pounds of Ky-31 tall fescue
NOTE:
1. On cut and fill slopes having 2:1 or steeper slopes, add 40 pounds of sericea
lespedeza per acre to the planned seeding (hulled in spring and summer unhulled in
fall and winter) plus 15 pounds of sudangrass in summer seeding or 25 pounds of
rye cereal per acre in fall and winter seeding, if seeded September to February.
2. These seeding rates are prescribed for all sites with less than 50% ground cover and
for sites with more than 50% ground cover where complete seeding is necessary to
establish effective erosion control vegetative cover. On sites having 50% to 80%
ground cover where complete seeding is not necessary to establish vegetative cover,
reduce the seeding rate at least one-half the normal rate.
February 2021 32 04 00 - 4 CEC #195-440
Construction Documents

E. Application:
1. Equipment to be used for the application, covering or compaction of limestone,
fertilizer, and seed shall have been approved by the Engineer before being used on
the project. Approval may be revoked at any time if equipment is not maintained in
satisfactory working condition, or if the equipment operation damages the seed.
2. Limestone, fertilizer, and seed shall be applied within 24 hours after completion of
seedbed preparation unless otherwise permitted by the Engineer, but no limestone or
fertilizer shall be distributed and no seed shall be sown when the Engineer
determines that weather and soil conditions are unfavorable for such operations.
3. Limestone may be applied as a part of the seedbed preparation, provided it is
immediately worked into the soil. If not so applied, limestone and fertilizer shall be
distributed uniformly over the prepared seedbed at the specific rate of application
and then harrowed, raked, or otherwise thoroughly worked or mixed into the
seedbed.
4. Seed shall be distributed uniformly over the seedbed at the required rate of
application, and immediately harrowed, dragged, raked, or otherwise worked so as to
cover the seed with a layer of soil. The depth of covering shall be as directed by the
Engineer. If two kinds of seed are to be used which require different depths of
covering, they shall be sown separately.
5. When a combination seed and fertilizer drill is used, fertilizer may be drilled in with
the seed after limestone has been applied and worked into the soil. If two kinds of
seed are being used which require different depths of covering, the seed requiring the
lighter covering may be sown broadcast or with a special attachment to the drill, or
drilled lightly following the initial drilling operation.
6. When a hydraulic seeder is used for application of seed and fertilizer, the seed shall
not remain in water containing fertilizer for more than 30 minutes prior to
application unless otherwise permitted by the Engineer.
7. Immediately after seed has been properly covered the seedbed shall be compacted in
the manner and degree approved by the Engineer.
8. When adverse seeding conditions are encountered due to steepness of slope, height
of slope, or soil conditions, the Engineer may direct or permit that modifications be
made in the above requirements which pertain to incorporating limestone into the
seedbed; covering limestone, seed, and fertilizer; and compaction of the seedbed.
9. Such modifications may include but not be limited to the following:
a. The incorporation of limestone into the seedbed may be omitted on
i. cut slopes steeper than 2:1;
ii. on 2:1 cut slopes when a seedbed has been prepared during the excavation
of the cut and is still in an acceptable condition; or
iii. on areas of slopes where the surface of the area is too rocky to permit the
incorporation of the limestone.
b. The rates of application of limestone, fertilizer, and seed on slopes 2:1 or
steeper or on rocky surfaces may be reduced or eliminated.
C. Compaction after seeding may be reduced or eliminated on slopes 2:1 or
steeper, on rocky surfaces, or on other areas where soil conditions would make
compaction undesirable.
February 2021 32 04 00 - 5 CEC #195-440
Construction Documents

F. Mulching:
1. All seeded areas shall be mulched unless otherwise indicated in the special provisions
or directed by the Engineer.
2. It shall be spread uniformly at a rate of two tons per acre in a continuous blanket
over the areas specified.
3. Before mulch is applied on cut or fill slopes which are 3:1 or flatter, and ditch slopes,
the Contractor shall remove and dispose of all exposed stones in excess of 3" in
diameter and all roots or other debris which will prevent proper contact of the mulch
with the soil.
4. Mulch shall be applied within 24 hours after the completion of the seeding unless
otherwise permitted by the Engineer. Care shall be exercised to prevent
displacement of soil or seed or other damage to the seeded area during the mulching
operations.
5. Mulch shall be uniformly spread by hand or by approved mechanical spreaders or
blowers which will provide an acceptable application. An acceptable application will
be that which will allow some sunlight to penetrate and air to circulate but also
partially shade the ground, reduce erosion, and conserve soil moisture.
6. Mulch shall be held in place by applying a sufficient amount of asphalt or other
approved binding material to assure that the mulch is properly held in place. The
rate and method of application of binding material shall meet the approval of the
Engineer. Where the binding material is not applied directly with the mulch it shall
be applied immediately following the mulch operation.
7. The Contractor shall take sufficient precautions to prevent mulch from entering
drainage structures through displacement by wind, water, or other causes and shall
promptly remove any blockage to drainage facilities which may occur.
G. Maintenance:
1. The Contractor shall keep all seeded areas in good condition, reseeding and mowing
if and when necessary as directed by the Engineer, until a good lawn is established
over the entire area seeded and shall maintain these areas in an approved condition
until final acceptance of the Contract.
2. Grassed areas will be accepted when a 95% cover by permanent grasses is obtained
and weeds are not dominant. On slopes, the Contractor shall provide against
washouts by an approved method. Any washouts which occur shall be regraded and
reseeded until a good sod is established.
3. Areas of damage or failure due to any cause shall be corrected by being repaired or
by being completely redone as may be directed by the Engineer. Areas of damage or
failure resulting either from negligence on the part of the Contractor in performing
subsequent construction operations or from not taking adequate precautions to
control erosion and siltation as required throughout the various sections of the
specifications, shall be repaired by the Contractor as directed by the Engineer at no
cost to the Owner.
END OF SECTION
February 2021 32 04 00 - 6 CEC #195-440
Construction Documents

SECTION 32 05 00
ROCK EXCAVATION
PART 1 GENERAL
1.1 SCOPE OF WORK
A. The work covered by this section consists of the blasting and excavation of rock material
in cut areas. Rock excavation shall be classified material which cannot be removed with
normal construction equipment such as hydraulic excavators, bulldozers with "rippers"
and requires the construction practice of blasting.
1.2 DEFINITIONS
A. Rock is defined as being sandstone, limestone, flint, graphite, quartzite, slate, hard shale,
or similar material that cannot be excavated without systematic drilling and blasting.
B. Should rock be encountered in two or more ledges, each ledge being not less than 3"
thick and with interlying strata of earth, clay or gravel not more than 12" thick in each
stratum, the entire volume between the top of the top ledge and the bottom of the
bottom ledge will be classified as rock.
PART 2 NOT USED
PART 3: EXECUTION
3.1 CONSTRUCTION REQUIREMENTS
A. Blasting: The use of explosives shall conform to be in strict accordance with all Federal,
State, County and local regulations and only after the approval of the Engineer. The
Contractor shall be responsible for all damage caused by blasting operations. Suitable
methods shall be employed to confine all materials lifted by blasting within the limits of
excavation or trench.
B. When rock is encountered, all lines and grades will be held in accordance with the plans
or adjusted only after approval of the Engineer.
C. When rock is encountered within the limits of construction, the Contractor shall notify
the Engineer prior to any removal. Upon the Engineer's authorization, the Contractor
shall remove the rock. The Contractor shall not be paid for rock removed without prior
approval and quantified by the Owner's geotechnical Engineer. The Contractor shall
refer to the bid documents for unit price line items for mass rock and trench rock.
February 2021 32 05 00 - 1 CEC #195-440
Construction Documents

D. All rock which cannot be handled and compacted as earth shall be kept separate from
other excavated materials and shall not be mixed with backfill or embankment materials
except as specified or directed.
END OF SECTION
February 2021 32 05 00 - 2 CEC #195-440
Construction Documents

SECTION 32 06 00
JUTE THATCHING
PART 1 GENERAL
1.1 SCOPE OF WORK
A. This section covers the furnishing of all labor, equipment and materials necessary for the
stabilization of channels or slopes by use of jute thatching. The jute thatching is used in
the place of mulch or sod in locations shown on drawings and in other areas where
ordinary seeding methods are ineffective.
PART 2 PRODUCTS
2.1 MATERIALS
A. Lime, fertilizer and seeding shall be applied as required by Section 02931 - Seeding,
Fertilizing and Mulching. Seeding shall be split with half the seed applied before placing
the thatching and the remaining half after the thatching is laid.
PART 3 EXECUTION
3.1 INSTALLATION
A. All rocks, clods and sticks shall be removed from channel or slope and surface shall be
smooth in order to provide contact between the soil surface and the thatching.
B. Thatching shall be laid starting at the top of the channel and unrolled downgrade. When
laying in channels, one edge of the strip shall coincide with the channel center. A second
strip shall be laid parallel to the first allowing a 2" overlap.
C. The top end shall be buried in a trench a minimum of 4" deep, backfilled and tamped.
Reinforce with a row of staples, spaced 10" apart, driven through the jute about 4"
downhill from the trench. The center overlap shall be stapled 3'-4' apart. Staple the outer
edges similarly after the center has been stapled.
When one roll of thatching ends and another roll begins, the end of the top strip shall
overlap the trench where the upper end of the lower strip is buried a minimum of 4" and
shall be stapled securely.
D. Erosion stops shall be formed by burying the ends of both the upper and lower strips in
the slit trench and stapling securely with a double row of staples. Spacing of stops shall
be 100'-0" maximum.
E. Thatching shall be rolled at right angle after laying, stapling and seeding are complete.
Perfect contact between the thatching and the soil is vital.
February 2021 32 06 00 - 1 CEC #195-440
Construction Documents

F. Staples shall be hairpin -shaped wire staples, No. 8-gauge, 8"-10" in length. Wooden pegs
shall not be used.
3.2 QUALITY CONTROL
A. Contractor shall inspect completed installation to assure thatching is in contact with soil
at all locations and that staples are secure.
END OF SECTION
February 2021 32 06 00 - 2 CEC #195-440
Construction Documents

ECS Southeast,, LLP
Geotechnical Engineering Report
Existing ARAUCO Pond Embankments
985 Corinth Road
Moncure, North Carolina
ECS Project Number 06:23601
September 25, 2017

1
ro"Mi
ECS SOUTHEAST, LLP "Setting the Standard for Service"
- A. Geotechnical • Construction Materials - Environmental • Facilities NC Registered Engineering Fimi F-1078
NC Registered Geologists Firm C-406
SC Registered Engineering Firm 3250
September 25, 2017
Mr. Pavan Puttamraju
Civil & Environmental Consultants, Inc.
1900 Center Park Drive
Suite A
Charlotte, NC, 28217
ECS Project No. 06:23601
Reference: Geotechnical Engineering Report
Existing ARAUCO Pond Embankments
985 Corinth Road
Moncure, Chatham County, NC
Dear Mr. Puttamraju:
ECS Southeast, LLP (ECS) has completed the subsurface exploration, laboratory testing, and
geotechnical engineering analyses for the above -referenced project. Our services were performed in
general accordance with our Proposal No. 06:20266-GP, dated June 13, 2017. This report presents
our understanding of the geotechnical aspects of the project, the results of the field exploration and
laboratory testing conducted, and our geotechnical conclusions and recommendations.
It has been our pleasure to be of service to Civil & Environmental Consultants, Inc. on this project.
We would appreciate the opportunity to remain involved during the continuation of the design
phase, and we would like to provide our services during construction phase operations as well to
verify the assumptions of subsurface conditions made for this report. Should you have any questions
concerning the information contained in this report, or if we can be of further assistance to you,
please contact us.
Respectfully submitted,
ECS Southeast, LLP
Aubrey P. Lankford, EL
Project Manager
a lank ord ecslimited.com
z � � � 0. J14
CA��eo�o��i
0 4% O s
�w�•�pQ�FESS 0-
2EAL
Tom Schipporeit, P.E.
Principal Engineer
[e-mail]
9001 Glenwood Avenue, Raleigh, NC 27617-7505 • T. 919-861-9910 F: 919-861-9911 ■ www.ecslimited.com
ECS Capitol Services, PLLC - ECS Flonda LLC - ECS Mid -Atlantic. LLC - ECS Midwest, LLC • ECS Southeast. LLP - ECS Texas, LLP

Existing ARAUCO Pond Embankments
ECS Project No.06:23601
TABLE OF CONTENTS
September 25, 2017
Page
EXECUTIVE SUMMARY.............................................................................................................1
1.0 INTRODUCTION..................................................................................................................2
1.1 General- ..................................................................................................................................2
1.2 Scope of Services....................................................................................................................2
1.3 Authorization..........................................................................................................................3
2.0 PROJECT INFORMATION.....................................................................................................4
2.1 Project Location......................................................................................................................4
2.2 Past Site History.....................................................................................................................4
2.3 Current Site Conditions..........................................................................................................4
3.0 FIELD EXPLORATION...........................................................................................................6
4.0 LABORATORY TESTING........................................................................................................7
5.0 SUBSURFACE CONDITIONS..................................................................................................8
5.1 Regional/Site Geology............................................................................................................8
5.2 Subsurface Characterization..................................................................................................8
5.3 Groundwater Observations....................................................................................................9
6.0 CONCLUSIONS..................................................................................................................10
6.1 "Pond 5" (Large pond east of the facility)...........................................................................10
6.2 "Upper ponds" (Small ponds west of the facility, ponds 1-4)..............................................14
7.0 CLOSING...........................................................................................................................16
APPENDICES
Appendix A — Drawings & Reports
• Site Location Diagram
• Boring Location Diagrams
Appendix B — Field Operations
• Reference Notes for Boring Logs
• Boring Logs B-1 through B-14
• Hand Auger Boring Logs HA-1 through HA-4
• Generalized Subsurface Profiles
Appendix C — Laboratory Testing
• Laboratory Test Results Summary
• Permeability Test Results
• Direct Shear Test Results
Appendix D — Calculations
0 Slope Stability Analysis Sheets

Existing ARAUCO Pond Embankments September 25, 2017
ECS Project No.06:23601 Page 1
EXECUTIVE SUMMARY
The following summarizes the main findings of the exploration, particularly those that may have a
cost impact on the planned development. Further, our principal recommendations are
summarized. Information gleaned from the executive summary should not be utilized in lieu of
reading the entire geotechnical report.
• The geotechnical exploration program included 14 soil test borings drilled to depths
between 22 and 35 feet and 4 hand auger borings drilled to depths between 4 and 7 feet.
• The soils encountered at the borings drilled at the "upper ponds" generally consisted of
fill soils classified as Lean CLAY (CL) and Fat CLAY (CH) and/or natural soils classified as
Clayey SAND (SC), SILT (ML), Silty CLAY (CL-ML), Lean CLAY (CL) and Fat CLAY (CH). The
clay and silt were predominately stiff, and the sand was predominately medium dense.
• The soils encountered at the borings drilled at "Pond 5" generally consisted of fill or
possible fill soils classified as Clayey SAND (SC), Lean CLAY (CL) and Fat CLAY (CH) and/or
natural soils classified as Clayey SAND (SC), SILT (ML), Lean CLAY (CL) and Fat CLAY (CH)
underlain by partially weathered rock. The clay and silt were predominately firm, and
the sand was predominately loose.
Based on the results of our field observations and slope stability analyses performed on the
existing pond embankments the following conclusions were made.
• There were no obvious signs of seepage or distress observed along the downstream
slope or at the downstream toe of the pond embankments.
• The original embankments along the eastern and southern sides of "Pond 5" contain
suitable soils and the slopes are adequate to provide long-term stability.
• The "Pond 5" internal berm contains suitable soils and will provide adequate long-term
stability in its current condition.
• The embankments of the "Upper Ponds" west of the facility contain suitable soils and the
slopes are adequate to provide long-term stability.
• The recently -placed fill material in the stormwater diversion area north of "Pond 5" is
firm and stable, and the risk of excessive long-term settlement of this area is negligible.
We estimate these soils have a Soil Erodibility Factor, Kf,,ct, of approximately 0.27.

Existing ARAUCO Pond Embankments
ECS Project No.06:23601
1.0 INTRODUCTION
1.1 GENERAL
September 25, 2017
Page 2
The purpose of this study was to explore the subsurface soil conditions around five wastewater
ponds at the facility in order to analyze their integrity and stability in accordance with the
requirements of the North Carolina Department of Environmental Quality. The exploration
included the four small "upper ponds" located on the west side of the facility and the larger pond
designated as "Pond 5" located on the east side of the facility. For this study, the following areas
were considered in our analysis:
• The temporary berm recently constructed along the east side of the "Pond 5" to increase
freeboard using onsite soils excavated from various locations immediately east of the
pond.
• The borrow pits created immediately east of the "Pond 5" during construction of the
temporary berm.
• The original "embankment" along the east and south sides of "Pond 5"
• The area between "Pond 5" and the stormwater pond to the north where a stormwater
diversion trench was previously excavated and has since been backfilled.
• The internal berm separating the upper and lower sections of "Pond 5".
• The berms for the four "upper ponds" (aka "west ponds").
The recommendations developed for this report are based on project information supplied by
Civil and Environmental Consultants, Inc. This report contains the results of our subsurface
explorations and laboratory testing programs, site characterization, engineering analyses, and
conclusions regarding the geotechnical integrity and stability of the evaluated berms and
embankments.
1.2 SCOPE OF SERVICES
To obtain the necessary geotechnical information required for evaluation of the project, 18 soil
test borings were performed at locations selected by ECS and approved by Civil and
Environmental Consultants, Inc. These borings were located at regular intervals in the areas of
concern. A laboratory -testing program was also implemented to characterize the physical and
engineering properties of the subsurface soils.
This report discusses our exploratory and testing procedures, presents our findings and
evaluations, and includes the following.
• A brief review and description of our field and laboratory test procedures and the results
of testing conducted.
• A review of surface topographical features and site conditions.
• A review of area and site geologic conditions.
• A review of subsurface soil stratigraphy with pertinent available physical properties.
• Final copies of our soil exploration test boring and hand auger boring logs.
• Conclusions regarding the geotechnical integrity and stability of the existing pond
embankments.

Existing ARAUCO Pond Embankments
ECS Project No.06:23601
1.3 AUTHORIZATION
Our services were provided in accordance with our Proposal No. 06:20266-GP
2017, as authorized by Civil & Environmental Consultants, Inc. on July 10, 2017,
Subconsulting Services Agreement between ECS Southeast, LLP and Civil
Consultants, Inc., dated January 13, 2017.
September 25, 2017
Page 3
, dated June 13,
and includes the
& Environmental

Existing ARAUCO Pond Embankments
ECS Project No.06:23601
2.0 PROJECT INFORMATION
2.1 PROJECT LOCATION
September 25, 2017
Page 4
The site is located at the ARAUCO Wood Product Manufacturing Facility, 985 Corinth Road, in
Moncure, Chatham County, North Carolina as indicated on Figure 1 in Appendix A. The facility is
bounded to the north, east and south by wooded areas and to the west by Corinth Road and
several other industrial developments.
2.2 PAST SITE HISTORY
The original construction date for the wastewater ponds is unknown. Based on historical aerial
images it appears that the internal berm separating the upper and lower sections of "Pond 5" was
added sometime around 2010. We understand that soils excavated along the east side of "Pond
5" were used as fill to build up the eastern berm sometime between 2015 and 2016 to increase
freeboard and prevent overflow. Based on the topographic information provided on the survey
drawing prepared by Mike Cain Surveying dated 10/6/2015, the top of the original berm along the
north and east perimeters of "Pond 5" was approximately 1 to 2 feet higher than the current site
grades to the east of the pond prior to construction of the temporary berm.
Based on historical aerial images it appears that the stormwater pond north of "Pond 5" was
constructed sometime between 2008 and 2009. During our field work, it was noted that the
stormwater diversion trench between "Pond 5" and the stormwater pond to the north had
recently been filled in.
2.3 CURRENT SITE CONDITIONS
We have received and reviewed pond survey drawings prepared by Mike Cain Surveying dated
10/6/2015, 8/11/2016, 11/14/2016, 1/3/2017, and 8/30/2017 for "Pond 5" and the drawing
dated 7/10/2014 for the four smaller "upper ponds". We have also received drawing prepared by
Mid -South Engineering dated 10/13/2009, which shows the design of the "Pond 5" internal berm
and cross-section of the "Pond 5" existing eastern/southern berm.
Based on the drawings provided to us, the recently added fill placed along the north and east
sides of "Pond 5" to create a temporary berm are approximately 10 feet high relative to the pond
bottom and approximately 5 feet high relative to the original downstream embankment. We
understand that the berm was placed as temporary measure to address immediate freeboard
concerns. It appears that fill soil was placed in the berm in an uncontrolled manner (without
being placed in lifts and compacted). During our site work, the temporary berm was covered with
a variety of wild vegetation (primarily grasses and weeds). The areas to the east of the temporary
embankment downstream toe along the east side of "Pond 5" are generally wooded. During our
site work, multiple borrow pits of various sizes were observed along the east side of the east
perimeter access road, which is along the top of the original downstream embankment. Standing
water was observed in the pits during our exploration.
The stormwater pond north of "Pond 5" had relatively little water in it at the time of our
exploration, all of it ponded in the west end. The pond is lined with concrete on the bottom and
interior side slopes. It appears to be approximately 5 to 8 feet deep.

Existing ARAUCO Pond Embankments
ECS Project No.06:23601
September 25, 2017
Page 5
The berms and downstream slopes of the upper ponds (Nos. 1 through 4 on the west side of the
plant) consisted of maintained grass areas and the visible portion of the upstream slopes
contained a variety of wild vegetation (primarily grasses and weeds). The topographic
information provided for the upper ponds indicate that they range from approximately 10 to 15
feet deep. Topographic information was not provided for the top of the berms, the downstream
slopes, and areas beyond the toe of the downstream slopes. During our site work, the distance
from the top of the berms to downstream toe was visually estimated to range from approximately
5 to 10 feet.

Existing ARAUCO Pond Embankments September 25, 2017
ECS Project No.06:23601 Page 6
3.0 FIELD EXPLORATION
The field exploration was planned with the objective of gathering pertinent soil information to
assist in the analysis of the wastewater ponds and determination of geotechnical conclusions.
The subsurface conditions were explored by drilling 14 soil test borings at the top or downstream
toe of the pond berms. An all -terrain vehicle (ATV) -mounted drill rig was utilized to drill the soil
test borings. Borings were generally advanced to depths of 22 to 35 feet below the current
ground surface. The exploration also included 4 hand auger borings advanced to depths of 4 to 7
feet below the current ground surface in areas inaccessible to the ATV drill rig (central berm in
"Pond 5" and area north of "Pond 5" under overhead power lines).
Boring locations were identified in the field by ECS personnel using GPS techniques prior to
mobilization of our drilling equipment. The approximate as -drilled boring locations are shown on
the Boring Location Diagrams in Appendix A. Ground surface elevations noted the logs for borings
B-10 through B-14 and HA-1 through HA-4 were interpolated from the topographic site plan
provided to us by Mike Cain Surveying dated 11/14/2016.
Standard penetration tests (SPTs) were conducted in Borings B-1 through B-14 at regular intervals
in general accordance with ASTM D 1586. Small representative samples were obtained during
these tests and were used to classify the soils encountered. The standard penetration resistances
obtained provide a general indication of soil shear strength and compressibility.
Undisturbed Shelby tubes were pushed at selected locations and depths in general accordance
with ASTM D 1587. The tubes were sealed at the site and transported to our laboratory for
extrusion, examination, logging, and testing.
Dynamic Cone Penetrometer (DCP) testing was conducted in Borings HA-1 through HA-4 at
regular intervals. Small representative samples were obtained from the hand auger cuttings and
were used to classify the soils encountered.
Bag samples were collected at 3 locations designated as G-1 through G-3 from the surface of the
temporary berm along the east side of "Pond 5" and transported to our laboratory for
classification testing.

Existing ARAUCO Pond Embankments
ECS Project No.06:23601
4.0 LABORATORY TESTING
September 25, 2017
Page 7
An experienced geotechnical professional visually classified each soil sample from the test borings
on the basis of texture and plasticity in accordance with the Unified Soil Classification System
(USCS) and ASTM D-2488 (Description and Identification of Soils-Visual/Manual Procedures).
After classification, the geotechnical professional grouped the various soil types into the major
zones noted on the boring logs in Appendix B. The group symbols for each soil type are indicated
in parentheses following the soil descriptions on the boring logs. The stratification lines
designating the interfaces between earth materials on the boring logs are approximate; in situ,
the transitions may be gradual.
The laboratory testing performed by ECS for this project consisted of selected tests performed on
samples obtained during our field exploration operations. Classification and index property tests
were performed on representative soil samples obtained from the test borings in order to aid in
classifying soils according to the Unified Soil Classification System and to quantify and correlate
engineering properties. Direct shear and permeability tests were also performed. The laboratory
test results are attached in Appendix C.

Existing ARAUCO Pond Embankments
ECS Project No.06:23601
5.0 SUBSURFACE CONDITIONS
5.1 REGIONAL/SITE GEOLOGY
September 25, 2017
Page 8
The site is located in the Triassic Basin within the Piedmont Physiographic Province of North
Carolina. The Triassic Basin consists of a series of depressions, or troughs, that formed by faulting
and subsidence during the Triassic and Jurassic periods. The basins were subsequently filled with
sediments from surrounding metaphoric and igneous formations that consolidated into the
siltstones, mudstones and occasional sandstones and conglomerates common to the region. The
occurrences of igneous intrusions in the sediments have modified the rock type in localized areas.
The consolidated sediments of the Triassic basin typically weather over time into residual silts,
clays and clayey or silty sands. Although the surficial materials normally retain the structure of
the original parent materials, they typically have a much lower density and exhibit strengths and
other engineering properties typical of soil. In a mature weathering profile, the near surface soils
are generally found to be moderately to highly plastic where more extensive weathering has
occurred. With depth the residual soils transition into weathered rock, which transitions with
depth into hard, competent rock.
According to the 1985 Geologic Map of North Carolina, the site is underlain by the Chatham
Group, which consists of conglomerate, sandstone and mudstone.
It is important to note that the natural geology within portions of the site has been modified in
the past that included the placement of fill materials. The quality of man-made fills can vary
significantly, and it is often difficult to assess the engineering properties of existing fills.
5.2 SUBSURFACE CHARACTERIZATION
The subsurface conditions encountered were generally consistent with published geological
information and our experience with local soils, rock, and groundwater. The following sections
provide generalized characterizations of the soil and rock strata encountered during our
subsurface exploration. For subsurface information at a specific location, refer to the Boring Logs
in Appendix B.
A surficial layer of organic -laden soil, approximately 1 to 3 inches in thickness, was encountered at
Borings B-1 through B-8 and B-11. Approximately 6 inches of gravel was encountered at the
surface of Borings B-9 and B-14.
Existing fill or possible fill consisting of Clayey SAND (SC), Lean CLAY (CL) and Fat CLAY (CH) was
encountered below the surficial material and extended to approximate depths of 4 to 8.5 feet
below existing grades at borings B-1, B-3, B-4, B-6, B-7, B-8, B-14 and HA-1 through HA-4. The SPT
N-values within the fill soils ranged from 5 to 18 bpf. Inclusions consisting of rock fragments,
gravel and asphalt were observed in the recovered fill soils. It is important to note that some of
the N-values obtained in these samples were possibly influenced by these inclusions and are not
an accurate indicator of their density or consistency. Hand auger borings HA-1, HA-3 and HA-4
were terminated within the fill soils at a depth of 7 feet. It is likely that the fill extends below the
explored depth at these locations. Auger refusal was encountered at Boring HA-2 at a depth of
approximately 4 feet due to what appeared to be rock fragments.

Existing ARAUCO Pond Embankments September 25, 2017
ECS Project No.06:23601 Page 9
The natural soils encountered below the surficial material, below the existing fill or possible fill, or
at the surface of the borings generally consisted of Clayey SAND (SC), SILT (ML), Lean CLAY (CL),
Silty CLAY (CL-ML) and Fat CLAY (CH). The SPT N-values within these soils ranged from 4 to 58 bpf,
indicating fine-grained soils with a consistency varying between soft to hard, and granular soils
with a relative density varying between loose and very dense.
Partially Weathered Rock (PWR), which is classified as material with SPT blow counts greater than
50 blows per 6 inches of penetration, was encountered at Borings B-2, B-7 and B-9 through B-14
at depths ranging from approximately 6 to 29 feet below existing grades. Auger refusal was
encountered at depths ranging from 22 to 27 feet below existing grades in Borings B-2, B-11 and
B-14. Auger refusal indicates the presence of material such as rock with sufficient hardness to
permit no further advancement of the drilling.
5.3 GROUNDWATER OBSERVATIONS
Water levels were measured in our borings as noted on the soil boring logs in Appendix B.
Groundwater depths measured at the time of drilling ranged from 5 to 25 feet below ground
surface. Groundwater seepage was not observed during our exploration at Borings B-5, B-14 and
HA-1 through HA-4 to the depths explored. Variations in the long-term water table may occur as
a result of changes in precipitation, evaporation, surface water runoff, construction activities, and
other factors.

Existing ARAUCO Pond Embankments
ECS Project No.06:23601
6.0 CONCLUSIONS
6.1 "POND 5" (LARGE POND EAST OF THE FACILITY)
6.1.1 Eastern and Southern Embankment
September 25, 2017
Page 10
During our field work, there were no obvious signs of seepage or distress observed in the
existing temporary berm along the eastern and southern sides of the pond. However, we
understand that the berm was constructed as a temporary measure to increase freeboard
and prevent overflow until a permanent solution could be designed. It is also our
understanding that the fill used to construct the temporary berm was not placed in
controlled lifts nor compacted to any quality specification, as we have not been provided
documentation indicating otherwise.
"Pond 5" Temporary Eastern Berm, July 2017
Based on the aerial photographs from Google Earth, it appears that the eastern and
southern temporary berm was under construction in April 2016 and was completed by
October 2016. It appears that the berm was constructed by "windrowing" and shaping
dumped soils obtained from the nearby borrow excavations.

Existing ARAUCO Pond Embankments
ECS Project No.06:23601
September 25, 2017
Page 11
"Pond 5" Original Eastern Berm with Borrow Pit at Toe, July 2017
Based on the cross-section drawing prepared by Mid -South Engineering dated
10/13/2009, the original top of the berm elevation is 172.0 feet with one foot of
freeboard.
On 8/30/17, the water level in Pond 5 was measured at elevation 168.76 feet, or 3.24 feet
below the top of the original berm along the eastern and southern sides of the pond. We
understand that long-term operational plans include maintaining the pond no higher than
elevation 171.0 feet.
We performed a slope stability analysis of the existing "Pond 5" temporary berm, original
berm (under the dirt/gravel road), and borrow pit cross section. Using material
properties estimated from the borings and laboratory test results, we estimate a factor of
safety of 2.0 for the slope, indicating that the slope is stable. A factor of safety of 1.5 is
considered to be the minimum adequate factor of safety for long term conditions. The
slope stability analysis sheet for this case is attached in Appendix D.
In our opinion, the original "Pond 5" Eastern and Southern Berm contains suitable soils
and provides adequate long-term stability for water up to elevation 172.0 feet. The
temporary berm does not negatively impact the long-term stability of the original
embankment.
6.1.2 Internal Berm
The fill soils observed in the borings performed along the internal berm separating the
upper and lower sections of "Pond 5" were classified as Clayey SAND (SC), Lean CLAY (CL)

Existing ARAUCO Pond Embankments
ECS Project No.06:23601
September 25, 2017
Page 12
and Fat CLAY (CH) and appeared to be relatively consistent with respect to depth. The
DCP testing indicated consistent results between boring locations and with depth, with
the exception of some slight fluctuations observed at Boring HA-3 which were potentially
caused by rock fragment inclusions observed in the fill.
The soil types observed are consistent with the low permeability soils we would typically
recommend for construction of pond embankments and the results of the field testing
indicate that the berm was likely constructed in a controlled manner. Aerial photographs
from Google Earth show the internal berm under construction in July 2010. It appears
that it was constructed by draining "Pond 5" and placing fill material from the bottom of
the pond up to the top of the internal berm. The survey drawing dated 8/11/16 indicates
the internal berm to be approximately 10 feet high with sideslopes of 1.5H:1V to 3H:1V.
"Pond 5" Internal Berm, October 2016
"Pond 5" Internal Berm, July 2010

Existing ARAUCO Pond Embankments
ECS Project No.06:23601
September 25, 2017
Page 13
On 7/17/2017 we observed the water level approximately 2 to 3 feet below the top of the
internal berm.
"Pond 5" Internal Berm, July 2017
We performed a slope stability analysis of the existing "Pond 5" internal berm. Using
material properties estimated from the borings and laboratory test results, we estimate
factors of safety of 2.3 to 2.4 for the internal berm slopes. A factor of safety of 1.5 is
considered to be the minimum adequate factor of safety for long term conditions. The
slope stability analysis sheets for this case are attached in Appendix D.
In our opinion, the existing "Pond 5" internal berm contains suitable soils and provides
adequate long-term stability.
6.1.3 Stormwater Diversion
We understand that a ditch had been excavated to divert stormwater away from the
north end of "Pond 5", flowing from west to east. The stability of this ditch and adjacent
"Pond 5" northern slope area was a concern earlier this year. However, as of July 17,
2017, the stormwater diversion ditch in this area had been backfilled. Based on Hand
Auger Boring HA-4, the ditch was backfilled with sandy clay (CL, CH) with gravel. The DCP
values indicate the clays at HA-4 were generally firm to stiff. Based on this data, we
conclude that the fill material is firm and stable, and the risk of excessive long-term
settlement of this area is negligible.

Existing ARAUCO Pond Embankments
ECS Project No.06:23601
Stormwater Diversion Area North of "Pond 5", July 2017
September 25, 2017
Page 14
The soils encountered in Hand Auger Boring HA-4 classify as a Sandy Clay Loam per the United
States Department of Agriculture soil classification system. We estimate these soils have a Soil
Erodibility Factor, Kf,,ct, of approximately 0.27. This parameter can be used in the Universal Soil
Loss Equation or the Revised Universal Soil Loss Equation to estimate the average annual rate of
soil erosion.
6.2 "UPPER PONDS" (SMALL PONDS WEST OF THE FACILITY, PONDS 1-4)
Topographic information for the crest, downstream slope and downstream toe was not available
at the time our exploration was performed. Accordingly, the height of the embankments from
the crest to the downstream toe was visually estimated during our field exploration. The
embankment heights were estimated to range from approximately 5 to 10 feet increasing
gradually from southernmost pond to the northernmost pond. The crest and downstream slope
of the embankments appeared to be well vegetated with regularly maintained grass. During our
field work there were no obvious signs of seepage or distress observed along the downstream
slope or at the downstream toe of the pond embankments.

Existing ARAUCO Pond Embankments September 25, 2017
ECS Project No.06:23601 Page 15
"Upper Ponds" West Embankment, July 2017
The fill soils encountered at Borings B-1, B-3, B-4, B-6, B-7 and B-8 drilled along the top of the
existing pond embankments were classified as Lean CLAY (CL) and Fat CLAY (CH) which are
consistent with the low permeability soils types recommended for construction of pond
embankments.
We performed a slope stability analysis of the existing embankment. Using material properties
estimated from the borings and laboratory test results, we estimate a factor of safety of 2.1 for
the berm, indicating that the slope is stable. A factor of safety of 1.5 is considered to be the
minimum adequate factor of safety for long term conditions. The slope stability analysis sheet
for this case is attached in Appendix D.

Existing ARAUCO Pond Embankments September 25, 2017
ECS Project No.06:23601 Page 16
7.0 CLOSING
ECS has prepared this report of findings, evaluations, and recommendations to guide
geotechnical-related design and construction aspects of the project.
The description of the proposed project is based on information provided to ECS. If any of this
information is inaccurate, either due to our interpretation of the documents provided or site or
design changes that may occur later, ECS should be contacted immediately in order that we can
review the report in light of the changes and provide additional or alternate recommendations as
may be required to reflect the proposed construction.
We recommend that ECS be allowed to review the project's plans and specifications pertaining to
our work so that we may ascertain consistency of those plans/specifications with the intent of the
geotechnical report.
Field observations, monitoring, and quality assurance testing during earthwork and foundation
installation are an extension of and integral to the geotechnical design recommendation. We
recommend that the owner retain these quality assurance services and that ECS be allowed to
continue our involvement throughout these critical phases of construction to provide general
consultation as issues arise. ECS is not responsible for the conclusions, opinions, or
recommendations of others based on the data in this report.

APPENDIX A — Drawings & Reports
Site Location Diagram
Boring Location Diagram

IV
MermEiid Point 0
Progress Energy
Cape Fear Plant
ell
y Mud
,ts Complex
4�
.h
r�
U�tf Ug Hwy i Old uS Hwy 1
n
0
n
a
Q BoisE Cascade Company
c>
0
a SITE
Arlin Q
c�
Arau.
0
(7,0 n1n
0\o -el
C%oii , +[[Tf'
Dickenis RV Park
SITE VICINITY MAP
JOB NO.
FIGURE NO.
06:23601
1
Existing ARAUCO Pond Embankments
DRAWN BY
CHECKED BY
985 Corinth Road
APL
TMS
Moncure, North Carolina
SCALE
DATE
NITS
8-20-17
SOURCE: Google Maps

I M-1
AM
G-i
HA- 3
-B-12
HA-2 HA- 1
Z�5 20 17 Gang le
E

iyti .r � f
(1) Approximate Boring Location
J Approximate Bag Sample Location
BORING LOCATION DIAGRAM
"POND 5" UPPER SECTION
Existing ARAUCO Pond Embankments
Moncure, North Carolina
SOURCE: Google Earth
P*-j
JOB NO.
FIGURE NO.
06:23601
4
DRAWN BY
CHECKED BY
APL
TMS
SCALE
DATE
NTS
8-20-17
TM

APPENDIX B — Field Operations
Reference Notes for Boring Logs
Boring Logs B-1 through B-14
Hand Auger Logs HA-1 through HA-4
Generalized Subsurface Profiles

EN
REFERENCE NOTES FOR BORING LOGS
MATERIAL1,2
ASPHALT
CONCRETE
a
zy
GRAVEL
y
TOPSOIL
VOID
BRICK
r
AGGREGATE BASE COURSE
" ��
FILLS
MAN -PLACED SOILS
.:Lj.
GW
WELL -GRADED GRAVEL
gravel -sand mixtures, little or no fines
GP
POORLY -GRADED GRAVEL
gravel -sand mixtures, little or no fines
i
GM
SILTY GRAVEL
gravel -sand -silt mixtures
a
GC
CLAYEY GRAVEL
gravel -sand -clay mixtures
...... ;
SW
WELL -GRADED SAND
gravelly sand, little or no fines
SP
POORLY -GRADED SAND
®
gravelly sand, little or no fines
SM
SILTY SAND
sand-silt mixtures
"
SC
CLAYEY SAND
sand -clay mixtures
ML
SILT
RN
non -plastic to medium plasticity
MH
ELASTIC SILT
A 11
high plasticity
CL
LEAN CLAY
low to medium plasticity
CH
FAT CLAY
high plasticity
OL
ORGANIC SILT or CLAY
—�
non -plastic to low plasticity
OH
ORGANIC SILT or CLAY
high plasticity
PT
PEAT
highly organic soils
DRILLING SAMPLING SYMBOLS & ABBREVIATIONS
SS
Split Spoon Sampler
PM
Pressuremeter Test
ST
Shelby Tube Sampler
RD
Rock Bit Drilling
WS
Wash Sample
RC
Rock Core, NX, BX, AX
BS
Bulk Sample of Cuttings
REC
Rock Sample Recovery %
PA
Power Auger (no sample)
RQD
Rock Quality Designation %
HSA
Hollow Stem Auger
PARTICLE SIZE IDENTIFICATION
DESIGNATION
PARTICLE SIZES
Boulders
12 inches (300 mm) or larger
Cobbles
3 inches to 12 inches (75 mm to 300 mm)
Gravel: Coarse
3/4 inch to 3 inches (19 mm to 75 mm)
Fine
4.75 mm to 19 mm (No. 4 sieve to 3/4 inch)
Sand: Coarse
2.00 mm to 4.75 mm (No. 10 to No. 4 sieve)
Medium
0.425 mm to 2.00 mm (No. 40 to No. 10 sieve)
Fine
0.074 mm to 0.425 mm (No. 200 to No. 40 sieve)
Silt & Clay ("Fines")
<0.074 mm (smaller than a No. 200 sieve)
COHESIVE SILTS & CLAYS
UNCONFINED
COMPRESSIVE
SPT5
CONSISTENCY
STRENGTH, Qp4
(BPF)
(COHESIVE)
<0.25
<3
Very Soft
0.25 - <0.50
3-4
Soft
0.50 - <1.00
5-8
Firm
1.00 - <2.00
9 - 15
Stiff
2.00 - <4.00
16 - 30
Very Stiff
4.00 - 8.00
31 - 50
Hard
>8.00
>50
Very Hard
GRAVELS, SANDS & NON -COHESIVE SILTS
SPT5
DENSITY
<5
Very Loose
5-10
Loose
11 - 30
Medium Dense
31 - 50
Dense
>50
Very Dense
RELATIVE
AMOUNT
COARSE
GRAINED
(%)$
FINE
GRAINED
(%)$
Trace
<5
<5
Dual Symbol
10
10
(ex: SW-SM)
With
15-20
15-25
Adjective
>25
>30
(ex: "Silty')
WATER LEVELS
WL
Water Level (WS)(WD)
(WS) While Sampling
(WD) While Drilling
V
SHW
Seasonal High WT
♦
ACR
After Casing Removal
V
SWT
Stabilized Water Table
DCI
Dry Cave -In
WCI
Wet Cave -In
Classifications and symbols per ASTM D 2488-09 (Visual -Manual Procedure) unless noted otherwise.
2To be consistent with general practice, "POORLY GRADED" has been removed from GP, GP -GM, GP -GC, SP, SP-SM, SP-SC soil types on the boring logs.
3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)].
4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).
5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler
required to drive the sampler 12 inches (ASTM D 1586). 'N-value"is another term for `blow count" and is expressed in blows per foot (bpf).
6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable
when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the
water level to stabilize. In such cases, additional methods of measurement are generally employed.
Minor deviation from ASTM D 2488-09 Note 16.
BPercentages are estimated to the nearest 5% per ASTM D 2488-09.
Reference Notes for Boring Logs (03-22-2017) O 2017 ECS Corporate Services, LLC. All Rights Reserved

CLIENT
Job#:
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
B-1
1 OF 2
kre
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
Co
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION
a
W
J
g
W
J
g
W
J
g
%
OO
Q
LU w
Co
0
®STANDARD PENETRATION
o
BLOWS/FT
can
can
canLU
w
m
To soil Depth 2.00"
(CL FILL) SANDY LEAN CLAY, contains
6
S-1
SS
18
18
asphalt fragments, reddish -yellow to grey, moist
10
24
14
6
S-2
SS
18
18
7
5
5
s
7
(CH FILL) SANDY FAT CLAY, yellowish -red,
S-3
SS
18
18
moist
s
16
s
df�
6
(CL) SANDY LEAN CLAY, brownish -grey,
S-4
SS
18
18
moist, stiff
7
1
10
6
4
(SC) CLAYEY SAND, trace gravel, yellowish-
S-5
SS
18
18
red to brown, moist to wet, medium dense to
6
7
1
15
dense
5
S-6
SS
18
18
6
1
20
7
6
S-7
SS
18
18
7
5
25
$
7
S-8
SS
18
18
10
25
30
15
ON NEXT PAGE.
CONTINUED
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
4 WL 22' WS❑ WD®
BORING STARTED 07/18/17
CAVE IN DEPTH 24.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/18/17
HAMMER TYPE Manual
4 WL
RIG CME 550 FOREMAN Higgins
DRILLING METHOD 2.25 ID HSA

CLIENT
Job#:
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
B-1
2 OF 2
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
Co
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION
a
W
J
g
W
J
g
W
J
g
%
OO
Q
LU w
Co
0
®STANDARD PENETRATION
o
BLOWS/FT
can
can
canLU
w
m
(SC) CLAYEY SAND, trace gravel, yellowish -
WE
red to brown, moist to wet, medium dense to
dense
14
S-9
SS
18
18
2.,
17
40
35
23
END OF BORING @ 35.00'
40
45
50
55
60
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 22' WS❑ WDED
BORING STARTED 07/18/17
CAVE IN DEPTH 24.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/18/17
HAMMER TYPE Manual
WL
RIG CME 550 FOREMAN Higgins
DRILLING METHOD 2.25 ID HSA

CLIENT
Job#:
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
B-2
1 OF 1
kre
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
o
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION
a
W
J
g
W
J
g
W
J
g
%
OO
[if Q
w
co
0
®STANDARD PENETRATION
o
�
BLOWS/FT
can
can
can
w
m
To soil Depth 2.00"
(CH) SANDY FAT CLAY, yellow to grey, dry,
15
S-1
SS
18
18
very stiff to hard
29
20
9
S-2
SS
18
18
11
:50/5
5
13
24
14
15
S-3
SS
11
11
PARTIALLY WEATHERED ROCK SAMPLED
AS SANDY SILT, grey, moist
50/5
9
24
(SC) CLAYEY SAND, grey and yellow, moist to
S-4
SS
18
18
wet, medium dense
11
10
13
5
S-5
SS
18
18
7
16
15
9
4
S-6
SS
18
18
8
24
20
16
AUGER REFUSAL @ 22.0'
25
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 13.0' WS❑ WD®
BORING STARTED 07/19/17
CAVE IN DEPTH 14.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/19/17
HAMMER TYPE Manual
4 WL
RIG CME 550 FOREMAN Mario
DRILLING METHOD 2.25 ID HSA

CLIENT
Job#:
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
B-3
1 OF 1
kre
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
o
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION
a
W
J
g
W
J
g
W
J
g
%
OO
[if Q
w
co
0
®STANDARD PENETRATION
o
�
BLOWS/FT
can
can
can
w
m
To soil Depth 3.00"
(CH FILL) SANDY, FAT CLAY, greyish -yellow
* -
\
10
S-1
SS
18
18
to yellowish -red, moist
a
10
17
7
'o
6
S-2
SS
18
18
e Q
7
14
5
rr
7
\
5
S-3
SS
18
18
9
6
1
'
9
7
5
(CH) SANDY FAT CLAY, grey to yellowish -red,
S-4FSS
18
18
moist, stiff
7
5
s
10
6
S-5
SS
18
18
7
15
15
8
s
(ML) SANDY SILT, yellowish -red, moistto wet,
S-6
SS
18
18
stiff
15
20
7
a
(SC) CLAYEY SAND, yellowish -red, wet, loose
S-7FSS
18
18
to medium dense
a
1
25
5
5
S-8
SS
18
18
5
9
30
6
END OF BORING @ 30.00'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 19.0' WS❑ WD®
BORING STARTED 07/18/17
CAVE IN DEPTH 2O.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/18/17
HAMMER TYPE Manual
4 WL
RIG CME 550 FOREMAN HIGGINS
DRILLING METHOD 2.25 ID HSA

CLIENT
Job#:
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
B-4
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Count Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
z
J
LIMIT% CONTENT% LIMIT%
u A
aLU
Co
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION
a
W
J
W
J
W
J
%
OO
Q
LU w
Co
®STANDARD PENETRATION
o
�
0
BLOWS/FT
can
can
can
w
m
Topsoil Depth 2.00"
(CL FILL) SANDY LEAN CLAY, dark brown to
6
S-1
SS
18
18
grey, moist
s
16
s
4
S-2
SS
18
18
4
8 1714��7
5
4
16.6
7
18 19.7
(CL-ML) SANDY SILTY CLAY, greyish brown to
S-3
SS
18
18
red, moist, very stiff
16 2
$
7
S-4
SS
18
18
9
19
10
10
7
(SC) CLAYEY SAND, yellowish -red moist to
S-5
SS
18
18
wet, medium dense
$
17
15
9
6
S-6
SS
18
18
8
16
20
8
4
S-7
SS
18
18
5
12
25
7
15
(SC) CLAYEY SAND, contains rock fragments,
S-8
SS
18
18
yellowish -red and black, wet, very dense29
29
30
END OF BORING @ 30.00'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 20.0' WS❑ WD ,
BORING STARTED 07/18/17
CAVE IN DEPTH 21 .0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/18/17
HAMMER TYPE Manual
4 WL
RIG CME 550 FOREMAN Higgins
DRILLING METHOD 2.25 ID HSA

CLIENT
Job#:
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
B-5
1 OF 1
kre
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
Co
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION
a
W
J
g
W
J
g
W
J
g
%
OO
Q
LU w
Co
0
®STANDARD PENETRATION
o
BLOWS/FT
can
can
canLU
w
m
To soil Depth 2.00"
(ML) SANDY SILT, greyish -brown, moist, very
7
S-1
SS
18
18
stiff
10
24
14
3
9
(CL) SANDY LEAN CLAY, reddish -yellow to
S-2
SS
18
18
brown, moist, stiff to very stiff
5
5
3
S-3
SS
18
18
5
12
7
6
S-4
SS
18
18
10
22
10
12
5
(SC) CLAYEY SAND, contains slight rock
S-5
SS
18
18
fragments reddish -yellow to brown, moist,
s
16
15
medium dense
z
S-6
SS
18
18
2
12
20
10
10
S-7
FSS
18
18
12
29
25
17
END OF BORING @ 25.00'
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL DRY WS❑ WDED
BORING STARTED 07/19/17
CAVE IN DEPTH 15.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/19/17
HAMMER TYPE Manual
WL
RIG CME 550 FOREMAN Mario
DRILLING METHOD 2.25 ID HSA

CLIENT
Job#:
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
B-6
1 OF 1
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Count Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
RQD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
z
J
LIMIT% CONTENT% LIMIT%
u A
aLU
Co
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION
a
W
J
W
J
W
J
%
OO
Q
LU w
Co
®STANDARD PENETRATION
o
�
0
BLOWS/FT
can
can
can
w
m
To soil Depth 2.00"
(CH FILL) SANDY FAT CLAY, yellowish -red,
7
S-1
SS
18
18
moist
10
20
10
a -
7
S-2
SS
18
18
8
16
5
�
8
5
19.6
(CL) SANDY LEAN CLAY, yellowish -brown to
S-3
SS
18
18
red, moist, stiff
6
1 3
7
18
5
S-4
SS
18
18
6
1
10
7
8
(SC) CLAYEY SAND, yellowish -red, moist to
S-5
SS
18
18
wet, loose to medium dense
9
19
15
10
4
S-6
SS
18
18
6
12
20
_
6
3
S-7
SS
18
18
4
9
25
5
15
(SC) CLAYEY SAND, contains rock fragments,
S-8
SS
18
18
yellowish -red to grey, wet, dense
20
241
AA
30
END OF BORING @ 30.00'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 19.5' WS❑ WD \
BORING STARTED 07/18/17
CAVE IN DEPTH 2O.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/18/17
HAMMER TYPE Manual
4 WL
RIG CME 550 FOREMAN Higgins
DRILLING METHOD 2.25 ID HSA

CLIENT
Job#:
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
B-7
1 OF 2
kre
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
o
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION
a
W
J
g
W
J
g
W
J
g
%
OO
[if Q
w
co
0
®STANDARD PENETRATION
o
�
BLOWS/FT
can
can
can
w
m
To soil Depth 2.00"
(CL FILL) SANDY LEAN CLAY, yellowish -red,
6
S-1
SS
18
18
moist
7
14
7
6
(CH FILL) SANDY FAT CLAY, yellowish -red,
S-2
SS
18
18
moist
7
15
5
"
$
6
(CH) SANDY FAT CLAY, grey to yellowish- red,
S-3
SS
18
18
moist, very stiff
17
10
7
S-4
SS
18
18
9
19
10
10
4
(CL) SANDY LEAN CLAY, yellowish -red, moist,
S-5
SS
18
18
stiff
6
14
15
$
3
(SC) CLAYEY SAND, brownish -yellow, moist
S-6
SS
18
18
to wet, medium dense
5
11
20
6
4
S-7
SS
18
18
5
11
25
;
\
6
20
50/5
S-8
SS
11
11
PARTIALLY WEATHERED ROCK SAMPLED
AS SILTY SAND, pray, moist
50/5
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 25.0' WS❑ WD®
BORING STARTED 07/19/17
CAVE IN DEPTH 27.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/19/17
HAMMER TYPE Manual
4 WL
RIG CME 550 FOREMAN Mario
DRILLING METHOD 2.25 ID HSA

CLIENT
Job#:
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
B-7
2 OF 2
kre
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
o
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION
a
W
J
g
W
J
g
W
J
g
%
OO
[if Q
w
co
0
®STANDARD PENETRATION
o
�
BLOWS/FT
can
can
can
w
m
END OF BORING @ 29.90'
35
40
45
50
55
60
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 25.0' WS❑ WD®
BORING STARTED 07/19/17
CAVE IN DEPTH 27.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/19/17
HAMMER TYPE Manual
WL
RIG CME 550 FOREMAN Mario
DRILLING METHOD 2.25 ID HSA

CLIENT
Job#:
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
B-8
1 OF 1
kre
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
Co
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION
a
W
J
g
W
J
g
W
J
g
%
OO
Q
LU w
Co
0
®STANDARD PENETRATION
o
�
BLOWS/FT
can
can
can
w
m
To soil Depth 2.00"
(CL FILL) SANDY LEAN CLAY, reddish -yellow,
7
S-1
SS
18
18
moist
7
14
7
6
(CH FILL) SANDY FAT CLAY, brownish -yellow,
S-2
SS
18
18
moist
7
5
5
"
$
6
(CH) SANDY FAT CLAY, red to brownish-
S-3
SS
18
18
yellow, moist, stiff
7
14
00
4
S-4
SS
18
18
5
11
10
6
5
(CL) SANDY LEAN CLAY, brownish -yellow to
S-5
SS
18
18
red, moist to wet, firm to stiff
6
12
15
6
3
S-6
SS
18
18
—
4
8
20
4
5
(SC) CLAYEY SAND, contains slight rock
S-7
FSS
18
18
fragments, yellow, wet, medium dense
s
5
25
6
S-8
SS
18
18
7
1
30
9
END OF BORING @ 30.00'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 19.0' WS❑ WD®
BORING STARTED 07/18/17
CAVE IN DEPTH 2O.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/18/17
HAMMER TYPE Manual
4 WL
RIG CME 550 FOREMAN Higgins
DRILLING METHOD 2.25 ID HSA

CLIENT
Job#:
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
B-9
1 OF 1
kre
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
o
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION
a
W
J
g
W
J
g
W
J
g
%
OO
[if Q
w
co
0
®STANDARD PENETRATION
o
�
BLOWS/FT
can
can
can
w
m
Gravel Depth 6.00"
g R
(ML) SANDY SILT, grey to brownish -yellow,
9
S-1
SS
18
18
moist, very stiff
10
11
21
2
5
(CL) SANDY LEAN CLAY, brownish -yellow to
S-2
SS
18
18
red, moist to wet, firm to stiff
3
5
5
S-3
SS
18
18
6
1
7
2
S-4
SS
18
18
5
10
10
5
4
S-5
SS
18
18
5
12
15
7
8
(SC) CLAYEY SAND, brownish -yellow, wet,
S-6
SS
18
18
medium dense
10
22
20
ME
12
8
S-7
SS
14
11
14
25
50/2
1 PARTIALLY WEATHERED ROCK SAMPLED
AS SILTY SAND, brownish- eIlow moist
END OF BORING @ 24.70'
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 15.0' WS❑ WD®
BORING STARTED 07/18/17
CAVE IN DEPTH 15.5'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/18/17
HAMMER TYPE Manual
WL
RIG CME 550 FOREMAN Mario
DRILLING METHOD 2.25 ID HSA

CLIENT
Job #
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
1 B-10
1 OF 1
kre
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
o
>-
BOTTOM OF CASING LOSS OF CIRCULATION n
LU
w z
LU
O
co
SURFACE ELEVATION 171
a
W
J
g
W
J
g
W
J
g
%
OO
[if Q
>
co
®STANDARD PENETRATION
o
�
BLOWS/FT
can
can
can
w
m
(CL) SANDY LEAN CLAY, reddish -yellow to
170
S-1
SS
18
18
brown to grey, moist to wet, firm to very stiff
5
6
14
8
5
S-2
SS
18
18
2
7
5
5
165
2
S-3
SS
18
18
2
21--* &38
3
26.5
9
S-4
SS
18
18
10
10
9
19
160
10
(SC) CLAYEY SAND, yellowish -red, wet,
S-5
SS
18
18
medium dense
14
30
15
16
155
50/1
S-6
SS
7
7
PARTIALLY WEATHERED ROCK SAMPLED
AS SANDY SILT, brownish -red, moist
50//1
20
150
50/1
50/1
S-7
SS
1
1
25
145
50/1
S-8
SS
1
1
END OF BORING @ 28.60'
30
1
T
140
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 5.0' WS❑ WDED
BORING STARTED 07/18/17
CAVE IN DEPTH 26.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/18/17
HAMMER TYPE Manual
4 WL
RIG CME 75 FOREMAN Mario
DRILLING METHOD 2.25 ID HSA

CLIENT
Job #
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
1 B-11
1 OF 1
kre
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
o
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION 171
a
W
J
g
W
J
g
W
J
g
%
OO
[if Q
>
co
®STANDARD PENETRATION
o
�
BLOWS/FT
can
can
can
w
m
To soil Depth 1.00"
(CH) SANDY FAT CLAY, brownish -grey, moist,
170
2
S-1
SS
18
18
firm
2
5
3
2
(SC) CLAYEY SAND, brownish -grey, moist,
S-2
SS
18
18
loose
3
5
5
MN�7
2
— 165
3
(CL) SANDY LEAN CLAY, brownish -yellow and
S-3
SS
18
18
red, moist to wet, soft
2
4
/
2
(SC) CLAYEY SAND, red, wet, loose
2
S-4
SS
18
18
10
6
9
160
16
42
(ML) SANDY SILT, red, moist, hard
S-5
SS
18
18
18
15
24
155
50/2
50/2
PARTIALLY WEATHERED ROCK SAMPLED
AS SANDY SILT, red, moist
20
150
AUGER REFUSAL @ 22.00'
25
145
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 6.0' WS❑ WDED
BORING STARTED 07/18/17
CAVE IN DEPTH 12.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/18/17
HAMMER TYPE Manual
4 WL
RIG CME 75 FOREMAN Mario
DRILLING METHOD 2.25 ID HSA

CLIENT
Civil & Environmental Consultants Inc.
Job #
06:23601
1 BORING#
B-12
SHEET
1 OF 1
kre
PROJECT NAME
ARAUCO Pond Enbankments
ARCHITECT -ENGINEER
Civil & Environmental Consultants Inc.
SITE LOCATION
985 Corinth Road Chatham Countv, Moncure NC
CALIBRATED PENETROMETER TONS/FT2
ROCK QUALITY DESIGNATION & RECOVERY
ROD% - — - REC%
PLASTIC WATER LIQUID
LIMIT% CONTENT% LIMIT%
u ^
NORTHING
EASTING
STATION
a
o
W
J
g
can
w
a
W
J
g
can
z
~
o
W
J
g
can
z
>-
LU
%
OO
�
DESCRIPTION OF MATERIAL ENGLISH UNITS
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
J
w z
O
[if Q
>
w
co
co
m
®STANDARD PENETRATION
BLOWS/FT
SURFACE ELEVATION 171
5
10
15
20
25
30
(CL) SANDY LEAN CLAY, reddish -yellow to
grey, moist, firm to very stiff
170
165
160
155
150
145
5
8
8
5
3
4
2
2
3
4
5
5
4
4
50/3
50/2
50/3
7
6
9
8
16
50/3
50/2
50/2
S-1
SS
18
18
S-2
SS
18
18
S-3
SS
18
18
(CH) SANDY, FAT CLAY, grey to reddish-
yellow to brown, moist, firm to stiff
S-4
SS
18
18
S-5
SS
18
18
(ML) SANDY SILT, red, moist, firm
S-6
SS
3
3
PARTIALLY WEATHERED ROCK SAMPLED
AS SANDY SILT, red, moist
END OF BORING @ 28.80'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 25.0' WS❑ WD®
BORING STARTED 07/18/17
CAVE IN DEPTH 27.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/18/17
HAMMER TYPE Manual
4 WL
RIG CME 75 FOREMAN Mario
DRILLING METHOD 2.25 ID HSA

CLIENT
Job #
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
1 B-13
1 OF 1
kre
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% - — - REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
o
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION 171
a
W
J
g
W
J
g
W
J
g
%
OO
[if Q
>
co
®STANDARD PENETRATION
o
�
BLOWS/FT
can
can
can
w
m
(CL) SANDY LEAN CLAY, reddish -yellow to
greyish -brown, moist, firm to stiff
170
2
S-1
SS
18
18
3
10
7
3
S-2
SS
18
18
3
6 &31
5
3
1 .0 17
165
2
(CH) SANDY FAT CLAY, mottled brownish-
01
S-3
SS
18
18
yellow to grey, moist to wet, soft to stiff
4
4
8
3
S-4
SS
18
18
2
4
10
2
160
4
S-5
SS
18
18
_
5
11
15
6
155
25
S-6
SS
8
7
PARTIALLY WEATHERED ROCK SAMPLED
AS SANDY SILT, grey, moist
50/2
50/2
20
150
50/3
50/3
25
145
50/2
s^'
PARTIALLY WEATHERED ROCK SAMPLED
AS SILTY SAND grey,moist
IF
30
END OF BORING @ 28.70'
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL 14.0' WS❑ WD®
BORING STARTED 07/18/17
CAVE IN DEPTH 27.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/18/17
HAMMER TYPE Manual
WL
RIG CME 75 FOREMAN Mario
DRILLING METHOD 2.25 ID HSA

CLIENT
Job #
BORING#
SHEET
Civil & Environmental Consultants Inc.
06:23601
1 B-14
1 OF 1
kre
PROJECT NAME
ARCHITECT -ENGINEER
ARAUCO Pond Enbankments
Civil & Environmental Consultants Inc.
SITE LOCATION
CALIBRATED PENETROMETER TONS/FT2
985 Corinth Road Chatham Countv, Moncure NC
ROCK QUALITY DESIGNATION & RECOVERY
NORTHING
EASTING
STATION
ROD% — — — REC%
PLASTIC WATER LIQUID
z
DESCRIPTION OF MATERIAL ENGLISH UNITS
w
~
z
J
LIMIT% CONTENT% LIMIT%
u ^
a
Co
>-
BOTTOM OF CASING LOSS OF CIRCULATION 1�OL
w z
LU
O
co
SURFACE ELEVATION 171
a
W
J
g
W
J
g
W
J
g
%
OO
Q
>
Co
®STANDARD PENETRATION
o
�
BLOWS/FT
can
can
can
w
m
Gravel Depth 6.00"
`
(SC POSSIBLE FILL) CLAYEY SAND, contains
p. 170
16
S-1
SS
18
18
gravel, grey to brownish -yellow, moist
24
26
50
4
1
S-2
SS
18
18
5
5
6
b 165
5
(CH) SANDY FAT CLAY, grey and yellow,
S-3
SS
18
18
5
moist, stiff
5
1
10
�65/11
S-4
SS
17
17
15
10
50/5
PARTIALLY WEATHERED ROCK SAMPLED
AS SANDY SILT, grey to brownish -red, moist
160
50/5
50/5
S-5
SS
5
5
15
155
50/5
50/5
S-6
SS
5
5
20
150
50/1
50/1
PARTIALLY WEATHERED ROCK SAMPLED
AS SILTY SAND, moist, grey
25
145
AUGER REFUSAL @ 27.00'
30
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
WL DRY WS❑ WDED
BORING STARTED 07/18/17
CAVE IN DEPTH 2O.0'
WL(SHW) 1 WL(ACR)
BORING COMPLETED 07/18/17
HAMMER TYPE Manual
WL
RIG CME 75 FOREMAN Mariio
DRILLING METHOD 2.25

PROJECT NAME:
HAND AUGER #
0
AIENT. Pond Enbankments
HA-1
CLIENT:
Job #:
SURFACE
ELEVATION
Civil & Environmental Consultants, Inc.
06:23601
172
�.
LOCATION:
ARCHAENG:
MOIST.
DEPTH
ELEV.
985 Corinth Road, Chatham County, Moncure,
Civil & Environmental
EXCAV.
DCP
QP
SAMPLE
CONT.
(FT.)
(FT)
NC
Consultants Inc.
EFFOR
TSF
NO.
%)
DESCRIPTION OF MATERIAL
0
172
2-8-5
S-1
(CH FILL) FILL, FAT CLAY, grayish tan, moist
5-6-6
S-2
2
170
a
2-3-4
S-3
(SC FILL) FILL, CLAYEY SAND, tannish brown, moist
S-4
60.6
(CL FILL) FILL, SANDY LEAN CLAY, contains rock fragments, brown, moist
"
5-4-3
S-4
4
168
4-4-5
S-5
4-5-4
S-6
6
166
8-9-9
S-7
5-7-13
S-8
END OF HAND AUGER @ 7'
8
164
10
162
12
160
14
158
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
GROUND WATER: While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater :
A. Lankford
08/02/17

PROJECT NAME:
HAND AUGER #
0
AIENT. Pond Enbankments
HA-2
CLIENT:
Job #:
SURFACE
ELEVATION
Civil & Environmental Consultants, Inc.
06:23601
172
�.
LOCATION:
ARCHAENG:
MOIST.
DEPTH
ELEV.
985 Corinth Road, Chatham County, Moncure,
Civil & Environmental
EXCAV.
DCP
QP
SAMPLE
CONT.
(FT.)
(FT)
NC
Consultants Inc.
EFFOR
TSF
NO.
%)
DESCRIPTION OF MATERIAL
0
172
8-7-6
S-1
(CH FILL) FILL, FAT CLAY, grayish tan, moist
5-7-6
S-2
2
170
a
4-7-9
S-3
(SC FILL) FILL, CLAYEY SAND, tannish brown, moist
3-3-5
S-4
(CL FILL) FILL, LEAN CLAY, contains rock fragments, brown, moist
4
168
10-9-11
S-5
HAND AUGER REFUSAL @ 4'
6
166
8
164
10
162
12
160
14
158
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
�_
GROUND WATER: While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP..
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
A. Lankford
08/02/17
I

PROJECT NAME:
HAND AUGER #
0
AIENT. Pond Enbankments
HA-3
CLIENT:
Job #:
SURFACE
ELEVATION
Civil & Environmental Consultants, Inc.
06:23601
172
�.
LOCATION:
ARCHAENG:
MOIST.
DEPTH
ELEV.
985 Corinth Road, Chatham County, Moncure,
Civil & Environmental
EXCAV.
DCP
QP
SAMPLE
CONT.
(FT.)
(FT)
NC
Consultants Inc.
EFFOR
TSF
NO.
%)
DESCRIPTION OF MATERIAL
0
172
10-11-13
S-1
(SC FILL) FILL, CLAYEY SAND, tannish brown, moist
9-9-9
S-2
(CL FILL) FILL, LEAN CLAY, contains rock fragments, brown, moist
2
170
u
11-11-7
S-3
„
6-8-8
S-4
4
168
7-12-8
S-5
7-7-6
S-6
6
166
4-6-20
S-7
5-10-25
S-8
END OF HAND AUGER @ 7'
8
164
10
162
12
160
14
158
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
�_
GROUND WATER: While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP..
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater:
A. Lankford
08/02/17
I

PROJECT NAME:
HAND AUGER #
0
AIENT. Pond Enbankments
HA-4
CLIENT:
Job #:
SURFACE
ELEVATION
Civil & Environmental Consultants, Inc.
06:23601
172
�.
LOCATION:
ARCHAENG:
MOIST.
DEPTH
ELEV.
985 Corinth Road, Chatham County, Moncure,
Civil & Environmental
EXCAV.
DCP
QP
SAMPLE
CONT.
(FT.)
(FT)
NC
Consultants Inc.
EFFOR
TSF
NO.
%)
DESCRIPTION OF MATERIAL
0
172
5-3-3
S-1
(CH FILL) FILL, SANDY FAT CLAY WITH GRAVEL, tannish gray, moist to wet
0
8-7-6
S-2
2
170
8-7-6
S-3
4-5-4
S-4
4
168
2-2-3
S-5
(CL FILL) FILL, SANDY LEAN CLAY WITH GRAVEL, tannish gray, wet
2-3-4
S-6
52.1
S-6
6
166
3-3-5
S-7
5-8-11
S-8
END OF HAND AUGER @ 7'
8
164
10
162
12
160
14
158
REMARKS:
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN -SITU THE TRANSITION MAY BE GRADUAL.
GROUND WATER: While Drilling After Drilling
EXCAVATION EFFORT. E - EASY M - MEDIUM D - DIFFICULT VD -VERY DIFFICULT
ECS REP.:
DATE:
UNITS:
Cave-in Depth:
Groundwater While Drilling:
Groundwater :
A. Lankford
08/02/17

50IL CLA55IFICATION LEGEND
SURFACE MATERIAL5
ROCK TYPE5
SYMBOL LEGEND
-SHELBY TUBE Rc-0.p[K CORE PM -PRESSURE METER
■-f]N. ■-POSIIBLE
PILI ■ PNOBABLE FILL
WATER LEVEL-WRIN WLLIN6/SAMPLTN6
®6W-WELL GRADED 6NAVEL ®6C-QAYEY GRAVEL
®Il-LOW PIASTICfIY QAY 5V-POORLY6RADED SAND ■ON-HI6H PLASTICIT/OR6ANIC SIlTS AND MYS
❑DR-DE[OMPOSEDRU[K
❑TOPSOR CONCRETE
I6NEW5
6M-SILTY GRAVEL SW -WELL GRADED SANG
I❑WR-WFATHFRFDROCK
®MH-HI6N PLASTEC[TY SAT SC-4AYEY SAND ®OL-LOWMSTECm OR6ANI--ANDMY >WR-FART[ALLY WEA—ED
ROCK
■ASPHALT ❑VOID
❑METAmO c
®_ WATERIEVEL SEASONAL—HWATER
6P-POORLY GRADED GRAVEL ®ML-IAWPUSTICCry SIlT
SM-SLTY SAND ®[H-HIGH PLASTICITY MY ®PT -PEAT
LLLJJJ
HW0.HI6HLYWEATHEREDROCK
GRAVEL
SEDIMENTARY
❑
� WAhR LEVEL -AFTER CASING
PEMOVAL
0 WATER LEVEL -AFTER 2A HOURS
B-1
B-2
B-3
0
0
24
49
17
CL FILL
CH
16
24
14
CH FILL
16
CH FILL
60�
PWR
13
10
13
24
16
10
CL
=
CH
}
13
16
0
Ol
Sc16
l0
O1
U-
S 20
13
24
=
20
S
S
IM
ML
�.
Q
16
Sc
AUGER REFUSAL
13
lA0
@
f
Sc
26
9
30
30
END OF BORING
@ 30'
40
END OF BORING
@ 36'
40
40
GENERALIZED SUBSURFACE
SOIL PROFILE
NOTES:
ARAUCO Pond Enbankments
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR
ADDITIONAL INFORMATION.
Civil & Environmental Consultants, Inc.
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM 01586).
985 Corinth Road, Chatham County, Moncure,
NC
3 HORIZONTAL DISTANCES ARE NOT TO SCALE.
PROJECT NO.: 23601
VERTICAL 5
ALE: 1 =10
DATE: 8 22 2017

50IL CLA55IFICATION LEGEND �
-SHfl.BV NBE Rc-0.pCK CORE PM-PRE55DRE MErtR ■-F6L �-PosssKLE FtIi PRo6AKLE Fiu
®6W-WELL GRADED 6NAVEL ®6C-QAYEY GRAVEL ®Il-LOW PLASTICfIY QAY 5V-PODRLY6RADED SAND ■OH-HI6H %ASTICIT/OR6ANIC SIlTS AND MYS BWR-WFATHFRFDROCK ❑DR-DE[OMPOSEDRO[K
6M-SILTY GRAVEL 5W-WELL GRADED SANG ®MH-HI6N PLASTSC[TY SAT SC-4AYEY SAND ®OL-LOWMSTi[m OR6ANI--ANDMY PWR-PARTIALLY WEA—ED ROCK
6R-PODRLY GRADED GRAVEL ®ML-IAWPUSTICCry SIlT SM-SLTY SAND ®[H-HIGH PLASTICITY MY ®PT -PEAT HWRHI6HLYWEATHEREDROCK
SURFACE MATERIAL5
ROCK TYPE5
SYMBOL LEGEND
WATER LEVEL-WRIN6 DRILLiN6/SAMFLTN6
®_ WATERIEVEL 5EASONAL,HI6HWATER
WATER LEVEL -AFTER CASING PEMOVAL
0 WATER LEVEL -AFTER 2A HODRS
❑TO— 000NCRETE
■ASPHALT ❑VOID
GRAVEL
�I6NEOU5
❑METAMOR c
SEDIMENTARY
❑
B-4
B-5
B-6
0
0
16[&7-4%] 16
17 '[58 2 8
CL FILL
24
9
ML
20
16
[66.4 ]
go
CH FILL
18-*�-25 16
12
18-#2�-35 13
10
19.7
19
22
CL
19.6
13
10
O1
O1
LL
17
16
19
0
l0
zo
1
12
SC
20
S
t
SC
_
SC
3
a
Q
12
29
9
T
{
END OF BORING
@ 25'
58
44
30
30
END OF BORING
END OF BORING
@ 30'
@ 30'
40
40
GENERALIZED SUBSURFACE
NOTES:
SOIL PROFILE
ARAUCO Pond Enbankments
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR
ADDITIONAL INFORMATION.
Civil & Environmental Consultants, Inc.
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM 01586).
985 Corinth Road, Chatham County, Moncure,
NC
3 HORIZONTAL DISTANCES ARE NOT TO SCALE.
PROJECT NO.: 23601 ]VERTICAL
5
ALE: 1 =10
DATE: 8 22 2017

50IL CLA55IFICATION LEGEND
SURFACE MATERIAL5
ROCK TYPE5
SYMBOL LEGEND
-SHfl.BV NBE Rc-0.pCK CORE PM-PRE55DRE MErtR
■-F6L �-PosssKLE
FtIi PRo6AKLE Fiu
�
WATER LEVEL-WRIN6 DRILLiN6/SAMFLTN6
®6W-WELL GRADED 6NAVEL ®6C-QAYEY GRAVEL
®Il-LOW PLASTICfIY QAY 5V-PODRLY6RADED SAND ■OH-HI6H %ASTICIT/OR6ANIC SIlTS AND MYS BWR-WFATHFRFDROCK
❑DR-DE[OMPOSEDRO[K
❑TO— 000NCRETE
�I6NEOU5
6M-SILTY GRAVEL 5W-WELL GRADED SANG
®MH-HI6N PLASTSC[TY SAT SC-4AYEY SAND ®OL-LOWMSTi[m OR6ANI--ANDMY PWR-PARTIALLY WEA—ED
ROCK
■ASPHALT ❑VOID
❑METAMOR c
®_ WATERIEVEL 5EASONAL,HI6HWATER
6R-PODRLY GRADED GRAVEL ®ML-IAWPUSTICCry SIlT
SM-SLTY SAND ®[H-HIGH PLASTICITY MY ®PT -PEAT
HWRHI6HLYWEATHEREDROCK
GRAVEL
SEDIMENTARY
❑
WATER LEVEL -AFTER CASING
PEMOVAL
0 WATER LEVEL -AFTER 2A HODRS
B-7
B-8
B-9
0
0
14
CL FILL
14
CL FILL
21
ML
15
CH FILL
15
CH FILL
5
R///,
17
14
13
io
19
rlw
11
rlw
10
10
CL
14
12
_
0
4)
Ol
CL
S 20
11
=
CL
22
20
S
t
Sc
�.
n
Q
1
Sc
15
l0
_
$4/ PWR
f
Sc
END OF BORING
@ 24.7'
50/
13
30
30
SPOON REFUSAL
END OF BORING
@ 29.9'
@ 30'
40
40
GENERALIZED SUBSURFACE
SOIL PROFILE
NOTES:
ARAUCO Pond Enbankments
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR
ADDITIONAL INFORMATION.
Civil & Environmental Consultants, Inc.
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM 01586).
985 Corinth Road, Chatham County, Moncure,
NC
3 HORIZONTAL DISTANCES
ARE NOT TO SCALE.
PROJECT NO.: 23601 ]VERTICAL
5
ALE: 1 =10
DATE: 8 22 2017

50IL CLA55IFICATION LEGEND �
-SHfl.BV NBE Rc-0.00K CORE PM-PRE55DRE MErtR ■-F6L �-PosssKLE FtIi PRo6AKLE Fiu
®6W-WELL GRADED 6NAVEL ®6C-QAYEY GRAVEL ®Il-LOW PLASTICfIY QAY 5V-PODRLY6RADED SAND ■OH-HI6H %ASTICIT/OR6ANIC SIlTS AND MYS BWR-WFATHFRFDROCK ❑DR-DE[OMPOSEDRO[K
6M-SILTY GRAVEL 5W-WELL GRADED SANG ®MH-HI6N PLASTSC[TY SAT SC-4AYEY SAND ®OL-LOWMSTi[m OR6ANI--ANDMY PWR-PARTIALLY WEA—ED ROCK
6R-PODRLY GRADED GRAVEL ®ML-IAWPUSTICCry SIlT SM-SLTY SAND ®[H-HIGH PLASTICITY MY ®PT -PEAT HWRHI6HLYWEATHEREDROCK
SURFACE MATERIAL5
ROCK TYPE5
SYMBOL LEGEND
WATER LEVEL-WRIN6 DRILLiN6/SAMFLTN6
®_ WATERIEVEL 5EASONAL,HI6HWATER
WATER LEVEL -AFTER CASING PEMOVAL
0 WATER LEVEL -AFTER 2A HODRS
❑TO— 000NCRETE
■ASPHALT ❑VOID
GRAVEL
�I6NEOU5
❑METAMOR c
SEDIMENTARY
❑
180
180
B-10
I
B-11
I
B-12
I
no
no
14
5
CH
16rZA
CL
[70.7%] 7_
5
Sc
7
4)
(i
21 38 5
26.5
19
CL
4
9
CL
6
9
CH
m
(0
p
160
160
?_
O
�
3
}O
O1
LJJ
150
30
50/
1
Sc
42
50/
2
ML
PWR
8
50/
3
ML
150
3�
T
l0
{
50/ PWR
AUGER REFUSAL
5 PWR
1
@ 22
-
50/
50/
140
SPOON REFUSAL
SPOON REFUSAL
140
@ 28.6'
@ 28.8'
GENERALIZED SUBSURFACE
NOTES:
SOIL PROFILE
ARAUCO Pond Enbankments
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR
ADDITIONAL INFORMATION.
Civil & Environmental Consultants, Inc.
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM 01586).
985 Corinth Road, Chatham County, Moncure,
NC
3 HORIZONTAL DISTANCES ARE NOT TO SCALE.
PROJECT NO.: 23601
1 VERTICAL -SCALE:
1 =10
DATE: 8 22 2017

50IL CLA55IFICATION LEGEND
SURFACE MATERIAL5
ROCK TYPE5
SYMBOL LEGEND
-SHfl.BV NBE Rc-0.pCK CORE PM-PRE55DRE MErtR
■-F6L �-PosssKLE
FtIi PRo6AKLE Fiu
�
WATER LEVEL-WRIN6 DRILLiN6/SAMFLTN6
®6W-WELL GRADED 6NAVEL ®6C-QAYEY GRAVEL
®Il-LOW PLASTICfIY QAY 5V-PODRLY6RADED SAND ■OH-HI6H %ASTICIT/OR6ANIC SIlTS AND MYS BWR-WFATHFRFDROCK
❑DR-DE[OMPOSEDRO[K
❑TO— 000NCRETE
�I6NEOU5
6M-SILTY GRAVEL 5W-WELL GRADED SANG
®MH-HI6N PLASTSC[TY SAT SC-4AYEY SAND ®OL-LOWMSTi[m OR6ANI--ANDMY PWR-PARTIALLY WEA—ED
ROCK
■ASPHALT ❑VOID
❑METAMOR c
®_ WATERIEVEL 5EASONAL,HI6HWATER
6R-PODRLY GRADED GRAVEL ®ML-IAWPUSTICCry SIlT
SM-SLTY SAND ®[H-HIGH PLASTICITY MY ®PT -PEAT
HW0.HI6HLYWEATHEREDROCK
GRAVEL
SEDIMENTARY
❑
WATER LEVEL -AFTER CASING PEMOVAL
0 WATER LEVEL -AFTER 2A HODRS
180
180
B-13
B-14
170
I
I
Gravel
170
10
50
[52.0 % ]
CL
17*�-31 6
11
SC POSSIBLE FILL
15.0
8
10
M
CH
LLL
4
65/
C
160
11
160
f
CH
3
O
—_
50/
}
11
5
3
PWR
T
Ol
l0
LJJ
50/
50/
+
150
2
5
150
50/ PWR
50/
3
1
50/
AUGER REFUSAL
140
SPOON REFUSAL
@ 27'
140
@ 28.7'
GENERALIZED SUBSURFACE
SOIL PROFILE
NOTES:
ARAUCO Pond Enbankments
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR
ADDITIONAL INFORMATION.
Civil & Environmental Consultants, Inc.
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM 01586).
985 Corinth Road, Chatham County, Moncure,
NC
3 HORIZONTAL DISTANCES ARE NOT TO SCALE.
PROJECT NO.: 23601 ]VERTICAL
5
ALE: 1 =10
DATE: 8 22 2017

50IL CLA55IFICATION LEGEND �
-SHfl.BV NBE Rc-0.pCK CORE PM-PRE55DRE MErtR ■-F6L �-PosssKLE FtIi PRo6AKLE Fiu
®6W-WELL GRADED 6NAVEL ®6C-QAYEY GRAVEL ®Il-LOW PLASTICfIY QAY 5V-PODRLY6RADED SAND ■OH-HI6H %ASTICIT/OR6ANIC SIlTS AND MYS BWR-WFATHFRFDROCK ❑DR-DE[OMPOSEDRO[K
6M-SILTY GRAVEL SW -WELL GRADED SANG ®MH-HI6N PLASTSC[TY SAT SC-4AYEY SAND ®OL-LOWMSTi[m OR6ANI--ANDMY PWR-PARTIALLY WEA—ED ROCK
6R-PODRLY GRADED GRAVEL ®ML-IAWPUSTICCry SIlT SM-SLTY SAND ®[H-HIGH PLASTICITY MY ®PT -PEAT HWRHI6HLYWEATHEREDROCK
SURFACE MATERIAL5
ROCK TYPE5
SYMBOL LEGEND
WATER LEVEL-WRIN6 DRILLiN6/SAMFLTN6
®_ WATERIEVEL 5EASONAL,HI6HWATER
WATER LEVEL -AFTER CASING PEMOVAL
0 WATER LEVEL -AFTER 2A HODRS
❑TO— 000NCRETE
■ASPHALT ❑VOID
GRAVEL
�I6NEOU5
❑METAMOR c
SEDIMENTARY
❑
HA-1
HA-2
HA-3
172 I
I
I 172
SC FILL
CH FILL
CH FILL
170
170
60,V/�
SC FILL
4)
0)
LL
21 0
60.6
SC FILL
M
l0
CL FILL
{
'—
O
168
C168
HAND AUGER REFUSAL
3
0)
W
CL FILL
@ 4P
T
l0
+
166
166
END OF HAND AUGER
END OF HAND AUGER
@ 7'
@ 7'
164
164
GENERALIZED SUBSURFACE
NOTES:
SOIL PROFILE
ARAUCO Pond Enbankments
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR
ADDITIONAL INFORMATION.
Civil & Environmental Consultants, Inc.
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM 01586).
985 Corinth Road, Chatham County, Moncure, NC
3 HORIZONTAL DISTANCES ARE NOT TO SCALE.
PROJECT NO.: 23601
VERTICAL SCALE: 1 =2
DATE: 8 22 2017

50IL CLA55IFICATION LEGEND �
-SHfl.BV NBE Rc-0.pCK CORE PM-PRE55DRE MErtR ■-F6L �-PosssKLE FtIi PRo6AKLE Fiu
®6W-WELL GRADED 6NAVEL ®6C-QAYEY GRAVEL ®Il-LOW PLASTICfIY QAY 5V-PODRLY6RADED SAND ■OH-HI6H %ASTICIT/OR6ANIC SIlTS AND MYS BWR-WFATHFRFDROCK ❑DR-DE[OMPOSEDRO[K
6M-SILTY GRAVEL SW -WELL GRADED SANG ®MH-HI6N PLASTSC[TY SAT SC-4AYEY SAND ®OL-LOWMSTi[m OR6ANI--ANDMY PWR-PARTIALLY WEA—ED ROCK
6R-PODRLY GRADED GRAVEL ®ML-IAWPUSTICCry SIlT SM-SLTY SAND ®[H-HIGH PLASTICITY MY ®PT -PEAT HWRHI6HLYWEATHEREDROCK
SURFACE MATERIAL5
ROCK TYPE5
SYMBOL LEGEND
WATER LEVEL-WRIN6 DRILLiN6/SAMFLTN6
®_ WATERIEVEL 5EASONAL,HI6HWATER
WATER LEVEL -AFTER CASING PEMOVAL
0 WATER LEVEL -AFTER 2A HODRS
❑TO— 000NCRETE
■ASPHALT ❑VOID
GRAVEL
�I6NEOU5
❑METAMOR c
SEDIMENTARY
❑
HA-4
172
I
172
170
170
}
d
d
LL
m
A
c
S
{
o
168
C168
}
3�
W
21 JL�•�% ]
45
l0
f
CL FILL
166
166
END OF HAND AUGER
@ 7.
164
164
GENERALIZED SUBSURFACE
NOTES:
SOIL PROFILE
ARAUCO Pond Enbankments
1 SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR
ADDITIONAL INFORMATION.
Civil & Environmental Consultants, Inc.
2 PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM 01586).
985 Corinth Road, Chatham County, Moncure, NC
3 HORIZONTAL DISTANCES ARE NOT TO SCALE.
PROJECT NO.: 23601
VERTICAL 5 ALE: 1 =2
DATE: 8 22 2017

APPENDIX C — Laboratory Testing
Laboratory Test Results Summary
Permeability Test Results
Direct Shear Test Results

Laboratory Testing Summary
Page 1 of 1
Sample
Source
Sample
Number
Depth
(feet)
MC1
N
Soil
Type2
Atterberg Limits3
Percent
Passing
No.200
Sieve4
Moisture -Density (Corr.)5
CBR
Value6
Other
LL
PL
PI
Maximum
Density
(pcf)
Optimum
Moisture
N
B-4
S-2
3.50 - 5.00
16.6
CL FILL
27
17
10
57.4
S-3
6.00 - 7.50
19.7
CL-ML
25
18
7
68.2
B-6
S-3
6.00 - 7.50
19.6
CL
35
18
17
66.4
B-10
S-3
6.00 - 7.50
26.5
CL
38
21
17
70.7
B-13
S-2
3.50 - 5.00
15.0
CL
31
17
14
52.0
G-1
G-1
0.00 - 0.00
4.6
CL FILL
30
19
11
55.0
G-2
G-2
0.00 - 0.00
6.0
CL FILL
27
18
9
65.6
G-3
G-3
0.00 - 0.00
2.4
CL-ML FILL
25
19
6
75.8
HA-1
S-4
2.50 - 2.50
60.6
CL FILL
37
21
16
60.6
HA-4
S-6
5.00 - 5.00
52.1
CL FILL
45
21
24
52.1
Notes: 1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. See test reports for test method, 6. See test reports for test method
Definitions: MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 2974)
Project No. 06:23601
Project Name: ARAUCO Pond Enbankments
PM: Aubrey Lankford
PE: Tom Schi oreit
pp
Printed On: Tuesday, August 22, 2017
ECS SOUTHEAST, LLF
9001 Glenwood Avenue
Raleigh, NC 27617
Phone: [phone]
0 Fax: [phone]

--mml
ECS Southeast, LLP
9001 Glenwood Avenue
Raleigh, NC 27617
Phone: [phone]
`"
Fax: [phone]
www.ecslimited.com
HYDRAULIC CONDUCTIVITY
PROJECT INFORMATION
SAMPLE INFORMATION
NAME
ARAUCO Pond
DESCRIPTION
Graysih Brown Sandy Silty Clay
NUMBER
6.23601
DATE
8/7/2017
BORING
B-4
DEPTH
6-8'
PREPERATION
Undisturbed - Shelby Tube
Sample
Properties
Initial
Final
Confining Pressure
(psi)
99.3
Diameter (in)
2.832
2.834
Top Burette
Pressure (psi)
92.2
Height (in)
3.736
3.74
Area (in2)
6.299
6.308
Base Burette
Pressure (psi)
95.4
Volume (ft3)
0.014
0.014
Mass (g)
803.17
888.98
Water Content (%)
20.6%
31.9%
ry Uinit Weight (pcf
107.6
108.6
Saturation (%)
95%
96%
Average Hydraulic Conductivity (cm/sec)
6.49E-07
k formula belongs to ASTM 5084 Method C, when the cross area of the burette where the flow is coming from is
the same area than the burette that is receiving the flow

--mml
ECS Southeast, LLP
9001 Glenwood Avenue
Raleigh, NC 27617
Phone: [phone]
`"
Fax: [phone]
www.ecslimited.com
HYDRAULIC CONDUCTIVITY
PROJECT INFORMATION
SAMPLE INFORMATION
NAME
ARAUCO Pond
DESCRIPTION
Brown Sandy Lean Clay
NUMBER
6.23601
DATE
8/3/2017
BORING
B-10
DEPTH
6-8'
PREPERATION
Undisturbed - Shelby Tube
Sample
Properties
Initial
Final
Confining Pressure
(psi)
88.2
Diameter (in)
2.808
2.809
Top Burette
Pressure (psi)
81.5
Height (in)
3.403
3.404
Area (in2)
6.193
6.197
Base Burette
Pressure (psi)
84.6
Volume (ft3)
0.012
0.012
Mass (g)
733.90
747.99
Water Content (%)
15.4%
17.2%
ry Uinit Weight (pcf
114.7
115.0
Saturation (%)
95%
96%
Average Hydraulic Conductivity (cm/sec)
8.73E-06
k formula belongs to ASTM 5084 Method C, when the cross area of the burette where the flow is coming from is
the same area than the burette that is receiving the flow

c3
Q
ECS Corporate Services
Direct Shear Test (ASTM D3081
7.4
6.7
6.0
a 5.2
2 4.5
.��. 3.7
3.0
2.2
1.5
0.7
0.0
• Peak(s)
Peak
Tangent
♦ Residual
O - O 10 cy m Peak(s)
O --i M 7 Vr r G1 N 7 V1
Residual
Tangent
Normal Load (psi)
> 1 0.0145
U
x
U
U ^g-0.0013
V
Q
1 A-0.0171
-0.0328 I I I �I
0.000 5.004 10.008 15.012
6.6
4.4
d
d
2.2
Specimen
Initial A B C D
Moisture %
24.21
24.21
24.21
Density (pcf)
101.43
98.91
97.97
Void Ratio
0.631
0.673
0.689
Saturation (%)
100.00
95.37
93.15
Diameter in
2.502
2.503
2.502
Height (in)
0.993
0.991
0.993
Final A B C D
Moisture %
27.70
27.36
28.62
Density (pcf)
103.11
100.40
100.08
Void Ratio
0.605
0.648
0.653
Saturation (%)
100.00
100.00
100.00
Diameter in
2.502
2.503
2.502
Height (in)
0.988
0.979
0.974
Normal Stress(psi)
5.0
10.0
15.0
Peak Stress (psi)
4.8
6.6
6.4
Residual Stress(psi)
Strain (%)
14.994
15.012
14.996
Rate in/min
0.005
0.005
1 0.005
0.0
0.000 0.125 0.250 0.376 Project Date
Horizontal Deformation (in) Date 8/15/2017
Project:
Location:
B-6
Project Number:
06.23601
Boring Number
B-6
Sample Number:
B-6
Depth:
6-8'
Sample Type:
Undisturbed
Description:
Orangish Brown Fat Clay w/ Sand
Test Type:
Direct Shear
N/A I N/A I N/A I N/A
23601 B-6 Direct Shear.HSD

0.0145
c3
Q
0.0050
-0.0045
ti
a�-0.0139
A
-0.0234
-0.0328
0.000
6.6
5.3
v 4.0
JA.
2.6
1.3
0.0
0.000
ECS Corporate Services
Direct Shear Test (ASTM D30
Delta h
3.002 6.005 9.007 12.010
Strain (%)
Specimen A - Specimen B _ Specimen C _ Specimen D
Stress -Deformation
0.075 0.150 0.225
Horizontal Deformation (in)
0.301
15.012 1
0.376 1
23601 B-6 Direct Shear.HSD

ECS Corporate Services
Direct Shear Test
y I 6.0
c3
Q
5.0
4.0
i
Q
°J
3.0
v
`
�
r
2.0
I 1.0
Q
0.0
0.000
Specimen A Stress -Deformation
0.050 0.100 0.150 0.200 0.250 0.300 0.350 0.400
Horizontal Deformation (in)
23601 B-6 Direct Shear.HSD

ECS Corporate Services
Direct Shear Test
y I 7.0
Q
6.0
L)
U
0
N
,si
C-)
4.0
2.0
Q.......... 1.0
0.0 _L_
0.000
Specimen B Stress -Deformation
0.050 0.100 0.150 0.200 0.250 0.300 0.350 0.400
Horizontal Deformation (in)
23601 B-6 Direct Shear.HSD

y
Q
c3
Q
ECS Corporate Services
Direct Shear Test
7.0
6.0
5.0
4.0
n
n
v
v
` �
r
3.0
2.0
1.0
0.0 4--
0.000
Specimen C Stress -Deformation
0.050 0.100 0.150 0.200 0.250 0.300 0.350 0.400
Horizontal Deformation (in)
23601 B-6 Direct Shear.HSD

7
4
3
E
REFERENCE: U,S,G,S. MAP
1. U.S.G.S. 7.5 MIN. TOPOGRAPHIC MAP,
MONCURE, NC QUADRANGLE SCALE: 1 "=2,000'
DATED 2020 SCALE IN FEET
0 2000 4000
OWNER/TEAM INFORMATION
OWNER /OPERATOR
ARAUCO NORTH AMERICA, INC.
985 CORINTH ROAD
MONCURE, NC 27559
CIVIL ENGINEER
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
3701 ARCO CORPORATE DRIVE, STE 400
CHARLOTTE, NC 28273
PH: [phone]
FX: [phone]
CONTACTS: ERIK P. MESSINA, PE
EMAIL: [e-mail]
NOTE: PRIOR TO ANY EXCAVATION FOR UNDERGROUND UTILITIES, CONTRACTOR
SHALL EXPOSE AND VERIFY LOCATIONS (HORIZONTAL AND VERTICAL) OF ALL
EXISTING UTILITIES INCLUDING BUT NOT LIMITED TO GAS, WATER, AND SANITARY
SEWER. ANY CONFLICTS SHALL BE REPORTED, IMMEDIATELY, TO THE ENGINEER AND
THE APPROPRIATE AUTHORITIES.
ARAUCO NORTHAM RICA, INC.
WASTEWATER STORAGE POND
BERM MODIFICATION
MONCURE
CHATHAM COUNTY
NORTH CAROLINA
OCTOBER 2020
REVISED FEBRUARY 2021
REFERENCE: AERIAL PHOTOGRAPHY BY EARTHSTAR
GEOGRAPHICS SIO, PROVIDED BY AUTODESK,
ACCESSED 10-1-2020.
VICINITY MAP
SCALE: 1 "=500'
SCALE IN FEET
0 500 1,000
DRAWING INDEX
DRAWING
NUMBER
SHEET TITLE
C000
COVER SHEET
C001
GENERAL NOTES
C100
EXISTING CONDITIONS PLAN
C300
SITE GRADING PLAN
C800
EROSION AND SEDIMENT CONTROL DETAILS
C801
EROSION AND SEDIMENT CONTROL DETAILS
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
BEFORE YOU OIC31I
CALL 1-800-632-4949
N.C. ONE —CALL
CENTER IT'8 THE LAWI
6%JA"11 1BI1BBBI'ato�
7
L ,
� a
04
i q
s
s l.�7j
ddddddd8 ddl kk"o4®�
O
W o
IY a_
Z °C
U
Oct)
w
W
m
0
z
CU
�
c)
n
N
co
Ell
U
0
z
d
N
0
M
O
n®o%
Q"
O
Om�
0
co
M �
-C
X UO
11
U
LL
1
.�
U
J
N
3
a)
M
'
1
Z
>M�
�1
C
l M
Q
�
N
O
.>
0
0)
�
a
W
U
o
• hp-4
T
O
I
P-4
CV)
Q
vo
r
ZO
Z
a(LZo
UaOuz
waa2.j
�
O
C.)=
0
V
LiW
O
�IL)
T
i
Z
~
W
CC
0Wa:
Im
0
U
F—
w�Z
W
�/
a�
z
�a
o
W
W
m
z
m
o
Y
W
Q
w
0
U
Cc
W
>
O
N
O
N
w
o
W
Z
U
00
O
a
F-
L)
O
di
om
J
Z
F
w
w
O
o
0
a
DRAWING NO.:
coon

CONSTRUCTION SEQUENCE
1. OBTAIN EROSION CONTROL PERMIT FROM NCDEQ LAND QUALITY SECTION, PLACARD
TO BE POSTED AT THE JOBSITE. 3
2. INSTALL TEMPORARY CONSTRUCTION ENTRANCE/ACCESS DRIVE.
3. FLAG LIMITS OF DISTURBANCE.
4. INSTALL SILT FENCE AND ORANGE CONSTRUCTION FENCE ALONG THE EDGE OF
DISTURBANCE, CLEAR ONLY WHAT IS NECESSARY TO INSTALL THE FENCE AS
INDICATED ON THE PLAN.
5. COMPLETE CLEARING AND GRUBBING OPERATIONS.
6. UPON COMPLETION OF ALL THE EROSION CONTROL MEASURES INDICATED ON PLANS,
CONTRACTOR MAY BEGIN MASS GRADING OPERATIONS.
7. BEGIN MASS GRADING OPERATIONS, FOLLOWING SEEDING AND STABILIZATION CHARTS
AS OUTLINED IN THE PLANS.
8. CONTRACTOR SHALL UTILIZE COFFER DAMS IN ORDER TO CONSTRUCT BERM AROUND
EXISTING POND WHILE KEEPING POND IN OPERATION. CONTRACTOR TO USE AQUADAM
COFFER DAM OR APPROVED EQUAL. CONTRACTOR TO COORDINATE WITH OWNER TO
ENSURE PLANT AND POND STAY IN OPERATION THROUGHOUT CONSTRUCTION.
9. COMPLETE MASS GRADING OPERATIONS.
10. CONTRACTOR TO FOLLOW NPDES STABILIZATION CHARTS/ TIMEFRAMES.
11. UPON COMPLETION OF THE MASS GRADING, SEED, GRASS AND PROVIDE PERMANENT
STABILIZATION OF DISTURBED AREAS.
12. UPON FULL STABILIZATION OF ENTIRE PROJECT AREA, CONTRACTOR TO NOTIFY
ENGINEER FOR INSPECTION. IF SITE IS CONSIDERED STABILIZED, THE ENGINEER WILL
COORDINATE WITH THE NCDEQ LAND QUALITY SECTION FOR INSPECTION AND FINAL
PROJECT CLOSE-OUT.
F
E
9
GENERAL NOTES
1. EXISTING CONDITIONS AS DEPICTED ON THESE PLANS ARE GENERAL AND ILLUSTRATIVE IN NATURE. IT IS THE RESPONSIBILITY OF 1
THE CONTRACTOR TO EXAMINE THE SITE AND BE FAMILIAR WITH EXISTING CONDITIONS PRIOR TO BIDDING ON THIS PROJECT. IF
CONDITIONS ENCOUNTERED DURING EXAMINATION ARE SIGNIFICANTLY DIFFERENT FROM THOSE SHOWN, THE CONTRACTOR SHALL
NOTIFY THE ENGINEER IMMFDIATFLY_
LAYOUT NOTES
THE CONTRACTOR SHALL CHECK EXISTING GRADES, DIMENSIONS, AND INVERTS IN THE FIELD AND REPORT ANY DISCREPANCIES
TO THE OWNER'S REPRESENTATIVE PRIOR TO BEGINNING WORK.
2. THE CONTRACTOR SHALL VERIFY THE EXACT LOCATION OF ALL EXISTING UTILITIES, INCLUDING IRRIGATION LINES. TAKE CARE TO
2. EXISTING CONDITIONS DATA COMBINED FROM SURVEYS BY MIKE CAIN SURVEYING DATED 11-14-2016 & 8-30-2017, PROTECT UTILITIES THAT ARE TO REMAIN. RELOCATE EXISTING UTILITIES AS INDICATED, OR AS NECESSARY FOR CONSTRUCTION.
PATTERSON LAND SURVEYING, P.A. DATED 12-4-2015, AND GIS DATA OBTAINED FROM THE CHATHAM COUNTY GIS DATABASE.
DATA WAS ADJUSTED TO GENERATE BASE MAP AS NEEDED. 3. PROVIDE A SMOOTH TRANSITION BETWEEN EXISTING PAVEMENT AND NEW PAVEMENT. FIELD ADJUSTMENT OF FINAL GRADES MAY
BE NECESSARY.
3. PRELIMINARY WATERS OF THE UNITED STATES DELINEATION AND DETERMINATION WAS PERFORMED BY CIVIL & ENVIRONMENTAL
CONSULTANTS, INC. FIELD WORK WAS PERFORMED ON SEPTEMBER 8 & 9, 2020. 4. THE CONTRACTOR SHALL PROTECT ALL TREES TO REMAIN IN ACCORDANCE WITH THE SPECIFICATIONS.
4. THE CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL EXISTING UTILITIES (INCLUDING THOSE LABELED PER RECORD 5. ALL DAMAGE TO EXISTING PAVEMENT TO REMAIN, WHICH RESULTS FROM THE CONTRACTOR'S OPERATIONS SHALL BE REPLACED
DATA) PRIOR TO THE BEGINNING OF CONSTRUCTION OR EARTH MOVING OPERATIONS. INFORM ENGINEER OF ANY CONFLICTS
DETRIMENTAL TO THE DESIGN INTENT. WITH LIKE MATERIALS AT THE CONTRACTOR'S EXPENSE.
5. 72 HOURS BEFORE DIGGING IS TO COMMENCE, THE CONTRACTOR SHALL NOTIFY THE FOLLOWING AGENCIES: THE NC UTILITY 6. CONTRACTOR SHALL MAINTAIN ONE SET OF AS -BUILT / RECORD DRAWINGS ON -SITE DURING CONSTRUCTION FOR DISTRIBUTION
PROTECTION SERVICES, AND ALL OTHER AGENCIES THAT MAY HAVE UNDERGROUND UTILITIES INVOLVING THIS PROJECT AND ARE TO THE OWNER AND/OR OWNER'S REPRESENTATIVE UPON COMPLETION.
NON-MEMBERS OF NC UNDERGROUND PROTECTION, INC.
6. THE CONTRACTOR AND SUBCONTRACTORS SHALL BE RESPONSIBLE FOR COMPLYING WITH APPLICABLE FEDERAL, STATE AND LOCAL
REQUIREMENTS, TOGETHER WITH EXERCISING PRECAUTIONS AT ALL TIMES FOR THE PROTECTION OF PERSONS (INCLUDING
EMPLOYEES) AND PROPERTY. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND SUBCONTRACTORS TO INITIATE, MAINTAIN 1
AND SUPERVISE ALL SAFETY REQUIREMENTS, PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK.
GRADING NOTES
ALL PROPOSED GRADES SHOWN ARE FINAL GRADES, TOP OF GROUND LEVEL, OR TOP OF PAVEMENT, OR GRATE ELEVATION AT
THE DRAWDOWN POINT, UNLESS INDICATED OTHERWISE.
7. THE CONTRACTOR SHALL INDEMNIFY AND HOLD HARMLESS THE OWNER AND OWNER'S REPRESENTATIVE FOR ANY AND ALL 2. REFER TO AND FOLLOW THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT PREPARED FOR THIS PROJECT BY ECS
INJURIES AND/OR DAMAGES TO PERSONNEL, EQUIPMENT AND/OR EXISTING FACILITIES OCCURRING IN THE COURSE OF THE SOUTHEAST, LLP TITLED GEOTECHNICAL ENGINEERING REPORT EXISTING ARAUCO POND EMBANKMENTS DATED SEPTEMBER 25,
DEMOLITION AND CONSTRUCTION DESCRIBED IN THE PLANS AND SPECIFICATIONS. 2017•
S. CONTRACTOR SHALL OBTAIN A PERMIT FOR ALL CONSTRUCTION ACTIVITIES IN ACCORDANCE WITH LOCAL, STATE, & FEDERAL 3. ALL ELEVATIONS SHOWN ARE FINISHED GRADE ELEVATIONS.
REGULATIONS.
94. CONTRACTOR SHALL STRICTLY ADHERE TO THE GEOTECHNICAL REPORT PREPARED FOR THIS PROJECT BY ECS SOUTHEAST, LLP
. THE CONTRACTOR SHALL COMPLY WITH ALL LOCAL CODES, OBTAIN ALL APPLICABLE PERMITS, AND PAY ALL REQUIRED FEES
PRIOR TO BEGINNING WORK. TITLED GEOTECHNICAL ENGINEERING REPORT EXISTING ARAUCO POND EMBANKMENTS DATED SEPTEMBER 25, 2017.
10. ANY WORK PERFORMED IN THE LOCAL OR STATE RIGHT OF WAYS SHALL BE IN ACCORDANCE WITH THE APPLICABLE LOCAL OR 5. EARTHWORK SHALL INCLUDE CLEARING AND GRUBBING, STRIPPING AND STOCKPILING TOPSOIL, MASS GRADING, EXCAVATION,
STATE REQUIREMENTS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN THE NECESSARY PERMITS FOR THE WORK, FILLING, UNDER CUT AND REPLACEMENT, IF REQUIRED, AND COMPACTION.
SCHEDULE NECESSARY INSPECTIONS, AND PROVIDE THE NECESSARY TRAFFIC CONTROL MEASURES AND DEVICES, ETC., FOR
WORK PERFORMED IN THE RIGHT OF WAYS. 6. CONTRACTOR TO REFILL UNDERCUT AREAS WITH SUITABLE MATERIAL AND COMPACT AS RECOMMENDED BY THE GEOTECHNICAL
ENGINEER.
11. THE CONTRACTOR IS TO PERFORM ALL INSPECTIONS AS REQUIRED BY THE NCDEQ FOR THE NATIONAL POLLUTANT DISCHARGE
ELIMINATION SYSTEM (NPDES) PERMIT AND FURNISH OWNERS REPRESENTATIVE WITH WRITTEN REPORTS. GENERAL CONTRACTOR 7. ALL SLOPES IN NON -PAVED AREAS SHALL BE 2:1 (HORIZONTALNERTICAL) MAXIMUM UNLESS NOTED OTHERWISE.
TO CONTACT OWNERS ENVIRONMENTAL DEPARTMENT FOR ANY ADDITIONAL OWNER RELATED REQUIREMENTS.
12. CONTRACTOR SHALL IMPLEMENT ALL SOIL AND EROSION CONTROL PRACTICES REQUIRED BY CHATHAM COUNTY &NCDEQ. 8. ALL AREAS NOT PAVED SHALL BE STABILIZED IN ACCORDANCE WITH THE EROSION & SEDIMENT CONTROL PLAN, UNLESS NOTED
OTHERWISE.
13. ALL GROUND SURFACE AREAS THAT HAVE BEEN EXPOSED OR LEFT BARE AS A RESULT OF CONSTRUCTION AND ARE TO FINAL
GRADE AND ARE TO REMAIN SO, SHALL BE SEEDED AND MULCHED AS SOON AS PRACTICAL IN ACCORDANCE WITH CHATHAM
COUNTY REQUIREMENTS AND NCDEQ EROSION CONTROL MANUAL.
14. THE CONTRACTOR SHALL REFER TO OTHER PLANS WITHIN THIS CONSTRUCTION SET FOR OTHER PERTINENT INFORMATION. IT IS
NOT THE ENGINEER'S INTENT THAT ANY SINGLE PLAN SHEET IN THIS SET OF DOCUMENTS FULLY DEPICT ALL WORK ASSOCIATED
WITH THE PROJECT.
15. BEFORE INSTALLATION OF STORM OR SANITARY SEWER, OR OTHER UTILITY, THE CONTRACTOR SHALL VERIFY ALL CROSSINGS, BY
EXCAVATION WHERE NECESSARY, AND INFORM THE OWNER AND THE ENGINEER OF ANY CONFLICTS. THE ENGINEER WILL BE HELD
HARMLESS IN THE EVENT HE IS NOT NOTIFIED OF DESIGN CONFLICTS PRIOR TO CONSTRUCTION.
16. ADJUST/RECONSTRUCT ALL EXISTING CASTINGS, CLEANOUTS, ETC. WITHIN PROJECT AREA TO GRADE AS REQUIRED.
17. CONTRACTOR TO REMOVE & REPLACE PAVEMENT AS SPECIFIED.
DEMOLITION NOTES
1. CLEARING LIMITS SHALL BE PHYSICALLY MARKED IN THE FIELD BY THE CONTRACTOR.
2. NO TREES SHALL BE REMOVED, NOR VEGETATION DISTURBED BEYOND THE LIMITS OF CONSTRUCTION WITHOUT THE EXPRESS
WRITTEN APPROVAL OF THE OWNER'S REPRESENTATIVE.
3. TREE PROTECTION FENCING SHALL BE IN ACCORDANCE WITH CHATHAM COUNTY STANDARDS - OR - IN ACCORDANCE WITH THE
DETAILED DRAWINGS. DO NOT OPERATE OR STORE EQUIPMENT, NOR HANDLE OR STORE MATERIALS WITHIN THE DRIP LINES OF
THE TREES SHOWN TO REMAIN.
9. ALL EXCESS SOIL MATERIALS SHALL BECOME THE PROPERTY OF THE CONTRACTOR UNLESS OTHERWISE DESIGNATED SHALL BE
REMOVED BY THE CONTRACTOR AND DISPOSED OF OFFSITE AT NO ADDITIONAL COST TO THE OWNER IN ACCORDANCE WITH ALL
LOCAL AND STATE CODES AND PERMIT REQUIREMENTS.
10. THE CONTRACTOR IS RESPONSIBLE FOR BALANCING THE SITE EARTHWORK BY IMPORTING OR EXPORTING AS NECESSARY TO
ACHIEVE DESIGN GRADES AND SPECIFICATIONS.
EROSION CONTROL NOTES
1. LAND DISTURBING ACTIVITIES SHALL NOT COMMENCE UNTIL APPROVAL TO DO SO HAS BEEN GRANTED BY GOVERNING
AUTHORITIES. PLACARD TO BE PLACED AT JOBSITE ENTRANCE.
2. NO LAND CLEARING OR GRADING SHALL BEGIN UNTIL ALL PERIMETER EROSION AND SEDIMENT CONTROL MEASURES HAVE BEEN
INSTALLED.
3. ALL EXPOSED AREAS SHALL BE SEEDED WITHIN 14 DAYS OF FINAL GRADING. SEE NPDES SEEDING CHARTS FOR ADDITIONAL
INFORMATION.
4. SHOULD CONSTRUCTION STOP FOR LONGER THAN 14 DAYS, THE SITE SHALL BE TEMPORARILY SEEDED.
5. SLOPES STEEPER THAN 3:1 SHALL BE SEEDED AND STABILIZED WITHIN 7 DAYS
6. SEDIMENT AND EROSION CONTROL MEASURES SHALL BE INSPECTED AT LEAST ONCE EVERY SEVEN (7) DAYS AND WITHIN 24
HOURS OF A RAINFALL EXCEEDING 0.5 INCHES DURING A 24-HOUR PERIOD OR MORE FREQUENTLY IF REQUIRED BY GOVERNING
NPDES GENERAL PERMIT. ALL MAINTENANCE REQUIRED BY INSPECTION SHALL COMMENCE WITHIN 24 HOURS AND BE COMPLETED
WITHIN 48 HOURS OF REPORT.
4. PROTECTION OF EXISTING TREES AND VEGETATION: PROTECT EXISTING TREES AND OTHER VEGETATION INDICATED TO REMAIN IN 7. THIS PLAN SHALL NOT BE CONSIDERED ALL INCLUSIVE AS THE GENERAL CONTRACTOR SHALL TAKE ALL NECESSARY
PLACE AGAINST UNNECESSARY CUTTING, BREAKING OR SKINNING OF ROOTS, SKINNING OR BRUISING OF BARK, SMOTHERING OF PRECAUTIONS TO PREVENT SOIL SEDIMENT FROM LEAVING THE SITE. ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES
TREES BY STOCKPILING CONSTRUCTION MATERIALS OR EXCAVATED MATERIALS WITHIN DRIP LINE, EXCESS FOOT OR VEHICULAR SHALL BE INSTALLED BY THE GENERAL CONTRACTOR IF DEEMED NECESSARY BY ON SITE INSPECTION.
TRAFFIC, OR PARKING OF VEHICLES WITHIN DRIP LINE. PROVIDE TEMPORARY GUARDS TO PROTECT TREES AND VEGETATION TO BE
LEFT STANDING.
8. GENERAL CONTRACTOR SHALL COMPLY WITH ALL STATE AND LOCAL ORDINANCES THAT APPLY.
5. ALL DEMOLITION WASTE AND CONSTRUCTION DEBRIS SHALL BECOME THE PROPERTY OF THE CONTRACTOR UNLESS OTHERWISE
DESIGNATED AND SHALL BE REMOVED BY THE CONTRACTOR AND DISPOSED OF OFFSITE IN A STATE APPROVED WASTE SITE AND 9• GENERAL CONTRACTOR SHALL BE RESPONSIBLE TO TAKE WHATEVER MEANS NECESSARY TO ESTABLISH PERMANENT SOIL
IN ACCORDANCE WITH ALL LOCAL AND STATE CODES AND PERMIT REQUIREMENTS. TAKE CARE TO PROTECT UTILITIES THAT ARE STABILIZATION. FULL PAYMENT WILL NOT BE RELEASED UNTIL GRASS IS ESTABLISHED AND NCDEQ HAS CLOSED EROSION
TO REMAIN. REPAIR DAMAGE ACCORDING TO THE APPROPRIATE UTILITY COMPANY STANDARDS AND AT THE CONTRACTOR'S CONTROL PERMIT.
EXPENSE.
10. SEDIMENT SHALL BE REMOVED FROM SILT FENCE BEFORE IT IS DEPOSITED ONE-THIRD THE HEIGHT OF THE EXPOSED SILT
6. ALL UTILITY DISCONNECTION, REMOVAL, RELOCATION, CUTTING, CAPPING AND/OR ABANDONMENT SHALL BE COORDINATED WITH FENCE.
THE APPROPRIATE UTILITY COMPANY /AGENCY.
11. EROSION CONTROL MEASURES INDICATED ON THIS PLAN ARE TO PROTECT ADJACENT PROPERTIES AND WATER COURSES.
7. THE BURNING OF CLEARED MATERIAL AND DEBRIS SHALL NOT BE ALLOWED. CONTRACTOR IS RESPONSIBLE FOR FOR PROTECTING NEWLY COMPLETED WORK. FROM ON -SITE SEDIMENT BY USE OF SILT
FENCE, ETC. AT NO ADDITIONAL COST TO THE OWNER.
8. EROSION & SEDIMENT CONTROL MEASURES AROUND AREAS OF DEMOLITION SHALL BE PROPERLY INSTALLED AND FUNCTION
PROPERLY PRIOR TO INITIALIZATION OF DEMOLITION ACTIVITIES.
9. ASBESTOS OR HAZARDOUS MATERIALS ARE NOT EXPECTED OR ANTICIPATED, IF FOUND ON SITE, SUCH MATERIALS SHALL BE
REMOVED BY A LICENSED HAZARDOUS MATERIALS CONTRACTOR. CONTRACTOR SHALL NOTIFY OWNER IMMEDIATELY IF HAZARDOUS
MATERIALS ARE ENCOUNTERED.
10. CONTRACTOR SHALL ADHERE TO ALL LOCAL, STATE, FEDERAL AND OSHA REGULATIONS DURING ALL DEMOLITION ACTIVITIES.
11. CONTRACTOR SHALL PROTECT ALL CORNER PINS, MONUMENTS, PROPERTY CORNERS AND BENCHMARKS DURING DEMOLITION
ACTIVITIES. IF DISTURBED, CONTRACTOR SHALL HAVE DISTURBED ITEMS RESET BY A LICENSED SURVEYOR AT NO ADDITIONAL
COST TO THE OWNER.
12. CONTRACTOR SHALL PROTECT ALL EXISTING UTILITIES, STRUCTURES, AND FEATURES TO REMAIN. ANY ITEMS TO REMAIN THAT
HAVE BEEN DISTURBED OR DAMAGED AS A RESULT OF CONSTRUCTION SHALL BE REPAIRED OR REPLACED BY THE CONTRACTOR
AT CONTRACTOR'S EXPENSE.
13. ALL UTILITY AND STRUCTURE REMOVAL, RELOCATION, CUTTING, CAPPING AND/OR ABANDONMENT SHALL BE COORDINATED AND
PROPERLY DOCUMENTED BY A CERTIFIED PROFESSIONAL, WHEN APPLICABLE, WITH THE APPROPRIATE UTILITY COMPANY,
MUNICIPALITY AND/OR AGENCY. DEMOLITION OF REGULATED ITEMS MAY INCLUDE, BUT ARE NOT LIMITED TO WELLS, ASBESTOS,
UNDER GROUND STORAGE TANKS, SEPTIC TANKS AND ELECTRIC TRANSFORMERS. DEMOLITION CONTRACTOR SHALL REFER TO ANY
ENVIRONMENTAL STUDIES FOR DEMOLITION RECOMMENDATIONS AND GUIDANCE. AVAILABLE ENVIRONMENTAL STUDIES MAY INCLUDE,
BUT ARE NOT LIMITED TO PHASE I ESA, PHASE II, WETLAND AND STREAM DELINEATION AND ASBESTOS SURVEY. ALL APPLICABLE
ENVIRONMENTAL STUDIES SHALL BE MADE AVAILABLE UPON REQUEST.
14. THE CONTRACTOR SHALL USE SUITABLE METHODS TO CONTROL DUST AND DIRT CAUSED BY THE DEMOLITION ACTIVITIES.
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
BEFORE YOU DIGI
CALL 1-800-632-4949
N.C. ONE -CALL
CENTER IT'8 THE LAW
s
s L ,
1 y o
� a
04
g
e
age rcY;Nr.Q n \ ®.
a
cc
U
W zp
� a
Z °C
O U
w
w
N ❑
W
cc
0
z
CU
c)
N
N
.�
Ell
U
0
z
O
N
r--�
O
M
0n
�
cm
1
0"0
c)(no
M�
X U
11
0
LL s:
w
NJ
M
1
Z
�
O�
1
�1
C
M
0
�
N
O
.>
0
a)
c
a
W
0
0
L
• r11
r
O
I
M
r"~
U �a
�
ZO
Z
QaZO
C�
V
°uaa2
00
Z
J
OC.)
�
O
Fa
V
Li
W
O
T
V
Z
Z
W
it
0Wa:
1=
0
C)�.WV
LuMZ
acl)
Z
�a
o
0
0
rn
T
N
W
O
[Q
Z
m
❑
Y
Z
cr
2
J
❑
0
a
o
p
LJ.I
W
C
m
00
O
W
Z
a
0
O
om
J
Z
❑
>O
w
IL
0
0
m
Q
DRAWING NO.:
cool
r m1n]

8 7 I 6 5
4
LEGEND
w
1
G
F
E
0
NORTH
\
1175.12IN\:J===—
_ \ \ \\ \\ \\ OI/ERHEAD WIRE \ __-_ --- -
\ L
IIIII
\ l l l \�11 I \ \ \ \ I,I j jll l
I \ \ 111 IIII \
\\ 1\\ \ \ \ \ \ 1111 II I I I
\ \ \ \ \ \\ \
II 11 IIII I I I P07EN774L NON -JURISDICTIONAL
OR EXCLUDED WATERS OF THE US
\\\
\\\\Aoor
\\ \� \��\\\
\:
\ \ \ \I� �\ \\ 1 \ \ \ \
G
\v \\\ \ \\
SIP\
\ ; \ \ \\\\ — ,. ... � I ✓ I.,) IIIII I I IIII I I / 1 /
111 1 III II \ I IIII1 I I I
Ills' I I 1 III II I I \ \ / s1 Illllllllll I 1 � i I
\1
IIII,%
� /
�p II 1
J/1
IVl/ Ui ���1 I II IIII /
I / / 4111I I \�� . .�
// �= r
—
\----------`-
�
,�/ I _!/��I AliIll ll/ l / I IIII Illlll 1 r
v- - - - - - - - - -
\
I-1 I \�
I
/ Il I
ll////II/%1 POND 5C l� /� // / !' !� /l / f
9/0
\ \ \ I // / / //// / // IIII /
,/ !! / I
/ ^//! I .
\ \ \ \ \ \ J l \ 1 // l
/ / _ / �-
!l�/l!�
llll�llll/
I /
1 AAAUCO PANELS USA LLC \ \ \ \ / �� \���\�\\� �i / /!�/!�� / I % / I 1 /
1 P/N.• 9687 00 73 2751\�\�\/l �!/// l %\ - - -
1 DB 1602 PG 0828 \ \ 1 J ��\� ��� / //�/// / ! �1 I / I - - - - - - -�
/- /---- I/ /
\ \ 103.69 AC /��`\\--
\�%�\��./Il!------------- —.
\ \ \ \ \ 0 / _j/ /(1( ((1 I 0 �� 6s,\��� \ �� =-�// !/ / l l - - - - - - - - - - - - - - - - - - -
\ \ \ \ APPROX/MATE �\ \ \\ EXISTING 12" DIA. SCH.
LOCATION OF 6" \\ \\ \\ 40 STEEL PIPE AND \ \%�/�//// / / / I I \ \ - - /
I \ INFLUENT P/PE VALVE TO BE RELOCATED \ \ / // // / / /� /- - - - J
1 \ \\ \\ \\\ I \ �/Az - - - - - . -
/�/ / \ \ \ /
1 1 I I I POND 50 // // / Y _-11- \\ \
\ \ 1 II I111 III / /� //!
�%IIII/
01
- / \
\ ARAUCOl�Il/llll,� l /i//� / \I
\\ FLAKEBOARD \ / \ \ / I l 11 I/lam l / / / / f/ /
!ll lI I / //�/ //! / /�
ri/
\ \ I EX/ST/NG FEA94 100-YR
FLOOD ZONE LINE�/
�
/,,,/�j////
\ / \ Al
///j/ P07EN774L JURISDICTIONAL
����!/ WATERS OF THE US
/812/%%!/%
EXIS17NG BERM //�/ /,
/ / ) /'%//i \✓i / / l ELEV 173.50-\\7 / l I r / l
/ 11 P07FNTAL NON-✓UR/SD/CT/ONAL
OR EXCLUDED WATERS OF THE US
/%x% /// - - - -� II l (DISTURBED ARE4=0.82 ACRES)
SITE /S /N FEA94 FLOOD� ZONE
F/RM MAP 3710968700E / / ARAUCO PANELS USA LLC
AE ON
�ii/// I / �/ / P/N. 9687 00 83 8650
/ l BASE FLOOD ELEK = 176.50
/ OB 1602 PG 0828
22.94 AC
\-
-� / / 1
/ I
O- 4432 \ _ / S 88'44'32" E S 88'44'32" E
-O- -O- -O- -p 1 167.29' \` /� 134.14' 1 146.54' �- - - - - --r- - - - - - -
I
I It I F
REFERENCE
/
A 1. EXISTING CONDITIONS DATA COMBINED FROM SURVEYS BY MIKE CAIN SURVEYING DATED
1 1-14-2016 & 8-30-2017, PATTERSON LAND SURVEYING, P.A. DATED 12-4-2015, AND
GIS DATA OBTAINED FROM THE CHATHAM COUNTY GIS DATABASE. DATA WAS ADJUSTED TO
GENERATE BASE MAP AS NEEDED.
2. PRELIMINARY WATERS OF THE UNITED STATES DELINEATION AND DETERMINATION WAS
PERFORMED BY CIVIL & ENVIRONMENTAL CONSULTANTS, INC. ON SEPTEMBER 8 & 9, 2020.
8 7
EXISTING PROPERTY LINE
EXISTING INDEX CONTOUR
--
EXISTING INTERMEDIATE CONTOUR
EXISTING GRAVEL
EXISTING CONCRETE
EXISTING STRUCTURE
POTENTIAL NON -JURISDICTIONAL WETLAND
POTENTIAL JURISDICTIONAL WETLAND
EXISTING FEMA FLOOD ZONE BOUNDARY
NOTES:
1. SEE SHEET C001 FOR GENERAL NOTES
2. CONTRACTOR SHALL REFER TO OTHER PLANS WITHIN THIS SET FOR OTHER
PERTINENT INFORMATION. IT IS NOT THE ENGINEER'S INTENT THAT ANY SINGLE
PLAN SHEET IN THIS SET OF DOCUMENTS FULLY DEPICT ALL WORK ASSOCIATED
WITH THE PROJECT.
3. PRELIMINARY WATERS OF THE UNITED STATES DELINEATION AND DETERMINATION
REPRESENTS BEST PROFESSIONAL JUDGEMENT REGARDING POTENTIAL OF
ON -SITE WETLANDS, STREAMS, AND OTHER WATER FEATURES AT THE TIME OF
THE INVESTIGATION TO BE USED FOR PRELIMINARY PROJECT PLANNING ONLY.
PRIOR TO ANY CONSTRUCTION OR EARTH DISTURBANCE, A FORMAL APPROVED
JURISDICTIONAL DETERMINATION (AJD) SHOULD BE OBTAINED FROM THE UNITED
STATES ARMY CORPS OF ENGINEERS (USACE).
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
SCALE IN FEET
0 80 160
BEFORE YOU DIGI
CALL 1-800-632-4949
N.C. ONE -CALL
CENTER ITS THE LAW
a
IY
U
Wo
IY a
z
O U
w
c
cc
901
CU
c)
N
co
.�
0
z
O
N
O
M
O
m
cq
p
V
1
o
1��,
a)RT o
Mr..4
X U
11
L
U
w
J
N
M
1
Z
�
M�
O
1
�
�
�1
C
M
0
a)
N
.�
CL
00
.)
a
w
0
O
L
*'"
o
"~
M
.Q
VZ
ZO
Z
aazo
U
0
V
°uaa�
C3
Z
J
gOC.)=O
�
C.)CC
�
W
O
=
V
=
Z0%
~
a�o�
W
it
OWLuMZ
o
V
�.
m
V
a
�
z
q<a
O
0 �
0
CD
a
a
Z
m
0
}
m
Z
�
o
Y
U
0
0
w
U
Z
o
o
U
C'3
Z
N
mZ
m
O
0
a
N
0
O
R
�a0da®®®64810lt/fB{p®'ar�� W
CAR®,aR,' w o
&�9 Fps < ,E ®® Z
/ >® a C) w
® U 4> `v w U
C '' 7 Iii °
L
® ~ 0 a
`® o o a
04
s DRAWING NO.:
s
a * C100
s l.�7j
6 I 5
4

G
\ \\ OVERHEAD W/RE
�-ll��ti^ III
1 \ \ \ \ \Ill I \ \ \ 1111III I \ \
\ \ \ \ \ ..:..: >.::.., .•'...:..: :::... `.':, .:�..;.., :' :':.- : ".:.'::'.....:...::'..:':.:.. � III 11\ ��� I \\ \ \ \ \ 111\11j 1 I
POTENTIAL NON -JURISDICTIONAL
\\\\I\ \ \ \ \ \ IIII I I I I / OR EXCLUDED WATERS OF THE US
\�\
I \ \ \\ \\ \ \\\\\\\\�.,�
1 \\\\\\ \ / / / IIII II I
\\ / 1 \\\\\\ \( / / IIIII I I C
G
\\\ \�-i 1� III \ \1
\ \ / \ \\ \\\ .. ✓1'. I III II r--1 \ I I��II \ \ \ I IIP I > I \ III III I I 1
\ \\ \\ �"'►: I\
,�-�, II14111.II� I�IIIIIIIIII\ IIIIIII`�II / 1 j
.... I` ';
III ilfijl 11 \ \ IIIII111^ I\ \ .15 IIIltllll-,vll / /
�1�11111 I I IIII ► 1 l o l \ o► , /
Ilpl�I I 11 \ \ I III it I
\ \ \ \\\ .... ...: Il/l II /III �11� I l/ l/ I I , \III I - � /�• - . - �-------
\,IN /`l� I� ��l/ l/ I l 1111� jll I I ,1 ,I I ••/
\ ) -1)t//l,/
III P [Illl 111 l ll I- I� I \ I
`�f"D 5cn 1111111 . I I
-.-.-.-
\
/ �� r�// �\-�\�;
\\ l
i \ \ \\ \�\ \ \ I/// 1�� \�� PROPOSED ORANGE CONSTRUCTION III
SAFETY FENCE (TYP.) I I 1 I I
SEE DETAIL 5 ON SHEET C800 IIII I- /
� I.
Ni 11 I I I
1 \ \ ��\ \ ��\� r°, (,/✓� I/� �i 1 \ / • g I ll�oll� I l
It
F \\ \ \\ `�\\\\\\ \\� i... �--��� �\ 1 III II I. j I I/ v PROPOSED TEMPORARY SPECIAL
��,SEDIMENT FENCE (TYP.)
\ \ /7 (/I SEE DETAIL 2A ON SHEET C800
PROPOSED DOUBLE ROW OF
TOP OF BERM AND >>p TEMPORARY SPECIAL SEDIMENT FENCE
'GRAVEL ACC.50ESS 7g / SEE DETAIL 2A ON SHEET C8-
/ ELEV 178s
J //1 I -� I �• / ' I RELOCATED 12" DIA. SCH. - - -
E
40 STEEL PIPE AND
VALVES I 1
h PROPOSED SILT FENCE OUTLET (TYP.)
\ \ \ \ \ EXIS77NG PAD - / ^� �/ ^ I �� x I l SEE DETAIL 2B ON SHEET C800
1 \ \ \ \ TO REMAIN / / / / i / I i
EXISTING POTENTIAL
� /I I WATERS OF THE US
I NOT TO BE
EXISTING BERM / /� / ( I I / DISTURBED
\ AR4UC0 PANELS USA LLC \ \\ \\ \ // \� \\- TO BE REMOVED //,//t� - - - - - - - - --
PIN 9687 00 73 2751 \ \ \ / / / \\ \�\ \ / / l I l I I l � - - - - - \
\ DB 1602 PG 0828 \ \\\�
\ \ 103.69 AC \ \ / ���\��6 �\� // 15.0 /- - - - - - - - - - - - - - - - - - \--
\ \ \ \�\ \�: h / 1
\ \ / / \ \\ �� �, ^��h / / / / CONTRACTOR TO USE AQUADAM OR
\ \ \ ,�`� / / \\ �� �� `\�\\\�� �/ / I / / / / APPROVED EQUAL. SEE CONSTRUCTION 1 /
\ \ \\ Q EXISTING INFLUENT PIPE TO / \\� ���\\\�� / / / / / /-/- SEQUENCE ON SHEET C001 FOR A/
INFORMATION ON PHASING AND POND
\\ \\ \ \ BE EXTENDED TO DAYLIGHT I �\ ��\\ \ \\ / /�' I i �\ OPERATIONS DURING CONSTRUCTION.
\ / /' I /
I \ \ TOP OF BERM AND
GRAVEL ACCESS / / �nli(�/ \\ `\� . - ��- /
ELEV. = 178.50 // / I
IMPERVIOUS 1� POND 5D-
\ \\ \\ FILL (TYP.) % EXISTING STORAGE VOLUME BELOW
ELEV. 172.50 = 1,127,520 CF
\ \ EXISTING STORAGE VOLUME BELOW
ELEV. 170.50 = 834,099 CF
ARAUCO v \V ��v v - A
/ \ \ / / / PROPOSED STORAGE VOLUME BELOW
FLAKEBOARD / \\ \ / 1 / ELEV. 172.50 = 1,235,064 CF
PROPOSED STORAGE VOLUME BELOW i
ELEV. 170.50 = 921,075 CF
\
01
//// �� 1
\\ \ \\ I\ � EX/STING FEMA /� 100-YR / A\ ��
FLOOD ZONE LINE
TOP OF BERM\--
\\ ELEV.= 178.50 / ) /��/��/ / _ / // A j
vv C l �,/l
5 //��% // - // / POTENTIAL JURISDICTIONAL
/��� / WATERS OF THE US
PROPOSED EROSION
CONTROL MATTING (TYP.)
SEE DETAIL 4 ON SHEET C800
/
EXIS77NG BERM / / I 1 3 (MIN.)
\ �// / / ELEV = 172.5 _0 / / •�, G 1 POTEN77AL NON-✓UR/SD/C77ONAL 1
/ \ I OR EXCLUDED WATERS OF THE US
/ \\ \ • / \ \����/� / / �I I (DISTURBED AREA=0.82 ACRES)
�0 h� TOP OF BERM
/ \ 0 EXIS77NG PADS AND AND GRAVEL 165i jj ji /r/
PUMP STA77ON TO / / ACCESS I AR4UCO PANELS USA LLC
ELEV17850 :.= .� ��i� �/ /. SITE /S /N FEMA FLOOD ZONE PIN 9687 00 83 8650 1 1
_ - � ��• � � AE ON F/RM MAP 3710968700E 1
1 Tp'. BASE FLOOD ELEV = 176.50 OB 1602 22.94 A 0828
BERM TO BE RAISED TO ELEV-
1
\
PROPOSED TEMPORARY \5.0' ABOVE BASE
// �� �' �� 178.50 - 2 CONSTRUCTION ENTRANCE (TYP.)-- ����
\ SEE DETAIL 1 ON SHEET C800 \ �i��� ' N�5 FLOOD ELEV 10
\\ \ - _- I �° \\\ � � _� 1��• � / DISTURPROPOSED BANCECOTES:
LIMIT (TYP.) = 8.1 AC \ 10'
15.0 \ ' ✓ ' \
\� \� / / EXISTING MONITORING WELL TO \
----- / ; BE ABANDONED IN ACCORDANCE \ 1. EXCAVATE TO A SUITABLE MATERIAL DEPTH AS DETERMINED BY THE
WITH NCDEQ REQUIREMENTS II GEOTECHNICAL ENGINEER OF RECORD OR THEIR FIELD REPRESENTATIVE.
• F PROPOSED TEMPORARY SPECIAL / \ 2. SLOPE TO DRAIN AND OUTLET FILL FOUNDATION KEY DRAIN BEYOND THE
SEDIMENT FENCE (TYP.) / I LIMITS OF NEW FILL AT LOCATIONS SHOWN ON PLAN USING SUBSURFACE
/ SEE DETAIL 2A ON SHEET C800 / I DRAINS.
PROPOSED SILT FENCE OUTLET (TYP.) % 3. EXISTING SLOPING GROUND SURFACES SHOULD BE CONTINUOUSLY BENCH TO
\\ SEE DETAIL 2B ON SHEET C800 / RECEIVE NEW FILL MATERIALS. BENCHES SHOULD BE A MAXIMUM OF 3 FEET
IN HEIGHT AND A MINIMUM OF 6 FEET IN WIDTH. THE INITIAL LIFT OF NEW
�- ED SUBGRADES SOILS AND OVER
-0_ --0- -O- o-p �� �\ \ i / - - I - - _ I SUBSEQUENT FILL SOILS `LIIFTS SHOULD CED OVER EBEHBLENDED WITH THE SUBGRADE SOILS USING
SHEEPSFOOT ROLLER EQUIPMENT.
4. REFER TO GEOTECHNICAL ENGINEERING SERVICES REPORT PREPARED BY
PROFESSIONAL SERVICE INDUSTRIES, INC. DATED JULY 17, 2017.
REFERENCE
1. EXISTING CONDITIONS DATA COMBINED FROM SURVEYS BY MIKE CAIN SURVEYING DATED DETAIL 301
1 1-14-2016 & 8-30-2017, PATTERSON LAND SURVEYING, P.A. DATED 12-4-2015, AND
CIS DATA OBTAINED FROM THE CHATHAM COUNTY GIS DATABASE. DATA WAS ADJUSTED TO FILL FOUNDATION KEY Q
GENERATE BASE MAP AS NEEDED.
2. PRELIMINARY WATERS OF THE UNITED STATES DELINEATION AND DETERMINATION WAS N.T.S.
PERFORMED BY CIVIL & ENVIRONMENTAL CONSULTANTS, INC. ON SEPTEMBER 8 & 9, 2020.
NOTES:
1. SEE SHEET C001 FOR GENERAL NOTES
2. CONTRACTOR SHALL REFER TO OTHER PLANS WITHIN THIS SET FOR
OTHER PERTINENT INFORMATION. IT IS NOT THE ENGINEER'S INTENT
THAT ANY SINGLE PLAN SHEET IN THIS SET OF DOCUMENTS FULLY
DEPICT ALL WORK ASSOCIATED WITH THE PROJECT.
3. PRELIMINARY WATERS OF THE UNITED STATES DELINEATION AND
DETERMINATION REPRESENTS BEST PROFESSIONAL JUDGEMENT
REGARDING POTENTIAL OF ON -SITE WETLANDS, STREAMS, AND
OTHER WATER FEATURES AT THE TIME OF THE INVESTIGATION TO
BE USED FOR PRELIMINARY PROJECT PLANNING ONLY. PRIOR TO
ANY CONSTRUCTION OR EARTH DISTURBANCE, A FORMAL APPROVED
JURISDICTIONAL DETERMINATION (AJD) SHOULD BE OBTAINED FROM
THE UNITED STATES ARMY CORPS OF ENGINEERS (USACE).
LEGEND
EXISTING PROPERTY LINE
EXISTING INDEX CONTOUR
EXISTING INTERMEDIATE CONTOUR
EXISTING GRAVEL
EXISTING CONCRETE
EXISTING STRUCTURE
L
POTENTIAL NON -JURISDICTIONAL WETLAND is
., POTENTIAL JURISDICTIONAL WETLAND
EXISTING FEMA FLOOD ZONE BOUNDARY
170 PROPOSED INDEX CONTOUR
PROPOSED INTERMEDIATE CONTOUR
- - - - --172.50 - - - - - - PROPOSED ONE-HALF FOOT CONTOUR
PROPOSED IMPERVIOUS FILL
• . • . • PROPOSED LIMIT OF DISTURBANCE
SF PROPOSED HIGH HAZARD SILT FENCE
PROPOSED ORANGE CONSTRUCTION FENCE
PROPOSED SILT FENCE OUTLET
O�oo D� o O PROPOSED TEMPORARY CONSTRUCTION ENTRANCE
PROPOSED EROSION CONTROL MATTING
IMPERVIOUS FILL TO TOP
OF BERM (SEE NOTE)
EFFECTIVE WATER PROPOSED BERM
SURFACE ELEV.=178.50
ELEVATION=170.50 GRAVEL ACCESS
\\ I� 5.0 PROPOSED EXIS77NG BERM 1 FEMA BASE FLOOD
Y. _GRADE ELEY.=172.50 _ _ _ _ELEV_ATION=176.50
EXIS77NG GR40E - - - - - - J 3.1 1 SCARIFY SOIL*
ELEV=172.50
EXIS77NG BOTTOM -
SCARIFY SOIL* OF POND
IMPERVIOUS FILL TO TOP EXISTING UNDOCUMENTED FILL
OF BERM (SEE NOTE) SCARIFY SOIL* CONTRACTOR TO REMOVE PRIOR
TO PROPOSED STRUCTURAL
BERM FILL CONSTRUCTION
* WHERE NEW FILL IS PLACED ON
EXISTING FILL, STRIP EXISTING VEGETATION
AND SCARIFY THE SOIL SURFACE FOR
BONDING OF THE NEW FILL
CROSS SECTION A -A
NOT TO SCALE
PROPOSED BERM
ELEV.=178.50
EFFECTIVE WATER PROPOSED
SURFACE GRADE I. 12.0' FEMA BASE FLOOD
ELEVATION=170.50 - - - - - - _ _ ELEVATION=176.50
IMPERVIOUS FILL TO TOP EXIS77NG BOTTOM
S
OF BERM. TIE INTOSEE NOTE OIL* OF POND
SOIL
EXISTING LINER
( ) IMPERVIOUS FILL TO TOP
OF BERM. TIE INTO
* WHERE NEW FILL IS PLACED ON EXISTING LINER (SEE NOTE)
EXISTING FILL, STRIP EXISTING VEGETATION
AND SCARIFY THE SOIL SURFACE FOR
BONDING OF THE NEW FILL
CROSS SECTION B-B
IMPERVIOUS FILL
(SEE NOTE)
NOT TO SCALE
15.0'
10.0'
8" AGGREGATE 100% OF STD.
PROCTOR MAX. DRY DENSITY AT
-3% TO +2% OPT. MOISTURE
2.0% 2.0% 2.0% 2.0%
~ ~ ~ GI P%1 -9 7A Rn
/\\'/\\'/\\'/\\'/\\'/, ,,
GRAVEL ACCESS
NOT TO SCALE
IMPERVIOUS FILL/LINER:
1. A 1.5 FOOT THICK LAYER OF IMPERVIOUS FILL SHALL BE PLACED IN HATCHED AREA ON PLAN. IMPERVIOUS FILL TO
BE PLACED AT PROPOSED ELEVATION 178.50 AND BELOW. EXISTING BERMS THAT ARE NOT DISTURBED CAN REMAIN.
2. THIS MATERIAL SHALL CONSIST OF SATISFACTORY IMPERVIOUS MATERIAL CLASSIFIED AS LEAN CLAY (CL), SANDY CLAY
(GREATER THAN 30% CLAY (CL), OR BORDERLINE CLAY AND SILT (CL-ML) IN ACCORDANCE WITH ASTM D 2487.
3. CLAY LINER SHALL HAVE A HYDRAULIC CONDUCTIVITY VALUE OF 1.0 X 1 cr7 CM/S.
4. THE PLASTICITY INDEX OF THIS MATERIAL SHALL NOT BE LESS THAN 20 NOR GREATER THAN 40.
5. THIS MATERIAL SHALL BE FREE OF ALL ORGANIC MATERIAL, WASTE, OR OTHER DETRIMENTAL MATERIALS.
6. ONSITE MATERIAL MEETING THE ABOVE SPECIFICATIONS MAY BE USED.
7. FILL MATERIAL SHALL BE PLACED IN 8" THICK LOOSE LIFTS AND COMPACTED TO 95% STANDARD PROCTOR DENSITY.
8. DURING COMPACTION, SOIL MOISTURE MUST BE MAINTAINED WITHIN THE RANGE OF -0% TO +4% OF OPTIMAL
MOISTURE UNLESS OTHERWISE ALLOWED BY THE GEOTECHNICAL ENGINEER.
9. SEE ORIGINAL CONSTRUCTION DRAWINGS TITLED WATER CLOSED -LOOP RECYCLE SYSTEM WASTE WATER LAGOON DIVIDER
BY MID -SOUTH ENGINEERING CO. DATED 10-13-2009.
COMPACTED FILL:
1. THIS MATERIAL SHALL MEET THE REQUIREMENTS OF STRUCTURAL FILL PER THE GEOTECHNICAL REPORT OR
IMPERVIOUS FILL.
2. FILL SHALL BE PLACED IN 8" LOOSE LIFTS AND COMPACTED TO 95% STANDARD PROCTOR DENSITY.
3. MOISTURE CONTENT SHALL BE MAINTAINED AS REQUIRED IN GEOTECHNICAL REPORT OR AS SPECIFIED FOR
IMPERVIOUS FILL.
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
SCALE IN FEET
0 80 160
110
CU
c)
n
N
co
ril
0
Z
O
N
O
M
O
In
�
cl
1
Q"CN
1m
a)0
C?
X U
11
U
LL
1
� 5
.0
U
J
N
3
-
M a)
1
Z
�
M�
O�
1
�
�1
C
l M
Q
�0
N
O
.>
0)
CL
�
a
W
v
•P-4
C
•'b
c
C)
ZO
Z
aaZo
C�
O
V
waa2:i
0
Z
O
C.)
=
LL
W
2
v
=
Z
~
ao�
C
LU
CC
o
WLLJMZ
�
o
U
�.
M
V
aU)
z
�a
o
BEFORE YOU DIQI
W
CALL 1-800-632-4949
N.C. ONE -CALL
CENTER ITS THE LAW(
W
a06a®®®6481 O!� BBBtttt
\\C t
Q
7 j
a
S L ,
04
DRAWING NO.:
m
Z Y
3: U
w
0 U
N Lu
O W
N 0
cc
Z
m a
O
U
Lij om
J Z p
F w
w O
0 CL
0 o a CL
C300
P
tatdddd8ddl 6l d���4®�
6 5

TRACKING OF MUD ON THE EDGE
s0" M,N
NOTES: INSPECTION & MAINTENANCE:
1. STABILIZED CONSTRUCTION ENTRANCES SHOULD BE USED
AT ALL POINTS WHERE TRAFFIC WILL EGRESS/INGRESS A
CONSTRUCTION SITE ONTO A PUBLIC ROAD OR ANY
IMPERVIOUS SURFACES, SUCH AS PARKING LOTS.
2. INSTALL A NON -WOVEN GEOTEXTILE FABRIC PRIOR TO
PLACING ANY STONE.
3. INSTALL A CULVERT PIPE ACROSS THE ENTRANCE WHEN
NEEDED TO PROVIDE POSITIVE DRAINAGE.
4. THE ENTRANCE SHALL CONSIST OF 2-INCH TO 3-INCH D50
STONE PLACED AT A MINIMUM DEPTH OF 6-INCHES.
5. MINIMUM DIMENSIONS OF THE ENTRANCE SHALL BE
12-FEET WIDE BY 50-FEET LONG, AND MAY BE MODIFIED
AS NECESSARY TO ACCOMMODATE SITE CONSTRAINTS.
6. THE EDGES OF THE ENTRANCE SHALL BE TAPERED OUT
TOWARDS THE ROAD TO PREVENT TRACKING AT THE EDGE
OF THE ENTRANCE.
7. DIVERT ALL SURFACE RUNOFF AND DRAINAGE FROM THE
STONE PAD TO A SEDIMENT TRAP OR BASIN OR OTHER
SEDIMENT TRAPPING STRUCTURE.
8. LIMESTONE MAY NOT BE USED FOR THE STONE PAD.
9. REFERENCE NCDEQ EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL, SECTION 6.06.
1. THE KEY TO FUNCTIONAL CONSTRUCTION ENTRANCES IS WEEKLY
INSPECTIONS, ROUTINE MAINTENANCE, AND REGULAR SEDIMENT
REMOVAL.
2. REGULAR INSPECTIONS OF CONSTRUCTION ENTRANCES SHALL BE
CONDUCTED ONCE EVERY CALENDAR WEEK AND, AS RECOMMENDED,
WITHIN 24-HOURS AFTER EACH RAINFALL EVEN THAT PRODUCES
1/2-INCH OR MORE OF PRECIPITATION.
3. DURING REGULAR INSPECTIONS, CHECK FOR MUD AND SEDIMENT
BUILDUP AND PAD INTEGRITY. INSPECTION FREQUENCIES MAY NEED
TO BE MORE FREQUENT DURING LONG PERIODS OF WET WEATHER.
4. RESHAPE THE STONE PAD AS NECESSARY FOR DRAINAGE AND
RUNOFF CONTROL.
5. WASH OR REPLACE STONES AS NEEDED AND AS DIRECTED BY SITE
INSPECTOR. THE STONE IN THE ENTRANCE SHOULD BE WASHED OR
REPLACED WHENEVER THE ENTRANCE FAILS TO REDUCE THE AMOUNT
OF MUD BEING CARRIED OFF -SITE BY VEHICLES. FREQUENT WASHING
WILL EXTEND THE USEFUL LIFE OF STONE PAD.
6. IMMEDIATELY REMOVE MUD AND SEDIMENT TRACKED OR WASHED
ONTO ADJACENT IMPERVIOUS SURFACES BY BRUSHING OR SWEEPING.
FLUSHING SHOULD ONLY BE USED WHEN THE WATER CAN BE
DISCHARGED TO A SEDIMENT TRAP OR BASIN.
7. DURING MAINTENANCE ACTIVITIES, ANY BROKEN PAVEMENT SHOULD
BE REPAIRED IMMEDIATELY.
8. CONSTRUCTION ENTRANCES SHOULD BE REMOVED AFTER THE SITE
HAS REACHED FINAL STABILIZATION. PERMANENT VEGETATION SHOULD
REPLACE AREAS FROM WHICH CONSTRUCTION ENTRANCES HAVE BEEN
REMOVED, UNLESS AREA WILL BE CONVERTED TO AN IMPERVIOUS
SURFACE TO SERVE POST -CONSTRUCTION.
TEMPORARY CONSTRUCTION ENTRANCE
NOT TO SCALE
NPDES PERMIT - THE FOLLOWING STABILIZATION SCHEDULE SHALL APPLY:
THIS PROJECT SHALL ABIDE BY CHANGES IN THE NPDES PERMIT (NCG01), WHICH WENT INTO EFFECT
AUGUST 3, 2011 AND INCLUDE (BUT NOT LIMITED TO) THE FOLLOWING:
SITE AREA DESCRIPTION
STABILIZATION TIMEFRAME
STABILIZATION TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY WATER (HQW) ZONES
7 DAYS
NONE
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER THAN 3:1
7 DAYS
LENGTH AND ARE NOT STEEPER THAN
2:1, 14 DAYS ARE ALLOWED
7-DAYS FOR SLOPES GREATER THAN
SLOPES 3:1 OR FLATTER
14 DAYS
50' IN LENGTH
ALL OTHER AREAS WITH SLOPES
NONE (EXCEPT FOR PERIMETERS AND
FLATTER THAN 4:1
14 DAYS
HQW ZONES)
TEMPORARY SEEDING SPECIFICATION
SEEDING MIXTURE:
SPECIES RATE (lb/acre)
RYE (grain) 120
SEEDING DATES:
AUG 15 TO DEC 30
SOIL AMENDMENTS:
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY
2000 Ib/ac GROUND AGRICULTURAL LIMESTONE AND
750 Ib/ac 10-10-10 FERTILIZER.
MULCH:
APPLY 4000Ib/ac STRAW. ANCHOR STRAW BY TACKING
w/ ASPHALT, NETTING, OR A MULCH ANCHORING TOOL.
A DISK w/ BLADES SER NEARLY STRAIGHT CAN BE USED
AS A MULCH ANCHORING TOOL.
MAINTENANCE:
RE -FERTILIZE IF GROWTH IS NOT FULLY ADEQUATE, RE -SEED,
RE -FERTILIZE AND MULCH IMMEDIATELY FOLLOWING EROSION
OR OTHER DAMAGE.
CUT/FILL SLOPES SEEDING SPECIFICATIONS - STEEPER THAN 3:1
SEEDING MIXTURE:
SPECIES RATE (lb/acre)
TALL FESCUE 100
SERICEA LESPENDEZA 30
KOBE LESPENDEZA 10
NURSE PLANTS:
BETWEEN MAY 1 AND AUG 15, ADD 10Ib/ac GERMAN MILLET
OR 15 Ib/ac SUDANGRASS. PRIOR TO MAY 1 OR AFTER AUG 15,
ADD 40 Ib/ac RYE (GRAIN). IT MAY BE BENEFICIAL TO PLANT THE
GRASSES IN LATE SUMMER AND OVERSEED THE LESPENDEZAS
IN MARCH.
SEEDING DATES:
BEST POSSIBLE
AUG 25 - SEPT 15 AUG 20 - OCT 25
FEB 15 - MAR 20 FEB 1 - APRIL
SOIL AMENDMENTS:
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TEST, OR
APPLY 4000 Ib/ac GROUND AGRICULTURAL LIMESTONE AND
1200 Ib/ac 10-10-10 FERTILIZER.
MULCH:
APPLY 4000 Ib/ac GRAIN STRAW OR EQUIVALENT COVER OF
ANOTHER SUITABLE MULCHING MATERIAL, ANCHOR MULCH BY
TACKING w/ ASPHALT, ROVING OR NETTING, NETTING IS THE
PREFERRED ANCHORING METHOD ON STEEP SLOPES.
MAINTENANCE:
MOW NO MORE THAN ONCE A YEAR, RE -FERTILIZE IN THE
SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE.
RE -SEED, RE -FERTILIZE, RE -MULCH DAMAGED AREAS IMMEDIATELY.
DITCH/OPEN AREA PERMANENT SEEDING SPECIFICATION
SEEDING MIXTURE:
SPECIES RATE (Ib/ac)
TALL FESCUE 250 (6 Ib/1000 sq ft)
KENTUCKY BLUEGRASS 50 (1 Ib/1000 sq ft)
NURSE PLANTS:
BETWEEN MAY 1 AND AU 15, ADD 10 Ib/ac GERMAN MILLET
OR 15 Ib/ac SUDANGRASS, PRIOR TO MAY 1 OR AFTER AUG 15,
ADD 40 Ib/ac RYE (GRAIN).
SOIL AMENDMENTS:
APPLY LIME AND FERTILIZE ACCORDING TO SOIL TEST, OR APPLY
4000 Ib/ac GROUND AGRICULTURAL LIMESTONE AND 1200 Ib/ac
10-10-10 FERTILIZER.
MULCH:
USE CHANNEL LINING MATERIAL TO COVER THE BOTTOM OF DITCHES.
THE LINING SHOULD EXTEND ABOVE THE HIGHEST CALCULATED DEPTH
OF FLOW. ON CHANNEL SIDE SLOPES ABOVE THE HEIGHT, AND IN
DRAINAGES NOT REQUIRING TEMPORARY LININGS, APPLY 4000 Ib/ac
GRAIN STRAW AND ANCHOR STRAW BY STAPLING NETTING OVER THE TOP.
MULCH AND ANCHORING MATERIALS MUST NOT BE ALLOWED TO WASH
DOWN SLOPE WHERE THEY CAN CLOG DRAINAGE DEVICES.
MAINTENANCE:
INSPECT AND REPAIR MULCH FREQUENTLY. RE -FERTILIZE IN LATE WINTER
ACCORDING TO SOIL TESTS OR APPLY 150 Ib/ac 10-10-10 FERTILIZER
(3 Ib/1000 sq ft). MOW REGULARLY TO A HEIGHT OF 2" TO 4".
3 STABILIZATION SCHEDULE
C800 NOT TO SCALE
EXISTING
GRADE
1 /4" WIRE MESH
SEDIMENT CONTROL
STONE
1 /4" WIRE MESH
unTFR FLOW
SLOPE
SLOPE LENGTH (FT)
MAX. AREA (SQFT)
<2%
100
10,000
2 TO 5%
75
7,500
5 TO 10%
50
5,000
10 TO 20%
25
2,500
>20%
15
1,500
5' STEEI
(MIN. 1.:
SECTION VIEW
NOTES:
1. FILTER BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND DAILY DURING PROLONGED RAINFALL REPAIR SHALL BE MADE AS
NECESSARY.
2. WIRE MESH SHALL BE REPLACED PROMPTLY IF FOUND TO BE IN DISREPAIR.
3. SEDIMENT DEPOSITS SHALL BE REMOVED AFTER EACH STORM EVENT AND WHEN DEPOSITS REACH APPROXIMATELY 1 /3 HEIGHT OF BARRIER.
4. USE NO 5 OR NO. 57 STONE FOR SEDIMENT CONTROL STONE.
5. USE HARDWARE CLOTH 24 GAUGE WIRE MESH WITH 1/4 INCH MESH OPENINGS.
6. INSTALL 5 FT. SELF FASTENER ANGLE STEEL POST 2 FT. DEEP MINIMUM SPACED AT 3 FT.
7. FOR INSTALLATION BETWEEN SECTIONS OF SILT FENCE, EXTEND SEDIMENT CONTROL STONE A MINIMUM OF 12" IN WIDTH ON EACH SIDE OF SPECIAL
SEDIMENT CONTROL FENCE SECTION.
8. REFERENCE NCDOT DRAWING 1606.01
TEMPORARY SPECIAL SEDIMENT FENCE
NOT TO SCALE
ti
m
4 EROSION CONTROL MATTING
C800 NOT TO SCALE
POST
STANDARD HARDWARE RIP RAP FACED WITH #57 WASHED
CLOTH - EXTEND 12" STONE - 6" THK MIN.
BELOW GRADE
NOTE: CARRY RIP -RAP THOUGH TO BREAK IN BERM
x
co TO BREAK IN BERM
N
GROUND
OPTIONAL 5' X 10' X 2' DEEP
`V SEDIMENT PIT
EROSION CONTROL MATTING
INSTALLATION:
1. PREPARE SOIL BEFORE INSTALLING ROLLED
EROSION CONTROL PRODUCTS (RECPS),
INCLUDING ANY NECESSARY APPLICATION OF
LIME, FERTILIZER, AND SEED.
2. BEGIN AT THE TOP OF THE SLOPE BY
ANCHORING THE RECPS IN A 6"(15CM) DEEP
X 6"(15CM) WIDE TRENCH WITH
APPROXIMATELY 12" (30CM) OF RECPS
EXTENDED BEYOND THE UP -SLOPE PORTION
OF THE TRENCH. ANCHOR THE RECPS WITH
A ROW OF STAPLES/STAKES APPROXIMATELY
12" (30CM) APART IN THE BOTTOM OF THE
TRENCH. BACKFILL AND COMPACT THE
TRENCH AFTER STAPLING. APPLY SEED TO
THE COMPACTED SOIL AND FOLD THE
REMAINING 12"(30CM) PORTION OF RECPS
BACK OVER THE SEED AND COMPACTED SOIL.
SECURE RECPS OVER COMPACTED SOIL
WITH A ROW OF STAPLES/STAKES SPACED
APPROXIMATELY 12"(30CM) APART ACROSS
THE WIDTH OF THE RECPS.
3. ROLL THE RECPS (A) DOWN OR (B)
HORIZONTALLY ACROSS THE SLOPE. RECPS
WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL RECPS
MUST BE SECURELY FASTENED TO SOIL
SURFACE BY PLACING STAPLES/STAKES IN
APPROPRIATE LOCATIONS AS SHOWN IN THE
STAPLE PATTERN GUIDE.
4. THE EDGES OF PARALLEL RECPS MUST BE
STAPLED WITH APPROXIMATELY 2" - 5"
(5-12.5CM) OVERLAP DEPENDING ON THE
RECPS TYPE.
5. CONSECUTIVE RECPS SPLICED DOWN THE
SLOPE MUST BE END OVER END (SHINGLE
STYLE) WITH AN APPROXIMATE 3"(7.5CM)
OVERLAP. STAPLE THROUGH OVERLAPPED
AREA, APPROXIMATELY 12"(30CM) APART
ACROSS ENTIRE RECPS WIDTH.
NOTE:
1. IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE
OR STAKE LENGTHS GREATER THAN 6"(15CM) MAY
BE NECESSARY TO PROPERLY SECURE THE
RECPS.
2. ALL SLOPES WITH SLOPE GREATER THAN 3:1
THAT CONSTRUCTION ACTIVITIES HAVE
PERMANENTLY OR TEMPORARILY CEASED SHALL
BE STABILIZED WITH NA GREEN S 150 EROSION
CONTROL MATTING OR APPROVED EQUAL.
3. REFERENCE NCDEQ EROSION AND SEDIMENT
CONTROL PLANNING AND DESIGN MANUAL,
SECTION 6.17.
"EXCAVATE 8"X12" TRENCH UPSLOPE ALONG LINE
OF POSTS EXTEND HARDWARE CLOTH INTO TRENCH,
SECTION BACKFILL TRENCH AND COMPACT SOIL
8'-0" MAX
ADDITIONAL HORIZONTAL
BRACE OPENING
ATTACH HARDWARE CLOTH TO
POST SECURELY WITH TIES
STANDARD HARDWARE u
CLOTH - EXTEND 12" SILT FENCE OUTLET TO BE
BELOW GRADE LOCATED AT LOWPOINT IN
ELEVATION SILT FENCE OR AS SPECIFIED
NOTES:
1. FILTER BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND DAILY
DURING PROLONGED RAINFALL. REPAIR SHALL BE MADE AS NECESSARY.
2. FABRIC SHALL BE REPLACED PROMPTLY IF FOUND TO BE IN DISREPAIR.
3. SEDIMENT DEPOSITS SHALL BE REMOVED AFTER EACH STORM EVENT AND WHEN DEPOSITS
REACH APPROXIMATELY 1 /3 HEIGHT OF BARRIER.
4. SILT FENCE OUTLETS SHALL BE LOCATED AT LOW POINTS IN CONTINUOUS RUN OF SILT.
_2B TEMPORARY SILT FENCE OUTLET
C800 NOT TO SCALE
48" HIGH DENSITY ORANGE
POLYETHYLENE SAFETY FENCE
STAKES: 72" T-POST DRIVEN
20" MIN. BELOW GRADE
WIRE OR ZIP TIES TO SECURE
SAFETY FENCE TO POST
FINISHED GRADE
NOTES:
1. ALL SENSITIVE AREAS SHALL BE PROTECTED AS PER PLAN.
2. SAFETY FENCE SHOULD BE FASTENED SECURELY TO THE T-POSTS.
3. THE FENCING MUST REMAIN IN PLACE DURING ALL PHASES OF CONSTRUCTION; ANY CHANGE
OF THE PROTECTIVE FENCING MUST BE APPROVED.
TEMPORARY ORANGE CONSTRUCTION FENCE
NOT TO SCALE
FINAL DESIGN °'®`
NOT RELEASED FOR CONSTRUCTION $4� O' s
y
' a
04 �s e
� II
� B
°
,
ro
IIIIAe,e'uaA ad�m4�00
U
W p
LL a
z
O �
W
oC
u
i-1
CM
ti
ICI
�
.�
N
U
„y
z
O
N
O
M
i
O
co
t
ti
co)
1
O
o
1
O
1
ce
M ,�
�
U
U
a
IIU�cc
='LL.=
U
J
'/
M
w�
1
Z
>
M
O
1
ci
O
�
N
.>O
Q
0)
W
c
a
U
"
p�
O
C�
a
�
•ry
r
O
"~
M
■
UZ
z0
z
QazM
U♦Lu0
W
v
�
�
Z
1=
0
=
oC
�cnO=V
OC
W
(�
2
Z
~
W
0
V�ooU
W
M
Z
Q
Z
00
�a
Q
�
G
0 �
0
w I w
o�
r
H
Z
LLJ 2J
_
}
W
W
00
Z
w
0
00
Z J
D
M
cc
O Z
N Q
0 U
Q
w
U
N
0
N
w
m
O
w
0
z
a
cc
o
m
O
O
U
c�
o
0
a
a
DRAWING NO.:
C800
61

3
2
F
E
Pat McCrory
Governor
n•�/V
NCDENR
North Carolina Department of Environment and Natural Resources
North Carolina DWR List of Approved PAMS/Flocculants
Updated 11/10/2014
John E. Skvarla, III
Secretary
Company
Product
Maximum Recommended Concentration
Applied Polymer System
APS 712
59.3 ppm
Applied Polymer System
APS 730
5.6 ppm
Applied Polymer System
APS 740
5.2 ppm
Applied Polymer System
APS 703d
**
Applied Polymer System
APS 703d#3
**
Applied Polymer System
APS 706b
**
Applied Polymer System
APS 705
27.7 ppm
Aquamark, Inc
AQ100
Land surface application only at 39.7 ppm
Aquamark, Inc
AQ109
Land surface application only at 0.180g/I
Ashland Hercules Water Tech
Ashland Charge Pac 55
9
10 m /L
9
Ashland Hercules Water Tech
Ashland Zalta MC 9500
10 mg/L
Cape Fear Consulting
PAX-CFC39A
5 ppm
Cape Fear Consulting
CFC-4330
4.5 ppm
Carolina Hydrologics
HYDROLOC PAM
Land surface application only at 3.0 mg/I
Chemical Solutions, Inc.
CS-1234 and/or CS-1234D
500 mg/L per 18% solids *(see below)*
Green Techniques
Soil Defender
Land surface application only at 0.008%
HaloSource, Inc.
GelFloc
2.56 mg/L
HaloSource, Inc.
LBP-2101
500 mg/L
Hanes Geo Components
TerraGuard Granular PAM
3.25mg/L
Innovative Turf Solutions
EnviroPam
200 mg/L
Innovative Turf Solutions
Erosion Guard Powder, Erosion
Guard Logs/Erosion Guard Flats
200 mg/L
Innovative Turf Solutions
FLOC
650 mg/L
Leaner Meaner Greener, Inc
L.M.G. Dust Magnet 281 Solution
0.05%
Leaner Meaner Greener, Inc
L.M.G. Dust Magnet 163 powder
0.5 mg/L
Leaner Meaner Greener, Inc
DBP-2100
28.125 mg/L
Nalco
Nalco 8187
100 ppm
NTU
GeoScrub 10 13 20 23 34
10 m /L
NTU
GeoScrub Bubbles
1 m9 /L
Paschal Associates Sales
PFR P251
25ppm
Southeastern Laboratories
SEL FLOC 6026
7.5 ppm
Storm Klear
0
3 /o Li ui-Floc
q
9.4 m /L
9
Terra Novo
EarthGuard
.000625 mL/L
Additional information for specific products:
• For use and toxicity guidance regarding CS-1234 and/or CS-1234D, please contact Cindy Moore
with the DWR Aquatic Toxicology Branch at [phone] or at cindy.a.moore(a)ncdenr.gov
See next page for additional information
1621 Mail Service Center, Raleigh, North Carolina 27699-1621
Location: 4401 Reedy Creek Road, Raleigh, North Carolina 27607
Phone: [phone] \ FAX: [phone]
Internet: portal.ncdenr.org/weblwq/home
An Equal Opportunity \ Affirmative Action Employer
Please check for updates to this list online by navigating to the following link:
http://Portal.ncdenr.org/c/document library/get file?uuid=0422f500-1781-4818-b46a-
db0708dd2f57&groupld=38364
***
For more information on the use of polymers, please contact Boyd DeVane at [phone] or at
boyd.devane(a)ncdenr.gov .
***
For additional information about toxicity testing requirements, please contact Cindy Moore at [phone]
or at cindy.a.moore(a�ncdenr.gov .
***
A list of laboratories that have been approved by the DWR to perform toxicity testing can be found at:
http://portal.ncdenr.org/c/document_library/get_file?uuid=97ceb8ed-0454-4a4b-ae0a-
3450fd756661 &qroupld=38364
NPDES Stormwater Discharge Permit for Construction Activities (NCG01)
NCDENR/Division of Energy, Mineral and Land Resources
STABILIZATION TIMEFRAMES
(Effective Aug. 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
Perimeter dikes, swales, ditches, slopes
7 days
None
High Quality Water (HQW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 flatter
14 days
7 days for than 50' in length.
or
slopes greater
All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
T Page 1 of 2
DEMLR Monitoring Form Rev. 08012013 Pab{{
INSPECTION AND MONITORING RECORDS FOR ACTIVITIES UNDER STORMWATER GENERAL PERMIT NCG010000
AND SELF -INSPECTION RECORDS FOR LAND DISTURBING ACTIVITIES PER G.S. 113A-54.1
Project Name
Land Quality or Local
Program Project #
Financially Responsible
County
Party, (FRP) / Permittee
INSPECTOR
Name
Employer
Inspector Type (Mark)
X
Address
FRP/Permittee
Agent/Designee
Phone-lTumUer
EmailAddress
PART 1A: Rainfall Data
Day Date
/
Rain Amt (inches)
Daily Rainfall Required, except for
Holidays or Weekends. If no rain,
indicate with a "zero"
M
T
W
Th
F
Sat (Optional)
Sun (Optional)
PART 1C• Rinnnififira of Insnot_fnr
PART 1 B: Current Phase of Proiect
Phase of Grading
check the applicable box(es)
X
Installation of perimeter erosion and sediment control measures
Clearing and grubbing of existing ground cover
Completion of any phase of grading of slopes or fills
Installation of storm drainage facilities
Completion of all land -disturbing activity, construction or development
Permanent ground cover sufficient to restrain erosion has been established
By this signature, I certify in accordance with the NCGO10000 permit & G.S. 113A-54.1 that this report is accurate and complete to the best of my knowledge.
Financially Responsible Party / Permitee or Agent / Designee
Date
GROUND
STABILIZATION TIMEFRAMES
Site Area Description
Stabilization
Timeframe Exceptions
Perimeter dikes, swales and slopes
7 Days
None
High Quality Water (HQW) Zones
7 Days
None
Slopes Steeper than 3:1
p p
7 Days
Y
1
If slopes are 10 or less in length and are not steeper than 2:1 14 days are allowed
p p
Slopes 3:1 or flatter
14 Days
7 days for slopes greater than 50' in length
All other areas with slopes flatter than 4:1
1 14 Days
None, except for perimeters and HQW Zones
*For an editable copy of this form as a Word doc and other information, see http://portal.ncdenr.org/web/Ir/erosion
DEMLR Monitoring Form Rev. 08012013
Page 2 of 2
PART 2A: EROSION AND SEDIMENTATION CONTROL MEASURES: Measures must be inspected at least ONCE PER 7 CALENDAR DAYS AND WITHIN
24 HOURS OF A RAINFALL EVENT GREATER THAN 0.5 INCH PER 24 HOUR PERIOD.
Erosion and Sedimentation Control Measures Inspected
Inspection
Date
Describe Actions Needed
Corrective actions should be performed as soon
Date
Corrected
Measure ID or
Location and
Description
Operating
g
Properly?
(Y/N)
An Repair
y p
or
Maintenance
Needed?
(Y/N)
New Measures Installed
*
as possible and before the next storm event
Proposed
Actual
Dimensions
Significant
Dimensions
Deviation from
Plan? (YIN)
*New erosion and sedimentation control measures installed since the last inspection should be documented here or by initialing and dating each measure or
practice shown on a copy of the approved erosion and sedimentation control plan. List Dimensions of Measures such as Sediment Basins and Riprap Aprons
PART 2B: STORMWATER DISCHARGE OUTFALLS (SDOs): SDOs must be inspected at least ONCE PER 7 CALENDAR DAYS AND WITHIN
24 HOURS OF A RAINFALL EVENT GREATER THAN 0.5 INCH PER 24 HOUR PERIOD.
Stormwater
Discharge
Outfalls
Inspected
Inspection
Re Report Visible Sedimentation to streams or wetlands to
p
Date
Any Visible
Any Increase
Any
Stormwater
Sedimentation
in Stream
Visible
Any visible oil
Date
Land Quality within 24 Hours
Corrected
Discharge
Outfall
in Streams,
Turbidity
Erosion
sheen, floating or
http://portal.ncdenr.org/web/ir/division-contacts
ID or
Wetlands or
from
below
suspended solids or
Describe Actions Needed
Location
Outside Site
Discharge?
SDO?
discoloration? (Y/N)
Corrective actions should be performed as soon as possible and
before the next storm event
Limits? (Y/N)
(Y/N)
(Y/N)
PART 2C: GROUND STABILIZATION Must be recorded after each Phase of Gradina
Areas Where Land Disturbance Has Been
Completed or Temporarily Stopped
Time Limit for
Ground Cover
7 days or 14
Is Ground Cover
Sufficient to
Restrain Erosion?
Y/N
Inspection
Date
Describe Actions Needed
Date
Corrected
days
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 CONSTRUCTION GENERAL PERMIT
Im lementin the details and specifications on this plan she et will result in the construction
P g P P
activitybein c nsidered compliant with the Ground Stabilization and Materials Handlin
g o P g
sectio ns of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
g Y gl
may not apply depending on site rand ftio ns and the delegated authority having jurisdiction.
Required Ground Stabilization TimeB'ames
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
wales, it itches, and
7
None
perimeter slopes
(b) High Quality Water
None
(HQW)Zo nes
7
(c) Slopes steeper than
If slopes are 10' or less in length and are
31,
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter itikes, swales,
(it) Slopes3:1to4:1
14
ditches, perimeter slopes and HOW
Zones
-10 daysfor Falls Lake Watershed
-7 days for perimeter dikes, -ales,
(e) Areas with slopes
ditches, perimeter slopes a nd HOW Zones
flatterthan 41
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation or construction activities, any areas will temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to Len derthe
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not it islodge the soil. Use one of the
techniques in the table below:
•Temporery grass seerd covered with straw or
•Permanent grss seedcovered with Rl-ea or
othe r mulches and tarkifle rs
other m inches and tackifiers
• Hydrosee ding
• Ge of extile fabrics such as permanent soli
•Rolle it eras; o n c o ntm l pm du ctswith or
re lot ortement m atting
withoclttemporery grass se ed
•Hydro -ding
• A li,tel a teed stray orothe rm inch
PPmP Y PP
• Shmbsorother a manent lantin s we red
P r P g c
• Plastic she eting
with mulT
• -form and evenly distributed ground cover
sufflcie nt tore strain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass se ed
1. Maintain vehicles and e u equipment to prevent dischargeoffluids.
9 IP P e
2. Provide dripunder an storedequipment.
pans y
3. Identifyleaks and repair as soon as feasible or remove leaking equipment from the
P g 9uIP
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazard ous waste (recycle when possible).
5. Re move leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers(e.g dumpster, trash
ceptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers duringtimes of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams orwetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liq uid wastes in a controlled area¢
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge ofsoaps,solvents, detergents and other liquid wastesfrom
onstmction sites.
PORTABLE TOILETS
1. Install portable to ilets on level ground, at least 50 feet away from sto rm d ra ins,
streams orwetlands unlessthere is no at
reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
n a gravel pad and surround with sand bags.
2. Proviit staking oranchorIng of portable toilets during periods of highwinds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other a fternatives are reasonably
ailable.
2. Protect stockpile with silt fence installed alongtoe of slope with a minimum offset of
POLVACRVLAMIDES (PAMS) AND FLOCCULANTS five feet from the toe of stockpile.
1. Select flocculants that are appropriate for the soils being exposed during 3. Provide stable stone access point when feasible.
construction
nstruction, selectingfrom the NC DWR List of Approved PAMS/Flocculants. 4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
2. APR lyfloCCU lantsatorbeforetheinletsto Erosion and Sediment Control Measures. with the approved plan and any additional requirements. Soil stab ilization is defined
3. Apply flocculants at the co nce ntrationsspecified in the NCDWR List of Approved as vegetative, physical or chemicalcoverage techniques that will restrain accelerated HAZARDOUS AND TOXIC WASTE
PAMS/F/occu/ants and in accordance with the manufacturer's instructions. ondisturbeit soilsfortemporary or permanent control needs. 1. Create designated hazardous waste collection areas on -site.
4. Provide pending area for containment of treated Stormwater before discharging 2. Place hazardouswaste containers under co secondary containment.
orovid. cover or oc y
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover 3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
or surrounded by secondary containment structures.
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE: 04/01/19
STRUCTURE WIT'
LINER
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter sift fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one ofthe two
types oftemporary concrete washouts provided on this de tail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
an be shown that no other alternatives are reasonably available. At a minimum,
install protection ofstorm drain inlets) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front ofthe washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post si na on the washout itselfto identif this location.
g ge y
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
vents when no longer functional. When utilizing alternative or proprietary components g g pop y
products, follow manufacturer's instructions.
10. At the completion ofthe concrete work, remove remaining leavings and dispose of
inanapproved disposal facility. Fillpit, if applicable, and stabilize anydisturbance
used by removal of washout.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self- inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would ceusethe safety ofthe inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In add Rion, when a storm event of equal to or
greaterthan 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
roPaa
Ftl�n
�Paatianrawr�m�atMl�dR
pl Ra
or g
tler
nand alnfan am 11
n - alnlalldnl �lo m:rlon
nt for tM1 -
e Sraan .�elm�neazl�'am,te In,peRion
no rainfall ,mire¢ sM1ell be recortletl as
ram-momt g v�
(zlE
a
1,
rs Ma min
wdR,,1hi,DRnM1aeamea,uueein,petme
IT. MtM1ainapa�ion,
per,nn pednrmingthein,pettinp
on MwM1etM1ertM1e measureswere operating
M1 oar, na
­rlp��onM maintenance needs for me mea,nre,
to Meorraativa ¢¢clan, taken. cription
nnx er
ntifmxion MatM1e�alstM1arae outlalls p ,
medmeins e
outf allsg sons
�Mara9n
medal IT. ei rm�in t
teM i�a ltamrP Mrznr�n iernan a, nil
_ roll;
o" floating ormspeoaeasolias ormis mio ran ,
24 M1 onr,
s. on dvhible,ealment lthi,A "a'�rilation eaving
and a to dmrreative ¢¢clans taken.
f4l nenmeterM
e
naa day
If m,Ible,eeln, efonne on�me,ae rmrs,men arerore
Mtlr elollowing she"I G"e maac
dean rporxabuue meseaiment mat vas leh
nah
nip[; n antl
otafkmanrr1.-ntamatli
24 M1
fo-nstraaken,
toIn. prte
Islst ream
oreSlaeon,air
Iwo
a ce„Mel
a rs �M a ram
_ �na�
M1wrs o'
24 h
li me meam or :Ea vismle� a
wetla tlM1as marea'rtyfromtM1e tome ion
aft ltnel,abe 'e os ate M lowing,hallhemade;°a
nimmn, ev deft[. a a correctme damns taken, aria
¢,Mlle repnireanrePo�sstome appropriate Dlvl,ion
Reco'al mfiaa peraarclllsaaion [, ItamlzlfalM mis parmie
I6,G
eaanm,
Afrer eatM1 phase
Mgratling
eM gratling linst n M Perimeter E&SC
ru., antl gr ee` � innallatio .rb..g m
f atirnie,, mmplainn nt all Iona-al,tnrbing
�e
ttivity, tonstrut[ion or redevelopment, permanent
n c er)
me.;:p „nrantetM1att y IIb. p ,dead,
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
Theapproved E&SC plan aswellasanyapproved deviaReinstall be keptonthesite. The
approved E&SC plan most
be kept
up -totlate throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be documented in the manner
described:
ItemtP DPc.li
Documentation Be u merits
q rre
I,) Each E&SC Measure has been installed
(1
Initial and date each E&SC Measure on a m P
and doe, -si nd-Ttl deviate from the
g
ofth,a wed E&SC Plan or com let,d-
ppr p
o[atinns dimensions and relative elevatmns
and gn an nsp p si � e[nonre ulstsea[ orttnan
shown on the approved E&SC Plan.
E&SC Measure shown on the approved E&SC
Plan. This documentation is re uredu Pn the qi p
initial installation of the E&SC Measures .,if
the E&SC Measures are modified afterinitial
Installation.
b A hose Pf radio has been tom leted.
( I P g g P
Initial and date a m ,£the a wed E&SC
pJ PPr
Plan Pr,,ET, te, date and sign an 'Inspe[t'IOn
report to nd-1, Completion of the
construction phase.
C Ground cover Is located and installed
f 1
Initial and date a m ofthe a wed E&SC
pv ppr
rov
,rdanwith the approved E&SC
Plan or[omo-, date and sign an -I-IPlanere
reP art to lnd-te cPm llan[e with¢ roved
P PP
and Corers eClfications. gro p
id) The malnt enan[e and repair
Complete, date and sign an In spe[tlon report.
requirements for all E&SC Measures
nave been performed.
Iel CPrrective actions have been taken
Initial and date a cowof the approved E&SC
to EASE Measures.
Plan or complete, date and sign an iN,P,&,on
reportto I nitrate the [Pmpletion of the
reed- a[tlpn.
2. Additional Documentation
In addition to the E&SC Plan documents above, the following items shall be kept on the
site
a nd available fora a inspectors at all times d urin n ma l business hou rs unless the
g ncy lnsp g o
Division provides site -specific exemption based on unique site conditions that make this
requirement not practical:
(a) This general permit as well as the certificate of coverage, after it is received.
(b) Records of inspections made duringthe previous 30 days. The permittee shall record
the required observations on the Inspection Record Form provided by the Division or
Sim
ins ection form that includesall the required elements. Use of
P 9
electronically -available records in lieu ofthe required paper copies will be allowed if
shown to provide eq ual access and utility as the hard -copy records.
(c) All data used to complete the Notice of Intent and older inspection records shall be
maintained fora period of three years after project completion and made available
upon request. [40 CFR 122.41]
HERBICIDES PESTICIDESAND RODENTICIDES
1. Storeianda herbicides pesticides and rodenticides in accordance with label
PPY
restrictions.
2. Store herbicides,pesticidesand rodenticides intheiroriginal containers with the
label, which lists directionsfor use, ingredients and first aid steps in case of
tridental poisoning.
3. Do not store herbicides,pesticides and rodenticides in areaswhere flooding is
possible orwhere they may spill or leak into wells, stormwater drains, ground water
surface water. If a spill occurs, clean area Immediately.
4. Do not stockpile these materials onsite.
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that must be reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• The cause sheen on surface waters (regardless of volume o y a ( g ), r
• The a re within 100 feet ofsurface waters (regardless ofvolume.
Y ( g )
(a) Releases of hazardous substances in excess of reportable quantities under Section 311
ofthe Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or 6.5. 143-215.85.
b) Anticipated bypasses and unanticipated bypasses.
Noncompliance with the conditions of this permit that may endanger health or the
m P Y g
environment
2. Reporting TimeB'ames and Other Requirements
After a e mittee becomes aware of an occurrence that must be reported, he shall contact
p r
the appropriate riate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Division's Emergency Response personnel at [phone],(800
)
858-0368 or [phone].
Occurrence
Reporting TimeframestAfter Discovery}and Other Requirements
(alvlsible sediment
• Mthin,ri urs, an oral or el -rill, n luficatiol.
deposi tion Ina
• Within zmlendarday, are port that mntalnsa desmotlon ofth,
stream or wetland
sediment ­c! a[tlonstaken to addo-the [¢use ofthe deposition.
Dlvl sion staff may waive the requirement for a written report on a
se -by -Case basis.
If the stream is named on the Nc 3o31d1 list ¢sill aredforsediment- pi
related [¢uses, me perminee may be required m perform additional
inspections or apply more stringent pm[ti[es if 4aff
aonitonng,
etem,methat aaditmnal requirements are neeaeam assure mmprmnce
vnth the federal nrstate impaired -waters Conditions.
(b) Dil spills and
M'fhin Z4iro a n oral or eledmni, n Nufication. The n otlflCatlon
release of
shall include Information aboutthe date, time, nature,volume and
hasardous
location ofthe spill or release.
substances perltem
above
(C) Antici pared
• Areport at leastt- days before thedpi cf I bypus; ifpossible.
bypasses [4o CFR
fie report shall Include an er aluation ofthe anu[Ipated quality and
12241(m)(3)1
effect of the bypass.
(d) unantiCi gated
• yy'thin Z4 hours, an oral or eleRmnicnMlflcation.
bypasses[9e CFR
• Within]mlendordo y; a report that mCludes an evaluation ofthe
ill 41(m)NI
quality and eff,& ofthe bypass.
(el Noncompliance
• yy'thin Z4 hours, an oral Pr eleRmnic nPtlhcatipn.
with the Conditions
Within zmlendrdoys,areportthat mntalnsa description ofthe
d thl s permltthat
omplian m, and its Causes; the periodfinoncompli ante,
may endanger
n�luding exact dMes and times, and if the nonmmpllance has not
Ibeen
health orthe
corrected, the antiClpated tlmenonmmpliance is expected to
,Nv ent[4D
ontinu e; and steps taken orp armed W redu , aliminat e, and
CFR 122.41III]II
prevent reoccurrence of the nonmmpliame.[4DCFR12241111(6(.
D'Ivlsmnsraff may valve the regwrement torawdtten report end
e-by-r a bas
NCGO 1 SELF -INSPECTION, RECORDKEEPING AND REPORTING EFFECTIVE: 04/01/19
FINAL DESIGN
NOT RELEASED FOR CONSTRUCTION
®��,®9199111IIFr9gy®,PAP
A,,
01,111
0
Ill
O
W O
Ill a
Ir
Z U
O co
co
W
W
Ill
Z
LU
20
20
O
U
O
0
U
Z
i
U
C„
ti
ICI
00
.�
N
�
U
Z
N
M-4
O
M
i
O
c
N
1
®
1
O
O
00
0)E
ci
O rl
111
O
C U
1 1
U
•-
C
4�
-
J
N
•U
CM a)
W
m
ti
1
Z
>_M
•L
o�
1
Fti1
M
N
N
c00
•�
O
a
W
U
O
L
•,y
r
O
"~
M
■
UZ
Zp
Z
a(LZ�
0LU0014
Z
CW1=UaJ
G
Q
O
�
�
T
�
M
Q
OC
W
O=V
(�
2
Z~FLU
O
o=0
V�ooU
W
Z
aCi)
Z
0
�a
Q
�
G
o �
0
w U w
of
r
Z
W W
m
Z
o
Ifl
J
Z O
M
cc
O Z
N p
O U
Q
Q
W
U
N
O
N
w
m
o
w
0
z
a
OC
o
W
Lij
sell
O
CO
U
c�0
IL
o
0
a
a
DRAWING NO.:
C801
L